HomeMy WebLinkAbout23-24-SW Executed Contract.pdf SPECIFICATIONS
AMERICAN AVENUE DISPOSAL SITE PHASE III -
MODULES 9 & 10
EXCAVATION AND LINER CONSTRUCTION
18950 W AMERICAN AVE, KERMAN, CA 93630
BUDGET / ACCOUNT: 9026 / 8150
COU�?>
6 Department o Public Works and Planning
O� �O P f g
PRY,S
CONTRACT NUMBER 23-24-SW
coU�
County of Fresno
i
DEPARTMENT OF PUBLIC WORKS AND PLANNING
STEVEN E. WHITE, DIRECTOR
FR�`�
February 2, 2024 Contract No. 23-24-SW
ADDENDUM NO. 1 to AMERICAN AVENUE DISPOSAL SITE PHASE III — MODULES 9
AND 10, revising the Bidding and Contract Documents as follows:
SPECIAL PROVISIONS
Section 9-1.01 A
Bid Item No. 10 — UNSUITABLE MATERIAL
DELETE:
The contract unit price paid per square yard for unsuitable material shall include full
compensation for furnishing all labor, materials, tools, equipment and incidentals, and
for doing all the work involved in excavating hauling, and depositing unsuitable
material and loading, hauling placing, and compacting suitable material from the
excavation to replace removed unsuitable material as shown on the Plans, as
specified in these Special Provisions and the Standard Specifications and as directed
by the Engineer.
The quantity of unsuitable material to be paid for shall be the actual cubic yard quantity
as calculated based on the lines as determined by the Engineer. No compensation
will be allowed for quantities of unsuitable material in excess of that allowed by the
Engineer.
The exact quantity of unsuitable material which may be encountered is unknown. For
bidding purposes, a quantity has been estimated for unsuitable material. No
adjustment of contract unit price will be made for any increase or decrease in the
quantity of unsuitable material regardless of the reason for such increase or decrease.
The provisions in Section 9-1.06, "Changed Quantity Payment Adjustments," of the
Standard Specifications shall not apply to the unsuitable material item.
The Contractor shall have no claim for anticipated overhead or profit should the
County fail to authorize any supplemental work or should the value of authorized
supplemental work be less than anticipated by the Contractor.
REPLACE with:
The contract unit price paid per square yard for unsuitable material shall include full
compensation for furnishing all labor, materials, tools, equipment and incidentals, and
for doing all the work involved in excavating hauling, and depositing unsuitable
material and loading, hauling placing, and compacting suitable material from the
excavation to replace removed unsuitable material as shown on the Plans, as
Addendum No. 1 AMERICAN AVENUE DISPOSAL SITE
PHASE III — MODULES 9 AND 10
Contract No. 23-24-SW Page 1 of 5
specified in these Special Provisions and the Standard Specifications and as directed
by the Engineer.
The quantity of unsuitable material to be paid for shall be the actual square yard
quantity as calculated based on the lines as determined by the Engineer for the depth
specified in Section "19-4.01 D UNSUITABLE MATERIAL". No compensation will be
allowed for quantities of unsuitable material in excess of that allowed by the Engineer.
The exact quantity of unsuitable material which may be encountered is unknown. For
bidding purposes, a quantity has been estimated for unsuitable material. No
adjustment of contract unit price will be made for any increase or decrease in the
quantity of unsuitable material regardless of the reason for such increase or decrease.
The provisions in Section 9-1.06, "Changed Quantity Payment Adjustments," of the
Standard Specifications shall not apply to the unsuitable material item.
The Contractor shall have no claim for anticipated overhead or profit should the
County fail to authorize any supplemental work or should the value of authorized
supplemental work be less than anticipated by the Contractor.
Addendum No. 1 AMERICAN AVENUE DISPOSAL SITE
PHASE III — MODULES 9 AND 10
Contract No. 23-24-SW Page 2 of 5
Section 100-2.02.6
DELETE:
Table 100-213
Testing Frequencies
Test Test Designation Frequency
(see Notes)
Sheet Thickness ASTM D 5994 A
Asperity Height ASTM D 7466 E
Specific Gravity ASTM D 792, Method B B
Tensile Strength at Yield ASTM D 6693, Type IV C
Tensile Strength at Break ASTM D 6693, Type IV C
Elongation at Yield ASTM D 6693, Type IV C
Elongation at Break ASTM D 6693, Type IV C
Tear Resistance ASTM D 1004 D
Puncture Resistance ASTM D 4833 D
Oxidation Induction Time ASTM D 3895 B
Stress Crack Resistance ASTM D 5397 B
Carbon Black Content ASTM D 4218 C
Carbon Black Dispersion ASTM D 5596 C
Oven Aging at 85°C ASTM D 5721 F
UV Resistance ASTM D 5885 F
Notes:
A. Ten tests per roll.
B. One per 200,000 square feet of sheet produced or one per resin batch, whichever
results in the greater number of tests.
C. One per 20,000 square feet of sheet produced or one per resin batch, whichever
results in the greatest number of tests.
D. One per 45,000 square feet of sheet produced or one per resin batch, whichever
results in the greatest number of tests.
E. One per every second roll.
F. One per formulation
G.
Addendum No. 1 AMERICAN AVENUE DISPOSAL SITE
PHASE III — MODULES 9 AND 10
Contract No. 23-24-SW Page 3 of 5
REPLACE with:
Table 100-213
Testing Frequencies
Test Test Designation Frequency
(see Notes)
Sheet Thickness ASTM D 5994 A
Asperity Height ASTM D 7466 E
Specific Gravity ASTM D 792, Method B B
Tensile Strength at Yield ASTM D 6693, Type IV C
Tensile Strength at Break ASTM D 6693, Type IV C
Elongation at Yield ASTM D 6693, Type IV C
Elongation at Break ASTM D 6693, Type IV C
Tear Resistance ASTM D 1004 D
Puncture Resistance ASTM D 4833 D
Oxidation Induction Time ASTM D 3895 B
Stress Crack Resistance ASTM D 5397 B
Carbon Black Content ASTM D 4218 C
Carbon Black Dispersion ASTM D 5596 C
Oven Aging at 85°C ASTM D 5721 F
UV Resistance ASTM D 5885 F
Notes:
A. Ten tests per roll.
B. One per 200,000 pounds of sheet produced or one per resin batch, whichever
results in the greater number of tests.
C. One per 20,000 pounds of sheet produced or one per resin batch, whichever results
in the greatest number of tests.
D. One per 45,000 pounds of sheet produced or one per resin batch, whichever results
in the greatest number of tests.
E. One per every second roll.
F. One per formulation
END OF ADDENDUM NO. 1
Addendum No. 1 AMERICAN AVENUE DISPOSAL SITE
PHASE III — MODULES 9 AND 10
Contract No. 23-24-SW Page 4 of 5
--------------------------------------------------------------------------------------------------------------------
Please attach this Addendum to the inside cover of the Specifications booklet. If you
have given the Bidding and Contract Documents to someone else, please forward this
Addendum.
QROFNSS/\A r ��. Date Signed
� P 9
No. C76724 r
Exp,12/31/24
�TF OFCIVIL
Supervising Engineer:
Sebastian Arta[, PE C76724
FRESNO COUNTY
Department of Public Works and Planning
m/a 2220 Tulare Street, Suite 720
Fresno, CA 93721-2106
Addendum No. 1 AMERICAN AVENUE DISPOSAL SITE
PHASE III — MODULES 9 AND 10
Contract No. 23-24-SW Page 5 of 5
TABLE OF CONTENTS
COVER SHEET
COUNTY ADOPTION AND ACKNOWLEDGMENT
Engineer's Signature
Consultant's Signature
NOTICE TO BIDDERS
BID ITEMS AND APPLICABLE SECTIONS
SPECIAL PROVISIONS
PROJECT DETAILS / DRAWINGS
Construction Quality Assurance Plan Phase III Modules 9 & 10 Excavation and Liner System
Construction
Location Map
Title V Permit to Operate in San Joaquin Air Pollution Districts Limits
Applicability of Indirect Source Review (ISR) Rule 9510
Self-Dealing Transactions Disclosure Form
Revised Standard Specifications Dated 09-02-16
BID BOOK
Bidder's Declaration
Bid Form
Abbreviations Used
Signature Page
Noncollusion Declaration
Public Contract Code
Subcontractor List
Guaranty
General Requirements for In-Use Off-Road Diesel-Fueled Fleets
AGREEMENT
PLANS
Contract Number 23-24-SW
COUNTY ADOPTION AND ACKNOWLEDGEMENT
PROJECT: AMERICAN AVENUE DISPOSAL SITE PHASE III — MODULES 9 & 10
EXCAVATION AND LINER CONSTRUCTION
CONTRACT NUMBER: 23-24-SW
Nathan Magsig, Chairman 5th District
Ernest Buddy Mendes, Vice Chairman 4th District
Brian Pacheco 1 st District
Steve Brandau 2nd District
Sal Quintero 3rd District
Paul Nerland, County Administrative Officer
Steven E. White, Direct
Department of Public s and Planning
QROF ESS/p,�
\ANT
� q�2
cl: Co
No. C76724
Exp.12/31/24
Date Signed:
�TF FI/11
Supervising Engineer:
Sebastian Artal, PE 76724
FRESNO COUNTY
Department of Public Works and Planning
m/a 2220 Tulare Street, Suite 720
Fresno, CA 93721-2106
COUNTY ADOPTION AND ACKNOWLEDGEMENT
PROJECT: AMERICAN AVENUE DISPOSAL SITE PHASE III — MODULES 9 & 10
EXCAVATION AND LINER CONSTRUCTION
CONTRACT NUMBER: 23-24-SW
0 ESs
ssr Date Signed: January 9, 2024
6/4512
Zb
sj9l� C/V I\-
OF CALK
Consultant Engineer:
Jacob Russell, PE C64512
Geologic and Associates
4190 Douglas Blvd., Suite 250
Granite Bay, CA 95746
COUNTY OF FRESNO STATE OF CALIFORNIA
NOTICE TO BIDDERS
Sealed proposals will be received at:
https://www.bidexpress.com/businesses/36473/home
and at the Fresno County Department of Public Works and Planning (Department), Office of the
Design Engineer, Seventh Floor, Fresno County Plaza Building, 2220 Tulare Street, Fresno, CA
93721 until
2:00 P.M., (1400 hours and 00 seconds)
Thursday, February 8, 2024
If you have any questions about bid submission, please contact us at
DesignServicesCa-)_fresnocountyca.qov or calling (559) 353-4919 or (559) 600-4543.
Promptly following the closing of the bidding all timely submitted bids will be publicly opened and
viewable via a livestream (the link for which will be posted at
http://www.fresnocountyca.gov/planholders) for construction in accordance with the project
specifications therefor, to which special reference is made as follows:
AMERICAN AVENUE DISPOSAL SITE PHASE III - MODULES 9 & 10
EXCAVATION AND LINER CONSTRUCTION
18950 W AMERICAN AVE, KERMAN, CA 93630
CONTRACT NUMBER 23-24-SW
The work to be done consists, in general, of the excavation of Modules 9 & 10, installation of a
composite liner system consisting of geosynthestics over a geosynthetic clay liner, and the
performance of a geoelectric leak detection survey support. It also includes, but is not limited to, the
installation of Modules 9 & 10 sump liner system, riser pipes, pumps and control panels, clean out
pipes, Ieachate and Iysimeter meter runs and all miscellaneous work associated with the installation
of these items, construction of Landfill customer access roads and side ditches as well as installation
of erosion control items. Clearing and grubbing is to be performed and the project site is to be
finished. Other items or details not mentioned herein that are required by the plans, Standard
Specifications or these special provisions shall be performed, constructed, furnished or installed.
A pre-bid conference will be held at 1:30 p.m., on Tuesday, January 23, 2024.
A discussion of the project will be held and the project sites will be open for examination. Contractors
should meet at 18950 W AMERICAN AVE, KERMAN, CA 93630. Attendance at the pre-bid is
mandatory. Any bidder who fails to be present will be deemed nonresponsive. The scheduled
pre-bid will be the only opportunity for prospective bidders to visit the site in the presence of County
staff, and requests for individual site visits with County staff will not be granted.
The following items shall be used for this project and no substitution shall be allowed':
• MOXA AWK-3121 US-T Ethernet Wi-Fi radio modem (for high temperature range)
• WSDPT 3-5 surePump
' The public interest finding is subject to approval by the Fresno County Board of Supervisors on
February 6, 2024.
• Promag P 300 5P3B25-4RD5/0
• Kayo 9 slot programmable logic controller (PLC), Automation Direct D2-262 CPU, with H2-
ECOM-100 Ethernet interface module and EA7-T6CL HMI display
This project is subject to the contracting requirements and implementing regulations as
amended in Title 13, Section 2449 General Requirements for In-Use Off-Road Diesel-Fueled
Fleets, of the California Code of Regulations (13 CCR § 2449(i)). Bidders and their listed
subcontractors must submit valid Certificates of Reported Compliance (CRCs) issued by the
California Air Resources Control Board and any supporting documentation within five (5)
calendar days of bid opening. Failure to submit the required CRCs may render a bid non-
responsive.
Bidders may fill out a Request to be Added to Planholders list:
https://www.fresnocountyca.gov/Departments/Public-Works-and-Planning/Construction-Bidding-
Opportunities/Request-to-Be-Added-to-the-Planholders-List-Form
Requesters will then be listed as a planholder for the project on the website and receive notifications
and addenda issued for the project.
Prospective bidders may also select the project on www.BidExpress.com. Those that demonstrate
interest in the project will be added to the planholders list, and receive notifications and addenda
issued for the project.
Planholder and exchange/publication names may be obtained from the Fresno County website at
http://www.fresnocountVca.gov/planholders.
Electronic copies, in ".pdf" file format, of the official project plans and specifications, bid books and
proposal sheets, and such additional supplemental project information as may be provided, are
available to view, download, and print at http://www.fresnocountyca.gov/planholders.
If a bidder is unable to submit a bid via Bid Express, Bid Books, which contain bid proposal sheets
necessary to submit a bid, may be obtained within the Specifications documents posted on the
Fresno County website.
Electronic bids shall be submitted via the BidExpress website. Hardcopy bids shall be submitted in
a sealed envelope addressed to the Department and labeled with the name of the bidder, the name
of the project and the statement "Do Not Open Until The Time Of Bid Opening."
Bid security in the amount of ten (10) percent of the amount of the bid, and in the form of a bid bond
issued by an admitted surety insurer licensed by the California Department of Insurance, cash,
cashier's check or certified check shall accompany the bid. You must either attach an electronic bid
bond or provide an original bid bond (or other form of bid security authorized by Public Contract
Code Section 20129(a)), prior to the bid opening. Bid security shall be made in favor of the County
of Fresno.
Hardcopy bid bonds shall be submitted in a sealed envelope addressed to the Department and
labeled with the name of the bidder, the name of the project and the statement "Do Not Open Until
The Time Of Bid Opening — BID BOND".
A Summary of Bids and a list of subcontractors for the apparent low bidder will be posted at the
above listed website, generally within 24 hours of the Bid Opening.
Contract Number 23-24-SW Notice to Bidders - 2
All questions regarding this project shall be in writing and shall be received by the Department of
Public Works and Planning, Design Division, no later than 2:00 P.M. on the seventh (7th) calendar
day before bid opening. Any questions received after this deadline will not receive a response
unless the Department of Public Works and Planning elects to issue an addendum to revise the bid
opening date. In the event that the bid opening date is revised, the deadline for questions will be
extended to no later than 2:00 P.M. on the seventh (7th) calendar day before the revised bid opening
date. Questions shall be submitted on the "Request for Clarification Form" provided on our website:
http://www.fresnocountyca.gov/Departments/Public-Works-and-Planning/Construction-Bidding-
Opportunities/23-24-SW-American-Avenue-Disposal-Site-Phase-111-Modules-9-and-10/Request-
for-Clarification-Form
Any changes to, or clarification of, the project plans and specifications shall be in the form of a
written addendum issued to planholders of record. Questions that prompt a change or clarification
shall be included in the addendum with the subsequent answer.
Any oral explanation or interpretations given to this project are not binding.
No contract will be awarded to a contractor who has not been licensed in accordance with the
provisions of the Contractors State License Law, California Business and Professions Code,
Division 3, Chapter 9, as amended, or whose bid is not on the proposal form included in the contract
document. A valid California Contractor's License, Class A (General Engineering), is required for
this project.
Pursuant to Section 1773 of the Labor Code, the general prevailing wage rates in the county, or
counties, in which the work is to be done have been determined by the Director of the California
Department of Industrial Relations. These wages are set forth in the General Prevailing Wage
Rates for this project, available at County of Fresno, Department of Public Works and Planning,
2220 Tulare Street, Sixth Floor, Fresno CA 93721-2104 and available from the California
Department of Industrial Relations' Internet web site at http://www.dir.ca.gov/DLSR/PWD. Future
effective general prevailing wage rates, which have been predetermined and are on file with the
California Department of Industrial Relations are referenced but not printed in the general prevailing
wage rates.
This project is subject to compliance monitoring and enforcement by the Department of Industrial
Relations.
No contractor or subcontractor may be listed on a bid proposal for a public works project unless
registered with the Department of Industrial Relations pursuant to Labor Code section 1725.5 [with
limited exceptions from this requirement for bid purposes only under Labor Code section 1771.1(a)].
No contractor or subcontractor may be awarded a contract for public work on a public works project
unless registered with the Department of Industrial Relations pursuant to Labor Code section
1725.5.
This contract is subject to state contract nondiscrimination and compliance requirements pursuant
to Government Code, Section 12990.
Bids are required for the entire work described herein. Bids will be compared on the basis of the
cumulative sum of the bid amounts listed for the individual line items.
The successful bidder shall furnish a faithful performance bond in the amount of 100 percent of the
contract amount and a payment bond in the amount of 100 percent of the contract amount. Each
bond specified in this Notice (bid bond, faithful performance bond and payment bond) shall meet
Contract Number 23-24-SW Notice to Bidders - 3
the requirements of all applicable statutes, including but not limited to those specified in Public
Contract Code section 20129 and Civil Code section 3248.
Each bond specified in this Notice shall be issued by a surety company designated as an admitted
surety insurer in good standing with and authorized to transact business in this state by the
California Department of Insurance, and acceptable to the County of Fresno. Bidders are cautioned
that representations made by surety companies will be verified with the California Department of
Insurance. Additionally, the County of Fresno, in its discretion, when determining the sufficiency of
a proposed surety company, may require the surety company to provide additional information
supported by documentation. The County generally requires such information and documentation
whenever the proposed surety company has either a Best's Key Rating Guide of less than A and a
financial size designation of less than VIII. Provided, however, that the County expressly reserves
its right to require all information and documentation to which the County is legally entitled from any
proposed surety company.
The Board of Supervisors reserves the right to reject any or all bids.
Board of Supervisors, County of Fresno
Paul Nerland, County Administrative Officer
Bernice E. Seidel, Clerk of the Board
Issue Date: January 9, 2024
Contract Number 23-24-SW Notice to Bidders - 4
Special Provisions
DIVISION I GENERAL PROVISIONS
1 GENERAL
1-1.01 GENERAL
Add to the beginning of Section 1:
The work is done in accordance with the 2015 Standard Specifications, 2015 Standard Plans and the
following special provisions.
Where these special provisions indicate to replace, add to, delete, delete from, or otherwise modify a
"section," or a portion thereof, the section or portion thereof to which such modification is to be applied is
the section or portion thereof with the corresponding numbering in the 2015 Standard Specifications.
Except to the extent that they may conflict with these special provisions, revised standard specifications
apply if included in the project details section of the book entitled "Specifications."
Revised standard plans apply if listed on the"List of Revised Standard Plans," if any, in these special
provisions; or if shown or referenced on the project plans or in the project details section of the book
entitled "Specifications."
In case of conflict between the Standard Specifications and these special provisions, the special provisions
shall take precedence over and be used in lieu of such conflicting portions.
In case of conflict between applicable revised standard specifications and these special provisions, the
special provisions shall take precedence over and be used in lieu of such conflicting portions.
Add to the end of section 1-1.01:
Refer to Section 9 for Explanation of Bid items
Add to the 1st table of section 1-1.06:
SJVAPCD San Joaquin Valley air pollution control district
AQMD air quality management district
CISS cast-in-steel shell
CSL crosshole sonic logging
GGL gamma-gamma logging
METS Caltrans Material Engineering and Testing Services
Add to section 1-1.06:
Abbreviations in the Bid Items and Applicable Sections are also used in the Bid Item List- Proposal 2.
Replace Section 1-1.07 with:
1-1.07 DEFINITIONS
1-1.07A General
Interpret terms as defined in the Contract documents.
1-1.07B Glossary
abandon: Render unserviceable in place.
acts of God: Acts of God as defined in Pub Cont Code § 7105.
activity: Task, event, or other project element on a schedule that contributes to completing the project. An
activity has a description, start date, finish date, duration, and one or more logic ties.
adjust: Raise or lower a facility to match a new grade line.
aerially deposited lead: Lead primarily from vehicle emissions deposited within unpaved areas or
formerly unpaved areas.
Authorized Facility Audit List: Caltrans-developed list of facilities. For the Authorized Facility Audit List,
go the METS website.
authorized laboratory: Independent testing laboratory (1) not employed or compensated by any
subcontractor or subcontractor's affiliate providing other services for the Contract and (2) authorized by
the Department.
Authorized Material List: Caltrans-developed list of authorized materials. For the Authorized Material List
go to the METS website.
Authorized Material Source List: Caltrans-developed list of authorized source materials. For the
Authorized Material Source List go to the METS website.
base: Layer of specified material of planned thickness placed immediately below the pavement or
surfacing.
basement material: Material in an excavation or embankment under the lowest layer to be placed.
bid item: Work unit for which the Bidder provides a price.
Bid Item List: List of bid items, units of measure, and the associated quantities. The verified Bid Item List
is the Bid Item List with verified prices. The Contract Proposal (Proposal 2)of Low Bidder at the
Department's website is the verified Bid Item List. After contract award, interpret a reference to the Bid
Item List as a reference to the verified Bid Item List.
borrow: Fill acquired from an excavation source outside the described cut area.
1. local borrow: Material obtained by widening cuts or excavating from sources outside the planned or
authorized cross section on the job site. The location of the local borrow is described or designated by
the Engineer.
2. imported borrow: Borrow that is not local borrow.
bridge: Structure that:
1. Has a bridge number
2. Carries a (1) utility, (2) railroad, or(3)vehicle, pedestrian, or other traffic over, under, or around
obstructions or waterways
building-construction contract: Contract that has Building Construction on the cover of the Notice to
Bidders and Special Provisions.
California Test: Caltrans-developed test for determining work quality. For California Tests, go to the
METS website.
Caltrans: State of California Department of Transportation
certificate of compliance: Certificate stating the material complies with the Contract.
Certified Industrial Hygienist: Industrial hygienist certified in comprehensive practice by the American
Board of Industrial Hygiene.
change order work: Work described in a Change Order, including extra work and work described in the
Contract as change order work.
closure: Closure of a traffic lane or lanes, including shoulder, ramp, or connector lanes, within a single
traffic control system.
commercial quality: Quality meeting the best general practices.
commercial source: Established business operating as a material source for the general public.
Contract: Written and executed contract between the Department and the Contractor.
Contract acceptance: Director's written acceptance of a completed Contract.
Contract time: Number of original working days as adjusted by any time adjustment.
Contractor: Person or business or its legal representative entering into a Contract with the Department for
performance of the work.
controlling activity: Construction activity that will extend the scheduled completion date if delayed.
County: The County of Fresno
critical path: Longest continuous chain of activities for the project that has the least amount of total float of
all chains. In general, a delay on the critical path extends the scheduled completion date.
critical path method: Network-based planning technique using activity durations and relationships
between activities to calculate a schedule for the entire project.
culvert: Structure other than a bridge that provides an opening under a roadway.
data date: Day after the date through which a schedule is current. Everything occurring earlier than the
data date is as-built and everything on or after the data date is planned.
day: 24 consecutive hours running from midnight to midnight; calendar day.
1. business day: Day on the calendar except a Saturday and a holiday.
2. working day: Time measure unit for work progress. A working day is any 24-consecutive-hour period
except:
2.1. Saturday and a holiday.
2.2. Day during which you cannot perform work on the controlling activity for at least 50 percent of
the scheduled work shift with at least 50 percent of the scheduled labor and equipment due to
any of the following:
2.2.1. Adverse weather-related conditions.
2.2.2. Traffic maintenance under the Contract.
2.2.3. Suspension of a controlling activity that you and the Engineer agree benefits both
parties.
2.2.4. Unanticipated event not caused by either party, such as:
2.2.4.1. Act of God
2.2.4.2. Act of a public enemy.
2.2.4.3. Epidemic.
2.2.4.4. Fire.
2.2.4.5. Flood.
2.2.4.6. Governor-declared state of emergency.
2.2.4.7. Landslide.
2.2.4.8. Quarantine restriction.
2.2.5. Issue involving a third party, including:
2.2.5.1. Industry or area-wide labor strike.
2.2.5.2. Material shortage.
2.2.5.3. Freight embargo.
2.2.5.4. Jurisdictional requirement of a law enforcement agency.
2.2.5.5. Workforce labor dispute of a utility or nonhighway facility owner resulting in a
nonhighway facility rearrangement not described and not solely for the
Contractor's convenience. Rearrangement of a nonhighway facility includes
installation, relocation, alteration, or removal of the facility.
2.3. Day during a concurrent delay.
3. original working days:
3.1. Working days to complete the work shown on the Notice to Bidders for a non-cost-plus-time-
based bid
3.2. Working days bid to complete the work for a cost-plus-time-based bid
Where working days is specified without the modifier original in the context of the number of working
days to complete the work, interpret the number as the number of original working days as adjusted by
any time adjustment.
deduction: Money permanently taken from a progress payment or the final payment. Deductions are
cumulative and are not retentions under Pub Cont Code § 7107.
delay: Event that extends the completion of an activity.
1. excusable delay: Delay caused by the Department and not reasonably foreseeable when the work
began, such as:
1.1. Change in the work
1.2. Department action that is not part of the Contract
1.3. Presence of an underground utility main not described in the Contract or in a location
substantially different from that specified
1.4. Described facility rearrangement not rearranged as described, by the utility owner by the date
specified, unless the rearrangement is solely for the Contractor's convenience
1.5. Department's failure to obtain timely access to the right-of-way
1.6. Department's failure to review a submittal or provide notification in the time specified
2. critical delay: Excusable delay that extends the scheduled completion date
3. concurrent delay: Occurrence of at least 2 of the following events in the same period of time, either
partially or entirely:
3.1. Critical delay
3.2. Delay to a controlling activity caused by you
3.3. Non—working day
Department: The Fresno County Board of Supervisors and its authorized representatives.
District Office: County of Fresno Department of Public Works and Planning
detour: Temporary route for traffic around a closed road part. A passageway through a job site is not a
detour.
Director: Department's Chairman
disadvantaged business enterprise: Disadvantaged business enterprise as defined in 49 CFR 26.5.
dispose of: Remove from the job site.
divided highway: Highway with separated traveled ways for traffic, generally in opposite directions.
Engineer: The County's Director of Public Works and Planning, acting through their authorized designees.
early completion time: Difference in time between an early scheduled completion date and the work
completion date.
environmentally sensitive area: Area within or near construction limits where access is prohibited or
limited to protect environmental resources.
estimated cost: Estimated cost of the project as shown on the Notice to Bidders.
extra work: Any work, desired or performed, but not included in the original Contract.
federal-aid contract: Contract that has a federal-aid project number on the cover of the Specifications.
final pay item: Bid item whose quantity shown on the Bid Item List is the quantity paid.
finished grade: Final surface of the completed facility. If the work under the Contract includes stage
construction, the relation between the finished grade and the work under the Contract is shown.
fixed cost: Labor, material, or equipment cost directly incurred by the Contractor as a result of performing
or supplying a particular bid item that remains constant regardless of the item's quantity.
float: Difference between the earliest and latest allowable start or finish times for an activity.
1. Department-owned float: Time saved on the critical path by actions of the Department. It is the last
activity shown on the schedule before the scheduled completion date.
force account work: Work ordered on a construction project without an existing agreement on its cost,
and performed with the understanding that the contractor will bill the owner according to the cost of
labor, materials, and equipment, plus a certain percentage for overhead and profit.
grading plane: Basement material surface on which the lowest layer of subbase, base, pavement,
surfacing, or other specified layer is placed.
highway: Whole right-of-way or area reserved for use in constructing the roadway and its appurtenances.
holiday: Holiday shown in the following table:
Holidays
Holida Date observed
Every Sunday Every Sunda
New Year's Day January V
Birthday of Martin Luther King, Jr. 3rd Monday in January
Presidents' Day 3rd Monday in February
Cesar Chavez Day March 31st
Memorial Day Last Monday in May
Independence Day July 4th
Labor Day 1st Monday in September
Veterans Day November 11th
Thanksgiving Day 4th Thursday in November
Day after Thanksgiving Day Day after Thanksgiving Da
Christmas Day December 25th
If January 1st, March 31st, July 4th, November 11th, or December 25th fall on a Sunday, the Monday
following is a holiday. If January 1st, March 31st, July 4th, November 11th, or December 25th fall on a
Saturday, the preceding Friday is a holiday.
hours of darkness: Hours of darkness as defined in Veh Code §280.
idle equipment: Equipment:
1. On the job site at the start of a delay
2. Idled because of the delay
3. Not operated during the delay
informal-bid contract: Contract that has Informal Bid Authorized by Pub Cont Code§ 10122 on the cover
of the Notice to Bidders and Special Provisions.
job site: Area within the defined boundaries of a project.
Labor Surcharge and Equipment Rental Rates: Caltrans publication that lists labor surcharge and
equipment rental rates.
landscaping: Practice of a landscaping contractor under 16 CA Code of Regs § 832.27.
material: Any product or substance specified for use in the construction of a project.
material shortage:
1. Shortage of raw or produced material that is area-wide and caused by an unusual market condition
except if any of the following occurs:
1.1. Shortage relates to a produced, nonstandard material
1.2. Supplier's and the Contractor's priority for filling an order differs
1.3. Event outside the United States for a material produced outside the United States
2. Unavailability of water that delays a controlling activity
material source facility audit: Self-audit and a Caltrans audit evaluating a facility's capability to
consistently produce materials that comply with Caltrans standards.
median: Portion of a divided highway separating the traveled ways including inside shoulders.
milestone: Event activity that has zero duration and is typically used to represent the start or end of a
certain stage of the project.
mobilization: Preparatory work that must be performed or costs incurred before starting work on the
various items on the job site (Pub Cont Code § 10104).
modify: Add to or subtract from an appurtenant part.
narrative report: Document submitted with each schedule that discusses topics related to project
progress and scheduling.
near critical path: Chain of activities with total float exceeding that of the critical path but having not more
than 10 working days of total float.
obliterate: Place an earth cover over or root, plow, pulverize, or scarify.
Office engineer: The Director of Public Works and Planning for the County of Fresno
pavement: Uppermost layer of material placed on a traveled way or shoulder.
plans: Standard plans, revised standard plans, and project plans.
1. standard plans: Drawings standard to Department construction projects. These plans are in a
book titled Standard Plans.
2. revised standard plans: New or revised standard plans. These plans are listed in the List of
Revised Standard Plans in a book titled Specifications.
3. project plans: Drawings specific to the project, including authorized shop drawings. These plans
also include a section titled Project Details of a book titled Specifications.
plant establishment period: Number of days shown on the Notice to Bidders for plant establishment.
quality characteristic: Characteristic of a material that is measured to determine conformance with a
given requirement.
quality control plan: Contractor's plan to ensure QC.
reconstruct: Remove and disassemble and construct again at an existing or new location.
relocate: Remove and install or place in a new location.
remove: Remove and dispose of.
reset: Remove and install or place laterally at the same station location.
roadbed: Roadway portion extending from the curb line to curb line or the shoulder line to shoulder line. A
divided highway has 2 roadbeds.
roadside: Area between the outside shoulder edge and the right-of-way limits.
roadway: Portion of the highway within the outside lines of curbs, sidewalks, slopes, ditches, channels, or
waterways. A roadway includes the structures and features necessary for safety, protection of
facilities, and drainage.
salvage: Remove, clean, and haul to a specified location.
schedule:
1. baseline schedule: Initial schedule showing the original work plan starting on the date of Contract
approval. This schedule shows no completed work to date and no negative float or negative lag to any
activity.
2. revised schedule: Schedule that incorporates a proposed or past change to logic or activity durations.
3. updated schedule: Current schedule developed from the accepted baseline and any subsequent
accepted updated or revised schedules through regular monthly review to incorporate actual past
progress.
scheduled completion date: Planned work completion date shown on the current schedule.
shoulder: Roadway portion contiguous with the traveled way for accommodation of a stopped vehicle,
emergency use, and lateral support of base and surface courses.
small tool: Tool or piece of equipment not listed in Labor Surcharge and Equipment Rental Rates that has
a replacement value of$500 or less.
specifications: Standard specifications, revised standard specifications, and special provisions.
1. standard specifications: Specifications standard to Department construction projects. These
specifications are in a book titled Standard Specifications.
2. revised standard specifications: New or revised standard specifications. These specifications
are in a section titled Revised Standard Specifications of a book titled Specifications.
3. special provisions: Specifications specific to the project. These specifications are in a section
titled Special Provisions of a book titled Specifications.
State: State of California, including its agencies, departments or divisions whose conduct or action is
related to the work.
Structure Design: Offices of Structure Design of the Department of Transportation.
subbase: Layer of material between a base and the basement material.
subgrade: Roadbed portion on which pavement, surfacing, base, subbase, or a layer of any other material
is placed.
submittal:
1. action submittal: Written and graphic information and samples that require the Department's
response.
2. informational submittal: Written information that does not require the Department's response.
substantial defects: Defects plainly seen as damaged, displaced, or missing parts or improper functioning
of materials, parts, equipment, or systems.
substructure: Bridge parts below the bridge seats, pier tops, and haunches for rigid-framed bridges or
spring lines for arched bridges; includes abutment backwalls, abutment parapets, and wingwalls.
superstructure: Bridge parts except the substructure.
supplemental project information: Information relevant to the project, specified as supplemental project
information, and made available to bidders.
surfacing: Uppermost layer of material placed on a traveled way or shoulders; pavement.
time impact analysis: Analysis using a CPM schedule developed specifically to demonstrate the effect a
proposed or past change or delay has on the current scheduled completion date.
time-scaled network diagram: Graphic depiction of a CPM schedule comprised of activity bars with
relationships for each activity represented by arrows. The tail of each arrow connects to the activity bar
for the predecessor and points to the successor.
total bid: Sum of the item totals as verified by the Department; original Contract price.
total float: Amount of time that an activity or chain of activities can be delayed before extending the
scheduled completion date.
traffic: Pedestrians, bicyclists, ridden or herded animals, vehicles, streetcars, and other conveyances
either singularly or together while using any highway for purposes of travel.
traffic lane: Portion of traveled way used for the movement of a single line of vehicles.
traveled way: Portion of the roadway for the movement of vehicles, exclusive of the shoulders, berms,
sidewalks, and parking lanes.
tunnel: Tunnel as defined in 8 CA Code of Regs § 8405 et seq.
unauthorized work: Work performed beyond the lines and grades described in the Contract or
established by the Engineer or extra work performed without Department authorization.
unsuitable material: Material encountered below the natural ground surface in embankment areas or
below the grading plane in excavation areas that the Engineer determines to be in any of the following
conditions:
1. Of such unstable nature that it cannot be compacted to the specified density using ordinary methods at
optimum moisture content.
2. Too wet to be properly compacted and cannot be dried before incorporating it into the work. Excessive
moisture alone is not sufficient cause for determining that the material is unsuitable.
3. Inappropriate for the planned use.
withhold: Money temporarily or permanently taken from a progress payment.
work: Resources and activities required for Contract acceptance, including labor, materials, equipment,
and the created product.
work plan: Detailed formulation of a program of action.
work zone: Area of a highway with construction, maintenance, or utility work activities.
1-1.08 DISTRICTS
Replace Section 1.08 with:
Not Used
Add to the end of Section 1-1.09
This project is not in a freeze-thaw area.
Replace Section 1-1.10 with:
1-1.10 PAVEMENT CLIMATE REGIONS
To help account for the effects of various climatic conditions on pavement performance, the State has
been divided into 9 climate regions. The project's pavement climate region is inland valley.
Replace Section 1-1.11 with:
1-1.11 WEBSITES, ADDRESSES, AND TELEPHONE NUMBERS
Websites, Addresses, and Telephone Numbers
Reference or
agency or
department unit Website Address Telephone no.
Authorized https://dot.ca.gov/program
Material Lists
Authorized s/engineering- -- --
Material Source services/authorized-
Lists materials-lists
CA Unified
Certification https://dot.ca.gov/program
Program's list of s/civil-rights/dbe-search
certified DBEs
California https://dot.ca.gov/program
MUTCD s/safety- -- --
ro rams/camutcd
Data Materials Engineering and Testing
Interchange for Services Department of
Materials https://dime.dot.ca.gov/ Transportation (916) 227-5238
Engineering 5900 Folsom Blvd
Sacramento CA 95819-4612
https://www.fresnocountyc 2220 Tulare Street
Department a.gov/Departments/Public- Design Division—Seventh Floor (559) 600-9908
Works-and-PlanningFresno, CA 93721
Department of
Conservation, http://www.conservation.c
Office of Mine a.gov/dmr/
Reclamation
Department of
General Office of Small Business and DVBE
Services, Office https://www.dgs.ca.gov/O Services Department of General (800) 559- 5529
of Small BAS Services 707 3rd St West (916) 375-4940
Business and Sacramento CA 95605-2811
DVBE Services
Department of 455 Golden Gate Ave
Industrial http://www.dir.ca.gov San Francisco CA 94102 --
Relations
Design 2220 Tulare Street Tel: (559) 353-
Services - https://www.fresnocountyc Design Division—Seventh Floor 4919
Contract a.gov/Departments/Public- Fresno, CA 93721 Fax:(559)455-
Administration, Works-and- 4609 Email:
Planholders, Planning/Construction- DesignServices(cD
Bid Results Bidding-Opportunities fresnocountyca.q
ov
Division of Major Construction Payment and
Accounting, Information Unit
Office of https://dot.ca.gov/program Office of External Accounts Payable
External s/accounting Division of Accounting (916)227-9013
Accounts Department of Transportation
Payable P.O. Box 168043
Sacramento, CA 95816-8043
Division of http://www.dot.ca.gov/hq/c
Construction onstruc/
Geotechnical Services
Geotechnical https://dot.ca.gov/program Department of Transportation (g16)227-7000
Services s/engineering-services 5900 Folsom Blvd
Sacramento, CA 95819-4612
Materials Engineering and Testing
https://dot.ca.gov/program Services
METS s/engineering-services Department of Transportation (916)227-7000
5900 Folsom Blvd
Sacramento, CA 95819-4612
https://dot.ca.gov/program
MPQP s/construction/material- -- --
lant- ual ity-prog ram
Director of Public Works & Planning
Engineer __ Fresno County to (559) 600-4078
2220 Tulare St, 8 Floor
Fresno, CA 93721
MSC 9-4/41
Offices of Documents Unit Offices of Structure
Structure Design (916)227-0716
Design, Department of Transportation
Documents Unit 1801 30th St
Sacramento, CA 95816-7006
Publication Unit
Publication Department of Transportation
Distribution Unit 1900 Royal Oaks Dr
Sacramento, CA 95815-3800
Replace Section 1-1.12 with:
1-1.12 MISCELLANY
Make checks and bonds payable to the County of Fresno.
Replace Section 2 with:
2 BIDDING
2-1.01 GENERAL
Section 2 includes specifications related to bid eligibility and the bidding process.
2-1.02 BID INELIGIBILITY
A firm that has provided architectural or engineering services to the Department for this contract before bid
submittal for this contract is prohibited from any of the following:
1. Submitting a bid
2. Subcontracting for a part of the work
3. Supplying materials
2-1.03 CONTRACTOR REGISTRATION
No contractor or subcontractor may be listed on a bid proposal for a public works project unless registered
with the Department of Industrial Relations pursuant to Labor Code section 1725.5 [with limited exceptions
from this requirement for bid purposes only under Labor Code section 1771.1(a)].
2-1.04-2-1.05 RESERVED
2-1.06 BID DOCUMENTS
2-1.06A General
The Bid book includes bid forms and certifications and may be requested from Design Services and are
available online at http://www.BidExpress.com.
The Specifications includes the Notice to Bidders, revised standard specifications, project details, and
special provisions.
The Specifications, project plans, and any addenda to these documents may be accessed at Design
Services.
The Standard Specifications and Standard Plans may be purchased at the Publication Distribution Unit or
accessed online at https://www.fresnocountyca.gov/files/sharedassets/county/vision-files/files/58025-2015-
standard-specifications.pdf.
2-1.06B Supplemental Project Information
The Department makes the following supplemental project information available:
Supplemental Project Information
Where Available Description
Included in Project Details • Construction Quality assurance plan
• Title V Permit to Operate in San Joaquin Air
Pollution Districts Limits
• SJVAPCD Rule 9510 determination letter
Available on Design Services webpage Cross Sections
If as-built drawings are available they may not show existing dimensions and conditions. Where new
construction dimensions are dependent on existing bridge dimensions, verify the field dimensions and
adjust the dimensions of the work to fit the existing conditions.
2-1.06C-2-1.06D Reserved
2-1.07 JOB SITE AND DOCUMENT EXAMINATION
Examine the job site and bid documents. Notify the Department of apparent errors and patent ambiguities
in the plans, specifications, and Bid Item List. Failure to do so may result in rejection of a bid or rescission
of an award.
Bid submission is your acknowledgment that you have examined the job site and bid documents and are
satisfied with:
1. General and local conditions to be encountered
2. Character, quality, and scope of work to be performed
3. Quantities of materials to be furnished
4. Character, quality, and quantity of surface and subsurface materials or obstacles
5. Requirements of the contract
2-1.08 RESERVED
2-1.09 BID ITEM LIST
Submit a bid based on the bid item quantities the Department shows on Bid Item List.
2-1.10 SUBCONTRACTOR LIST
On the Subcontractor List form, list each subcontractor to perform work in an amount in excess of 1/2 of 1
percent of the total bid or$10,000, whichever is greater(Pub Cont Code §4100 et seq.).
For each subcontractor listed, the Subcontractor List form must show:
1. Business name and the location of its place of business.
2. California contractor license number for a non-federal-aid contract.
3. Public works contractor registration number.
4. Portion of work it will perform. Show the portion of the work by:
4.1. Bid item numbers for the subcontracted work
4.2. Percentage of the subcontracted work for each bid item listed
4.3. Description of the subcontracted work if the percentage of the bid item listed is less than 100
percent
2-1.13-2-1.30 RESERVED
Replace section 2-1.31 with:
2-1.31 RESERVED
2-1.31 OPT OUT OF PAYMENT ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS
Not Used
2-1.32 RESERVED
2-1.33 BID DOCUMENT COMPLETION AND SUBMITTAL
2-1.33A General
Complete forms in the Bid book.
Submit an electronic bid online at http://www.BidExpress.com (Section 2-1.33D) or submit a hardcopy bid:
1. Under sealed cover
2. Marked as a bid
3. Identifying the contract number and the bid opening date
Certain bid forms must be submitted with the bid and properly executed.
Certain other forms and information must be submitted either with the bid or within the prescribed period
after bid opening as specified elsewhere in these special provisions.
Failure to submit the forms and information as specified results in a nonresponsive bid.
If an agent other than the authorized corporation officer or a partnership member signs the bid, file a
Power of Attorney with the Department either before opening bids or with the bid. Otherwise, the bid may
be nonresponsive.
2-1.3313 Bid Item List and Bid Comparison
Submit a bid based on the bid item quantities the Department shows on Proposal 2. Bids will be evaluated
and the low bidder determined as indicated in the Notice to Bidders.
Do not submit an unbalanced bid. An unbalanced is a bid is one in which one or more bid items is/are
considered by the Department to have been bid at an amount that is unreasonably high or unreasonably
low. A bid may be considered to be non-responsive and may be rejected if it is considered by the
Department to be unbalanced.
2-1.33C Bid Document Completion
Proposal items are identified by title and by the word "Proposal"followed by the number assigned to the
proposal item in question. Proposal items are included in the Bid Book.
2-1.33C(1) Proposal 1 - Proposal to the Board of Supervisors of Fresno County
2-1.33C(2) Proposal 2 - Bid Item List
One or more sheet(s) or list(s) upon which the bidder completes the bid.
Fill out completely including a unit price and total for each unit price-based item and a total for each lump
sum item.
Do not make any additions such as "plus tax", "plus freight", or conditions such as "less 2% if paid by 15th".
Use ink or typewriter for paper bids.
2-1.33C(3) Proposal 3 - Evaluation of Bid Item List
Describes how inconsistences and irregularities are evaluated and corrected when Design Services
reviews the Bid Item List.
2-1.33C(4) Proposal 4 - Bid Security and Signature
Submit one of the following forms of bidder's security equal to at least 10 percent of the bid:
• Cash
• Cashier's check
• Certified check
• Signed bidder's bond by an admitted surety insurer
Indicate type of bid security provided.
• Cash—Acceptable but not recommended. Cash is deposited in a clearing account and is returned
to bidders by County warrant. This process may take several weeks.
• Cashier's or Certified Checks. This type of security is held until the bid is no longer under
consideration. If submitted by a potential awardee, they will be returned when the contract is fully
executed by the bidder and bonds and insurance have been approved.
• Bid Bonds - Must be signed by the bidder and by the attorney-in-fact for the bonding company.
Provide notarized signature of attorney-in-fact accompanied by bonding company's affidavit
authorizing attorney-in-fact to execute bonds. An unsigned bid bond will be cause for rejection.
Bonding companies may provide their own bid bond forms. Proposal 4 must be completed by the bidder
and submitted with their bid.
Provide contractor's license information.
State business name and if business is a:
• Corporation - list officers
• Partnership - list partners
• Joint Venture- list members; if members are corporations or partnerships, list their officers or
partners.
• Individual - list Owner's name and firm name style
Signature of Bidder-the following lists types of companies and corresponding authorized signers.
• Corporation - by an officer
• Partnership - by a partner
• Joint Venture- by a member
• Individual - by the Owner
If signature is by a Branch Manager, Estimator, Agent, etc., the bid must be accompanied by a power of
attorney authorizing the individual to sign the bid in question or to sign bids more generally, otherwise the
bid may be rejected.
Business Address - Firm's Street Address
Mailing Address - P.O. Box or Street Address
Complete, sign, and return with bid.
2-1.33C(5) Proposal 5 - Noncollusion Declaration
Must be completed, signed, and returned with bid.
2-1.33C(6) Proposal 6 - Public Contract Code Section 10285.1 Statement
Select"has" or"has not" in accordance with instructions on form, return with completed for with bid. Note
that signing the bid constitutes signing this statement.
2-1.33C(7) Proposal 7 - Public Contract Code Section 10162 Questionnaire And Public Contract
Code 10232 Statement
Select: "yes"or"no" accordance with instructions on form, include explanation if"yes" is selected. Return
completed form with bid. Note that signing the bid constitutes signing this questionnaire and statement.
2-1.33C(8) Proposal 8(a) through Proposal 8(f) -Subcontractors
Sheet(s) or spaces where bidders list subcontractors. List each subcontractor to perform work in an
amount in excess of 1/2 of 1 percent of the total bid (Pub Cont Code §4100 et seq.).
The Subcontractor List submitted with the bid must show the name, location of business, work portions to
be performed, and the contractor's license number for each subcontractor listed.
0 Use subcontractor's business name style as registered with the License Board.
• Specify the city in which the subcontractor's business is located and the state if other than
California.
• Description of the work to be performed by the subcontractor. Indicate with bid item numbers from
the bid item list and/or work descriptions similar to those on bid item list.
• List license number and Department of Industrial Relations registration number for each
subcontractor.
Upon request from Design Services, provide the following additional information within 24 hours of bid
opening if not included on the Subcontractor List submitted with the bid:
• Complete physical address for each subcontractor listed.
• Percentage of the total bid or dollar amount associated with each subcontractor listed.
Equipment Certification —Proposal 9
Select"can" or"cannot" in accordance with instructions on form and return completed form with bid as part
of bid submittal. Note that signing the bid constitutes signing this statement.
Resumes— Proposal 10
Provide resumes for the individuals who will work on the project as site supervisor and project manager.
Provide no later than 4:00 PM on the fifth (5t") calendar day after bid opening if not included with the bid.
Experience References— Proposal 11
Provide references for each of three (3) projects. Provide the name of the person or entity for whom the
work was performed, the email address and telephone number at which that person or entity can be
contacted, and a description of the work performed. Provide no later than 4:00 PM on the fifth (5tn)
calendar day after bid opening if not included with the bid.
Proposal 12-16— Not Used
Guaranty - Proposal 17
This document may, but does not need to be, submitted with the bid. It is part of the contract documents
and must be separately signed and submitted by the contractor to whom the award is made, together
with theexecuted Agreement.
2-1.33C(18) Proposal 18 -Title 13, California Code of Regulations § 2449(i) General Requirements
for In-Use Off-Road Diesel-Fueled Fleets
Contractors, if applicable, must submit valid Certificates of Reported Compliance with their bid.
Subcontractor certificates will be due no later than 4:00 PM on the fifth (5th) calendar day after the bid
opening if not submitted with the bid.
2-1.33D Electronic Bid Document Completion
Electronic versions of the bid book documents are available online at http://www.BidExl)ress.com, and may
be submitted through that website.
You must either attach an electronic bid bond or provide an original bid bond (or other form of bid security
authorized by Public Contract Code Section 20129(a)), prior to the bid opening.
Bidders submitting online may use one of the accepted electronic sureties (SurePath or Surety 2000)to
submit their bid bond; or may submit cash, cashier's check, certified check, or a bidder bond to Design
Services at 2220 Tulare St., Seventh Floor, Fresno, CA 93721. Those submitting bid bonds directly to
Design Services must submit their bid bond:
1. Under sealed cover
2. Marked as a bid-bond
3. Identifying the contract number and the bid opening date on the cover
2-1.34 BIDDER'S SECURITY
Submit one of the following forms of bidder's security equal to at least 10 percent of the bid:
1. Cash
2. Cashier's check
3. Certified check
4. Signed bidder's bond by an admitted surety insurer
Submit cash, cashier's check, certified check, or bidder's bond with your bid.
2-1.35-2-1.39 RESERVED
2-1.40 BID WITHDRAWAL
1. An authorized agent may withdraw a bid before the bid opening date and time by submitting a written
bid withdrawal request at the location where the bid was submitted. Withdrawing a bid does not
prevent you from submitting a new bid. An authorized agent is an individual authorized to submit a
bid.
2. After the bid opening time, you cannot withdraw a bid.
2-1.41-2-1.42 RESERVED
2-1.43 BID OPENING
The Department publicly opens and reads bids at the time and place shown on the Notice to Bidders.
2-1.44-2-1.45 RESERVED
2-1.46 DEPARTMENT'S DECISION ON BID
The Department's decision on the bid amount is final.
The Department may reject:
1. All bids
2. A nonresponsive bid
2-1.47 BID RELIEF
The Department may grant bid relief under Pub Cont Code § 5100 et seq. Submit any request for bid relief
to Design Services.
2-1.48 RESERVED
2-1.49 SUBMITTAL FAILURE HISTORY
The Department considers a bidder's past failure to submit documents required after bid opening in
determining a bidder's responsibility.
2-1.50 BID RIGGING
Section 2-1.50 applies to a federal-aid contract.
The US Department of Transportation (DOT) provides a toll-free hotline to report bid rigging activities. Use
the hotline to report bid rigging, bidder collusion, and other fraudulent activities. The hotline number is
(800)424-9071. The service is available 24 hours 7 days a week and is confidential and anonymous. The
hotline is part of the DOT's effort to identify and investigate highway construction contract fraud and abuse
and is operated under the direction of the DOT Inspector General.
2-1.51 DISCLOSURE OF SELF-DEALING TRANSACTIONS
This provision is only applicable if the contractor is operating as a corporation (a for-profit or non-profit
corporation) or if during the term of this agreement, the contractor changes its status to operate as a
corporation.
Members of the contractor's Board of Directors shall disclose any self-dealing transactions that they are a
party to while contractor is providing goods or performing services under this agreement. A self-dealing
transaction shall mean a transaction to which the contractor is a party and in which one or more of its
directors has a material financial interest. Members of the Board of Directors shall disclose any self-
dealing transactions that they are a party to by completing and signing a Self-Dealing Transaction
Disclosure Form which is included in Project Details of these special provisions.
In the event that the Contractor(to whom the project is awarded) is operating as a corporation or
incorporates during the course of the construction contract, and any member of its board of directors is
engaged or intends to become engaged in self-dealing transaction(s), each member of its board of
directors who is engaged or intends to become engaged in a self-dealing transaction or transactions must
complete and submit to the County a completed Self-Dealing Transaction Disclosure Form (in Project
Details)for each such transaction prior to engaging therein or immediately thereafter.
3 CONTRACT AWARD AND EXECUTION
Replace Section 3 with:
3-1.01 GENERAL
Section 3 includes specifications related to contract award and execution.
3-1.02 CONSIDERATION OF BIDS
3-1.02A General
Bids will be compared on the basis listed in the Notice to Bidders.
3-1.02B Tied Bids
The Department breaks a tied bid with a coin toss:
3-1.03 CONTRACTOR REGISTRATION
No contractor or subcontractor may be awarded a contract for public work on a public works project
(awarded on or after April 1, 2015) unless registered with the Department of Industrial Relations pursuant
to Labor Code section 1725.5.
3-1.04 CONTRACT AWARD
3-1.04A BID PROTEST PROCEDURES
Any bid protest must be submitted in writing and delivered by the Bidder by either of the following means:
(1)via e-mail to Des ignServices(cDfresnocountyca.gov; or(2)via certified mail, return receipt requested to
the following address: Design Division, Department of Public Works and Planning, 2220 Tulare Street, Sixth
Floor, Fresno, CA 93721.
The bid protest must be received no later than 5:00 p.m. of the seventh (7th) calendar day following
the bid opening for any issues found within the bid itself, or 5:00 p.m. of the third (3rd) calendar day
following the deadline for submittal of the specific bid document(s) placed at issue by the protest.
Any Bidder filing a protest is encouraged to submit the bid protest via e-mail, because the deadline is based
on the Department's receipt of the bid protest. A bid protest accordingly may be rejected as untimely if it is
not received by the deadline, regardless of the date on which it was postmarked. The Bidder's compliance
with the following additional procedures also is mandatory:
a. The initial protest document shall contain a complete statement of the grounds for the protest,
including a detailed statement of the factual basis and any supporting legal authority.
b. The protest shall identify and address the specific portion of the document(s)forming the basis for
the protest.
c. The protest shall include the name, address and telephone number of the person representing the
protesting party.
d. The Department will provide a copy of the initial protest document and any attached
documentation to all other Bidders or proposers who appear to have a reasonable prospect of
receiving an award depending upon the outcome of the protest.
e. The Board of Supervisors will issue a decision on the protest. If the Board of Supervisors
determines that a protest is frivolous, the party originating the protest may be determined to be
irresponsible and that party may be determined to be ineligible for future contract awards.
f. The procedure and time limits set forth herein are mandatory and are the Bidder's sole and
exclusive remedy in the event of a bid protest. Failure by the Bidder to comply with these
procedures shall constitute a waiver of any right to further pursue the bid protest, including the
subsequent filing of a Government Code Claim or legal proceedings.
3-1.04B AWARD PERIOD
If the Department awards the contract, the award is made to the lowest responsible bidder within 54
calendar days after bid opening.
The Department may extend the specified award period if the Bidder agrees.
You may request to extend the award period by faxing a request to Design Services before 4:00 p.m. on or
before the last day of the award period. If you do not make this request, after the specified award period:
1. Your bid becomes invalid
2. You are not eligible for the award of the contract
3-1.05 CONTRACT BONDS (PUB CONT CODE §§ 10221 AND 10222)
The successful bidder must furnish 2 bonds conforming to the requirements in the Agreement of these
special provisions.
3-1.06 CONTRACTOR LICENSE
For a federal-aid contract, the Contractor must be properly licensed as a contractor from contract award
through Contract acceptance (Pub Cont Code§ 10164).
For a non-federal-aid contract:
1. Contractor must be properly licensed as a contractor from bid opening through Contract acceptance
(Bus & Prof Code § 7028.15)
2. Joint venture bidders must obtain a joint venture license before contract award (Bus & Prof Code §
7029.1)
3-1.07 INSURANCE POLICIES
The successful bidder must submit copies of its insurance policies conforming to the requirements in the
Agreement of these special provisions.
3-1.08—3-1.10 RESERVED
3-1.11 PAYEE DATA RECORD
Complete and deliver to the Engineer a Payee Data Record form when requested by the Engineer.
3-1.12 RESERVED
3-1.13 FORM FHWA-1273
For a federal-aid contract, form FHWA-1273 is included with the Contract form in the documents sent to
the successful bidder for execution. Comply with its provisions. Interpret the training and promotion section
as specified in section 7-1.11A.
3-1.14-3-1.17 RESERVED
3-1.18 CONTRACT EXECUTION
The successful bidder must sign the Agreement.
Deliver to Design Services:
1. Signed Agreement including the attached form FHWA-1273
2. Contract bonds
3. Documents identified in section 3-1.07
4. For a federal-aid contract, Local Agency Bidder-DBE Information form
Design Services must receive these documents before the 10th business day after the bidder receives the
contract.
The bidder's security may be forfeited for failure to execute the contract within the time specified (Pub Cont
Code §§ 10181, 10182, and 10183).
3-1.19 BIDDERS' SECURITIES
The Department keeps the securities of the 1st, 2nd, and 3rd low bidders until the contract has been
executed. The other bidders' securities, other than bidders' bonds, are returned upon determination of the
1st, 2nd, and 3rd low bidders, and their bidders' bonds are of no further effect(Pub Cont Code § 10184).
4 SCOPE OF WORK
Replace Section 4-1.02 with:
4-1.02 INTENT
The Contract intent is to provide for work completion using the best general practices.
Nothing in the specifications, special provisions, Standard Specifications, or in any other Contract
document voids the Contractor's public safety responsibilities.
Replace Section 4-1.07C with:
4-1.07C Reserved
Replace Section 4-1.13 with:
4-1.13 CLEANUP
Before final inspection, leave the job site neat and presentable and dispose of:
1. Rubbish
2. Excess materials
3. Falsework
4. Temporary structures
5. Equipment
Remove warning, regulatory, and guide signs when directed by the Engineer.
5 CONTROL OF WORK
Delete the 9t" Paragraph of Section 5-1.01
Add the following before the last sentence in Section 5-1.02
Caltrans Standard Plans, and any other other-agency Standard Drawings included in the "Project Details"
section of the book entitled "Specifications" have the same ranking as Standard Plans."
All other drawings in the "Project Details" section of the book entitled "Specifications" have the same
ranking as Project Plans.
Tables and other documents in the "Project Details" section of the book entitled "Specifications" have the
same ranking as Special Provisions. If a portion of a document in the Project Details section conflicts with
the Special Provisions, the Special Provisions shall prevail.
Replace Section 5-1.09 with:
5-1.09 RESERVED
Replace Section 5-1.12 with:
5-1.12 ASSIGNMENT
No third-party agreement relieves you or your surety of the responsibility to complete the work. Do not sell,
transfer, or otherwise dispose of any Contract part without prior written consent from the Department.
If you assign the right to receive Contract payments, the Engineer accepts the assignment upon the
Engineer's receipt of a notice. Assigned payments remain subject to deductions and withholds described in
the Contract. The Department may use withheld payments for work completion whether payments are
assigned or not.
A pending or disapproved request for assignment does not relieve you of the responsibility to commence
and pursue work timely and in strict accordance with contract documents.
Replace Section 5-1.13C with:
5-1.13C RESERVED
Replace Section 5-1.13D with:
5-1.13D RESERVED
Add the following paragraph to the end of section 5-1.16 with:
Submit Daily Log records to the Engineer weekly for the entire course of work unless the Engineer
requests another interval.
5-1.18 EXISTING ELECTRICAL LINES
The Contractor shall engage the services of a qualified utility locator service to positively identify the
location of the buried 480-volt electrical line within the work area as shown on the Construction Drawings.
Non-invasive methods shall be employed. No pot holing or excavations of any type shall be allowed above
or in the vicinity of the buried 480-volt electrical line. Once the buried 480-volt electrical line is located,
Contractor shall install visible markers identifying the alignment of the buried line, and maintain them for
the duration of the Project.
Replace Section 5-1.2013(4)with:
5-1.20B(4) Contractor—Property Owner Agreement
Before any materials are stockpiled or equipment parked/stored within the American Avenue Landfill
limits, the Contractor shall first obtain written authorization from the property owner whose property the
materials are to be stockpiled or equipment parked/stored. That written authorization shall be in the form of
the Notice to Proceed from the County of Fresno. The Contractor shall file with the Engineer said authority
or a certified copy thereof together with a written release absolving the County of Fresno from any and all
responsibility in connection with the stockpiling of materials or parking/storage of equipment on said
Storage Area. Before any material is stockpiled or equipment parked/stored, the Contractor shall obtain
written permission from the Engineer to stockpile materials or park/store equipment at the location
designated in said authorization. Failure by the Contractor to provide written authorization shall result
in the withholding of all funds due to the Contractor until said authorization is received by the
County.
The Contractor is required to obtain all permits required by all applicable regulatory agencies and
to comply with all applicable codes, regulations and zoning ordinances prior to establishing a
storage yard for materials and/or equipment. The Contractor shall provide copies of all permits
acquired to the Engineer.
Before procuring material from or disposing or stockpiling of material on non-highway property:
1. Provide proof that the property where materials are to be stockpiled or equipment parked/stored is
appropriately zoned and/or permitted for the use proposed by the Contractor.
2. Obtain written authorization from each and every owner of the property where materials are to be
stockpiled or equipment parked/stored.
3. Provide proof that the signor(s) of the authorization are the owners of the property.
4. Provide an executed release from the property owner(s) absolving the Department from any and
all responsibility in connection with the stockpiling of materials or parking/storage of equipment on
said property.
5. Obtain written permission from the Engineer to stockpile materials or park/store equipment at the
location designated in said authorization.
Before Contract acceptance, submit a document signed by the owner of the material source or disposal
site stating that the Contractor has complied with the Contractor-owner agreement.
Failure by the Contractor to provide written authorization shall result in the withholding of all funds due to
the Contractor until said authorization is received by the County.
Replace Section 5-1.23A with:
5-1.23A General
Section 5-1.23 includes specifications for action and informational submittals.
Any submittal not specified as an informational submittal is an action submittal.
Submit action and informational submittals to the Engineer. Unless otherwise specified in these
Specifications, submittals shall be provided via email in .pdf format.
Each submittal must have a cover sheet that must include:
1. Contract number
2. Project Name
3. Date
4. Submittals (and resubmittals if applicable) must be numbered sequentially. For revised submittals
add a decimal, e.g. 1.0, 1.1, 1.2, etc.
5. Structure number if applicable
6. Contractor
7. Person responsible for submitting the submittal
8. Signature of Contractor's representative sending submittal
9. Section number and/or item submittal is referencing
10. Pages of submittal, excluding cover sheet
11. Provide space for Contractor, County and/or Engineer's review stamps
The Department rejects a submittal if it has any error or omission.
If the last day for submitting a document falls on a Saturday or holiday, it may be submitted on the next
business day with the same effect as if it had been submitted on the day specified.
Documents must be submitted in the English language.
Convert documents to US customary units.
Replace Section 5-1.26 with:
5-1.26 CONSTRUCTION SURVEYS
The Engineer places stakes and/or marks only as indicated in these specifications. .
Submit your request for Engineer-furnished stakes:
1 Once staking area is ready for stakes
2. On a Request for Construction Stakes form
After your submittal, the Engineer starts staking within 2 working days.
Preserve stakes and marks placed by the Engineer. If the stakes or marks are destroyed, the Engineer
replaces them at the Engineer's earliest convenience and deducts the cost.
5-1.26A GENERAL
1.1 SUMMARY
A. Section includes general requirements for survey work to be provided by the Contractor for the
following:
1. Setting offset stakes, slope stakes, and grade stakes for field layout of features
for performance of the Work.
2. Surveys for measurement of quantities for payment for all pay items and progress
payment for final pay items.
3. As-built Drawings.
1.2 DESCRIPTION
A. Control and Reference Points. The control and reference points provided by the
County include monuments and elevation benchmarks in the vicinity of the Project. If
displaced during the project, replacement of these reference points will be at the
expense of the Contractor.
B. The Engineer reserves the right to perform any desired checking and correction of
the Contractor's layout work relative to County's surveys but this does not relieve the
Contractor of the responsibility for adequate performance of their Work.
C. Equipment and Personnel. Provide instruments and other survey equipment that are
accurate, suitable for the surveys required in accordance with recognized
professional standards and in proper condition and adjustment at all times. Perform
surveys under the direct supervision of a California licensed professional surveyor.
D. Field Notes and Records. Record surveys in field notebooks or approved electronic
device.
E. Use by the County. The County may at any time use line and grade points and
markers established by the Engineer or Contractor. The Contractor's surveys are a
part of the Work and may be checked by the County or representatives of the County
at any time.
F. Contractor will furnish all necessary detail surveys including all lines, grades, and
elevation appropriate to control construction. At a minimum, construction surveys are
required for final grades of Modules 9 and 10, finished grades for access roads, side
ditches and winter pad.
1.3 SURVEYS FOR LAYOUT AND PERFORMANCE WORK
A. Vertical datum for all surveys is NGVD 29. Horizontal control is a local ground
coordinate system as specified on the Construction Plans, no projection, no datum.
B. Contractor will perform all surveys for layout of the work, reduce the field notes, make
necessary calculations, and prepare drawings necessary to carry out such work.
Contractor's layout work will include:
1. Slope staking for Modules 9 and 10 excavation grading at 50-foot grid and
grade breaks.
2. All as-built surveys specified in this section.
3. Surveys to measure completed units of work specified in this section.
C. Contractor must perform all additional slope staking, off-setting, and other control
staking necessary to perform the work.
D. The Engineer will perform subgrade checks as stated in Section 19-4 LANDFILL
EARTHWORK and may perform independent checks along access roads.
1.4 SURVEYS FOR AS-BUILTS AND MEASUREMENT FOR PAYMENT
When the Specifications or Engineer require Bid Schedule items of work to be measured
by surveying methods, Contractor shall perform the surveys unless noted otherwise in
Section 9 of these special provisions. All such surveys, including control surveys for
establishing the measurement reference lines, shall be performed by a duly qualified and
California licensed surveyor in the presence of the Contractor who will provide notice so
Engineer may witness the surveying operation. Engineer may independently check
calculations of final quantities for payment purposes. A duplicate of the note reductions
and calculations will be given to the Engineer. All calculated quantities shall be certified
by a California licensed surveyor as to accuracy.
For surveys a 50-foot as-built grid shall be used to confirm minimum thicknesses and
lines and grades of finished surfaces.
Contractor will provide the Engineer with As-Built Drawings that show the listed items
below. Contractor will submit survey information for items listed above to the Engineer
before the items are covered.
1. Topography that depicts the finish grade of Module 9 & 10 subgrade including
all grades within the limits of Module 9 & 10 excavation.
2. Topography that depicts the finish grade of Module 9 & 10 Operations layer.
3. Topography that depicts flow line, edge line and center line of access road, toe
and top of embankments at 50 ft intervals
4. Invert and top elevation of culverts.
5. Leachate and Lysimeter pipe invert at 50 ft intervals
6. Perimeter of the installed Geomembrane at 50 ft intervals
Contractor will provide As-Built Drawings on 22"x 34" size drawings, and on computer
disk in an approved version of AutoCAD. Use the coordinate system shown on the
Construction Drawings. The As-Built Drawings shall show all relevant features of the
phase, including access roads, contours (2-ft. interval), aerial survey control points, hinge
lines, and coordinates of all riser pipes, and other permanent design related structures.
1.5 SURVEYING ACCURACY AND TOLERANCES IN SETTING OF SURVEY STAKES
The tolerances applicable in setting survey stakes are as set forth below. Such tolerances
cannot supersede stricter tolerances required by the Construction Drawings or
Specifications, and cannot otherwise relieve the Contractor of responsibility for
measurements in compliance therewith.
Type of Mark Horizontal Position Elevation
Permanent reference points ±0.03 ft. ±0.01 ft.
General excavation and earthwork ±0.15 ft. ±0.10 ft.
Tolerances for designed thickness shown on the Construction Drawings and for
elevations shown on the Construction Drawings are ±0.10 foot unless otherwise
specified.
Surveyor must be licensed in the State of California.
Replace Section 5-1.27E with:
5-1.27E CHANGE ORDER BILLS
Maintain separate records for change order work costs.
5-1.32 AREAS FOR USE
Occupy the highway only for purposes necessary to perform the work.
Defend, indemnify, and hold the Department harmless to the same extent as under section 7-1.05.
The Department does not allow temporary residences within the County right-of-way.
6 CONTROL OF MATERIALS
Replace section 6-1.05 with:
6-1.05 SPECIFIC BRAND OR TRADE NAME AND SUBSTITUTION
Unless substitution is expressly precluded in the special provisions, a reference to a specific brand or trade
name establishes a quality standard and is not intended to limit competition. Unless the Department has
made a public interest finding expressly authorizing sole source procurement of a particular item, you may
use a product that is equal to or better than the specified brand or trade name if authorized.
Submit a substitution request with a time period that:
1. Follows Contract award
2. Allows 30 days for review
3. Causes no delay
Include substantiating data with the substitution request that proves that substitution:
1. Causes no delay
2. Is of equal or better quality and suitability
If the special provisions disallow substitution of a particular item, provide the specified item and do not
propose substitution.
The Department has made a public interest finding and has determined that the following items shall be
used for the project, and no substitution therefor shall be allowed.
• WSDPT 3-5 SurePump from EPG
• Promag P 300 5P3B25-4RD5/0 from Endress-Hauser
• Kayo 9 slot programmable logic controller(PLC), Automation Direct D2-250-1-CPU, with 112-
ECOM-100 Ethernet interface module and EA7-T6CL HMI display from Automation Direct PLC
• MOXA AWK-3121 US-T Ethernet Wi-Fi radio modem (for high temperature range)from MOXA
Corporate Plaza
7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC
Add to Section 7-1.02C:
In conformance with Title 13 § 2449(i), between March 1 and June 1 of each year, new valid Certificates of
Reported Compliance for the current compliance year, as defined in section 2449(n)for the Contractor and
all applicable subcontractors must be submitted. Submit new valid Certificates of Reported Compliance to
the Engineer at least one week prior to the expiration date of the current certificate.
Replace the 2"d Paragraph of Section 7-1.02K(2)with:
The general prevailing wage rates and any applicable changes to these wage rates are available:
1. From Design Services
2. From the Department of Industrial Relations'Web site
Replace section 7-1.02K(3)with:
Keep accurate payroll records.
Submit a copy of your certified payroll records, weekly, including those of subcontractors. Include:
1. Each employee's:
1.1. Full name
1.2. Address
1.3. Social security number
1.4. Work classification
1.5. Straight time and overtime hours worked each day and week
1.6. Actual wages paid for each day to each:
1.6.1. Journeyman
1.6.2. Apprentice
1.6.3. Worker
1.6.4. Other employee you employ for the work
1.7. Pay rate
1.8. Itemized deductions made
1.9. Check number issued
1.10. Fringe Benefits
2. Apprentices and the apprentice-to-journeyman ratio
Each certified payroll record must include a Statement of Compliance form signed under penalty of perjury
that declares:
1. Information contained in the payroll record is true, correct, and complete
2. Employer has complied with the requirements of sections 1771, 1811, and 1815 for any work
performed by his or her employees on the public works project
3. Wage rates paid are at least those required by the Contract
Submitted certified payrolls for hauling and delivering ready-mixed concrete must be accompanied by a
written time record. The time record must include:
1. Truck driver's full name and address
2. Name and address of the factory or batching plant
3. Time the concrete was loaded at the factory or batching plant
4. Time the truck returned to the factory or batching plant
5. Truck driver's signature certifying under penalty of perjury that the information contained in this written
time record is true and correct
Make certified payroll records available for inspection at all reasonable hours at your main office on the
following basis:
1. Upon the employee's request or upon request of the employee's authorized representative, make
available for inspection a certified copy of the employee's payroll record.
2. Refer the public's requests for certified payroll records to the Department. Upon the public's request,
the Department makes available for inspection or furnishes copies of your certified payroll records. Do
not give the public access to the records at your main office.
Make all payroll records available for inspection and copying or furnish a copy upon request of a
representative of the:
1. Department
2. Division of Labor Standards Enforcement of the Department of Industrial Relations
3. Division of Apprenticeship Standards of the Department of Industrial Relations
Furnish the Department the location of the records. Include the street address, city, and county. Furnish
the Department a notification of a location and address change within 5 business days of the change.
Comply with a request for the records within 10 days after you receive a written request. If you do not
comply within this period, the Department withholds from progress payments a $100 penalty for each day
or part of a day for each worker until you comply. You are not assessed this penalty for a subcontractor's
failure to comply with Labor Code § 1776.
The Department withholds from progress payments for delinquent or inadequate records (Labor Code §
1771.5). If you have not submitted an adequate record by the month's 15th day for the period ending on or
before the 1st of that month, the Department withholds up to 10 percent of the monthly progress estimate,
exclusive of mobilization. The Department does not withhold more than $10,000 or less than $1,000.
Add to Section 7-1.02K(6) (a):
The Contractor shall prepare and submit a Health and Safety Plan (HASP) outlining the Contractor's
health and safety program considering the site specific hazards associated with the work to be completed
SPECIAL SAFETY PRECAUTIONS
A. This work will be performed at an active waste disposal site. County and public vehicles
will generally not be restricted in their use of the site. The Contractor shall take all
precautions to protect County equipment and staff, the general public, and their own
workers. The IIPP shall address personnel and traffic safety procedures.
B. Because this project is located at an active landfill site and possibly in an area subject to
landfill gas migration, the Contractor shall become familiar with the potential hazards
associated with landfill gas.
C. The following landfill and gas related information is included to assist the Contractor and
is not intended to encompass all aspects to protect the workers or to comply with
applicable regulations.
POTENTIAL FOR HAZARDS
A, Landfill gases usually vent to the atmosphere through the cover soils and exposed wastes
but may migrate laterally to adjacent areas depending on site and weather conditions.
B. Landfill gases have the potential to create the following hazardous conditions if not
controlled or recognized:
1. Fires may start spontaneously from exposed and/or decomposing refuse.
2. Fires and explosions may occur from the presence of methane gas.
3. Landfill gases may cause an oxygen deficiency in underground trenches,
excavations, vaults, conduits, and structures.
4. Hydrogen sulfide, a highly toxic and flammable gas, or other toxic gas may be
present.
5. Possible caving of trenches and excavations may occur when working over or in
refuse fills and excavations.
SAFETY PRECAUTIONS
A. In addition to conforming to the safety rules and regulations of governmental authorities
having jurisdiction, the Contractor shall take the following precautionary measures:
6. Smoking and vaping is prohibited on the landfill property.
7. The use of explosives or firearms is prohibited on the site.
B. The Contractor may encounter explosive and/or toxic gases during construction. If gases
are encountered within the project area the Contractor will stop work and notify the
County, Engineer, OSHA, Cal-OSHA and all other agencies requiring notification.
C. If gases are encountered, all of the Contractors and employees working within the area
will need to have hazardous waste operations and emergency response (HAZWOPER)
training.
D. Contractor's site specific safety program, in the form of an IIPP, shall include the
following measures at a minimum:
1. Shall comply with the requirements of OSHA, Cal-OSHA and all other regulatory
agency requirements.
2. Inhalation of landfill gases shall be avoided. Such gases or oxygen deficient air
may cause nausea and dizziness, which could lead to accidents. Work should
proceed in a direction upwind of the excavation where possible, unless the
excavation is constantly monitored and declared safe.
3. Workers shall avoid contact with exposed refuse, condensate, or leachate.
Irritants or hazardous materials may be present.
4. Fire extinguishers with a rating of at least A, B, and C shall be available at all
times on the Site.
5. Start-up and shutdown of equipment shall be avoided in areas of exposed refuse.
Replace Section 7-1.02M(2)with:
7-1.02M(2) Fire Prevention
Cooperate with local fire prevention authorities in eliminating hazardous fire conditions.
Obtain the phone numbers of the nearest fire suppression agency, California Department of Forestry and
Fire Protection (Cal Fire) unit headquarters, United States Forest Service (USFS) ranger district office, and
U.S. Department of Interior(USDI) BLM field office. Submit these phone numbers to the Engineer before
the start of job site activities.
Immediately report to the nearest fire suppression agency fires occurring within the project limits.
Prevent project personnel from setting open fires that are not part of the work.
Prevent the escape of and extinguish fires caused directly or indirectly by job site activities
Except for motor trucks, truck tractors, buses, and passenger vehicles, equip all hydrocarbon-fueled
engines, both stationary and mobile including motorcycles, with spark arresters that meet USFS standards
as specified in the Forest Service Spark Arrester Guide. Maintain the spark arresters in good operating
condition. Spark arresters are not required by Cal Fire, the BLM, or the USFS on equipment powered by
properly maintained exhaust-driven turbo-charged engines or equipped with scrubbers with properly
maintained water levels. The Forest Service Spark Arrester Guide is available at the district offices.
Each toilet must have a metal ashtray at least 6 inches in diameter by 8 inches deep half-filled with sand
and within easy reach of anyone using the facility.
Locate flammable materials at least 50 feet away from equipment service, parking, and gas and oil storage
areas. Each small mobile or stationary engine site must be cleared of flammable material for a radius of at
least 15 feet from the engine.
Each area to be cleared and grubbed must be cleared and kept clear of flammable material such as dry
grass, weeds, brush, downed trees, oily rags and waste, paper, cartons, and plastic waste. Before clearing
and grubbing, clear a fire break at the outer limits of the areas to be cleared and grubbed. Other fire breaks
may be ordered and are change order work.
Furnish the following fire tools:
1. 1 shovel and 1 fully charged fire extinguisher UL rated at 4 B:C or more on each truck, personnel
vehicle, tractor, grader, or other heavy equipment.
2. 1 shovel and 1 backpack 5-gallon water-filled tank with pump for each welder.
3. 1 shovel or 1 chemical pressurized fire extinguisher, fully charged, for each gasoline-powered tool,
including chain saws, soil augers, and rock drills. The fire tools must always be within 25 feet from the
point of operation of the power tool. Each fire extinguisher must be of the type and size required by the
Pub Res Code §4431 and 14 CA Code of Regs § 1234. Each shovel must be size O or larger and at
least 46 inches long.
In addition to being available at the site of the work, the truck and operator must patrol the area of
construction from noon until at least 1/2 hour after job site activities have ended. If the fire danger rating is
very high or extreme, the truck and operator must patrol the area of construction while work is being done
and for at least 1/2 hour after job site activities have ended.
Cal Fire, USFS, and BLM have established the following adjective class ratings for 5 levels of fire danger
for use in public information releases and fire protection signing: low, moderate, high, very high, extreme.
Obtain the fire danger rating daily for the project area from the nearest Cal Fire unit headquarters, USFS
ranger district office, or BLM field office.
Arrangements have been made with Cal Fire, USFS, and BLM to notify the Department when the fire
danger rating is very high or extreme. This information will be furnished to the Engineer who will notify you
for dissemination and action in the area affected. If a discrepancy between this notice and the fire danger
rating obtained from the nearest office of either Cal Fire or USFS exists, you must conduct operations
according to the higher of the two fire danger ratings.
If the fire danger rating reaches very high:
1. Falling of dead trees or snags must be discontinued.
2. No open burning is permitted and fires must be extinguished.
3. Welding must be discontinued except in an enclosed building or within an area cleared of flammable
material for a radius of 15 feet.
4. Blasting must be discontinued.
5. Smoking is allowed only in automobiles and cabs of trucks equipped with an ashtray or in cleared
areas immediately surrounded by a fire break unless prohibited by other authority.
6. Vehicular travel is restricted to cleared areas except in case of emergency.
If the fire danger rating reaches extreme, take the precautions specified for a very high fire danger rating
except smoking is not allowed in an area immediately surrounded by a firebreak and work of a nature that
could start a fire requires that properly equipped fire guards be assigned to such operation for the duration
of the work.
The Engineer may suspend work wholly or in part due to hazardous fire conditions. The days during this
suspension are non—working days.
If field and weather conditions become such that the determination of the fire danger rating is suspended,
section 7-1.02M(2)will not be enforced for the period of the suspension of the determination of the fire
danger rating. The Engineer will notify you of the dates of the suspension and resumption of the
determination of the fire danger rating.
Add between the 9th and 10th paragraphs of section 7-1.03:
07-15-16
If a height differential of more than 0.04 foot is created by construction activities at a joint transverse to the
direction of traffic on the traveled way or a shoulder subject to public traffic, construct a temporary taper at
the joint with a slope complying with the requirements shown in the following table:
Tem orar Tapers
Height differential Sloe horizontal:vertical
foot Taper use of 14 days or less Taper use of more than 14 da s
Greater than 0.08 100:1 or flatter 200:1 or flatter
0.04-0.08 70:1 or flatter 70:1 or flatter
For a taper on existing asphalt concrete or concrete pavement, construct the taper with minor HMA under
section 39-2.07.
Grind existing surfaces to accommodate a minimum taper thickness of 0.10 foot under either of the
following conditions:
1. HMA material such as rubberized HMA, polymer-modified bonded wearing course, or open-graded
friction course is unsuitable for raking to a maximum 0.02 foot thickness at the edge
2. Taper will be in place for more than 14 days
For a taper on a bridge deck or approach slab, construct the taper with polyester concrete under section
60-3.04B.
The completed surface of the taper must be uniform and must not vary more than 0.02 foot from the lower
edge of a 12-foot straightedge when placed on its surface parallel and perpendicular to traffic.
If authorized, you may use alternative materials or methods to construct the required taper.
Replace Section 7-1.04 with:
7-1.04 PUBLIC SAFETY
7-1.04A GENERAL
You are responsible to provide for public safety.
Do not construct a temporary facility that interferes with the safe passage of traffic.
Control dust resulting from the work, inside and outside the right-of-way.
Move workers, equipment, and materials without endangering traffic.
Whenever your activities create a condition hazardous to the public, furnish, erect and maintain those
fences, temporary railing, barricades, lights, signs, and other devices and take any other necessary
protective measures to prevent damage or injury to the public.
Any fences, temporary railing, barricades, lights, signs, or other devices furnished, erected and maintained
by you are in addition to those for which payment is provided elsewhere in the specifications.
Provide flaggers whenever necessary to ensure that the public is given safe guidance through the work
zone. At locations where traffic is being routed through construction under one-way controls, move your
equipment in compliance with the one-way controls unless otherwise ordered.
Use of signs, lights, flags, or other protective devices must comply with the California MUTCD and any
directions of the Engineer. Signs, lights, flags or other protective devices must not obscure the visibility of,
nor conflict in intent, meaning, and function of either existing signs, lights and traffic control devices, or any
construction area signs.
Keep existing traffic signals and highway lighting in operation. Other forces within the Department will
perform routine maintenance of these facilities during the work.
Cover signs that direct traffic to a closed area.
Install temporary illumination in a manner which the illumination and the illumination equipment does not
interfere with public safety. The installation of general roadway illumination does not relieve you from
furnishing and maintaining any protective devices.
Equipment must enter and leave the highway via existing ramps and crossovers and must move in the
direction of traffic. All movements of workmen and construction equipment on or across lanes open to
traffic must be performed in a manner that do not endanger the public. Your vehicles or other mobile
equipment leaving an open traffic lane to enter the construction area must slow down gradually in advance
of the location of the turnoff to give the traffic following an opportunity to slow down. When leaving a work
area and entering a roadway carrying traffic, your vehicles and equipment must yield to traffic.
Immediately remove hauling spillage from a roadway lane or shoulder open to traffic. When hauling on
roadways, trim loads and remove material from shelf areas to minimize spillage.
Notify the Engineer not less than 5 days before the anticipated start of an activity that will change the
vertical or horizontal clearance available to traffic, including shoulders.
If vertical clearance is temporarily reduced to 15.5 feet or less, place low clearance warning signs in
compliance with the California MUTCD and any directions of the Engineer. Signs must comply with the
dimensions, color, and legend requirements of the California MUTCD and section 12-3.06 except that the
signs must have black letters and numbers on an orange retroreflective background. W12-2P signs must
be illuminated so that the signs are clearly visible.
Pave or provide full width continuous and cleared wood walks for pedestrian openings through falsework.
Protect pedestrians from falling objects and concrete-curing water. Extend overhead protection for
pedestrians at least 4 feet beyond the edge of the bridge deck. Illuminate all pedestrian openings through
falsework. Temporary pedestrian facilities must comply with the California MUTCD, Part 6, Chapter 6D,
"Pedestrian and Worker Safety."
Do not store vehicles, material, or equipment in a way that:
1. Creates a hazard to the public
2. Obstructs traffic control devices
Do not install or place temporary facilities used to perform the work which interfere with the free and safe
passage of traffic.
Temporary facilities that could be a hazard to public safety if improperly designed must comply with design
requirements described in the Contract for those facilities or, if none are described, with standard design
criteria or codes appropriate for the facility involved. Submit shop drawings and design calculations for the
temporary facilities and show the standard design criteria or codes used. Shop drawings and supplemental
calculations must be sealed and signed by an engineer who is registered as a civil engineer in the State.
If you appear to be neglectful or negligent in furnishing warning devices and taking protective measures,
the Engineer may direct your attention to the existence of a hazard. You must furnish and install the
necessary warning devices. If the Engineer points out the inadequacy of warning devices and protective
measures, that action on the part of the Engineer does not relieve you from your responsibility for public
safety or abrogate your obligation to furnish and pay for these devices and measures.
Install Type K temporary railing or other authorized protective systems under any of the following
conditions:
1. Excavations: Where the near edge of the excavation is within 15 feet from the edge of an open traffic
lane
2. Temporarily unprotected permanent obstacles: When the work includes the installation of a fixed
obstacle together with a protective system, such as a sign structure together with protective railing,
and you elect to install the obstacle before installing the protective system; or you, for your
convenience and as authorized, remove a portion of an existing protective railing at an obstacle and do
not replace such railing completely the same day
3. Storage areas: When material or equipment is stored within 15 feet of the edge of an open traffic lane
and the storage is not otherwise prohibited by the Contract
4. Height differentials: When construction operations create a height differential greater than 0.15 feet
within 15 feet of the edge of traffic lane
Installation of Type K temporary railing is not required if an excavation within 15 feet from the edge of an
open traffic lane is protected by any of the following:
1. Steel plate or concrete covers of adequate thickness to prevent accidental entry by traffic or the public
2. Side slope where the downhill slope is 4:1 (horizontal: vertical) or less unless a naturally occurring
condition
3. Barrier or railing
Offset the approach end of Type K temporary railing a minimum of 15 feet from the edge of an open traffic
lane. Install the temporary railing on a skew toward the edge of the traffic lane of not more than 1 foot
transversely to 10 feet longitudinally with respect to the edge of the traffic lane. If the 15-foot minimum
offset cannot be achieved, the temporary railing must be installed on the 10 to 1 skew to obtain the
maximum available offset between the approach end of the railing and the edge of the traffic lane, and an
array of temporary crash cushion modules must be installed at the approach end of the temporary railing.
Secure Type K temporary railing in place before starting work for which the temporary railing is required.
Where 2 or more lanes in the same direction are adjacent to the area where the work is being performed,
including shoulders, the adjacent lane must be closed under any of the following conditions:
1. Work is off the traveled way but within 6 feet of the edge of the traveled way, and the approach speed
is greater than 45 miles per hour
2. Work is off the traveled way but within 3 feet of the edge of the traveled way, and the approach speed
is less than 45 miles per hour
Closure of the adjacent traffic lane is not required when performing any of the following:
1. Working behind a barrier
2. Paving, grinding, or grooving
3. Installing, maintaining, or removing traffic control devices except Type K temporary railing
Do not reduce an open traffic lane width to less than 10 feet. When traffic cones or delineators are used for
temporary edge delineation, the side of the base of the cones or delineators nearest to traffic is considered
the edge of the traveled way.
If a traffic lane is closed with channelizers for excavation work, move the devices to the adjacent edge of
the traveled way when not excavating. Space the devices as specified for the lane closure.
Do not move or temporarily suspend anything over a traffic lane open to the public unless the public is
protected.
7-1.04B WORK ZONE SAFETY AND MOBILITY
7-1.04B(1) POLICY
In order to ensure safe and efficient flow of traffic through work zones, the County of Fresno, via its
General Plan, Transportation and Circulation Element, Policy TRA-1, has adopted the use of AASHTO
Standards as supplemented by Caltrans and County Department of Public Works and Planning Standards.
7-1.04B(2)TRAFFIC MANAGEMENT PLAN
Perform traffic management shall be in accordance with Section 12, "TEMPORARY TRAFFIC CONTROL,"
of these special provisions.
7-1.04B(3)TEMPORARY TRAFFIC CONTROL PLAN
Prepare traffic control plan(s) in accordance with Section 12, "TEMPORARY TRAFFIC CONTROL," of
these special provisions.
7-1.04B(4)PUBLIC INFORMATION
Provide notice to public agencies and others to the extent required, if any, elsewhere in these special
provisions. The Engineer provides other noticing not identified to be performed by the Contractor.
Replace Section 7-1.06 with:
7-1.06 INSURANCE
7-1.06A General
Nothing in the Contract is intended to establish a standard of care owed to any member of the public or to
extend to the public the status of a third-party beneficiary for any of these insurance specifications.
7-1.06B Casualty Insurance
Obtain and maintain insurance on all of your operations with companies acceptable to the Department as
follows:
1. Keep all insurance in full force and effect from the start of the work through Contract acceptance.
2. All insurance must be with an insurance company with a rating from A.M. Best Financial Strength
Rating of A or better and a Financial Size Category of VII I or better.
3. Maintain completed operations coverage with a carrier acceptable to the State through the expiration
of the patent deficiency in construction statute of repose set forth in Civ Pro Code § 337.1.
7-1.06C Workers' Compensation and Employer's Liability Insurance
Under Labor Code § 1860, secure the payment of worker's compensation under Labor Code § 3700.
Submit to the Department the following certification before performing the work (Labor Code § 1861):
I am aware of the provisions of Section 3700 of the Labor Code which require every employer to be
insured against liability for workers' compensation or to undertake self-insurance in accordance with
the provisions of that code, and I will comply with such provisions before commencing the performance
of the work of this contract.
Contract signing constitutes certification submittal.
Provide Employer's Liability Insurance in amounts not less than:
1. $1,000,000 for each accident for bodily injury by accident
2. $1,000,000 policy limit for bodily injury by disease
3. $1,000,000 for each employee for bodily injury by disease
If there is an exposure of injury to your employees under the U.S. Longshoremen's and Harbor Workers'
Compensation Act, the Jones Act, or under laws, regulations, or statutes applicable to maritime
employees, coverage must be included for such injuries or claims.
7-1.06D Liability Insurance
7-1.06D(1) General
Carry General Liability and Umbrella or Excess Liability Insurance covering all operations by or on behalf
of you providing insurance for bodily injury liability and property damage liability for the following limits and
including coverage for:
1. Premises, operations and mobile equipment
2. Products and completed operations
3. Broad form property damage (including completed operations)
4. Explosion, collapse, and underground hazards
5. Personal injury
6. Contractual liability
7-1.06D(2) Liability Limits/Additional Insureds
Refer to the Agreement of these special provisions
Additional insured coverage must be provided by a policy provision or by an endorsement providing
coverage at least as broad as Additional Insured(Form B)endorsement form CG 2010, as published by
the Insurance Services Office (ISO), or other form designated by the Department.
7-1.06D(3) Contractor's Insurance Policy is Primary
The policy must stipulate that the insurance afforded the additional insureds applies as primary insurance.
Any other insurance or self-insurance maintained by the State is excess only and must not be called upon
to contribute with this insurance.
7-1.06E Automobile Liability Insurance
Comply with requirements in the Agreement of these special provisions
7-1.06F Policy Forms, Endorsements, and Certificates
Provide your General Liability Insurance under Commercial General Liability policy form no. CG0001 as
published by the Insurance Services Office (ISO)or under a policy form at least as broad as policy form
no. CG0001.
7-1.06G NOT USED
7-1.06H Enforcement
The Department may assure your compliance with your insurance obligations. Ten days before an
insurance policy lapses or is canceled during the Contract period you must submit to the Department
evidence of renewal or replacement of the policy.
If you fail to maintain any required insurance coverage, the Department may maintain this coverage and
withhold or charge the expense to you or terminate your control of the work.
You are not relieved of your duties and responsibilities to indemnify, defend, and hold harmless the State,
its officers, agents, and employees by the Department's acceptance of insurance policies and certificates.
Minimum insurance coverage amounts do not relieve you for liability in excess of such coverage, nor do
they preclude the State from taking other actions available to it, including the withholding of funds under
this Contract.
7-1.061 Self-Insurance
Comply with the Agreement of these special provisions
Replace Section 7-1.07 with:
7-1.07 LEGAL ACTIONS AGAINST THE DEPARTMENT
7-1.07A General
If legal action is brought against the Department over compliance with a State or federal law, rule, or
regulation applicable to highway work, then:
1. If the Department in complying with a court order prohibits you from performing work, the resulting
delay is a suspension related to your performance, unless the Department terminates the Contract.
2. If a court order other than an order to show cause or the final judgment in the action prohibits the
Department from requiring you to perform work, the Department may delete the prohibited work or
terminate the Contract.
7-1.07C Claims
This section applies to non-seal coat projects which involve asphalt concrete paving. Pay for claims for
personal property damage caused by your work. Claims are limited to:
1. 10 percent of the total bid
Within 30 days of the last working day placement of hot mix asphalt, do the following:
1. Process and resolve all claims reported or submitted to you by the public as follows:
1.1. Within 3 business days of receipt of a claim, submit to the Department a copy of the claim, a
written analysis of the claim, and a statement indicating whether or not you will pay the claim. If
you reject a claim, provide the reasons for rejection in writing.
1.2. If the claimant becomes dissatisfied with your handling of the claim, immediately refer the
claimant to the local district claims office for assistance in resolving the claim.
2. Submit to the Department evidence of your paid claims.
All claims presented to the Department, (Govt Code § 900 et seq.) are processed and resolved by the
Department as follows:
1. The claims are processed as formal government claims subject to all laws and policies and are
resolved as the Department determines including referring the claim to you for handling.
2. If the Department approves settlement of a claim or is ordered to pay pursuant to a court order, the
claim is paid from funds withheld from you.
3. Within 3 business days of the Department's determination that you are responsible for resolving the
claim, the Department sends a copy of the claim to you for resolution or notifies you of the
Department's decision to resolve the claim.
The Department withholds an amount not to exceed 5 percent of the total bid to resolve all claims. The
amount is held no longer than 60 days following the last working day so that the Department has ample
time to resolve any pending claims. After 60 days, any remaining amount withheld is returned to you.
If no withheld funds remain or have been returned, the Department may pay any claims and seek
reimbursement from you through an offset or any other legal means. Any reimbursement or offset to be
recovered from you, including all other paid claims, is limited to 10 percent of the total bid.
Section 7-1.07C does not limit your obligation to defend and indemnify the Department.
Add between the 1st and 2nd paragraphs of section 7-1.11A:
Comply with 46 CFR 381.7(a)—(b).
8 PROSECUTION AND PROGRESS
Replace Section 8 with:
8-1.01 GENERAL
Section 8 includes specifications related to prosecuting the Contract and work progress.
8-1.01A Work Hours
Perform all work on working days between the hours of 6:00 a.m. and 6:00 p.m (working Hours). The site
gate will open at 7:00 a.m. and shall be closed by 3:00 p.m. Monday—Friday. The landfill is closed on
Sunday and Holidays. The site shall be cleared by 6:00 PM without exception.
The Contractor may request approval to work on a holiday or on a non-working day. If, pursuant to such a
request ,and the Engineer authorizes the Contractor to work on a holiday or on a non-working day, the
Contractor shall pay the actual cost incurred by the Department to perform all inspection, surveying, testing,
and all other project-related work by the Department on such holiday or non-working day. Such payment
will be deducted from monies due or which may become due to the Contractor.
Plan work so that all construction operations performed each day, including cleanup of the project site,
establishment of appropriate traffic control and any other work necessary for the safety of the public shall
be completed within the working hours listed above.
If the Contractor fails to complete work during the above-mentioned working hours, the Engineer will stop all
work and order contractor to perform any and all work the Engineer deems necessary to ensure the safety
of the public and ensure the site is cleared by 6:00 p.m.
The Contractor is not entitled to any additional compensation or extension of the contract time as a result of
the Engineer stopping the work due to the approaching end of the day's approved working hours.
8-1.02 SCHEDULE
8-1.02A General
Upon completion of all work, the Department returns the withholds associated with section 8-1.02 and
makes a payment adjustment for work not performed in the same manner as work-character changes.
8-1.02B Level 1 Critical Path Method Schedule
8-1.02B(1) General
No pay item is provided for Level 1 Critical Path Project Schedule. Payment is considered to be included
in the various items of work.
Before or at the preconstruction conference, submit a CPM baseline schedule.
For each schedule, submit:
1. Plotted original, time-scaled network diagram on a sheet at least 8-1/2 by 11 inches with a title block
and timeline
2. A electronic copy in PDF (Adobe Acrobat compatible)format via email to the Engineer.
8-1.02B(2) Schedule Format
On each schedule, show:
1. Planned and actual start and completion dates of each work activity, including applicable:
1.1. Submittal development
1.2. Submittal review and acceptance
1.3. Material procurement
1.4. Contract milestones and constraints
1.5. Equipment and plant setup
1.6. Interfaces with outside entities
1.7. Erection and removal of falsework and shoring
1.8. Test periods
1.9. Major traffic stage change
1.10. Final cleanup
2. Order that you propose to prosecute the work
3. Logical links between the time-scaled work activities
4. All controlling activities
5. Legible description of each activity
6. At least 1 predecessor and 1 successor to each activity except for project start and project end
milestones
7. Duration of at least 1 working day for each activity
8. Start milestone date as the Contract approval date
8-1.02B(3) Updated Schedule
Submit a monthly updated schedule that includes the status of work completed to date and the work yet to
be performed as planned.
You may include changes to updated schedules that do not alter a critical path or extend the scheduled
completion date compared to the current schedule. Changes may include:
1. Adding or deleting activities
2. Changing activity constraints
3. Changing durations
4. Changing logic
If any proposed change in planned work would alter the critical path or extend the scheduled completion
date, submit a revised schedule within 15 days of the proposed change.
8-1.02C-8-1.02F Reserved
8-1.03 PRECONSTRUCTION CONFERENCE
Attend a preconstruction conference with key personnel, including your assigned representative, at a time
and location determined by the Engineer. Submit documents as required before the preconstruction
conference.
Be prepared to discuss the topics and documents shown in the following table:
Topic Document
Potential claim and dispute Potential claim forms
resolution
Contractor's representation Assignment of Contractor's representative
DBE Final utilization reports
Equipment Equipment list
Labor compliance and equal Job site posters and benefit and payroll reports
employment opportunity
Material inspection Notice of Materials to be Used form
Materials on hand Request for Payment for Materials on Hand form
Measurements Partnering --
Quality control QC plans
Safety Injury and Illness Prevention Program and job site posters
Schedule Baseline schedule and Weekly Statement of Working Days form
Subcontracting Subcontracting Request form
Surveying Survey Request form
Traffic control Traffic contingency Ian and traffic control plans
Utility work Weight limitations --
Water pollution control SWPPP or WPCP
Work restrictions PLACs
Action submittals --
8-1.04 START OF JOB SITE ACTIVITIES
8-1.04A General
Provide signed contracts, bonds, and evidence of insurance timely as required.
This section, 8-1.04, "Start of Job Activities," does not modify remedies available to the Department should
you fail to provide signed contracts bonds and insurance timely.
Submit a notice 72 hours before starting job site activities. If the project has more than 1 location of work,
submit a separate notice for each location.
You may start job site activities before receiving notice of Contract approval if you:
1. Deliver the signed Contract, bonds, and evidence of insurance to the Department
2. Submit 72-hour notice
3. Are authorized by the Department to start
4. Perform work at your own risk
5. Perform work under the Contract
If the Contract is approved, work already performed that complies with the Contract is authorized.
If the Contract is not approved, leave the job site in a neat condition. If a facility has been changed, restore
it to its former condition or an equivalent condition. The Department does not pay for the restoration.
8-1.04B Standard Start
Be prepared to begin work at the project site no later than May 1, 2024.
Working days shall commence to be counted on or before May 1, 2024. Working days shall commence
to be counted on such day regardless of whether or not the Contractor has provided all required contract
forms, bonds and insurance.
Start work on the day shown in the notice to proceed, unless an early start has been approved.
The Engineer will issue a notice of commencement of contract time if Contractor fails to provide Contracts,
including bonds and insurance certificates or other required documents timely.
A notice of commencement of contract time does not authorize Contractor to start work on the project site,
but contract time begins to elapse on the date shown in the notice of commencement of contract time.
Complete entire work before the expiration of
ONE HUNDRED (100) WORKING DAYS
from the date shown in said Notice to Proceed, or in the Notice of Commencement of Contract Time,
whichever comes first.
Complete all work, including corrective work and punch list work, prior to the expiration of the allotted
working days. Working days continue to accrue until corrective work and punch list work is completed and
accepted.
Pay to the County of Fresno the sum of
THREE THOUSAND ($3,000.00)
per day for each and every calendar day's delay in finishing the work, including corrective work and punch
list work, in excess of the total number of working days prescribed above.
The contractor will be allowed to start work on site while submittals are being reviewed with the exception
of the following submittals. These submittals shall be approved before commencing work on site:
- Dust Control Plan by Engineer and conditional approval from SJVAPCD
- Traffic control plan (TCP)
- Water Pollution Control Plan (WPCP)
- Injury and Illness Prevention Plan (IIPP) and Health and Safety Plan (HASP)
Note: Dust Control Plan approval from SJVAPCD will take approximately 30 days. Contractor shall prepare
and submit a DCP for review within 5 working days of the Board Award date for review and formal
submittal to SJVAPCD to be ready to start work by May 1, 2024.
Modules Construction
Time is of essence to complete the Modules construction for regulatory approval purposes. The Contractor
shall commence with the Module excavation and construction as depicted in plan sheets 4 through 10.
Such work shall be completed within the following number of days, which runs concurrent with, and not in
addition to, the number of working days for all work.
Complete Modules Construction before the expiration of
EIGHTY(80) WORKING DAYS
from the date shown in said Notice to Proceed or in the Notice of Commencement of Contract Time,
whichever comes first.
Complete all work, including corrective work and punch list work, prior to the expiration of the allotted
working days. Working days continue to accrue until corrective work and punch list work is completed and
accepted.
Pay to the County of Fresno the sum of
FOUR THOUSAND ($4,000.00)
per day for each and every calendar day's delay in finishing this order of work, including corrective work
and punch list work, in excess of the number of working days prescribed above.
The remainder of the tasks specified in the plans and specifications such as access roads, winter pad,
electrical equipment, etc. can be completed in parallel with the Modules construction or after completion of
the Module Construction phase; however, the entire project shall be completed within the time allotted for
completion of the entire work.
Charges to the Contractor shall not exceed FOUR THOUSAND DOLLARS ($4,000.00) per calendar day
should the contractor fail to finish the Module Construction phase and also exceed the number of working
days for all work.
Under no circumstances shall charges exceed FOUR THOUSAND DOLLARS ($4,000.00) per calendar
day for this project.
8-1.05 TIME
Contract time starts on the day specified in the notice to proceed or in the notice of commencement of
contract time as described in section 8-1.04 or on the day you start job site activities, whichever occurs
first.
Complete the work within the Contract time.
Meet each specified interim work completion date.
The Engineer issues a Weekly Statement of Working Days by the end of the following week.
The Weekly Statement of Working Days shows:
1. Working days and non—working days during the reporting week
2. Time adjustments
3. Work completion date computations, including working days remaining
4. Controlling activities
8-1.06 SUSPENSIONS
The Engineer may suspend work wholly or in part due to conditions unsuitable for work progress. Provide
for public safety and a smooth and unobstructed passageway through the work zone during the
suspension as specified in sections 7-1.03 and 7-1.04. Providing the passageway is force account work.
The Department makes a time adjustment for the suspension due to a critical delay.
The Engineer may suspend work wholly or in part due to your failure to (1)fulfill the Engineer's orders, (2)
fulfill a Contract part, or(3) perform weather-dependent work when conditions are favorable so that
weather-related unsuitable conditions are avoided or do not occur. The Department may provide for a
weather-related unsuitable conditions are avoided or do not occur. The Department may provide for a
smooth and unobstructed passageway through the work during the suspension and deduct the cost from
payments. The Department does not make a time adjustment for the suspension.
Upon the Engineer's order of suspension, suspend work immediately. Resume work when ordered.
8-1.07 DELAYS
8-1.07A General
To request a delay-related time or payment adjustment, submit an RFI.
8-1.07B Time Adjustments
The Department may make a time adjustment for a critical delay. The Engineer uses information from the
schedule to evaluate requests for time adjustments.
To request an adjustment, submit a revised schedule showing the delay's effect on the controlling activity.
If the delay has:
1. Occurred, submit records of the dates and what work was performed during the delayed activity
2. Not occurred, submit the expected dates or duration of the delayed activity
Update the schedule to the last working day before the start of the delay if ordered.
8-1.07C Payment Adjustments
The Department may make a payment adjustment for an excusable delay that affects your costs.
Only losses for idle equipment, idle workers, and moving or transporting equipment are eligible for delay-
related payment adjustments.
The Engineer determines payment for idle time of equipment in the same manner as determinations are
made for equipment used in the performance of force account work under section 9-1.04 with the following
exceptions:
1. Delay factor in the Labor Surcharge and Equipment Rental Rates applies to each equipment rental
rate.
2. Daily number of payable hours equals the normal working hours during the delay, not to exceed 8
hours per day.
3. Delay days exclude non—working days.
4. Markups are not added.
The Engineer determines payment adjustment for the idle workers under section 9-1.04B, but does not
add markups.
The Engineer includes costs due to necessary extra moving or transporting of equipment.
The Department does not make a payment adjustment for overhead incurred during non—working days of
additional construction seasons experienced because of delay.
8-1.08-8-1.09 RESERVED
8-1.10 LIQUIDATED DAMAGES
8-1.10A General
The Department specifies liquidated damages (Pub Cont Code § 10226). Liquidated damages, if any,
accrue starting on the 1 st day after the expiration of the working days through the day of Contract
acceptance except as specified in sections 8-1.10B and 8-1.10C.
The Department withholds liquidated damages before the accrual date if the anticipated liquidated
damages may exceed the value of the remaining work.
Liquidated damages are specified in section 8-1.04.
8-1.10B Failure to Complete Work Parts within Specified Times
The Department may deduct specified damages from payments for each day needed to complete a work
part in excess of the time specified for completing the work part.
Damages for untimely completion of work parts may not be equal to the daily amount specified as
liquidated damages for the project as a whole, but the Department does not simultaneously assess
damages for untimely completion of work parts and for the whole work.
Damages accrue starting the 1st day after a work part exceeds the specified time through the day the
specified work part is complete.
8-1.10C Failure to Complete Work Parts by Specified Dates
The Department may deduct specified damages from payments for each day needed to complete a work
part in excess of the specified completion date for the work part.
Damages for untimely completion of a work part may not be equal to the daily amount specified as
liquidated damages for the project as a whole, but the Department does not simultaneously assess
damages for untimely completion of a work part and the whole work.
Damages accrue starting the 1st day after an unmet completion date through the day the work part is
complete.
8-1.10D RESERVED
8-1.11-8-1.12 RESERVED
8-1.13 CONTRACTOR'S CONTROL TERMINATION
The Department may terminate your control of the work for failure to do any of the following (Pub Cont
Code § 10253):
1. Supply an adequate workforce
2. Supply material as described
3. Pay subcontractors (Pub Cont Code §10262)
4. Prosecute the work as described in the Contract
The Department may also terminate your control for failure to maintain insurance coverage.
For a federal-aid project, the Department may terminate your control of the work for failure to include
"Required Contract Provisions, Federal-Aid Construction Contracts" in subcontracts.
The Department gives notice to you and your surety at least 5 business days before terminating control.
The notice describes the failures and the time allowed to remedy the failures. If failures are not remedied
within the time provided, the Department takes control of the work.
The Department may complete the work if the Department terminates the Contractor's control or you
abandon the project(Pub Cont Code § 10255). The Department determines the unpaid balance under Pub
Cont Code § 10258 and the Contract.
At any time before final payment of all claims, the Department may convert a Contractor's control
termination to a Contract termination.
8-1.14 CONTRACT TERMINATION
8-1.14A General
The Director may terminate the Contract if it serves the State's best interest. The Department issues you a
written notice, implements the termination, and pays you.
8-1.14B Relief from Responsibility for Work
Upon receiving a termination notice:
1. Stop work
2. Notify subcontractors and suppliers of the Contract termination and stop Contract-related work
3. Perform the Engineer-ordered work to secure the job site for termination
4. Remove equipment
5. Subject to the Engineer's authorization, settle termination-related claims and liabilities involving
subcontractors and suppliers; assign to the Department the rights, titles, or interests held by you with
respect to these parties
8-1.14C Responsibility for Materials
Upon receiving a termination notice, protect unused material until:
1. You submit an inventory of materials already produced, purchased, or ordered but not yet used;
include the location of the material.
2. The Engineer identifies materials that will be retained by the Department. Submit bills of sales or other
records of material title.
3. The Engineer confirms that unused materials paid by progress payment and materials furnished by the
State have been delivered and stored as ordered.
4. The titles are transferred for materials purchased by the Department.
Dispose of materials that will not be retained by the Department.
8-1.14D Contract Acceptance after Termination
The Engineer recommends Contract acceptance after determining the completion of:
1. Work ordered to be completed before termination
2. Other work ordered to secure the project before termination
3. Material delivery and title transfer
The Department pays you under section 9-1.17.
8-1.14E Payment Adjustment for Termination
If the Department issues a termination notice, the Engineer determines the payment for termination based
on the following:
1. Direct cost for the work:
1.1. Including:
1.1.1. Mobilization.
1.1.2. Demobilization.
1.1.3. Securing the job site for termination.
1.1.4. Losses from the sale of materials.
1.2. Not including:
1.2.1. Cost of materials you keep.
1.2.2. Profit realized from the sale of materials.
1.2.3. Cost of material damaged by:
1.2.3.1. Act of God.
1.2.3.2. Act of a public enemy.
1.2.3.3. Fire.
1.2.3.4. Flood.
1.2.3.5. Governor-declared state of emergency.
1.2.3.6. Landslide.
1.2.3.7. Tsunami.
1.2.4. Other credits.
2. Cost of remedial work, as estimated by the Engineer, is not reimbursed.
3. Allowance for profit not to exceed 4 percent of the cost of the work. Prove a likelihood of having made
a profit had the Contract not been terminated.
4. Material handling costs for material returned to the vendor or disposed of as ordered.
5. Costs in determining the payment adjustment due to the termination, excluding attorney fees and
litigation costs.
Termination of the Contract does not relieve the surety of its obligation for any just claims arising out of the
work performed.
8-1.15-8-1.16 RESERVED
9 PAYMENT
Add Section 9-1.01A:
9-1.01A BID ITEM EXPLANATION
GENERAL
The Contract payment for the specified items of work as set forth in the Bid Schedule shall be full
compensation for furnishing all labor, materials, methods or processes, implements, tools, equipment and
incidentals and for doing all work involved as required by the provisions of the Contract Documents for a
complete in place and operational system.
Unless otherwise specified in the Specifications, quantities of work shall be determined per each, or from
measurements or dimensions in a horizontal plane. All materials shall be measured on the basis of"in
place"quantities and paid for using the units listed in the bid schedule.
Except as noted, the Engineer will make field measurements of unit price items in order to determine the
quantities of the various items as a basis for payment. On all unit price items, the contractor will be paid for
the actual amount of the work performed in accordance with the contract documents, as computed from
field measurements.
The bid items shown in the bid item list represent full compensation for performing all work. Full
compensation for any work for which there is no bid item shall be considered to be included in the various
items of work. Work or quantities not listed in the description of bid items are considered incidental to other
construction and will not be separately measured or paid for. Compensation for such work and/or material
shall be included in the prices paid for other items of work.
Contractor shall provide a Schedule of Values for all lump sum items to support the lump sum price.
REJECTED MATERIALS
Quantities of material wasted or disposed in a manner not called for in the Specifications; rejected loads of
material, including material rejected after it has been placed by reasons of the failure of Contractor to
conform to the provisions of the Specifications; material not unloaded from the transporting vehicle;
material placed outside the limits indicated by the Construction Drawings or established by County; or
material remaining on hand after completion of the Work, will not be paid for, and such quantities will not
be included in the final total quantities. No compensation will be made for loading, hauling, and disposing
of rejected material.
Bid Item No. 1 -SUPPLEMENTAL WORK ALLOWANCE
This item is provided to account for supplemental work for unforeseen work which the Engineer
determines is necessary to allow for the work required by the Contract Documents to proceed as
intended without interruption. This item will be used only for this purpose. The dollar amount listed on
the Bid Proposal Form is an estimated allowance set aside by the County and shall be included on
each Bidder's Bid Proposal sheets.
Supplemental work shall be performed only upon direct written authorization from the Engineer and
daily extra work reports shall be submitted to and approved by the Engineer. The Contractor shall
maintain separate records for extra work performed in accordance with the provisions of Section 5-
1.27, "Records," of the Standard Specifications and the special provisions.
The Contractor will be paid only for the value of completed supplemental work which has been
authorized in writing by the County.
The value of work,which the Owner may authorize under this item, may be less than the amount shown
on the Bid Proposal sheet, and it could be that no supplemental work will be authorized at all.
Accordingly, payments to the Contractor for supplemental work will likely differ substantially from the
estimated Allowance which is included in the Bid Proposal.
If no supplemental work is authorized or if no authorized supplemental work is performed, then no
payments will be made to the Contractor under this Bid item and the Contract Price will be reduced by
the full amount of the item included in the Bid Proposal for supplemental work.The provisions in Section
9-1.06, "Changed Quantity Pay Adjustments" of the Standard Specifications shall not apply to the item
"Supplemental Work Allowance."
The Contractor shall have no claim for anticipated overhead or profit should the County fail to authorize
any supplemental work or should the value of authorized supplemental work be less than anticipated
by the Contractor.
Bid Item No. 2 -SUPPLEMENTAL WORK(SPECIAL STOCKPILING)—
It is anticipated that the area designated in the plans (Stockpile Area )for stockpiling material from the
excavation of Modules 9 and 10 will be able to contain all material specified to be placed therein. In the
event that unforeseen circumstances not caused by the Contractor require the Contractor to use an
alternative location for a portion of the permanent stockpiling operation, this item will be used to
compensate the Contractor therefor. Compensation for this item, if any, will be limited to the difference
between the Contractor's cost to utilize Permanent Stockpile Areas to stockpile the amount of material
that cannot be accommodated by said stockpile area and the Contractor's cost to perform such Special
Stockpiling, as demonstrated by the Contractor to the satisfaction of the Engineer.
In the event that the need to perform Special Stockpiling is precipitated by the Contractor's failure to
place material in Permanent Stockpile Area in accordance with the requirements pertaining thereto
elsewhere in these Special Provisions, or is otherwise caused by the Contractor's failure to perform the
work in accordance with all requirements pertaining to the Project, Special Stockpiling shall be
performed at the Contractor's expense and no additional compensation will be allowed therefor.
If no supplemental work is authorized or if no authorized supplemental work is performed, then no
payments will be made to the Contractor under this Bid item and the Contract Price will be reduced by
the full amount of the item included in the Bid Proposal for supplemental work.The provisions in Section
9-1.06, "Changed Quantity Pay Adjustments" of the Standard Specifications shall not apply to the item
"Supplemental Work Allowance."
The Contractor shall have no claim for anticipated overhead or profit should the County fail to authorize
any supplemental work or should the value of authorized supplemental work be less than anticipated
by the Contractor.
Bid Item No. 3 -SUPPLEMENTAL WORK(SPECIAL TRAFFIC HANDLING AND OPERATIONS)
Public landfill traffic, including commercial waste haulers, will utilize the landfill entrance road and scale
house on a continuous basis in large numbers; however, it is anticipated that the vast majority of waste
delivered will be placed in the existing Phase III fill area. If such circumstances have a substantial and
quantifiable adverse impact on the Contractor's operations and/or require additional traffic control which
would not otherwise be required, this item will be used to compensate the Contractor therefor.
Compensation for this item, if any, will be limited to the difference between the Contractor's cost to
perform the work absent such adverse impact and the Contractor's cost to perform the work under the
changed adverse conditions.
If no supplemental work is authorized or if no authorized supplemental work is performed, then no
payments will be made to the Contractor under this Bid item and the Contract Price will be reduced by
the full amount of the item included in the Bid Proposal for supplemental work.The provisions in Section
9-1.06, "Changed Quantity Pay Adjustments"of the Standard Specifications shall not apply to the item
"Supplemental Work Allowance."
The Contractor shall have no claim for anticipated overhead or profit should the County fail to
authorize any supplemental work or should the value of authorized supplemental work be less than
anticipated by the Contractor.
Bid Item No. 4—JOB SITE MANAGEMENT.
This bid item is a lump sum bid item for the cost of all work involved with job site management and
includes full compensation for furnishing all labor, materials, tools, equipment, and incidentals and for
doing all the work involved in spill prevention and control, material management, preparation and
implementation of a dust control plan per section 14 of the specifications, including fees by the
SJVAPCD, , waste management, non-stormwater management, and dewatering and identifying,
sampling, testing, handling, and disposing of hazardous waste resulting from your activities, as
specified in the Standard Specifications and these Special Provisions, and as ordered by the Engineer.
This item is intended to cover all of the base "Job Site Management" costs for the entire project.
This item also includes providing worker protection from trench failures and other hazards that may
occur during construction. The Contractor shall comply with the provisions of the Construction Safety
Orders, Tunnel Safety Orders, and General Safety Orders issued by the State of California Division of
Industrial Safety, as well as all other applicable laws, ordinances and regulations, as they pertain to the
protection of workers from the hazard of caving ground.
The Contractor shall obtain a permit from the Division of Industrial Safety of the State of California prior
to commencement of construction. This bid item shall be paid at the lump sum price bid.
Bid Item No. 5— PREPARE AND IMPLEMENT STORM WATER POLLUTION PREVENTION PLAN
This bid item is a lump sum bid item for the cost of all work involved for labor, materials, equipment,
tools, and incidentals required to develop and implement a Stormwater Pollution Prevention Plan
(SWPPP) consistent with the requirements of these Special Provisions and Section 13 of the Caltrans
Standard Specifications. Payment also includes all costs for providing labor and materials to install
geosynthetic liner for the low point in the roadside ditch by STA 25 of the Construction Drawings.
Payment for this bid item shall also include all costs for maintaining all stormwater management best
management practices (BMPs) until completed work has been accepted by the Engineer.
Bid Item No. 6— HEALTH AND SAFETY.
This bid item is a lump sum bid item for the cost of all work involved with job site management and
includes full compensation for furnishing all labor, materials, tools, equipment, and incidentals and for
doing all the work involved in preparing and implementing an Injury and Illness Prevention Plan (IIPP)
and Health and Safety Plan (HASP)per Section 7 of the Specifications, respond to Engineer comments
on the plan, providing appropriate personal protective equipment and any other necessary safety
equipment, and for providing safety training to all Contractor and Subcontractor personnel associated
with the project. Contractor shall provide a Schedule of Values for this service to support the lump sum
price.
Bid Item No. 7— CONSTRUCTION SURVEY.
This bid item is a lump sum bid item for the cost of all work involved for labor, materials and equipment
to perform construction control and slope staking, surveys to complete quantities, surveys to document
as-built conditions of the Construction, and the preparation of as-built Drawings as described in the
Specifications. Contractor shall provide a Schedule of Values for this service to support the lump sum
price.
Bid Item No. 8 -TRAFFIC CONTROL
This bid item is a lump sum bid for all materials, labor and appurtenances required to maintain traffic
control measures within the project limits in accordance with the Standard Specifications and Special
Provisions and as directed by the Engineer.
The California Manual on Uniform Traffic Control Devices (MUTCD), latest edition, is hereby referred
to and incorporated herein as though set forth in full. The Contractor shall be responsible for providing
all necessary traffic control facilities, 24 hours per day, 7 days per week for the entire duration of the
project.
The Contractor shall strictly comply with, and will be solely responsible for, all required traffic control
and devices as per approved plan and any revisions thereof.
The Contractor shall provide safe access for the County, County's representatives inspection staff.
Full compensation for furnishing all labor, materials,tools, equipment, and incidentals, and for doing all
work involved for the sole convenience, direction and safety of traffic shall be included in this bid item.
This bid item shall be paid at the lump sum price bid. Contractor shall provide a Schedule of Values
for this service to support the lump sum price.
Bid Item No. 9—CLEARING AND GRUBBING
This bid item is a lump sum bid for the cost of all work involved in clearing and grubbing all project sites.
This bid item is intended to cover all of the "Clearing and Grubbing" costs for the entire project.
Clear and grub vegetation only within the immediate limits required for the installations of the contract
facilities. Said areas shall be stripped of surface vegetation, including clearing and grubbing of all
shrubs, bushes, vines, stumps, roots, debris and unsuitable material, within the project site area per
Standard Specifications and these Specifications during construction and related work. This bid item
shall be paid at the lump sum price bid.
The bid item price shall include full compensation for furnishing all labor, tools, equipment, and
materials, along with all associated appurtenances required to complete the work under this bid item,
in conformance with the plans and specifications, and as directed by the Engineer. This bid item shall
be paid at the lump sum price bid. Payment will be prorated based on the percentage of contract work
completed.
Bid Item No. 10—UNSUITABLE MATERIAL
The contract unit price paid per square yard for unsuitable material shall include full compensation for
furnishing all labor, materials, tools, equipment and incidentals, and for doing all the work involved in
excavating hauling, and depositing unsuitable material and loading, hauling placing, and compacting
suitable material from the excavation to replace removed unsuitable material as shown on the Plans,
as specified in these Special Provisions and the Standard Specifications and as directed by the
Engineer.
The quantity of unsuitable material to be paid for shall be the actual cubic yard quantity as calculated
based on the lines as determined by the Engineer. No compensation will be allowed for quantities of
unsuitable material in excess of that allowed by the Engineer.
The exact quantity of unsuitable material which may be encountered is unknown. For bidding purposes,
a quantity has been estimated for unsuitable material. No adjustment of contract unit price will be made
for any increase or decrease in the quantity of unsuitable material regardless of the reason for such
increase or decrease. The provisions in Section 9-1.06, "Changed Quantity Payment Adjustments," of
the Standard Specifications shall not apply to the unsuitable material item.
The Contractor shall have no claim for anticipated overhead or profit should the County fail to authorize
any supplemental work or should the value of authorized supplemental work be less than anticipated
by the Contractor.
Bid Item No. 11 — MODULE EXCAVATION
Full compensation for providing all labor, material, equipment and incidentals and for doing all the work
involved in constructing module excavation and embankment to achieve the grades within the area
delineated as "Modules 9 and 10 daylight limits" shown in plans; and to achieve 90% minimum
compaction beyond the GCL limit as required in section 19-4.01 C as shown on the Plans, specified in
these Special Provisions and as directed by the Engineer shall be included in the unit price per cubic
yard for Module Excavation and no additional compensation will be allowed therefor. The quantity
depicted in this Bid Item is the amount of cut necessary within Module 9 and 10 excavation limits to
achieve the specified grades from original ground. Any embankment work within the limits of Module 9
and 10 (approximately 10,000 CY) shall be considered as part of this bid item and no further
compensation will be allowed therefor. The quantity of Module Excavation is a final pay quantity.
The contract unit price paid per cubic yard for module excavation shall include full compensation for
furnishing all labor, materials, tools, equipment and incidentals, and for doing all the work involved in
excavating, the sump area and the leachate collection drain and pan lysimeter trench along with the
remainder of Modules 9 & 10, including loading, hauling, and depositing the excavation, as shown on
the Plans, as specified in these Special Provisions and the Standard Specifications and as directed by
the Engineer.
Bid Item No. 12— MODULE 9 & 10 SUBGRADE PREPARATION
Full compensation for providing all labor, material, equipment and incidentals and for doing all the work
involved in subgrade preparation within the area delineated as "Modules 9 and 10 subgrade limits" as
shown on the Plans, as specified in these Special Provisions and as directed by the Engineer, shall be
included in the unit price per square yard for Subgrade Preparation, and no additional compensation
will be allowed therefor. The quantity of Module 9 & 10 Subgrade preparation is a final pay quantity.
Bid Item No. 13— FINISH PROJECT SITE
The contract lump sum price paid"Finish project site" includes full compensation for furnishing all labor,
materials, tools, equipment, and incidentals and for doing all the work involved in implementing
necessary activities and measures as specified in the Standard Specifications Section 22 and these
special provisions, and as ordered by the Engineer
Bid Item No. 14— PERFORATED HDPE PIPE 6"
The contract unit price paid per linear foot for 6-inch Perforated HDPE Pipe shall include full
compensation for furnishing all labor, materials,fittings, caps,tools, equipment and incidentals, and for
doing all the work involved in transporting, storing, placing,joining and bedding the perforated leachate
collection pipe, doing the work involved in installing the stainless steel pull ropes as shown on the plans,
doing all the work involved in installing nylon pull ropes as shown on the plans and doing all the work
involved in television inspection and preparing the video tapes, as specified in these Special Provisions
and as directed by the Engineer. If a pipe is cut to fit in a specific area the payment quantity is the length
of pipe installed and measured along the centerline only.
Bid Item No. 15— PERFORATED HDPE PIPE 10"
The contract unit price paid per linear foot for 10-inch Perforated HDPE Pipe shall include full
compensation for furnishing all labor, materials,fittings, caps,tools, equipment and incidentals, and for
doing all the work involved in transporting, storing, placing,joining and bedding the perforated leachate
collection pipe, doing the work involved in installing the stainless steel pull ropes as shown on the plans,
and doing all the work involved in television inspection and preparing the video tapes, as specified in
these Special Provisions and as directed by the Engineer. If a pipe is cut to fit in a specific area the
payment quantity is the length of pipe installed and measured along the centerline only.
Bid Item No. 16— NON-PERFORATED HDPE PIPE 6"
The contract unit price paid per linear foot for 6-inch plain HDPE Pipe shall include full compensation
for furnishing all labor, materials, fittings, caps, tools, equipment and incidentals, and for doing all the
work involved in transporting, storing, placing, joining and bedding the perforated leachate collection
pipe, doing the work involved in installing the stainless steel pull ropes as shown on the plans, doing all
the work involved in installing nylon pull ropes as shown on the plans and doing all the work involved
in television inspection and preparing the video tapes, as specified in these Special Provisions and as
directed by the Engineer. If a pipe is cut to fit in a specific area the payment quantity is the length of
pipe installed and measured along the centerline only.
Bid Item No. 17— NON-PERFORATED HDPE PIPE 10"
The contract unit price paid per linear foot for 10-inch plain HDPE Pipe shall include full compensation
for furnishing all labor, materials, fittings, caps, tools, equipment and incidentals, and for doing all the
work involved in transporting, storing, placing, joining and bedding the perforated leachate collection
pipe, doing the work involved in installing the stainless steel pull ropes as shown on the plans, as
specified in these Special Provisions and as directed by the Engineer. If a pipe is cut to fit in a specific
area the payment quantity is the length of pipe installed and measured along the centerline only.
Bid Item No. 18—GEOSYNTHETIC CLAY LINER
A. The quantity of GCL will be calculated by measurements made along the plane of installation
and shall include GCL installed in the anchor trenches to the dimensions shown on the Plans.
B. GCL required for seam overlap and GCL required to repair or replace damaged material will
not be measured.
A. The quantity of GCL is a final pay quantity. Payment for furnishing and installing GCL will be
by the unit price per square foot quoted therefor in Bid Schedule.
B. The contract unit price paid per square foot for GCL shall include full compensation for
furnishing all labor, materials, equipment, accessories, and incidentals, and for performing all
work specified including, but not limited to: quality control testing of material prior to delivery;
installing; seaming;testing; repairing; providing, placing and removing sandbags; anchor trench
excavation and backfill; and providing all Contractor CQA documentation required to complete
the work in accordance with these Special Provisions, the Plans, and as directed by the
Engineer.
C. GCL required for seam overlap and GCL required to repair or replace damaged material will
not be paid for. All costs in connection therewith shall be considered to be included in the
various items of work and no additional compensation will be made therefor.
Bid Item No. 19— HDPE GEOMEMBRANE
A. The quantity of Geomembrane will be calculated by measurements made along the plane of
installation and shall include Geomembrane installed in the anchor trenches to the dimensions
shown on the Plans.
B. Geomembrane required for seam overlap, rub sheet and Geomembrane required to repair or
replace damaged material will not be measured.
C. The quantity of Geomembrane is a final pay quantity. Payment for furnishing and installing
Geomembrane will be by the unit price per square foot quoted therefor in Bid Schedule.
D. The contract unit price paid per square foot for Geomembrane shall include full compensation
for furnishing all labor, materials, equipment, accessories, and incidentals, and for performing
all work specified including, but not limited to: quality control testing of material prior to delivery;
installing; seaming; testing; repairing; providing, placing and removing sandbags; and repairing
any defects in the liner system identified by the leak location survey thereby; and providing all
Contractor Geomembrane documentation required to complete the work in accordance with
the Plans, these Special Provisions, and as directed by the Engineer.
E. Geomembrane required for seam overlap and Geomembrane required to repair or replace
damaged material will not be paid for. All costs in connection therewith shall be considered to
be included in the various items of work and no additional compensation will be made therefor.
F. For each laboratory destructive test failure in excess of 5 percent of the total number of
destructive weld tests performed by the CQA Consultant, the Owner will deduct $1,000 from
final payment to the Contractor.
Bid Item No. 20—GEOCOMPOSITE
A. The quantity of Geocomposite will be calculated by measurements made along the plane of
installation and shall include Geocomposite installed in the anchor trenches to the dimensions
shown on the Plans.
B. Geocomposite required for seam overlap and Geocomposite required to repair or replace
damaged material will not be measured.
C. The quantity of Geocomposite is a final pay quantity. Payment for furnishing and installing
Geocomposite will be by the unit price per square foot quoted therefor in Bid Schedule.
D. The contract unit price paid per square foot for Geocomposite shall include full compensation
for furnishing all labor, materials, equipment, accessories, and incidentals, and for performing
all work specified including, but not limited to: quality control testing of material prior to delivery;
installing; seaming;testing; repairing; providing, placing and removing sandbags; anchor trench
excavation and backfill; and providing all Contractor CQA documentation required to complete
the work in accordance with these Special Provisions, the Plans, and as directed by the
Engineer.
E. Geocomposite required for seam overlap and Geocomposite required to repair or replace
damaged material will not be paid for. All costs in connection therewith shall be considered to
be included in the various items of work and no additional compensation will be made therefor.
Bid Item No. 21 —GEOTEXTILE (10 OZ)
A. The quantity of Geotextile will be calculated by measurements made along the plane of
installation and shall include Geotextile installed in the sump pump to the dimensions shown
on the Plans.
B. Geotextile required for seam overlap and Geotextile required to repair or replace damaged
material will not be measured.
C. Geotextile fabric required to wrap gravel fill for leachate pipe collection trenches will not be
measured.
D. Geotextile fabric used as cushion for the side slope HDPE Geomembrane and for ultraviolet
light protection will not be measured.
E. The quantity of Geotextile is a final pay quantity. Payment for furnishing and installing
Geotextile will be by the unit price per square foot quoted therefor in Bid Schedule.
F. The contract unit price paid per square foot for Geotextile shall include full compensation for
furnishing all labor, materials, equipment, accessories, and incidentals, and for performing all
work specified including, but not limited to: quality control testing of material prior to delivery;
installing; seaming;testing; repairing; providing, placing and removing sandbags; and providing
all Contractor CQA documentation required to complete the work in accordance with these
Special Provisions, the Plans, and as directed by the Engineer.
G. Geotextile required for seam overlap and Geotextile required to repair or replace damaged
material will not be paid for. All costs in connection therewith shall be considered to be included
in the various items of work and no additional compensation will be made therefor.
H. Geotextile fabric used as cushion for the side slope HDPE Geomembrane and for ultraviolet
light protection will not be paid for. All costs in connection therewith shall be considered to be
included in the various items of work and no additional compensation will be made therefor.
Bid Item No. 22— PROTECTIVE PLYWOOD COVER
The quantity of protective plywood cover shall be measured by the 4 ft. x 8 ft. sheet, complete in place
as shown in Section 100-6.03, "Placement", of these Special Provisions.
The contract price paid per sheet for protective plywood cover shall include full compensation for
furnishing all labor, materials, tools, equipment and incidentals, and for doing all the work involved in
furnishing, installing, removing and disposing of the protective plywood cover as shown on the Plans,
as specified in these Special Provisions and as directed by the Engineer.
Bid Item No. 23—OPERATIONS LAYER
The contract unit price paid per cubic yard for Operations Layer shall include full compensation for
furnishing all labor, materials, tools, equipment and incidentals, and for doing all the work involved in
excavating, transporting, installing, and compacting the Operations Layer, and repairing any defects in
the liner system identified by the leak location survey thereby, as shown on the Plans, as specified in
these Special Provisions and as directed by the Engineer and no additional compensation will be
provided therefor. The quantity of Operations Layer is a final pay quantity
Bid Item No. 24— LEACHATE & LYSIMETER METER, METERING PIPE & FITTINGS
The contract price paid for lump sum for leachate meter, metering pipe & fittings shall include full
compensation for furnishing all labor, materials, tools, equipment and incidentals, and for doing all the
work involved in providing and installing, PVC pipe and fittings, valves, adaptors, in-line mag flow
transmitter, pipe supports to the leachate assembly as shown on the Plans,as specified in these Special
Provisions and the Standard Specifications and as directed by the Engineer.
Bid Item No. 25— LEACHATE AND LYSIMETER PUMPS
The contract price paid for lump sum for leachate sump pumps shall include full compensation for
furnishing all labor, materials, tools, equipment and incidentals, and for doing all the work involved in
providing and installing the leachate and lysimeter pumps and associated appurtenances as shown on
the Plans, as specified in these Special Provisions and the Standard Specifications and as directed by
the Engineer. The compensation shall also include facility startup, testing, and demonstration for the
leachate pump systems.
Bid Item No. 26—STEEL PIPE BOLLARD
The contract unit price paid for each Steel Pipe Bollard shall include full compensation for furnishing all
labor, materials, equipment and incidentals, and for doing all work involved in providing and installing
bollards complete in place, including concrete footings, fill in with concrete, cleaning, blasting, coating,
and reflective bands as shown on the Plans, as specified in these Section 99 of the Special Provisions
and the Standard Specifications, and as directed by the Engineer, and no additional compensation will
be allowed therefor.
Bid Item No. 27—CLASS 3 CONCRETE (SLAB)
The contract unit price paid per cubic yard for Concrete Slab shall include full compensation for
furnishing all labor, materials, equipment and incidentals, and for doing all work involved in installing
concrete slabs complete in place, and excavation and backfill, as shown on the Plans, as specified in
these Special Provisions and the Standard Specifications, and as directed by the Engineer, and no
additional compensation will be allowed therefor. The quantity of Class 3 Concrete (Slab) is a final pay
quantity.
Bid Item No. 28— FURNISH AND INSTALL SUMP CONTROL PANEL, PANEL BACKBOARD AND
HARDWARE
The contract price paid for lump sum for furnishing all labor, materials,tools,equipment,and incidentals,
and for doing all the work involved in furnishing, installing and erecting panels, foundation, plywood
backboards, strut supports, other appurtenances for the control panel, channels and necessary
hardware as shown on the Plans, and as specified in the Standard Specifications and the Special
Provisions, and as directed by the Engineer. The compensation shall include all work but is not limited
to, enclosures, control panels, programmable logic controllers, central processing units, radio modems,
displays, wiring, masts and antennas, breakout boxes, grounding wires and appurtenances as shown
on the Plans, as specified in these Special Provisions and the Standard Specifications and as directed
by the Engineer. This bid item also includes, but is not limited to, wiring, electrical and communication,
conductors, connections to proposed leachate metering manifolds, connection to the riser pipes,
connections to existing power supply, trenching and backfill, and appurtenances, start-up testing, and
commissioning.
Bid Item No. 29— PERMEABLE MATERIAL
The quantity of permeable material shall be measured and paid for by the cubic yard of permeable
material complete in place as calculated from lines and grades shown on the Plans.
The contract unit price paid per cubic yard for permeable material shall include full compensation for
furnishing all labor, materials, tools, equipment and incidentals, and for doing all the work involved in
installing the permeable material, including testing, removing and disposing of water, and maintaining
the permeable material for the duration of the project, as shown on the Plans and as specified in these
Special Provisions and as directed by the Engineer.
The quantity of permeable material is a final pay quantity. Payment for furnishing and installing
permeable material will be by the unit price per cubic yard quoted therefor in Bid Schedule.
Bid Item No. 30—GEOELECTRIC LEAK LOCATION SURVEY SUPPORT
The contract lump sum price paid for Geoelectric Leak Location support shall include full compensation
for furnishing all labor, materials (including the necessary uninsulated solid copper wire), tools,
equipment and incidentals,and for doing all the work involved in performing the work for the Geoelectric
Leak Location support as referenced in Section 100-2.03.6 and Section 100-7 of these Special
Provisions and as directed by the Engineer.
Bid Item No. 31 —CUSTOMER ACCESS & SCRAPER ACCESS ROADS EMBANKMENT
Full compensation for providing all labor, material, equipment and incidentals and for doing all the
embankment construction work involved to achieve the grades as shown on the Plans, including
loading, hauling, and bringing soil, moisture conditioning, compacting as specified in the plans, these
Special Provisions, Standard Specifications and as directed by the Engineer shall be included in the
unit price per cubic yard and no additional compensation will be allowed therefor.
This bid item shall include all embankment work along the access road from STA 10 to STA 34+74,
including the two scrappers access roads to the stockpile area shown in the plans. The volume is
measured from original ground or Module 9 & 10 top of operations layer as shown in typical sections in
Sheet#12 
 of construction drawings shown as "new infill 90% CNS" .
Any volume of embankment disposed by the aggregate base is not measured as embankment work
but shall be included in this bid item cost. Any temporary embankment the contractor may build as a
result of work being executed, will not be measured as part of embankment construction but shall be
included in this bid item cost.
The quantity of customer access&scraper access roads embankment is a final pay quantity. Payment
for furnishing and installing material will be by the unit price per cubic yard quoted therefor in Bid
Schedule.
Bid Item No. 32—CUSTOMER ACCESS &SCRAPER ACCESS ROAD EXCAVATION
Full compensation for providing all labor, tools, material, equipment and incidentals and for doing all
the excavation work involved to achieve the grades as shown on the Plans, scarifying compacting,
hauling, placing it or stockpiling the material at the specified location, specified in the plans, these
Special Provisions, Standard Specifications as directed by the Engineer shall be included in the unit
price per cubic yard and no additional compensation will be allowed therefor.
This bid item shall include all excavation work along the access road from STA 10 to STA 26+80,
including ditches, the maintenance pad and the two scrappers access roads to the stockpile area
beyond the grades excavated under Module 9 and 10 excavation bid item.
Any volume of soil excavated within the embankment areas for the purpose of placing aggregate base
is not measured as road excavation work but shall be included in this bid item cost. Any temporary
excavation the contractor may perform as a result of work being executed, will not be measured as part
of excavation construction but shall be included in this bid item cost.
The quantity of customer access & scraper access roads excavation is a final pay quantity. Payment
for excavating material will be by the unit price per cubic yard quoted therefor in Bid Schedule.
Bid Item No. 33—WINTER PAD EMBANKMENT
Full compensation for providing all labor, material, equipment and incidentals and for doing all the
embankment construction work involved to achieve the grades as shown on the Plans for the winter
pad, including loading, hauling, and bringing soil, moisture conditioning, compacting as specified in
the plans, these Special Provisions, Standard Specifications and as directed by the Engineer shall be
included in the unit price per cubic yard and no additional compensation will be allowed therefor.
This bid item shall include all embankment work to construct the winter pad within the limit shown in
the plans. The volume is measured from Modules 9 & 10 top of operation layer as shown in typical
sections in Sheet#13 of construction drawings shown as "new infill 90% CNS".
Any temporary embankment the contractor may build as a result of work being executed, to protect
operations layer, etc will not be measured as part of embankment construction but shall be included
in this bid item cost.
The quantity of winter pad is a final pay quantity. Payment for furnishing and installing material will be
by the unit price per cubic yard quoted therefor in Bid Schedule.
Bid Item No. 34—CLASS 2 AGGREGATE BASE
Full compensation for providing all labor, surveying, material, tools, transport, moisture condition,
compact with smooth drum roller, grade finish surface, necessary to install aggregate base along the
access roads and winter pad as shown on the Construction Drawings, per Section 26 of the Standard
Specifications and as directed by the Engineer shall be included in the unit price per cubic yard and
no additional compensation will be allowed therefor.
The quantity of aggregate base is a final pay quantity. Payment for furnishing and installing
aggregate base will be by the unit price per cubic yard quoted therefor in Bid Schedule.
Bid Item No. 35—INSTALLATION OF 12" DIA. HDPE CULVERT
Measurement by the Linear Foot (LF) of HDPE culvert installed. Measurement shall be made by the
surveyed length along the centerline of the installed culvert. When pipes are side by side in the same
trench the measurement being paid is length of each pipe
Payment shall be by the Linear Foot (LF). Payment shall include full compensation for providing all
labor, tools, and incidentals required to excavate the pipe trench, install pipe bedding, supply and
install pipe zone and trench backfill, installing the County furnished pipe as shown in the Construction
Drawings, as well as backfilling and compaction of the backfill and performing all work as shown in
the Construction Drawings and as described in the Specifications. County will furnish 12" HPDE DR
17 in 40-foot segments. Contractor is responsible for cutting and welding the section of pipe as
necessary to fit the job being completed
Bid Item No. 36—TRAFFIC SIGN
The contract unit price paid for each sign installed shall include full compensation for furnishing all
labor, materials, equipment and incidentals, and for doing all work involved in providing and installing
sign complete in place, including concrete footings, as shown on the Plans, as specified in these
Special Provisions and the Standard Specifications, and as directed by the Engineer, and no
additional compensation will be allowed therefor.
Bid Item No. 37—CLASS I FLEXIBLE POST DELINEATORS -TYPE E
The contract unit price paid for each delineator installed shall include full compensation for furnishing
all labor, materials, equipment and incidentals, and for doing all work involved in providing and
installing delineator complete in place, per manufacturer directions, as shown on the Plans, as
specified in these Special Provisions and Section 81-2 of the Standard Specifications, and as directed
by the Engineer, and no additional compensation will be allowed therefor.
Bid Item No. 38—8" DIAMETER STRAW WATTLES
The contract unit price paid for lineal foot installed shall include full compensation for furnishing all
labor, materials, equipment and incidentals, and for doing all work involved in providing and installing
straw wattles complete in place, per manufacturer directions, as shown on the Plans, as specified in
these Special Provisions and Section 21 of the Standard Specifications, and as directed by the
Engineer, and no additional compensation will be allowed therefor.
Measurement of erosion control measures will be made by the surveyed centerline length of installed
straw wattles. No adjustments will be made for uneven contours, for overlaps, seams, wastage, or for
material that was damaged from either the fault or negligence of the Contractor.
Bid Item No. 39—20" DIAMETER STRAW WATTLES
The contract unit price paid for lineal foot installed shall include full compensation for furnishing all
labor, materials, equipment and incidentals, and for doing all work involved in providing and installing
straw wattles complete in place, per manufacturer directions, as shown on the Plans, as specified in
these Special Provisions and Section 21 of the Standard Specifications, and as directed by the
Engineer, and no additional compensation will be allowed therefor.
Measurement of erosion control measures will be made by the surveyed centerline length of installed
straw wattles. No adjustments will be made for uneven contours, for overlaps, seams, wastage, or for
material that was damaged from either the fault or negligence of the Contractor.
Bid Item No. 40 - MOBILIZATION
This item is a lump sum bid for mobilization, all necessary bonds, insurance, permits, licenses
required during the performance of the work, and demobilization and shall conform to the provisions
of these Specifications. This bid item is intended to cover all of the base "Mobilization" costs for the
entire project.
This item shall consist of covering the Contractors cost for Contract Documents and for the moving of
personnel, equipment, supplies and incidentals to the different project sites. This item includes any
construction staking that is not provided by the Owner. This item also includes demobilization,
including removal of all equipment supplies, personnel, and incidentals from the project sites at the
end of construction.
All costs associated with this item shall be included in the lump sum price and no additional payment
will be made. This bid item shall be paid as specified in Section 9 Payment and Sub- Section 9-1.16 D
Mobilization of the State Standard Specifications.
Replace Section 9-1.03 with:
9-1.03 PAYMENT SCOPE
The Department pays you for furnishing the resources and activities required to complete the work. The
Department's payment is full compensation for furnishing the resources and activities, including:
1. Risk, loss, damage repair, or cost of whatever character arising from or relating to the work and
performance of the work
2. PLACs and taxes
3. Any royalties and costs arising from patents, trademarks, and copyrights involved in the work
The Department does not pay for your loss, damage, repair, or extra costs of whatever character arising
from or relating to the work that is a direct or indirect result of your choice of construction methods,
materials, equipment, or manpower, unless specifically mandated by the Contract.
Payment is:
1. Full compensation for all work involved in each bid item shown on the Bid Item List by the unit of
measure shown for that bid item
2. For the price bid for each bid item shown on the Bid Item List or as changed by change order with a
specified price adjustment
Full compensation for work specified in divisions I, II, and X is included in the payment for the bid items
unless:
1. Bid item for the work is shown on the Bid Item List
2. Work is specified as change order work
Work paid for under one bid item is not paid for under any other bid item.
Payment for a bid item includes payment for work in sections referenced by the section set forth by that bid
item.
Notwithstanding anything to the contrary in these special provisions, full compensation for
performing all work as shown, as specified, and as directed by the Engineer is considered to be
included in the various bid items, and no additional payment will be made, except pursuant to a
contract change order to perform work not shown and/or specified.
If one or more bid item(s) is/are not included, perform the work as shown and as specified and
payment therefor is considered to be included in the various items of work.
If an alternative is described in the Contract, the Department pays based on the bid items for the details
and specifications not described as an alternative unless the bid item is described as an alternative, in
which case, the Department pays based on the details and specifications for that alternative.
The Department pays for change order work based on one or a combination of the following:
1. Bid item prices
2. Force account
3. Agreed price
4. Specialist billing
If the Engineer chooses to pay for change order work based on an agreed price, but you and the Engineer
cannot agree on the price, the Department pays by force account.
If a portion of extra work is covered by bid items, the Department pays for this work as changed quantities
in those items. The Department pays for the remaining portion of the extra work by force account or
agreed price.
If the amount of a deduction or withhold exceeds final payment, the Department invoices you for the
difference, to be paid upon receipt.
Pay your subcontractors within 10 days of receipt of each progress payment under Pub Cont Code §§
10262 and 10262.5.
Replace Section 9-1.07 with:
9-1.07 PAYMENT ADJUSTMENTS FOR PRICE INDEX FLUCTUATIONS DOES NOT APPLY TO THIS
PROJECT
Replace Section 9-1.16F with:
9-1.16F Retentions
The Department, once in each month, shall cause an estimate in writing to be made by the Engineer. The
estimate shall include the total amount of work done and acceptable materials furnished, provided the
acceptable materials are listed as eligible for partial payment as materials in the special provisions and are
furnished and delivered by the Contractor on the ground and not used or are furnished and stored for use
on the contract, if the storage is within the State of California and the Contractor furnishes evidence
satisfactory to the Engineer that the materials are stored subject to or under the control of the Department,
to the time of the estimate, and the value thereof. The estimate shall also include any amounts payable for
mobilization. Daily extra work reports furnished by the Contractor less than 5 calendar days, not including
Saturdays, Sundays and legal holidays, before the preparation of the monthly progress estimate shall not
be eligible for payment until the following month's estimate.
The amount of any material to be considered in making an estimate will in no case exceed the amount
thereof which has been reported by the Contractor to the Engineer on State-furnished forms properly filled
out and executed, including accompanying documentation as therein required, less the amount of the
material incorporated in the work to the time of the estimate. Only materials to be incorporated in the work
will be considered. The estimated value of the material established by the Engineer will in no case exceed
the contract price for the item of work for which the material is furnished.
The Department shall retain 5 percent of the estimated value of the work done and 5 percent of the value
of materials so estimated to have been furnished and delivered and unused or furnished and stored as
aforesaid as part security for the fulfillment of the contract by the Contractor. The Department will not hold
retention for mobilization or demobilization.
The Department shall pay monthly to the Contractor, while carrying on the work, the balance not retained,
as aforesaid, after deducting therefrom all previous payments and all sums to be kept or retained under the
provisions of the contract. No monthly estimate or payment shall be required to be made when, in the
judgment of the Engineer, the work is not proceeding in accordance with the provisions of the contract.
No monthly estimate or payment shall be construed to be an acceptance of any defective work or improper
materials.
Attention is directed to the prohibitions and penalties pertaining to unlicensed contractors as provided in
Business and Professions Code Sections 7028.15(a)and 7031.
Add Section 9-1.23:
9-1.23 RESOLUTION OF CONTRACT CLAIMS
Public works contract claims of three hundred seventy-five thousand dollars ($375,000) or less which arise
between a Contractor and a local public agency shall be resolved in accordance with the provisions of
California Public Contract Code Sections 20104-20104.6, inclusive. In addition, California Public Contract
Code Section 9204 requires that the procedure established therein shall apply to all claims (as therein
defined) filed by a contractor in connection with a public works project. Accordingly, this contract expressly
incorporates all of the terms and conditions of those statutory provisions, which are as follows:
California Public Contract Code Section 9204
(a) The Legislature finds and declares that it is in the best interests of the state and its citizens to ensure
that all construction business performed on a public works project in the state that is complete and not in
dispute is paid in full and in a timely manner.
(b) Notwithstanding any other law, including, but not limited to, Article 7.1 (commencing with Section
10240) of Chapter 1 of Part 2, Chapter 10 (commencing with Section 19100) of Part 2, and Article 1.5
(commencing with Section 20104) of Chapter 1 of Part 3, this section shall apply to any claim by a
contractor in connection with a public works project.
(c) For purposes of this section:
(1) "Claim" means a separate demand by a contractor sent by registered mail or certified mail with
return receipt requested, for one or more of the following:
(A)A time extension, including, without limitation, for relief from damages or penalties for
delay assessed by a public entity under a contract for a public works project.
(B) Payment by the public entity of money or damages arising from work done by, or on
behalf of, the contractor pursuant to the contract for a public works project and payment
for which is not otherwise expressly provided or to which the claimant is not otherwise
entitled.
(C) Payment of an amount that is disputed by the public entity.
(2) "Contractor" means any type of contractor within the meaning of Chapter 9 (commencing with
Section 7000)of Division 3 of the Business and Professions Code who has entered into a direct
contract with a public entity for a public works project.
(3)(A) "Public entity" means, without limitation, except as provided in subparagraph (B), a state
agency, department, office, division, bureau, board, or commission, the California State University,
the University of California, a city, including a charter city, county, including a charter county, city
and county, including a charter city and county, district, special district, public authority, political
subdivision, public corporation, or nonprofit transit corporation wholly owned by a public agency
and formed to carry out the purposes of the public agency.
(B) "Public entity" shall not include the following:
(i)The Department of Water Resources as to any project under the jurisdiction of
that department.
(ii)The Department of Transportation as to any project under the jurisdiction of
that department.
(iii)The Department of Parks and Recreation as to any project under the
jurisdiction of that department.
(iv)The Department of Corrections and Rehabilitation with respect to any project
under its jurisdiction pursuant to Chapter 11 (commencing with Section 7000) of
Title 7 of Part 3 of the Penal Code.
(v)The Military Department as to any project under the jurisdiction of that
department.
(vi)The Department of General Services as to all other projects.
(vii)The High-Speed Rail Authority.
(4) "Public works project" means the erection, construction, alteration, repair, or improvement of
any public structure, building, road, or other public improvement of any kind.
(5) "Subcontractor" means any type of contractor within the meaning of Chapter 9 (commencing
with Section 7000) of Division 3 of the Business and Professions Code who either is in direct
contract with a contractor or is a lower tier subcontractor.
(d) (1) (A) Upon receipt of a claim pursuant to this section, the public entity to which the claim applies
shall conduct a reasonable review of the claim and, within a period not to exceed 45 days, shall provide
the claimant a written statement identifying what portion of the claim is disputed and what portion is
undisputed. Upon receipt of a claim, a public entity and a contractor may, by mutual agreement, extend the
time period provided in this subdivision.
(B)The claimant shall furnish reasonable documentation to support the claim.
(C) If the public entity needs approval from its governing body to provide the claimant a
written statement identifying the disputed portion and the undisputed portion of the claim,
and the governing body does not meet within the 45 days or within the mutually agreed to
extension of time following receipt of a claim sent by registered mail or certified mail,
return receipt requested, the public entity shall have up to three days following the next
duly publicly noticed meeting of the governing body after the 45-day period, or extension,
expires to provide the claimant a written statement identifying the disputed portion and the
undisputed portion.
(D)Any payment due on an undisputed portion of the claim shall be processed and made
within 60 days after the public entity issues its written statement. If the public entity fails to
issue a written statement, paragraph (3)shall apply.
(2) (A) If the claimant disputes the public entity's written response, or if the public entity fails to
respond to a claim issued pursuant to this section within the time prescribed, the claimant may
demand in writing an informal conference to meet and confer for settlement of the issues in
dispute. Upon receipt of a demand in writing sent by registered mail or certified mail, return receipt
requested, the public entity shall schedule a meet and confer conference within 30 days for
settlement of the dispute.
(B)Within 10 business days following the conclusion of the meet and confer conference, if
the claim or any portion of the claim remains in dispute, the public entity shall provide the
claimant a written statement identifying the portion of the claim that remains in dispute and
the portion that is undisputed. Any payment due on an undisputed portion of the claim
shall be processed and made within 60 days after the public entity issues its written
statement. Any disputed portion of the claim, as identified by the contractor in writing, shall
be submitted to nonbinding mediation, with the public entity and the claimant sharing the
associated costs equally. The public entity and claimant shall mutually agree to a mediator
within 10 business days after the disputed portion of the claim has been identified in
writing. If the parties cannot agree upon a mediator, each party shall select a mediator and
those mediators shall select a qualified neutral third party to mediate with regard to the
disputed portion of the claim. Each party shall bear the fees and costs charged by its
respective mediator in connection with the selection of the neutral mediator. If mediation is
unsuccessful, the parts of the claim remaining in dispute shall be subject to applicable
procedures outside this section.
(C) For purposes of this section, mediation includes any nonbinding process, including, but
not limited to, neutral evaluation or a dispute review board, in which an independent third
party or board assists the parties in dispute resolution through negotiation or by issuance
of an evaluation. Any mediation utilized shall conform to the timeframes in this section.
(D) Unless otherwise agreed to by the public entity and the contractor in writing, the
mediation conducted pursuant to this section shall excuse any further obligation under
Section 20104.4 to mediate after litigation has been commenced.
(E)This section does not preclude a public entity from requiring arbitration of disputes
under private arbitration or the Public Works Contract Arbitration Program, if mediation
under this section does not resolve the parties' dispute.
(3) Failure by the public entity to respond to a claim from a contractor within the time periods
described in this subdivision or to otherwise meet the time requirements of this section shall result
in the claim being deemed rejected in its entirety. A claim that is denied by reason of the public
entity's failure to have responded to a claim, or its failure to otherwise meet the time requirements
of this section, shall not constitute an adverse finding with regard to the merits of the claim or the
responsibility or qualifications of the claimant.
(4)Amounts not paid in a timely manner as required by this section shall bear interest at 7 percent
per annum.
(5) If a subcontractor or a lower tier subcontractor lacks legal standing to assert a claim against a
public entity because privity of contract does not exist, the contractor may present to the public
entity a claim on behalf of a subcontractor or lower tier subcontractor. A subcontractor may request
in writing, either on his or her own behalf or on behalf of a lower tier subcontractor, that the
contractor present a claim for work which was performed by the subcontractor or by a lower tier
subcontractor on behalf of the subcontractor. The subcontractor requesting that the claim be
presented to the public entity shall furnish reasonable documentation to support the claim. Within
45 days of receipt of this written request, the contractor shall notify the subcontractor in writing as
to whether the contractor presented the claim to the public entity and, if the original contractor did
not present the claim, provide the subcontractor with a statement of the reasons for not having
done so.
(e) The text of this section or a summary of it shall be set forth in the plans or specifications for any public
works project that may give rise to a claim under this section.
(f) A waiver of the rights granted by this section is void and contrary to public policy, provided, however,
that(1) upon receipt of a claim, the parties may mutually agree to waive, in writing, mediation and proceed
directly to the commencement of a civil action or binding arbitration, as applicable; and (2)a public entity
may prescribe reasonable change order, claim, and dispute resolution procedures and requirements in
addition to the provisions of this section, so long as the contractual provisions do not conflict with or
otherwise impair the timeframes and procedures set forth in this section.
(g) This section applies to contracts entered into on or after January 1, 2017.
(h) Nothing in this section shall impose liability upon a public entity that makes loans or grants available
through a competitive application process, for the failure of an awardee to meet its contractual obligations.
(i) This section shall remain in effect only until January 1, 2027, and as of that date is repealed, unless a
later enacted statute, that is enacted before January 1, 2027, deletes or extends that date.
California Public Contract Code Sections 20104—20104.6
Section 20104
(a)(1) This article applies to all public works claims of three hundred seventy-five thousand dollars
($375,000) or less which arise between a contractor and a local agency.
(2) This article shall not apply to any claims resulting from a contract between a contractor and a
public agency when the public agency has elected to resolve any disputes pursuant to Article 7.1
(commencing with Section 10240) of Chapter 1 of Part 2.
(b)(1) "Public work" means "public works contract" as defined in Section 1101 but does not include any
work or improvement contracted for by the state or the Regents of the University of California.
(2) "Claim" means a separate demand by the contractor for(A) a time extension, (B) payment of
money or damages arising from work done by, or on behalf of, the contractor pursuant to the
contract for a public work and payment of which is not otherwise expressly provided for or the
claimant is not otherwise entitled to, or(C)an amount the payment of which is disputed by the
local agency.
(c) The provisions of this article or a summary thereof shall be set forth in the plans or specifications for
any work which may give rise to a claim under this article.
(d) This article applies only to contracts entered into on or after January 1, 1991.
Section 20104.2
For any claim subject to this article, the following requirements apply:
(a) The claim shall be in writing and include the documents necessary to substantiate the claim. Claims
must be filed on or before the date of final payment. Nothing in this subdivision is intended to extend the
time limit or supersede notice requirements otherwise provided by contract for the filing of claims.
(b) (1) For claims of less than fifty thousand dollars ($50,000), the local agency shall respond in writing to
any written claim within 45 days of receipt of the claim, or may request, in writing, within 30 days of receipt
of the claim, any additional documentation supporting the claim or relating to defenses to the claim the
local agency may have against the claimant.
(2) If additional information is thereafter required, it shall be requested and provided pursuant to
this subdivision, upon mutual agreement of the local agency and the claimant.
(3) The local agency's written response to the claim, as further documented, shall be submitted to
the claimant within 15 days after receipt of the further documentation or within a period of time no
greater than that taken by the claimant in producing the additional information, whichever is
greater.
(c) (1) For claims of over fifty thousand dollars ($50,000)and less than or equal to three hundred seventy-
five thousand dollars ($375,000), the local agency shall respond in writing to all written claims within 60
days of receipt of the claim, or may request, in writing, within 30 days of receipt of the claim, any additional
documentation supporting the claim or relating to defenses to the claim the local agency may have against
the claimant.
(2) If additional information is thereafter required, it shall be requested and provided pursuant to
this subdivision, upon mutual agreement of the local agency and the claimant.
(3) The local agency's written response to the claim, as further documented, shall be submitted to
the claimant within 30 days after receipt of the further documentation, or within a period of time no
greater than that taken by the claimant in producing the additional information or requested
documentation, whichever is greater.
(d) If the claimant disputes the local agency's written response, or the local agency fails to respond within
the time prescribed, the claimant may so notify the local agency, in writing, either within 15 days of receipt
of the local agency's response or within 15 days of the local agency's failure to respond within the time
prescribed, respectively, and demand an informal conference to meet and confer for settlement of the
issues in dispute. Upon a demand, the local agency shall schedule a meet and confer conference within 30
days for settlement of the dispute.
(e) Following the meet and confer conference, if the claim or any portion remains in dispute, the claimant
may file a claim as provided in Chapter 1 (commencing with Section 900) and Chapter 2 (commencing with
Section 910) of Part 3 of Division 3.6 of Title 1 of the Government Code. For purposes of those provisions,
the running of the period of time within which a claim must be filed shall be tolled from the time the
claimant submits his or her written claim pursuant to subdivision (a) until the time that claim is denied as a
result of the meet and confer process, including any period of time utilized by the meet and confer process.
(f) This article does not apply to tort claims and nothing in this article is intended nor shall be construed to
change the time periods for filing tort claims or actions specified by Chapter 1 (commencing with Section
900) and Chapter 2 (commencing with Section 910) of Part 3 of Division 3.6 of Title 1 of the Government
Code.
Section 20104.4
The following procedures are established for all civil actions filed to resolve claims subject to this article:
(a) Within 60 days, but no earlier than 30 days, following the filing or responsive pleadings, the court shall
submit the matter to nonbinding mediation unless waived by mutual stipulation of both parties. The
mediation process shall provide for the selection within 15 days by both parties of a disinterested third
person as mediator, shall be commenced within 30 days of the submittal, and shall be concluded within 15
days from the commencement of the mediation unless a time requirement is extended upon a good cause
showing to the court or by stipulation of both parties. If the parties fail to select a mediator within the 15-
day period, any party may petition the court to appoint the mediator.
(b) (1) If the matter remains in dispute, the case shall be submitted to judicial arbitration pursuant to
Chapter 2.5 (commencing with Section 1141.10) of Title 3 of Part 3 of the Code of Civil Procedure,
notwithstanding Section 1141.11 of that code. The Civil Discovery Act (Title 4 (commencing with Section
2016.010) of Part 4 of the Code of Civil Procedure) shall apply to any proceeding brought under this
subdivision consistent with the rules pertaining to judicial arbitration.
(2) Notwithstanding any other provision of law, upon stipulation of the parties, arbitrators
appointed for purposes of this article shall be experienced in construction law, and, upon
stipulation of the parties, mediators and arbitrators shall be paid necessary and reasonable hourly
rates of pay not to exceed their customary rate, and such fees and expenses shall be paid equally
by the parties, except in the case of arbitration where the arbitrator, for good cause, determines a
different division. In no event shall these fees or expenses be paid by state or county funds.
(3) In addition to Chapter 2.5 (commencing with Section 1141.10) of Title 3 of Part 3 of the Code
of Civil Procedure, any party who after receiving an arbitration award requests a trial de novo but
does not obtain a more favorable judgment shall, in addition to payment of costs and fees under
that chapter, pay the attorney's fees of the other party arising out of the trial de novo.
(c) The court may, upon request by any party, order any witnesses to participate in the mediation or
arbitration process.
Section 20104.6
(a) No local agency shall fail to pay money as to any portion of a claim which is undisputed except as
otherwise provided in the contract.
(b) In any suit filed under Section 20104.4, the local agency shall pay interest at the legal rate on any
arbitration award or judgment. The interest shall begin to accrue on the date the suit is filed in a court of
law.
Add Section 9-1.24:
9-1.24 TESTING
Whenever a specified test as described in the CQA Plan is required and the material or portion thereof so
tested fails to meet or exceed the required testing parameters specified, any tests beyond the amounts
shown in the Table 9-1 "MATERIAL TESTING RATE SCHEDULE" shall be charged at the per unit rate
shown in the table. The charge for each additional test beyond the amounts shown shall be deducted from
the monies due or that may become due the Contractor under the contract plus an additional $200
administrative fee per re-test.
The Contractor shall provide the Engineer 24 hours notice prior to performance by the County of any
compaction testing.
TABLE 9-1
MATERIAL TESTING RATE SCHEDULE
Description ASTM Method Unit Rate #of tests
Geosynthetic Clay Liner
Peel Strength D-6496 $90.30 14
Mass per Unit Area D-5993 $42 14
Moisture Content(bentonite) D-5993 $42 14
Mass of Bentonite D-5993 $42 14
Index Flux D-5887 $320.25 1
Swell Index (bentonite) D-5890 $114.45 14
Tensile Strength D-6768 $590.30 14
Permeability D-5887 $259 14
Shear Strength (GCL/subgrade) D-6243 $945 1
Geomembrane
Sheet Thickness D-5994 $29.40 14
Asperity Height D-7466 $31.50 14
Tensile Properties D-6693 $725.45 14
Puncture Resistance D-4833 $57.75 14
Tear Resistance D-1004 $72.45 14
Specific Gravity D-1505 $36.75 14
Carbon Black Content D-1603 $47.25 14
Carbon Black Dispersion D-5596 $57.75 14
Direct Shear D-6243 $945 1
Seam Strength/Peel Adhesion D-4437 $34 175
(Geomemebrane/GCL)
Geocomposite
Transmissivity D-4716 $577.50 14
Ply Adhesion D-7005 $72.45 14
Direct Shear(Geocomposite/Geomembrane) D-5321 $945 1
Geotextile
Grab Strength & Elongation D-4632 $72.45 1
CBR Puncture Resistance D-6241 $131.25 1
Permittivity D-4491 $120.75 1
Apparent Opening Size D-4751 $131.25 1
Mass per Unit Area D-5261 $36 1
Trapezoidal Tear D-4533 1
Soil and Rock Evaluation Testing
Permeable Material
Hydraulic Conductivity D-2434 $318 3
Classification D-2487/D- $112 1
2488
Gradation C-136/C-137 $120 1
Operations Layer
Sieve Analysis D-6913 $109 10
Classification D-2487/D-2487 $112 10
Embankment/Engineered Fill/Structural Fill
Classification D-2487/D-2487 $112 3
Sieve Analysis D-6913 $109 3
Moisture/Density Relationship D-1557 $311 1 per material
Soil and Rock Construction Testing
Subgrade
Moisture/Density Relationship D-1557 $311 1 per material
type
Sieve Analysis D-6913 $109 34
Classification D-2487/D- $112 34
2488
Sand Cone/Drive Tube D-1556/D-2937 $35 2
Moisture Content, Nuclear Method D-6938 $90 34
Density, Nuclear Method D-2488 $90 34
Permeable Material
Hydraulic Conductivity D-2434 $318 1
Classification D-2487/D- $112 1
2488
Gradation C-136/C-137 $120 1
Embankment/Engineered Fill/Structural Fill
Classification D-2487/D- $112 3
2487
Sieve Analysis D-6913 $109 3
Sand Cone/Drive D-1556/D- $35 1
Moisture Content, D-6938 $90 3
Density, Nuclear D-2488 $90 8
DIVISION II GENERAL CONSTRUCTION
10 GENERAL
Add to the end of Section 10-1.02C(2):
Protect any irrigation component to be relocated before performing any other construction activity in the
area.
Replace Reserved in Section 10-1.02C(3)with:
Transplant any plant to be transplanted before performing any other construction activity in the area.
Add to Section 10-5 DUST CONTROL:
A Dust Control Plan (DCP) shall be submitted to the County for review and approval by the Engineer prior
to commencing any work. The Plan shall describe how the Contractor plans to control dust and abide by
San Joaquin Valley Air Pollution Control District Rule 8021. The DCP shall be submitted to the Engineer
for review and approval at least 30 days prior to the start of excavation activities. The Contractor will not be
allowed to start any work on-site until the DCP is approved by the Engineer.
The Contractor shall be responsible for the alleviation or prevention of dust nuisance caused by
construction-related traffic.
In the event the Contractor does not apply water for dust control when the road conditions require it and it
becomes necessary for the Engineer to notify the Contractor of his duty to apply water for dust
control, the Contractor shall pay$200.00 per 15-minute period or portion thereof to the County for all
the time required for the alleviation or prevention of such dust.
Such payment shall commence at the time when notice of the dust condition is given to the Contractor or
his authorized representative by the Engineer and shall terminate when the condition is corrected. Such
payment will be deducted from the Contractor's payment.
In addition thereto, when it is necessary for the Engineer to perform the work, the Contractor shall pay the
actual cost for the performance thereof. Such amount will be deducted from the Contractor's payment.
The Contractor shall be responsible for providing adequate dust control measures during the term of the
Contract. Dust palliatives shall not be used without prior written authorization from the Engineer.
Dust control shall consist of furnishing water supply, required equipment, additives, accessories, and
incidentals, and carrying out proper and efficient measures wherever and as often as necessary to reduce
dust nuisance, and to prevent dust originating from construction operations during the completion of the
Contract, as required by the Engineer.
Water shall be applied by means of pressure type distributors or pipelines equipped with a spray system or
hoses with nozzles that will insure a uniform application of water.
All equipment used for the application of water shall be equipped with a positive means of shut-off.
Unless otherwise permitted by the Engineer, or unless all the water is applied by means of pipelines, at
least one functional mobile unit with a minimum capacity of 5,000 gallons shall be available at the Site in
operating condition for applying water at the Site during construction.
Fugitive dust emissions shall be controlled such that violations of the SJVAPCD Rule 8021 do not occur.
Fines issued as a result of violating SJVAPCD Rule 8021 will be solely the responsibility of the Contractor.
Dust Control shall meet requirements of the "Title V Permit to Operate" included in the Project Details
section of the Specifications.
Add to Section 10-6 WATERING:
Watering shall conform to the provisions in Section 10-6, "Watering," of the Standard Specifications and
these Special Provisions.
Water necessary for dust control and compaction shall be applied by the Contractor.
There is a water tank and well located at the "Existing Pond" shown on the Plans. The Contractor may use
the pond to obtain water required for dust control, soil compaction, and for hydro-seeding operations. If the
Contractor uses the pond, the Contractor shall provide a pump and any other appurtenances necessary to
draw water from the pond. The Contractor shall not use the existing water supply equipment to obtain
water.
Any modification of existing facilities or installation or construction of tanks or other facilities for storing or
pumping water shall be approved by the Engineer before the Contractor may begin such modification,
installation or construction.
County landfill operators will also be using the well and/or ponding basin during construction. The
Contractor is required to coordinate with County landfill operators so that normal landfill operations are not
impeded by the Contractor's operations.
When water is not needed for dust control or proper prosecution of the work, watering equipment may be
removed from the project.
Add Section 10-7 COMFORMANCE WITH CQA PLAN & MONITORING:
The Project Details section of these special provisions includes the Construction Quality Assurance (CQA)
Plan and it is the contractor's responsibility to be familiar therewith. The contractor is to conduct its
operations required to facilitate the efforts of the CQA monitor and may be required to actively assist the
CQA monitor using the Contractor's forces and equipment.
Full compensation for performing all work required to facilitate the efforts of the CQA monitor shall be
considered to be included in the various items of work, and no additional compensation will be allowed
therefor.
12 TEMPORARY TRAFFIC CONTROL
Add to section 12-1.01:
Landfill traffic shall be permitted to pass through construction at all times without interruption. No exceptions
will be made.
Replace section 12-1.04 with:
12-1.04 FLAGGING COSTS
You pay the cost of furnishing all flaggers, including transporting flaggers and furnishing stands and towers
for flaggers to provide for the passage of traffic through the work as specified in sections 7-1.03 and 7-
1.04.
Replace Section 12-3.01 C with:
12-3.01 C Construction
If channelizing devices are used on the project, perform all layout work necessary to place channelizing
devices:
1. On the proper alignment
2. Uniformly at the location and spacing described
3. Straight on a tangent alignment
4. On a true arc in a curved alignment
If temporary traffic control devices are damaged, displaced, or stop operating or functioning as described
from any cause during the progress of the work, immediately repair, repaint, or replace the components
and restore them to their original locations and positions.
If ordered, furnish and place additional temporary traffic control devices. This work is not change order
work if:
1. Required to conform with your traffic control plan
2. Required to conform with the MUTCD
3. Necessary for public safety or convenience as determined by the Engineer
4. Required to perform staged construction shown on the plans
Replace Section 12-3.03C with:
12-3.03C Construction
If plastic traffic drums are used on project, use 1 type of plastic traffic drum on the project.
Use the same type and brand of retroreflective sheeting for all plastic traffic drums used on the project.
Do not use sandbags or comparable ballast.
Moving plastic traffic drums from location to location if ordered after initial placement is not change order
work if:
1. Required to conform with your traffic control plan
2. Required to conform with the MUTCD
3. Necessary for public safety or convenience as determined by the Engineer
4. Required to perform staged construction shown on the plans
Replace Section 12-3.10C with:
12-3.10C Construction
If barricades are used on the project, place each barricade such that the stripes slope downward in the
direction road users are to pass.
Place each sand-filled bag near the ground level on the lower parts of the frame or stays to serve as
ballast for the barricades. Do not place ballast on top of barricades or over any retroreflective barricade rail
face that is facing traffic.
Do not remove barricades that are shown to be left in place at the time of work completion.
Moving a barricade from location to location is change order work if ordered after initial placement of the
barricade unless.
1. Required to conform with your traffic control plan
2. Required to conform with the MUTCD
3. Necessary for public safety or convenience as determined by the Engineer
4. Required to perform staged construction shown on the plans
Replace Section 12-3.20C(1)with:
12-3.20C1 General
If Type K temporary rail is used on the project, before placing Type K temporary railing on the job site,
paint the exposed surfaces of the railing with white paint complying with the specifications for acrylic
emulsion paint for exterior masonry.
Place Type K temporary railing on a firm, stable foundation. Grade the foundation to provide a uniform
bearing surface throughout the entire length of the railing.
Structure excavation and backfill must comply with section 19-3 except compaction of earth fill placed
behind Type K temporary railing in a curved layout is not required.
Place and maintain the abutting ends of PC concrete units in alignment without substantial offset from
each other.
The drilling of holes and bonding of threaded rods or dowels must comply with the specifications for drilling
and bonding dowels in section 51-1.
Install a reflector on the top or face of the rail of each rail unit placed within 10 feet of a traffic lane. Apply
adhesive for mounting the reflector under the reflector manufacturer's instructions.
Install a Type P marker panel at each end of railing placed adjacent to a 2-lane, two-way highway and at
the end facing traffic for railing installed adjacent to a one-way roadbed. If the railing is placed on a skew,
install the marker at the end of the skew nearest the traveled way. Type P marker panels must comply with
section 82 except you must furnish the marker panels.
After removing Type K temporary railing:
1. Restore the area to its previous condition or construct it to its planned condition if temporary
excavation or embankment was used to accommodate the railing.
2. Remove all threaded rods or dowels to a depth of at least 1 inch below the surface of the concrete. Fill
the resulting holes with mortar under section 51-1 except cure the mortar by the water method or by
the curing compound method using curing compound no. 6.
If the Engineer orders a lateral move of Type K temporary railing and repositioning is not shown, the lateral
move is change order work unless:
1. Required to conform with your traffic control plan
2. Required to conform with the MUTCD
3. Necessary for public safety or convenience as determined by the Engineer
4. Required to perform staged construction shown on the plans
Replace Section 12-3.22C with:
12-3.22C Construction
If crash cushion modules are used on the project, use the same type of crash cushion module for a single
grouping or array.
Temporary crash cushion arrays must not encroach on the traveled way.
Secure the sand-filled modules in place before starting an activity requiring a temporary crash cushion.
Maintain sand-filled temporary crash cushions in place at each location, including times when work is not
actively in progress. You may remove the crash cushions during the work shift for access to the work if the
exposed fixed obstacle is 15 feet or more from the nearest lane carrying traffic. Reset the crash cushion
before the end of the work shift.
Immediately repair sand-filled temporary crash cushion modules damaged due to your activities. Remove
and replace any module damaged beyond repair. Repair and replacement of temporary crash cushion
modules damaged by traffic are change order work.
You may place sand-filled temporary crash cushion modules on movable pallets or frames complying with
the dimensions shown. The pallets or frames must provide a full-bearing base beneath the modules. Do
not move the modules and supporting pallets or frames by sliding or skidding along the pavement or bridge
deck.
Attach a Type R or Type P marker panel to the front of the temporary crash cushion if the closest point of
the crash cushion array is within 12 feet of the traveled way. Firmly fasten the marker panel to the crash
cushion with commercial quality hardware or by other authorized methods. Attach the Type R marker
panel such that the top of the panel is 1 inch below the module lid. Attach the Type P marker panel such
that the bottom of the panel rests upon the pallet or roadway surface if pallets are not used.
A lateral move of a temporary crash cushion module is change order work if ordered and the repositioning
is not shown, unless required for staged construction.
Remove sand-filled temporary crash cushion modules, including sand, pallets or frames, and marker
panels, at Contract acceptance. Do not install sand-filled temporary crash cushion modules in the
permanent work.
Replace section 12-3.31 C with:
12-3.31 C Construction
If portable flashing beacons are used on the project, remove portable flashing beacons from the traveled
way at the end of each night's work. You may store the flashing beacon at selected central locations within
the highway where designated by the Engineer.
Moving portable flashing beacons from location to location if ordered after initial placement is change order
work unless:
1. Required to conform with your traffic control plan
2. Required to conform with the MUTCD
3. Necessary for public safety or convenience as determined by the Engineer
4. Required to perform staged construction shown on the plans
Replace Section 12-3.35B(6) with:
12-3.35B(6) User Interface
If the project includes an AWIS, the system must have a user interface to control the AWIS PCMS
communications. The interface must be (1)software compatible with a Windows environment or(2)a web
service accessed by a web browser.
Provide any software on a CD or other Engineer-authorized data-storage device.
The user interface must, at a minimum, provide the user with a list of AWIS PCMSs in the field, location
information for each AWIS PCMS, and a real-time on-board display of the message in the field. Control
options must, at a minimum, provide the user the ability to change the on-board messages and flash rate.
Replace Section 12-4 with:
12-4 MAINTAINING TRAFFIC
12-4.01 GENERAL
12-4.01A General
Section 12-4.01 includes general specifications for maintaining traffic through construction work zones.
If local authorities regulate traffic, notify them at least 5 business days before the start of job site activities.
Cooperate with the local authorities to handle traffic through the work zone and to make arrangements to
keep the work zone clear of parked vehicles.
12-4.01 B Materials
Not Used
12-4.01C CONSTRUCTION
Furnishing and operating pilot cars is not change order work.
12-4.01 D Payment
Not Used
12-4.02 TRAFFIC CONTROL SYSTEMS
12-4.02A General
12-4.02A(1) Summary
Section 12-4.02 includes specifications for providing a traffic control system to close traffic lanes,
shoulders, and roadways.
A traffic control system for a closure includes the temporary traffic control devices described as part of the
traffic control system. Temporary traffic control devices must comply with section 12-3.
12-4.02A(2) Definitions
designated holidays: Designated holidays are shown as "holidays" in Section 1-1.07B.
12-4.02A(3) Submittals
12-4.02A(3)(a) General
The Contractor shall prepare and submit to the County Construction Engineer for approval, a traffic control
system plan indicating the means and methods he will employ to institute and maintain traffic control for all
phases of the work within the project. The traffic control system plan shall be submitted to the County
Construction Engineer as early as possible, preferably five (5) working days prior to pre-construction
meeting. The Engineer will require five (5)working days to review the initial submittal of the traffic control
system plan and an additional five (5)working days for each successive review.
At a minimum the TCP shall include:
a. Traffic flow map, including Contractor's equipment and landfill traffic
flow patterns
b. Alternate routes
C. Times of day and schedule for traffic plan operations
d. Locations of signs and traffic control devices and their types (if
required)
e. Flag person's number and locations (if required)
No work at the project site whatsoever, including preparatory work such as the installation of
construction project funding signs, shall commence until the traffic control system plan has been
approved in writing by the Engineer. In the event that the traffic control system plan is not
submitted timely, the Engineer may issue a notice of commencement of contract time prior to
approval of the traffic control system plan, and working days will begin to accrue against the
allotted contract time.
Late submittal of the traffic control plan or revisions thereafter required, due to the inadequacy of the plan,
shall not be accepted as justification for the delay in the start of the working days for the project.
It shall be the Contractor's responsibility to provide, install, maintain, and remove any and all detour
signage and traffic control devices and to obtain all permits, including permits from Caltrans, as may be
necessary to establish detours as part of the contractor's traffic control plan.
Traffic will not be allowed to be limited to one direction when construction activities are not actively in
progress. Providing, installing, maintaining, and removing all traffic control, including portable changeable
message signs if required, obtaining and complying with all permits, and providing all traffic control
operations shall be the responsibility of the contractor, and no additional compensation will be allowed
therefor.
12-4.02A(3)(b) Closure Schedules
One-way traffic shall be controlled through the project in accordance with the California Manual MUTCD
and Caltrans Standard Plans T-11 and T-13 entitled "Traffic Control System for Lane Closure on Multilane
Conventional Highways" and "Traffic Control System for Lane Closure on Two Lane Conventional
Highways," and these special provisions. Night closure will not be permitted.
When traffic is under one way control on unpaved areas, the cones shown along the centerline on the plan
need not be placed.
Every Monday by noon, submit a closure schedule request for planned closures for the next week.
The next week is defined as Sunday at noon through the following Sunday at noon.
Submit a closure schedule request 5 days before the anticipated start of any job site activity that reduces:
1. Horizontal clearances of traveled ways, including shoulders, to 2 lanes or fewer due to activities such
as temporary barrier placement and paving
2. Vertical clearances of traveled ways, including shoulders, due to activities such as pavement overlays,
overhead sign installation, or falsework girder erection
Submit closure schedule changes, including additional closures, by noon at least 3 business days before a
planned closure.
Cancel closure requests at least 48 hours before the start time of the closure.
The Department notifies you of unauthorized closures or closures that require coordination with other
parties as a condition for authorization.
12-4.02A(3)(c) Contingency Plans for Closures
Submit a contingency plan for an activity that could affect a closure if a contingency plan is specified in the
special provisions or if a contingency plan is requested.
Submit a contingency plan for each of the following activities:
1. Activity requiring a complete roadway closure
If a contingency plan is requested, submit the contingency plan within 1 business day of the request.
The contingency plan must identify the activities, equipment, processes, and materials that may cause a
delay in the opening of a closure to traffic. The plan must include:
1. List of additional or alternate equipment, materials, or workers necessary to ensure continuing
activities and on-time opening of closures if a problem occurs. If the additional or alternate equipment,
materials, or workers are not on the job site, specify their location, the method for mobilizing these
items, and the required time to complete mobilization.
2. General time-scaled logic diagram displaying the major activities and sequence of the planned
activities. For each activity, identify the critical event that will activate the contingency plan.
Submit revisions to a contingency plan at least 3 business days before starting the activity requiring the
contingency plan. Allow 2 business days for review.
12-4.02A(4) Quality Assurance
Reserved
12-4.02B Materials
Not Used
12-4.02C Construction
12-4.02C(1) General
Traffic will be controlled by flagmen by eyesight, radio (walkie talkie)or baton. In the event these methods
do not work satisfactorily, as determined by the Engineer, a pilot car will be required.
The Engineer may require a pilot car to be used during earthwork operations in preparation of the grading
plane or other operations when the Contractor's operations cover an area beyond the line of sight, or
beyond the range of radios or when the baton method does not function satisfactorily.
Work that interferes with traffic is limited to the hours when closures are allowed.
Additional advance flaggers are required.
For traffic under 1-way control on unpaved areas, the cones along the centerline need not be placed.
You may use a pilot car to control traffic. If a pilot car is used for traffic control, the cones along the
centerline need not be placed. The pilot car must have radio contact with personnel in the work area.
Operate the pilot car through the traffic control zone at a speed not greater than 25 miles per hour.
12-4.02C(3) Closure Requirements and Charts
12-4.02C(3)(a) General
Where 2 or more lanes in the same direction, including the shoulders, are adjacent to the area where the
work is being performed, close the adjacent lane under any of the following conditions:
1. Work is off the traveled way but within 6 feet of the edge of the traveled way, and the approach
speed is greater than 45 mph
2. Work is off the traveled way but within 3 feet of the edge of the traveled way, and the approach
speed is less than 45 mph
Closure of the adjacent traffic lane is not required during any of the following activities:
1. Work behind a barrier
2. Paving, grinding, or grooving
3. Installation, maintenance, or removal of traffic control devices except for temporary railing
12-4.02C(3)(b) - 12-4.02C(3)(n)
Reserved
12-4.02C(3)(o) Closure of Conventional County Roads
The type and location of signs, lights, flags, flagmen, and other traffic control and safety devices shall be in
accordance with the current edition of the California Manual on Uniform Traffic Control Devices (MUTCD)
issued by the State of California, Department of Transportation (Caltrans).
Allow public traffic to pass through construction at all times unless otherwise specified herein.
Provide access to properties abutting the project site at all times.
When directed by the Engineer, traffic shall be routed through the work under one-way control.
Under one-way reversing traffic control operations, public traffic may be stopped in one direction for periods
not to exceed 10 minutes.
Lane closure is defined as the closure of a traffic lane or lanes within a single traffic control system.
No work that would require a lane closure shall be performed.
Keep access roads accessible at all times.
Maintain vehicular access to the channel bank access roads at all times.
Personal vehicles of the Contractor's employees shall ONLY be parked in areas approved by the Engineer.
12-4.02C(3)(o)-12-4.02C(3)(s) Reserved
12-4.02C(4)-12.4.02C(6) Reserved
12-4.02C(7) Traffic Control System Requirements
12-4.02C(7)(a) General
Control traffic using stationary closures.
If components of the traffic control system are displaced or cease to operate or function as specified,
immediately repair them to their original condition or replace them and place them back in their original
locations.
Vehicles equipped with attenuators must comply with section 12-3.23.
Each vehicle used to place, maintain, and remove components of a traffic control system on a multilane
highway must have a Type II flashing arrow sign that must operate whenever the vehicle is used for
placing, maintaining, or removing the components. For a stationary closure, vehicles with a Type II flashing
arrow sign not involved in placing, maintaining, or removing the components must display only the caution
display mode. If a flashing arrow sign is required for a closure, activate the sign before the closure is in
place.
12-4.02C(7)(b) Stationary Closures
Except for channelizing devices placed along open trenches or excavations adjacent to the traveled way,
remove the components of the traffic control system for a stationary closure from the traveled way and
shoulders at the end of each work period. You may store the components at authorized locations within the
limits of the highway.
If a traffic lane is closed with channelizing devices for excavation work, move the devices to the adjacent
edge of the traveled way when not excavating. Space the devices as shown for the lane closure.
12-4.02C(7)(c) Moving Closures
For a moving closure, use a PCMS that complies with section 12-3.32 except the sign must be truck
mounted. The full operational height to the bottom of the sign may be less than 7 feet above the ground
but must be as high as practicable.
If you use a flashing arrow sign in a moving closure, the sign must be truck mounted. Operate the flashing
arrow sign in the caution display mode if it is being used on a 2-lane, two-way highway.
12-4.02C(8) Traffic Control System Signs
12-4.02C(8)(a) General
Traffic control system signs must comply with section 12-3.11.
12-4.02C(8)(b) Connector and Ramp Closure Signs
Inform motorists of a temporary closing of a (1) connector or a (2)freeway or expressway entrance or exit
ramp using:
1. SC6-3(CA) (Ramp Closed) sign for closures of 1 day or less
2. SC6-4(CA) (Ramp Closed) sign for closures of more than 1 day
SC6-3(CA) and SC6-4(CA) signs must be stationary mounted at the locations shown and must remain in
place and visible to motorists during the connector or ramp closure.
Notify the Engineer at least 2 business days before installing the sign and install the sign from 7 to 15 days
before the closure.
12-4.02C(10)-12-4.02C(11) Reserved
12-4.02C(12) Failure to Provide Traffic Control.
If you do not provide the traffic control and it becomes necessary for the Engineer to notify you of your
duties according to the Standard Specifications and these special provisions, you will pay$200 per 15-
minute period or portion thereof to the County for all the time required to acquire the traffic control,
including pilot car.
Such payment shall commence at the time notice of the improper traffic control condition is given to you or
your authorized representative by the Engineer and shall terminate when the condition is corrected. Such
payment will be deducted from your payment.
In addition, when it is necessary for the Engineer to perform the work, you will pay the actual cost for the
performance thereof. Such amount will be deducted from the your payment. This will be in addition to any
penalties imposed in these special provisions.
The provisions in this section will not relieve you from your responsibility to provide such additional devices
or take such measures as may be necessary to comply with the provisions in Section 7-1.04, "Public
Safety," of the Standard Specifications.
12-4.02D Payment
The Department pays for change order work for a traffic control system by force account for increased
traffic control and uses a force account analysis for decreased traffic control.
Traffic control system for lane closure is paid for as traffic control system. Flagging costs are paid for as
specified in section 12-1.04.
The requirements in section 4-1.05 for payment adjustment do not apply to traffic control system.
Adjustments in compensation for traffic control system will be made for an increase or decrease in traffic
control work if ordered and will be made on the basis of the cost of the necessary increased or decreased
traffic control. The adjustment will be made on a force account basis for increased work and estimated on
the same basis in the case of decreased work.
A traffic control system required by change order work is paid for as a part of the change order work.
Full compensation for furnishing and operating the pilot car, (including driver, radios, and any other
equipment and labor required)shall be considered as included in the contract lump sum price paid for
traffic control system and no further payment will be made.
13 WATER POLLUTION CONTROL
Replace 13-1.01A with:
13-1.01A Summary
Section 13-1 includes general specifications for preventing, controlling, and abating water pollution within
waters of the State.
Information on forms, reports, and other documents is in the following Caltrans manuals:
1. Field Guide to Construction Site Dewatering
2. Stormwater Pollution Prevention Plan (SWPPP) and Water Pollution Control Program (WPCP)
Preparation Manual
3. Construction Site Best Management Practices (BMPs) Manual
4. Construction Site Monitoring Program Guidance Manual
You may view these manuals at the Stormwater and Water Pollution Control Information link at the
Caltrans Division of Construction website or purchase them at the Caltrans Publication Distribution Unit.
A WPCP and a SWPPP must comply with the Caltrans Stormwater Pollution Prevention Plan (SWPPP)
and Water Pollution Control Program (WPCP) Preparation Manual and must be prepared using the latest
template posted on the Construction stormwater website.
Replace Section 13-1.01 D(2)with
13-1.0111)(2) Regulatory Requirements
Comply with the discharge requirements in the NPDES General Permit for Storm Water Discharges
Associated with Construction and Land Disturbance Activities; Order No. 2009-000 9-DWQ, CAS000002
(Construction General Permit) and any amendments thereto issued by the SWRCB. The Construction
General Permit may be found at:
http://www.waterboards.ca.gov/water issues/programs/stormwater/constpermits.shtml
Discharges from manufacturing facilities, such as batch plants and crushing plants, must comply with the
discharge requirements in the NPDES General Permit for Storm Water Discharges Associated with
Industrial Activities; Order No. 2014-0057-DWQ, CAS000001 (Industrial General Permit), issued by the
SWRCB. For the Industrial General Permit, go to the SWRCB website.
For a batch plant and crushing plant outside a job site or within a job site that serves one or more
contracts, obtain coverage under the Industrial General Permit before operating a batch plant to
manufacture concrete, HMA, or other material or a crushing plant to produce rock or aggregate.
Replace Section 13-1.01 D(4)(b) with:
13-1.01 D(4)(b) Qualifications
The WPC manager must:
1. Comply with the requirements provided in the Construction General Permit for:
1.1. QSP if the project requires a WPCP
1.2. QSD if the project requires a SWPPP
2. Complete the stormwater management training described at the Stormwater and Water Pollution
Control Information link at the Caltrans Division of Construction website
Add to Section 13-2.01A Summary:
The SWPPP shall include a list of potential pollution sources and measures that will be implemented to
address these issues. Additionally, the SWPPP shall include a discussion of how leachate generation will
be prevented, minimized, and handled if developed.
Replace Section 13-2.04:
13-2.04 PAYMENT
The Department pays for prepare water pollution control program as follows:
1. Total of 50 percent of the item total upon authorization of the WPCP
2. Total of 90 percent of the item total upon work completion
3. Total of 100 percent of the item total upon Contract acceptance
Replace Section 13-3.04:
13-3.04 PAYMENT
For a project with 60 original working days or less, the Department pays for prepare stormwater pollution
prevention plan as follows:
1. Total of 75 percent of the item total upon authorization of the SWPPP approved by the Engineer.
2. Total of 100 percent of the item total upon Contract acceptance
For a project with more than 60 original working days, the Department pays for prepare stormwater
pollution prevention plan as follows:
1. Total of 50 percent of the item total upon authorization of the SWPPP approved by the Engineer
2. Total of 90 percent of the item total upon work completion
3. Total of 100 percent of the item total upon Contract acceptance.
The Department does not pay for the preparation, collection, laboratory analysis, and reporting of
stormwater samples for nonvisible pollutants if WPC practices are not implemented before precipitation or
if you fail to correct a WPC practice before precipitation.
The Department pays:
1. $500 for each authorized rain event action plan
2. $2,000 for each authorized stormwater annual report upon acceptance by RWQCB
The Department does not adjust the unit price for an increase or decrease in the quantity of:
1. Rain event action plan
2. Storm water sampling and analysis day
3. Storm water annual report
14 ENVIRONMENTAL STEWARDSHIP
Add after the 3rd paragraph of section 14-10.01:
Food scraps, paper wrappers, food containers, cans, bottles and all food related trash and litter must be
removed from the project site at the end of each working day.
Replace the 7th paragraph of section 14-10.01 with:
Furnish and use closed-lid trash containers in the job-site yard, field trailers, and locations where workers
gather for lunch and breaks.
Add Section 14-12.04:
14-12.04 RELATIONS WITH SAN JOAQUIN VALLEY AIR POLLUTION CONTROL DISTRICT
(SJVAPCD)
You are responsible for compliance with all applicable SJVAPCD regulations and requirements. This
section is provided for your information, and nothing herein or elsewhere within these special provisions
shall be construed as limiting your responsibility for complying with all applicable rules and regulations.
It has been determined that the provisions of SJCAPCD RULE 9510 INDIRECT SOURCE REVIEW (ISR)
do not apply to this project. The determination letter from SJVAPCD is included in the Project Details of
these Special Provisions.
In accordance with SJVAPCD Regulation VIII — Fugitive PM10 Prohibitions: Rule 8021, implementation of
an SJVAPCD-approved dust control plan is required prior to commencement of any dust generating
activities.
Prepare and submit a dust control plan to provide any information to the extent necessary to accurately
reflect your proposed operations. The Engineer completes the review within two working days after receipt
thereof. In the event that the Engineer determines your submittal as incomplete or inadequate submit a
corrected plan. The Engineer completes review of any re-submittal within two working days after receipt
thereof.
Upon approval by the Engineer, submit the proposed dust control plan to the SJVAPCD. Pay to the
SJVAPCD any fees which may be required for the dust control plan. You are solely responsible for prompt
preparation and submittal to the Engineer, and immediately upon approval by the Engineer, submittal to
the SJVAPCD of all proposed modifications to the dust control plan.
Do not commence work until the SJVAPCD has approved or conditionally approved the dust control plan
and the Engineer authorizes. When a modification to an approved dust control plan is under consideration
do not perform work which is inconsistent with the approved dust control plan prior to receiving written
approval.
Compensation for delays associated with review and approval of dust control plans is only considered in
the event that: 1)the Engineer fails to review any dust control plan submitted by the Contractor within two
working days after submittal thereof by the Contractor; or 2)the SJVAPCD fails to review and to either
approve or disapprove a dust control plan within 30 calendar days after their receipt thereof. Disapproval
of a proposed dust control plan by the Engineer or by the SJVAPCD shall not be considered as a basis for
an extension of contract time nor as the basis for any additional compensation. Only in the event that it is
determined by the Engineer that the Contractor was unreasonably delayed, through no fault of the
Contractor, will compensation for delays be considered in conformance with the provisions in Section 8-
1.07, "Delays," of the Standard Specifications.
It is your responsibility to be fully informed of the requirements of the Dust Control Plan and all rules,
regulations, plans and conditions that may govern your operations and to conduct the work accordingly.
You must comply with the modifications to the Dust Control Plan approved by the SJVAPCD and accepted
by the Engineer. Ensure the provisions of this section and SJVAPCD-approved Dust Control Plan is made
part of every subcontract executed pursuant to this contract.
Full compensation for preparing and submitting the Dust Control, revising and resubmitting it as necessary
until approved by the SJVAPCD, and paying the necessary fees shall be included in the bid item DUST
CONTROL PLAN and no further compensation shall be paid therefor.
Replace Section 14-12.05-14.12.08 With:
14-12.05-14.12.08 RESERVED
DIVISION III EARTHWORK AND LANDSCAPPE
17 GENERAL
Replace the 4th paragraph in section 17-2.03A with:
Clear and grub vegetation only within the excavation and embankment slope lines.
19 EARTHWORK
Add Section 19-2.01A Summary:
1. Excavation of the access road, maintenance pad and road side ditch to Module 9 and 10 from STA
10 to STA 26+80
Replace Section 19-4 ROCK EXCAVATION with:
Section 19-4 LANDFILL EARTHWORK:
19-4.01 GENERAL
Earthwork shall conform to the provisions in Section 19 of the Standard Specifications and these Special
Provisions.
Except where a different relative compaction is specified in these Special Provisions, all embankment for the
project shall be compacted in lifts to 90% relative compaction in accordance with the requirements in Section
19-5, "Compaction," of the Standard Specifications.
The County will perform construction verification survey for this project.
Quality Assurance:
A. A Construction Quality Assurance (CQA) Plan has been developed in conjunction with this project
and is included with these Technical Specifications for the Contractor's reference. The Contractor
shall assure that the Engineer and the CQA Officer, or the Officer's designated representative, have
safe access to the work for the purpose of monitoring, observation, and CQA Plan implementation
at all times.
B. The Contractor shall allow for all required CQA Consultant observations, sampling, and testing at
no additional cost to the County.
C. The CQA Officer or their designee will perform the tests required by the Construction Quality
Assurance Plan on a regular basis; these tests are a minimum requirement. Additional tests may
be performed at the CQA Officer's discretion.
D. The CQA Officer and/or CQA Monitor will take soil samples and perform moisture, density,
gradation, and other tests to ascertain that the work is being performed in compliance with these
Specifications. The CQA Officer and/or CQA Monitor will conduct density and other tests on the fill,
and related laboratory testing as specified in these special provisions and as outlined in the
Construction Quality Assurance Plan. The Contractor shall remove surface material and render
assistance as necessary to enable sampling and testing.
E. Methods of Sampling and Testing are described in the CQA Plan.
F. Suitability of Materials:The suitability of all materials will be established by the Engineer and verified
in the field by the CQA Officer. Fill material shall be approved material from required excavations,
stockpiles, or Contractor-selected off-site sources, as directed by the Engineer.
G. The CQA Officer may direct that inspection trenches or test pits be cut into fills to determine that
the Specifications have been met. Such trenches or pits will be of limited depth and size, and shall
be backfilled with the material excavated there from, or other fill material meeting the requirements
for the zones cut into. Backfill shall be compacted to a density at least equal to that specified for
contiguous fills.
H. If, based on the results of conformance testing and/or in the opinion of the CQA Manager and/or
CQA Monitor, the materials or work observed does not satisfy the project requirements, it shall be
replaced and/or re-worked to the to meet project specifications to the satisfaction of the CQA
Manager and/or CQA Monitor. Rework shall be retested by the CQA Manager, CQA Monitor, or a
designated representative as needed. The Contractor shall be responsible for the costs of
additional testing.
A. SURPLUS MATERIAL — All surplus excavated soil which is not used in the construction of the
operations layer, embankment, or backfill, shall be transported to and distributed within the Permanent
Stockpile Area as shown on the Plans, as specified in these Special Provisions and as directed by the
Engineer.
B. MODULE EXCAVATION- Excavation and embankment construction for Modules 9& 10 shall conform
to the Plans and these Special Provisions. Modules 9 & 10 shall be excavated and embankment shall
be constructed to the lines and grades shown on the Plans and as directed by the Engineer.
Excavation from Modules 9 & 10 shall be used for embankment construction where necessary at the
top of the module slopes to obtain the desired Geosynthetic Clay Liner (GCL) subgrade elevations as
shown on the Plans. The embankment within the Modules 9 & 10 area shall be compacted to 95%
relative compaction as specified in Section 19-4.01 C, "Modules 9& 10 Subgrade Preparation,"of these
Special Provisions.
Requirements for embankment construction beyond the limits of the GCL are included in Section 19-
4.01C , "Modules 9 & 10 Subgrade Preparation," of these Special Provisions.
Refer to 9-1.01A BID ITEM EXPLANATION for measurement and payment
C. MODULES 9 & 10 SUBGRADE PREPARATION -This section shall be used along with Section 100-
1.03.1, "Preparation of Subgrade", of these Special Provisions. The term subgrade as used in this
section (Section 19-4.01 C) shall refer to the surface directly beneath the GCL unless otherwise noted
in the Plans or these Special Provisions. Modules 9& 10 subgrade preparation shall only be performed
where the Geosynthetic Clay Liner (GCL) is to be placed. Subgrade preparation for areas outside the
area defined by the limits of the placement of GCL shall be performed in accordance with the
requirements in the appropriate section of these Special Provisions and in accordance with the
applicable requirements in the Standard Specifications for the type of construction in question.
The subgrade surface, prior to placement of the GCL, shall be graded to the lines and grades shown
on the Plans. The uppermost eight(8) inches shall be scarified, brought to moisture content within two
(2) percent of optimum conditions and compacted to 95% of maximum dry density, as determined by
ASTM methods.
Where embankment will be beneath the GCL, the embankment shall be compacted in lifts to 95%
relative compaction and the uppermost eight (8) inches of embankment shall be scarified and re-
compacted in accordance with the requirements in the preceding paragraph. Compaction will be
achieved by means of available earthwork equipment suitable for achieving with consistency the
requirements stated in these Special Provisions.
Where embankment or excavation is to be constructed beyond the limits of the GCL,the existing ground
surface shall be cleared of all vegetation and deleterious materials, shall be scarified to a depth of 0.5-
foot, watered, and compacted to 90% relative compaction. The embankment shall then be placed and
compacted in lifts to 90% relative compaction. Compaction shall be achieved by means of available
earthwork equipment suitable for achieving with consistency the requirements stated in these Special
Provisions.
Following compaction, the prepared subgrade surface shall be"proof-rolled". The proof-rolling shall be
performed with at least one pass of a roller type compactor weighing at least 8 tons. Soft areas and
areas exhibiting "pumping" shall be excavated, moisture conditioned, and re-compacted to the
requirements of these Special Provisions. In the event unsuitable material is encountered below the
subgrade elevations as determined by the Engineer, said unsuitable material shall be excavated,
disposed of, and replaced as specified in Section 19-41D, "Unsuitable Material" and as directed by the
Engineer.
The finished subgrade surface shall be graded to within one-tenth of one foot of the grades shown on
the Plans. The surface shall be free of surface irregularities, runs, loose soil, rocks, stones, sticks,
roots, sharp objects, voids, cracks, and ruts.
At such time that the Contractor believes that a portion of the subgrade has been prepared and
conforms to the requirements in these Special Provisions, and at the grades shown on the plans, the
Contractor shall, in writing, inform the Engineer that the subgrade or portion thereof is ready for
verification by the CQA Monitor. The Contractor shall provide such written notice no less than three
working days in advance of the day upon which a particular verification is being requested.
For purposes of subgrade verification, the subgrade shall be prepared in no more than four segments,
and the Contractor may request up to four verification surveys for the entire site as the preparation of
a given segment is completed.
The CQA Monitor will notify the Chief of Surveys of the County of Fresno that the subgrade is ready
for a verification survey. The subgrade surface will be surveyed on a 50'x 50' grid by the County of
Fresno to ensure proper grades prior to placement of the GCL.
The County of Fresno's licensed surveyor shall provide the CQA Monitor with point over point subgrade
survey in AutoCAD format for comparison with each of the design grades. The Contractor shall not
place GCL until the grades of the entire site have been checked and determined to be within the design
tolerance required by the Specifications at each point. If it is determined the grades are not in
compliance with the design grades, the Contractor shall rework the subgrade areas not in compliance
with the design grades to achieve the design grades. At such time that the Contractor believes that the
reworked subgrade area is in compliance with the design grades and conforms to the requirements in
these Special Provisions, the Contractor shall, in writing, inform the Engineer that the subgrade or
portion thereof is ready for verification by the CQA Monitor. The Contractor shall provide such written
notice no less than three working days in advance of the day upon which a particular verification is
being requested.
In the event that the Contractor requests more than four verification surveys for the entire site or in
the event that the subgrade surface, or a portion thereof, is found not to be in compliance with the
requirements in these Special Provisions,the Contractor shall pay to the County the actual cost incurred
by the County to perform verification surveys in excess of the number allowed found to be not in
compliance with the requirements in these Special Provisions.
The Contractor is hereby notified that the cost of a County of Fresno survey to verify one (1) module is
$2,500.00, or $5,000 for the entire site. The cost incurred by the County to perform the verification
survey in excess of the number allowed shall be proportional to the area being re-verified to the area
of one module but in no case less than $800. Such payments will be deducted from payments made
to the Contractor.
The subgrade surface shall be maintained at a moisture content, as directed by the Engineer, sufficient
to prevent excessive drying and cracking of the prepared surface. Protect and maintain approved
subgrade in finished condition until covered with geosynthetics. Damage to the approved subgrade will
be repaired at Contractor's expense. GCL shall not be placed until the subgrade surface has been
inspected and accepted by the Installer and CQA Monitor in accordance with the requirements in
Section 100-1.03.1.E of these Special Provisions.
The construction of the subgrade shall be strictly controlled and documented in compliance with these
specifications. The Engineer may perform random grade checks and/or may perform additional testing
of the subgrade surface to verify conformance with these Special Provisions at any time.
During construction, the CQA Consultant will perform the following testing of the Modules 9 and 10
subgrade:
1. Laboratory compaction characteristics of soils using Modified Effort ("Modified Proctor" method)
(D1557) One test minimum per material type.
2. Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis Sieve Analysis (D6913). One
test minimum per one acre.
3. Standard Test Methods for Identify and Classification of Soils Type(ASTM D2487/D2488). One test
per one acre. A passing result shall indicate that the subgrade soil is well-graded and amenable to
compaction.
4. In-Situ Moisture and Dry Density Determinations (ASTM D6938). One Test Minimum Per 1 acres.
5. Sand Cone (ASTM D1556) or Drive Tube (ASTM D2937). One for every 20 nuclear gauge tests .
For the gradation of the subgrade to be deemed acceptable, the results of the ASTM D422 test must
indicate that 100% of the test sample passes a 0.5 inch sieve and that no less than 30% passes a#200
sieve. In the event that a sample or samples fail to meet this criteria, the CQA Monitor may perform
additional ASTM D422 tests to determine the extent of the unsuitable material. Unsuitable material will
be removed and replaced as directed by the Engineer in accordance with Section 19-4D, "Unsuitable
Material".
In the event that any of the preceding tests indicate failing results, the Contractor shall perform
corrective measures to the subgrade area represented by the failing test result. The area of the
subgrade represented by a test result will be determined by the Engineer.
If the failing result is due to a deficiency in the existing subgrade material, as determined by the
Engineer, such corrective measures shall involve the replacement of the material in accordance with
the requirements in Section 19-4D, "Unsuitable Material,"of these Special Provisions.
If the failing result is due to a deficiency in the Contractor's subgrade preparation operations, as
determined by the Engineer, the Contractor shall perform corrective measures to the area represented
by the failing test result as directed by the Engineer, and no additional compensation will be allowed
therefor. After such corrective measures have been performed, retests shall be performed by the CQA
Monitor for all tests which failed previously.
In the event that the total number of tests and retests exceeds the number of tests allowed in Table 9-
1 shown in Section 9-1.24, then the Contractor shall pay to the County the penalty for each test
performed in excess of the number of allowed per that table, plus a $200 administrative fee per re-test.
Such payments will be deducted from payments made to the Contractor.
The Contractor shall coordinate with the Engineer and shall schedule construction operations to
facilitate establishment of the grid and the performance of subgrade materials testing by the CQA
Monitor. Full compensation for coordinating with the Engineer and scheduling construction operations
accordingly shall be considered to be included in the various items of work and no additional
compensation will be allowed therefor.
The Contractor shall grade areas to drain where shown on the Plans.
All existing drainage ditches and drainage pipes to remain.
Refer to 9-1.01A BID ITEM EXPLANATION for measurement and payment
D. UNSUITABLE MATERIAL - In the event unsuitable material is encountered below the subgrade
elevations as determined by the Engineer, said unsuitable material shall be excavated to a depth of 2
feet, disposed of, and replaced as shown on the Plans with suitable material, as specified in these
Special Provisions, and as directed by the Engineer.
When unsuitable material is removed and disposed of, the resulting space shall be filled with material
obtained from other areas of the excavation which is suitable for the planned use. Such suitable
material shall be placed and compacted in layers as specified in these Special Provisions and in Section
19 of the Standard Specifications for constructing embankments.
If the unsuitable material to be replaced is within the Modules 9 & 10 area, suitable materials shall be
prepared as specified in accordance with the requirements for module subgrade preparation.
If the unsuitable material to be replaced is not within the Modules 9 & 10 area, suitable materials shall
be prepared as specified in accordance with the requirements for embankment which is beyond the
limits of the GCL in Section 19-4C, "Modules 9&10 Subgrade Preparation"of these Special Provisions.
Disposal of unsuitable material shall involve loading, hauling, and depositing the unsuitable material at
the stockpile locations as shown on the Plans, as directed by the Engineer, and as specified in these
Special Provisions.
The quantity of unsuitable material to be removed, disposed of and replaced with suitable materials
shall be determined from lines as established by the Engineer. Excavation and replacement of
materials beyond the lines as determined by the Engineer will not be paid for.
The Contractor shall be responsible for excavating unsuitable material to a depth of 2 feet and for
selecting the material obtained from other areas of the excavation to be used for replacement.
Refer to 9-1.01A BID ITEM EXPLANATION for measurement and payment
E. EXCAVATED MATERIAL HAUL ROUTES —The Construction drawings depict location of scrappers
haul routes from Module 10 to the designated Stockpile area. Any other necessary miscellaneous
grading and access to and from the Modules and the stockpile area shall be accounted for in the various
items of work.
The Contractor's equipment and materials shall not remain within 50 feet of any disposal site operations
or entry road when not in use.
Full compensation for providing all labor, material, equipment and incidentals and for doing all the work
involved in proposing and constructing haul routes and backfilling and restoring grades except for the
two haul routes depicted in the plans, shall be included in the unit prices paid for the various items of
work and no additional compensation will be allowed therefor.
19-4.02 PERMANENT STOCKPILE AREA
The Contractor shall utilize the area designated on the Plans as Permanent Stockpile Area in accordance
with these Special Provisions and as directed by the Engineer.
Permanent Stockpile Area shall be used by the Contractor to place excavated earthen material which is not
used for the construction of the operations layer, embankment, access road, winter pad or backfill. Material
shall be placed in Permanent Stockpile Area 1 as follows:
• As the stockpile areas are filled by the Contractor, the Contractor shall deposit material such
that an ingress ramp is created commencing in the vicinity of the north of Permanent Stockpile
Area.
• As the stockpile areas are filled by the Contractor, the Contractor shall deposit material such
that a ramp is created commencing in the vicinity of the northwest and northeast corners of
Permanent Stockpile Areas as shown on the plans. The Contractor shall also deposit material
such that an access ramp is created commencing in the vicinity of the south side of Permanent
Stockpile Areas for Owner's equipment to access to it. Any ramp built within stockpile area shall
follow the parameters listed below.
• Such ramps shall each be 30 feet wide.
• Such ramps shall have a longitudinal grade of no more than 13%.
• Stockpile area must be filled to a minimum grade of the original ground, as determined by the
Engineer.
• The side slopes of the stockpiles shall be 2:1.
• One 15 foot wide bench shall be constructed approximately 50 feet above original ground.
• The height of the stockpile shall not exceed an elevation of 280 feet.
• Material shall be deposited such that, on an ongoing basis, the uppermost surface of the
stockpile shall be planar, spread evenly over the entire area designated as stockpile in the
Construction Drawings and shall drain at a slope of 2% to the east. If material is placed in a
manner which will cause ponding of water or drainage in an improper direction, the Contractor
shall be required to grade the stockpile area as directed by the Engineer.
• No minimum compaction requirements are associated with the stockpile area; however, the
Contractor shall be solely responsible for placing and maintaining the stockpile in the
configuration as required herein. In the event that the Contractor has to repair slides, slip outs
or other deviations from the required stockpile configuration, no additional compensation will be
allowed therefor.
The owner will continue to use material from Permanent Stockpile Area for daily operations, and it is
anticipated that the average elevation of Permanent Stockpile Area will be lower when construction begins,
and no additional compensation will be allowed for such variation in elevation.
Contractors are advised that the Owner's equipment will be operating in the area designated as Permanent
Stockpile Area during construction. The Owner operates up to three scrapers to pick up soil for daily cover
operations, and the Contractor's equipment is required to be operated such that the Owner's operations are
not impeded. The frequency of the Owner's operations in Permanent Stockpile Area is variable.
For the Contractor's information only, the Owner's scrapers (one 33 cubic yard capacity and two 23 cubic
yard capacity) operate continuously up to six to eight hours each working day, making up to seven round-
trips to Permanent Stockpile Area each hour.
Selected sandy soil from the excavation to be used for the construction of the operations layer shall be
stockpiled in the Permanent Stockpile Area. Excavated material to be used in the construction of
embankment shall also be placed in Permanent Stockpile Area.
No stockpiling or Contractor traffic of any kind will be allowed on completed landfill modules.
Excavated material placed in the Permanent Stockpile Area shall be deposited in such a manner that the
area will drain in the proper direction. If material is placed in a manner which will cause ponding of water or
drainage in an improper direction, the Contractor shall grade the area as directed by the Engineer.
Full compensation for providing all labor, material, equipment and incidentals and for doing all the work
involved in placing material in the Permanent Stockpile Area and transporting and placing excess material
in the Permanent Stockpile Area , as shown on the Plans, specified in these Special Provisions and as
directed by the Engineer, shall be included in the unit prices paid for the various items of work and no
additional compensation will be allowed therefor.
Full compensation for providing all labor, material, equipment and incidentals and for doing all the work
involved in transporting and placing material in the Permanent Stockpile Area without impeding the Owner's
operations and grading these areas, as shown on the Plans, specified in these Special Provisions and as
directed by the Engineer shall be included in the unit prices paid for the various items of work and no
additional compensation will be allowed therefor.
19-4.03 STAGING AREA
The Contractor shall utilize the area designated on the Plans as the Staging Area in accordance with these
Special Provisions and as directed by the Engineer.
The Contractor may park construction equipment and may stage construction materials within the area
designated on the Plans as the Staging Area.
The Contractor is hereby informed that, although the perimeter of the landfill site is fenced, the Staging Area
is not separately fenced or otherwise secured. The Contractor may elect to install temporary fences to
secure the Staging Area in accordance with these Special Provisions. The Contractor will be solely
responsible for any costs incurred from damage to or loss of equipment or materials due to theft or vandalism,
and no additional compensation will be allowed therefor.
The Contractor shall, prior to project completion, restore the Staging Area to its original configuration as
directed by the Engineer. Any damage to any existing facilities which was caused by the Contractor or the
Contractor's subcontractors shall be repaired by the Contractor at the Contractor's expense.
Full compensation for providing all labor, material, equipment, and incidentals and for doing all the work
involved in staging equipment or materials in the designated Staging Area, restoring the area to its original
configuration, repairing any damage caused by the Contractor or the Contractor's subcontractors, and any
other work necessary, as shown on the Plans, specified in these Special Provisions and as directed by the
Engineer shall be included in the unit prices paid for the various items of work and no additional
compensation will be allowed therefor.
19-4.04 SELECTED MATERIAL STOCKPILE AREA
The Contractor shall designate an area within Permanent Stockpile Area as the Selected Material Stockpile
Area in accordance with these Special Provisions and as directed by the Engineer. The designated area for
the Selected Material Stockpile Area must be shown on a layout plan submittal. The location of the
designated area for the Selected Material Stockpile Area must be approved by the Engineer prior to the start
of construction.
The Selected Material Stockpile Area is not labeled on the plans, but is bounded to the west of Fill Area III
as shown on the plans and must be within the limits of Permanent Stockpile Area. Selected sandy soil from
the excavation to be used for the construction of the operations layer shall be stockpiled in the Contractor's
designated area of either Permanent Stockpile Area . Additionally, at the Contractor's option and expense,
additional selected sandy soil materials in excess of those needed for construction of the operations layer
generated from excavation may be placed therein.
No materials other than those expressly approved by the Engineer as selected sandy soil shall be placed
within the designated area. In the event the Contractor places materials therein without the approval of the
Engineer, such materials shall be removed therefrom and transported to and placed in a non-designated
area within the limits of Permanent Stockpile Area at the Contractor's expense.
Full compensation for providing all labor, material, equipment and incidentals and for doing all the work
involved in transporting and placing selected material in the designated Selected Material Stockpile Area,
removing and transporting such material for use in construction of the operations layer, removing any
materials placed therein without the express approval of the Engineer and transporting and placing such
materials in Permanent Stockpile Area , as shown on the Plans, specified in these Special Provisions, as
directed by the Engineer and without interfering with the Owner's ongoing operations, shall be included in
the unit prices paid for the various items of work and no additional compensation will be allowed therefor.
19-4.05 PERMEABLE MATERIAL
Permeable material shall be clean, washed, water worn gravel conforming to the provisions in Section 68-
2.02F of the Standard Specifications and these Special Provisions, and shall have a minimum permeability
of 1 cm/sec.
Permeability shall be tested by the County's material testing laboratory at a frequency of one test per 1,000
cubic yards. Any material not passing the permeability test or otherwise not in conformance with the
requirements of these Special Provisions shall be rejected and shall be replaced by the Contractor at no
additional cost to Owner.
The permeable material shall be Class 1, Type A. No crushed rock will be allowed. Permeable material shall
be placed using equipment and methods that will not damage the Geomembrane. Trucks, tractors or other
equipment traveling on the permeable material shall not exceed the maximum allowable equipment ground
pressures listed in the chart below.
The methods to be used in placing the permeable material shall be approved in writing by the liner material
installer and the Engineer prior to placement of the permeable material.The Contractor shall submit a written
plan for the placement of the permeable material for approval at least 10 days in advance of the Contractor's
proposed starting date. The Contractor shall comply with the maximum allowable equipment ground
pressures listed in the following table:
Maximum Allowable Equipment Thickness of Permeable Material Over
Ground Pressure (psi) Geosynthetics (feet)
5 1.0
10 1.5
15 2.0
>20 3.0
It is necessary for the permeable material to contain some moisture to facilitate the geoelectric leak location
survey. The Contractor shall be responsible for ensuring that sufficient moisture is present in the permeable
material to perform the geoelectric leak location survey.
For the entire duration of the contract, the Contractor shall, as often as necessary as directed by the
Engineer, remove and dispose of any excess water which has collected in the sump or elsewhere within
Modules 9 & 10. The Contractor shall be responsible for maintaining the sump and Modules 9 & 10 and for
pumping out any water which collects in the sump or elsewhere within Modules 9 & 10, regardless of the
source of said water.
After the permeable material has been placed, the Contractor shall maintain it free of ruts, depressions, and
damage resulting from the hauling and handling of any material, equipment, tools, etc. until such time as the
overlying materials are placed.
The Contractor shall use all means necessary to protect all prior work, including all materials and completed
work of other sections.
In the event of damage, the Contractor shall immediately make all repairs and replacements necessary, to
the approval of the Engineer and at no additional cost to the Owner.
Refer to 9-1.01A BID ITEM EXPLANATION for measurement and payment
19-4.06 WINTER PAD
19-4.06.1 GENERAL — The winter pad shall consist of native materials that shall be placed over the
Operations layer in accordance with methods prescribed by these Special Provisions and as directed by the
Engineer.
19-4.06.2 MATERIAL - Material, as identified by the Engineer, from the excavation of Modules 9 & 10,
shall be used to construct the Winter pad. The material shall be free of rocks, roots, or any other material or
objects.
19-4.06.3 PLACEMENT-The methods to be used in placing the Winter Pad shall be approved in writing
by the Engineer.
The winter pad shall be placed in layers with a minimum thickness of one foot unless otherwise allowed by
the Engineer.
The Winter pad shall be placed and compacted in lifts to 90% relative compaction in each lift
The surface of the winter pad shall be graded and rolled to provide a smooth uniform surface and shall not
vary more than 0.1 foot from the grade established by the Engineer at any point.
19-4.06.4 MEASUREMENT AND PAYMENT
Refer to 9-1.01A BID ITEM EXPLANATION for measurement and payment
Replace Section 19-6.02A GENERAL with:
Embankment material for Access roads:
A. Sources: On-site stockpiles or borrow excavations from Module 9 & 10 excavation.
B. Consists of clean, non-expansive silty sand(SM), clayey sand(SC), or mixtures thereof as approved
by the Engineer. Plasticity index less than 15
C. Maximum particle size of 3 inches.
20 LANDSCAPE
Replace Section 20-1.02B with:
20-1.02B Water
Make arrangements for supplying water. Water must be of a quality that promotes plant growth.
21 EROSION CONTROL
Replace Section 21-2.01C(4) with:
21-2.01C(4) Tackifier
Submit a certificate of compliance for tackifier and bonded fiber matrix at least 5 business days before
application. Certificates of compliance must include:
1. SDS
2. Product label
3. List of applicable nonvisible pollutant indicators for soil amendment and stabilization materials as
shown in the table titled "Pollutant Testing Guidance Table" in the Caltrans Construction Site
Monitoring Program Guidance Manual. For the manual, go to the Caltrans Division of Construction
website
4. Report of acute and chronic toxicity tests on aquatic organisms complying with EPA methods
5. List of ingredients, including chemical formulation
6. Properties of polyacrylamide in tackifier including:
6.1. Percent purity by weight
6.2. Percent active content
6.3. Average molecular weight
6.4. Charge density
Add to Section 21-2.02P:
3. 20-inch in diameter and at least at least 11 Ib/ft with a minimum functional longevity of 1-year.
Add to Section 21-2.02R:
Anchor Posts: Use 1-inch by 1-inch wooden stakes, minimum length 24 inches for 8-inch diameter straw
wattle and 36 inches for 20 inch diameter straw wattle.
Add to Section 21-2.03P:
Install 20 inch straw wattles along the edge of the access road as shown on plans. Straw Wattles shall be
anchored using 36-inch long wooden stakes positioned on 4-foot centers along the length of the wattle.
Stakes shall be driven through approximately one-third of the wattle thickness on the ground. Wooden
stakes shall be driven to within 1-inch of top of wattles
26 AGGREAGATE BASES
Add to Section 26-1.02A GENERAL:
21-2.01C(4) Tackifier
Submit a certificate of compliance for tackifier and bonded fiber matrix at least 5 business days before
application. Certificates of compliance must include:
Aggregate base shall be 3/ inch gradation
DIVISION VIII MISCELLANEOUS CONSTRUCTION
78 INCIDENTAL CONSTRUCTION
Add the Following to Section 78-2
Damaged or destroyed survey monuments shall be replaced with new survey monuments.
Survey monuments shall be constructed or adjusted, as applicable, in accordance with Standard Drawing
A-74 Type D.
Survey control for the reestablishment of survey monuments will be provided by the Department.
Add Section 80-4 TEMPORARY FENCES
The Contractor shall furnish, construct and install temporary fences in accordance with these Special
Provisions and as directed by the Engineer.
Temporary fences may be furnished, constructed and maintained by the Contractor in the event that the
Contractor wishes to secure the equipment and/or materials staging areas.
If the Contractor elects to install temporary fences to secure the equipment and/or materials staging area,
the Contractor shall submit a layout plan to the Engineer and shall not commence with installation of
temporary fences until said plan has been approved by the Engineer.
Temporary fences shall be removed from the site when they are no longer needed by the Contractor, and
shall remain the property of the Contractor.
Except as otherwise specified in this section, temporary fences shall conform to the plan details and the
specifications for permanent fences of similar character as provided in Section 80, "Fences," of the
Standard Specifications.
Used materials may be utilized providing such materials are good, sound, and are suitable for the purpose
intended.
Concrete footings for metal or wood posts will not be required for temporary fences.
Temporary fences that are damaged from any cause during the progress of the work shall be repaired or
replaced by the Contractor at the Contractor's expense.
When no longer required for the work as determined by the Engineer, temporary fences shall be removed.
Removed facilities shall become the property of the Contractor and shall be removed from the site of the
work, except as otherwise provided in this section.
Removed temporary fence materials that are not damaged may be reused in the permanent work
providing such materials conform to all of the requirements specified for the permanent work and such
materials are new when used for the temporary fences.
Holes caused by the removal of temporary fences shall be backfilled in accordance with the provisions in
the second paragraph of Section 15-1.02, "Preservation of Property," of the Standard Specifications.
Full compensation for installing, maintaining, removing, and disposing of temporary fences, shall be
considered as included in contract prices paid for the various items of work and no additional
compensation will be allowed therefor.
DIVISION IX TRAFFIC CONTROL DEVICES
82 SIGNS AND MARKERS
Replace Section 82-1.01A with:
82-1.01A Summary
Section 82-1 includes general specifications for fabricating and installing sign panels and markers and
constructing roadside signs.
Signs and markers must comply with the California MUTCD, California Sign Specifications, and the FHWA
publication Standard Highway Signs and Markings. For the California Sign Specifications, go to the
Caltrans Traffic Operations website.
Replace Item 1 of the 2nd paragraph of section 82-2.02A with:
1. Phrase Property of The County of Fresno
Add to section 82-2.0213:
Signs must be 0.080 inch thick aluminum alloy and street name signs must be 0.125 inch thick alloy faced
on both sides.
Add to section 82-2.02C:
Reflective sheeting on all signs shall be 3M Diamond Grade DG3 Series 4000 or equal and must meet ASTM
Type XI specifications.
Add to section 82-2.021):
All signs must have the 3M 1160 graffiti resistant clear overlay film or equal.
Replace Section 82-2.04 with:
82-2.04 PAYMENT Not Used
Add to section 82-3.02A:
All new roadside signs must be square post 14 gauge steel.
Add to section 82-3.02B:
All post for traffic signs must be 2"X2"X10'square by 14 gauge steel,with 7/16 inch holes punched one inch
on center on all four sides for the entire length of the post.
Welded Anchor(2 '/4"X2 '/"X30")and sleeve (2 '/z"X2 '/z"X18")shell be used as a base to anchor post in the
ground. Hole size and placement must be the same as the metal post.
All mounting hardware shall be either galvanized or stainless steel. Banding shall be 3/4 inch wide stainless
steel with flare leg sign brackets. Hose clamps are not permitted. All signs shall be mounted using 3/8"
aluminum drive rivets. Nuts and bolts are not permitted.
Replace item 1 in the list in the 2nd paragraph of section 83-2.02C(1)(a)with:
1. Wood line posts.
Replace item 2 in the list in the 2nd paragraph of section 83-2.02C(1)(a)with:
2. Wood blocks for line posts.
Replace Section 82-3.02D with:
82-3.02D Laminated Wood Box Posts
Furnish a laminated wood box post with an attached metal cap at the top of each post.
Replace the last line of section 82-3.04 with:
Full compensation for furnishing sign panels is included in the bid item price per each Roadside Sign - One
Post and Roadside Sign - Two Post. One or more sign panels furnished and installed on a single post will
be counted as (1) one Roadside Sign - One Post. One or more sign panels furnished and installed on two
posts will be counted as (1) one Roadside Sign -Two Post.
84 MARKINGS
Add to Section 84-1.03
Before obliterating any pavement delineation (traffic stripes, pavement markings)that is to be replaced on
the same alignment and location, as determined by the Engineer, the pavement delineation shall be
referenced by the Contractor, with a sufficient number of control points to reestablish the alignment and
location of the new pavement delineation. The references shall include the limits or changes in striping
pattern, including one- and 2-way barrier lines, limit lines, crosswalks and other pavement markings. Full
compensation for referencing existing pavement delineation shall be considered as included in the contract
prices paid for various items of work and no additional compensation will be allowed.
The Contractor shall protect pedestrian crosswalks, stop bars, rumble bars, and rumble Botts' dots from
damage or displacement, unless otherwise directed by the Engineer.
Replace or repair facilities, which are damaged with your operation, at your expense.
Add to the end of item 2 in the list in the 1st paragraph of Section 84-2.01C:
except for thermoplastic
Add between the 1st and 2nd paragraphs of section 84-2.01C:
For each lot or batch of thermoplastic, submit a manufacturer's certificate of compliance with test results
for the tests specified in section 84-2.01 D. The date of test must be within 1 year of use.
Add to the end of section 84-2.01 D:
Each lot or batch of thermoplastic must be tested under California Test 423 for:
1. Brookfield Thermosel viscosity
2. Hardness
3. Yellowness index, white only
4. Daytime luminance factor
5. Yellow color, yellow only
6. Glass bead content
7. Binder content
During the installation of thermoplastic traffic stripes or markings at the job site, apply a test stripe of the
thermoplastic on suitable material in the presence of the Engineer. The test stripe must be at least 1 foot in
length. The test stripe will be tested for yellow color, daytime luminance factor, and yellowness index
requirements.
Delete the 1st paragraph of Section 84-2.03C(2)(a)
Replace the 2nd paragraph of section 84-2.03C(2)(b)with:
Apply extruded thermoplastic for a traffic stripe at a rate of at least 0.37 lb of thermoplastic per foot of 4-
inch-wide solid stripe. The applied thermoplastic traffic stripe must be at least 0.100 inch thick.
Replace Section 84-2.03C(2)(c)with:
Apply sprayable thermoplastic under State Specification PTH-02SPRAY at a temperature from 350 to 400
degrees F.
Apply sprayable thermoplastic at a rate of at least 0.22 lb of thermoplastic per foot of 4-inch-wide solid
stripe.
The applied sprayable thermoplastic material must be 0.08 inch (80 mil)thick.
Replace Reserved in section 84-9.03C with:
Residue from the removal of painted or thermoplastic traffic stripes and pavement markings contains lead
from the paint or thermoplastic. The average lead concentrations are less than 1,000 mg/kg total lead and
5 mg/L soluble lead. This residue:
1. Is a nonhazardous waste
2. Does not contain heavy metals in concentrations exceeding the thresholds established by the
Health and Safety Code and 22 CA Code of Regs
3. Is not regulated under the Federal Resource Conservation and Recovery Act (RCRA), 42 USC
§ 6901 et seq.
Management of this material exposes workers to health hazards that must be addressed in your lead
compliance plan.
DIVISION X ELECTRICAL WORK
86 BASIC ELECTRICAL REQUIREMENTS
PART I. GENERAL
1.1 WORK INCLUDED
A. The work described in this section consists of furnishing all labor, materials, equipment, and
installation required for the complete, satisfactory, and approved electrical systemsas
indicated on the Contract Drawings and called for in these Specifications, or as may be
reasonably implied by either. The work shall include fabrication, installation and integration
of two Sump Pump Control Panels for Modules 9 & 10, at Phase III of the American Avenue
Disposal Site, as shown on the Contract Drawings and Specifications herein.
B. The Contractor shall provide, fabricate, factory test and program Sump Control Panels
for Modules 9 & 10. Complete with necessary devices, instruments and the like for
power, control, and telemetering of sumps as shown on the Contract Drawings. Deliver
all Sump Control Panels to site, ready for installation and connection. Engineer will
inspect Sump Control Panels for completion of installation in Phase III, Modules 9 & 10.
C. The Contractor shall furnish and install complete and operating electrical systems
consisting of the following:
1. Sump Control Panels for Modules 9 &10. Complete with necessary devices,
instruments and the like for power, control, and telemetering of sumps as
required at each module and shown on the Contract Drawings.
2. Connect new control panels to new wire, new grounds and all other items as
shown on the Contract Drawings.
3. Programing and functionality testing of new control panel PLC and HMI
touch screen and integration of new control panel telemetering with
existing SCADA system to be performed by the County.
4. Connect electrical to new specified flow meters.
5. Provide and install new sump pumps, sump pump cables, sump level
sensors, cable termination junction boxes and other as specified and
connect.
6. Contractor shall make all final connections to equipment.
7. Contractor shall provide radios, antennae and cable connections as shown.
Antennae cables shall enter the panels through the bottom of the enclosures and
be provided with drip loops.
1.2 CODES AND STANDARDS
A. Reference within these Specifications to standards, codes, or reference specifications
implies that any item, product, or material so identified must comply with all minimum
requirements as stated therein, unless indicated otherwise. Only the latest revised
editions, adopted by local governing agencies, are applicable.
B. The Specifications, codes, and standards listed below form a part of these
Specifications:
1. National Electrical Code (NEC).
2. Underwriters' Laboratories (UL).
3. National Electrical Manufacturers Association (NEMA).
4. Insulated Cable Engineers Association (ICEA).
5. American Society for Testing and Materials(ASTM).
6. California Electrical Code(CEC)
7. Instrument Society of America (ISA)
8. County of Fresno Standard Special Provisions
9. Caltrans Standard Specifications, 2010, as amended
C. Testing and Laboratory Listing/Approval: Equipment and material shall be UL listed
where standards have been established, and shall be identified for the purpose
intended.
1.3 DRAWINGS
A. The Contract Drawings indicate the extent and general arrangements of equipment and
wiring systems. If any modifications from the drawings are deemed necessary by the
Contractor, details of such modifications and reasons therefor shall be submitted to the
Engineer for approval within 30 days after award of the Contract. No such modifications
shall be made without the prior written approval of the Engineer. All items not
specifically mentioned in the Specifications or noted on the drawings but obviously
necessary to make a complete working installation shall be included.
1.4 SUBMITTALS
A. Shop Drawings:
1. Each package of shop drawings shall be bound as a unit and shall contain afirst
sheet with the project name, location, date submitted, name and address of the
contractor, name and address of the equipment supplier, and a list of the
contents.
2. The submittal drawings shall include materials, dimensions, fabrication details,
installation instructions, standards compliance, and UL approval. Where a data sheet
contains details covering various sizesor ratings of equipment, clearly mark the items
applicable to the project.
3. Submit drawings for pull box, conduit and fittings showing dimensions, nameplate
nomenclature and electrical rating.
B. Operation and Maintenance Manuals:
1. The operation and maintenance manuals shall include the name, address, and phone
number of the supplier and nearest manufacturer's representative and shall contain a
complete parts list for each system.
1.5 EQUIPMENT MANUALS AND OWNER INSTRUCTIONS
A. Upon completion of the work, the Contractor shall prepare and deliver to the Engineer five
complete sets of the operation and maintenance manuals for each electrical, control, or
similar equipment installed. The manuals shall consist of detailed drawings of catalog
sheets for each component, replacement parts lists, wiring diagrams, maintenance
instructions, and description of system operation.
1.6 COORDINATION WITH OTHER TRADES
A. The Contractor shall plan and layout the electrical work in order to be compatible
with the site, equipment location, and panel mounting.
1.7 STORAGE
A. All materials shall be stored in a safe, orderly manner. Materials shall not be stored directly
on the ground or floor and shall be kept clean, dry, and free from damage or deteriorating
elements. Damaged or rusted materials shall not be installed.
1.8 MATERIALS
A. All equipment, materials, and components shall be new, standard, current products by
manufacturers regularly engaged in the production of such equipment and be the
manufacturer's latest design. All components by same manufacturer shall be mechanically
and electrically compatible witl1 rating of apparatus in which they are installed. All materials
shall bear the label of Underwriters Laboratory for the intended use in all cases where this
labeling is available or shall be materials reviewed by the code enforcing authorities and
Engineer. Equipment of a similar nature shall be identical.
1.9 ACCESSORIES
A. All hardware and accessory fittings shall be of a type designed, intended, or
appropriate for their use, complement the items with which they are used, and shall
have corrosion protection suitable for the atmosphere in which they are installed. All
such hardware shall be U.S. standard sizes.
1.10 INSTALLATION
A. All materials shall be installed at the locations shown on the drawings and in accordance
with the specific manufacturer's recommend installation methods.
B. All equipment shall be set level and plumb at the correct heights, properly aligned, and,
where in sections, shall be bolted together.
C. Secure all materials and equipment firmly in place. Do not weld electrical materials for
attachment and/or support.
D. All screws, bolts, nuts, clamps, fittings, or other fastening devices shall be made up
tight.
E. All materials and equipment shall be installed complete, including screws or bolts, covers,
plates, fittings, etc.
F. Follow the installation directions and recommendations of the materials and
equipment manufacturers.
G. All conduits stub-ups from underground shall be provided with conduit seal-off prior to
terminating to electrical equipment, devices, and wire trough. Connections to motors shall
be made with metallic flexible metal conduit and approved fittings.
1.11 IDENTIFICATION
A. Electrical equipment shall be clearly and permanently labeled with a securely fastened
nameplate. Nameplates shall be 1/1 6-inch thick engraved laminated plastic and shall have
3/16-inch high white letters on a black background. Plates shall be provided for all fused
disconnect, control panel, and circuit breaker panels.
B. All conductors shall be permanently tagged at wire trough and terminal boxes. Feeders
shall be identified at every accessible point with a permanent tag indicating circuit number.
Conductor tags shall be non-conductive.
C. All circuits and equipment shall be identified to correspond with
drawings and specifications.
D. Panel board shall contain a typewritten directory behind a plastic cover, located on
inside of door.
E. Install equipment identification nameplate at the top center of the equipment,
using a rubber-based adhesive.
1.12 CONNECTION
A. Make all connections for the power distribution and control devices. Install and connect
pump motor starters and controls for correction operation, including exact wiring
requirements as determined in accordance with control wiring diagrams furnished forthe
equipment.
B. Contractor shall submit work plan listing all likely service interruptions, the affected
locations, and their durations for Owner approval. Contractor shall coordinate
scheduling of every interruption with Owner prior to starting work.
1.13 TESTING
A. Upon completion of the work, the Contractor shall energize, start up, and test operate all
the systems and equipment in the presence of the Engineer and Owner.
B. All testing and measuring instruments and equipment required to test each system shall
be provided by the Contractor. Any defects or variances from standard or specified
conditions found during these tests shall be corrected by the Contractor at no cost to the
Owner. The following tests shall be performed:
1. The main service and all feeders and branch circuits shall be energized from the
normal power source. Amp meter and volt meter readings shall be made and
recorded as follows: Phase to phaseand phase to ground voltage at the main
service connection at motor starters or and panel board.
2. All circuit breakers shall be manually tripped and reset.
3. All defective equipment and/or components found during test shall be immediately
replaced.
4. All motors and controls shall be checked to verify correct connection and
operation.
5. A complete operating test of the instrumentation and control systems shall be
made to verify correct operation of each system and all related equipment.
C. Prior to the final test, continuity tests and insulation resistance tests shall be performed to
assure there are no shorts or unintentional grounds in the entire electrical system. Test
reading shall be recorded and given to the Engineer.
1.14 PERSONNEL AND EQUIPMENT
A. The Contractor shall provide the following:
1. Qualified personnel to conduct all testing.
2. The services of the equipment manufacturer's representative to assist in testing
their equipment, when the service is specified.
3. The services of the equipment manufacturer's representative to assist the Contractor
in the repair or troubleshooting of their equipment in the event that said equipment
fails to pass all tests.
4. All labor and equipment required for testing.
1.15 CLEAN-UP AND PAINTING
A. After all systems and equipment have been installed, the Contractor shall clean all
electrical equipment inside and outside the enclosures. All grease, dust, rust, and
chipped plaster and concrete shall be removed from the installed equipment. Each piece
of equipment shall be thoroughly cleaned and left in brand new condition. The project will
not be accepted as being finished until all such dirt and contamination has been
removed. The Contractor shall provide touch-up painting where finished surfaces have
received minor scratches during installation. Where electrical equipment with painted
surfaces has been installed in finished areas, any such damage to the painted surfaces
that cannot be corrected with minor touch-up painting shall be refinished at the factory at
no cost to the Owner. Equipment installed in finished areas having noticeable damage to
the finished surface will not be accepted.
PART 2. PRODUCTS (NOT USED)
PART 3. EXECUTION (NOT USED)
END OF SECTION
86-1 WIRES, CABLES AND CONNECTIONS
PARTI. GENERAL
1.1 WORK INCLUDED
A. The work included in this section covers the work necessary to furnish and install wires,
cables, and connectors for electrical and control circuits as shown on the drawings and
specified herein.
1.2 STANDARDS
A. Materials to bear UL labels.
1.3 SUBMITTALS
A. Submit for review properly identified manufacturer's literature and shop drawings giving wire
size, insulation type, rated voltage and temperature, and NEC designation.
PART 2. PRODUCTS
2.1 MATERIALS
A. Power Conductors (Above 50 Volts and Below 600 Volts):
1 Conductors shall be rated at 600 volts and conform toNEMA WC-7.
2. Conductors shall be composed of 98 percent annealed copper only, stranded. Furnish
conductor sizes for circuits as shown on Project Drawings. Minimum size shall be#12
AWG except as otherwise specified for control wiring.
3. All conductors shall be 600 volt minimum, type THWN, rated 75 degrees C wet or dry
maximum conductor temperature with polyvinyl chloride insulation, and shall comply
with UL standard for thermoplastic insulated wire.
4. All conductors shall be plainly marked on outer surface at least every two feet with
name of manufacturer, and size and grade ofinsulation.
5. Multiple conductors in the same conduit shall be considered to be a bundle.
6. Conductors and cables exposed to sun, weather and ground contact shall be rated
sunlight or UV resistant, approved for wet locations, flexible and abrasion resistant.
B. Color code all service, feeder, and branch circuit wire as follows:
1. 277/480 Volt System:
i. LightGray-Neutral;
H. Brown -Phase A;
iii. Orange- PhaseB;
iv. Yellow- Phase C.
2. Bonding conductor- green.
3. Solid colored insulation shall be used on all conductors#10 AWG and smaller and
colored vinyl tape banding over black insulation at all accessible locations for#8
AWG and larger.
C. Control Wiring:
1. All control wiring conductors shall be 600 volt type THWN. Minimum size shall be
#14AWG.
2. Control panel wiring shall be type MTW or as indicated on drawings. Minimum
size as indicated on drawings.
3. Conductors for control wiring shall be color coded,using color coding different than
for the power conductors specified above.
D. Instrumentation Wiring:
1. All instrumentation wires shall be soft annealed bare or tinned copper with PVC
flame retardant insulation, 300 volt rating except 600 volt rating when installed in
enclosures and/orraceways containing 480volt operating voltage, I05°C
temperature rating, overall cable shield and with a drain wire. All instrumentation
wires shall be minimum as indicated on drawings.
2. Instrument cables exposed to the sun, weather and ground contact shall be rated
sunlight or UV resistant, approved for wet locations, flexible and abrasion resistant.
E. Connectors, Terminals, and Splices:
1. Provide connectors, terminals, and splices for all power and lighting circuits using
600-volt wire and cable as follows:
a. Provide connectors, terminals, and splices, for all wire, cable, and equipment
and bus connections that are designed and approved for the specific type and
size of conductors being connected.
b. Connectors and terminals shall be designed and UL-approved for use with the
associated conductor material and shall provide a uniform compression over
the entire contact surface. Solderless terminal lugs shall be used on all
stranded conductors.
C. Pressure-crimp type connectors, terminals, and splices shall be applied with a
mechanical or hydraulic tool with proper size crimping dies for making each
connection. The tool shall be of the type that will not release until the correct
pressure has been applied.
PART 3. EXECUTION
3.1 INSTALLATION
A. Conductors shall not be pulled into conduit until all mechanical work is complete and ,
conduits have been swabbed and are free of any dirt or debris.
B. Pulling lubricants shall be of the type accepted for the particular cable insulation and as
recommended by the cable manufacturer.
C. Conductors in panel boards,junction boxes, pull boxes, etc.,shall be formed, grouped, and
cable tied to present a neat and orderly appearance.
D. Leading end of each conductor pulled shall be carefully examined for damage to jacket. If
damaged, cable shall be extended and further checked for damage with only good cable to
remain.
E. At each outlet, allow not less than 6 inches of slack for connection to load.
F. Tape all connections in 600-volt wire and cable as follows:
1. Tape all connections, splices, taps, and exposed barrels of terminal lugs with half-
lapped layers of 3M Scotch 33, vinyl plastic tape, or equal, applied to a thickness
equal to the conductor insulation and,in addition, apply at least two half-lapped
layers of 3M Scotch 88 vinyl plastic tape over the first layers of tape.
G. Wire and Cable Marking:
1. The convention for identifying and numbering all wires shall be consistent with the existing
marking system in Phase III, Modules 1, 2 and 3.
2. Identify each phase of all three phase feeder conductors with 3M Scotch 35, or equal,
vinyl plastic markingtape.
3. All feeders and branch circuit conductors and all control,alarm, and instrumentation wires
shall be identified at all terminations,junction boxes, and pull boxes asfollows:
a. Use Brady Company, or equal, self-sticking vinyl cloth wire markers for all
wire and cable identification.
b. Identify all conductors of control, alarm, and instrumentation systems with wire
numbers or terminal letters as indicated on the drawings.Where markings are not
indicated, the Contractor shall assign his own markings and indicate them on the
"Record Drawings" set of Project Drawings.
H. Installation of 600-volt Wire and Cable:
1. Install wire and cable in conduits and other enclosures as indicated on Project Drawings.
Except as otherwise indicated or specified, all wire and cable shall be installed in
continuous runs between terminal points without splicing.
2. Make splices and taps only in wire trough from terminals in terminal boxes and other
accessible enclosures.
3. Do not splice or tap control, alarm, or instrumentation wiring in
underground locations.
4. When pulling wire or cable, do not subject the wire or cable to a tension greater than
50 percent of the yield strength of the conductor. Pulling lugs shall be attached to the
conductor with a sleeve or grip over the cable sheath to prevent the insulation from
slipping.
5. Use a UL-approved lubricant to decrease friction when pulling cable in ducts and
conduits.
6. Do not subject cable to a bending radius less than 8 times the cable's outside diameter
during or after installation.
7. In wire trough, make splices first then encapsulate them in an epoxy resin sealing and
potting compound. Encapsulation of compression sleeve splices shall be with preformed
molds.
8. Pulling of wires and cable into conduits shall be performed by workers experienced in
this type of work and shall be done in a manner which will in no way damage the
insulation.
9. Sufficient lengths (minimum of three-feet) of wire shall be left at pull boxes for splicing
and/or connecting to equipment and apparatus without straining.
10. All conductors and cables to be installed in a single conduit shall be pulled at the same
time.
I. Wire Sizes. Drawings indicate wire and conduit sizes. Any changes shall be approved by the
Engineer.
J. Terminations:
1. Terminate solid conductors at screw terminals or mechanical connectors
furnished on devices and equipment.
2. Terminate stranded conductors at mechanical connectors furnished on equipment.
Where no connectors are included, provide suitable mechanical connectors.
3. Termination of stranded conductors on screw terminals will not be permitted. Provide
suitable size compression or mechanical-type connector with spade tongue.
3.2 TESTING
A. Continuity tests and insulation-resistance tests shall be performed to assure there are no
shorts or unintentional grounds.The insulation resistance shall be measured with a 2500-volt
DC megger at twice the conductor voltage and should read greater than 50 megohm
(conductor to conductor and conductor to ground). Test readings shall be recorded and a
certified copy given to the Engineer.
END OFSECTION
86-2 GROUNDING
PART 1. GENERAL
1.1 WORK INCLUDED
A. The work included in this Section covers the work necessary to provide a grounding system
complete as indicated on the Project Drawings and specified herein.
1.2 QUALITY ASSURANCE
A. Materials shall bear UL label.
B. The electrical system and equipment shall be grounded in accordance with
the requirements of the NEC and as specified.
C. Grounding system installation shall conform to NFPA 70 and the NEC.
D. Grounding system shall be installed as shown on drawings.
E. Install in all conduit runs an insulated, green equipment grounding conductor and bond in
accordance with the NEC.
PART 2. PRODUCTS
2.1 MATERIALS
A. The grounding conductor shall be an insulated copper wire of size indicated. Where not
indicated,the conductor shall be in accordance with the requirements of the NEC except that
minimum size shall be No. 12. Inaccessible connections shall be made with the exothermic
welding process using equipment manufactured by Burndy or Erico Products. Accessible
connections shall be made with multiple bolt silicon bronze connectors specifically designed
and approved for the connection to be made. Connectors shall be as manufactured by
Burndy or O.Z. Gedney Electric. Grounding jumpers shall be provided across metal parts
which are separated by non-conducting materials or joined so that there is a low resistance
at the joints. Grounding cable shall not be buried directly in concrete, but a conduit sleeve
shall be provided where cable passes through concrete. Grounding cable buried in earth
shall betinned.
B. Grounding Source:
1. The ground source shall consist of existing ground rods, grids, and other existing
ground sources except as noted below.
2. Maximum resistance to ground shall be 1 ohm.Additional ground rods shall be
driven if required to maintain this level.
3. Verify locations of utilities and liner with Engineer prior to installation of
grounding rods.
C. Ground Rods. Unless as specified on the Project Drawings, copper clad steel rod shall be not
less than 3/4 inch in diameter, 10 feet long, driven full length into the earth. Maximum ground
resistance shall not exceed 25 ohms under normal dry conditions. Verify locations of utilities
and liner prior to installation of grounding walls. Test grounding resistance using a "fall of
potential/3-point'grounding electrode testing meter.
D. Parts to be grounded. Parts to be grounded include fences, disconnect switch frame, frame,
fittings,fixtures and devices, cable sheaths, neutral of transformers,wire trough and raceways,
motor frames, skid frame, and devices, and all other parts and equipment as required by NEC.
Neutral wire shall never be used as grounding means.
E. Conductor. All grounding conductors shall be green insulated copper stranded cable, soft
drawn or annealed, sized as indicated on drawings. Bare copper grounding conductors
may be used when encased in concrete or buried below grade.
PART 3. EXECUTION
3.1 INSTALLATION
A. All connections to equipment, bus, or conduit shall be made with approved type of
solderless connector and shall be unpainted and thoroughly cleaned before
connection is made to insure a good metal contact.
B. All connections which will be inaccessible after completion of project shall be made
by exothermic weld process.
C. The lighting fixture shall be grounded by means of a conductor between the outlet box and
fixture. All enclosures, junction boxes and panels shall be grounded with a grounding
conductor that is continuous to the electrical service main bonding jumper. Conduits
connecting to enclosures using concentric knockouts, are 2" in diameter or larger, or on a
480/277 volt system shall be bonded by using a grounding hub. All conduit connections to
cabinets, pull boxes, junction boxes, etc., shall be drawn up sufficiently tight to assure a
continuous metal-to-metal bond.
D. Bond all conduits stubbing under motor starter panels, wire trough, motor control center,
and similar locations using bonding bushings.
E. Provide a bonding wire in all flexible conduits and connect to the boxes at each end in an
approved manner.
F. Flexible conduit shall not be used as a grounding medium.
Ground receptacles to their outlet boxes by means of a grounding conductor from the
green terminal on the receptacle to a grounding screw in the outlet box.
G.
H. Ground the neutral of each dry type transformer. It shall be bonded with the grounding
conductor that is continuous to the electric service, and shall be grounded to the enclosure
housing the transformer. The main bonding jumper(transformer secondary side neutral-
ground connection) shall provide the grounding conductor for the transformer loads..
END OF SECTION
86-3 RACEWAYS
PART I. GENERAL
1.1 WORK INCLUDED
A. The work included in this Section covers the work necessary to furnish and install raceways for
electrical and control wiring as shown on the drawings and specified herein.
1.2 STANDARDS
A. Size of raceways shall be not less than NEC requirements, but in no case shall be less than
indicated on the drawings. Project Drawings are diagrammatic and routing of conduits shall be
made by the Contractor to avoid interference with other work.
B. Materials shall bear UL labels.
1.3 RELATED WORK
A. Section 86— Basic Electrical Requirements.
1.4 SHOP DRAWINGS
A. Submitforreview properly identified manufacturer's literature and shop drawings giving
materials, finishes, dimensions, weights, and standards compliance.
PART 2. PRODUCTS
2.1 MATERIALS
A. Rigid Steel Conduit. Use rigid steel conduit for aboveground, including bushings, couplings, elbows,
nipples, and other fittings, galvanized by hot-dipping, and meeting the requirements of UL and NEC.
All conduit connections shall be threaded, Do not use set screw-type or compression couplings,
bushings, elbows, nipples, and other fittings, unless approved by the Engineer. All below grade to
above grade transitions shall be rigid steel conduit with a minimum of three feet of rigid steel conduit
below grade. Below grade rigid steel conduit shall be PVC jacketed, or double half-lap 20 mil
conduit wrap. All below grade rigid steel conduit couplings and fittings shall be double half-lap 20
mil conduit wrap wrapped, to include PVC adapter connections.
B. PVC Conduit. Use PVC conduit, elbows, couplings, for underground direct burial meeting the
requirements of UL and NEC. Conduit size and schedule shall be as shown on plans. Conduit color
shall be grey with labeling as required per UL and NEC.
C. Flexible Metal Conduit, Liquid-tight. Unless as noted on the drawings at pump motors and field
mounted devices, use UL listed liquid-tight flexible metal conduit consisting of galvanized steel
flexible conduit covered with an extruded PVCjacket and terminated with nylon bushings or bushings
with steel, or malleable iron body and insulated throat and sealing 0-ring (approved metallic liquid-
tight flexible connectors).
D. Conduit Sealing Fittings. Unless noted otherwise on the Project Drawings, the Contractor shall
use EYD conduit sealing fittings consisting of body and closure made of ferraloy or malleable
iron with zinc electroplate finishes and removable nipple made of steel with zinc electroplate
finishes.
E. Sealing Compound. Material shall maintain its dimension and integrity while preventing the
passage of flame and gases under conditions of installation and use when exposed to the ASTM
El 19 time-temperature curve for a time period equivalent to the rating of the assembly penetrated.
PART 3. EXECUTION
3.1 INSTALLATION
A. Changes in directions of raceway runs shall be made with symmetrical bends or cast metal fittings.
Field-made bends and offsets shall be made with a hickey or conduit bending machine specifically
for size and type of conduit used. Minimum radius shall be 8 times conduit diameter for rigid metal
conduit and PVC jacketed rigid metal conduit. Crushed or deformed raceways shall not be used.
Use factory formed fittings for surface raceways.
B. Except where boxes, panels, and other equipment have threaded openings, make conduit
connections with malleable or diecast conduit hubs. Where conduit bonding is required use
conduit hubs with bonding lugs. :
C. Location and Use of Each Type of Conduit:
1. Galvanized rigid steel conduit shall be used:
a. When installed aboveground.
2. PVC conduit shall be used:
a. When installed underground.
b. Trenches for direct buried conduit shall be free of rocks and other material.
C. All joints in conduit shall utilize conduit manufacturer's specified joint
compound.
3. All nicks, cuts, abrasions, etc. of the PVC jacket shall be patched to the project Engineer's
satisfaction utilizing conduit manufacturer's specified patch materials
4. Liquid-tight flexible metal conduit shall be used for connections to vibrating equipment in
wet and damp locations and exterior locations. Install liquid-tight flexible metal conduit so
that liquids run off surface and drain away from fittings. Provide not less than 18-inch and
not more than 24-inch length where practical. Shorter lengths shall have project
Engineer's approval prior to installation.
D. Raceway Fastening and Supports:
1. Supports:
a. Secure support and fasten in place exposed raceways at intervals of not more than
4 feet, within 3 feet of any bend and termination to outlet or junction box. This shall
apply on vertical runs as well as horizontal runs.
b. Support individual horizontal conduits not larger than 1-1/2 inches in diameter by
means of malleable one-hole pipe straps with matching back strap or properly sized
Unistrut-type straps where applicable.
2. Fastenings:
a. To Concrete or Solid Brick Masonry: By expansion bolts. Holes drilled to a depth of
more than 1-1/2 inch in reinforced concrete beams or to a depth of more than 3/4
inch in concrete joists shall avoid cutting the main reinforcing bars. Holes not used
shall be filled with mortar.
b. To Steel Work: Machine screws, welded threaded studs, or spring- tension
clamps. Raceways or pipe straps shall not be welded to steel structures.
C. Nail-type nylon anchors or threaded studs driven in by a powder charge and provided
with lock washers and nuts may be used in lieu of expansion bolts or machine screws.
d. Threaded C-clamps shall not be used.
E. Conduit Sealing Fittings:
1. Provide conduit sealing fittings as required by the NEC and as shown on the Project
Drawings.
F. Raceways Seals:
1. Seal the end entering the equipment and device box with the specified sealing compound
to prevent the entrance of gases.
2. Conduit with Wires. Separate wires so that sealant can penetrate between wires, and
between wires and conduit
END OFSECTION
86-7 SUMP PLC REQUIREMENTS
PART I. GENERAL
1.1 WORK INCLUDED
A. The work described in this section consists of furnishing all labor, materials, equipment, and
installation required for the complete, satisfactory, and approved systems as indicated on the
Project Drawings and called for in these Specifications.
B. The Contractor shall install complete and operating electrical systems as indicated in
Section 26 00 00, Basic Electrical Requirements and as stated in the below
specification.
1.2 CODES AND STANDARDS
A. Reference within these Specifications to standards, codes, or reference specifications
implies that any item, product, or material so identified must comply with all minimum
requirements as stated therein, unless indicated otherwise. Only the latest revised
editions are applicable.
B. The Specifications, codes, and standards listed below form a part of these
Specifications:
1. National Electrical Code (NEC).
2. Underwriters' Laboratories (UL).
3. National Electrical Manufacturers Association (NEMA).
4. Insulated Cable Engineers Association (ICEA).
5. American Society for Testing and Materials(ASTM).
6. Instrument Society of America(ISA).
C. Testing and Laboratory Listing/Approval: Equipment and material shall be UL listed
where standards have been established, and shall be identified for the purpose
intended. Obtain and pay for all necessary laboratory testing, inspection, and approval
of unlisted equipment or material where listing is required by the Department of Building
and Safety.
1.3 DRAWINGS
A. The Project Drawings indicate the extent and general arrangements of equipment and
wiring systems. If any departures from the drawings are deemed necessary by the
Contractor, details of such departures and
reasons therefor shall be submitted to the Engineer for approval within 30 days after award
of the Contract. No such departures shall be made without the prior written approval of the
Engineer. All items not specifically mentioned in the Specifications or noted on the
drawings but obviously necessary to make a complete working installation shall be
included.
1.4 SUBMITTALS
A. Shop Drawings:
1. Refer to Section 86, Basic Electrical Requirements, for submittal requirements.
B. Operation and Maintenance Manuals:
1. The operation and maintenance manuals shall include the name, address, and phone
number of the supplier and nearest manufacturer's representative and shall contain a
complete parts list for each system. The operation and maintenance manuals shall
include the name, address, and phone number of the supplier and nearest
manufacturer's representative and shall contain a complete parts list for each system.
2. The Contractor will reference the Operation and Maintenance manual for
the SCADA system.
a. The manual will provide specific instructions on:
1) How to connect to the SCADA system once you are connected
to the County network.
2) How to retrieve data from the system.
3) How to change set points
4) Manual overriding of pumps, valves, and motors
5) Minimum troubleshooting instructions for:
a)how to reboot the computers
b) how to re-align the antenna
c)how to re-connect control panels to the WIFI network
d) how to test for panel connectivity
e) how to test data logging at the panel and at the SCADA
PC
f) how to recover lost data from the panel USB stick
1.5 EQUIPMENT MANUAL AND OWNER INSTRUCTIONS
A. Upon completion of the work, the Contractor shall prepare and deliver to the Engineerfive
complete sets of the operation and maintenance manuals for each electrical system
installed. The manuals shall consist of detailed drawings of catalog sheets for each
component, replacement parts lists, wiring diagrams, maintenance instructions, and
description of system operation. Contractor shall provide five hard copy sets and an
electronic file in an Engineer-approved format.
B. Contractor shall provide five sets of PLC, communication, SCADA configuration and
program software in hard copy and County-approved electronic format.
C. The Contractor shall provide qualified instructors for a minimum of 8 hours of instruction to
designated County personnel in the operation and maintenance of all systems.
1.6 COORDINATION WITH OTHER TRADES
A. The Contractor shall plan and lay out the electrical work in order to be compatible with
the site, equipment location, panel mounting, and piping system.
1.7 STORAGE
A. All materials shall be stored in a safe, orderly manner. Materials shall not bestored directly
on the ground or floor and shall be kept clean, dry, and free from damage or deteriorating
elements. Damaged or rusted materials shall not be installed.
1.8 MATERIALS
A. All equipment, materials, and components shall be new, standard, current products by
manufacturers regularly engaged in the production of such equipment and be the
manufacturer's latest design. All components by same manufacturer shall be mechanically and
electrically compatible with rating of apparatus in which they are installed. All materials shall
bear the label of Underwriters Laboratory for the intended use in all cases where this labeling
is available or shall be materials reviewed by the code enforcing authorities and Engineer.
Equipment of a similar nature shall be identical.
B. The Contractor shall provide and install the specified component, and no substitutions
will be allowed for items listed as sole-sourced.
1.9 ACCESSORIES
A. All hardware and accessory fittings shall be of a type designed, intended, or appropriate
for their use, complement the items with which they are used, and shall have corrosion
protection suitable for the atmosphere in which they are installed. All such hardware shall
be U.S. standard sizes.
1.10 INSTALLATION
A. All materials shall be installed at the locations shown on the drawings and in accordance
with the specific manufacturer's recommended installation methods.
B. All equipment shall be set level at the correct heights, properly aligned, and, where in
sections, shall be boltedtogether.
C. Secure all materials and equipment firmly in place. Do not weld electrical materials for
attachment and/or support.
D. All screws, bolts, nuts, clamps, fittings, or other fastening devices shall be made uptight.
E. All materials and equipment shall be installed complete, including screws or bolts, covers,
plates, fittings, etc.
F. Follow the installation directions and recommendations of the materials and
equipment manufacturers.
1.11 IDENTIFICATION
A. Electrical equipment shall be clearly and permanently labeled with a securely fastened
nameplate. Nameplates shall be 1/16-inch thick engraved laminated plastic and shall have
3/16-inch high white letters on a black background. Nameplates shall be provided for all fused
disconnect, control panel, and circuit breaker panels.
B. All conductors shall be permanently tagged at wire trough and terminal boxes. Feeders shall
be identified at every accessible point with a permanent tag indicating circuit number.
Conductor tags shall be non-conductive.
C. All circuits and equipment shall be identified to correspond with drawings and
specifications.
D. Panel board shall contain a typewritten directory behind a plastic cover, located on inside
of door.
E. Install equipment identification nameplate at the top center of the equipment, using a
rubber-based adhesive.
1.12 CONNECTION
A. Make all connections for the power distribution and control devices. Install and connect motor
starters and controls, including exact wiring requirements as determined in accordance with
control wiring diagrams furnished for the equipment.
1.13 TESTING
A. Upon completion of the work, the Contractor shall energize, start up, and test operate all the
systems and equipment in the presence of the Engineer and County.All testing and measuring
instruments and equipment required to test each system shall be provided by the Contractor.
Any defects or variances from standard or specified conditions found during these tests shall be
corrected by the Contractor at no cost to the County.The followingtests shall be performed:
1. The main service and all feeders and branch circuits shall be energized from the
normal power source. Amp meter and volt meter readings shall be made and
recorded as follows:
a. Phase to phase and phase to ground voltage at the main service connection
at motor starters or and panel board.
b. Correct pump motor rotation direction.
2. All circuit breakers shall be manually tripped and reset.
3. All defective lamps found during test shall be immediately replaced.
4. All receptacles and light switches shall be tested to verify they are connected
properly.
5. All motors and controls shall be checked to verify correct connection and operation.
6. Wire trough and panel board shall be inspected prior to installing covers to verify
correct sizes and color coding.
7. A complete operating test of the instrumentation and control systems shall be made
to verify correct operation of each system and all related equipment.
8. The Contractor will perform resistance grounding test as per 26 05 26-1 2.1 B.2.
9. Final acceptance of the system will require that SCADA system run for the period of
30 consecutive days without loss of basic functions.
B. Prior to the final test, continuity tests and insulation resistance tests shall be performed to
assure there are no shorts or unintentional grounds in the entire electrical system. Test
readings shall be recorded and given to the Engineer.
1.14 PERSONNEL AND EQUIPMENT
A. The Contractor shall provide the following:
1. Qualified personnel to conduct all testing.
2. The services of the equipment manufacturer's representative to assist in
testing their equipment, when the service is specified.
3. The services of the equipment manufacturer's representative to assist the
Contractor in the repair or troubleshooting of their equipment in the eventthat
said equipment fails to pass all tests.
4. All labor and equipment required for testing.
1.15 CLEAN-UP AND PAINTING
A. After all systems and equipment have been installed; the Contractor shall clean all electrical
equipment inside and outside the enclosures. All grease, dust, rust, and chipped plaster and
concrete shall be removed from the installed equipment. Each piece of equipment shall be
thoroughly cleaned and left in new condition.The project will not be accepted as being finished
until all such dirt and contamination has been removed. The Contractor shall provide touch-
up painting where finished surfaces have received minor scratches during installation.Where
electrical equipment with painted surfaces has been installed in finished areas, any such
damage to the painted surfaces that cannot be corrected with minor touch-up painting shall be
refinished at the factory at no cost to the County. Equipment installed in finished areas having
noticeable damage to the finished surface will not be accepted.
PART 2. PRODUCTS
2.1 PLC
A. Approved PLC manufacturer is Automation Direct as shown on the Plans.
2.2 PLC HARDWARE
A. Minimum of 1 Rack with 9 slot count.
B. The H2-ECOM-100 is the only approved Ethernet card. Itwill be installed in the last slot of
the first rack.
C. D2-FILL will be used to fill spare slots.
2.3 COMMUNICATION PROTOCOL
A. The PLC's will communicate via the H2ECOM-100 card using ECOM.The Contractorwill
provide Windows-based drivers by Kepware(KepServer EX) for the Kayo family of PLC's.
B. Wi-Fi radio module to be MOXA AWK-3121 US-T for high ambient temperature applications.
2.4 FUNCTIONALITY
A. The operator will have remote start/stop and alarm reset ability from 3rd party SCADA via
Windows based PC communications driver. The Contractor will configure the KepServer EX to
use the Suite Link communications between the driver and the HMI application.
2.5 DISPLAY
A. The Control Panel shall be provided with operator interface display for the viewing of system
parameters, control set points, alarms and shutdowns.
B. The Control Panel shall have the same functionality as the County's existing system.
C. The operator will have full control of the sump.
1. They will be able to adjust set points, start and stop the sump and any
associated equipment.
2. They will be able to manually operate any associated equipment via the touch
screen.
3. A minimum of 3 security levels to match the existing system will be required for
the display.
a. None-the user has view-only rights on all the system parameters.
b. Operator-the user can view all system parameters, and can stop/start
thesumps.
C. Engineer-the user has the same access privilege as the operator but can
also modify PID parameters and forcelogic.
D. Display shall be installed on an inner door behind the main control panel door.
E. The touch screen display shall be an Automation Direct PN: EA7-T6CL.
a. It shall be supplied with one 128 megabyteflash drives. The Contractor will
setup the panels to log the following data tothe USB drive:
i. Liquid level and Liquid Flow
b. The AC power adapter: EA-AC.
a One (1) EA-CF-128MB CFcard.
2.6 CONTROL PANEL
A. Climate control from Section 26 09 18 will be required.
B. External controls:
1 . External panel disconnect shall be provided. It shall be located on the right side of
the panel.
2. HOA/ HO controls for the pump will be installed on the inner door.
3. The panel will contain a single stack beacon.
I. A flashing red light indicating high liquid level or motor fault
1. A flashing blue light for SCADA or communication problem.
4. The wireless radio antennas shall be connected using lightning surge arrestors.
The surge arrestors will ground to the panel.
5. The panel will be grounded using a copper grounding rod at least 10feet long. The
locations of utilities and the liner shall be verified with Engineer before installation
of grounding rods.
2.7 PLC ALARMS
A. The PLC shall provide all the alarms necessary to safely control the equipment.
1 . The PLC shall make available all the alarms to a 3rd party SCADA. Address list
with the alarm descriptions and set points shall be provided.
2. The PLC shall provide remote alarm acknowledgement via the SCADA.
3. In addition to the alarms above, the PLC shall provide open loop alarms for all
analog signals. If these signals are used to control equipment, then the alarms
will cause the system/equipment to stop.
2.8 FACTORY TEST AND GUARANTEE
A. The Manufacturer shall test the completed panel in their facility and shall provide a written
report detailing the results of the test.
B. If not specifically indicated for a longer period, equipment and accessories supplied by the
Manufacturer under this Division shall be guaranteed for a period of not less than one year
from date of acceptance by the County. One year guarantee on all equipment, regardless of
shippingdate.
PART 3. EXECUTION
3.1 INTEGRATED SYSTEM
A. New control panel PLC and HMI touch screen to be configured and function similar to
existing.
B. The following functions shall be included in the 3rdparty SCADA application Landfill Module
Leachate and Lysimeter Sumps interface:
1. Sump liquid level (actual)
2. Sump pump on/off status
3. Sump pump auto/start/ stop
4. Flow rate and totalizer with reset
5. Runtime hours
6. Runtime status
7. HOA/ HO Selector indication
8. Alarm status
3.2 PANEL SCREEN FUNCTION
A. All analog values shall include color changing indicators when the operating parameters exceed
limits. These limits shall be user configurable by the user"Engineer."
1 LOLO = blue
2 LO = cyan
3 Normal = green
4 HI = yellow
5 HIHI = red
B. All analog points shall have a pop-up information screen indicating the above parameters, a
description of that point and its P&ID reference number.
END OF SECTION
86-8 CONTROL PANEL REQUIREMENTS
PART 1. GENERAL
1.1 CODES AND STANDARDS
A. Reference within these Specifications to standards, codes, or reference specifications
implies that any item, product, or material so identified must comply with all minimum
requirements as stated therein, unless indicated otherwise. Only the latest revised
editions are applicable.
B. The Specifications, codes, and standards listed below form a part of these
Specifications:
1. National Electrical Code (NEC).
2. Underwriters' Laboratories(UL).
3. National Electrical Manufacturers Association (NEMA).
4. Insulated Cable Engineers Association (ICEA).
5. American Society for Testing and Materials (ASTM).
6. Instrument Society of America (ISA).
C. Testing and Laboratory Listing/Approval: Equipment and material shall be UL listed where
standards have been established and shall be identified for the purpose intended. Obtain
and pay for all necessary laboratory testing, inspection, and approval of unlisted
equipment or material where listing is required by the Fresno County Department of Public
Works and Planning.
1.2 DRAWINGS
A. Refer to Section 86 for Work depicted by Drawings
1.3 SUBMITTALS
A. Refer to Section 86 for submittal requirements
1.4 EQUIPMENT MANUAL AND COUNTY INSTRUCTIONS
Upon completion of the work, the Contractor shall prepare and deliver to the Engineer two
complete sets of the operation and maintenance manuals for each electrical, system
installed. The manuals shall consist of detailed drawings of catalog sheets for each
component, replacement parts lists, wiring diagrams, maintenance instructions, and
description of system operation.
1.5 STORAGE
All materials shall be stored in a safe, orderly manner. Materials shall not be stored directly
on the ground or floor and shall be kept clean, dry, and free from damage or deteriorating
elements. Damaged or rusted materials shall not be installed.
1.6 MATERIALS
A. All equipment, materials, and components shall be new, standard, current products by
manufacturers regularly engaged in the production of such equipment and be the
manufacturer's latest design. All components by same manufacturer shall be
mechanically and electrically compatible with rating of apparatus in which they are
installed. All materials shall bearthe label of Underwriters Laboratory for the intended
use in all cases where this labeling is available or shall be materials reviewed by the
code enforcing authorities and Engineer. Equipment of a similar nature shall be
identical.
B. The Contractor shall provide and install the specified component, and no substitutions
will be allowed for items listed as sole-sourced.
1.7 ACCESSORIES
A. All hardware and accessory fittings shall be of a type designed, intended, or appropriate for
their use, complement the items with which they are used, and shall have corrosion
protection suitable for the atmosphere in which they are installed. All such hardware shall
be U.S. standardsizes.
1.8 INSTALLATION
A. All materials shall be installed at the locations shown on the Project Drawings and in
accordance with the specific manufacturer's recommended installation methods.
B. All equipment shall be set level at the correct heights, properly aligned, and, where
in sections, shall be bolted together.
C. Secure all materials and equipment firmly in place. Do not weld electrical materials for
attachment and/or support.
D. All screws, bolts, nuts, clamps, fittings, or other fastening devices shall be made up tight.
E. All materials and equipment shall be installed complete, including screws or
bolts, covers, plates, fittings, etc.
F. Follow the installation directions and recommendations of the materials and
equipment manufacturers.
1.9 IDENTIFICATION
A. Electrical equipment shall be clearly and permanently labeled with a securely fastened
nameplate. Nameplates shall be 1/1 6-inch thick engraved laminated plastic and shall have
3/16-inch high white letters on a black background. Plates shall be provided for all fused
disconnect, control panel, and circuit breaker panels.
B. All conductors shall be permanently tagged at wire trough and terminal boxes. Feeders shall
be identified at every accessible point with a permanent tag indicating circuit number.
Conductor tags shall be non-conductive.
C. All circuits and equipment shall be identified to correspond with drawings
and specifications.
D. Install equipment identification nameplate at the top center of the equipment, using
a rubber-based adhesive.
1.10 TESTING
A. Upon completion of the work, the Contractor shall energize, start up, and test operate all the
systems and equipment in the presence of the Engineer and County. All testing and
measuring instruments and equipment required to test each system shall be provided by the
Contractor.Any defects or variances from standard or specified conditions found during these
tests shall be corrected by the Contractor at no cost to the County. The following tests shall
be performed:
1. The main service and all feeders and branch circuits shall be energized from
the normal power source.Amp meter and volt meter readings shall be made and
recorded as follows: Phase to phase and phase to ground voltage at the main
service connection at motor starters and panel board.
2. All circuit breakers shall be manually tripped and reset.
3. All defective lamps found during test shall be immediately replaced.
4. All receptacles and light switches shall be tested to verify they are connected
properly.
5. All motors and controls shall be checked to verify correct connection and
operation.
6. Wire trough and panel board shall be inspected prior to installing covers to
verify correct sizes and color coding.
7. A complete operating test of the instrumentation and control systems shall be
made to verify correct operation of each system and all related equipment.
B. Prior to the final test, continuity tests and insulation resistance tests shall be performed to
assure there are no shorts or unintentional grounds in the entire electrical system. Test
reading shall be recorded and given to the Engineer.
1.11 CLEAN-UP AND PAINTING
A. After all systems and equipment have been installed; the Contractor shall clean all electrical
equipment inside and outside the enclosures. All grease, dust, rust, and chipped plaster
and concrete shall be removed from the installed equipment. Each piece of equipment shall
be thoroughly cleaned and left in new condition. The project will not be accepted as being
finished until all such dirt and contamination has been removed. The Contractor shall
provide touch-up painting where finished surfaces have received minor scratches during
installation. Where electrical equipment with painted surfaces has been installed in finished
areas,anysuch damagetothe painted surfaces thatcannot be corrected with minor touch-up
painting shall be refinished at the factory at no cost to the County. Equipment installed in
finished areas having noticeable damage to the finished surface will not be accepted.
1.12 PERSONNEL AND EQUIPMENT
A. The Contractor shall provide the following within 15 days of Notice of Award:
1. Qualified personnel to conduct all testing.
2. Requirements for Contractors/Sub-Contractors:
a. Submit resume qualifications
b. Work history of at least 6 similar projects including the following experience.
C. PLC installation: 4 years minimum experience
d. Wonderware: 4 years minimum experience
e. WiFi installation: 4 years minimum experience
f. Windows Server 2003 proficient
g. Dell open manage software proficient
3. The services of the equipment manufacturer's representative are to assist in
testing their equipment, when the service is specified.
4. The services of the equipment manufacturer's representative to assist the
Contractor in the repair or troubleshooting of their equipment in the event that
said equipment fails to pass all tests.
5. All labor and equipment required for testing.
PART 2. PRODUCTS
2.1 CONTROL PANEL
A. DRAWINGS
1. Before the Contractor will be authorized to build the panel, the Contractor shall
provide Bill-of-Materials, panel layout drawing, and manufacturer cut sheets.
2. Upon acceptance of the control panel the contactor shall provide AS-BUILT
documentation of the control panel within 2 weeks of the written acceptance.
B. PANEL RATINGS
1. The panel shall be rated for the specified area classification, but shall be a
minimum of NEMA 3R/12/4 for unclassified areas.
2. The panel shall be no less than 16"deep, unless otherwise specified by the
Engineer or Contract Drawing set.
C. CLIMATE CONTROL
1. Cooling
a. Panel heat exchanger will be used to control the internal panel temperatures.
The heat exchanger will not mix panel air with outside air.
b. The panel heat exchanger will be supplied with louvered inlet with removable
filter, and exhaust vents.
C. The panel rating with the heat exchanger installed will not be less than NEMA-
3/3R.
2. A panel heater will be sized to maintain the panel at 40' F in -5° F weather.
The panel heater will be wired through a breaker.
D. PANEL APPEARANCE
1. The control panel external door will be supplied with the door hinged on the left-
hand side.
2. The control panel exterior color shall be stainless steel. This applies to
leachate control panels
3. The inner door shall be hinged on the left-hand side and white in color.
4. The inner door will have a thumb screw locks that will not require more than
1/2 a turn to open or close.
5. The panel shall have interior panel lighting with manually operated switches located
on the top left comer of inner door.
6. The control panel shall be lockable using a standard lock to be supplied by
Engineer.
7. Indication lights, switches, and buttons shall be installed on the inner panel door. No
devices shall be installed on the exterior panel door.
E. WIRING
1. All PLC 1/0 shall be wired to terminals.
2. Unused 1/0 shall be labeled as spare.
3. Panel wiring shall be color coded per NEC code requirements.
4. Minimum wire size for control wire is 18 AWG.
5. Analog isolators shall be provided for all analog circuits. The only
acceptable isolators are Automation Direct part numbers.
6. No components shall be installed on the back panel closer than 1"from any wall.
7. Panel shall be U.L. labeled.
8. All conduit runs shall enter the panel through the bottom of the panel.
9. All radio antenna cables shall enter the panels through the bottom of the enclosures
and be provided with drip loops.
F. WIREWAY
1. The minimum wireway height will be 4".
2. A minimum clearance of I inch shall be kept between the wireway and wire
terminals and or devices.
3. The wireway shall be dark grey color only.
4. The back panel will be framed by wireway.
5. The wireway will be installed inset a minimum of 1/2"from the edge of the
backpanel.
G. RECEPTACLES
1. Quantity of four(4)grey 120VAC receptacles with a breaker shall be provided
and wired through a breaker.
H. EMT ISOLATION
1. If 480 VAC is provided in the panel, it will be isolated from the control voltages
(120 VAC/+24VDC).
2. The panel will be supplied with EMI protection for control voltages.
I. POWER
1. All 120 VAC circuits shall have breakers. Fuses are not permitted.
2. A 500 VA UPS battery backup shall be provided. Acceptable
manufacturers are:
a. Tripplite
b. Belkin
C. APC
3. The PLC and the DC power supply will be provided with a standard PC 120 VAC
pigtail. These pigtails will be plugged into the battery backup.
4. The 24VDC power supply commons (0 VDC) shall be grounded.
5. A minimum of five spare terminals shall be supplied for 24VDC and 0 VDC; for a
total of 10, five of each.
J. TERMINAL BLOCKS
1. Grey with pre-printed numbers
2. Terminal shall be jumpered using center comb-jumper only.
3. Terminals will be sized to accept gauge wires used.
4. Terminal blocks will be sized to clip onto 35mm din rail.
K. LABELING
1. All wires shall be labeled with preprinted labels on both ends.
2. The wire labels MUST match the design drawings labels.
3. All terminals shall be labeled with preprinted labels.
4. All panel devices(breakers, relays, etc.)shall be labeled per the electrical schematic.
5. Engraved phenolic labels shall be provided for all hardware, switches, lights, power
supplies, PLC racks,etc.
2.2 FACTORY TEST AND GUARANTEE
A. The Manufacturer shall test the completed panel in their facility and shall provide a written
report detailing the results of the test.
B. If not specifically indicated for a longer period, equipment and accessories supplied by the
Manufacturer under this Division shall be guaranteed for a period of not less than one year
from date of acceptance by the County. One year guarantee on all equipment, regardless
of shipping date.
PART 3. EXECUTION (NOT USED)
END OF SECTION
DIVISION XI MATERIALS
90 CONCRETE
Replace Section 90-1.01 D(3)with:
90-1.01 D(3) Shrinkage
If shrinkage limitations are specified, test the concrete under AASHTO T 160, modified as follows:
1. Prepare specimens that have a 4 by 4-inch cross section.
2. Remove each specimen from the mold 23 ± 1 hours after mixing the concrete and place the
specimen in lime water at 73± 3 degrees F until 7 days age.
3. Take a comparator reading at 7 days age and record it as the initial reading.
4. Store the specimens in a humidity-controlled room maintained at 73 ± 3 degrees F and 50 ±4 percent
relative humidity for the remainder of the test.
5. Take subsequent readings at 7, 14, 21, and 28 days drying.
Perform AASHTO T 160 testing at a laboratory that is accredited to perform AASHTO T 160 or that
maintains a current rating of 3 or better for the Cement and Concrete Reference Laboratory concrete
proficiency sample program.
Shrinkage test data authorized by Caltrans no more than 3 years before the 1st day of the Contract is
authorized for the entire Contract. The test data must be for concrete with similar proportions and using
the same materials and material sources to be used on the Contract. Concrete is considered to have
similar proportions if no more than 2 mix design elements are varied and the variation is within the
tolerances shown in the following table:
Mix design element Tolerance ±
Water to cementitious material ratio 0.03
Total water content % 5
Coarse aggregate content % 10
Fine aggregate content % 10
SCM content % 5
Admixture as originally doseda % 25
aAdmixtures must be the same brand.
Replace Section 90-2.02E With:
90-2.02E Production
Sections 90-1.02F, 90-1.02G(1), 90-1.02G(2), 90-1.02G(3), and 90-1.02G(4)do not apply to minor
concrete.
Store, proportion, mix, transport, and discharge the cementitious material, water, aggregate, and
admixtures in compliance with recognized standards of good practice that result in thoroughly and
uniformly mixed concrete suitable for the intended use. Recognized standards of good practice are
outlined in various industry publications, such as those issued by ACI, AASHTO, or by Caltrans.
Use a quantity of water that produces concrete with a consistency that complies with section 90-1.02G(6).
Do not add water during hauling or after arrival at the delivery point unless allowed by the Engineer.
Discharge ready-mixed concrete from the transport vehicle while the concrete is still plastic and before
stiffening occurs. Take whatever action is necessary to eliminate quick stiffening, except do not add
water.
Conditions contributing to quick stiffening are:
1. Elapsed time of 1.5 hours in agitating hauling equipment or 1 hour in nonagitating hauling equipment
2. More than 250 revolutions of the drum or blades after introduction of the cementitious material to the
aggregates
3. Concrete temperature over 90 degrees F
The mixing time in a stationary mixer must be at least 50 seconds and no more than 5 minutes.
The minimum required revolutions at mixing speed for transit-mixed concrete must be at least that
recommended by the mixer manufacturer and must be increased as needed to produce thoroughly and
uniformly mixed concrete.
If you add a high-range water-reducing admixture to the concrete at the job site, the total revolutions must
not exceed 300.
Replace Section 90-4.02 With:
90-4.02 MATERIALS
You may use Type III portland cement in PC concrete.
The specifications for SCM content in section 90-1.02B(3) do not apply to PC concrete.
For PC concrete, the SCM content must comply with one of the following:
1. Any combination of portland cement and SCM satisfying the following equation:
Equation 1:
[(25xUF) + (12x FA) + (10xFB) + (6xSL)]/TC>_X
where:
OF= silica fume, metakaolin, or UFFA, including the quantity in blended cement, Ib/cu yd
FA = natural pozzolan or fly ash complying with AASHTO M 295, Class F or N, with a CaO content of
up to 10 percent, including the quantity in blended cement, Ib/cu yd
FB= natural pozzolan or fly ash complying with AASHTO M 295, Class F or N, with a CaO content of
greater than 10 percent and up to 15 percent, including the quantity in blended cement, Ib/cu
yd
SL = GGBFS, including the quantity in blended cement, Ib/cu yd
TC= total quantity of cementitious material, Ib/cu yd
X= 0.0 for innocuous aggregate, 3.0 for all other aggregate
2. 15 percent Class F fly ash with at least 48 oz of LiNO3 solution added per 100 lb of portland cement.
The CaO content of the fly ash must not exceed 15 percent.
3. Any combination of SCM and portland cement for which the expansion of cementitious material and
aggregate does not exceed 0.10 percent when tested under ASTM C1567. Submit test data with
each mix design. Test data authorized by Caltranst no more than 3 years before the 1st day of the
Contract is authorized for the entire Contract. The test data must be for the same concrete mix and
must use the same materials and material sources to be used on the Contract.
If municipally supplied potable water is used for PC concrete, the testing specified in section 90-1.02D is
waived unless requested.
Portland cement based repair material must be on the Authorized Material List for precast Portland
cement based repair material.
DIVISION XII BUILDING CONSTRUCTION
99 LEACHATE/LYSIMETER ASSEMBLY
99-1.01 LEACHATE/LYSIMETER METER, METERING PIPE & FITTINGS
PVC Plastic Pipe and Fittings shall be furnished and installed including but not limited to all labor, materials,
tools, supervision, transportation, equipment and incidentals necessary to install PVC plastic pipe and
fittings as shown on the Plans, as specified in these Special Provisions, and as directed by the Engineer.
All PVC piping used in the Work shall be Schedule 80, unless noted otherwise. PVC piping used in the
Work shall meet the standardized dimensional requirements of ASTM D-1785 for Schedule 40, 80, and 120
PVC pipe.
PVC fittings used in the Work shall meet the requirements of ASTM D-2464, ASTM D-2466, and ASTM D-
2467 for PVC fittings.
PVC pipe made in accordance with ASTM D-1785, Schedule 40, 80, and 120, shall have an ASTM D-1784
Cell Classification of 12454.
PVC Pipe shall meet Dimensions and Tolerances (IPS Schedule 40 Series), Pipe Flattening, and Impact
Strength requirements of ASTM F-891.
The following information shall be clearly marked on the fittings and pipe, at regular intervals:
A. Name and/or trademark of the pipe manufacturer.
B. Nominal pipe size.
C. Pipe Schedule.
D. Material designation (e.g. PE 3408).
E. Production code for which date and place of manufacture can be determined.
All PVC fittings used in the work shall be Schedule 80, unless noted otherwise. Fitting components that
use socket type solvent welded connections shall have socket diameters, lengths, and wall thickness as
required by ASTM D-2466 for SCH 40 or ASTM D-2467 for SCH 80.
Schedule 80 components using taper pipe thread connections shall have thread lengths, diameters, and
configurations in conformance with ASTM D-2464 and ANSI B 1.20.1.
Fittings shall be industrial, heavy duty, hub style.
Unions shall be O-Ring seal type having interchangeable components with true union valves for maximum
system versatility. Unions intended for joining dissimilar materials shall be the transition type, which utilize
components of the two dissimilar materials, joined with an O-Ring or flex hose to absorb the thermal
expansion differential.
Socket fittings shall be pressure rated the same as the corresponding size pipe prescribed by ASTM D-
1785. Threaded fittings shall be pressure rated at 50% of the rating for socket fittings.
Valves, unions, and flanges shall be pressure rated at 150 psi for water service at 73 F, non-shock and
have a minimum burst requirement 3.3 times the rated pressure, unless otherwise noted in these special
provisions.
If necessary, provide 150-pound, flat-face, socket-type Schedule 80 PVC flanges. Diameter and drilling of
flanges shall comply with ANSI B16.5 for Class 150. Provide full-face, neoprene flange gaskets, 1/16-inch
thick with "A" scale hardness of 45 to 60 durometer. Provide correct number and sizes of hexagon bolts,
washers, and hexagon nuts, electrogalvanized with zinc or cadmium.
PVC Solvent Primer: Provide solvent primer as recommended by PVC product supplier and complying
with ASTM F 656.
PVC Solvent Cement: Provide medium-bodied solvent cement as recommended by PVC product supplier
and complying with ASTM D 2564.
Contractor shall furnish and install Promag P 300 5P3B25-4RD5/0 from Endress-Hauser per manufacturer
installation manual.
The Contractor shall handle pipe, fittings, valves and accessories in a manner that will ensure installation
in sound, undamaged condition; equipment, tools, and methods used in unloading, reloading, hauling and
laying pipe and fittings shall be such that the materials are not damaged and in a manner as to avoid shock.
Pipe and fittings shall not be dropped or dumped.
The Contractor shall provide adequate storage for all materials and equipment delivered to the job site.
Pipe, fittings and appurtenances shall be stored in a flat, horizontal position and/or per Manufacturer's
instructions, until ready for installation. Protect from direct sunlight for extended periods of time.
Joining, laying, suspending, and pulling of pipe shall be accomplished by personnel experienced in working
with the specified pipe. Installation shall be as specified by the manufacturer's recommended installation
procedures. The pipe couplings and fittings shall be cleaned of all foreign material such as dirt, grease, oil,
or moisture prior to placement. The pipe shall be laid and suspended in a manner that does not damage
pipe.
Adaptors for HDPE pipe to PVC shall be HDPE SDR 11 to 316 stainless steel threaded end as shown on
the plans and specified in these Special Provisions.
Adjoining sections of PVC pipe shall be solvent cement welded. Solvent cemented joints shall be prepared
in accordance with ASTM D-2855. All contraction of solvent weld pipe and fittings shall be performed in
accordance with ASTM F-402.
Pipe supports shall be 12-gauge double-strut posts at locations shown on the Drawings. Post and fittings
shall be hot-dipped galvanized and conform to ASTM A36. All nuts, bolts, and washers shall be hot-dipped
galvanized mild steel. Supports shall be Uni-Strut, or approved equal.
Ball valves shall have Type 316 stainless steel body and ball with glass-filled PTFE seats and PTFE seals.
Valves shall be rated for 1,000 psi at 200' F maximum pressure, 28.95 inches Hg vacuum, and a
temperature range of 0 to 450' F. Ball valves shall be McMaster-Carr or approved equal.
Check valves shall be swing check type with PVC body, flanged ends, ethylene propylene diene monomer
(EPDM) seals, and spring-assist closure, rated at 150 psi, by Asahi, or equal. Any metal components shall
be Type 316 stainless steel.
Valve connections shall be NPT female at the sizes shown on the Project Drawings.
Valves shall have an oval handle.
Refer to 9-1.01A BID ITEM EXPLANATION for measurement and payment
99-1.02 SUMP CONTROL PANEL BACKBOARDS AND HARDWARE
Sump control panel plywood backboards and hardware shall be manufactured, installed, and painted as
shown on the Plans, as specified in these Special Provisions, and as directed by the Engineer.
Contractor's shall refer to Section 86 of these Special provisions for specifications for the fabrication and
installation of Sump Pump Control Panels
Painting of the plywood backboards shall be per Specification Section 91-3, Paint for Timber.
Plywood used for the backboards shall not be treated wood.
Wood primer shall be the color white painted in two coats on each side. The primer can be placed prior to
the erection of the backboards.
The finish coats of paint shall be two (2)coats of oil-based epoxy paint in the color white and shall be used
and placed in two coats on each side of the plywood backboard. Paint the plywood per the manufacturer's
recommendations.
Painting shall be done in a neat and workmanlike manner. Unless otherwise specified, paint shall be applied
by brush, or spray, or roller, or any combination of these methods. Gun extensions shall not be used.
No separate payment will be made for preparing surfaces and for painting plywood backboards. Full
compensation for furnishing all labor, materials,tools,equipment, and incidentals, and for doing all the work
involved in preparing surfaces and painting plywood backboards as shown on the plans, and as specified
in these specifications and the special provisions, and as directed by the Engineer will be considered as
included in the per each price paid for Furnish and Install Sump Control Panel Backboard and Hardware.
Channels and hardware to erect the backboards shall be 12-gauge solid hot-dip galvanized adhering to
ASTM A 36. Channels shall be Uni-Strut P1000 or approved equal.
Refer to 9-1.01A BID ITEM EXPLANATION for measurement and payment
99-1.03 STEEL PIPE BOLLARD
Bollards shall be manufactured, installed, cleaned and powder coated as shown on the Plans, as
specified in these Special Provisions, and as directed by the Engineer.
All pipe used in the construction of Bollards shall be ASTM A53 Type E or S, Grade B steel pipe (extra
strong), schedule 80 with a nominal 6-inch diameter.
Individual bollards shall be constructed of a single length of pipe. Welding together of individual lengths
of pipe to construct bollards shall not be allowed.
All bollards shall be placed in portland cement concrete footings with a minimum diameter of 15-inches.
Said footings shall extend along the length of each bollard for a minimum distance of 18 inches above the
bottom of the steel pipe, and shall extend at least 6-inches below the bottom of the steel pipe.
The steel pipe shall be filled with portland cement concrete and said concrete shall be struck off level with
the top of each bollard.
Portland cement concrete shall be minor concrete and shall conform to the requirements for portland
cement concrete contained in these Special Provisions. Concrete construction shall be cured in accordance
with any of the methods described in Section 90-1.03B, "Curing Concrete", of the Standard Specifications;
except the curing compound, if used, shall be clear and non-pigmented.
The length of steel pipe bollards for"Sump and Lysimeter Riser" and for"Cleanout and Inspection Riser"
shall be as shown on the Plans.
All exposed metal surfaces of bollards shall be cleaned and powder coated in conformance with these
Special Provisions.
The Contractor shall remove all sharp corners prior to powder coating by creating a small chamfer with a
grinder.
The Contractor shall remove heavy oil or grease with a scraper from surfaces to be powder coated with
solvent vapor, alkali, emulsion (detergent), or steam. Only solvents that do not leave a residue may be
used. The Contractor shall then remove any remaining foreign matter by brushing with stiff fiber or wire
brushes, abrading, or cleaning with solutions of appropriate cleaners. The use of any cleaning solutions
shall be followed by a fresh water rinse and the pipe shall then be wiped dry.
After cleaning, the steel pipe shall be blast-cleaned to remove all dirt, dust, mill scale, rust, corrosion
products, oxides, paint, and other foreign matter.
When blast-cleaning is being performed near machinery, all journals, bearings, motors and moving parts
shall be sealed against entry of abrasive dust before blast-cleaning begins.
Blast-cleaned surfaces shall be inspected for surface preparation. Surface imperfections, such as slivers,
scabs, burrs, weld spatter, and gouges, shall be removed by hand filing or grinding.
Blast-cleaned surfaces shall be protected from high humidity, rainfall, or surface moisture. No surface
shall be allowed to flash rust before coating. If cleaned surfaces rust or are contaminated with foreign
material before coating is accomplished, the surfaces shall be re-cleaned and, if required by the
Engineer, re-blasted at the Contractor's expense.
The Contractor shall submit proposed powder coating product data and manufacturer's recommended
application procedures for the Engineer's approval prior to ordering said materials. All coatings shall be
applied in conformance with the coating manufacturer's recommended procedures.
The finish color is to be "CAT YELLOW" or approved equivalent.
The Engineer may reject the surface preparation and/or the coated pipe if the surface condition or
application of the coating does not comply with the requirements of these Special Provisions. Bollards
rejected because of inadequate cleaning or coating shall be re-cleaned and re-coated at the Contractor's
expense.
A minimum of two orange reflective tape bands, each not less than 3-inches wide, shall be mounted at least
1 1/2 inches apart and at a height on the post so that one orange reflective tape band will be between 2.5-
feet and 3-feet above the finished grade ground surface.
Refer to 9-1.01A BID ITEM EXPLANATION for measurement and payment
99-1.04 CONCRETE SLAB
Concrete Slab shall conform to the provisions of Section 51 "Concrete Structures" of the Standard
Specifications and these Special Provisions.
Concrete slabs shall be constructed of Class 3 concrete containing not less than 506 pounds of cement per
cubic yard,to the dimensions shown on the Plans, as Specified in these Special Provisions, and as directed
by the Engineer. Concrete placed below or outside of the limits shown or specified for the slabs shall not
be paid for.
Class 3 concrete shall conform to the requirements for portland cement concrete contained in these Special
Provisions.
Refer to 9-1.01A BID ITEM EXPLANATION for measurement and payment
100 LINER SYSTEM
100-1 GEOSYNTHETIC CLAY LINER
100-1.01 GENERAL
The Geosynthetic Clay Liner (GCL) to be furnished and installed under this contract shall conform to the
requirements outlined herein along with the accompanying geosynthetics quality assurance plan.
The Contractor shall notify the Engineer 14 calendar days in advance of starting the GCL installation.
100-1.01.1 SUMMARY
A. Section includes furnishing and installing geosynthetic clay liner.
B. Related Sections:
1. Section 19-4—Landfill Earthwork
2. Section 100-2- High Density Polyethylene Geomembrane
3. Section 100-3- Geocomposite
4. Section 100-4 - Geotextile
5. Section 100-5-Operations Layer
6. Section 100-6- Protective Plywood Cover
100-1.01.2 REFERENCES
A. American Society for Testing and Materials (ASTM):
1. ASTM D 422- Method for Particle-size Analysis of Soil.
2. ASTM D 638-Standard Test Method for Tensile Properties of Plastics.
3. ASTM D 751 - Method of Testing Coated Fabrics
4. ASTM D 1004-Test Method for Initial Tear Resistance of Plastic Film and Sheeting.
5. ASTM D 1557 - Test Method for Laboratory Compaction Characteristics of Soil Using
Modified Effort.
6. ASTM D 2216-Test Method for Laboratory Determination
7. Water(Moisture)Content of Soil, Rock, and Soil-aggregate Mixtures.
8. ASTM D 4354- Standard Practice for Sampling of Geosynthetics for Testing.
9. ASTM D 4632 - Standard Test Method for Breaking Load and Elongation of Geotextiles
(Grab Method).
10. ASTM D 4643 - Standard Test Method for Determination of Water (Moisture) Content of
Soil by the Microwave Oven Method.
11. ASTM D 4759 - Standard Practice for Determining the Specification Conformance of
Geosynthetics.
12. ASTM D 4873- Identification, Storage, and Handling of Geosynthetics.
13. ASTM D 5084 - Standard Test Method of Hydraulic Conductivity of Saturated Porous
Materials Using a Flexible Wall Permeameter.
14. ASTM D 5261 —Standard Test Method for Measuring Mass per Unit Area of Geotextiles.
15. ASTM D 5321 - Standard Test Method for Determining the Shear Strength of Soil-
Geosynthetic and Geosynthetic-Geosynthetic Interfaces by Direct Shear.
16. ASTM D 5993-Standard Test Method for Measuring Mass Per Unit Area of Geotextiles.
17. ASTM D 6243 - Standard Test Method for Determining the Internal and Interface Shear
Strength of Geosynthetic Clay Liner by the Direct Shear Method.
18. ASTM D6768—Standard Test Method for Tensile Strength of Geosynthetic Clay Liners
19. ASTM D 5887- Standard Test Method for Measurement of Index Flux Through Saturated
Geosynthetic Clay Liner Specimens Using a Flexible Wall Permeameter.
20. ASTM D 5890 - Standard Method for Swell Index of Clay Mineral Component of
Geosynthetic Clay Liner.
21. ASTM D 5891 —Standard Method for Determining Bentonite Fluid Loss.
22. ASTM D 6496 —Test Method for Determining Average Bonding Peel Strength Between
the Top and Bottom Layers of Needle-Punched Geosynthetic Clay Liners.
23. ASTM D6768—Standard Test Method for Tensile Strength of Geosynthetic Clay Liners.
B. Construction Quality Assurance(CQA)Plan for Phase III-Modules 9& 10 Excavation and Liner
System Construction, American Avenue Disposal Site.
100-1.01.3 DEFINITIONS
A. Bentonite: Clay soil, comprised primarily of sodium montmorillonite, characterized by high
swelling potential and low hydraulic conductivity.
B. Construction Quality Assurance (CQA) Consultant: The party, independent from County or
Contractor, that is responsible for observing and documenting activities related to the
quality of material manufacturing, material installation, and other construction activities
related to the project. Also responsible for issuing a CQA report sealed by a Professional
Engineer registered in the State of California. Construction Quality Assurance (CQA)
Laboratory: A laboratory selected by the CQA Consultant independent from the Engineer,
Contractor, Manufacturer, Fabricator and Installer, responsible for conducting laboratory
tests on samples of materials obtained at the site. Also referred to as the Geosynthetics
Laboratory.
C. Construction Quality Assurance (CQA) Officer: A civil engineer, registered in the State of
California as required by 27 CCR 20324(b)(2), who is responsible for implementing the
CQA Plan, observing, verifying, and documenting the construction and for preparing,
signing, and certifying the Construction Completion Report. Also referred to as the CQA
Engineer. Construction Quality Assurance (CQA) Monitor: Site representative of the Engineer
responsible for documenting field observations and tests.
D. Engineer: Director of the Department of Public Works and Planning of Fresno County, acting
either directly or through properly authorized agents, such agents acting within the scope of
the particular duties entrusted to them.
E. Geomembrane: A polymeric sheet material that is impervious to liquid, also referred to as
flexible membrane liner, membrane, or liner.
F. Geosynthetic Clay Liner (GCL): is a relatively thin layer of processed clay (typically bentonite)
fixed between two sheets of geotextile or bonded to a geomembrane.
G. Geosynthetic Installer (Installer): The Installer is responsible for proper installation of the
geosynthetic components in accordance with the Drawings and Specifications. The
Installer may be affiliated with the Manufacturer. Also called the Installer.
H. Geoelectric Leak Location Contractor: A firm with specific expertise in performing electric
leak location surveys on exposed or covered geomembrane.
I. Lot: A unit of production, or a group of other units or packages, taken for sampling or
statistical examination, having one or more common properties and being readily
separable from other similar units.
J. GCL Manufacturer (Manufacturer): The party responsible for the production and quality of the
GCL.
K. Minimum Average Roll Value (MARV): For geosynthetics, a manufacturing quality control tool
used to allow manufacturers to establish published values such that the user/ purchaser will
have a 97.7 % confidence level that the property in question will meet published values. For
normally distributed data, "MARV" is calculated as the typical value minus two standard
deviations from documented quality control test results for a defined population from one specific
test method associated with one specific property.
L. Owner: County of Fresno
M. Textile Backing(textile or Geotextile):Geosynthetic support material consisting of woven slit film,
needle-punched nonwoven, or spunlaced polymer fabric, used for supporting bentonite in a
GCL.
100-1.01.4 SUBMITTALS
A. Qualifications(Manufacturer):The Contractor shall submit information necessary to evaluate the
Manufacturer's qualifications in accordance with Section 100-1.01.5 of these Special Provisions
at least 21 calendar days prior to ordering the material. Material shall not be ordered by the
Contractor until the Manufacturer's qualifications have been reviewed and approved in writing
by the Engineer.
B. Qualifications (Installer): The Contractor shall submit information necessary to evaluate the
Installer's qualifications in accordance with Section 100-1.01.5 of these Special Provisions at
least 21 calendar days prior to installation of the material. The submittal shall include the
name of Installer and the names and resumes of the installation supervisor/field design
engineer.
C. Quality Control Plan and Installation Procedures (Manufacturer) - The Contractor shall submit
the following 21 calendar days prior to installation:
1. A copy of Manufacturer's quality control plan including a list of quality control tests
performed and typical testing frequencies.
2. Manufacturer's recommended installation procedures.
D. Schedules and Drawings - the Contractor shall submit the following 14 calendar days prior to
installation of the material:
1. An installation schedule which includes hours to be worked per day for each shift and which
indicates all weather delay built into schedule.
2. Installation layout drawings showing the panel layout indicating laplines or matchlines and
details not conforming to the Plans. Upon acceptance by Engineer, these drawings shall be
the basis for installation of the GCL.
E. Product Data (Manufacturer) - the Contractor shall submit the following 14 calendar days prior
to shipping material to the site:
1. Geotextile Backing Data:
a. Certification stating that the Geotextile meets the product requirements (Table 100-
1 A).
b. Copy of quality control certificates issued by Geotextile supplier(if different from GCL
Manufacturer).
c. Copy of quality control tests performed by GCL Manufacturer.
2. Bentonite Data:
a. Certification stating that the bentonite meets the product requirements(Table 100-1 A).
b. Copy of quality control tests performed by bentonite supplier if different from GCL
Manufacturer).
3. GCL Data:
a. Certification stating that the GCL meets the product requirements (Table 100-1A).
b. Copy of quality control tests performed by GCL Manufacturer.
C. Permeability testing on typical product by independent laboratory.
d. The Manufacturer's product warranty.
e. Roll sample.
f. Roll length and width.
F. Field Quality Control Documents—the Contractor shall:
1. Submit prior to the start of installation, subgrade acceptance certificate signed by the
Installer's installation supervisor for each area to be covered by the GCL.
2. Submit quality control documentation prepared during installation before demobilizing.
G. The Contractor shall submit the following upon completion of the installation:
1. A certification stating that the GCL has been installed in accordance with the Plans and
Special Provisions.
2. The Contractor's installation warranty.
3. Reproducible as-built drawings showing the location of panels. The Contractor shall
prepare as-built drawing on D-size sheets to a scale approved by the Engineer. The
medium upon which the drawings are printed shall be approved by the Engineer. The
drawings shall include a title block, project name, name of Installer, name and signature
of the person preparing the drawings, and the date of drawing preparation. The drawings
shall also be furnished in AutoCAD format on a CD.
100-1.01.5 QUALIFICATIONS
A. The manufacturer of the GCL shall manufacture the material in the United States or in Canada
and shall have previously demonstrated the ability to produce this GCL by having successfully
manufactured a minimum of ten million square feet of similar material for landfill lining
installations. A list of similar projects completed in which the manufactured material has been
successfully used shall be submitted.
B. The Installer of the lining material shall have previously demonstrated the ability to install this
GCL by having successfully installed a minimum of five million square feet of similar liner
material for landfill lining installations. A list of projects completed by the Installer in which
similar product has been successfully installed shall be submitted.
100-1.01.6 QUALITY ASSURANCE
A. The Owner will engage and pay for the services of(1) Construction Quality Assurance (CQA)
Consultant, and(2)Construction Quality Assurance(CQA) Laboratory for monitoring the quality
and installation of the GCL unless otherwise specified.
B. The GCL Manufacturer shall allow the Engineer and Construction Quality Assurance Monitor
(CQA Monitor) to visit the manufacturing plant prior to the manufacturing of the GCL for this
project if such a visit is considered by the Engineer to be necessary to assure the quality of
the liner material and its manufacturing. The manufacturing plant visit will be documented by
the CQA Monitor. The purpose of the visit will be to:
1. Observe the manufacturing process for the GCL.
2. Review plant quality assurance laboratory and establish protocols for conformance
testing with the third party laboratory.
3. Observe conformance testing and establish specific conformance values.
C. Neither the Contractor nor the Manufacturer will charge any time, material, or other expenses to
the Owner related to a plant visit by the Engineer,the CQA Monitor or designated representative.
D. The Contractor shall render assistance as necessary for the CQA Monitor to collect product
samples and perform testing in accordance with the CQA Plan. The Contractor shall aid the
CQA Monitor in product sampling by providing personnel and equipment necessary to move,
cut, and protect GCL rolls.
E. GCL shall not be shipped to the site until all required conformance testing has been completed
and the test results are determined to comply with the Specifications. If GCL is shipped before
all required conformance testing has been completed and the test results are determined to
comply with the Specifications, it will be at the Contractor's risk and the Contractor assumes all
responsibility for the handling of GCL that is determined to not comply with the specifications.
F. Should the Contractor choose to have GCL shipped to the site before required conformance
testing has been completed and the test results are determined to NOT comply with the
specifications, those GCL rolls not meeting Specification requirements shall be stored separate
from GCL that has been determined to comply with the Specifications. Those rolls not meeting
Specification requirements should be readily marked with spray paint indicating the rolls do not
meet Specification requirements and taped on either side of the rolls with a minimum of 3 feet X
2 inch wide red tape and preferably placed in an enclosed fenced area (k-rail or equivalent)to
prevent accidental use in the project.
G. Conformance test results will be reviewed consistent with ASTM D 4759- Procedure B. If a test
result is in non-conformance with the Specifications, all material from that individual lot sampling
unit represented by the failed conformance test shall be catalogued as "failed" or non-
conforming. Any individual lot sampling unit which fails initial testing shall be retested for all the
methods which did not meet the acceptable Specification values. If the average of both tests for
any initially non-conforming methods, confirm that the individual lot sampling unit is non-
conforming, then the individual lot sampling unit failing the acceptable Specification value need
to be rejected. Individual lot sampling units before and after the failed individual lot sampling unit
or units in the lot will be resampled and retested for all applicable testing methods ("blocking
tests"). Finally, the sequence of non-conforming individual lot sampling units in the lot shall be
bounded/delineated by passing individual lot sampling units ("blocking tests"). Additional tests
and replaced material will be provided at no additional cost to the Owner.
100-1.01.7 DELIVERY, STORAGE,AND HANDLING
A. General: The Contractor shall conform to the Manufacturer's requirements and ASTM D-4873
and D5888, as modified according to this Specification.
B. Delivery—the Contractor shall:
1. Notify the Engineer in writing 48 hours in advance of delivery. Material deliveries will not
be allowed on site unless and until submittals pertaining thereto which are required prior to
delivery have been reviewed and accepted and advance written notice of delivery has been
provided to the Engineer in accordance with these Special Provisions.
2. The GCL shall be supplied dry(unhydrated, less than 35% moisture content)and be
delivered to the site undamaged.
3. Deliver material to the site only after the CQA Monitor accepts required submittals.
4. Unload all material in the presence of the CQA Monitor.
5. Cover material with a waterproof, tightly-fitting, plastic covering resistant to ultraviolet
degradation.
6. Ship material less than one month prior to scheduled installation.
7. Mark each roll with the following information:
a. Manufacturer's name
b. Product identification
c. Lot and roll numbers
d. Roll dimensions and weight
C. Storage—the Contractor shall:
1. Store rolls in space allocated by the Owner. Space shall be at high ground level or elevated
above ground surface.
2. Stack no more than 3 rolls high.
3. Protect rolls from precipitation, mud, dirt, dust, puncture, cutting or any other damaging or
deleterious conditions.
4. Preserve integrity and readability of roll labels.
5. Any non-conforming rolls shipped to the site will be placed in an enclosed fenced area (k-
rail or equivalent)to prevent accidental used in the project.
6. Store away from flames, sparks, and temperatures in excess of 49 deg C (120 deg F).
7. Any environmental condition that might damage the GCL
D. Handling—the Contractor shall:
1. Use appropriate handling equipment to load, move, or deploy GCL rolls. Appropriate
handling equipment includes cloth chokers and spreader bar for loading, spreader and roll
bars for deployment. Dragging panels on ground surface will not be permitted.
2. Handle rolls in a competent manner so that damage does not occur to the product or to its
protective wrapping and follow handling procedures outlined in ASTM D 4873.
3. Immediately repair any damage to protective covering and perform repairs such that the
GCL roll is protected from moisture and other deleterious conditions.
4. Maintain control of and responsibility for off-loading, storing, and transporting material from
storage area to installation site.
100-1.01.8 WARRANTY
A. The Contractor shall provide a Manufacturer's Warranty for GCL material in compliance with the
requirements of these Special Provisions. The Manufacturer's Warranty shall:
1. Provide a minimum 20-year warranty for the material against deterioration due to exposure
to buried elements.
2. Cover the costs of material replacement and installation; assuming the area is in a clean,
dry, unencumbered condition. In the event the area cannot be rendered as such,
compensation for defective material will be provided to the Owner on a pro rata basis for
the estimated cost to the Owner at that time of supplying and installing material to a clean,
dry, and unencumbered condition by a third-party installer.
B. The Contractor shall provide an installation warranty for GCL material in compliance with the
requirements of these Special Provisions. The installation warranty shall provide a minimum of
2 year non-prorated warranty for the installation against defects.
100-1.02 PRODUCTS
100-1.02.1 MANUFACTURERS
Material shall be provided by a Manufacturer meeting the qualification requirements in Section 100-1.01.5 or
by a distributor approved by a qualified Manufacturer.
100-1.02.2 BENTONITE
A. Shall be supplied in granular form.
B. Shall meet the requirements of Table 100-1A.
100-1.02.3 GEOTEXTILE BACKING
A. Shall be needle-punched nonwoven.
B. Shall meet the requirements of Table 100-1A.
100-1.02.4 GCL
A. Shall be produced in the United States or Canada. Material from other sources may be used
only with prior written approval by the Engineer.
B. Shall consist of bentonite encapsulated by Geotextiles.
C. Shall have continuous water-proof laplines and matchlines printed directly on the Geotextile-
type GCL at 6 and 9 inches from the edges of the rolls respectively.
D. Shall be wrapped around structurally-sound cores that can support weight of GCL without
excessive bending or buckling. The core shall be accessible to stingers or rods placed full-length
within the core.
E. Shall meet the requirements of Table 100-1A.
F. Geotextiles shall be needle-punched or lock-stitched together through the bentonite layer to
form a stable composite. Adhesives may be used in addition to, but not in lieu of, needle-
punching or lock-stitching.
G. Shall be continuously inspected for presence of needles and certified in writing to be "needle-
free".
H. Both sides of the GCL shall be nonwoven Geotextiles.
100-1.02.5 MANUFACTURER SOURCE QUALITY CONTROL
A. The Manufacturer shall perform quality control tests listed in Table 100-1A at the frequencies
indicated in Table 100-1 B.
B. The Contractor shall supply copies of test results to CQA Officer.
Table 100-1A
Properties for Geosynthetic Clay Liner
Test Test Designation(') Requirement(2)
Bentonite (as received)
Swell Index ASTM D 5890 24 cc/2g min. avg.
Fluid Loss ASTM D 5891 18 ml at 0% moisture content max. avg.
Geotextile(as received)
Mass Per Unit Area ASTM D 5261 5.9 oz/yd2 min. avg.
GCL(as manufactured)
Mass Per Unit Area(3) ASTM D 5993 0.85 pounds/sf4>min. avg.
Mass of Bentonite(3) ASTM D 5993 0.75 Ib/sf min. avg.
Moisture Content ASTM D 5993 35% max. avg.
Tensile Strength(4) ASTM D 6768 50 lb/in min. avg.
Permeability ASTM D 5887 5.0 x 10-9 cm/sec(5)max. avg.
Flux ASTM D 5887 1 x 10-6 cm3/sec-cm2 max. avg.
Peel Strength ASTM D 6496 12 lb/in min. avg.
Residual Shear Strength I ASTM D 6243 See Table 100-2C
Notes:
(1) Alternate tests are allowed only with prior written approval of Engineer.
(2) The average of the test results should be calculated per the particular standard cited and
compared to the minimum (maximum)value listed in this table; hence the values listed are the
minimum average values and are designated as "min. avg." When the property is a maximum
value, the designation is"max. avg."
(3) Mass of the GCL and bentonite is measured after oven drying per the cited test method.
(4) Measured in the machine direction.
(5) Measured under 5 psi confining pressure and 2 psi head pressure.
Table 100-1 B
Manufacturer's Testing for Geosynthetic Clay Liner
Test Test Designation(') Frequency
Bentonite(2) (as received
Swell Index ASTM D 5890 1 per 100,000 square feet
Fluid Loss ASTM D 5891 1 per 100,000 square feet
Geotextile(as received)
Mass Per Unit Area ASTM D 5261 1 per 200,000 square feet
GCL(as manufactured)
Mass Per Unit Area ASTM D 5993 1 per 40,000 square feet
Mass of Bentonite ASTM D 5993 1 per 40,000 square feet
Moisture Content ASTM D 5993 1 per 40,000 square feet
Tensile Strength ASTM D 6768 1 per 40,000 square feet
Permeability ASTM D 5887 1 per batch(3)
Flux ASTM D 5887 1 per batch(3)
Notes:
('> One test per quantity indicated, minimum one test per lot.
(2) Frequencies based on material with ten percent moisture content.
(3) Minimum of 2 tests for permeability and 2 tests for flux.
100-1.03 EXECUTION
100-1.03.1 PREPARATION OF SUBGRADE
A. The Contractor shall prepare subgrade in accordance with the requirements of Section 19-4
Earthwork, of these Special Provisions.
B. The Contractor shall ensure that the subgrade has been compacted and smoothed to be free
of surface irregularities, runs, loose soil, rocks, stones, sticks, roots, sharp objects, and any
other protrusions that could damage the GCL.
C. The Contractor shall ensure that all voids and cracks in the subgrade have been filled.
D. The Contractor shall compact the subgrade to 95 percent maximum dry density (ASTM
D-1557).
E. The Contractor shall prepare the subgrade so that it provides a firm, unyielding foundation for
the GCL with no sudden, sharp, or abrupt changes of break in grade. No standing water shall
be allowed.
F. The Installer shall certify in writing on the subgrade acceptance form that the surface on which
the GCL is to be installed is acceptable.
G. The Installer shall not install GCL until the underlying subgrade has been inspected and
accepted by the Installer and CQA Monitor.
H. The Contractor shall maintain the subgrade until the liner has been installed and accepted.
I. Any rough areas or damage caused by the GCL installation shall be repaired by the
Contractor.
J. The Contractor shall round all grade breaks, including the leading edge of the anchor trench
to a 6-inch radius to avoid a sharp bend in the GCL.
100-1.03.2 DEPLOYMENT
A. The Installer shall deploy the material only after underlying subgrade is accepted by Installer and
CQA Monitor.
B. The GCL shall be deployed in the field in the same configuration as tested for interface strength.
For example: the geotextile side of the GCL in contact with the geomembrane in the field shall
be the same as the side used to perform the interface strength test.
C. The Installer shall not allow foot traffic on the GCL if the material is at a moisture content of
35 percent or greater.
D. The Installer shall deploy the GCL manually or by use of spreader bar attached to loader or
backhoe without damaging the subgrade.
E. The Installer shall ensure that objects or moisture are not entrapped beneath the GCL.
100-1.03.3 JOINING
A. Overlaps:
1. For Geotextile-type GCLs, using the lapline and matchline as guides, the Installer shall
overlap the material a minimum of 9 inches along length and heat-bonded ("lystered").
2. The Installer shall overlap the material a minimum of 24 inches at ends of rolls, in sump
areas, and in anchor trench areas.
3. Overlaps or seams are not allowed perpendicular to slopes greater than 10 percent
provided the length of the slope is less than the maximum available roll length. In these
areas the Installer shall place GCL in one piece along the entire slope, unless otherwise
approved in writing by the Engineer.
4. In cases where the slope is greater than 10 percent, and the slope length is greater than
the maximum manufactured GCL roll length, the following procedures shall be used:
a. Install a maximum of one horizontal seam, at a minimum distance of 10 feet from the
edge of the eastern slope of the perimeter Ieachate and lysimeter collection drains,
within the lower 25 percent of the larger eastern side slope of the module.
b. The lower GCL panel starting on the lower 25 percent of the larger eastern side slope
shall be on continuous panel through the perimeter Ieachate and lysimeter collection
drains.
C. Horizontal seams from one panel to the adjacent panel shall be staggered a minimum
of 5 feet.
d. Seams shall be shingled such that the down slope edge of the upper GCL panel
overlays the up slope edge of the lower GCL panel. Overlap for the seams shall be 4
feet minimum.
e. Granular bentonite application shall be applied in accordance with Section B below.
B. Seams:
1. All GCL shall be overlapped in accordance with these Special Provisions and heat-
bonded ("Iystered"). Adding additional Bentonite along overlaps at 4 ounces per lineal
foot is not required if Manufacturer can document that the permeability at the overlaps is
no greater than the permeability of the GCL material. Approval to forego the use of
additional bentonite along seams must be received in writing from the Engineer before
installation begins.
2. The Installer shall use a lime spreader if powdered bentonite is used to reduce
wind-blown particles.
3. The Installer shall not sew or use mechanical connections (except for repairs).
100-1.03.4 RESTRAINING AND PROTECTING
A. The Installer shall restrain GCL against wind using sandbags filled with fine-grained material.
B. The Installer shall maintain sandbags in place until GCL is covered.
C. The Installer shall cover the GCL with Geomembrane or temporary protective cover during the
same working day that the GCL is installed. If overlying Geomembrane is not seamed the
same day, the CQA Monitor may request Geomembrane edges to be pulled back by the
Contractor to allow the CQA Monitor to inspect the GCL at no additional cost to Owner. Torn,
punctured, or hydrated material shall be removed and replaced in accordance with Section
100-1.03.5 at no additional cost to Owner.
D. Any bentonite material in the GCL that becomes hydrated to a moisture content greater than 40
percent before being covered by Geomembrane will be rejected. Rejected material shall be
removed and replaced by the Contractor at no cost to the Owner.
E. Installer shall be responsible for staging the Work so that no construction equipment needs to
be driven over already deployed GCL panels while deploying subsequent GCL panels or
subsequent geosynthetics.
F. Equipment used for placing soils shall not be driven directly over geosynthetics. A minimum
thickness of 1 foot(300 mm)of material is required between a low ground pressure(LGP)dozer
and underlying geosynthetics. A minimum thickness of 3 feet of material is required between
rubber-tired vehicles and underlying geosynthetics. In areas of heavy vehicle traffic, such as
access ramps, the material thickness should be at least 3 feet. In any case, the following table
shall be complied with during construction:
G.
Maximum Allowable Equipment Initial Lift Thickness Over Geosynthetics
Ground Pressure (psi) (feet)
5 1.0
10 1.5
15 2.0
>20 >3.0
100-1.03.5 REPAIR PROCEDURES
A. The Installer shall remove punctured, torn, or hydrated material.
B. The Installer shall cover damaged areas with same type of GCL material with same side up.
C. The Installer shall overlap defective areas by a minimum of 12 inches in all directions.
D. The Installer may use adhesion tape or heat-bond ("lyster")to keep patches in place.
E. The Installer shall apply loose bentonite to repairs as with normal overlaps at 4 ounces per
linear foot.
100-1.03.6 FIELD QUALITY CONTROL AND QUALITY ASSURANCE
A. General:
1. Field quality control is the responsibility of the Installer who must document that the
installation proceeds in accordance with this specification.
2. Field quality assurance is the responsibility of the CQA Officer who is assisted by the
CQA Monitor and the Installer.
B. The Installer and CQA Monitor shall inspect:
1. The underlying surface for entrapped particles that may impact the GCL.
2. The surface of the GCL for needles, punctures, tears,thinning, or other evidence that the
material may not meet specification requirements.
3. The GCL for evidence of premature hydration such as wet areas or swelling. Hydrated
areas shall be removed and replaced with new GCL material.
4. Overlaps using the laplines and matchlines as a guide. The CQA Monitor shall
periodically measure the distance of the laplines and matchlines from the edge of the
GCL.
5. The bentonite seam to check the location of the seams over the overlap and the amount
of bentonite (if used) or the GCL heat-bonding being used at all seams.
6. The Contractor shall not cover a section of GCL until the CQA Monitor has approved that
section of the GCL.
C. The Installer shall aid the CQA Monitor in collecting samples for testing in accordance with the
following:
1. The CQA Monitor shall reject any roll that cannot be identified.
2. Samples shall be taken at a minimum frequency at a frequency of one per lot or one per
100,000 square feet of material supplied, whichever results in greatest number of tests.
3. Samples shall be a minimum of two feet long and run the entire width of the roll.
4. Samples shall not be taken from the first two feet of a roll.
5. The CQA Monitor shall mark the roll number, machine direction, and the date on which
the sample was taken on each sample.
D. Field Testing:
1. The CQA Monitor shall conduct moisture content tests in the field.
2. Reported values shall be the average of 5 specimens taken from the same sample.
3. If a sample passes the field moisture content testing(meets the requirements of Table 100-
1A), the remaining portion of the sample shall be sent to the CQA testing laboratory
described in Paragraph E below.
E. Laboratory Testing:
1. The following laboratory tests shall be conducted by the CQA laboratory according to the
test methods in Table 100-1A, on samples passing field testing:
a. Mass per Unit Area: ASTM D 5993
b. Mass of Bentonite: ASTM D 5993
c. Moisture Content(bentonite):ASTM D 5993
d. Tensile Strength: ASTM D 6768
e. Permeability(1 sample only):ASTM D 5887
f. Flux (1 sample only)ASTM D 5887
g. Peel Strength: ASTM D 6496
h. Swell Index(bentonite): ASTM D 5890
i. Residual Shear Strength (1 sample only): ASTM D 6243
2. The test results shall be evaluated according to ASTM D-4759.
100-1.03.7 ACCEPTANCE
A. Contractor shall retain ownership of and responsibility for GCL until acceptance by the Owner.
B. Owner will accept GCL installation when:
1. All required documentation from the Manufacturer and Installer has been received and
accepted.
2. Test reports verifying material properties have been received and accepted.
3. The CQA Monitor has completed final inspection and any noted defects have been
repaired.
4. Geomembrane is installed and covered.
5. The Engineer has approved the Contractor's as-built drawings required by Section 100-
1.01.4.
6. The Operations Layer has been installed, the Geoelectric Leak Location Consultant has
completed the geoelectric leak location survey, and any defects in the Geomembrane
have been repaired by the Installer and repairs have been approved by the CQA Monitor.
100-1.04 MEASUREMENT AND PAYMENT
Refer to 9-1.01A BID ITEM EXPLANATION for measurement and payment
100-2 HIGH DENSITY POLYETHYLENE GEOMEMBRANE
100-2.01 GENERAL
The high density polyethylene(HDPE)Geomembrane liner to be furnished and installed under this contract
shall conform to the requirements outlined herein along with the accompanying geosynthetics quality
assurance plan. The Geomembrane liner shall be manufactured in the largest widths and lengths possible
to minimize the number of field seams.
The HDPE Geomembrane liner shall be textured on one side and smooth on the other. The Geomembrane
liner shall be placed with the textured side down against the GCL and the smooth side up.
100-2.01.1 SUMMARY
A. This section includes furnishing and installing 60-mil textured high density polyethylene
(HDPE) Geomembrane
B. Related Sections:
1. Section 19-4—Landfill Earthwork
2. Section 100-1 -Geosynthetic Clay Liner
3. Section 100-3-Geocomposite
4. Section 100-4 - Geotextile
5. Section 100-5-Operations Layer
6. Section 100-6- Protective Plywood Cover
7. Section 100-7- Geoelectric leak location survey support
100-2.01.2 REFERENCES
A. American Society for Testing and Materials (ASTM):
1. ASTM D 1004 - Standard Test Method for Tear Resistance (Graves Tear) of Plastic Film
and Sheeting.
2. ASTM D 1238 - Standard Test Method for Flow Rates of Thermoplastics by Extrusion
Plastometer.
3. ASTM D 1505 — Standard Test Method for Density of Plastics by the Density-Gradient
Technique.
4. ASTM D 1603—Standard Test Method for Carbon Black in Olefin Plastics
5. ASTM D 3895 — Standard Test Method for Oxidative Induction Time of Polyolefins by
Thermal Analysis
6. ASTM D 4218 - Standard Test Method for Determination of Carbon Black Content in
Polyethylene Compounds by the Muffle-Furnace Technique
7. ASTM D 4437—Standard Practice for Non-destructive Testing (NDT)for Determining the
Integrity of Seams Used in Joining Flexible Polymeric Sheet Geomembranes.
8. ASTM D 4759 - Standard Practice for Determining the Specification Conformance of
Geosynthetics.
9. ASTM D 4833 - Standard Test Method for Index Puncture Resistance of Geomembranes
and Related Products.
10. ASTM D 5321 — Standard Test Method for Determining the Shear Strength of Soil-
Geosynthetic and Geosynthetic-Geosynthetic Interfaces by Direct Shear.
11. ASTM D 5397 - Evaluation of Stress Crack Resistance of Polyethylene Geomembranes
Using Notched Constant Tensile Load Test.
12. ASTM D 5596 — Standard Test Method for Microscopic Evaluation of the Dispersion of
Carbon Black Polyolefin Geosynthetics.
13. ASTM D 5617 -Standard Method for Multi-Axial Tension Test for Geosynthetics.
14. ASTM D 5721 —Standard Practice for Air-Oven Aging of Polyolefln Geomembranes.
15. ASTM D 5885 — Standard Test Method for Oxidative Induction Time of Polyolefin
Geosynthetics by High Pressure Differential Scanning Calirometry.
16. ASTM D 5994 - Test Method for Measuring the Core Thickness of Textured
Geomembranes
17. ASTM D 6243 - Standard Test Method for Determining the Internal and Interface Shear
Strength of Geosynthetic Clay Liner by the Direct Shear Method.
18. ASTM D 6392 - Standard Test Method for Determining the Integrity of Nonreinforced
Geomembrane Seams Produced Using Thermo-Fusion Methods.
19. ASTM D 6693—Standard Test Method for Determining Tensile Properties of Nonreinforced
Polyethylene and Nonreinforced Flexible Polypropylene Geomembranes.
20. ASTM D 6747—Standard Guide for Selection of Techniques for Electrical Leak Location
of Leaks in Geomembranes.
21. ASTM D 7002—Standard Practice for Electric Leak Location on Exposed Geomembrane
Using the Water Puddle Method.
22. ASTM D 7007 — Standard Practices for Electrical Methods for Locating Leaks in
Geomembranes Covered with Water or Earthen Materials.
23. ASTM D 7466 — Standard Test Method for Measuring Asperity Height of Textured
Geomembrane.
24. ASTM D 7909—Standard Guide for Placement of Blind Actual Holes during Electrical Leak
Location Surveys of Geomembranes.
B. Construction Quality Assurance (CQA) Plan For Phase III - Modules 9 & 10 Excavation and
Liner System Construction, American Avenue Disposal Site..
100-2.01.3 DEFINITIONS
A. Batch: A quantity of resin, usually the capacity of one railcar, used in the fabrication of high
density polyethylene (HDPE) Geomembrane sheet. The finished sheet will be identified by a
roll number corresponding to the particular quantity of resin used.
B. Bridging: The condition when Geomembrane becomes suspended over its subgrade due to
contraction of the material or poor installation.
C. Construction Quality Assurance (CQA) Consultant: The party, independent from County or
Contractor, that is responsible for observing and documenting activities related to the
quality of material manufacturing, material installation, and other construction activities
related to the project. Also responsible for issuing a CQA report sealed by a Professional
Engineer registered in the State of California
D. Construction Quality Assurance (CQA) Laboratory: A laboratory selected by the CQA
Consultant independent from the Engineer, Contractor, Manufacturer, Fabricator and
Installer, responsible for conducting laboratory tests on samples of materials obtained at
the site. Also referred to as the Geosynthetics Laboratory.
E. Construction Quality Assurance (CQA) Officer: A civil engineer, registered in the State of
California as required by 27 CCR 20324(b)(2), who is responsible for implementing the CQA
Plan, observing, verifying, and documenting the construction and for preparing, signing, and
certifying the Construction Completion Report. Also referred to as the CQA Engineer.
Construction Quality Assurance (CQA) Monitor: Site representative of the CQA Engineer
responsible for documenting field observations and tests.
F. Engineer: Director of the Department of Public Works and Planning of Fresno County, acting
either directly or through properly authorized agents, such agents acting within the scope of
the particular duties entrusted to them.
G. Extrudate: The molten polymer which is emitted from an extruder during seaming using either
extrusion fillet or extrusion flat methods. The polymer is initially in the form of a ribbon, rod,
bead, or pellets.
H. Fabricator: The party responsible for the fabrication of Geomembrane panels constructed from
rolls received from the manufacturer.
I. Fishmouth: An opening resulting from the uneven mating of two Geomembranes where the
upper sheet has excessive length that prevents it from being bonded flat to the lower sheet.
J. Geomembrane Manufacturer (Manufacturer): The party responsible for the production of the
Geomembrane rolls from resin and for the quality of the resin.
K. Geomembrane:A polymeric sheet material that is impervious to liquid,also referred to as flexible
membrane liner, membrane,or liner. Geomembrane Subgrade:The soil or geosynthetic surface
on which the Geomembrane lies.
L. Installer: The Installer is responsible for proper installation of the geosynthetic components in
accordance with the Drawings and Specifications. The Installer may be affiliated with the
Manufacturer. Also called the Geosyntec Installer. .
M. Geoelectric Leak Location Consultant: Consultant with specific expertise in performing
electric leak location surveys on exposed or covered geomembrane. Panel: The unit area
of Geomembrane that will be seamed in the field. If the Geomembrane is not fabricated into
panels in a factory, a panel is identified as a roll or portion of a roll without any seams.
N. Owner: County of Fresno
100-2.01.4 SUBMITTALS
A. Qualifications(Manufacturer):The Contractor shall submit information necessary to evaluate the
Manufacturer's qualifications in accordance with Section 100-2.01.5 of these Special Provisions
at least 21 calendar days prior to ordering the material. Material shall not be ordered by the
Contractor until the Manufacturer's qualifications have been reviewed and approved in writing
by the Engineer.
B. Qualifications (Installer): The Contractor shall submit information necessary to evaluate the
Installer's qualifications in accordance with Section 100-2.01.5 of these Special Provisions at
least 21 calendar days prior to installation of the material. The submittal shall include the
name of Installer and the names and resumes of the installation supervisor/field design
engineer and the master seamer to be assigned to the project.
C. Equipment and Personnel — The Installer shall submit the following 14 calendar days prior to
installation:
1. Equipment list stating quantity and types to be used.
2. List of personnel to perform field seaming operations.
3. Sample warranties for installation and material for the Engineer and the Owner to review.
D. Schedules and Drawings - The Installer shall submit the following 14 calendar days prior to
installation of the Geomembrane:
1. An installation schedule which Includes hours to be worked per day, week and per shift,
approximate starting time for each shift and when work will proceed at night(if applicable)
and which indicates all weather delay built into schedule.
2. Installation layout drawings which show the panel layout and which indicate both fabricated
(if applicable)and field seams, and details not conforming to the Plans. Upon acceptance
by Engineer, the Installer shall use these drawings as the basis for installation of
Geomembrane.
E. Product Data (Manufacturer): The Contractor shall submit the following 7 calendar days prior to
shipping material to the site:
1. Resin Data:
a. Certification stating that the resin meets the product requirements (Section 100-
2.02.2).
b. Copy of quality control certificates issued by Manufacturer. The data submitted on the
resin shall include production dates and the results of conformance tests described
in Section 100-2.02.2. The submittals for the resin shall also include a statement
that no reclaimed polymer was used and that all resin is from the same supplier.
2. Geomembrane Roll:
a. An instruction manual which includes the proper storage, handling, deployment, and
seaming of the Geomembrane. This manual shall be in compliance with these
Special Provisions, the quality assurance plan, and any conditions of warranty.
b. Laboratory test results and certification stating that the Geomembrane meets the
product requirements (Section 100-2.02.3).
c. Copy of quality control certificates issued by Manufacturer. The quality control
certificates shall include the production date and the laboratory results from the
supplier demonstrating compliance with the Geomembrane specifications described
in Section 100-2.02.3. Certification shall also be provided which states that the liner
rolls are from the same supplier and that no reclaimed polymer was added.
d. Sample warranties for review.
e. Roll length and width.
3. Extrudate Beads and/or Rod.
a. Laboratory certification stating that the extrudate meets the product requirements
(Section 100-2.02.4).
b. Copy of quality control certificates issued by Manufacturer.
c. Certification stating that the extrudate bead or rod resin is the same type, from the
same manufacturer and compatible with the resin used to manufacture the
Geomembrane supplied for this project.
F. Field Quality Control Documents (Installer).
1. The Installer shall submit, prior to the start of installation, a subgrade acceptance certificate
signed by the installation supervisor for each area to be covered by the Geomembrane.
2. The Installer shall submit quality control documentation prepared during installation before
demobilizing.
H. The Installer shall submit the following upon completion of the installation:
1. A certification stating that the Geomembrane has been installed in accordance with the
Plans and the Special Provisions.
2. The Manufacturer's product warranty.
3. The Contractor's installation warranty.
4. Reproducible as-built drawings showing the location of panels, seams, repairs, patches,
and destructive samples, including measurements. The Installer shall prepare as-built
drawing on D-size sheets to a scale approved by the Engineer. The medium upon which
the drawings are printed shall be approved by the Engineer. The drawings shall include
a title block, project name, name of Installer, name and signature of the person preparing
the drawings, and the date of drawing preparation. The drawings shall also be furnished
in AutoCAD format on a CD.
5. Seam test results.
100-2.01.5 QUALIFICATIONS
A. The Manufacturer of the Geomembrane material shall manufacture the material in the United
States or in Canada and shall have previously demonstrated the ability to produce this
Geomembrane by having successfully manufactured a minimum of ten million square feet of
similar Geomembrane material for landfill lining installations. A list of similar projects
completed in which the manufactured material has been successfully used shall be submitted.
B. The Installer of the lining material shall have previously demonstrated the ability to install this
Geomembrane by having successfully installed a minimum of five million square feet of similar
Geomembrane material for landfill lining installations. The Installer shall be capable of
providing at least one seaming supervisor, present on the site at all times when seaming
operations are being conducted, whose experience includes a minimum of 5 million square
feet of liner installation using the seaming device used at the site. A list of projects completed
by the Installer in which similar product has been successfully installed shall be submitted.
100-2.01.6 QUALITY ASSURANCE
A. The Owner shall engage and pay for the services of a Leak Location Consultant for conducting
a geoelectric leak location survey of Geomembrane material being installed.
B. The Owner will engage and pay for the services of a CQA Consultant and a CQA Laboratory for
monitoring the quality and installation of Geomembrane material being installed unless
otherwise specified.
C. The Manufacturer shall allow the Engineer and Construction Quality Assurance Monitor(CQA
Monitor) to visit the Geomembrane manufacturing plant prior to the manufacturing of the
Geomembrane for this project, if such a visit is considered by the Engineer to be necessary to
assure the quality of the liner material and its manufacturing. The manufacturing plant visit will
be documented by the CQA Monitor. The purpose of the visit will be to:
1. Observe the manufacturing process for the Geomembrane.
2. Review plant quality assurance laboratory and establish protocols for conformance
testing with the third party laboratory.
3. Observe conformance testing and establish specific conformance values.
C. Neither the Contractor nor the Manufacturer will charge any time, material, or other expenses to
the Owner related to a plant visit by the Engineer,the CQA Monitor or designated representative.
D. The Contractor shall render assistance as necessary for the CQA Monitor to collect product
samples and perform testing in accordance with the CQA Plan.
E. Geomembrane shall not be shipped to the site until conformance testing has been completed
and the test results are determined to comply with the Specifications. If geomembrane is
shipped prior conformance testing has been completed and the test results are determined to
not comply with the Specifications, it will be at the Contractor's risk and the Contractor assumes
all responsibility for the handling of geomembrane that is determined to ultimately not comply
with the Specifications.
F. Should the Contractor choose to have geomembrane shipped to the site before conformance
testing has been completed and the test results are determined to not comply with the
Specifications, the geomembrane shall be stored separate from geomembrane that has been
determined to comply with the Specifications.
G. Conformance test results will be reviewed consistent with ASTM D 4759- Procedure B. If a test
result is in non-conformance with the Specifications, all material from that individual lot sampling
unit represented by the failed conformance test shall be catalogued as "failed" or non-
conforming. Any individual lot sampling unit which fails initial testing shall be retested for all the
methods which did not meet the acceptable Specification values. If the average of both tests for
any initially non-conforming methods, confirm that the individual lot sampling unit is non-
conforming, then the individual lot sampling unit failing the acceptable specification value need
to be rejected. Individual lot sampling units before and after the failed individual lot sampling unit
or units in the lot will be resampled and retested for all applicable testing methods ("blocking
tests"). Finally, the sequence of non-conforming individual lot sampling units in the lot shall be
bounded/delineated by passing individual lot sampling units ("blocking tests"). Additional tests
and replaced material will be provided at no additional cost to the Owner.
100-2.01.7 DELIVERY, STORAGE,AND HANDLING
A. General: The Contractor shall be responsible for transporting, unloading, and storing the
Geomembrane and shall conform to the Manufacturer's requirements and these Special
Provisions. Folding of Geomembrane material is not permitted;folded material will be rejected.
B. Delivery(Manufacturer and Installer).
1. The Contractor shall deliver Geomembrane to the site only after the Engineer accepts
required submittals.
2. The Contractor shall notify the Engineer in writing 48 hours in advance of delivery of the
Geomembrane. Material deliveries will not be allowed on-site unless and until submittals
pertaining thereto which are required prior to delivery have been reviewed and accepted
and advance written notice of delivery has been provided to the Engineer in accordance
with these Special Provisions.
3. The Installer shall separate damaged rolls from undamaged rolls and store at locations
designated by the Engineer until proper disposition of material is determined by Engineer.
4. The Contractor shall deliver the material in rolls and shall not fold the material.
C. Storage on Site-The Installer shall:
1. Store rolls in the space allocated by the Engineer.
2. Store rolls to protect from puncture, dirt, grease, water, moisture, mud, mechanical
abrasions, excessive heat or other damage.
3. Store rolls on prepared surface (not on wooden pallets).
4. Stack no more than three rolls high.
D. Handling on Site-The Installer shall:
1. Use appropriate handling equipment to load, move, or deploy Geomembrane rolls.
Appropriate handling equipment includes cloth chokers and spreader bar for loading,
spreader and roll bars for deployment. Dragging panels on ground surface will not be
permitted.
2. Folding of Geomembrane material is not permitted; folded material will be rejected.
3. Off load and store material at the storage area.
4. Transport material from the storage area to the installation site upon commencement of
installation.
E. Damaged Geomembrane
1. Damaged Geomembrane will be documented by the CQA Monitor and the Installer.
2. The Installer shall repair damaged Geomembrane, if repair in lieu of rejection of the
material is approved by the Engineer, in accordance with these Specifications.
3. If material is rejected by the Engineer, the material shall be replaced by the Contractor at
no cost to the Owner.
100-2.01.8 WARRANTY
A. The Contractor shall provide a Manufacturer's Warranty for Geomembrane material in
compliance with the requirements of these Special Provisions. The Manufacturer's Warranty
shall:
1. Provide a minimum 20-year warranty for the Geomembrane material against deterioration
due to buried exposure.
2. Cover the costs of Geomembrane material replacement and installation; assuming the area
is in a clean, dry, unencumbered condition. In the event the area cannot be rendered as
such, compensation for defective material will be provided to the Owner on a pro rata basis
for the estimated cost to the Owner at that time of supplying and installing material to a
clean, dry, and unencumbered condition by a third-party installer.
B. The Contractor shall provide an installation warranty for Geomembrane material in compliance
with the requirements of these Special Provisions. The installation warranty shall provide a
minimum of 2 year non-prorated warranty for the installation against defects.
100-2.02 PRODUCTS
The materials described under this section include Geomembrane resin, Geomembrane rolls, and the
extrudate rod or beads used in the extrusion welding process. The Contractor shall provide the appropriate
submittals as described in Section 100-2.03, Submittal of Engineering Data of these Special Provisions.
100-2.02.1 MANUFACTURERS
Material shall be provided by a Manufacturer meeting the qualification requirements in Section 100-2.01.5 or
by a distributor approved by a qualified Manufacturer.
100-2.02.2 GEOMEMBRANE RESIN
The resin supplied for the Geomembrane shall conform to the following requirements:
A. Resin shall be High Density Polyethylene(HDPE),first quality, compounded, and manufactured
specifically for producing polyethylene Geomembrane.
B. Resin types shall not be mixed during manufacturing.
C. Resin shall not be manufactured with recycled materials.
D. Resin shall be compatible with existing in-place Geomembrane resin as determined by
destructive seam tests (if applicable).
E. Resin shall conform with the requirements in Table 100-2A.
Table 100-2A
Properties of HDPE Resin
Test Test Designation HDPE
Specific Gravity ASTM D 1505 0.932 g/cc(')min. avg.
Melt Index ASTM D 1238 1 g per 10 min. max av
1. Measure on pure resin without additives.
100-2.02.3 GEOMEMBRANE ROLLS
The Geomembrane shall be composed of new, first quality HDPE manufactured and designed specifically
for the purpose of liquid containment and shall conform to the following requirements:
A. Shall be produced in the United States or Canada. Material from other sources may be used
only with prior written approval by the Engineer.
B. The combined total weight of all additives other than carbon black or pigment shall not exceed
1.5 percent of the weight of the finished Geomembrane.
C. The quantity of processing aids, antioxidants, and other additives as a percentage of the weight
of the finished Geomembrane shall be documented and included on the quality control
certificates.
D. The combined total weight of all additives including carbon black and pigment shall not exceed
4.0 percent of the weight of the finished Geomembrane.
E. All additives for UV protection, thermal stability, color, texturing, or processing agents shall be
evenly dispersed within the material and shall not "bloom" to the surface over time or inhibit
welding.
F. The finished product shall be free from blemishes, holes, pin holes, bubbles, blisters, excessive
gels, undispersed resins or undispersed carbon black, contamination by foreign matter, and
nicks or cuts on edges.
G. Each roll shall be identified with labels indicating roll number, thickness, length, width, and
Manufacturer.
H. Geomembrane shall be textured on one side and smooth on the other side.
I. The geomembrane shall be manufactured with a minimum 15-foot seamless width. There shall
be no factory seams.
J. Geomembrane shall conform with the requirements in Table 100-213 and in Table 100-2C.
Table 100-213
Properties for High Density Polyethylene Geomembrane
Test Test Designation Requirement
Sheet Thickness ASTM D 5994 60-mils(2)
Asperity Height ASTM D 7466 20 mil min. avg.
Specific Gravity ASTM D 792, Method B 0.940 g/cc min. avg.
Tensile Properties(3) ASTM D 6693, Type IV
• Tensile Strength at Yield 132 lb/in min. avg.
• Tensile Strength at Break 132 lb/in min. avg.
• Elongation at Yield (3) 12% min. avg.
• Elongation at Break (3) 100% min. avg.
Tear Resistance ASTM D 1004 45 lb min. avg.
Puncture Resistance ASTM D 4833 120 lb min. avg.
Oxidation Induction Time ASTM D 3895 See Notes(4)
Stress Crack Resistance (5) ASTM D 5397 500 hours @ 30% of yield stress min.
avg.
Carbon Black Content ASTM D 4218 2%to 3%
Carbon Black Dispersion ASTM D 5596 See Notes(6)
Oven Aging at 85°C ASTM D 5721 See Notes(7)
UV Resistance ASTM D 5885 50% (8)min. avg.
Direct Shear ASTM D 6243 (9) See Table 100-2C
ASTM D 5321 (10) See Table 100-2C
Table 100-213
Properties for High Density Polyethylene Geomembrane
Continued
Notes:
(1) Determine conformance according to ASTM D 4759. The values listed in the table above are
to be interpreted according to the designated test method. In this respect, they are neither
minimum average roll values nor maximum average roll values.
(2) Nominal thickness. Thickness measurement does not include texturing. Lowest individual
value for 8 out of 10 values shall be 54 mils. Lowest individual value for any of the 10 values
shall be 51 mils.
(3) Machine direction (MD)and cross machine direction (XMD) average values should be on the
basis of 5 test specimens in each direction. Yield elongation shall be calculated using a gage
length of 1.3 inches. Break elongation shall be calculated using a gage length of 2.0 inches.
(4) Minimum average of 100 minutes using ASTM D 3895 or minimum average of 400 minutes
using ASTM D 5885.
(5) P-NCTL test is not appropriate for testing geomembrane with textured or irregular rough
surfaces. Test should be performed on smooth edges of textured rolls or on smooth sheets
made from the same formulations as being used for the textured sheet materials. The yield
stress used to calculate the applied load for the SP-NCTL test should be the Manufacturer's
mean value determined from Manufacturer's quality control testing.
(6) Carbon black dispersion (only near spherical agglomerates) for 10 different views: 9 in
Categories 1 or 2, and 1 in Category 3.
(7) Minimum average retention of 55% after 90 days if using ASTM D 3895 or 80% after 90 days
if using ASTM D 5885.
(8) The condition of the test should be 20 hours UV cycle at 75°C followed by 4 hours
condensation at 60°C.
(9) Requirements for shear strength of Geomembrane and GCL interface and internal shear
strength of GCL. Further requirements are listed in Table 100-2C.
(10) Requirements for shear strength of Geocomposite and 60 mil HDPE Geomembrane interface.
Further requirements are listed in Table 100-2C.
Table 100-2C
Interface Strength Requirements for Liner System
Normal Load Minimum Residual
Test Test Designation (Psq Shear Strength
(Psfl'''
Residual Shear ASTM D 6243(2) 2,500 500
Strength 5,200 1,000
7,500 1,000
ASTM D 5321 (3) 2,500 500
5,200 1,000
7,500 1,000
' Residual shear strength is the lowest measured value between displacement at the peak
shear stress and at 3 inches.
2 Requirement applies to (1) Upper Surface of GCL / Textured Lower Surface of
Geomembrane, and (2) Lower Surface of GCL / Subgrade. Multiple interfaces can be
tested at the same time. The soil samples to be used for shear strength testing shall be
fabricated from on-site soil with a minimum relative compaction of 95 percent of the D-
1557 test maximum dry density (unit weight) and with a moisture content of 2 percent
above the D-1557 test optimum moisture content. The actual moisture content may be
revised on the basis of the D-1557 test results for each material. The direct shear
strength tests will be performed by saturating the GCL and soil under a normal load of
125 psf for a minimum period of 48 hours, applying a normal load, and shearing the
specimen at the normal loads shown. Incrementally load the test specimen at 1,000 psf
per minute until specified normal load is reached. The sample shall be sheared using a
constant strain rate of 0.04 inches per minute. The residual shear strength shall be
measured at 3.0 inches of displacement.
3 Applies to Geocomposite / 60 mil HDPE Geomembrane interface. The test specimen
shall be sheared at a constant rate of 0.2 inch per minute. The residual shear strength
shall be measured at 3.0 inches of displacement.
100-2.02.4 EXTRUDATE ROD OR BEAD
Extrudate rod or bead shall:
A. Meet the Geomembrane Manufacturer requirements.
B. Be made from same resin as the Geomembrane.
C. Be from the same supplier as the Geomembrane.
D. Thoroughly disperse additives throughout rod or bead.
E. Contain 2 to 3 percent carbon black.
F. Be free of contamination by moisture or foreign matter.
100-2.02.5 WELDING EQUIPMENT
The Installer shall:
A. Utilize welding equipment which is equipped with gages showing temperatures both in the
apparatus and the nozzle (extrusion welder) or at one wedge (wedge welder).
B. Maintain sufficient operational seaming apparatus to continue work without delay.
C. Use a power source for welding equipment which is capable of providing constant voltage
under combined line load.
D. Do not locate electric generators on the lining unless approved in writing by the Engineer.
E. Provide tensiometers capable of measuring seam strength, calibrated and accurate within 2
pounds.
F. Provide dies for cutting seam samples.
100-2.02.6 PIPE BOOTS
A. Pipe boots shall be manufactured from material with the same sheet density and nominal
thickness as the Geomembrane to which they are being welded.
B. Pipe boots shall be shop fabricated of non-textured Geomembrane material. The Contractor
shall provide a Manufacturer's statement of hydraulic or pneumatic testing of the fabricated
boots prior to acceptance.
C. The Installer shall minimize liner penetrations to areas where they are absolutely necessary
to boot around existing pipes.
D. The Installer shall thoroughly and securely seal penetrations though the Geomembrane. The
seal between the Geomembrane and pipe shall be without detectable leakage.
E. Where clamps, fasteners, gaskets, seals or sealants are used, the Installer shall use only
materials which are compatible with the Geomembrane and the pipe.
100-2.02.6 MANUFACTURER SOURCE QUALITY CONTROL
The manufacturer shall perform the following quality control tests at the manufacturing plant or Contractor
laboratory on Geomembrane products.
Table 100-21)
Testing Frequencies
Test Test Designation Frequency
(see Notes)
Sheet Thickness ASTM D 5994 A
Asperity Height ASTM D 7466 E
Specific Gravity ASTM D 792, Method B B
Tensile Strength at Yield ASTM D 6693, Type IV C
Tensile Strength at Break ASTM D 6693, Type IV C
Elongation at Yield ASTM D 6693, Type IV C
Elongation at Break ASTM D 6693, Type IV C
Tear Resistance ASTM D 1004 D
Puncture Resistance ASTM D 4833 D
Oxidation Induction Time ASTM D 3895 B
Stress Crack Resistance ASTM D 5397 B
Carbon Black Content ASTM D 4218 C
Carbon Black Dispersion ASTM D 5596 C
Oven Aging at 85°C ASTM D 5721 F
UV Resistance ASTM D 5885 F
Notes:
A. Ten tests per roll.
B. One per 200,000 square feet of sheet produced or one per resin batch, whichever
results in the greater number of tests.
C. One per 20,000 square feet of sheet produced or one per resin batch, whichever
results in the greatest number of tests.
D. One per 45,000 square feet of sheet produced or one per resin batch, whichever
results in the greatest number of tests.
E. One per every second roll.
F. One per formulation
G.
100-2.03 EXECUTION
100-2.03.1 EXAMINATION OF SUBGRADE
A. The Installer shall inspect the subgrade (GCL) and submit a written acceptance of subgrade
to the CQA Monitor prior to beginning deployment.
B. The Installer shall notify the CQA Monitor in writing if the surface on which the Geomembrane
will be installed is not acceptable.
C. In the event that the Installer begins deployment without providing written acceptance of the
subgrade (GCL), said commencement of deployment shall be considered to constitute the
Installer's acceptance of the subgrade condition.
D. All grade changes shall be rounded to a minimum 6-inch radius.
100-2.03.2 PREPARATION
The Contractor shall:
A. Repair damage caused to underlying subgrade during geosynthetics deployment.
B. Round edges of anchor trenches or cushion with Geotextile.
C. Perform trial seam welds in accordance with the following:
1. Trial seam welds shall be performed on samples of Geomembrane to verify the
performance of welding equipment, seaming methods, and conditions.
2. No seaming equipment or welder will be allowed to perform production welds until
equipment and welders have successfully completed trial welds.
3. Frequency of trial welds:
a. At the start of the seaming period.
b. Once every four hours of seaming.
c. When directed by the CQA Monitor.
d. Every 2 hours when using a wedge weld to weld across seams.
e. Minimum one trial weld per person per shift.
f. Minimum one trial weld per seaming device per shift.
g. When ambient temperature changes more than 180F(10°C)since previous trial weld.
4. Make trial welds in the same surroundings and environmental conditions as the production
welds.
5. Make trial weld sample at least 2 feet long for welding methods other than double wedge
welding. Make trial weld sample 3 feet long for double wedge welding machines.
6. Cut 2, 1-inch wide test strips from opposite ends of the trial weld (4 strips total).
7. Quantitatively test specimens, first for peel adhesion, and then for bonded seam strength
(shear)(ASTM D 4437).
a. A specimen is considered passing when the following results are achieved.
1) The break is a film tearing bond (FTB).
2) The break is ductile.
3) The peel strength is 70 percent minimum of the specified sheet yield strength
peel test for wedge welded or flat welded seams.
4) There is no more than 10 percent separation of the weld. For wedge welds the
width of the weld must be equal to the width of the hip roller.
5) The shear strength is 100 percent of the specified sheet yield strength for shear
test for all weld types. When testing set grips back 2 inches from the edge of
the weld. Minimum elongation between the grips must be 2 inches.
b. A trial weld sample is considered passing when both specimens pass peel and shear
tests. For double-wedge welding, both welds must pass in peel.
8. Repeat the trial weld in its entirety when any of the trial weld samples fail in either peel or
shear.
9. If repeated test welds fail, the welding technician or apparatus shall not be used until the
reasons for the failing values are identified and corrected and two consecutive successful
trail welds are achieved.
100-2.03.3 INSTALLATION
Installation of the Geomembrane shall be performed by an Installer meeting the qualification requirements
of these Special Provisions.
100-2.03.4 PLACEMENT OF THE GEOMEMBRANE
The Geomembrane shall be placed by the Installer in accordance with the panel layout drawing submitted
by the Installer and in conformance with the following requirements:
A. Deployment
1. Geomembrane shall be placed with the textured side down against the GCL and the
smooth side up.
2. The Installer shall give careful consideration to the timing and temperature during
deployment. The CQA Monitor will focus on verifying that (a) there is no bridging or
stresses in the Geomembrane and (b)there are no wrinkles in the Geomembrane that will
fold over when covering with soil material. Ideally, deployment, welding, and covering
would all occur at the same temperature. The Installer shall strive to perform these activities
within as narrow a temperature range as practical, and shall avoid performing these
activities during peak hot or cold conditions.
3. The Installer shall place liner panels continuously down the slopes. Transverse joints
between panels shall be made at the base of the slopes and shall be located a minimum
of six feet from the toe of the slope and a minimum of five feet from the nearest edge of
the leachate collection trench.
4. The Installer shall label each panel with a unique identification number or code consistent
with the Installer's submitted panel layout drawing. The coding is subject to approval by
the CQA Monitor.
5. The Installer shall not deploy more panels in one shift than can be welded or secured during
that same day.
6. The Installer shall not deploy in the presence of excessive moisture, precipitation, ponded
water, or high winds.
7. The Installer shall ensure that the Geomembrane is not damaged by handling, trafficking,
leakage of hydrocarbons, or any other means.
8. The Installer shall place the liner using methods and equipment that do not damage it,
the GCL, or the subgrade. Personnel working on the liner shall not smoke, nor wear
shoes that potentially could damage the Geomembrane, nor engage in other potentially
damaging activities. No vehicles shall be allowed to directly drive over exposed GCL and
exposed Geomembrane.
9. Installer shall be responsible for staging the Work so that no construction equipment needs
to be driven over already deployed GCL panels while deploying subsequent geomembrane
panel or subsequent geosynthetics (geocompositet).
10. Equipment used for placing soils shall not be driven directly over geosynthetics.A minimum
thickness of 1 ft (300 mm) of material is required between a low ground pressure (LGP)
dozer and underlying geosynthetics. A minimum thickness of 3 ft of material is required
between rubber-tired vehicles and underlying geosynthetics. In areas of heavy vehicle
traffic, such as access ramps, the material thickness should be at least 3 ft. In any case,
the following table shall be complied with during construction:
11.
Maximum Allowable Equipment Initial Lift Thickness Over Geosynthetics
Ground Pressure (psi) (feet)
5 1.0
10 1.5
15 2.0
>20 >3.0
12. The Installer shall unroll Geomembrane panels using methods that will not damage,stretch
or crimp Geomembrane, and shall protect the underlying surface from damage.
13. The Installer may use a sacrificial Geomembrane slip plane between the Geomembrane
and GCL if deploying Geomembrane over GCL becomes difficult due to the Geomembrane
adhering to the GCL. The Installer shall remove any sacrificial slip plane immediately after
deployment is completed.
14. The Installer shall use methods that minimize wrinkles and differential wrinkles between
adjacent panels, and shall allow panels to come to the same approximate temperature
before seaming.
15. The Installer shall Secure Geomembrane during deployment by placing sandbags as
ballast.
16. The Installer shall fill sandbags with the same material as that which is used for the
Operations Layer.
17. The Installer shall maintain ballast in place until the Geomembrane is covered.
18. The Installer shall protect Geomembrane in areas of heavy traffic by placing protective
cover which is compatible with and will not cause damage to the Geomembrane.
19. The Installer shall remove protective cover prior to the performance of geoelectric leak
location survey by the Geoelectric Leak Location Consultant.
20. The Installer shall repair damage to subgrade or other underlying materials prior to
completing deployment of Geomembrane.
21. The Installer shall remove heavily wrinkled or folded material.
22. The Installer shall visually inspect the liner material as it is deployed and shall mark any
defects for repair. If a significant number of defects are identified as determined by the
CQA Monitor, the material shall be removed and replaced by the Contractor at no
expense to the Owner.
23. The Installer shall install material to account for shrinkage and contraction to avoid
wrinkles.
24. The Installer shall install material in an unstressed configuration with no bridging.
25. Before wrinkles fold over, the Installer shall attempt to push them out. In the event that
wrinkles cannot be pushed out, the Installer shall remove wrinkles by cutting and
subsequent repair as directed by the CQA Monitor.
B. Seam Layout—the Installer shall:
1. Orient seams parallel to line of a maximum slope, i.e., orient down not across slope.
2. Minimize the number of field seams in corners and in irregularly-shaped geometric
locations.
3. Use a seam numbering system which is compatible with the panel number system.
4. Overlap the Geomembrane panels a minimum of three inches for extrusion welding and
four inches for fusion welding.
100-2.03.5 SEAMING OF THE GEOMEMBRANE
A. Seam Welding Personnel—the Installer shall:
1. Provide at least one welder (master welder) who has experience welding over 5 million
square feet of Geomembrane using the same type of welding apparatus to be used at the
site. The master welder will provide direct supervision over other welders.
2. Provide experienced personnel to perform welding operations who have successfully
passed field welding tests performed on site.
3. Do not begin seaming operations until each welding technician and apparatus used in the
field has passed test welds in accordance with these Special Provisions.
4. Provide a minimum of two welders including the master welder.
B. Seam Welding Equipment:
1. The Contractor shall provide and use a power source capable of providing constant voltage
under combined line load to power the seam welding equipment.
2. Extrusion welders shall be equipped with gauges showing temperatures in extruder
apparatus and at nozzle. The temperature at nozzle may be measured by external
temperature gauges.
3. Hot wedge welders shall be self-propelled variable speed machines equipped with devices
to measure and adjust wedge temperature. Pressure shall be controlled by springs,
pneumatics,or other systems that allow for variations in sheet thickness. Rigid frame fixed
position equipment shall not be used.
4. The Installer shall provide and maintain welding apparatus of sufficient quality to perform
work on schedule.
C. Test welding procedures—the Installer shall follow test welding procedures described in
Section 100-2.03.2
D. General welding procedures—the Installer shall:
1. Cut fishmouths or wrinkles along the ridge of the wrinkle in order to achieve a flat overlap.
Extrusion weld the cut fishmouths or wrinkles where the overlap is more than 3 inches.
When there is less than 3 inches overlap, patch with an oval or round patch extending a
minimum of 6 inches beyond the cut in all directions.
2. Not commence welding with welding equipment or operators until a trial weld test sample,
made by that equipment and operator, passes test.
3. Ensure that all welds extend for the full extent of the Geomembrane including that portion
placed in the anchor trench.
4. Prior to welding, prepare the seams by cleaning the seam surface of any moisture,
grease, dust, dirt, debris, or other foreign material and removing surface oxidation not
more than a half hour before welding. The grinder shall be held parallel to the liner edge
and any area where grinding removes more than 4 mils shall be patched.
5. Clean surface overlap panels a minimum 3 inches for extrusion and 4 inches for hot wedge
welding.
6. Not use solvents or adhesives unless product is approved in writing by the Engineer.
7. Provide adequate material on weld to allow peel testing of both sides of double wedge weld.
8. Extend welding to the outside edge of all panels.
9. Provide a firm substrata for welding by using a flat board, a conveyor belt, or similar hard
surface directly under the weld overlap.
10. Provide adequate illumination if welding operations are carried out at night.
11. Record the following information every two hours:
a. Temperature directly on the Geomembrane surface being welded.
b. Extrudate temperatures in barrel and at nozzle (extrusion welder).
c. Operating temperature of hot wedge (hot wedge welder) and any pressure
adjustments made.
d. Preheat temperature.
e. Speed of hot wedge welder in feet per minute.
12. Weld only when temperature measured on the Geomembrane is between 32°F (0°C)and
130°F (55°C). All seaming operations must cease when the Geomembrane temperature
is outside this range. When the temperature is below 50 degrees Fahrenheit, provide
preheating of the weld by a hot air device. Any seaming done below 40' F or above 120'
F shall be allowed only after verification by the CQA Monitor that the material can be
seamed according to the Special Provisions.
13. Discontinue operations temporarily as directed by the CQA Monitor if temperatures below
130°F result in excessive wrinkling in unseamed panels.
E. Defects and Repairs—the Installer shall:
1. Examine all welds and non-weld areas of the Geomembrane for defects, holes, blister,
undispersed raw materials, and any sign of contamination by foreign matter. Ensure that
the surface of the Geomembrane is clean at the time of the examination.
2. Repair and non-destructively test each suspect location both in weld and non-weld areas
and shall not cover Geomembrane at locations which have been repaired until test results
with passing values are available.
F. Extrusion Type of Welding—the Installer shall:
1. Use procedures to tack bond adjacent panels together that do not damage Geomembrane
and which allow CQA tests to be performed.
2. Purge welding apparatus of heat-degraded extrudate before welding and after any work
stoppages of more than three minutes.
3. Bevel top edges of Geomembrane a minimum of 45°for the full thickness of Geomembrane
before extrusion welding.
4. Clean seam welding surfaces of oxidation by disc grinder with 80 grit sandpaper not more
than 30 minutes before extruding weld. Change grinding discs frequently and shall not use
clogged discs.
5. Not remove more than 4 mils of material when grinding.
6. Grind across, not parallel to, welds.
7. Cover entire width of grind area with extrudate.
8. Grind ends of all welds that are more than 5 minutes old when restarting welding.
9. Ensure that grind marks do not extend more than a quarter inch beyond the weld head.
G. Interface Extrudate Welding—the Installer shall:
1. Mount components necessary to weld on mobile unit.
2. Include the following accessories on mobile unit:
a. Variable speed control.
b. Wheels with non-skid surface.
C. Directional control.
d. Automatic hot air system for preheating welding surfaces.
e. Extruder system with appropriate die.
f. Adjustable contact pressure rollers.
3. Test and set hot air system using scrap material each day prior to commencing welding.
4. Adjust hot air velocity to negate wind effects.
5. Adjust contact pressure rollers to prevent surface ripples in panels.
6. Protect against moisture build-up between panels.
H. Hot Wedge Welding.—the Installer shall:
1. Place smooth insulating plate or fabric beneath hot welding apparatus after usage.
2. Protect against moisture build-up between panels.
3. Conduct field test welds at least every two hours if welding across cross seams, otherwise,
once prior to start of work and once at mid-day.
4. Bevel edges of top and bottom panels on cross seams prior to welding .
5. Extrusion-weld a patch over all seam intersections.
6. Use the extrusion or single wedge fusion welding method if the double hot wedge welding
process produces areas where air pressure testing of the seams can not be conducted
with a vacuum box.
100-2.03.6 FIELD QUALITY CONTROL
A. General
1. The Manufacturer, Fabricator, and Installer shall participate in and conform with all terms
and requirements of the Owner's quality assurance program. The Contractor is responsible
for this participation.
2. The Installer shall designate a technician that is responsible for supervising and/or
conducting the Installer's field quality control program.
B. Conformance Testing (Performed by CQA Laboratory).
1. The Installer shall allow 5 working days for conformance testing following the date material
is available to the CQA Consultant.
2. The CQA Monitor shall have the following tests performed by the CQA Laboratory at a
frequency of one per batch or one per 100,000 square feet of material supplied,whichever
results in the greatest number of tests, to determine Geomembrane conformance with the
requirements of these Special Provisions:
a. Sheet Thickness (ASTM D 5994)
b. Asperity Height(ASTM D 7466)
c. Specific Gravity(ASTM D 1505)
d. Tensile Properties (ASTM D6993)
e. Tear Resistance (ASTM D 1004)
f. Puncture Resistance (ASTM D 4833)
g. Carbon Black Content(ASTM D1603)
h. Carbon Black Dispersion (ASTM D5596)
3. Where optional procedures are noted in the test method,the requirements of these Special
Provisions shall prevail.
4. Additional tests may be performed at the discretion of the CQA Monitor.
5. The Installer shall provide equipment and personnel to assist the CQA Monitor in
obtaining samples in accordance with the following:
a. The Installer shall sample across the entire width of the roll as directed by the CQA
Monitor.
b. The Installer shall cut samples 3 feet long by width of roll as directed by the CQA
Monitor.
c. The CQA Monitor shall mark the roll number, machine direction, and the date on
which the sample was taken on each sample.
d. Samples shall be taken at a rate of one per batch or one per 100,000 square feet of
material supplied, whichever results in greatest number.
C. Conformance Testing (Performed by Geoelectric Leak Location Consultant and supported by
the Contractor).
1. The Geoelectric Leak Location Consultant shall perform a geoelectric leak location
survey. The survey will be performed in two phases. The first phase (ASTM D 7002)will
be a "water puddle" survey performed on the installed Geomembrane before placing
Geocomposite, and Operations Layer soil. The "water puddle" survey is typically
conducted at night when the Geomembrane is taut. The first phase will be performed
after all samples of Geomembrane required for destructive testing are obtained and the
sample locations repaired. The second phase (ASTM D 7007) will be performed after
placing the Geocomposite, and Operations Layer soil.
2. The Contractor shall provide support to the Geoelectric Leak Location Consultant as
described in Section 100-7 of these Special Provisions.
3. As directed by the CQA Monitor, blind actual holes will be placed in the Geomembrane
in accordance with ASTM D 7909 before conducting the survey as a quality control/quality
assurance measure to ensure that leaks through the Geomembrane are detectable.
4. The Geoelectric Leak Location Consultant shall perform calibration testing with the blind
actual hole on the Geomembrane. If a blind actual hole is not detected during the
calibration testing, the hole will be repaired, and the Geomembrane resurveyed since the
previous calibration test was inadequate.
5. The Contractor shall provide electrical isolation surrounding the area which will be
geoelectric leak location surveyed prior to completion of phase two of the geoelectric
survey. This typically includes foregoing the placement of Operations Layer Soils
surrounding the entire area that will be surveyed at a minimum of 2 ft wide and have the
geosynthetics still visible. The Geoelectric Leak Location Consultant shall perform the
geoelectric leak location survey in accordance with either ASTM D 7002 or ASTM D 7007,
as applicable. The Geoelectric Leak Location Consultant shall conduct the first phase of
the geoelectric leak location survey such that any holes in the Geomembrane with a
diameter of 0.2 inches or greater and any holes with an overall area of 0.03 square inches
or greater are detected.
6. The Installer shall coordinate Geomembrane, Geocomposite, Geotextile, and Operations
Layer placement with the Geoelectric Leak Location Consultant and the CQA Monitor.
No Geomembrane shall be covered with any material before the"water puddle" liner leak
location survey is performed. If the Installer wants to temporarily cover the
Geomembrane before the liner leak location survey is performed, approval from the CQA
Monitor shall be obtained before doing so.
7. The Contractor and Installer shall assist the Geoelectric Leak Location Consultant by
providing equipment and personnel to assist the Geoelectric Leak Location Consultant in
performing the liner leak location survey.
8. The Contractor shall install, at the direction of the Geoelectric Leak Location Consultant,
at least two permanent electrodes in the soil liner or GCL located beneath the
Geomembrane. The permanent electrodes must be installed before the installation of
the Geomembrane. The permanent electrodes will be provided by the Leak Location
Contractor.
9. The Geoelectric Leak Location Consultant shall provide an adequate power supply
(110V, 5 A)for the liner leak location survey.
10. The Contractor shall provide two supervised laborers, or as requested by the Geoelectric
Leak Location Consultant, with equipment to assist in laying out survey string lines and
applying water to the Geomembrane.
11. The Installer shall repair all damage, holes, or defects in the Geomembrane identified by
the Geoelectric Leak Location Consultant in accordance with these Special Provisions.
12. Placement of Geocomposite, and Operations Layer can proceed after successful
completion of the liner leak location survey and repair of all damage, holes, and defects
in the Geomembrane.
13. Full compensation for providing the Geoelectric Leak Location Survey Support as
described in Section 100-7 for the first and second phases required for the Geoelectric
Leak Location as described in the Specifications and throughout these Special Provisions
and as directed by the Engineer, shall be paid for in the lump sum item for Geoelectric
Leak Location Support, and no additional compensation will be allowed therefor.
D. Field Testing:
1. General: The Installer shall non-destructively test all field seams over their full length
using a vacuum test unit, air pressure (for double fusion seams only), spark testing, or
other approved methods. The Installer shall perform testing as the seaming progresses
and not at the completion of all the field seaming. The Installer shall complete all required
repairs in accordance with this specification.
2. Vacuum Testing
a. Equipment for vacuum testing shall be comprised of the following:
1) A vacuum box assembly consisting of a rigid housing, a transparent viewing
window, a soft neoprene gasket attached to the bottom, port hole, or valve
assembly, and a vacuum gauge. Box dimensions shall be small enough so that
testing can be accomplished over odd-shaped surfaces.
2) A vacuum pump assembly equipped with a pressure control.
3) A rubber pressure/vacuum hose with fittings and connections.
4) A soapy solution and an applicator.
b. Vacuum test procedures—the Installer shall:
1) Wet the weld to be tested with a soapy solution prior to using the vacuum box.
2) Place the box over the wetted seam area.
3) Ensure that a leak-tight seal is created.
4) Energize the vacuum pump and reduce the vacuum box pressure to
approximately 10 inches of mercury, i.e., 5 psi gauge.
5) Examine the Geomembrane through the viewing window for the presence of
soap bubbles for a period of not less than fifteen seconds.
6) Test the next section of seam, if no bubbles appear, with a minimum of three
inches of overlap with the previous section.
7) Mark and repair all areas where soap bubbles appear in accordance with repair
procedures described in this specification.
3. Air pressure testing for seaming processes producing a double seam with an enclosed
channel. If the double hot wedge welding system is used, air pressure testing shall be
conducted instead of vacuum testing.
a. Equipment for air pressure testing shall be comprised of the following:
1) An air pump (manual or motor driven) capable of generating and sustaining a
pressure over 30 psi and mounted on a cushion to protect the Geomembrane.
2) A rubber hose with fittings and connections.
3) A sharp hollow needle, or other approved pressure feed device.
4) A pressure gauge with an accuracy of one psi.
b. Air pressure test procedures—the Installer shall:
1) Seal both ends of the welded seam to be tested.
2) Insert needle or other approved pressure feed device into the tunnel created by
the weld.
3) Energize the air pump to a minimum pressure of 1/2 psi per mil of liner thickness,
close valve and sustain pressure for at least five minutes.
4) If loss of pressure exceeds two psi(ten mm mercury),or does not stabilize, locate
faulty area and repair in accordance with repair procedures described in these
Special Provisions.
5) Puncture opposite end of seam to release air. If blockage is present (air is not
released), locate and test seam on both sides of blockage.
6) Remove needle or other approved pressure feed device and seal the penetration
holes.
4. Spark Testing for penetrations or other difficult areas not accessible for vacuum testing.
a. Equipment for spark testing shall be comprised of the following:
1) 24 gauge copper wire.
2) Low-amperage electric detector,20,000 to 30,000 volt,with brush-type electrode
capable of causing visible arc up to 3/4 inch from copper wire.
b. Spark testing procedures—the Installer shall:
1) Place copper wire in the seam within 1/4 inch of the edge of extrusion seam or
clamp seal.
2) Pass electrode over seam or clamp area and observe for spark. If a spark is
detected perform a repair.
5. Destructive Testing (performed by CQA Monitor and the Installer).
a. Location and Frequency of Testing.
1) The Installer shall collect destructive test samples as the installation progresses.
2) The Installer shall repair any suspicious looking welds before release of a seam
for destructive sampling.
3) The Installer shall assist the CQA Monitor by collecting destructive test samples
at a minimum frequency of one test location per 500 feet of seam length per
welding apparatus.
4) The Installer shall assist the CQA Monitor by collecting destructive test samples
at a minimum frequency of one test location per 200 feet of seam length for
seams between previously installed (more than 6 months previously) and new
Geomembrane (if applicable).
5) The CQA Monitor will determine test locations during welding. The selection of
test locations may be prompted by excess crystallinity or by suspicion of
contamination, offset welds, or other defect. The CQA Monitor will not notify the
Installer in advance of selecting locations where weld samples will be taken.
6) If the number of failed samples exceed 5 percent of the tested samples,the CQA
Monitor may increase the test frequency. Samples taken as the result of failed
tests do not count toward the total number of required tests.
b. Sampling Procedures.
1) The Installer shall cut samples at locations designated by the CQA Monitor.
Destructive samples shall be cut as the installation progresses and not at the
completion of the project. The Contractor shall verify that laboratory test results
have been obtained before the Geomembrane is covered by another material.
2) The CQA Monitor will number each sample with consecutive numbers along with
the seam number and will mark sample number and location in compliance with
the CQA plan.
3) The Installer shall cut initial samples a minimum of 12 inches wide by 48 inches
long with the seam centered lengthwise. The Installer shall then cut two one-inch
wide strips from each end of the sample and test these for (shear and peel) in
the field and shall cut the remaining sample into three parts for distribution as
follows:
a. One portion for the Installer: 12 inches by 12 inches.
b. One portion for CQA Laboratory: 12 inches by 18 inches.
c. One portion to the OWNER for archive storage: minimum 12 inches by
12 inches.
4) The Installer shall repair all holes in the Geomembrane resulting from destructive
test sampling the same day samples are taken in accordance with repair
procedures described in this section and shall test the continuity of the repair in
accordance with this section.
6. Field Testing
a. The CQA Monitor shall test the four, one-inch wide strips specified above by
tensiometer for peel (2 strips, 1 from each end)and shear(2 strips, 1 from each end),
respectively.
b. The CQA Monitor shall ensure that the test strips meet peel and shear requirements
for welded seams specified in Section 100-2.03.2.
C. If any field test sample fails, the Installer shall follow failed weld procedures outlined
in this section.
D. Laboratory seam testing performed by the CQA Laboratory.
1. The Installer shall provide samples to the CQA Monitor as described elsewhere in these
Special Provisions.
2. The CQA Monitor shall send samples to the CQA Laboratory for"seam strength"and "peel
adhesion" (ASTM D 6392)tests.
3. Minimum acceptable values to be obtained for these tests are specified in Section 100-
2.03.2.
4. The CQA Laboratory shall:
a. Test five specimens for each test method. Four of five specimens must meet minimum
requirements. All peel specimens must peel less than 25 percent,or the entire sample
will be considered as failing.
b. Select specimens alternately by test from the samples (i.e., peel, shear, peel, shear,
etc.).
C. Provide verbal test results no more than one working day after receiving samples.
d. Provide written test results within one week after receiving samples.
e. Test both sides of the sample in peel for double wedge welded samples.
E. The Contractor shall not cover any seams which have not been tested.
F. The Installer shall keep a seaming log with the date, time, location, seaming technician,
apparatus, temperature, and pass or fail criteria for each seam.
G. Acceptable Welded Seams:
1. Acceptable welded seams shall be bracketed by two locations from which samples have
passed destructive tests.
2. For reconstructed seams exceeding 100 feet in length, a sample taken from within the
reconstructed weld must pass destructive testing and the reconstructed seam must be
approved by the CQA Monitor to be deemed acceptable.
3. The CQA Monitor may require additional testing for seams that were welded by the same
welder or welding apparatus, or which were welded during the same shift as a weld which
failed testing.
H. Seams That Cannot Be Non-Destructively Tested—for seams that cannot be non-destructively
tested, the Installer shall:
1. Test the weld non-destructively prior to final installation if it is accessible to testing
equipment. Seaming and testing in these areas shall be observed by the CQA Monitor.
2. Cap strip the weld if it cannot be tested prior to final installation. The welding and
cap-stripping operations must be observed by the CQA Monitor and Installer for uniformity
and completeness.
I. Failed Weld Procedures-when a destructive test failure is determined by the CQA Laboratory
or by field tensiometer, the Installer shall follow one of the following two options:
1. First Option: reconstruct the seam between any two passing test locations.
2. Second Option:
a. Trace the weld at least 10 feet minimum in both directions from the location of the
failed test, or to the end of the weld.
b. Obtain a small sample at both locations.
c. Give samples to the CQA Monitor for testing using a field tensiometer.
d. If these additional test samples pass field tests, then take laboratory samples.
e. If the laboratory samples pass,then reconstruct the weld or cap between the two test
sample locations that bracket the failed test location. The final pass or fail criteria for
a seam will be based on the results from the third party laboratory.
f. If any sample fails, then repeat the process to establish the zone in which the weld
must be reconstructed.
100-2.03.7 REPAIRS
The Installer shall perform repair or replacement of Geomembrane in accordance with these Special
Provisions.
A. For areas that have large defects, folds, or large wrinkles, the Installer shall remove and
replace the material. The CQA Monitor shall determine areas that require removal.
B. Prior to covering, the Installer shall repair areas where bridging or trampolining of the
Geomembrane occurs.
C. Repair, removal, and replacement is at Contractor's expense if the damage results from the
Manufacturer's, Contractor's, or the Contractor's subcontractor activities.
D. The Installer shall repair any portion of the Geomembrane exhibiting a flaw, leak, or failing a
destructive or non-destructive test. Agreement upon the appropriate repair method will be
determined between the Engineer,the CQA Consultant and the Installer. The Installer shall not
commence welding on liner until a trial weld test sample, made by that equipment and operator,
passes trial test. Repair procedures shall conform with the following requirements:
1. Patching shall be used to repair all destructive sample holes, tears, large holes (1/4-inch
diameter or larger), tears with lengths of 2 inches or more, areas with blisters or
undispersed raw materials, and areas contaminated by foreign matter.
2. Abrading and re-welding shall be used to repair small sections of seams.
3. Spot welding or seaming shall be used to repair small tears (less than 2 inches long), pin
holes or other minor, localized flaws. The Installer may repair holes smaller than 1/4 inch
by using an extrusion weld. The surface oxidation surrounding the hole shall be removed
a minimum of one inch around the hole and then immediately welded. After the hole has
been welded, it shall be vacuum tested for leaks. The result of the test, the name of the
tester, and the date shall be recorded on the liner near the repair.
4. Capping shall be used to repair large lengths of failed seams.
5. Long lengths of defective seams shall be repaired by removing the seam and replacing
with a strip of new material as directed by the CQA Monitor.
E. Additionally, repairs shall be performed in accordance with the following requirements:
1. The Installer shall abrade Geomembrane surfaces to be repaired via the use of extrusion
welds no more than one (1) hour prior to the repair.
2. The Installer shall clean and dry all surfaces at the time of repair.
3. The Installer shall not commence with a repair until the repair procedures, materials, and
techniques have been accepted by the CQA Monitor and the Engineer for the specific repair
in question.
4. Patches shall be round or oval in shape, extend at least six inches beyond the defect,
and be made of the same material as the Geomembrane. The edge of the patch shall
be beveled and welded to the liner in accordance with the procedures outlined for
extrusion welding. All patches shall be vacuum tested and the results recorded on the
liner.
5. Unless otherwise instructed by the Engineer, the Installer shall cut Geomembrane below
large caps to avoid water or gas collection between the sheets.
F. Verification of repair—the Installer shall:
1. Number and log each patch repair.
2. Non-destructively test each repair using methods specified in these Special Provisions.
3. Perform additional destructive tests at the discretion of the CQA Monitor.
4. Reconstruct repairs until tests indicate passing results.
100-2.03.8 ACCEPTANCE OF THE GEOMEMBRANE
A. The Contractor shall be responsible for maintaining the Geomembrane and shall retain
ownership thereof until final acceptance by the Engineer.
B. The Engineer will accept Geomembrane installation when:
1. All required documentation from the Manufacturer, Fabricator, and Installer has been
received and accepted.
2. The installation is finished.
3. Test reports verifying completion of all field seams and repairs, including associated testing,
have been received and approved.
4. Written certification documents and drawings have been received by the Owner from
the CQA Consultant.
5. The Engineer has approved the Contractor's as-built drawings required by Section 100-
2.01.4.
6. The Operations Layer has been installed, the Geoelectric Leak Location Consultant has
completed the geoelectric leak location survey, and any damage, holes or defects have
been repaired by the Installer and repairs have been approved by the CQA Monitor.
100-2.04 MEASUREMENT AND PAYMENT
Refer to 9-1.01A BID ITEM EXPLANATION for measurement and payment
100-3 GEOCOMPOSITE
100-3.01 GENERAL
The Geocomposite is to be installed as a drainage media over the Geomembrane to ensure leachate is
transmitted to the leachate collection and removal system.The Geocomposite described in this Section will
be a geonet with non-woven geotextile heat bonded on one side prior to delivery to the site.
100-3.01.1 SUMMARY
A. Section includes furnishing and installing Geocomposite.
B. Related Sections:
1. Section 19-4—Landfill Earthwork
2. Section 100-1 -Geosynthetic Clay Liner
3. Section 100-2- High Density Polyethylene Geomembrane
4. Section 100-4—Geotextile
5. Section 100-5-Operations Layer
6. Section 100-6- Protective Plywood Cover
7. Section 101 —High Density Polyethylene Pipe
100-3.01.2 REFERENCES
A. American Society for Testing and Materials (ASTM):
1. ASTM D 792—Standard Test Method for Density and Specific Gravity(Relative Density)
of Plastics by Displacement.
2. ASTM D 1603—Standard Test Method for Carbon Black in Olefin Plastics.
3. ASTM D 4491 — Standard Test Methods for Water Permeability of Geotextiles by
Permittivity.
4. ASTM D 4533—Standard Test Method for Trapezoid Tearing Strength of Geotextiles.
5. ASTM D 4716 — Standard Test Method for Constant Head Hydraulic Transmissivity of
Geotextiles and Geotextile Related Products.
6. ASTM D 4751 — Standard Test Method for Determining Apparent Opening Size of a
Geotextile.
7. ASTM D 4833 — Standard Test Method for Index Puncture Resistance of Geotextiles,
Geomembranes, and Related Products.
8. ASTM D 4873—Standard Guide for Identification, Storage,and Handling of Geosynthetic
Rolls and Samples.
9. ASTM D 5035 — Standard Test Method for Breaking Strength and Elongation of Textile
Fabrics (Strip Method).
10. ASTM D 5199—Standard Test Method for Measuring Nominal Thickness of Geotextiles
and Geomembranes.
11. ASTM D 5261 —Standard Test Method for Measuring Mass per Unit Area of Geotextiles.
B. Construction Quality Assurance (CQA) Plan For Phase III - Modules 9 & 10 Excavation and
Liner System Construction, American Avenue Disposal Site.
100-3.01.3 DEFINITIONS
A. Construction Quality Assurance (CQA) Consultant: The party, independent from County or
Contractor, that is responsible for observing and documenting activities related to the quality
of material manufacturing, material installation, and other construction activities related to the
project. Also responsible for issuing a CQA report sealed by a Professional Engineer
registered in the State of California
B. Construction Quality Assurance (CQA) Laboratory: A laboratory selected by the CQA
Consultant, independent from the Owner, Manufacturer, Fabricator, and Installer, responsible
for conducting laboratory tests on samples of geosynthetics obtained at the site. Also referred
to as the Geosynthetics Laboratory.
C. Construction Quality Assurance (CQA) Officer: A civil engineer, registered in the State of
California as required by 27 CCR 20324(b)(2), who is responsible for implementing the CQA
Plan, observing, verifying, and documenting the construction and for preparing, signing, and
certifying the Construction Completion Report. Also referred to as the CQA Engineer.
Construction Quality Assurance (CQA) Monitor: Site representative of the CQA Engineer
responsible for documenting field observations and tests.
D. Engineer: Director of the Department of Public Works and Planning of Fresno County, acting
either directly or through properly authorized agents, such agents acting within the scope of
the particular duties entrusted to them.
E. Fabricator: The party responsible for the fabrication of Geocomposite panels constructed from
rolls received from the manufacturer.
F. Geonet: A geosynthetic consisting of integrally connected parallel sets of ribs overlying
similar sets at various angles.
G. Geocomposite: Two or more geosynthetics materials bonded together. Typically, one or two
geotextile fabrics bonded to a geonet core for drainage purposes.
H. Geocomposite Manufacturer (Manufacturer): The party responsible for the production and
quality of the Geocomposite.
I. Installer: The Installer is responsible for proper installation of the geosynthetic components in
accordance with the Drawings and Specifications. The Installer may be affiliated with the
Manufacturer.
J. Geoelectric Leak Location Contractor: A firm with specific expertise in performing electric leak
location surveys on exposed or covered geomembrane
K. Owner: County of Fresno
L. Panel: The unit area of Geocomposite, a roll or a portion of a roll, that will be seamed or
overlapped in the field.
100-3.01.4 SUBMITTALS
A. Qualifications(Manufacturer):The Contractor shall submit information necessary to evaluate the
Manufacturer's qualifications in accordance with Section 100-3.01.5 of these Special Provisions
at least 21 calendar days prior to ordering the material. Material shall not be ordered by the
Contractor until the Manufacturer's qualifications have been reviewed and approved in writing
by the Engineer.
B. Qualifications (Installer): The Contractor shall submit information necessary to evaluate the
Installer's qualifications in accordance with Section 100-3.01.5 of these Special Provisions at
least 21 calendar days prior to installation of the material. The submittal shall include the
name of Installer and the names and resumes of the installation supervisor/field design
engineer.
C. The Contractor shall furnish the following engineering data to the Engineer no less than 14
calendar days prior to shipping:
1. An instruction manual which includes the proper storage, handling, deployment, and
joining of the Geocomposite.
2. Quality control certificates on the Geocomposite. The quality control certificates shall
include the production date and the laboratory results from the supplier demonstrating
compliance with the Geocomposite specifications described in Section 100-3.02.5.
3. Quality control certificates on the Geonet component of the geocomposite. The quality
control certificates shall include the production date and the laboratory results from the
geonet supplier demonstrating compliance with the geonet specifications described in
Section 100-3.02.3.
4. Quality control certificates on the geotextile component of the geocomposite. The quality
control certificates shall include the production date and the laboratory results from the
geotextile supplier demonstrating compliance with the geotextile specifications described
in Section 100-3.02.4.
5. Samples and a complete description of the Geocomposite proposed for use. The
Geocomposite shall meet or exceed requirements of this section.
6. Written instructions for storage and handling of the Geocomposite material prior to
shipment to the site.
7. Roll length and width.
8. Sample warranties for review.
D. The Contractor shall submit the following upon completion of the installation:
1. A certification stating that the Geocomposite has been installed in accordance with the
Plans and Special Provisions.
2. The Manufacturer's product warranty.
3. The Contractor's installation warranty.
100-3.01.5 QUALIFICATIONS
A. The manufacturer of the Geocomposite shall manufacture the material in the United States or
in Canada and shall have previously demonstrated the ability to produce this Geocomposite
by having successfully manufactured a minimum of ten million square feet of similar
Geocomposite material for landfill installations. A list of similar projects completed in which
the manufactured material has been successfully used shall be submitted.
B. The Installer of the Geocomposite shall have previously demonstrated the ability to install this
Geocomposite by having successfully installed a minimum of five million square feet of similar
Geocomposite material for landfill installations. A list of projects completed by the Installer in
which similar product has been successfully installed shall be submitted.
100-3.01.6 QUALITY ASSURANCE
A. The Owner will engage and pay for the services of a CQA Consultant, and a CQA Laboratory
for monitoring the quality and installation of Geocomposite material being installed unless
otherwise specified.
B. The Contractor shall render assistance as necessary for CQA Monitor to collect product
samples in accordance with the CQA Plan.
C. Geocomposite shall not be shipped to the site until conformance testing has been completed
and the test results are determined to comply with the Specifications. If Geocomposite is
shipped before conformance testing has been completed and the test results are determined to
comply with the Specifications, it will be at the Contractor's risk and the Contractor assumes all
responsibility for the handling of geocomposite that is determined to not comply with the
Specifications.
D. Conformance test results will be reviewed consistent with ASTM D 4759. If a test result is in
non-conformance with the Specifications, all material from that production lot represented by the
failed conformance test shall be rejected. Rejected material may be minimized by bounding the
non-conforming material with additional passing tests conducted by the CQA laboratory.
Additional tests and replaced material will be provided at no additional cost to the Owner.
100-3.01.7 DELIVERY, STORAGE, AND HANDLING
The Contractor shall be responsible for transporting, unloading, and storing the Geocomposite. The
Contractor shall:
A. Protect material from ultraviolet light exposure, precipitation, inundation, mud, dirt, dust,
puncture, cutting, and other damaging or deleterious conditions.
B. Follow the Manufacturer's written instruction for shipping, storage, and handling unless
otherwise approved in writing by the Engineer.
C. Ship the Geocomposite such that it is not damaged in transport.
D. Unload Geocomposite in the presence of the CQA Monitor.
E. Notify the Engineer in writing 48 hours in advance of delivery of the Geocomposite. Material
deliveries will not be allowed on-site unless and until submittals pertaining thereto which are
required prior to delivery have been reviewed and accepted and advance written notice of
delivery has been provided to the Engineer in accordance with these Special Provisions.
F. Stack Geocomposite rolls on a prepared surface. The surface shall be prepared such that the
net is not subjected to rocks or sharp objects, water, oil, or other deleterious conditions.
G. Immediately restore damaged protective covering.
H. Facilitate the CQA Monitor's inspection of material during the off-loading process so that
damaged material may be documented by the CQA Monitor.
I. Separate damaged rolls from undamaged rolls and store at locations designated by the
Engineer until proper disposition of material is determined by Engineer.
J. Replace any Geocomposite determined by the Engineer to be unacceptable.
100-3.01.8 WARRANTY
A. The Contractor shall provide a Manufacturer's Warranty for Geocomposite material in
compliance with the requirements of these Special Provisions. The Manufacturer's Warranty
shall:
1. Provide a minimum 20-year warranty for the material against deterioration due to exposure
to buried elements.
2. Cover the costs of material replacement and installation; assuming the area is in a clean,
dry, unencumbered condition. In the event the area cannot be rendered as such,
compensation for defective material will be provided to the Owner on a pro rata basis for
the estimated cost to the Owner at that time of supplying and installing material to a clean,
dry, and unencumbered condition by a third-party installer.
B. The Contractor shall provide an installation warranty for Geocomposite material in compliance
with the requirements of these Special Provisions. The installation warranty shall provide a
minimum of 2 year non-prorated warranty for the installation against defects.
100-3.02 PRODUCTS
100-3.02.1 MANUFACTURERS
Material shall be provided by a Manufacturer meeting the qualification requirements in Section 100-3.01.5 or
by a distributor approved by a qualified Manufacturer.
100-3.02.2 MATERIAL
The Geocomposite supplied for use as drainage material shall be comprised of non-woven, needle-
punched, or continuous or staple filament, polyester or polypropylene geotextile, heat bonded to one side
of an integrally formed, solid rib, extruded, HDPE Geonet core.
100-3.02.3 GEONET CORE
The Geonet core (prior to being heat bonded to the geotextile)shall conform to the requirements in Table
100-3A.
Table 100-3A
Properties for Geonet
Test Method Requirement
Thickness ASTM D 5199 Minimum 250 mil
Density ASTM D 1505 0.94 g/cm3 min. avg.
Carbon Black Content ASTM D 4218 2.0 % - 3.0 %
Tensile Strength ASTM D 7179 Minimum 55 lb/in
Transmissivity' ASTM D 4716 Minimum 14.5 gal/min/ft
1. Transmissivity measured at a load of 10,000 psf and a gradient of 0.1 sandwiched
between steel plates with a seating time of 15 min.
100-3.02.4 GEOTEXTILE (COMPONENT TO GEOCOMPOSITE)
The Geotextile component (prior to being heat bonded to the Geonet core shall conform to the following
minimum average roll values (MARV) as defined by the Federal Highway Administration for the following
requirements listed in Table 100-3B.
Table 100-313
Properties for Geotextile
Test Method Requirement
Mass per Unit Area ASTM D 5261 8 oz/yd2
Grab Tensile Strength' and ASTM D 4632 Minimum 225 Ibs and <50%
Elongation2
CBR Puncture Resistance ASTM D 6241 Minimum 600 Ibs
Trapezoidal Tear ASTM D 4533 Minimum 90 Ibs
Water Flow ASTM D 4491 Minimum 100 gal/min/ft2
Apparent Opening Size ASTM D 4751 No. 80 Sieve
1. Measured in weakest direction.
2. Measured in lower elongation direction.
100-3.02.5 GEOCOMPOSITE
The Geocomposite shall:
A. Be produced in the United States or Canada. Material from other sources may be used only
with prior written approval by the Engineer.
B. Be marked with Manufacturer's name, product designation, lot number, and roll number.
C. Meet the Geocomposite/Geomembrane interface shear strength requirements specified in
Tables 100-2C.
D. No delamination (separation between the geonet and geotextile) greater than 6 square feet
area within a 6-foot radius of any point shall be allowed.
E. Geonet shall be heat bonded to one layer of geotextile.
F. Unlaminated edge: 12" MAX allowable.
G. Meet the requirements in Table 100-3C.
Table 100-3C
Properties for Geocomposite
Test Method Requirement
Hydraulic Transmissivity(') ASTM D 4716 7.5 gal/min/ft
Ply Adhesion ASTM D 7005 1.0 Ibs/in
Interface Shear Strength See Table 100-2C
1. Geocomposite measured at a load of 10,000 psf and a gradient of 0.1
sandwiched between steel plates with a seating time of 15 minutes.
100-3.02.6 MANUFACTURER SOURCE QUALITY CONTROL
A. The Manufacturer shall perform quality control tests shown in Table 100-3D at the
manufacturing plant at the frequency shown.
Table 100-31)
Quality Control Tests
Test Test Designation Frequency
(see notes)
Geonet Core
Thickness ASTM D 5199 A
Density ASTM 1505 B
Carbon Black Content ASTM D 4218 or D 4218 B
Transmissivity ASTM D 4716 C
Tensile Strength ASTM D 6364 B
Geotextile
Mass per Unit Area ASTM D 5261 B
Grab Tensile Strength and Elongation ASTM D 4632 B
Water Flow ASTM D 4491 C
Apparent Opening Size ASTM D 4751 C
Geocomposite
Hydraulic Transmissivity ASTM D 4716 D
Ply Adhesion ASTM D 7005 A
A. One per 50,000 square feet produced.
B. One per 100,000 square feet produced.
C. One per 500,000 square feet produced.
D. One per 540,000 square feet produced.
B. The Contractor shall provide the CQA Monitor with quality control certificates from the
Manufacturer for each lot and each shift's production of Geocomposite. The quality control
certificates shall include:
1. Roll numbers and identification.
2. Sampling procedures.
3. Results of quality control tests, including a description of test methods used.
100-3.02.7 LABELING
The Manufacturer shall mark or tag Geocomposite rolls with the following:
A. Manufacturer's name.
B. Product identification.
C. Lot number.
D. Roll number.
E. Roll dimensions.
100-3.02.8 EQUIPMENT
Equipment shall:
A. Be adequately maintained in order to avoid delaying work.
B. Be supplied by a power source capable of providing constant voltage under a combined-line
load.
C. Be provided with a protective lining and splash pad large enough to catch spilled fuel under
electric generator, if used on geosynthetics.
100-3.03 EXECUTION
100-3.03.1 DEPLOYMENT
The Installer shall:
A. Not commence with installation of the Geocomposite until the first phase of geoelectric leak
location survey has been performed and the Installer has repaired any damage, holes, or
defects in accordance with Section 100-2 of these Special Provisions.
B. Install product in accordance with the Manufacturer's recommendations.
C. Place Geocomposite over the Geomembrane only after approval by the Engineer.
D. Installer shall be responsible for staging the Work so that no construction equipment needs to
be driven over already deployed geomembrane panels while deploying subsequent
geocomposite or subsequent Operations Soil Layer.
Equipment used for placing soils shall not be driven directly over geosynthetics.A minimum
thickness of 1 ft(300 mm)of material is required between a low ground pressure (LGP)dozer
and underlying geosynthetics.A minimum thickness of 3 ft of material is required between
rubber-tired vehicles and underlying geosynthetics. In areas of heavy vehicle traffic, such as
access ramps, the material thickness should be at least 3 ft. In any case, the following table
shall be complied with during construction:
E.
Maximum Allowable Equipment Initial Lift Thickness Over Geosynthetics
Ground Pressure (psi) (feet)
5 1.0
10 1.5
15 2.0
>20 >3.0
F. Follow Manufacturer's recommendations, standards, and guidelines unless otherwise stated
in these Special Provisions or directed by the Engineer.
G. Deploy with the exposed geonet side of the geocomposite in contact with the geomembrane.
H. Secure Geocomposite during deployment by placing sandbags as ballast.
I. Fill sandbags with the same material as that which is used for the Operations Layer.
J. Maintain ballast in place until the Geocomposite is covered.
K. Maintain the Geocomposite until it has been approved and covered.
L. Use appropriate equipment to transport the Geocomposite from the storage area and deploy
it on top of the Geomembrane liner. This equipment shall not damage the underlying
Geomembrane or GCL.
M. Repair or replace any damaged material as directed by the Engineer.
K. Ensure that dust, stones, moisture, or other deleterious materials are not trapped in the
Geocomposite or in underlying geosynthetics.
L. Clean the surface of the Geomembrane of dirt and loose materials prior to placement of the
Geocomposite.
M. Examine Geocomposite over its entire surface to ensure that no potentially harmful foreign
objects such as needles, are present and remove foreign objects if encountered.
N. Cover Geocomposite within 72 hours unless otherwise approved in writing by the Engineer.
O. Ensure that workers do not smoke or vape or engage in other activities that could damage the
Geocomposite or underlying Geomembrane.
P. Maintain the Geomembrane free from holes or damage during installation of the
Geocomposite.
Q. Repair any holes or damaged areas in the Geomembrane in accordance with Section 100-
2.09, "Repairs" of these Special Provisions.
R.
100-3.03.2 SEAMS AND OVERLAPS
The Installer shall:
A. Connections (Geonet) shall be overlapped a minimum of 6-inches along the length and one
foot along the width.
B. Connections (Geonet) shall be made using white or yellow nylon cable ties secured at three-
foot intervals along the length and 1-foot centers along the width.
C. Do not use metallic devices for tying.
100-3.03.3 FIELD QUALITY ASSURANCE
A. General
1. The Manufacturer, Fabricator, and Installer shall participate in and conform with all terms
and requirements of the Owner's quality assurance program. The Contractor is responsible
for this participation.
2. The Installer shall designate a technician that is responsible for supervising and/or
conducting the Installer's field quality control program.
B. Conformance Testing (Performed by CQA Laboratory).
1. The CQA Monitor shall obtain conformance testing samples of the Geocomposite
delivered to the site and forward the samples to the CQA Laboratory.
2. The Installer shall allow 5 working days for conformance testing following the date material
is available to the CQA Consultant.
3. The CQA Monitor shall have the following tests performed by the CQA Laboratory at a
frequency of one per batch or one per 100,000 square feet of material supplied,whichever
results in greatest number of tests, to determine Geocomposite conformance with the
requirements of these Special Provisions.
a. Transmissivity: ASTM D 4716.
b. Ply Adhesion:ASTM D7005
4. Where optional procedures are noted in the test method,the requirements of these Special
Provisions shall prevail.
5. Additional tests may be performed at the discretion of the CQA Monitor.
6. The Contractor shall provide equipment and personnel to assist the CQA Monitor in
obtaining samples in accordance with the following:
a. The Installer shall sample across the entire width of the roll as directed by the CQA
Monitor.
b. Samples shall not be taken from the first 2 feet of a roll.
C. The Installer shall cut samples 3 feet long by width of roll as directed by the CQA
Monitor.
d. The CQA Monitor shall mark the roll number, machine direction, and the date on
which the sample was taken on each sample.
e. Samples shall be taken at a rate of one per batch or one per 100,000 square feet of
material supplied, whichever results in the greatest number of samples.
100-3.03.4 REPAIR—The Installer shall repair Geocomposite in accordance with the following:
A. Any holes or tears in the Geocomposite shall be repaired by placing a patch extending 2 feet
beyond the edges of the hole or tear. The patch shall be secured by installing approved tying
devices through the Geocomposite every 6 inches in a grid pattern across the entire surface
of the patch.
B. Any method of underpatching shall require approval from the Engineer. If the hole or tear
width across the roll is more than 50 percent of the width of the roll, the damaged area will be
cut out and the two portions of the Geocomposite will be joined in accordance with Section
100-3.03.2 above.
100-3.03.5 PROTECTION
When placing soil materials over the Geocomposite the Contractor shall:
A. Ensure that there is no damage to Geocomposite.
B. Ensure that there is no slippage of Geocomposite over underlying layers.
C. Ensure that no excessive tensile stresses are applied to the Geocomposite.
100-3.03.6 ACCEPTANCE OF THE GEOCOMPOSITE
A. The Contractor shall be responsible for maintaining the Geocomposite and shall retain
ownership thereof until final acceptance by the Engineer.
B. The Engineer will accept Geocomposite installation when:
1. All required documentation from the Manufacturer, Fabricator, and Installer has been
received and accepted.
2. The installation is finished.
3. Written certification documents and drawings have been received by the Owner from
the CQA Consultant.
5. The Operations Layer has been installed, the Leak Location Contractor has completed
the geoelectric leak location survey, and any damage, holes, or defects have been
repaired by the Installer and repairs have been approved by the CQA Monitor.
100-3.04 MEASUREMENT AND PAYMENT
Refer to 9-1.01A BID ITEM EXPLANATION for measurement and payment
100-4 GEOTEXTILE
100-4.01 GENERAL
The Geotextile to be furnished and installed under this contract shall conform to the requirements outlined
herein along with the accompanying geosynthetics quality assurance plan.
The Contractor shall notify the Engineer 14 calendar days in advance of starting the Geotextile installation.
100-4.01.1 SUMMARY
A. Section includes furnishing and installing Geotextile around the leachate pipe collection
trenches.
B. Related Sections:
1. Section 19-4- Landfill Earthwork
2. Section 100-1 -Geosynthetic Clay Liner
3. Section 100-2- High Density Polyethylene Geomembrane
4. Section 100-3 - Geocomposite
5. Section 100-5-Operations Layer
6. Section 100-6- Protective Plywood Cover
7. Section 101 —High Density Polyethylene Pipe
100-4.01.2 REFERENCES
A. American Society for Testing and Materials (ASTM):
1. ASTM D 3786 — Standard Test Method for Hydraulic Bursting Strength of Textile Fabrics
—Diaphragm Bursting Strength Tester Method
2. ASTM D 4491 —Test Methods for Water Permeability of Geotextiles by Permittivity.
3. ASTM D 4533—Test Method for Trapezoid Tearing Strength of Geotextiles.
4. ASTM D 4632/ D4632M — Test Method for Grab Breaking Load and Elongation of
Geotextiles.
5. ASTM D 4751 —Test Method for Determining Apparent Opening Size of a Geotextile.
6. ASTM D 5261 —Standard Test Method for Measuring Mass per Unit Area of Geotextiles.
7. ASTM D 6241 — Standard Test Method for Static Puncture Strength of Geotextiles and
Geotextile Related Product Using a 50-mm Probe
B. Construction Quality Assurance(CQA)Plan for Phase III -Modules 9& 10 Excavation and Liner
System Construction, American Avenue Disposal Site on.
100-4.01.3 DEFINITIONS
A. Construction Quality Assurance (CQA) Consultant: The party, independent from County or
Contractor, that is responsible for observing and documenting activities related to the
quality of material manufacturing, material installation, and other construction activities
related to the project. Also responsible for issuing a CQA report sealed by a Professional
Engineer registered in the State of California. Construction Quality Assurance (CQA)
Laboratory: A laboratory selected by the CQA Consultant independent from the Engineer,
Contractor, Manufacturer, Fabricator and Installer, responsible for conducting laboratory
tests on samples of materials obtained at the site. Also referred to as the Geosynthetics
Laboratory.
B. Construction Quality Assurance (CQA) Officer: A civil engineer, registered in the State of
California as required by 27 CCR 20324(b)(2), who is responsible for implementing the CQA
Plan, observing, verifying, and documenting the construction and for preparing, signing, and
certifying the Construction Completion Report. Also referred to as the CQA Engineer. Also,
referred to as the CQA Engineer.
C. Construction Quality Assurance (CQA) Monitor: Site representative of the CQA Engineer
responsible for documenting field observations and tests.
D. Engineer: Director of the Department of Public Works and Planning of Fresno County, acting
either directly or through properly authorized agents, such agents acting within the scope of
the particular duties entrusted to them.
E. Geotextile: A permeable geosynthetic comprised solely of textiles.
F. Geosynthetic Installer (Installer): The Installer is responsible for proper installation of the
geosynthetic components in accordance with the Drawings and Specifications. The Installer
may be affiliated with the Manufacturer Also called the Installer.
G. Geoelectric Leak Location Consultant: A firm with specific expertise in performing electric
leak location surveys on exposed or covered geomembrane
H. Manufacturer: The party responsible for the production and quality of the Geotextile.
K. Owner: County of Fresno
L. Panel: The unit area of Geotextile, a roll or a portion of a roll, that will be seamed or overlapped
in the field.
100-4.01-4 SUBMITTALS
A. Qualifications(Manufacturer):The Contractor shall submit information necessary to evaluate the
Manufacturer's qualifications in accordance with Section 100-4.01.5 of these Special Provisions
at least 21 calendar days prior to ordering the material. Material shall not be ordered by the
Contractor until the Manufacturer's qualifications have been reviewed and approved in writing
by the Engineer.
B. Qualifications (Installer): The Contractor shall submit information necessary to evaluate the
Installer's qualifications in accordance with Section 100-4.01.5 of these Special Provisions at
least 21 calendar days prior to installation of the material. The submittal shall include the
name of Installer and the names and resumes of the installation supervisor/field design
engineer.
C. The Contractor shall submit the following 14 calendar days prior to Geotextile shipment to the
site:
1. Samples and complete description of Geotextile fabric proposed for use, that meet or
exceed requirements of these Special Provisions.
2. Manufacturer's certificates of compliance with specified product requirements prior to
shipment. This submittal shall include Manufacturer's Quality Control (MQC)testing.
3. An instruction manual which includes the proper storage, handling, deployment, and
sewing of the Geotextile. This manual shall be in compliance with these Special
Provisions, the quality assurance plan, and any conditions of warranty.
4. Quality control certificates on the Geotextile. The data submitted with the Geotextile shall
include the production date and the laboratory results from the supplier demonstrating
compliance with the specifications described in Section 100-4.04, Material of these
Special Provisions.
5. Roll length and width.
6. Specifications and manufacturer's certification on the thread used to sew the Geotextile.
The thread shall be a polymeric material with chemical resistance and strength
characteristics that are equal to or exceed those of the Geotextile.
7. Sample warranties for review.
D. The Contractor shall submit the following upon completion of the installation:
1. A certification stating that the Geotextile has been installed in accordance with the Plans
and Special Provisions.
2. The Manufacturer's product warranty.
3. The Contractor's installation warranty.
100-4.01.5 QUALIFICATIONS
A. The manufacturer of the Geotextile shall manufacture the material in the United States or in
Canada and shall have previously demonstrated the ability to produce this Geotextile by
having successfully manufactured a minimum of ten million square feet of similar Geotextile
material for landfill installations. A list of similar projects completed in which the manufactured
material has been successfully used shall be submitted.
B. The Installer of the Geotextile shall have previously demonstrated the ability to install this
Geotextile by having successfully installed a minimum of five million square feet of similar
Geotextile material for landfill installations. A list of projects completed by the Installer in which
similar product has been successfully installed shall be submitted.
100-4.01.6 QUALITY ASSURANCE
A. The Owner will engage and pay for the services of a Construction Quality Assurance (CQA)
Consultant, and a Construction Quality Assurance(CQA)Laboratory for monitoring the quality
and installation of the Geotextile material being installed unless otherwise specified.
B. The Contractor shall aid the CQA Monitor in product sampling by providing personnel and
equipment necessary to move, cut, and protect Geotextile rolls.
100-4.01.7 DELIVERY, STORAGE,AND HANDLING
The Contractor shall:
A. Protect Geotextile from ultraviolet light exposure, precipitation, inundation, mud, dirt, dust,
puncture, cutting, and other damaging or deleterious conditions.
B. Follow the Manufacturer's written instructions for shipping, storage, and handling unless
otherwise approved in writing by the Engineer.
C. Ship Geotextile in closed trailers.
D. Separate damaged rolls from undamaged rolls and store at locations designated by the
Engineer until proper disposition of material is determined by Engineer.
E. Ship Geotextile such that it is not damaged in transport.
F. Unload Geotextile in the presence of the CQA Monitor.
G. Notify the Engineer in writing 48 hours in advance of delivery. Material deliveries will not be
allowed on-site unless and until submittals pertaining thereto which are required prior to delivery
have been reviewed and accepted and advance written notice of delivery has been provided to
the Engineer in accordance with these Special Provisions.
H. Facilitate the CQA Monitor's inspection of material during the off-loading process so that
damaged material may be documented by the CQA Monitor.
I. Separate damaged rolls from undamaged material.
J. Defer to the Engineer's direction regarding the final disposition of damaged rolls.
K. Replace any Geotextile determined to be unacceptable at no cost to Owner.
L. Stack Geotextile rolls on a prepared surface. The surface shall be prepared such that the
material is not subjected to rocks or sharp objects, water, oil, or other deleterious conditions.
M. Ship and store the Geotextile rolls in opaque and water tight protective covers.
N. Use appropriate equipment to transport the Geotextile from the storage area and deploy it
without driving over placed geosynthetics.
O. Installer shall be responsible for staging the Work so that no construction equipment needs to
be driven over already deployed geosynthetics while deploying subsequent geotextile or
subsequent Operations Soil Layer.
P. Equipment used for placing soils shall not be driven directly over geosynthetics. A minimum
thickness of 1 ft (300 mm) of material is required between a low ground pressure (LGP) dozer
and underlying geosynthetics. A minimum thickness of 3 ft of material is required between
rubber-tired vehicles and underlying geosynthetics. In areas of heavy vehicle traffic, such as
access ramps,the material thickness should be at least 3 ft. In any case,the following table shall
be complied with during construction:
Maximum Allowable Equipment Initial Lift Thickness Over Geosynthetics
Ground Pressure (psi) (feet)
5 1.0
10 1.5
15 2.0
>20 >3.0
Q. Repair any damage caused to the Geocomposite or underlying liners to the satisfaction of the
CQA Monitor at no cost to the Owner.
R. Follow delivery, storage, and handling procedures outlined in ASTM D 4873.
100-4.01.8 WARRANTY
A. The Contractor shall provide a Manufacturer's Warranty for Geotextile material in compliance
with the requirements of these Special Provisions. The Manufacturer's Warranty shall:
1. Provide a minimum 20-year warranty for the material against deterioration due to exposure
to buried elements.
2. Cover the costs of material replacement and installation; assuming the area is in a clean,
dry, unencumbered condition. In the event the area cannot be rendered as such,
compensation for defective material will be provided to the Owner on a pro rata basis for
the estimated cost to the Owner at that time of supplying and installing material to a clean,
dry, and unencumbered condition by a third-party Installer.
B. The Contractor shall provide an installation warranty for Geotextile material in compliance with
the requirements of these Special Provisions. The installation warranty shall provide a minimum
of 2 year non-prorated warranty for the installation against defects.
100-4.02 PRODUCTS
100-4.02.1 MANUFACTURERS
Material shall be provided by a Manufacturer meeting the qualification requirements in Section 100-4.01.5 or
by a distributor approved by a qualified Manufacturer.
100-4.02.2 GEOTEXTILE
Geotextile shall conform to the following requirements:
A. Shall be produced in the United States or Canada. Material from other sources may be used
only with prior written approval by the Engineer.
B. Geotextile shall be comprised of non-woven, continuous-filament needle-punched
polypropylene or polyester fabric which is oriented into a stable network that maintains its
structure during handling, placement, and long-term service.
C. If polypropylene is used in Geotextile, it shall be UV stabilized.
D. Geotextile shall not be heat burnished except as a finishing process.
E. Geotextile shall be resistant to soil chemicals.
F. Geotextile shall be new product made from virgin materials.
G. Geotextile shall be furnished in rolls wrapped in impermeable, opaque coverings.
H. Geotextile rolls shall be marked with Manufacturer's name, product designation, lot number,
and roll number.
I. Geotextile shall meet the requirements in the following table:
Table 100-4A
Properties for Geotextile
Test Test Designation Unit Requirement
Mass per Unit Area ASTM D 5261 oz/yd2 9.5 min. avg.
Grab Tensile Strength ASTM D 4632 Ibs 250 min. avg.
Grab Tensile Elongation (2) ASTM D 4632 % 50 min. avg.
CBR Puncture Strength ASTM D 6241 Ibs 700 min. avg.
Trapezoidal Tear ASTM D 4533 Ibs 100 min. avg.
Permittivity ASTM D 4491 sec-' 1.0 min. avg.
Apparent Opening Size ASTM D 4751 US sieve 100 max. avg.
1. Measured in weakest direction.
2. Measured in direction of lower elongation.
100-4.02.3 MANUFACTURER SOURCE QUALITY CONTROL
The Geotextile Manufacturer shall:
A. Perform the following quality control tests of Geotextile at the manufacturing plant:
Table 100-413
Testing Frequency
Test Test Designation Unit Frequency
Mass per Unit Area ASTM D 5261 oz/ydz A
Grab Tensile Strength ASTM D 4632 Ibs B
Grab Tensile Elongation ASTM D 4632 % B
CBR Puncture Strength ASTM D 6241 Ibs B
Trapezoidal Tear ASTM D 4533 Ibs B
Permittivity ASTM D 4491 sec' C
Apparent Opening Size ASTM D 4751 US sieve B
A. Two tests per roll.
B. One test per 100,000 square feet or one per lot, whichever results in the greater number of tests.
C. Provide certification and test results. Test results may be for geotextile type, in lieu of actual
product shipped.
B. Reject rolls for which quality control requirements are not met.
C. Provide the CQA Monitor quality control certificates for each lot and each shift's production.
The quality control certificates shall include:
1. Roll numbers and identification
2. Sampling procedures
3. Results of quality control tests, including a description of test methods used.
100-4.02.4 LABELING
The Geotextile Manufacturer shall:
A. Mark or tag Geotextile rolls with the following information:
1. Manufacturer's name
2. Product identification
3. Lot number
4. Roll number
5. Roll dimensions
B. Mark special handling requirements on rolls.
100-4.02.5 EQUIPMENT
The Contractor's equipment shall:
A. Be adequately maintained and be sufficient in numbers in order to avoid delaying work.
B. Be supplied by a power source capable of providing constant voltage under a combined-line
load.
C. Be provided with a protective lining and splash pad large enough to catch spilled fuel under
an electric generator, if used, on geosynthetics.
100-4.03 EXECUTION
100-4.03.1 EXAMINATION
Prior to installation of Geotextile, the Contractor, Installer, and the CQA Monitor shall:
A. Examine the underlying construction for conformance with the Special Provisions.
B. Verify that the underlying installations are complete and have been installed as designed.
C. Ensure that as-built information has been obtained.
100-4.03.2 DEPLOYMENT
The Installer shall:
A. Follow Manufacturer's recommendations, standards, and guidelines unless otherwise stated
in these Special Provisions or directed by the Engineer.
B. Place Geotextile only after underlying material installation has been approved by the Engineer.
C. Cut Geotextile using approved cutter only.
D. Protect other in-place geosynthetic materials when cutting Geotextile.
E. Repair or replace, at the Engineer's discretion, landfill components damaged during
Geotextile installation at no cost to Owner.
F. Secure Geotextile during deployment by placing sandbags as ballast.
G. Fill sandbags with the same material as that which is used for the Operations Layer.
H. Maintain ballast in place until the Geotextile is covered.
I. Maintain the Geotextile until it has been approved and covered.
J. Ensure that dust, stones, moisture, or other deleterious materials are not trapped in the
Geotextile or in underlying geosynthetics.
K. Examine Geotextile over entire completed surface to ensure that no potentially harmful foreign
objects, such as needles, are present. Remove any foreign objects.
L. Either seam, or overlap a minimum of two feet in lieu of seaming, Geotextile used as cushion
or wrap around gravel fill.
M. Cover Geotextile within 72 hours unless otherwise approved by the Engineer.
N. Ensure that workers do not smoke, vape or engage in other activities that could damage the
Geotextile, Geocomposite or underlying Geomembrane.
O. Maintain the Geomembrane and the Geocomposite free from holes or damage during
installation of the Geotextile. Any holes or damaged areas shall be repaired in accordance
with these Special Provisions.
100-4.03.3 SEAMS AND OVERLAPS
Except where otherwise specified, the Geotextile is to be seamed by sewing. Other seaming methods,
such as hot wedge seaming, may be used with prior approval of the Engineer if the minimum strength
requirement can be obtained.
Seams in Geotextile placed in trenches may be formed by overlapping a minimum of 2 feet instead of
sewing. Seaming is not required for Geotextile wrapped around gravel fill, or placed under pipes if the
minimum 2-foot overlap is maintained.
The Installer shall:
A. Not seam horizontally on slopes greater than 10 horizontal to 1 vertical (i.e., seam up and
down, not across slopes).
B. Seam Geotextile by sewing unless alternative method is approved by the Engineer.
C. Overlap Geotextile 6 inches prior to sewing or other seaming.
D. Ensure that no soil materials are present within the seams.
E. Sew using polymeric thread with chemical resistance properties equal to or exceeding those
of the Geotextile unless alternative method is approved by the Engineer.
F. Seam Geotextile by sewing with 401 two-thread chain stitch unless alternative method is
approved by the Engineer.
G. Ensure that seams have a strength equal to at least 50 percent of the Geotextile strength as
measured in a wide-strip tensile test.
100-4.03.4 FIELD QUALITY ASSURANCE
A. General
1. The Manufacturer, Fabricator, and Installer shall participate in and conform with all terms
and requirements of the Owner's quality assurance program. The Installer is responsible
for this participation.
2. The Installer shall designate a technician that is responsible for supervising and/or
conducting the Installer's field quality control program.
B. Conformance Testing (Performed by CQA Laboratory).
1. The CQA Monitor shall obtain conformance testing samples of the Geotextile delivered
to the site and forward the samples to the CQA Laboratory.
2. The Installer shall allow 5 working days for conformance testing following the date material
is available to the CQA Consultant.
3. The CQA Monitor shall have the following tests performed by the CQA Laboratory at a
frequency of one per batch or one per 100,000 square feet of material supplied,whichever
results in greatest number of tests, to determine Geotextile conformance with the
requirements of these Special Provisions:
a. Mass per Unit Area: ASTM D 5261.
b. Grab Tensile Strength: ASTM D 4632.
C. CBR Puncture Strength: ASTM D 6241.
d. Apparent Opening Size: ASTM D 4751.
e. Permittivity: ASTM D 4491.
f. Trapezoidal Tear: ASTM D4533
4. Where optional procedures are noted in the test method,the requirements of these Special
Provisions shall prevail.
5. Additional tests may be performed at the discretion of the CQA Monitor.
6. The Contractor shall provide equipment and personnel to assist the CQA Monitor in
obtaining samples in accordance with the following:
a. The Installer shall sample across the entire width of the roll as directed by the CQA
Monitor.
b. Samples shall not be taken from the first 3 feet of a roll.
C. The Installer shall cut samples 3 feet long by width of roll as directed by the CQA
Monitor.
d. The CQA Monitor shall mark the roll number, machine direction, and the date on
which the sample was taken on each sample.
e. Samples shall be taken at a rate of one per batch or one per 150,000 square feet of
material supplied, whichever results in the greatest number of samples.
100-4.03.5 REPAIR PROCEDURES
A. The Installer shall repair holes or tears in Geotextile as follows:
1. On 10 horizontal to 1 vertical (10:1) or steeper slopes: Patch from the same Geotextile
material and continuously sew in place.
2. On slopes flatter than 10:1: Patch from the same Geotextile material, sew in place with a
minimum overlap of 24 inches in all directions.
3. Remove all sheets with tears exceeding 10 percent of the roll width and replace with new
material.
4. On the side slopes holes or tears shall be repaired with fabric patches sewn into place
no closer than 1 inch from any edge.
B. The Contractor shall remove soil and other material, which may have penetrated through the
torn Geotextile before repairing.
100-4.03.6 PROTECTION
When placing soil materials over Geotextile, the Contractor shall ensure that:
A. The Geotextile is not damaged.
B. The Geotextile does not slip over underlying layers.
C. The placement of soil does not induce excessive tensile stresses in Geotextile.
100-4.03.7 ACCEPTANCE
A. The Contractor shall retain ownership and responsibility for Geotextile until acceptance by the
Owner.
B. The Owner will accept the Geotextile installation when:
1. The installation is finished.
2. All required documentation from the Manufacturer and Installer has been received and
approved.
3. Verification of the adequacy of all field seams and repair, including associated testing, is
complete.
4. Written certification documents have been received by the Owner from the CQA
Consultant.
5. The Operations Layer has been installed, the Leak Location Contractor has completed
the geoelectric leak location survey, and any damage, holes, or defects have been
repaired by the Installer and repairs have been approved by the CQA Monitor.
100-4.04 MEASUREMENT AND PAYMENT
100-4.04.1 MEASUREMENT
Refer to 9-1.01A BID ITEM EXPLANATION for measurement and payment
100-5 OPERATIONS LAYER
100-5.01 GENERAL - The Operations Layer shall consist of selected native materials that shall be
placed over the Geotextile in accordance with methods prescribed by the liner system Installer, these
Special Provisions and as directed by the Engineer.
100-5.01.1 SUMMARY
A. Section includes placement of on-site soils as Operations Layer.
B. Related Sections:
1. Section 19-4—Landfill Earthwork
2. Section 100-1 -Geosynthetic Clay Liner
3. Section 100-2- High Density Polyethylene Geomembrane
4. Section 100-3 - Geocomposite
5. Section 100-6- Protective Plywood Cover
6. Section 101—High Density Polyethylene Pipe
100-5.01.2 REFERENCES
A. American Society for Testing and Materials (ASTM):
1. ASTM D 422—Standard Test Method for Particle-Size Analysis of Soils
2. ASTM D 1140— Standard Test Method for Amount of Material in Soil Finer than the No.
200(75 mm) Sieve.
3. ASTM D 2487 — Standard Test Method for Classification of Soils for Engineering
Purposes.
4. ASTM D 2488 — Standard Practice for Description and Identification of Soils (Visual-
Manual Procedure).
5. ASTM D 7002—Standard Practice for Electric Leak Location on Exposed Geomembrane
Using the Water Puddle Method.
6. ASTM D 7007 — Standard Practices for Electrical Methods for Locating Leaks in
Geomembranes Covered with Water or Earthen Materials.
7. ASTM D 7909—Standard Guide for Placement of Blind Actual Holes during Electrical Leak
Location Surveys of Geomembranes.
100-5.01.3 DEFINITIONS
A. Construction Quality Assurance (CQA) Consultant: The monitoring firm responsible for
implementation of the CQA activities.
B. Construction Quality Assurance (CQA) Laboratory: A laboratory selected by the CQA
Consultant independent from the Engineer, Contractor, Manufacturer, Fabricator and
Installer, responsible for conducting laboratory tests on samples of materials obtained at
the site. Also referred to as the Geosynthetics Laboratory.
C. Construction Quality Assurance (CQA) Officer: The professional representative of the CQA
Consultant responsible for implementation of the CQA plan. Also, referred to as the CQA
Engineer.
D. Construction Quality Assurance (CQA) Monitor: Site representative of the CQA Consultant
responsible for documenting field observations and tests.
E. Engineer: Director of the Department of Public Works and Planning of Fresno County, acting
either directly or through properly authorized agents, such agents acting within the scope of the
particular duties entrusted to them.
F. Leak Location Contractor: A firm specializing in leak location testing of synthetic liner
materials, independent from the Engineer, Manufacturer, Fabricator, and Installer,
responsible for performing the geoelectric leak location survey of the installed
Geomembrane.
G. Operations Layer: Soil placed over the liner system to protect the liner system and to
provide a working surface for the placement of waste.
H. Owner: County of Fresno
100-5.02 MATERIAL-Selected material, as identified by the Engineer,from the excavation of Modules
9 & 10, shall be used to construct the Operations Layer. The material shall be free of rocks, roots, or any
other material or objects that could damage the underlying synthetic liner materials. The maximum particle
size shall be 3/4-inch when in contact with geosynthetic materials, unless otherwise approved by the
Engineer.
During construction the CQA Consultant shall conduct Sieve Analysis (D6913)and Classification (ASTM D
2487/2488)tests at a frequency of one test per 10,000 cubic yards.
100-5.03 PLACEMENT-The methods to be used in placing the Operations Layer shall be approved in
writing by the liner material Installer and the Engineer before placement of the Operations Layer may begin.
The Contractor shall submit a written plan for the Operations Layer placement for approval at least 10
calendar days in advance of the Contractor's proposed starting date.
All synthetic liner materials underlying the Operations Layer shall be inspected and approved by the
Engineer prior to placing the Operations Layer.
The Operations Layer shall be placed in a manner that will not damage or displace the synthetic liner
materials. Wrinkles in the liner material shall not be allowed to develop to a height that will fold over when
the Operations Layer is placed.
The Operations Layer shall be placed in layers with a minimum thickness of one foot unless otherwise
allowed by the Engineer.
The Operations Layer shall be compacted by track walking with a minimum of one pass with a D-7 or
approved equivalent dozer.
The surface of the Operations Layer shall be graded and rolled to provide a smooth uniform surface and
shall not vary more than 0.1 foot from the grade established by the Engineer at any point.
100-5.05 MEASUREMENT AND PAYMENT
Refer to 9-1.01A BID ITEM EXPLANATION for measurement and payment
100-6 PROTECTIVE PLYWOOD COVER
100-6.01 GENERAL - The protective plywood cover provides protection to the perimeter of the
geosynthetic liner system for future construction activities.
100-6.02 MATERIALS - The protective plywood cover shall consist of 4 ft. x 8 ft. x 1/2 inch CDX
plywood. Mill rejected material is allowed.
100-6.03 PLACEMENT - The Contractor shall place protective plywood cover over the geosynthetic
liner continually along the extent of the north, west and south edges of Modules 9 and 10 as shown on the
Plans. The Contractor shall overlap ends of plywood sheets a minimum of three (3) inches.
100-6.04 MEASUREMENT AND PAYMENT—
Refer to 9-1.01A BID ITEM EXPLANATION for measurement and payment
100-7 GEOELECTRIC LEAK LOCATION SURVEY SUPPORT
100-7.01 GENERAL
Requirements for support and assistance by Contractor to the Geoelectric Leak Location Survey Consultant
(Leak Location Consultant) for performance of an electronically based liner leak survey (leak location
survey) for post-construction liner monitoring on the primary HDPE geomembrane prior to placement of
geocomposite and operations layer (Water Puddle Method), and after placement of the operations layer
(Dipole Method) in Modules 9 and 10.
The Leak Location Consultant will be contracted directly by the CQA Engineer.
REFERENCES
A. ASTM International, latest revisions.
1. ASTM D7002-22 Standard Practice for Electrical Leak Location on Exposed
Geomembranes Using the Water Puddle Method.
2. ASTM D7007-16 Standard Practices for Electrical Methods for Locating Leaks in
Geomembranes Covered with Water or Earthen Materials.
3. ASTM D7909-21a Standard Guide for Placement of Intentional Leaks During
Electrical Leak Location Surveys of Geomembranes
INFORMATION AVAILABLE
A. The CQA Officer shall provide the Leak Location Consultant with Drawings showing:
1. All layers constituting the lining system.
2. Details of all liner penetrations.
3. Peripheral details, including welds between primary and secondary liners at
slope/floor transitions, tie-in welds to adjacent lining systems and temporary
terminations.
4. Structures and obstructions above the liner.
5. Electrical equipment above the liner, if any.
100-7.02 PRODUCTS
GROUND WIRE
A. Ground wire shall be continuous 12 or 14 awg uninsulated solid copper wire.
B. Wire shall be new condition.
C. Supplied by Contractor to fit geometry provided by the Leak Location Consultant.
100-7.03 EXECUTION
SITE PREPARATION AND SUPPORT—WATER PUDDLE SURVEY
A. The Contractor shall provide the Engineer and CQA Officer with an updated project
schedule for scheduling of the leak location survey a minimum of three (3)weeks prior to
the preferred survey date. Contractor shall allow two (2) weeks for mobilization and
completion of each survey. The CQA Officer shall be responsible for coordinating the
survey based on the Contractor's schedule.
B. The Contractor is responsible for preparing the survey area and providing support to the
leak location consultant for the leak location surveys. The preparation consists of, but is
not limited to, the following:
1. Provide the CQA Officer the liner installation schedule to allow coordination with
the Leak Location Consultant.
2. Provide and install permanent ground wires in contact with the compacted backfill
and permeable material located under the primary geomembrane within the
encapsulated leachate collection pipes and riser pipes. The ground wires must be
continuous and coordinated with the Leak Location Consultant to be in contact with
all encapsulated soil material.
3. Provide a water truck and driver with water as a continuous water source for the
water puddle leak location testing. Water source shall have a standard garden
hose bib capable of providing water pressure of 30 PSI.
4. Provide one laborer per leak location equipment operator to assist with the water
puddle leak location testing (two labors minimum).
5. Remove and dispose of residual water, as needed.
6. Render the geomembrane clean and uncluttered. Remove all standing water from
the surface of the geomembrane and provide electrical isolation around the full
perimeter of the survey area.
7. The survey area must have a low point where water is allowed to collect. As the
survey progresses, water is sprayed onto the liner. If the water exits the survey
area and touches the surrounding ground, the survey cannot be performed. Often
features such as rain flaps and berms are required to keep the water restrained to
the survey area. The Contractor must be prepared to install rain flaps and berms
as necessary and coordinated with the Leak Location Contractor.
8. The subgrade must contain sufficient moisture to conduct the survey. One percent
by weight is usually adequate. It may be necessary to wet the subgrade if it has
desiccated before deployment of the GCL and geomembrane.The Contractor may
also wet the installed geomembrane with approximately 0.1 inches of water(2,700
gallons per acre)several days before the performance of the leak location survey.
An equivalent recent rainfall would also suffice.
9. Calibration requires drilling holes in the geomembrane. The Contractor must be
prepared to have these holes repaired.All hole locations shall be surveyed as they
are created.
10. If it is determined the survey must take place at night due to excessive wrinkles in
the liner during the day, light plants supplied by the Contractor must be provided
onsite at the time and for the duration of the water puddle survey.
SITE PREPARATION AND SUPPORT— DIPOLE SURVEY
A. The Contractor shall provide the Engineer and CQA Officer with an updated project
schedule for scheduling of the leak location survey a minimum of three (3)weeks prior to
the preferred survey date. Contractor shall allow one (1) week for mobilization and
completion of each survey. The CQA Officer shall be responsible for coordinating the
survey based on the Contractor's schedule.
B. Contractor is responsible for preparing the survey area and providing support to the leak
location consultant for the leak location surveys. The preparation consists of, but is not
limited to, the following:
1. Coordinate with the CQA Officer to provide a survey area within the liner expansion
area that is electrically isolated from the surrounding ground (i.e. the cover soil is
not in contact with the existing operations layer or ground surface outside of the
lined Modules 9 and 10 area). Isolation can be accomplished by open trenching or
installation of a continuous non-conductive insulator such as a geomembrane flap
welded to the primary. Coordinate with the Leak Location Contractor for instruction
and installation (by Contractor).
2. Provide water, water truck, and driver, to maintain the survey area prior to and
during the dipole survey to ensure that there is adequate moisture in the material(s)
covering the geomembrane for the dipole leak location testing. To detect a leak,
moisture must exist in the leak and be in contact with moisture in the materials
above and below the liner. Therefore, the material(s) covering the geomembrane
must be frequently moistened with water prior to conducting the leak location
survey. In order to achieve uniform moisture distribution, the Contractor shall add
water as the construction progresses on and within the sump gravel and soil
operations layer. A water truck must be available at all times as it may be
necessary to wet the surface well in advance of the survey, as deemed necessary
by the CQA Officer on behalf of the leak location consultant.
3. The calibration process requires digging a hole down to the surface of the
geomembrane to place the artificial leaks at a location selected by the leak location
consultant. The Contractor is to provide a backhoe and/or hand labor, as
appropriate, to excavate the operations layer and gravel drainage layer down to
the geomembrane. Locations of artificial leaks shall be surveyed. The Contractor
shall be responsible for initial excavation and backfill at the calibration hole, then
uncovering and retrieving the artificial leak apparatus, and again backfilling the
hole appropriately, including patching any geotextiles above and below the soil or
gravel layer.
4. Several calibration exercises may be required, and the Contractor must be
prepared to assist with each survey calibration. In some cases, an actual hole may
be drilled in the geomembrane for calibration, in which case the Contractor must
be prepared to repair the calibration hole. All calibration locations shall be
surveyed.
5. If the leak location survey identifies any leaks or suspect locations, then the
Contractor shall uncover, expose, repair any leaks detected, allow for non-
destructive testing, repair geotextiles, replace gravel layer and replace operations
layer in accordance with the Specifications.
100-7.04 LEAKS REPAIRS
The Leak Location Consultant shall mark the locations of all identified or indicated leaks with flags, sand
bags, and/or marking paint. Once uncovered by the contractor the identified leaks shall be marked with
marking paint. The Contractor shall provide surveying of the identified leak locations. Contractor shall
identify all leak locations on the as-built HDPE geomembrane panel layout drawing with coordinates and
then provide to the Engineer and CQA Engineer.
101 - HIGH DENSITY POLYETHYLENE PIPE
101-1.01 GENERAL
The Contractor shall furnish all labor,tools, materials, equipment and incidentals for installing the perforated
and plain wall High Density Polyethylene (HDPE) pipe of various sizes as shown on the plans and as
specified in these Special Provisions.
101-1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):
1. ASTM D 638—Standard Test Method for Tensile Properties of Plastics.
2. ASTM D 790—Standard Test Method for Flexural Properties of Unreinforced and Reinforced
Plastics and Electrical Insulating Materials.
3. ASTM D 1238 — Standard Test Method for Flow Rates of Thermoplastics by Extrusion
Plastometer.
4. ASTM D 1505 — Standard Test Method for Density of Plastics by the Density-Gradient
Technique.
5. ASTM D 1603—Standard Test Method for Carbon Black in Olefin Plastics.
6. ASTM D 1693 — Standard Test Method for Environmental Stress-Cracking of Ethylene
Plastics.
7. ASTM D3261 - Standard Specification for Butt Heat Fusion Polyethylene (PE) Plastic
Fittings for Polyethylene (PE) Plastic Pipe and Tubing.
8. ASTM D 3035 — Specification for Polyethylene (PE) Plastic Pipe (SDR-PR) Based on
Controlled Outside Diameter.
9. ASTM D 3350—Specification for Polyethylene Plastic Pipe and Fittings Materials.
10. ASTM F 714—Specification for Polyethylene(PE)Plastic Pipe(SDR-PR)Based on Outside
Diameter.
101-1.03 DELIVERY STORAGE AND HANDLING OF THE HDPE PIPE
The Contractor shall be responsible for loading, transporting, unloading and storing the HDPE pipe. Care
shall be taken to prevent damage by abrasion and/or puncturing.
Once the HDPE pipe has been unloaded, it shall be stacked on a prepared surface no more than eight
layers high. The surface shall be prepared such that the pipe is not subjected to rocks or sharp objects,
water, oil, or other deleterious conditions.
The Contractor shall use appropriate equipment to transport the pipe from the storage area to its point of
placement in the Modules. The Contractor shall repair or replace any damaged pipe to the satisfaction of
the Engineer.
101-1.04 MATERIALS
The HDPE pipe and fittings shall be manufactured from new, first quality high density polyethylene resin
that is UV stabilized with carbon black and shall meet the following specifications:
PROPERTY TEST METHOD UNIT REQUIRED VALUES
Density ASTM D-1505 gm/cm3 0.955 gm/cm3 min.
Melt Index ASTM D-1238 gm/10 min 0.15 gm/min max. avg.
Flexural Modulus ASTM D-790 psi 120,000 psi min. avg.
Tensile Strength ASTM D-638 psi 3,000 psi min. avg.
Environmental Stress ASTM D-1693 Failure %, hrs 5,000 hours failure min.
Crack Test Condition C avg.
Carbon Black ASTM D-1603 2% to 3%
The Contractor shall provide manufacturer's certification for all pipe which lists the property tested, the test
method, and the results of the manufacturer's testing. Any type of pipe for which a manufacturer's
certification is not provided and any pipe not meeting the requirements of these Special Provisions shall be
rejected by the Engineer and replaced by the Contractor at the Contractor's expense.
The pipe shall be homogeneous throughout, uniform in color, and free of cracks, holes (except where
specified)foreign materials, blisters or deleterious faults.
Pipe shall be marked at 10-foot intervals or less with a coded number which identifies the manufacturer,
SDI size, material, machine, date an shift on which the pipe was extruded.
Polyethylene resin shall meet or exceed the requirements of ASTM D 3350 for PE 4710 material with a Cell
Classification of 445464C, or better.
Pipe shall be SDR 13.5 and shall conform to ASTM D 3035 and ASTM F 714.
Pipe perforations shall be slots arranged in three (3) rows evenly spaced around the circumference of the
pipe. The slots shall have a maximum width of 0.125 inches. The slots shall be uniformly spaced along
the length of the pipe and shall provide a minimum inlet area of 2.5 inches per foot of pipe. The exterior
and interior of the pipes shall be free of burrs and cuttings from the slots.
Fittings and couplings shall be marked with the manufacturer's name or logo, size and material from which
they were molded.
All fittings and couplings shall be manufactured using the same resin and additives and shall be from the
same manufacturer as the pipe.
Caps shall be Slip on conforming to the requirements for HDPE fittings.
101-1.05 STAINLESS STEEL PULL ROPE
The stainless steel pull ropes to be placed in the leachate collection pipe shall be 1/4-inch diameter P.V.C.
coated stainless steel pull rope with a minimum tensile strength of 1,000 lbs. Nylon pull ropes shall have a
minimum tensile strength of 400 lbs. The Contractor shall submit a sample of the nylon pull rope to the
Engineer. Nylon pull rope shall not be installed until the submitted sample has been approved by the
Engineer.
101-1.06 INSTALLATION
The HDPE pipe shall be installed to the lines and grades as shown on the plans, specified in these Special
Provisions and as directed by the Engineer.
Follow the manufacturer's recommendations when hauling, unloading, and stringing the pipe. Do not push
or pull pipe and fittings over sharp projections or abrasive surfaces, drop, or have objects dropped on it.
Inspect for defects before installation. Any piping showing kinks, buckles, cuts, gouges, or any other
damage which in the opinion of the Engineer will affect performance of the pipe must be removed from
the site. Replace material found to be defective before or after laying with sound material without
additional expense to the Owner.
Permeable material conforming with the requirements elsewhere in these Special Provisions and as shown
on the plans shall be provided under the pipe.
Perforated pipe shall be placed with 2 rows of perforations at the top. All loose material shall be removed
from within the pipe. The pipe shall be laid in a manner that does not damage pipe or underlying
geosynthetics.
Pipe connections on solid HDPE pipes shall be permanently joined by fusion welding or a mechanical
joining system approved by the Engineer. Electro-fusion fittings will be allowed.
HDPE pipe shall be wrapped with fiberglass or other suitable material to prevent bonding and allow for
thermal expansion wherever Portland cement concrete is poured around HDPE pipe.
The Contractor shall use the nylon pull rope to install 870 LF of stainless steel rope from cleanout and
inspection riser(to be constructed by the Contractor) at north side of Module 9 (N13871.47, El2995.55) ,
through leachate collection pipe in Module 9, and shall terminate at the top of the cleanout and inspection
riser pipe located along the west edge of Module 10 at N13240.62, E12777.74.The stainless steel pull rope
shall be securely anchored in the end caps at the top of the riser pipes.
The Contractor shall use the nylon pull rope to install 870 LF of stainless steel rope from cleanout and
inspection riser(to be constructed by the Contractor)at the west side of Module 9(N13340.97, El 12777.72)
through leachate collection pipe in Module 10, and shall terminate at southern boundary of Module 10
(N12711.57, E12996.20). The stainless steel pull rope shall be securely anchored in the end caps. The
excess stainless steel pull rope shall be coiled and stored at the top of the cleanout and inspection riser
located at N 13340.97.
The Contractor shall install the nylon pull rope with a length of 870 LF in the cleanout and inspection riser
pipe (to be constructed by the Contractor) which terminates along the west edge of Module 10 at
N12761.82. Upon completion, the nylon pull rope shall extend through the Module 10 the cleanout and
inspection riser pipe, and shall terminate at southern boundary of Module 10(N12711.57, E12996.20). The
nylon pull rope shall be securely anchored in the end caps at the ends of the riser pipes. Excess nylon pull
rope shall be coiled and stored at the top of the cleanout and inspection riser located at N12761.82.
The Contractor shall furnish closed circuit television equipment for an interior inspection of the newly
installed cleanout and inspection 6-inch HDPE and perforated HDPE pipes. The Contractor shall perform
television inspection of the pipes after complete installation of the pipes and placement of the permeable
material.
If the video inspection indicates that any pipes are damaged or improperly installed, as determined by the
Engineer, the Contractor shall repair or replace damaged pipe as directed by the Engineer. Repair or
replacement of damaged or improperly installed pipes shall be performed by the Contractor at the
Contractor's expense and no additional compensation will be allowed therefor.
In the event that any pipes require repair or replacement, the Contractor shall re-perform the video
inspection on all pipes that have been repaired or replaced. Re-inspection of pipes which have been
repaired or replaced shall be performed by the Contractor at the Contractor's expense and no additional
compensation will be allowed therefor.
The Contractor shall provide the County two DVD's and an external thumb drive showing the distance
(footage)from the cleanouts.
101-1.06 MEASUREMENT AND PAYMENT
Refer to 9-1.01A BID ITEM EXPLANATION for measurement and payment
102 - MECHANICAL SYSTEMS
102-1.01 GENERAL
The Contractor shall furnish all labor, tools, materials, equipment and incidentals for installing the
mechanical systems including the fittings, pumps, valves for the leachate collection and pan lysimeter
sumps as shown on the plans and as specified in these Special Provisions.
102-1.02 SUBMITTALS
Shop Drawings: Shop Drawings shall contain layout drawings including dimensions, details, pipe joints,
fittings, specials, valves, appurtenances, anchors, guides, and material lists. Fabrication drawings shall
indicate spool pieces, spacers, adapters, connectors, fittings, and supports to accommodate equipment
and valves in a complete and functional system.
102-2.02 MATERIALS
102-2.02.1 SUMP PUMPS
The leachate collection and pan lysimeter sumps pumps shall be submersible pumps and motor, EPG
Companies, Inc. Sure PumpTM Model WSDPT 3-5 . Each pump shall include 300 feet of lead. The level
sensor associated with each pump shall be EPG Part Number is LT05X300P.
In coordination with pump manufacturer,there is a minimum 12 weeks lead time forthis product. Contractor
shall schedule the work accordingly to have pumps delivered on time to finish project within the allocated
time per Section 8 of these Special provisions.
102-2.02.2 FLOW METER
The leachate collection and pan lysimeter flow meters shall be in-line magnetic flow meter transmitter,
Endress and Hauser Promag P 300, 5P3B25, DN25 1".
102-2.02.3 JACKETED TUBING
A. Both the individual tubes and the jacket shall be nylon 12. The tubing shall have excellent
resistance to landfill leachate.
B. The jacketed nylon tubing shall be a continuous sheath for ease of installation without hang-ups
of kinks.
C. Jacketed tubing shall be able to house the discharge, exhaust and air supply lines.
102-2.02.4 NUTS, BOLTS AND WASHERS
Bolts, nuts and washers for all applications shall be 316 stainless steel conforming to the requirements of
ASTM A593.
102-2.02.5 VALVES
Valve materials shall be suitable for the intended application. Materials not specified shall be high-grade
standard commercial quality, free from defects and imperfections that might affect the serviceability of the
product for the purpose for which it is intended.
102-3.0 INSTALLATION
A. The system shall be installed strictly in conformance with the manufacturer's instructions and
recommendations in configuration shown on the Plans.
B. Prior to acceptance, an operational test of the electrically operated landfill leachate automatic
pumping system shall be performed to determine if the installed equipment meets the purpose
and intent of the Specifications. Tests shall demonstrate that the equipment is not mechanically,
structurally, or otherwise defective; is in safe and satisfactory operating condition; and conforms
to the specified operating characteristics. Tests shall include checks for excessive vibration, leaks
in all piping and seals, correct operations of control systems and equipment, proper alignment,
excessive noise levels, and power consumption.
C. If any deficiencies are revealed during any test, such deficiencies shall be corrected and test re-
conducted.
Project Details
Contract Number 23-24-SW
Construction Quality Assurance Plan
Phase III - Modules 9 & 10 Excavation
and Liner System Construction
American Avenue Disposal Site
Submitted to
County of Fresno
Department of Public Works and Planning
2220 Tulare St., 6th Floor
Fresno, California 93721
Prepared by
Geo-LOSIC fF
ASSOCIATES
GO S(.Ey
143E Spring Hill Drive � 64512 f� m
Grass Valley, California 95945 tV
www.geo-logic.com s9 CIVI
OF CA��
Project #AU23.1270.00
December 2023
Construction Quality Assurance Plan
G e o-L o g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S 0 c I A T E S System Construction
American Avenue Disposal Site
Table of Contents
1. Construction Quality Assurance..................................................................................................................1
1.1 Introduction and Scope.......................................................................................................................1
1.2 Duties of CQA Personnel....................................................................................................................1
1.3 Personnel Qualifications.....................................................................................................................2
1.3.1 CQA Officer...................................................................................................................................2
1.3.2 CQA Monitor................................................................................................................................2
2. Meetings..............................................................................................................................................................3
2.1 General ......................................................................................................................................................3
2.2 Preconstruction Meeting....................................................................................................................3
2.3 Daily Progress Meetings.....................................................................................................................4
2.4 Weekly Progress Meetings.................................................................................................................4
2.5 Work Deficiency Meetings.................................................................................................................4
3. Design Changes ................................................................................................................................................5
3.1 Minor Design Changes........................................................................................................................5
3.2 Major Design Changes........................................................................................................................5
4. Earthwork.............................................................................................................................................................6
4.1 General ......................................................................................................................................................6
4.2 Soil Sampling ..........................................................................................................................................7
4.2.1 Sample Processing.....................................................................................................................7
4.2.2 Sample Numbering and Logging.........................................................................................8
4.2.3 Sample Tagging..........................................................................................................................8
4.3 Conformance and Construction Phase Testing..........................................................................9
4.4 Excavation/Stockpiling.......................................................................................................................11
4.5 Engineered/Structural Fill Placement...........................................................................................11
4.6 Module Subgrade Preparation.......................................................................................................11
4.7 Compacted Final Backfilling ............................................................................................................12
4.8 Excavation of the Existing Liner Termination............................................................................12
4.9 Class I Dry Permeable Material.......................................................................................................13
4.10 Operations Layer..................................................................................................................................14
4.11 Surveys and As-Builts.........................................................................................................................14
5. Construction Quality Assurance for Geosynthetics...........................................................................14
5.1 Geosynthetic Clay Liner (GCL) Quality Assurance...................................................................15
5.1.1 General.........................................................................................................................................15
5.1.2 GCL Shipping and Handling.................................................................................................15
December 2023
GLA Project#AU23.1270.00
Construction Quality Assurance Plan
G e o-L o g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S 0 c I A T E S System Construction
American Avenue Disposal Site
5.1.3 GCL Conformance Testing....................................................................................................16
5.1.4 GCL Installation.........................................................................................................................17
5.1.5 GCL Acceptance........................................................................................................................18
5.2 Geomembrane Quality Assurance.................................................................................................19
5.2.1 General.........................................................................................................................................19
5.2.2 Geomembrane Shipping and Handling...........................................................................19
5.2.3 Geomembrane Conformance Testing..............................................................................20
5.2.4 Interface Shear Testing ..........................................................................................................21
5.2.5 Geomembrane Placement....................................................................................................23
5.2.6 Geomembrane Test Welds...................................................................................................24
5.2.7 Geomembrane Seaming........................................................................................................24
5.2.8 Geomembrane Extrusion Welding.....................................................................................25
5.2.9 Geomembrane Hot Wedge (Fusion) Welding...............................................................26
5.2.10 Geomembrane Seam Nondestructive Testing.........................................................26
5.2.11 Geomembrane Vacuum Box Testing...........................................................................26
5.2.12 Geomembrane Air Pressure Testing............................................................................27
5.2.13 Geomembrane Seam Destructive Testing.................................................................28
5.2.14 Geomembrane Repairs.....................................................................................................29
5.2.15 Geomembrane Acceptance.............................................................................................29
5.3 Geocomposite Quality Assurance.................................................................................................30
5.3.1 General.........................................................................................................................................30
5.3.2 Geocomposite Shipping and Handling............................................................................30
5.3.3 Geocomposite Conformance Testing...............................................................................30
5.3.4 Geocomposite Installation....................................................................................................31
5.3.5 Geocomposite Repairs...........................................................................................................32
5.4 Geotextile Quality Assurance..........................................................................................................32
5.4.1 General.........................................................................................................................................32
5.4.2 Geotextile Shipping and Handling ....................................................................................32
5.4.3 Geotextile Conformance Testing........................................................................................33
5.4.4 Geotextile Installation.............................................................................................................34
5.4.5 Geotextile Acceptance............................................................................................................35
5.5 Geoelectric Leak Location Survey..................................................................................................35
6. HDPE Pipe Quality Assurance....................................................................................................................38
6.1 General ....................................................................................................................................................38
6.2 HDPE Pipe Delivery.............................................................................................................................38
6.3 HDPE Pipe Installation.......................................................................................................................39
7. Quality Assurance for Other Improvements.........................................................................................39
7.1 Sump Control Panels and Electrical Components...................................................................39
8. Work Deficiencies...........................................................................................................................................40
December 2023
GLA Project#AU23.1270.00
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
9. Documentation................................................................................................................................................41
9.1 Daily Records.........................................................................................................................................41
9.2 Observation and Test Data Sheets................................................................................................41
9.3 Design Change Reports ....................................................................................................................42
9.4 Construction Difficulty Reports......................................................................................................42
9.5 Final Report............................................................................................................................................43
9.6 As-Built Drawings................................................................................................................................43
List of Tables
1 Earthwork Conformance and Construction Testing
2 Minimum Acceptable Large Displacement Interface Shear Strength Values
List of Appendices
A Geoelectric Leak Location Survey
B CQA Field Forms
December 2023
GLA Project#AU23.1270.00
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
Def initions
Wherever the terms listed below are used in this CQA, their intent and meaning shall be
interpreted as defined in this section.
ASTM - ASTM International (formerly American Society for Testing and Materials), 100 Barr
Harbor Drive, PO Box C700, West Conshohocken, Pennsylvania, 19428-2959; also, the numerical
designation of a standard specification, test method, or practice established by ASTM
International.
Caltrans - Caltrans (aka California Department of Transportation), 1120 N Street, P.O. Box
942873, Sacramento, California 94273-0001; also, the numerical designation of a standard
specification, test method, or practice established by Caltrans.
Contract Documents - The official document set issued for the project, including bidding
requirements, contract forms, contract conditions, Construction Drawings, Construction
Specifications, addendums and contract modifications.
Contractor - A person or persons, firm, partnership, corporation, or combination, whether
private, municipal, or public, who, as an independent contractor, has entered into a contract with
County to perform the construction activities for the project. This includes but is not limited to
the earthwork contractor(s), geosynthetic installer(s), or their subcontractor(s).
Construction Completion Report - Report to be prepared at the completion of construction by
the CQA Engineer/Officer that documents the as-built conditions and record drawings as
discussed further in this CQA Plan.
Construction Drawings - The official plans, profiles, cross-sections, elevations, notes, and
details, as well as their amendments and supplemental drawings, showing the locations,
character, dimensions, and details of liner construction and grading.
Construction Manager - The designated representative of the County, responsible for
construction contract administration.
Construction Quality Assurance - A planned series of observations and tests to verify and
document that quality control functions have been performed adequately and to assess
compliance with contract drawings.
December 2023
GLA Project#AU23.1270.00 Iv
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
Construction Quality Assurance Consultant (CQA Consultant) - The party, independent from
County or Contractor, that is responsible for observing and documenting activities related to the
quality of material manufacturing, material installation, and other construction activities related
to the project. Also responsible for issuing a CQA report sealed by a Professional Engineer
registered in the State of California.
Construction Quality Assurance (CQA) Laboratory - A laboratory selected by the CQA
Consultant independent from the Engineer, Contractor, Manufacturer, Fabricator and Installer,
responsible for conducting laboratory tests on samples of materials obtained at the site.
Construction Specifications - The official quality requirements for products, materials, and
workmanship upon which the design and construction of the project are based. Also referred to
as Specifications.
CQA Officer - A civil engineer, registered in the State of California as required by 27 CCR
20324(b)(2), who is responsible for implementing the CQA Plan, , verifying, and documenting the
construction and for preparing, signing, and certifying the Construction Completion Report.
Also referred to as the CQA Engineer.
CQA Monitor - A designated site representative of the CQA Engineer responsible for observing
and documenting field conditions and tests.
County—County of Fresno, Department of Public Works and Planning (County).
Daily Report - A record of construction progress prepared by the CQA monitor which
documents construction on a daily basis as outlined in this CQA Plan.
Earthwork - Work performed by the Contractor using soil or soil-like materials, including (but
not limited to) excavation, hauling, stockpiling, general fill and compacted earth fill.
Engineer - Director of the Department of Public Works and Planning of Fresno County, acting
either directly or through properly authorized agents, such agents acting within the scope of the
particular duties entrusted to them.
Excavation - The removal of soil, soil-like material, and rock from in-place masses within areas
identified on the Construction Drawings for excavation.
Fabricator— Company or manufacturer responsible forjoining or prefabricating in a factory or
warehouse individual manufactured components together.
December 2023
GLA Project#AU23.1270.00 V
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
Geosynthetic Clay Liners (GCL) - is a relatively thin layer of processed clay (typically bentonite)
fixed between two sheets of geotextile or bonded to a geomembrane.
Geomembrane - A polymeric sheet material that is impervious to liquid, also referred to as
flexible membrane liner, membrane, or liner.
Geotextile - Woven or nonwoven sheet synthetic fabric manufactured for use as a cushion,
separator, or reinforcement in geotechnical applications.
Geocomposite—Two or more geosynthetics materials bonded together. Typically, two
geotextile fabrics bonded to a geonet core for drainage purposes.
Geoelectric Leak Location Consultant— Consultant with specific expertise in performing
electric leak location surveys on exposed or covered geomembrane.
GSI - Geosynthetic Institute.
Installer—The Installer is responsible for proper installation of the geosynthetic components in
accordance with the Drawings and Specifications. The Installer may be affiliated with the
Manufacturer. Also called the Geosynthetic Installer.
Manufacturer - The Manufacturer(s) is responsible for production of the geosynthetic
components outlined in this plan. The Manufacturer may be affiliated with the Installer. Each
Manufacturer must pre-qualify that they are able to produce material that meets the
requirements of the Project Specifications.
Nonconformance - A deficiency in characteristic, documentation, or procedure that renders the
quality of an item or activity unacceptable or indeterminate, including (but not limited to)
physical defects, test failures, failure to conform to the requirements of the Construction
Drawings or Construction Specifications, or inadequate documentation.
Procedure - A document that specifies or describes how an activity is to be performed.
Project Document - Any document, either required or incidental, prepared to further the
construction of the liner, including (but not limited to) Contractor submittals, Construction
Drawings, Construction Specifications, Technical Specification, Record Drawings, shop drawings,
construction quality control and quality assurance plans, safety plans, and project schedules.
Quality Assurance - A planned and systematic program of procedures and documents to show
that items of work or service meet the requirements of the Construction Drawings and
December 2023
GLA Project#AU23.1270.00 VI
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
Construction Specifications. Quality assurance does not include quality control, and will be
performed by the CQA Engineer, acting through the CQA Monitor when appropriate.
Quality Control - Actions that provide a means of measuring and regulating the characteristics
of items of work or service so that they comply with the requirements of the Construction
Drawings and Construction Specifications. Quality control shall be performed by the Contractor,
Subcontractors, manufacturers, and suppliers, as appropriate.
Record Drawings - Drawings recording the dimensions, details, coordinates, and characteristics
of the project as they were actually constructed; informally referred to as "as-builts".
RWQCB—California Regional Water Quality Control Board, Central Valley Region.
Surveyor - The individual(s) or firm(s) responsible for locating project features, staking grades to
establish required elevations, and measuring construction quantities as needed to carry out; and
produce the data on which the record drawings. All such work being performed by or under the
continuous supervision of a licensed land surveyor registered in the State of California.
Testing - Verification that an item meets specified requirements by subjecting that item to a set
of physical, chemical, environmental, or operating conditions and recording the associated
physical state or response of the item.
USCS - Unified Soil Classification System, as defined in ASTM D 2487, Standard Practice for
Classification of Soils for Engineering Purposes (Unified Soil Classification System) (if laboratory
data are available) or ASTM D 2488, Standard Practice for Description and Identification of Soils
(Visual-Manual Procedure) (if laboratory data are unavailable).
December 2023
GLA Project#AU23.1270.00 VII
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
1. Construction Quality Assurance
1.1 Introduction and Scope
This Construction Quality Assurance (CQA) Plan describes the CQA requirements for the Phase III
- Modules 9 & 10 Excavation and Liner System Construction at the American Avenue Disposal
Site (AADS) owned and operated by County of Fresno, Department of Public Works and
Planning (County). CQA refers to the duties of a third party CQA Consultant hired by the County
to monitor, inspect, and evaluate materials and workmanship during construction. The CQA
activities document the compliance of the Contractor with the Construction Drawings
(Drawings) and Construction Specifications (Specifications) for the construction which has been
approved by the California Regional Water Quality Control Board (RWQCB).
The overall goal of this CQA Plan is to assure that proper construction techniques and
procedures are used and that the project is built in accordance with the Drawings and
Specifications. The intent is to identify and define issues that may occur during construction and
to observe that these issues are corrected before construction is complete. A written final report
prepared and certified by the CQA Consultant will be prepared summarizing the construction
activities and observing that the installation was performed in general accordance with the
Drawings and Specifications.
All quality assurance activities shall be conducted in accordance with this CQA Plan, and with the
Drawings and Specifications. Where there is a discrepancy, the Specifications shall govern unless
otherwise specified by the County and approved by the RWQCB. The CQA Monitor shall observe
all field installation activities as described in this CQA Plan. The CQA Consultant shall be
responsible for ensuring that the proper number of personnel are on-site and capable of
observing construction activities as described in this document. The CQA Monitor shall be
present during all phases of construction that require CQA observation. Documentation shall
meet the requirements of this CQA Plan and the Specifications.
1.2 Duties of CQA Personnel
It is the duty and responsibility of the CQA Consultant to implement the elements of this CQA
Plan in order to ensure that the construction and installation of the composite liner system is
performed in accordance with the approved Drawings and Specifications, Title 27 of the
California Code of Regulations, and 40 CFR 258 (Subtitle D). The CQA personnel shall make
December 2023
GLA Project#AU23.1270.00
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
every effort to communicate in an efficient and effective manner to the Contractor's
representatives on issues concerning testing and observation procedures and results of
materials or in situ tests performed.
The CQA Consultant is not in a position to direct construction activities, but is encouraged to
give advice to the County to relay to the Contractor on items which may improve the quality or
speed progress of the construction.
The CQA Consultant and its representatives shall make every effort to furnish test results to the
Contractor in a prompt manner. The representatives of the CQA Consultant shall report to the
County any nonconformance items, which cannot be resolved promptly.
The CQA Monitor will be on-site as required during the construction project to ensure that all
aspects of construction are monitored and documented.
1.3 Personnel Qualifications
1.3.1 CQA Officer
The CQA Officer shall have formal academic training in civil engineering or a closely related
discipline and will be a registered civil engineer or certified engineering geologist in the State of
California. The CQA Officer shall have experience in earthworks construction, landfill design and
construction, and geomembrane and leachate collection system installations. The CQA Officer
shall have practical technical and managerial experience that will allow the CQA Plan to be
properly implemented. The CQA Officer must be able to communicate effectively with the
County personnel and the Contractor so that there will be a clear understanding of construction
activities and the CQA Plan.
1.3.2 CQA Monitor
The CQA Monitors will work directly under the responsible charge of the CQA Officer. The CQA
Monitors will have formal training and practical experience in inspecting and testing earthworks
construction, geomembrane installations, and leachate collection system installations, including
conducting and recording inspection activities, preparing daily reports, and performing field
testing. In addition, knowledge shall be required of the specific field practices and construction
techniques for landfill liner construction and all codes and regulations involving material
handling, observation of testing procedures, equipment, and reporting procedures.
December 2023
GLA Project#AU23.1270.00 2
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
2. Meetings
2.1 General
Throughout the entire construction and installation of the liner system, close communication
between all parties involved with the project is essential. In order to coordinate activities
between the Engineer, CQA Consultant, and Contractor, as well as set up proper lines of
authority and reporting, meetings shall be held before and during construction. The type and
purpose of meetings to be held for this project are described in this section.
2.2 Preconstruction Meeting
A preconstruction meeting shall be held prior to project start-up. The parties that shall attend
this meeting are the Engineer, Contractor, and CQA Officer, CQA Monitor, Geosynthetics
Installer and others designated by the Engineer. The purpose of this meeting is to:
• Identify key personnel
• Review the Drawings, Specifications, and CQA Plan
• Review project tasks and responsibilities
• Review project schedule
• Review lines of communication and authority
• Review reporting and documenting procedures
• Review testing equipment and test methods
• Review protocol for submittal of CQA conformance testing data sheets
• Conduct a site inspection to review work areas, stockpile areas, access roads, and related
project issues
• Review geomembrane seaming numbering system and welding procedures
The CQA Officer shall document the preconstruction meeting and copies shall be provided to all
attendees and other parties requested by the Engineer. Preconstruction meeting documentation
shall become part of the project documents.
December 2023
GLA Project#AU23.1270.00 3
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
2.3 Daily Progress Meetings
An informal progress meeting shall be held before the start of each construction shift. The daily
progress meetings shall be attended by the CQA Monitor, Contractor, and Engineer. The
purpose of this meeting shall be to:
• Review the proposed activities scheduled by the Contractor for the day
• Discuss any issues or deficiencies that have arisen during construction
• Review the results of any test data
• Discuss the Contractor's deployment of personnel and equipment
• Review the previous day's activities including the effectiveness of procedures taken to
alleviate any deficiencies
All progress meetings shall be documented by the CQA Monitor on his daily field construction
inspection report.
2.4 Weekly Progress Meetings
Progress meetings will be held to review the previous week's activities or progress, discuss
present and future work, and discuss any current or potential construction issues. The CQA
Officer, CQA Monitor, Engineer, Contractor, and all active subcontractors shall attend. All weekly
progress meetings will be documented by the CQA Monitor or CQA Officer who will transmit
minutes by the end of the second working day to all parties.
2.5 Work Deficiency Meetings
As needed, meetings shall be held to discuss specific issues or deficiencies that occur during
construction that cannot be easily resolved. Work deficiency meetings shall be attended by the
CQA Monitor, CQA Officer, Engineer, and Contractor. The purpose of these meetings is to:
• Identify the nature and extent of the issue
• Discuss the means necessary to correct the deficiency or issue
• Provide a solution to the issue and determine how the corrective action shall be
implemented
December 2023
GLA Project#AU23.1270.00 4
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
All work deficiency meetings will be documented by the CQA Consultant or Engineer who will
transmit minutes to all attending parties. Deficiency meeting documentation shall become part
of the project documents.
3. Design Changes
3.1 Minor Design Changes
Minor changes to the Drawings and Specifications may be necessary to maintain or enhance
quality during the project or to adjust for unforeseen field conditions. Minor changes must be
approved by the Engineer.
Procedures for providing minor changes include the following:
• The need for a design change may become apparent during the course of construction
of the project and a request for a change may be initiated by any individual associated
with the project.
• All proposed design changes must be approved by the Engineer and submitted to the
CQA Officer with necessary documentation supporting the change for approval. All
design changes must meet the intended quality and technical requirements of the
design.
• Approved changes will be distributed to the Engineer, CQA Monitor, CQA Officer,
Contractor, Geosynthetics Installer, applicable subcontractor(s), and the RWQCB as
required.
• Minor changes do not include changes that decrease the environmental protection of
the unit such as decreasing the number or thickness of liners, decreasing the number of
sumps, changing the synthetic liner materials, etc.
3.2 Major Design Changes
Major changes to the Drawings and Specifications are unlikely to occur but may become
necessary during the course of construction. Major changes may include elimination of landfill
design components and drainage features and addition or changes to liner components and the
extent of liner installation. Major design changes will only be initiated by the County (with
December 2023
GLA Project#AU23.1270.00 5
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
concurrence by the CQA Consultant). The following procedures will be implemented for all
major changes:
• A special meeting will be scheduled immediately with the RWQCB and LEA as necessary
to discuss the need for the change.
• The Engineer and CQA Officer will both attend the meeting to present the basis for the
change. Requested changes and supporting documentation will be provided at the
meeting.
• Major changes will not be implemented without the express written approval from
pertinent regulatory agencies (e.g. RWQCB and/or LEA).
• Copies of approved changes will be distributed to Engineer, CQA Monitor, CQA Officer,
Contractor, applicable subcontractor(s), and pertinent states and local regulatory
agencies.
4. Earthwork
4.1 General
This section outlines the requirements for earthwork operations for the construction of the
landfill liner system. The Contractor shall excavate soils and prepare the module subgrade as
necessary to achieve the grades set forth within the Drawings and Specifications. Earthwork
includes but is not limited to:
• Excavation to/from stockpiles areas
• Module subgrade preparation
• Engineered/Structural Fill Placement
• Class I dry permeable material placement
• Excavation of the existing liner termination
• Operations layer placement
Specifically excluded from this section are the geomembrane installation, GCL installation,
geotextile installation, and geocomposite installation, which are addressed within later sections
of this CQA Plan.
December 2023
GLA Project#AU23.1270.00 6
Construction Quality Assurance Plan
G e o-L o g I C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
The CQA Monitor shall observe that the Contractor has conducted all surveying and as-built
drawing preparation as required by the Specifications. Where called for in this CQA plan or in
the Specifications, the following test methods may apply:
Standard Title and Test Description
ASTM C117 Standard Test Method for Materials Finer than the#200 Sieve in Mineral Aggregates
by Washing
ASTM C136 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates
ASTM D1140 Standard Test Methods for Determining the Amount of Material Finer than the#200
Sieve in Soils by Washing
ASTM D1556 Density and unit weight of soil in place by the sand-cone method
ASTM D1557 Laboratory compaction characteristics of soils using Modified Effort ("Modified
Proctor" method)
ASTM D2216 Laboratory determination of water(moisture) content of soil and rock
ASTM D2434 Permeability of granular soils (constant head)
ASTM D2487 Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil
Classification System)
ASTM D2488 Standard Practice for Description and Identification of Soils (Visual-Manual
Procedure)
ASTM D2937 Standard Test Method for Density of Soil by the Drive Cylinder Method
ASTM D422 Standard Test Method for Particle-Size Analysis of Soils
ASTM D4318 Liquid limits, plastic limit, and plasticity index of soils (Atterberg limits)
ASTM D4643 Standard Test Method for Determination of Water(Moisture) Content of Soil by
Microwave Oven Heating
ASTM D6938 In-Place Density and Water Content of Soil and Soil Aggregate by Nuclear Methods
ASTM D6913 Particle Size Distribution (Gradation) of Soil using Sieve Analysis
4.2 Soil Sampling
4.2.1 Sample Processing
The CQA Monitor is responsible for the timely processing and testing of soil samples. The CQA
Officer must determine which samples will be tested on-site and which will be tested off-site.
This determination will be made based on available manpower, available equipment, complexity
of test, and time available to determine results. For expediency, samples tested off-site should
be shipped within 24 hours of when they are obtained.
December 2023
GLA Project#AU23.1270.00 7
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
As test data is obtained from the on-site and off-site laboratories it must be summarized in the
form it will appear in the CQA report.
4.2.2 Sample Numbering and Logging
The CQA Monitor must maintain a sample numbering system for all soil samples obtained for
the project in a master log. These samples include those obtained prior to construction for
conformance or slope stability testing, and samples obtained during construction such as
samples obtained for moisture-density relationship testing.
Documentation of soil sampling must be summarized in the form it will appear in the CQA
report, and be maintained throughout the project. The log must include soil sample numbers,
each labeled with a unique identification number, beginning with (0001) and proceeding
sequentially. No sample number can be repeated, and re-tests of a sample that does not meet
specified requirements must be given the original number with a letter suffix (i.e., re-tests for a
sample 0021 not meeting specified requirements would be 0021A, 0021 B, etc.). Information
contained in the master soil sample log must include:
• Sample number
• Test(s) being performed
• Date the sample was obtained
• Name of CQA Monitor that obtained the sample
• Location that the sample was obtained, such as a stockpile, a fill, a borrow area, etc.
• Location testing will take place (on-site vs. off-site)
• Date sample sent off-site
• Date test results were completed on-site or received from off-site
• Name of CQA Monitor that performed the on-site testing
• Comments about the test results, such as pass/fail information
4.2.3 Sample Tagging
The CQA Monitor must maintain the identification of all samples obtained throughout the
project from the time the sample is obtained to the time testing is completed. The monitor must
place an identifying tag on the sample or mark the sample container with the sample number
immediately upon sampling. The tag or identifying container must remain with the sample
December 2023
GLA Project#AU23.1270.00 8
Construction Quality Assurance Plan
G e o-L o g I C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
throughout processing, testing and storage. The tag or container must have the following
information:
• Sample number
• Soil material type
• Project name and project number
• Name of CQA Monitor that obtained the sample
• The date the sample was obtained
4.3 Conformance and Construction Phase Testing
Table 4-1 establishes test frequencies for earthwork CQA testing. It includes classification and
conformance tests that must be performed prior to soil or rock installation to assure materials
meet quality standards established in the technical specifications. In addition, Table 4-1 outlines
post-construction testing to assure installed materials meet specified requirements.
The test frequencies listed establish the minimum number and intervals of required tests.
Additional testing must be conducted whenever work or materials are suspect, marginal, or of
poor quality. Extra testing may also be performed to provide additional data for engineering
evaluation. Any re-tests performed as a result of a failing test cannot contribute to the total
number of tests performed in satisfying the minimum test frequency.
Table 4-1. Earthwork Conformance and Construction Testing
Required Tests ASTM Test Frequency
Designation
Engineered/Structural Fill Conformance Testing
Identification and Classification of Soil Type D2488/D2487 1 /5,000 cy
Sieve Analysis D6913 1 /5,000 cy
Moisture/Density Relationship D1557 1 /material type
Engineered/Structural Fill Construction Testing
Identification and Classification of Soil Type D2488/D2487 1 /5,000 cy
Sieve Analysis D6913 1 /5,000 cy
Density, Nuclear Method D6938 1 / 5,500 cy
Moisture Content, Nuclear Method D6938 1 / 5,000 cy
December 2023
GLA Project#AU23.1270.00 9
Construction Quality Assurance Plan
G e o-L o g i c Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
Required Tests ASTM Test Frequency
Designation
In Place Density Verification (Sand Cone Method or Drive D1556/D2937 1 /20 nuclear tests
Cylinder Method)
Moisture Content Verification D2216 1 /20 nuclear tests
Module Subgrade Construction Testing
Moisture/Density Relationship D1557 1 /material type
Sieve Analysis D6913 1 / 1 acre
Identification and Classification of Soil Type D2487/D2488 1 / 1 acre
Density, Nuclear Method D6938 1 / 1 acre
Moisture Content, Nuclear Method D6938 1/ 1 acre
In Place Density Verification (Sand Cone Method or Drive D1556/D2937 1 /20 nuclear tests
Cylinder Method)
Class I Dry Permeable Material Conformance Testing
Gradation C136/C117 1 /material type
Identification and Classification of Soil Type D2487/D2488 1 /material type
Hydraulic Conductivity D2434 1 /material type
Class I Dry Permeable Material Construction Testing
Gradation D6913 1 / 1,000 cy
Identification and Classification of Soil Type D2487/D2488 1 / 1,000 cy
Hydraulic Conductivity D2434 1 / 1,000 cy
Compacted Final Backfill Conformance Testing
Identification and Classification of Soil Type D2487 1 /material type
Sieve Analysis C136/C117 1 /material type
Moisture/Density Relationship D1557 1 /material type
Compacted Final Backfill Construction Testing
Density, Nuclear Method D6938 1 / 50 lineal feet of
trench
Moisture Content, Nuclear Method D6938 1 /50 lineal feet of
trench
Oven Moisture Content Verification D2216 1 /20 nuclear tests
Operations Layer Conformance Testing
Sieve Analysis D6913 1 / 10,000 cy
Identification and Classification of Soil Type D2487, D2488 1 / 10,000 cy
Operation Layer Testing
Sieve Analysis D6913 1 / 10,000 cy
December 2023
GLA Project#AU23.1270.00 10
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A s s o c I A T E S System Construction
American Avenue Disposal Site
Required Tests ASTM Test Frequency
Designation
Identification and Classification of Soil Type D2487, D2488 1 / 10,000 cy
4.4 Excavation/Stockpiling
The excavated soil materials shall be stockpiled in the identified stockpile areas as directed by
the CQA Monitor or Engineer. The CQA Monitor will visually monitor the excavation to identify
soil types and confirm the soil types by sampling and visual classification. The CQA Monitor shall
observe that the stockpiles conform to the requirements of the Specifications. Excavated waste
shall be placed at the working face of the landfill as directed by the Engineer.
4.5 Engine ered/Structural Fill Placement
The CQA Monitor shall observe that the engineered/structural fills are placed to the lines and
grades shown on the Drawings.
Prior to fill placement, the CQA Monitor shall verify that all demolition, clearing, grubbing, and
stripping has been performed by the Contractor in accordance with the appropriate sections of
the project Specifications, this includes verifying that existing slopes over 5 feet tall with
inclinations greater than 5:1 (H:V) have been properly benched and fill keys have been prepared.
The CQA Monitor shall observe fill placement and perform the necessary field and laboratory
testing to ensure that materials are compacted at the specified moisture content and to the
minimum density specified. The CQA Monitor shall observe the placement of
engineered/structural fill material in loose lifts not exceeding the thickness stated in the
Specifications. The CQA Monitor shall observe that each lift of engineered/structural fill receives
an adequate number of passes by compaction equipment. Tests to be performed and their
frequency are provided in Table 4-1.
4.6 Module Subgrade Preparation
Prior to module subgrade preparation, the CQA Monitor shall verify removal of large or sharp
materials and verify that surface is suitable for liner subgrade. Subgrade proof-rolling, smooth-
drum compaction, and other preparation activities shall be observed by the CQA Monitor as
required by the Specifications and this Plan. The CQA Monitor shall observe the subgrade
compaction and perform the necessary field and laboratory testing to ensure that materials are
compacted at the specified moisture content and to the minimum density specified and that this
condition is maintained. The completed module subgrade for the synthetic liner shall be
December 2023
GLA Project#AU23.1270.00 11
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
inspected and tested by the CQA Monitor, Contractor, and/or Geosynthetics Installer to ensure
that it will provide a firm and relatively smooth base for construction of the lining system in
accordance with the Drawings and Specifications. Any areas observed to be excessively soft or
having excessive moisture during proof-rolling shall be excavated and reworked or removed and
suitable materials placed by the Contractor in accordance with the project Specifications. At the
conclusion of the module subgrade preparation, the CQA Monitor shall record on an
appropriate form that the subgrade is acceptable to the Installer for placement of the overlying
geosynthetic materials.
4.7 Compacted Final Sackfilling
The CQA Monitor shall observe that the anchor trenches and areas to receive final backfill are
excavated and/or shaped to the approximate lines and grades shown on the Drawings. The CQA
Monitor shall observe trench excavation to ensure it has been excavated only the distance
required to carry out all geosynthetics installation in an expeditious manner. The CQA Monitor
shall observe that the leading edges of the anchor trenches are rounded to minimize sharp
bends in the liner material.
The CQA Monitor shall observe the compacted final backfill and placement in lifts to ensure that
the work is performed in accordance with the Drawings and Specifications. The CQA Monitor
shall observe that the placement and compaction techniques employed by the Contractor do
not damage the geosynthetics and that any damage (if it occurs) is recorded and repaired as
necessary. Any damage to the synthetic materials shall be immediately repaired in accordance
with this CQA Plan and the Specifications. The CQA Monitor shall test the compacted final
backfill materials in accordance with Table 4-1. The CQA Monitor shall ensure that all areas with
failing tests are reworked in accordance with the Specifications until passing results are
obtained.
4.8 Excavation of the Existing Liner Termination
The CQA monitor shall observe the exposing existing module liner at tie-in locations to ensure
that the work is performed with caution and in accordance with the Drawings and Specifications.
The contractor shall be responsible for the repair of any damage that occurs while exposing and
tie-in to the existing liner. All repairs shall be recorded and observed by the CQA Monitor.
December 2023
GLA Project#AU23.1270.00 12
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
4.9 Class I Dry Permeable Material
The CQA Monitor shall verify that no material is placed until the underlying components,
materials, and necessary pipes/structures have been installed and approved. The CQA Monitor
shall be present at all times during placement and spreading of the class I dry permeable
material. The CQA Monitor shall verify that the placement of the class I dry permeable material
is in accordance with the Specifications. The CQA Monitor shall:
• Verify that underlying geosynthetic installations are complete before material
installation.
• Verify that grade control is established. Observation and monitoring of hauling
equipment and spreading equipment to verify that the minimum thickness is maintained
for spreading and hauling equipment above the underlying geosynthetics.
• Visually observe the permeable materials as delivered to take care for variation in
gradation, excess fines, or any excess angular material.
• Monitor placement of material, and mark any geosynthetics damaged during material
installation.
• Verify that damage is repaired. Monitor placement of material over piping, and verify
pipe is not damaged.
• In the event of pipe damage, verify damaged pipe is replaced.
• Perform sampling and construction testing of material during installation, at the
frequencies established in this manual to verify material quality.
• Review of relevant submittals.
• Sampling and testing of materials for all layers in accordance with the Specifications and
Table 4-1.
• Verifying thickness of material placed, by direct field measurements of in-place material
and by reviewing as-built surveys.
The Contractor shall schedule placement of the class I dry permeable material during cooler
parts of the day in the event of warm weather to avoid placement of materials when the liner is
wrinkled. All observed damages shall be recorded by the CQA Monitor and their location clearly
marked for scheduled repair. The CQA Monitor shall observe the placement of the class I dry
permeable material to ensure that the Contractor follows the procedures described in the
Specifications.
December 2023
GLA Project#AU23.1270.00 13
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
4.10 Operations Layer
No operations layer material shall be placed until the geosynthetics have been installed and
approved by the CQA Monitor. The CQA Monitor shall obtain samples and perform
conformance testing on the operations layer in accordance with the Specifications prior to
installation.
The CQA Monitor and CQA Officer shall review the Contractor's list of proposed equipment and
his description of the construction methods to place the operations layer over the geosynthetic
materials in accordance with the Specifications.
The CQA Monitor shall continuously observe placement of the operations layer so that no
materials are placed over wrinkles in the underlying geosynthetics. The thickness of the
operation layer shall also be observed to ensure compliance with the Specifications.
The Contractor shall schedule placement of the operations layer material during cooler parts of
the day in the event of warm weather to avoid placement of materials when the liner is wrinkled.
All observed damage shall be recorded by the CQA Monitor and their location clearly marked
for scheduled repair. The CQA Monitor shall observe the placement of the operations layer to
ensure that the Contractor follows the procedures described in the Specifications.
The CQA Monitor shall test the operations layer during placement in accordance with Table 4-1.
4.11 Surveys and As-Suilts
The CQA Officer shall review as-built survey information to confirm that minimum design
thicknesses and grades are achieved prior to placement of any additional material over the
prepared module subgrade and operations layer. Confirm that the specified as-built survey grid
is used to confirm minimum thicknesses and lines and grades of finished surfaces. Confirm that
additional survey points are obtained at grade breaks. As-built surveys and submittals shall be
in accordance with requirements of the Specifications.
5. Construction Quality Assurance for Geosynthetics
This section describes CQA procedures for the installation of the geosynthetic components. The
base and side slope liner will consist of a nominal 60-mil thick HDPE geomembrane overlying a
low-permeability layer, consisting of a geosynthetic clay liner (GCL) with a nonwoven geotextile
backing on both sides. A single-sided geocomposite will serve as the drainage layer in the base
December 2023
GLA Project#AU23.1270.00 14
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
of each module. A filter geotextile will be installed over permeable material in the LCRS and
unsaturated zone sumps. Perforated and solid HDPE pipe will be installed as part of the
leachate collection and removal system.
The overall goal of the geosynthetics quality assurance program is to assure that proper
construction techniques and procedures are used and that the project is built in accord with the
Drawings and Specifications. Another function of the quality assurance program is to identify
issues that may occur during construction and to verify that these issues are avoided or
corrected before construction is complete. The program includes a review of the Contractor's
quality control submittals, material evaluation (conformance testing), construction testing, and
construction observation. Conformance testing refers to material testing that takes place before
material installation. Construction testing includes activities that occur during installation.
Activities will be conducted in accord with this manual, and the approved project Construction
Drawings and Specifications.
5.1 Geosynthetic Clay Liner (GCL) Quality Assurance
5.1.1 General
This section describes the observation and testing procedures required for the installation of the
GCL. To monitor compliance, a quality assurance program shall be implemented that includes
material conformance testing and construction observation. Conformance testing refers to those
activities which shall take place prior to geosynthetic installation. Construction observation
testing includes those activities which occur during geosynthetics installation.
5.1.2 GCL Shipping and Handling
The Contractor shall provide a copy of the Manufacturer's QC certificates for production of each
GCL roll manufactured for this project prior to delivery for review by the CQA Monitor and CQA
Officer. The certificate of compliance for the GCL must be received prior to installation as
required by the Specifications. Materials shall be delivered to the site only after the CQA Officer
and the Engineer receives, reviews, and approves the required submittals.
The Contractor or Installer is responsible for the transportation, off-loading and storage of the
GCL. The materials shall be packaged and shipped by appropriate means so that no damage is
caused and shall be delivered to the site only after the CQA Monitor receives and approves the
required submittals. Off-loading shall be performed in the presence of the CQA Monitor and any
December 2023
GLA Project#AU23.1270.00 15
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
damage during off-loading shall be documented by him/her. The CQA Monitor shall keep an
inventory log of all GCL delivered to the site for review by the CQA Officer.
5.1.3 GCL Conformance Testing
After production, the GCL shall be sampled for conformance testing by a third party
geosynthetics laboratory. Sampling shall be performed at the manufacturing plant by the third
party geosynthetics laboratory, or by the CQA Monitor upon arrival at the site. One GCL sample
shall be obtained for every 100,000 square feet produced and at least one per lot. The CQA
Monitor shall identify the roll numbers of the GCL which are tested for conformance on the GCL
inventory log. The samples shall be delivered to the geosynthetics laboratory for testing to
assess that the GCL properties conform to the requirements given in the Specifications.
Conformance samples shall be collected across the entire width of the roll, but shall not include
the first three feet of the roll. The conformance samples shall be three feet wide by the roll width
in length. Each sample shall be marked with the project name, Manufacturer's name, and
product identification, lot number, roll number, and type (double non-woven, single side woven,
non-woven, 40-mil geomembrane-backed, etc.). In event that sampling is necessary at the site,
the Contractor or Installer shall provide the personnel and equipment to obtain the sample in
the presence of the CQA Monitor. No material shall be deployed until representative passing
conformance values are obtained by the CQA Monitor.
At a minimum, the fabric-encased GCL shall be tested for:
• Mass per Unit Area (ASTM D5993)
Mass of Bentonite (ASTM D5933)
• Moisture Content (bentonite): ASTM D 5993
• Tensile Strength (ASTM D6768)
• Permeability (ASTM D5887)
• Flux (1 sample only) (ASTM D5887)
• Peel strength (ASTM D6496)
• Swell Index (bentonite) (ASTM D5890)
• Residual Shear Strength (1 sample only) (ASTM D 6243)
December 2023
GLA Project#AU23.1270.00 16
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
The number of specimens tested per conformance sample shall be in accordance with the
respective ASTM standard. All relevant ASTM Standards shall be readily available for review. The
average roll value in each direction shall be calculated from the specimen test values of each
conformance sample and compared to the specified minimum average roll value of the tested
physical property. The CQA Officer will review all test results and shall report any non-
conformance to the CQA Monitor, the Engineer, and to the Contractor.
The GCL shall also be subjected to interface testing as described in Section 5.2.4 of this CQA
Plan.
5.1.4 GCL Installation
5.1.4.1 GCL Panel Placement
Prior to GCL installation, the CQA Monitor shall verify that all underlying materials have been
repaired, tested, and approved in accordance with the Drawings and Specifications. The CQA
Monitor shall not allow installation of the GCL until all conformance testing has been completed
and passing results have been obtained. The CQA Monitor shall give each panel an identification
number, which shall be agreed to and used by the CQA Monitor and the Installer. The CQA
Monitor shall establish a chart showing correspondence between roll numbers, certification
reports, and panel numbers. The CQA Monitor shall record the panel number on the GCL Panel
Deployment Log.
During panel placement, the CQA Monitor shall:
• Observe the GCL as it is deployed and record all defects and disposition of the defects
(panel rejected, patch installed, etc.). Verify that all repairs are made in accordance with
the Specifications.
• Observe that equipment used does not damage the GCL by handling, trafficking, or by
other means.
• Observe that people working on the GCL do not smoke, wear shoes that could damage
the GCL, or engage in any activities that could damage the GCL.
• Observe that the GCL is anchored to prevent movement by the wind (the Installer is
responsible for any damage resulting to or from wind-blown geosynthetics).
• Observe there are no rocks, construction debris, or other items beneath the GCL which
could cause damage and verify that the surface beneath the GCL has not deteriorated
since previous acceptance.
December 2023
GLA Project#AU23.1270.00 17
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
• Observe that the GCL is not dragged across the ground surface. If the GCL is dragged
across the ground surface, it shall be rejected.
• Record weather conditions including temperature, approximate wind, and humidity.
Information shall be recorded at appropriate intervals throughout the day. The GCL shall
not be deployed in the presence of moisture (fog, dew, mist, rain, etc.).
• Observe that the GCL is not left exposed and is protected from moisture as
recommended by the Manufacturer.
• Verify that GCL panels deployed are covered the same day. GCL must be inspected and
approved by CQA Monitor before covering.
• Verify that the GCL is placed with the correct sides facing up and down per
manufacturer's recommendations.
The CQA Monitor shall inform the CQA Officer and the Engineer if the above conditions are not
met.
5.1.4.2 GCL Field Seaming and Repairs
During GCL placement, the CQA Monitor shall observe that the Installer performs the following
activities for the GCL:
• The seams are overlapped in accordance with the Drawings and Specifications.
• Bentonite is spread along the seam in accordance with the manufacturer's
recommendations, Drawings, and Specifications.
The CQA Monitor shall observe the placement and seaming activities for the GCL and document
all areas that require repair prior to placement of the overlying materials. All repairs are to be
performed by the Installer in accordance with the manufacturer's recommendations, the
Drawings, and Specifications.
5.1.5 GCL Acceptance
The Installer shall be responsible for maintaining the GCL (or portions thereof) until final
acceptance by the CQA Monitor. The CQA Monitor shall recommend final acceptance when all
seaming is complete, the Installer has supplied all documentation, and all laboratory testing is
complete and satisfactory. Prior to final acceptance, the Installer, CQA Monitor, and the Engineer
(if necessary) shall review the installation of the GCL (or portions thereof) for completeness. Any
December 2023
GLA Project#AU23.1270.00 18
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
areas that are found to deviate from the intended design, are incomplete, or in need of repair
shall be recorded by the CQA Monitor for correction by the Installer. When all repairs have been
completed, the CQA Monitor shall release the GCL (or portions thereof) for installation of
overlying materials.
The Installer shall retain ownership of the GCL liner throughout the installation of overlying
materials as defined within his scope of work and until the project is complete.
5.2 Geomembrane Quality Assurance
5.2.1 General
This section sets forth the requirements for the CQA testing and observation requirements for
installing the geomembrane materials detailed on the Drawings and Specifications. This work
includes the manufacturer's QC testing, conformance testing, shipping and handling,
deployment, seaming, repairs, and non-destructive and destructive testing of the geomembrane
liner. The Contractor shall furnish submittals in compliance with this Plan and conditions of
warranty prior to construction for review by the CQA Officer and CQA Monitor.
5.2.2 Geomembrane Shipping and Handling
The Contractor shall provide a copy of the QC certificates for production of all of the
geomembrane manufactured for this project prior to construction for review by the CQA
Monitor and CQA Officer. The certificate of compliance for the geomembrane must be received
prior to installation as required by the Specifications. Materials shall be delivered to the site only
after the CQA Consultant receives and approves the required submittals.
The Contractor is responsible for the transportation, off-loading and storage of the
geomembrane. The materials shall be packaged and shipped by appropriate means so that no
damage is caused and shall be delivered to the site only after the CQA Monitor receives and
approves the required submittals and conformance testing results. Off-loading shall be
performed in the presence of the CQA Monitor and any damage during off-loading shall be
documented. The CQA Monitor shall keep an inventory log of all geomembrane delivered to the
site on the appropriate form for review by the CQA Officer.
Damaged materials shall be separated from undamaged materials until the CQA Monitor and
CQA Officer determine proper disposition of the material. Final authority on the determination
December 2023
GLA Project#AU23.1270.00 19
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
of damage shall be the CQA Monitor. The Contractor shall replace damaged or unacceptable
material at no cost to the County.
5.2.3 Geomembrane Conformance Testing
After production, the geomembrane shall be sampled for conformance testing by a third party
geosynthetics laboratory. Sampling shall be performed at the manufacturing plant by the third
party geosynthetics laboratory, or by the CQA Monitor upon arrival at the site. One
geomembrane sample shall be obtained for every 100,000 square feet produced per lot. The
CQA Monitor shall identify the roll numbers of the geomembrane that are tested for
conformance on the inventory log of geomembrane received. The samples shall be delivered to
the geosynthetics laboratory to conduct specified tests to assess whether the geomembrane
properties conform to the requirements given in the Specifications. The CQA Officer shall review
all test results and report any non-conformance test results to the Contractor, Engineer, and the
CQA Monitor. Third party geosynthetics testing shall be performed by a GSI accredited
laboratory.
Conformance samples shall be collected across the entire width of the roll, but shall not include
the first three feet of the roll. The conformance samples shall be three feet wide by the roll width
in length. Each sample shall be marked with the project name, Manufacturer's name and
product identification, lot number, roll number, and type (HDPE, LLDPE, 60-mil, double-textured,
single-textured, etc.). In event that sampling is necessary at the site, the Contractor shall provide
the personnel and equipment to obtain the sample in the presence of the CQA Monitor. No
material shall be deployed until passing conformance values are obtained by the CQA Monitor.
The conformance testing shall include the following parameters:
• Sheet Thickness (ASTM D5994)
• Asperity Height (ASTM D7466)
• Specific Gravity (ASTM D1505)
• Tensile Properties (ASTM D6693)
• Tear Resistance (ASTM D1004)
• Puncture Resistance (ASTM D4833)
• Carbon Black Content (ASTM D1603)
• Carbon Black Dispersion (ASTM D5596)
December 2023
GLA Project#AU23.1270.00 20
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
• Interface Shear (ASTM D5321/D6243)
5.2.4 Interface Shear Testing
For each separately run lot of HDPE Geomembrane manufactured for this project (a lot is a
group of consecutively numbered rolls from the same manufacturing line), the Contractor shall
allow the CQA Consultant to provide for interface shear testing for interface strength in
accordance with ASTM Standard D5321 "Standard Test Method for Determining the Coefficient
of Soil and Geosynthetic or Geosynthetic Friction by the Direct Shear Method" and in the case of
GCL, conduct interface direct shear testing in accordance with ASTM D6243 "Standard Test
Method for Determining the Internal and Interface Shear Resistance of Geosynthetic Clay Liner
by Direct Shear Method." Issues and procedures related to soil preparation shall be governed
by ASTM D3080 "Standard Method for Direct Shear Test of Soils Under Consolidated Drained
Conditions." The laboratory testing equipment shall be capable of providing:
• Total strain of at least 2 inches
• Constant rate of strain
• Minimum test sample size of 12-inches by 12-inches
• Means of producing and maintaining "saturated" conditions
The Contractor shall arrange for the sampling and documentation of samples of geosynthetic
materials approved for the project, arrange for appropriate soil samples (subgrade preparation
layer and side slope operations layer in the presence of the Engineer), and shall arrange for
shipment of the samples to an independent GI-approved testing laboratory for direct shear
testing. Procedures presented in Section 7.5.2 of ASTM D3080 shall be used to prepare soil test
specimens at ninety (95) percent of the maximum dry density as established by ASTM D1557.
The samples shall be maintained at a moisture content of 2 percent above optimum content
(ASTM D1557) for direct placement in the shear box. Shearing shall take place once the sample
is fully consolidated.
The geomembrane shall meet the interface shear strength requirements of Table 5-2 and be
tested at a frequency of two tests per test configuration (three samples under different normal
stress increments as specified). Testing at each of the normal stresses shall be undertaken on
individual samples, i.e. multi-stage testing of the sample will not be allowed.
December 2023
GLA Project#AU23.1270.00 2
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
Table 5-2.Minimum Acceptable Large Displacement Interface Shear Strength Values
Test Test Hydration Strain Rate Min.Shear Residual Shear
Test Time Prior to Displacement Normal Load Strength(psf))1)
Configuration Condition (inch/min) (psf)
Shearing (in)
Upper Suface of
GCL/Textured 48 hours 2,500 500
ASTM D 6243 Submerged under 1,000
Lower Surface of 0.04 3.0 5,200
corresponding
Geomembrane cz) 7,500 1,000
normal load
Smooth Upper
Surface of 2,500 500
Geomembrane/ ASTM D 5321 Submerged None 0.2 3.0 5,200 1,000
Lower Surface of 1,000
Geocomposite(s) 7,500
Lower Surface of 48 hours 2,500 500
GCL/Subgrade(2) ASTM D 6243 Submerged under 0.04 3.0 5,200 1,000
corresponding
7,500 1,000
normal load
)') The normal load shall be applied in a single increment.
)2) The internal shear strength of the GCL should be tested simultaneously by placing in a floating configuration.
)3) The internal shear strength of the geocomposite should be tested simultaneously by placing in a floating configuration.
(4) Vertical displacements shall be monitored. Hydration is complete when the specimen reaches equilibrium.
A detailed laboratory test report consistent with ASTM D6243 procedures shall be submitted
and, at a minimum, shall include:
• Initial and final moisture content and density
• Any deviations or peculiarities in test
• Vertical displacement (i.e. displacement in the plane perpendicular to the shear direction)
vs. time during submergence, compression/consolidation and shearing
• Shear stress versus shear strain
• Interpreted strength values
The laboratory test report shall also describe the observed condition of the geomembrane
specimens after testing. This shall include:
• Clamping method and any deformation that occurred during testing
December 2023
GLA Project#AU23.1270.00 22
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
• Abrasion of geomembrane
• Elongation of geomembrane
• Other physical changes in material such as wrinkling
Differential movement between specimen and contact surfaces
• Tilting
The laboratory testing data must demonstrate the minimum interface friction strength of the
composite section and shall be included in the final CQA Report. This adequacy shall be
determined during a review completed by the CQA Officer with concurrence by the Engineer.
All costs associated with interface shear interface testing shall be borne by the CQA Consultant.
5.2.5 Geomembrane Placement
Prior to placing the geomembrane panels, the Contractor and CQA Monitor shall observe that
the GCL has been properly installed, finished, and accepted. Once the GCL has been approved
and accepted, deployment of the geomembrane may begin. The Installer's QC Technician shall
assign and mark each panel with a unique identification number that shall be used by all parties.
The CQA Monitor shall record the placement of each panel on a geomembrane panel
deployment log form to be reviewed by the CQA Officer. The CQA Monitor shall observe that
the Installer has provided sufficient slack in the geomembrane to allow for contraction due to
cold temperatures. The CQA Monitor shall record the ambient temperatures during seaming
operations. As the geomembrane panels are deployed in the field, the CQA Monitor shall
observe and observe and document the following:
• That the GCL beneath the geomembrane has not been damaged or hydrated since
previous acceptance.
• That any underlying geosynthetics have been repaired and approved as necessary.
• Equipment cannot be driven directly over geosynthetics.
• That the equipment used to transport and deploy the geomembrane does not damage
the geomembrane or the GCL.
• That there are no significant defects present in the sheet. Small defects shall be marked,
along with the type of repair required (extrudate, patch, etc.) and tracked in the repair
log.
December 2023
GLA Project#AU23.1270.00 23
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
• That the sheet is not deployed under adverse weather conditions such as fog, rain, high
winds, or extreme temperatures.
• That the equipment and deployment methods do not cause excessive wrinkling of the
geomembrane and that the sheet is not dragged along a rough surface. If the liner is
dragged, the CQA Monitor shall inspect the underside of the material for damage.
Geomembrane that is scored beyond reasonable repair effort shall be rejected.
• That personnel do not engage in activities that could damage the geomembrane.
• That no more panels are deployed than can be seamed on the same day.
• That the Installer's QC personnel properly record identification information including roll
number, panel number, seam number, date, etc.
• That the Installer's QC personnel prepare an as-built panel layout drawing.
The CQA Monitor shall record all of the above information in daily reports and log sheets and
shall inform all parties of any deviations.
5.2.6 Geomembrane Test Welds
The Installer shall conduct field test welds on pieces of scrap liner prior to production welding at
the following frequency. The CQA Monitor shall observe that the Installer conducts test welds in
accordance with the Specifications.
The CQA Monitor shall record the shear and peel test results for the test weld coupons on a
geomembrane start-up trial weld log form. The Installer shall not begin welding of field seams
unless the CQA Monitor has verified that the trial welds are acceptable. Once a welding
technician has been approved on a specific welding apparatus, he may not change machines
without first passing a test weld on the new equipment.
5.2.7 Geomembrane Seaming
The CQA Monitor shall observe that the geomembrane is seamed between the minimum and
maximum ambient temperatures described within the Specifications. The CQA Monitor shall
measure and record the temperature in accordance with the Specifications.
The CQA Monitor shall observe that the geomembrane is not being deployed during
precipitation, in the presence of excessive moisture, in areas of ponded water, or in the presence
of excessive winds.
December 2023
GLA Project#AU23.1270.00 24
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
The Installer's QC Technician and the CQA Monitor shall observe that geomembrane seams are
oriented parallel to the maximum slope direction and that a seam numbering system compatible
with the panel numbering system is used. The CQA Monitor shall observe that the Installer has
taken the following steps prior to seaming the geomembrane:
• That the liner surface has been cleaned of all foreign material including dirt, dust, debris,
moisture, or oil.
• That grinding has been performed to remove the oxidation (extrusion welds only).
• That all areas where the sheet thickness has been thinned below the specified value from
grinding are patched by the Installer.
• That any bead grooves are covered with single extrudate.
• That wrinkles and fishmouths are cut out, the edges overlapped properly, and patched.
• That all seaming takes place over a firm, dry surface.
• That when the ambient temperature is below the prescribed temperature, a hot air
device is used for preheating in front of the welder.
• That the approved type and quantity of welding devices are used on the job.
• That extrusion welders are purged of heat degraded material prior to use.
• That for cross or tee seams, the edge of the seam is ground to a smooth incline.
• That the seam numbering system and welding procedures agreed upon at the pre-
construction meeting are strictly followed.
The CQA Monitor shall record the above information in his daily reports along with panel
placement and seaming log forms to be reviewed by the CQA Officer.
5.2.8 Geomembrane Extrusion Welding
For extrusion welding, the CQA Monitor shall observe that the welding devices are purged of
heat-degraded extrudate as described in the Specifications. All purged extrudate shall be
disposed of off the liner. Each extruder shoe shall be inspected daily for wear to assure that its
offset is equal to the liner thickness. All worn or damaged shoes or other parts shall be repaired.
The CQA Monitor shall observe that no equipment is allowed to begin welding until the test
weld, made by that equipment, passes the weld test. All test weld results shall be reviewed and
recorded by the CQA Monitor.
December 2023
GLA Project#AU23.1270.00 25
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
5.2.9 Geomembrane Hot Wedge (Fusion) Welding
For hot wedge (fusion) welding, the CQA Monitor shall observe that the welding devices are
automated, vehicular mounted, and equipped with gauges giving applicable speed,
temperatures, and pressures. The speed, temperature, and pressure of the welding device
should be determined during the test welding conducted prior to seaming of the panels.
5.2.10 Geomembrane Seam Nondestructive Testing
Prior to the start of construction, the Installer shall submit to the CQA Officer for approval, as
per the specifications, a procedure for nondestructive testing of all field seams. When the seam
testing begins in the field, the CQA Monitor shall maintain a log of nondestructive testing for all
seams. The geomembrane QC conducted by the Installer shall also be recorded on the installer's
field QC log form and marked on the liner.
5.2.11 Geomembrane Vacuum Sox Testing
For nondestructive seam testing, all extrusion welded field seams shall be tested over their full
length using vacuum box test units. The vacuum testing shall be performed by the Installer's QC
Technician under the observation of the CQA Monitor. The CQA monitor does not need to
observe each vacuum box test, but shall check periodically on the methods and equipment used
and record all results as marked on the liner. The CQA Monitor shall observe that the tests are
conducted concurrently with the field seaming and that the vacuum box assembly consists of a
rigid box with a transparent viewing window and a vacuum gauge. The CQA Monitor shall
observe that the Installer's procedure for vacuum testing is as follows:
• Clean window, gasket surfaces, and check box for leaks.
• Energize vacuum pump and set to the proper pressure as required by the Specifications.
• Place soapy solution on section of seam to be tested.
• Place box over wetted area and press down.
• Close bleed valve, open vacuum valve, and ensure that a leak tight seal is created.
• Examine the length of weld through the viewing window for bubbles for the period
described in the Specifications.
• Dwell time must not be less than 15 seconds.
• If no bubbles appear, the vacuum valve should be closed, the bleed valve opened, and
the box should be moved to the next adjoining area with the specified overlap.
December 2023
GLA Project#AU23.1270.00 26
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
• Areas where soap bubbles are detected shall be marked as defects, repaired, and
retested.
5.2.12 Geomembrane Air Pressure Testing
If the double hot wedge seaming system is employed, air pressure testing shall be used. The
CQA Monitor shall observe that air pressure testing is conducted by the Contractor as follows:
• Seal both ends of the seam to be tested.
• Insert a hollow needle or other approved pressure feed device into the tunnel created by
the double hot wedge and insert a protective cushion between the air pump and
geomembrane.
• Energize the air pump to the pressure specified, close the valve, and sustain the pressure
for the specified time period.
• Check the continuity of the entire seam being tested for indications that it has been fully
pressurized to 30 psi. This shall be accomplished by opening the air channel at the
opposite end of the seam and observing a loss of pressure either before or after the test.
• A 2-minute relaxing period is allowed for the pressure to stabilize. The air chamber must
sustain the pressure for 5 minutes without losing more than 2 psi.
• If a loss of pressure exceeds the specified value or does not stabilize, locate the faulty
area and repair.
• Remove the approved pressure feed device and repair.
At a minimum the opening of the air channel of each seam shall be observed by the CQA
Monitor. Should a loss of pressure be detected along a seam, the faulty area shall be identified,
repaired, and re-tested as provided within the Specifications.
If blockage occurs along the seam, the area shall also be identified, repaired and re-tested. The
Installer shall be responsible for all costs associated with the seam repair. The results of both
vacuum box and air pressure testing shall be recorded on the panel and the seam QC form by
the Installer. The CQA Monitor shall also maintain a nondestructive testing log for review by the
CQA Officer.
December 2023
GLA Project#AU23.1270.00 27
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
5.2.13 Geomembrane Seam Destructive Testing
The CQA Monitor shall determine the location of all destructive tests, mark the sample boundary
on the geomembrane, and note the location on the seam log. The CQA Monitor shall obtain a
minimum of one sample per 500 feet of seam per welding apparatus. The Installer shall repair
any suspicious looking welds before release of a seam for destructive sampling. Destructive
samples shall be cut by the Installer as the installation progresses and not at the completion of
the project. The Installer's QC Technician shall mark all destructive samples with consecutive
numbers along with the seam number. The CQA Monitor shall keep a destructive testing log
with the date, time, location, seaming technician, apparatus, temperature, and pass or fail
criteria. The CQA Monitor shall observe that all destructive sample holes are repaired promptly
by the Installer.
The Installer's QC Technician shall cut destructive samples at locations selected by the CQA
Monitor. Samples dimensions shall be 12 inches wide by 48 inches long centered on the seam.
The CQA Monitor shall:
• Mark each sample location with the sample bounds (48 inches by 12 inches), sample ID,
technician ID, machine ID, date, and seam number, and the adjoining panel numbers.
• Record the sample location on the as-built geomembrane panel layout drawing and the
geomembrane field seaming log form.
• A maximum frequency must be agreed to by the Contractor and CQA Monitor at the
preconstruction meeting. However, if the number of failed samples exceeds 5 percent of
the tested samples, this frequency may be increased at the discretion of the CQA
Monitor. Samples taken as the result of failed tests do not count toward the total
number of required tests.
• Test locations are at the discretion of the CQA Monitor and may be selected on the basis
of liner distortion, weld contamination, or other potential areas of poor seaming.
• Record the sample location and reason for taking the sample (random sample, poor
welding, etc.) on the destructive testing log.
• Promptly ship the destructive samples to the testing laboratory for testing.
• Record the results of the testing on the destruction testing summary form.
• In the event of testing failure, track the welding performed by the welding apparatus 50
feet before and after the failed sample location, and obtain additional samples. Continue
December 2023
GLA Project#AU23.1270.00 28
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
tracking until the failed sample(s) are bounded by passing tests. Log the tracking on
destructive test tracking form.
• Confirm that Installer caps or reconstructs the failed seam.
5.2.14 Geomembrane Repairs
For final inspection, the CQA Monitor and Installer shall check the seams and surface of the
geomembrane for defects, holes, blisters, undispersed raw materials, or signs of contamination
by foreign matter. If dirt inhibits inspections, the Installer shall brush, blow, or wash the
geomembrane surface as required. The CQA Monitor shall decide if cleaning the geomembrane
surface and welds is needed to facilitate inspection. Repair areas shall be distinctively marked
with a description of the required type of repair and logged.
The CQA Monitor shall observe that all identified holes, tears, blisters, undispersed raw
materials, and contamination by foreign matter are patched. The CQA Monitor shall observe that
patches are not cut with the repair sheet in contact with the geomembrane and that the patches
are extrusion welded to the geomembrane and then vacuum tested. The result of the vacuum
test for the repair shall be marked by the Installer's QC Technician with the date of the test and
name of the tester on the sheet. Holes less than a quarter of an inch may be sealed with
extrudate as described in the Specifications. The CQA Monitor shall record all repair areas on the
repair log form.
5.2.15 Geomembrane Acceptance
The Installer shall be responsible for maintaining the geomembrane (or portions thereof) until
final acceptance by the CQA Monitor. The CQA Monitor shall recommend final acceptance when
all seams have passed destructive testing, the Installer has supplied all documentation, and all
field and laboratory testing is complete and satisfactory. Prior to final acceptance, the Installer,
CQA Officer, CQA Monitor, and the Installer shall review the installation of the geomembrane (or
portions thereof) for completeness. Any areas that are found to deviate from the intended
design, are incomplete, or in need of repair shall be recorded by the CQA Monitor for correction
by the Installer. When all repairs have been completed and all required Contractor-supplied
documentation has been received and reviewed the CQA Monitor shall release the
geomembrane (or portions thereof) for installation of overlying materials.
The Installer shall retain ownership of the liner throughout the installation of overlying materials
as defined within his scope of work and until the project is complete.
December 2023
GLA Project#AU23.1270.00 29
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
5.3 Geocomposite Quality Assurance
5.3.1 General
This section sets forth the requirements for the CQA testing and observation requirements for
installing the geocomposite materials detailed on the Drawings and Specifications. This work
includes the examination of the Manufacturer's and Contractor's QC testing, conformance
testing, shipping and handling, and deployment, seaming, and repairs of the geocomposite. The
CQA Monitor and CQA Officer shall review the submittals furnished by the Contractor and/or
Installer to ensure their compliance with this program and conditions of warranty prior to
construction. They shall also review the time schedule for installation submitted by the
Contractor prior to construction.
5.3.2 Geocomposite Shipping and Handling
The Contractor shall provide a copy of the Manufacturer's QC certificates for production of each
geocomposite roll manufactured for this project prior to construction for review by the CQA
Monitor and CQA Officer. Materials shall be delivered to the site only after the CQA Monitor
receives and approves the required submittals. The Manufacturer's QC shall include visual
inspection of the geocomposite materials for foreign matter and needles. Detection of broken
needles at the manufacturing plant shall be accomplished with the use of magnets and
continuous metal detectors permanently installed on-line at the factory.
The Contractor is responsible for the transportation, off-loading, and storage of the
geocomposite. The materials shall be packaged and shipped by appropriate means so that no
damage is caused and shall be delivered to the site only after the CQA Monitor receives and
approves the required submittals. Off-loading shall be performed in the presence of the CQA
Monitor to ensure that any damage during off-loading is properly documented. The CQA
Monitor shall keep an inventory log of all geocomposite delivered to the site on the appropriate
form for review by the CQA Officer.
The CQA Monitor shall verify that damaged materials are separated from undamaged materials
until proper disposition of the material is determined by the County or CQA Officer. Final
authority on the determination of damage shall be the CQA Monitor.
5.3.3 Geocomposite Conformance Testing
After production, the geocomposite shall be sampled for conformance testing by a third party
geosynthetics laboratory. Sampling shall be performed at the manufacturing plant by the third
December 2023
GLA Project#AU23.1270.00 30
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
party geosynthetics laboratory or CQA Monitor upon arrival at the site. One geocomposite
sample shall be obtained for every 100,000 square feet produced per lot. The CQA Monitor shall
identify the roll numbers of the geocomposite which are tested for conformance on the log of
geocomposite received form. The samples shall be delivered to the geosynthetics laboratory for
testing to assess that the geocomposite properties conform to the requirements given in the
Specifications. The CQA Officer shall review all test results and report any nonconformance test
results to the Contractor, Installer, Engineer, and the CQA Monitor.
Conformance samples shall be collected across the entire width of the roll, but shall not include
the first three feet of the roll. The conformance samples shall be three feet wide by the roll
width in length. Each sample shall be marked with the project name, Manufacturer's name and
product identification, lot number, roll number, and type. In event that sampling is necessary at
the site, the Contractor shall provide the personnel and equipment to obtain the sample in the
presence of the CQA Monitor. No material shall be deployed until passing conformance values
are obtained by the CQA Monitor.
The conformance testing of the geocomposite shall include the following parameters:
• Transmissivity (ASTM D4716)
• Ply Adhesion (ASTM D7005)
The geocomposite shall also be subjected to interface testing as described in Section 5.2.4 of
this CQA Plan.
5.3.4 Geocomposite Installation
Prior to geocomposite installation, the CQA Monitor shall observe that all underlying materials
have been repaired, tested, and approved in accordance with the Construction Drawings and
Specifications. The CQA Monitor shall not allow installation of the geocomposite until all
conformance testing has been completed and passing results have been obtained. During
geocomposite placement, the CQA Monitor shall:
• Observe the geocomposite as it is deployed and record all defects and disposition of the
defects (panel rejected, patch installed, etc.).
• Observe that equipment used does not damage the geocomposite.
• Observe that people working on the geocomposite do not engage in activities that could
damage it.
December 2023
GLA Project#AU23.1270.00 31
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
• Observe that the geocomposite is anchored to prevent movement by the wind (the
Installer is responsible for any damage resulting to or from wind-blown geocomposite).
• Observe that the seams are overlapped in accordance with the Specifications.
• Observe that the Installer has repaired any holes or tears in the geocomposite.
• Observe that the materials and methods used to fasten the panels together meet the
Specification requirements.
• Verify that geocomposite is covered within 14 days. If geocomposite is exposed for more
than 14 days, ultraviolet exposure conditions will be reviewed.
The CQA monitor shall record all of the above information on log sheets and in daily reports.
5.3.5 Geocomposite Repairs
The CQA Monitor shall observe the placement of the geocomposite and document all areas that
require repair prior to placement of the overlying materials. All repairs are to be performed by
the Installer in accordance with the manufacturer's recommendations, the Drawings, and
Specifications.
5.4 Geotextile Quality Assurance
5.4.1 General
This section sets forth the requirements for the CQA testing and observation requirements for
installing the geotextile detailed on the Drawings and Specifications. The Contractor shall furnish
submittals in compliance with this manual and conditions of warranty prior to delivery for review
by the CQA Officer, Engineer, and CQA Monitor. The Contractor shall also prepare and submit a
time schedule for installation, including complete testing and acceptance of materials prior to
construction.
5.4.2 Geotextile Shipping and Handling
The Contractor shall provide a copy of the certificate of compliance and the QC certificates for
production of each geotextile roll manufactured for this project prior to construction for review
by the CQA Monitor, Engineer, and CQA Officer. Materials shall be delivered to the site only
after the CQA Consultant and the Engineer receives, reviews, and approves the required
submittals.
December 2023
GLA Project#AU23.1270.00 32
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
The CQA Monitor shall ensure that the materials were packaged and shipped by appropriate
means so that no damage was caused to the materials delivered to the site. Off-loading shall be
done in the presence of the CQA Monitor and any damage during off-loading shall be
documented by the CQA Monitor and the Installer. The CQA Monitor shall keep a log of all
geotextile delivered to the site on a geotextile inventory log form.
Damaged materials shall be separated from undamaged materials until the CQA Monitor
determines proper disposition of material. Final authority on the determination of damage shall
be the CQA Monitor. The Contractor shall replace damaged or unacceptable material at no cost
to the County.
The geotextile shall be stored on a prepared surface approved by the CQA Monitor and shall be
protected from puncture, precipitation, dirt, grease, water, mechanical abrasions, excessive heat,
ultraviolet light exposure or other damage. The CQA Monitor shall observe that the Installer
uses appropriate handling equipment to load, move or deploy the material to ensure that no
damage is caused to the material during handling of the geotextile.
5.4.3 Geotextile Conformance Testing
After production, the geotextile shall be sampled for conformance testing by a third party
geosynthetics laboratory. Sampling shall be performed at the manufacturing plant by the third
party geosynthetics laboratory, or by the CQA Monitor upon arrival at the site. One geotextile
sample shall be obtained for every 100,000 square feet produced and at least one per lot. The
CQA Monitor shall identify the roll numbers of the geotextile which are tested for conformance
on the inventory log of geotextile received. The samples shall be delivered to the geosynthetics
laboratory and tested to assess that the geotextile properties conform to the requirements given
in the Specifications. The CQA Monitor shall review all test results and report any non-
conformance test results to the Contractor and the CQA Officer.
The CQA Monitor shall collect samples for conformance testing across the entire width of the
roll, but shall not include the first 3 feet of the roll. The conformance samples shall be 3 feet
wide by the roll width in length. The CQA Monitor shall mark on each roll the project name,
Manufacturer's name, product identification, lot number, roll number, roll dimensions, machine
direction, and roll side (inside/outside).
In event that sampling is necessary at the site, the Installer shall provide the personnel and
equipment to obtain the sample in the presence of the CQA Monitor. No material shall be
deployed until representative passing conformance values are obtained by the CQA Monitor.
December 2023
GLA Project#AU23.1270.00 33
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
The third party geosynthetics laboratory shall conduct the following conformance tests on the
geotextile:
• Mass per unit area (ASTM D5261)
• Grab Tensile Strength (ASTM D4632)
• CBR Puncture Resistance (ASTM D6241)
• AOS (ASTM D4751)
• Permittivity (ASTM D4491)
• Trapezoidal Tear (ASTM D4533)
The geotextile shall also be subjected to interface testing as described in Section 5.1.4 of this
CQA Plan.
5.4.4 Geotextile Installation
The CQA Monitor shall not allow installation of the geotextile until all conformance testing has
been completed and passing results have been obtained. During geotextile placement, the CQA
Monitor shall:
• Observe the geotextile as it is deployed and record all defects and disposition of the
defects (panel rejected, patch installed, etc.).
• Observe that equipment used does not travel on or damage the underlying
geosynthetics.
• Observe that people working on the geotextile do not engage in activities that could
damage it.
• Verify that the geotextile is anchored to prevent movement by the wind (the Installer is
responsible for any damage resulting to or from windblown geotextile).
• Observe that the seams are overlapped and seamed in accordance with the project
Specifications.
• Observe that the Installer has repaired any holes or tears in the geotextile.
• During installation, the Installer and CQA Monitor shall inspect the geotextile as it is
deployed for the presence of foreign materials and needles.
December 2023
GLA Project#AU23.1270.00 34
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
If any needles or other materials which the CQA Monitor feels may be detrimental to the
underlying synthetic liner are present within the geotextile, the roll shall be rejected and shipped
off-site permanently and the Installer shall replace any rejected material at no additional cost to
the County. The CQA Monitor shall notify the Installer of any issue areas and observe and
inspect the repair. The CQA Monitor shall record all of the above information on log sheets and
in daily reports.
5.4.5 Geotextile Acceptance
The Installer shall be responsible for maintaining the geotextile (or portions thereof) until final
acceptance by the CQA Officer. The CQA Officer shall recommend final acceptance when all
seaming has been completed, the Installer has supplied all documentation, and all laboratory
testing is complete and satisfactory. Prior to final acceptance, the Installer, CQA Monitor, CQA
Officer, and the Engineer shall review the installation of the geotextile (or portions thereof) for
completeness. Any areas that are found to deviate from the intended design, are incomplete, or
in need of repair shall be recorded by the CQA Monitor for correction by the Installer. When all
repairs have been completed, the CQA Officer shall release the geotextile (or portions thereof)
for installation of overlying materials.
The Installer shall retain ownership of the geotextile throughout the installation of overlying
materials as defined within his scope of work and until the project is complete.
5.5 Geoelectric Leak Location Survey
A geoelectric leak location survey shall be completed by the CQA Consultant. The CQA
Consultant may be the Leak Location Consultant if the CQA Consultant has the required
qualifications to perform the survey. The CQA Consultant may hire a qualified Leak Location
Consultant to perform the survey. . The Contractor will provide support to the Geoelectric Leak
Location Consultant. Two geoelectric leak detection surveys will be completed. One of the tests
will be performed following installation of the 60 mil HDPE geomembrane liner; the other test
will be completed following the placement of the overlying operations layer soil. The CQA
Officer and Monitor shall ensure that the liner is properly prepared for the ELLS and shall verify
that adequate moisture is added to the permeable material or geocomposite and operations
layer prior to conducting the test. All edges of the liner must be "electrically isolated" prior to
completing the tests. The geoelectric leak location survey shall conform to the requirements of
ASTM D 7002 or ASTM D 7007, as applicable.
December 2023
GLA Project#AU23.1270.00 35
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
The CQA Officer/Monitor shall:
• Review the qualifications of the Geoelectric Leak Location Consultant to assess
conformance with the qualification requirements stated in this CQA Plan and in the
project Special Provisions. If the CQA Consultant elects to perform the survey, the CQA
Consultant shall provide the required qualifications to the Engineer for review.
• Review the Geoelectric Leak Location Work Plan to assess conformance with the
requirements of the CQA Plan and project Special Provisions.
• Identify any discrepancies in the Geoelectric Leak Location Work Plan and ensure that
they are corrected prior to commencement of the leak location survey.
• Verify that the site has been inspected by the Geoelectric Leak Location Consultant prior
to commencing the leak location survey.
• Verify that the first phase of the leak location survey, conducted on the bare
geomembrane, is in conformance with the ASTM standards or procedures prescribed in
the work plan.
• Verify that calibration testing has been performed periodically with an actual hole on the
geomembrane for proper equipment operation. If a hole is not detected during the
verification testing, the hole will be repaired, and the geomembrane area surveyed since
the previous verification test will be resurveyed.
• Prepare documentation that the first phase of the leak location survey is completed, all
defects have been repaired, and the surveyed area is turned over to the Contractor
and/or Installer for subsequent installation of geosynthetics and soil cover over the
geomembrane.
• Observe proper placement of additional geo synthetic layers and operations soil over the
geomembrane liner.
• Verify that the second phase of the leak location survey, conducted on the soil operation
layer, is in conformance with the ASTM standards or procedures prescribed in the work
plan.
• Verify that a calibration test with an actual hole is performed for the second phase of the
leak location survey. The hole shall be placed on top of the geocomposite, and then
December 2023
GLA Project#AU23.1270.00 36
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
covered with the operations layer soil. Leak detection survey measurements must be
demonstrated with the calibration hole located midway between data measurement
locations.
• Verify and observe leak survey measurement above the calibration hole to determine
detection sensitivity and maximum grid spacing.
• Determine when required, if an actual hole in the geomembrane lining may be needed
by the Geoelectric Leak Location Consultant in order to calibrate the electrical survey.
Calibration to an actual hole in the geomembrane shall only be performed when
equipment is on- site to immediately repair the hole after calibration.
• Verify the locations of all identified or indicated leaks with flags, spray paints, or written
coordinates prepared by the Leak Location Consultant.
• Review the Geoelectric Leak Location Consultant's written report of the surveys and
confirm that it accurately represents the surveys. In the event that discrepancies are
identified, ensure that they are corrected by the Leak Location Consultant.
In the event the surveys identifies anomalies that are indicative of a defect in the liner system,
the CQA Monitor shall document the location of the suspect area, and then observe and
document the exposure of the liner system and any subsequent repairs that may be necessary.
The CQA Monitor will photograph the area after it is exposed and after any repairs are
completed.
The Geoelectric Leak Location Consultant shall submit a report detailing the procedures used
and the results of their survey within 2 weeks of completion outlining:
• Principles of technique
• Site activities
• Map of defect locations
• Description of defects, if known
• Certification that any defective areas were successfully repaired
• Certification that the entire geomembrane area was surveyed
December 2023
GLA Project#AU23.1270.00 37
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
6. HDPE Pipe Quality Assurance
6.1 General
This section covers all HDPE pipe material supply and installation CQA, including CQA of all
leachate collection pipes. The Contractor shall provide a copy of the certificate of compliance for
production of the piping manufactured for this project prior to delivery for review by the CQA
Monitor, CQA Officer, and Engineer.
6.2 HDPE Pipe Delivery
The CQA monitor shall observe verify that:
• Materials shall be delivered to the site only after the CQA Monitor receives and approves
the required submittals.
• The CQA Monitor shall ensure that the materials were packaged and shipped by
appropriate means so that no damage was caused to the materials delivered to the site.
• Off-loading shall be done in the presence of the CQA Monitor and any damage during
off-loading shall be documented by the CQA Monitor and the Contractor.
• The CQA Monitor shall keep a log of all piping delivered to the site on an inventory log
of piping received.
• Damaged materials shall be separated from undamaged materials until the CQA Monitor
determines proper disposition of the material.
• All pipes shall be stored and stacked on a prepared surface as per Manufacturer's
recommendation and approved by the CQA Monitor and shall be protected from
puncture, precipitation, dirt, grease, water, mechanical abrasions, or other damage.
• The Contractor uses appropriate handling equipment to load, move or deploy the
material to ensure that no damage is caused to the materials during handling of the
piping.
• No leachate collection piping shall be placed until the synthetic liner has been installed
and approved by the CQA Monitor.
• No piping is installed in a manner that could damage the underlying geosynthetic liner.
The CQA Monitor shall record all observed damages and clearly mark their location for
scheduled repair.
December 2023
GLA Project#AU23.1270.00 38
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
• Pipes are correct sizes and perforations (for perforated pipes) are in accordance with the
Drawings.
Final authority on the determination of damage shall be the CQA Monitor. The Contractor shall
replace damaged or unacceptable material at no cost to the County.
6.3 HDPE Pipe Installation
The CQA Monitor shall verify and observe that:
• Trenches are excavated to the lines and grades shown in the Drawings and are free of
debris prior to pipe laying.
• Piping is installed to the lines and grades shown on the Drawings.
• Pipe jointing is in accordance consistent with the Manufacturer's recommendations and
Specifications.
• Pipe bedding is installed per Specifications and Drawings.
• Backfilling is installed per Specifications and testing is in accordance with Table 4-1.
7. Quality Assurance for Other Improvements
This section describes CQA procedures for other improvements such as electrical and
mechanical features associated with the sump control panels. Specific requirements for these
features are included in the Drawings.
7.1 Sump Control Panels and Electrical Components
Review the Contractor's approved material submittals to verify compliance with the
Specifications. Determine and note corrective action items if applicable.
• Verify that the control panel, conductors, conduit, fittings, pullboxes,junction boxes,
cable, receptacles, circuit breakers, disconnect switches, and motor starters are in
compliance with the Specifications.
• Verify that all panels, enclosures and conduit supports, racks, frames and structures are
suitable for weight, lateral loads and stresses (including seismic), and are properly
assembled and anchored.
December 2023
GLA Project#AU23.1270.00 39
Construction Quality Assurance Plan
G e o-Lo g i C Phase III -Modules 9 & 10 Excavation and Liner
A S S O C I A T E S System Construction
American Avenue Disposal Site
• Verify all above grade conduit supports and clamps are properly secure and that they
meet the minimum spacing requirements.
• Verify the correct location and application of hazardous location conduit seals and
compound meet industry standards such that the migration of hazardous and explosive
gasses is prevented.
• Verify that signal conductors and power conductors do not share common raceways,
pullboxes, or junction boxes.
• Verify that conductors are continuous and that splices do not occur outside of pullboxes,
junction boxes, or other similar approved equipment.
• Verify that installed conduit is of the size indicated and is not crushed or deformed.
• Verify that all conduits are capped with a watertight seal from the installation until the
conductors are pulled through. The watertight caps for spare conduits shall remain.
• Verify that adequate working clearances and dedicated electrical spaces are maintained
around electrical equipment.
• Verify that intrinsically safe conductors maintain minimum separation from power and
non-intrinsically safe conductors.
• Verify that the instrumentation and controls system is fully tested as detailed in the
Specifications. The sequence test and calibration shall be performed prior to any
functional acceptance testing.
8. Work Deficiencies
When deficiencies are discovered, the CQA Monitor shall immediately determine the nature and
extent of the issue, notify the Contractor of the issue, and complete the required
documentation. The CQA Monitor shall notify the Contractor within 1/2 hour of discovering any
deficiency or at the earliest time possible. If the deficiency will cause construction delays or
require substantial rework, the CQA Monitor shall notify the Engineer and the CQA Officer.
The Contractor shall correct the deficiency to the satisfaction of the CQA Monitor. If the
Contractor is unable to correct the issue, the CQA Monitor shall be asked to develop and
recommend a solution to the CQA Officer for his approval.
December 2023
GLA Project#AU23.1270.00 40
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
The corrected deficiency shall be retested before the Contractor performs additional work. All
retests and the steps taken to correct the issue shall be documented by the CQA Monitor on a
field construction inspection report and on construction issue and solution data sheet forms.
9. Documentation
9.1 Daily Records
At a minimum, daily records shall consist of field notes, a summary of the daily construction
activities, associated testing activities, and observation and data sheets. All project records shall
be maintained in a well-organized project file at thejob site and shall be available for review by
the CQA Officer, Contractor, and the Engineer at all times. The CQA Officer shall review the
reports and field notes prepared by the CQA Monitor. The CQA Monitor's daily summary report
shall be available to the CQA Officer and the Engineer for review and shall include the following
information:
• Date, project name, and location
• Weather data
• A description of on-going construction
• A summary of test results identified as passing, failing, or in the event of a failed test,
retests
• Off-site materials received including geosynthetics or drainage materials, plus status of
certificates or off-site testing for the materials
• A summary of decisions regarding acceptance of the work and/or corrective actions
taken
• The signature of the CQA Monitor
9.2 Observation and Test Data Sheets
The CQA Monitor shall prepare observation and data sheets during all phases of construction
for review by the CQA Officer. Observation and data sheets for this project may include, but may
not be limited to the following:
• Nuclear Field Density Data Sheets
December 2023
GLA Project#AU23.1270.00 41
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
• Soil Laboratory Test Data Sheet (Sieve, Proctor, and Moisture Content)
• Acceptance of Prepared Module Subgrade Forms
• Inventory Log of Geomembrane Received
• Inventory Log of GCL Received
• Inventory Log of Geocomposite Received
• Inventory Log of Geotextile Received
• Inventory Log of Piping Received
• Geomembrane Field Seaming and Nondestructive Test Log
• Geomembrane Panel Deployment Log
• Geomembrane Start-up Test Weld Log
• Geomembrane Defect and Repair Log
• Geomembrane Destructive Seam Strength Test Results and tracking form
• Geomembrane as-built panel layout sketches
• GCL Panel Deployment Log
Refer to Appendix B for CQA field forms. Additional observation and data sheets may be
required. All entries shall be clear and legible. All documentation should be dated and signed or
initialed clearly by the CQA Monitor.
9.3 Design Change Reports
Design and Specification changes may be required during construction. In such cases,
procedures outlined in Section 3 shall be followed. Documentation of design changes shall be
included in the Final Report.
9.4 Construction Difficulty Reports
In the event that the Contractor has extreme difficulty in the performance of any specified
activities required, a special report shall be prepared to address the issue(s). The County, the
Contractor, CQA Monitor, and CQA Officer and Engineer shall meet to discuss construction
difficulties encountered for the purpose of arriving at a solution. If, at the sole determination by
the County (with concurrence by the CQA Consultant), significant changes to the Specifications
December 2023
GLA Project#AU23.1270.00 42
Construction Quality Assurance Plan
G e o-L o g i C Phase III-Modules 9 & 10 Excavation and Liner
A S S o c I A T E S System Construction
American Avenue Disposal Site
are required, the regulatory agency shall be notified (otherwise notification shall be included in
the final certification report). Any changes and accompanying approvals shall be in writing.
9.5 Final Report
At the completion of the project, the CQA Consultant shall prepare a final construction
documentation report suitable for presentation to the RWQCB and LEA. Copies of all reports
and test results prepared by the CQA Monitor shall be submitted to the CQA Officer for review.
Copies of all the documents shall be maintained at the CQA Consultant's office. This report shall
observe that the work has been performed in compliance with the Construction Drawings and
the Specifications. At a minimum this report shall contain:
• A summary of all construction activities
• A summary of all field and laboratory test results
• All logs, forms, and reports
• As-built record drawings, survey point lists
• A description of significant construction issues and the resolution of these issues
• A list of changes (if any) from the Drawings and Specifications and the justification for
these changes
• A statement signed and certified by a professional civil engineer or certified engineering
geologist registered in the State of California stating that the project was constructed in
general accordance with the Drawings and Specifications
9.6 As-Built Drawings
A set of as-built, or record, drawings shall be prepared by the Contractor during the course of
construction as required by the Specifications. The as-built drawings shall accurately locate all
construction items including the location of piping and the extent of lining and collection
system components, etc. This information shall be reviewed for completeness by the CQA
Officer and included into the Final Report.
December 2023
GLA Project#AU23.1270.00 43
Construction Quality Assurance Plan
Phase III Modules 9 &10 Excavation and Liner System Construction
American Avenue Disposal Site
Appendix A
Geoelectrical Leak Location
Survey
Geo-Logic
A S S 0 C I A T E S
Phase III Modules 9&10 Excavation and Liner System Construction
American Avenue Disposal Site
APPENDIX A
SECTION 02780
GEOELECTRIC LEAK LOCATION SURVEY
PART 1 GENERAL
1.1 SECTION INCLUDES
A. Requirements for the Geoelectric Leak Location Survey Consultant (Leak Location
Consultant) for performance of an electronically based liner geoelectric leak
survey(leak location survey)for post-construction liner monitoring on the primary
HDPE geomembrane prior to placement of geocomposite and operations layer
(Water Puddle Method), and after placement of the operations layer (Dipole
Method) in Module 9 and 10.
1.2 REFERENCES
A. ASTM International, latest revisions.
1. ASTM D7002-22 Standard Practice for Electrical Leak Location on Exposed
Geomembranes Using the Water Puddle System.
2. ASTM D7007-16 Standard Practices for Electrical Methods for Locating
Leaks in Geomembranes Covered with Water or Earth Materials.
3. ASTM D7909-21a Standard Guide for Placement of Intentional Leaks
During Electrical Leak Location Surveys of Geomembranes
1.3 SUBMITTALS
A. Prior to commencement of each geoelectric leak location survey, the Leak
Location Consultant shall submit a Work Plan. The Leak Location Survey Work
Plan shall include:
1. A Statement of Qualifications meeting the requirements of Section 2.1,
Paragraph A.
2. Description of the proposed survey method, procedures,site preparations,
estimated duration of survey, and quality control and field calibration
procedures.
3. A list of number and types of defects located for the qualifying projects of
the supervising Leak Location technician that meets or exceeds the
requirements of Section 2.1, Paragraph A.
Construction Quality Assurance Plan SECTION 02780
December 2023 Page 1 of 4 GEOELECTRIC LEAK LOCATION SURVEY
Phase III Modules 9&10 Excavation and Liner System Construction
American Avenue Disposal Site
4. A sample final report(s) of the method(s) to be used for this project.
B. If applicable, the Leak Location Consultant shall provide a wire layout and wire
specifications for any permanent electrodes to the Contractor 10 days prior to the
installation of the geomembrane. The Contractor is responsible for providing the
wire.
C. The Leak Location Consultant shall report the general results of the survey to the
CQA Monitor during the daily progress of the field work.
D. If functionality testing indicates poor detection sensitivity upon initiating the Leak
Location test,the Leak Location Contractor shall notify the CQA Monitor,who shall
notify the certifying Engineer, before proceeding with testing.
E. Prior to the demobilization of the survey personnel from the site, the Leak
Location Consultant shall submit a list of locations of the leaks detected to the
CQA Monitor.
F. The Leak Location Consultant shall submit a letter report documenting the field
work and results of the surveys within fourteen (14) days after completion of the
field work signed by a Registered Civil Engineer in the state where the work was
performed.
PART 2 PRODUCTS
2.1 LEAK LOCATION CONTRACTOR AND SUPERVISOR QUALIFICATIONS
A. The Leak Location Consultant shall have qualifications and experience in
conducting electric leak location surveys including having tested a minimum of
5,000,000 square feet of the proposed survey method(s) on at least five projects.
In addition, the leak location survey shall be supervised by a professional or
technician with a minimum of 2,000,000 square feet of liner testing experience
using the proposed method on at least three projects.
PART 3 EXECUTION
3.1 INFORMATION REQUIRED
A. The Leak Location Consultant shall be provided with Drawings showing:
1. All layers constituting the lining system and details of all liner penetrations.
2. Plan of the survey area including locations of measures to provide electrical
isolation of the overlying soils.
3. Peripheral details, including welds to adjacent lining systems.
Construction Quality Assurance Plan SECTION 02780
December 2023 Page 2 of 4 GEOELECTRIC LEAK LOCATION SURVEY
Phase III Modules 9&10 Excavation and Liner System Construction
American Avenue Disposal Site
4. Structures and obstructions above the liner.
5. Electrical equipment above the geomembrane.
B. The CQA Monitor shall provide the Leak Location Contractor with a construction
and testing schedule.
3.2 WATER PUDDLE LEAK LOCATION SURVEY
A. The water puddle leak detection survey shall be performed after the installation
of the primary HDPE geomembrane.
B. The Leak Location Consultant is responsible for calibrating equipment utilized to
achieve optimum data quality and sensitivity for the site conditions. This usually
involves drilling one or more holes in the geomembrane which the Contractor is
responsible for repairing.
C. All testing shall be performed in accordance with current industry and ASTM
standards.
D. The survey works best when the geomembrane is in intimate contact with the
subgrade. Wrinkles are an impediment to conducting a good survey. Defects on
wrinkles may not be detected. Therefore, it is usually in the interest of the project
to conduct the survey when the liner system is cool and flat,such as in the morning
or during the night.
E. Working on slopes with smooth geomembrane can create safety hazards with
slippery surfaces, and may require additional harnessing and slower production
rates.
F. Holes shall be logged, visibly marked, and reported for repair.
G. The Leak Location Consultant shall report the general results of the survey to the
Lead CQA Monitor during the daily progress of the field work.
H. Prior to the demobilization of the survey personnel from the site, the Leak
Location Consultant shall submit a list of locations of the leaks detected to the
CQA Monitor and Contractor.
I. The Leak Location Consultant shall submit a letter report documenting the field
work and results of the surveys to the CQA Monitor within fourteen (14) days after
completion of the field work.
3.3 DIPOLE LEAK LOCATION SURVEY
A. The dipole leak detection survey shall be performed after the placement of the
Construction Quality Assurance Plan SECTION 02780
December 2023 Page 3 of 4 GEOELECTRIC LEAK LOCATION SURVEY
Phase III Modules 9&10 Excavation and Liner System Construction
American Avenue Disposal Site
soil operations layer.
B. The Leak Location Consultant is responsible for calibrating all equipment utilized
to achieve optimum data quality and sensitivity for the site conditions.
C. All work shall be performed in accordance with current industry and ASTM
standards.
D. Manual measurements shall be made to verify leak signals and to pinpoint the leak
positions on top of the soil operations layer for excavation while the survey
personnel are on site. Within one foot of the liner, the Contractor's laborers shall
hand excavate possible leak locations to expose the liner.
E. Additional manual measurements should be made to guide the Contractor's
personnel while they excavate the leak, if required.
F. After the identification and excavation of a leak, the soil around the leak shall be
tested while the leak is uncovered and cleaned to check for adjacent leaks.
G. Leak locations shall be logged, visibly marked, and reported for repair.
H. The Leak Location Consultant shall report the general results of the survey to the
Lead CQA Monitor and Contractor during the daily progress of the field work.
I. Prior to the demobilization of the survey personnel from the site, the Leak
Location Consultant shall submit a list of locations of the leaks detected to the
Lead CQA Monitor and Contractor.
J. The Leak Location Consultant shall submit a letter report documenting the field
work and results of the surveys to the CQA Monitor within fourteen (14) days after
completion of the field work.
END OF SECTION
Construction Quality Assurance Plan SECTION 02780
December 2023 Page 4 of 4 GEOELECTRIC LEAK LOCATION SURVEY
Construction Quality Assurance Plan
Phase III Modules 9 &10 Excavation and Liner System Construction
American Avenue Disposal Site
Appendix B
CQA Field Forms
Geo-Logic
A S S 0 C I A T E S
Geo- L0901C
A S S O C I AT E S
DAILY CONSTRUCTION FIELD REPORT
Project Name: Project No. Daily Field Report Sequence Number:
Location of Work: Client Or Manager: Date: Day of The Week:
General Contractor: Liner Contractor: Project Engineer:
General Foreman: Liner Superintendent: Other:
Source and Description of Fill Material: Weather: CQA Technician:
NOTES(Describe work completed during the day,any problems and their solutions):
Prepared By: Reviewed By:
1of1
Geo-Logic
A S S o c 1 A T E S MOISTURE- DENSITY SUMMARY
Project Name:
Project No.:
Maximum Optimum
Source Wet Moisture Dry
Test No. Date Northing Easting Elevation Sample Dry Moisture Depth Density MoistureDensity Content Density %Comp P/F Notes
No Density Content (in) Count Count (pcf) M (pcf)
(pcf) M
3/23/10 Rev. 1
S-4
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative Location Remarks
No. (sf)
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative Location Remarks
No. (sf)
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative Location Remarks
No. (sf)
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative Location Remarks
No. (sf)
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative 101 Location Remarks
No. (sf)
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative Location Remarks
No. (sf)
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative Location Remarks
No. (sf)
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative Location Remarks
No. (sf)
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative Location Remarks
No. (sf)
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative Location Remarks
No. (sf)
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative Location Remarks
No. (sf)
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative Location Remarks
No. (sf)
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative Location Remarks
No. (sf)
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative Location Remarks
No. (sf)
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative Location Remarks
No. (sf)
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative Location Remarks
No. (sf)
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative Location Remarks
No. (sf)
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative Location Remarklip s
No. (sf)
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
lip
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative Location Remarks
No. (sf)
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
lip
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative Location Remarks
No. (sf)
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
lip
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative Location Remarks
No. (sf)
Geo-Logic
ASSOCIATES
PANEL DEPLOYMENT
Project Name: Material Type:
Project No.: []Primary []Secondary []Other
lip
Date Panel Roll Length ft Width ft Area(sf) Daily Total(sf) Cumulative Location Remarks
No. (sf)
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA I TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length ft 24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 23 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA I TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) 24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 24 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 25 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 26 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 27 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 28 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 29 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 30 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 31 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 32 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 33 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 34 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 35 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 36 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 37 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 38 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 39 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 40 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 41 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 42 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 43 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 44 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 45 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 46 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 47 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 48 of 67
Geo-Lo!jic
ASS O C 1 ATE S
SEAMING AND TESTING LOG
Project Name: Note 1: AT-Air Test Material Type:
Project No.: ST-Spark Test Review By:
VT-Vacuum Test []Primary []Secondary [] Other
WELDING DATA TEST DATA
Weld Seam Seam Cum. Time Operator Machine Amb. Test Test Pressure Time Results QC CQA Remarks
Date No. Length ft Length(ft) (24hr Name No. Temp. Speed Temp Date Type psi min P/F Tech Monitor
Page 49 of 67
Geo L09 i c
REPAIR LOG
Project Name: Material Type:
Project No.: Review By:
[]Primary []Secondary []Other
*VT-VACUUM TEST SP-SPARK TEST AT-AIR TEST
REPAIR TEST
Repair Seam/ Pass QC CQA
# Panel Location Description Date Equip# Operator Date Type" Fail Tech Monitor
Page 50 of 67
Geo L09 i c
REPAIR LOG
Project Name: Material Type:
Project No.: Review By:
[]Primary []Secondary []Other
*VT-VACUUM TEST SP-SPARK TEST AT-AIR TEST
REPAIR TEST
Repair Seam/ Pass QC CQA
# Panel Location Description Date Equip# Operator Date Type" Fail Tech Monitor
Geo L09 i c
REPAIR LOG
Project Name: Material Type:
Project No.: Review By:
[]Primary []Secondary []Other
*VT-VACUUM TEST SP-SPARK TEST AT-AIR TEST
REPAIR TEST
Repair Seam/ Pass QC CQA
# Panel Location Description Date Equip# Operator Date Type" Fail Tech Monitor
Page 52 of 67
Geo L09 i c
REPAIR LOG
Project Name: Material Type:
Project No.: Review By:
[]Primary []Secondary []Other
*VT-VACUUM TEST SP-SPARK TEST AT-AIR TEST
REPAIR TEST
Repair Seam/ Pass QC CQA
# Panel Location Description Date Equip# Operator Date Type" Fail Tech Monitor
Page 53 of 67
Geo L09 i c
REPAIR LOG
Project Name: Material Type:
Project No.: Review By:
[]Primary []Secondary []Other
*VT-VACUUM TEST SP-SPARK TEST AT-AIR TEST
REPAIR TEST
Repair Seam/ Pass QC CQA
# Panel Location Description Date Equip# Operator Date Type" Fail Tech Monitor
Page 54 of 67
Geo L09 i c
REPAIR LOG
Project Name: Material Type:
Project No.: Review By:
[]Primary []Secondary []Other
*VT-VACUUM TEST SP-SPARK TEST AT-AIR TEST
REPAIR TEST
Repair Seam/ Pass QC CQA
# Panel Location Description Date Equip# Operator Date Type" Fail Tech Monitor
Page 55 of 67
Geo L09 i c
REPAIR LOG
Project Name: Material Type:
Project No.: Review By:
[]Primary []Secondary []Other
*VT-VACUUM TEST SP-SPARK TEST AT-AIR TEST
REPAIR TEST
Repair Seam/ Pass QC CQA
# Panel Location Description Date Equip# Operator Date Type" Fail Tech Monitor
Page 56 of 67
Geo L09 i c
REPAIR LOG
Project Name: Material Type:
Project No.: Review By:
[]Primary []Secondary []Other
*VT-VACUUM TEST SP-SPARK TEST AT-AIR TEST
REPAIR TEST
Repair Seam/ Pass QC CQA
# Panel Location Description Date Equip# Operator Date Type" Fail Tech Monitor
Page 57 of 67
Geo L09 i c
REPAIR LOG
Project Name: Material Type:
Project No.: Review By:
[]Primary []Secondary []Other
*VT-VACUUM TEST SP-SPARK TEST AT-AIR TEST
REPAIR TEST
Repair Seam/ Pass QC CQA
# Panel Location Description Date Equip# Operator Date Type" Fail Tech Monitor
Page 58 of 67
Geo L09 i c
REPAIR LOG
Project Name: Material Type:
Project No.: Review By:
[]Primary []Secondary []Other
*VT-VACUUM TEST SP-SPARK TEST AT-AIR TEST
REPAIR TEST
Repair Seam/ Pass QC CQA
# Panel Location Description Date Equip# Operator Date Type" Fail Tech Monitor
Geo L09 i c
REPAIR LOG
Project Name: Material Type:
Project No.: Review By:
[]Primary []Secondary []Other
*VT-VACUUM TEST SP-SPARK TEST AT-AIR TEST
REPAIR TEST
Repair Seam/ Pass QC CQA
# Panel Location Description Date Equip# Operator Date Type" Fail Tech Monitor
Geo L09 i c
REPAIR LOG
Project Name: Material Type:
Project No.: Review By:
[]Primary []Secondary []Other
*VT-VACUUM TEST SP-SPARK TEST AT-AIR TEST
REPAIR TEST
Repair Seam/ Pass QC CQA
# Panel Location Description Date Equip# Operator Date Type" Fail Tech Monitor
Geo L09 i c
REPAIR LOG
Project Name: Material Type:
Project No.: Review By:
[]Primary []Secondary []Other
*VT-VACUUM TEST SP-SPARK TEST AT-AIR TEST
REPAIR TEST
Repair Seam/ Pass QC CQA
# Panel Location Description Date Equip# Operator Date Type" Fail Tech Monitor
Geo L09 i c
REPAIR LOG
Project Name: Material Type:
Project No.: Review By:
[]Primary []Secondary []Other
*VT-VACUUM TEST SP-SPARK TEST AT-AIR TEST
REPAIR TEST
Repair Seam/ Pass QC CQA
# Panel Location Description Date Equip# Operator Date Type" Fail Tech Monitor
Geo L09 i c
REPAIR LOG
Project Name: Material Type:
Project No.: Review By:
[]Primary []Secondary []Other
*VT-VACUUM TEST SP-SPARK TEST AT-AIR TEST
REPAIR TEST
Repair Seam/ Pass QC CQA
# Panel Location Description Date Equip# Operator Date Type" Fail Tech Monitor
Geo L09 i c
REPAIR LOG
Project Name: Material Type:
Project No.: Review By:
[]Primary []Secondary []Other
*VT-VACUUM TEST SP-SPARK TEST AT-AIR TEST
REPAIR TEST
Repair Seam/ Pass QC CQA
# Panel Location Description Date Equip# Operator Date Type" Fail Tech Monitor
Geo L09 i c
REPAIR LOG
Project Name: Material Type:
Project No.: Review By:
[]Primary []Secondary []Other
*VT-VACUUM TEST SP-SPARK TEST AT-AIR TEST
REPAIR TEST
Repair Seam/ Pass QC CQA
# Panel Location Description Date Equip# Operator Date Type" Fail Tech Monitor
Geo Log is
ES
REPAIR LOG
Project Name: Material Type:
Project No.: Review By:
[]Primary []Secondary []Other
'VT-VACUUM TEST SP-SPARK TEST AT-AIR TEST
REPAIR TEST
Repair Seam/ Pass QC CQA
# Panel Location Description Date Equip# Operator Date Type* Fail Tech Monitor
Page 67 of 67
f i x Z NIELSEN
8
5 z -3
SH 180 IT_ I aL
row w �
CALIFORNIA
CH
�
o
r o z zo 3 F� m
Y— 0 wo
Y z
w ANN
z m
g w
a o
0 9 � Muscar
8 x
CENTRAL
i
u
AMERICAN °
LINCOLN
5P
ti
z
PRWECTSITEz SOUTH H
a O N
x 6
VI I ®@I
Z �
Shaver Lake Ill g yZ
K �gg N m S
FRESNO/
CLOVIS
GRAPHIC SCALE
5^ Phe Mt Res
Re+do FRESNO COUNTY
( IN MILES )
I, r D-V Cove
,IoaP� SeNa Red
Nran ` PROJECT SITE
DATE co DEPARTMENT OF PUBLIC WORKS AND PLANNING
DESIGNED
AMERICAN AVENUE
DESIGN
CHECKED DISPOSAL SITE o � o LOCATION MAP
FR V,
San Joaquin Valley Z or
AIR POLLUTION CONTROL DISTRICT HEALTHY AIR LIVING
JUN 2 q 2016
Mr. Curtis Larkin
American Ave Landfill
Public Works & Planning, Fresno County
2220 Tulare St, 6th Floor
Fresno, CA 93721
Re: Notice of Final Action - Title V Permit Renewal
District Facility # C-3115
Project # C-1150035
Dear Mr. Larkin:
The District has issued the Final Renewed Title V Permit for American Ave
Landfill. The preliminary decision for this project was made on April 13, 2016.
No comments were received subsequent to the District preliminary decision.
The public notice for issuance of the Final Title V Permit will be published
approximately three days from the date of this letter.
Thank you for your cooperation in this matter. If you have any questions, please
contact Mr. Errol Villegas, Permit Services Manager, at (559) 230-5900.
Sincerely,
V
,,P Arnaud Marjollet
"� Director of Permit ervices
Enclosures
cc: Tung Le, CARB (w/enclose e) via email
cc: Gerardo C. Rios, EPA (w/e!,closure) via email
Seyed Sadredin
Executive Director4r Pollution Control Officer
Northern Region Central Region(Main Office) Southern Region
4800 Enterprise Way 1990 E.Gettysburg Avenue 34946 Flyover Court
Modesto,CA 95356-8718 Fresno,CA 93726 0244 Bakersfield,CA 93308 9725
Tel:(209)557 6400 FAX:(209)557-6475 Tel:(559)230 6000 FAX:(5591230-6061 Tel:661 392 5500 FAX:661 392 5585
www.valloyair.org www.heallhyairliving.com
San Joaquin Valley ] "r
AIR POLLUTION CONTROL DISTRICT HEALTHY AIR LIVING
Facility # C-3115
AMERICAN AVENUE LANDFILL
2220 TULARE ST, 6TH FLOOR
ATTN: RESOURCES MANAGER
FRESNO, CA 93721
Notice of Permit Issuance
The enclosed permit unit requirements authorize the operation of the equipment
as described. These permit unit requirements supersede any and all previous
permits for the specified equipment.* Please insert these documents into the
Facility Permit to Operate, and post copies on or near the equipment as required
by District Rule 2010.
Please contact any of our Small Business Assistance (SBA) staff at the numbers
below if you have any questions:
Modesto: (209) 557-6446
Fresno: (559) 230-5888
Bakersfield: (661) 392-5665
"Failure to comply with the permit unit requirements may result in enforcement action.
Seyed Sadredin
Executive 0irectorlAir Pollution Control Officer
Northern Region Central Region(Main Office) Southern Region
4800 Enterprise Way 1990 E.Gettysburg Avenue 34946 Flyover Court
Modesto,CA 95356 8718 Fresno,CA 93726 0244 Bakersfield,CA 9330E.9725
Tel:(2091557 6400 FAX:(209)557 6475 Tel:(559)230 6000 FAX:(559)230 6061 Tel:661 392 5500 FAX:661 392-5585
www.valleyair.org www.healthyairliving,com
Pmte!on rtgc1M ppr
San Joaquin Valley �l Zor
AIR POLLUTION CONTROL DISTRICT HEALTHY AIR LIVING
Permit to Operate
FACILITY: C-3115 EXPIRATION DATE: 07/31/2021
LEGAL OWNER OR OPERATOR: AMERICAN AVENUE LANDFILL
MAILING ADDRESS: 2220 TULARE ST, 6TH FLOOR
ATTN: RESOURCES MANAGER
FRESNO, CA 93721
FACILITY LOCATION: 18950 W AMERICAN AVE
KERMAN, CA
FACILITY DESCRIPTION: LANDFILL (EG SOURCE)
The Facility's Permit to Operate may include Facility-wide Requirements as well as requirements that
apply to specific permit units.
This Permit to Operate remains valid through the permit expiration date listed above, subject to
payment of annual permit fees and compliance with permit conditions and all applicable local, state,
and federal regulations. This permit is valid only at the location specified above, and becomes void
upon any transfer of ownership or location. Any modification of the equipment or operation, as defined
in District Rule 2201 , will require prior District approval. This permit shall be posted as prescribed in
District Rule 2010.
Seyed Sadredin Arnaud Marj011et
Executive Director/APCO Director of Permit Services
Jun 23 2016 10 41 AM—LMELES
Central Regional Office • 1990 E. Gettysburg Ave 9 Fresno, CA 93726 9 (559) 230-5900 • Fax (559) 230-6061
San Joaquin Valley
Air Pollution Control District
FACILITY: C-3115-0-3 EXPIRATION DATE: 07/31/2021
FACILITY-WIDE REQUIREMENTS
1. The owner or operator shall notify the District of any breakdown condition as soon as reasonably possible, but no later
than one hour after its detection, unless the owner or operator demonstrates to the District's satisfaction that the longer
reporting period was necessary. [District Rule 1100] Federally Enforceable Through Title V Permit
2. The District shall be notified in writing within ten days following the correction of any breakdown condition.. The
breakdown notification shall include a description of the equipment malfunction or failure,the date and cause of the
initial failure,the estimated emissions in excess of those allowed,and the methods utilized to restore normal
operations. [District Rule 1100] Federally Enforceable Through Title V Permit
3. The owner or operator of any stationary source operation that emits more than 25 tons per year of nitrogen oxides or
reactive organic compounds, shall provide the District annually with a written statement in such form and at such time
as the District prescribes, showing actual emissions of nitrogen oxides and reactive organic compounds from that
source. [District Rule 1160] Federally Enforceable Through Title V Permit
4. Any person building, altering or replacing any operation,article,machine,equipment,or other contrivance,the use of
which may cause the issuance of air contaminants or the use of which may eliminate, reduce, or control the issuance of
air contaminants, shall first obtain an Authority to Construct(ATC)from the District unless exempted by District Rule
2020(12/20/07). [District Rules 2010 and 2020] Federally Enforceable Through Title V Permit
5. The permittee must comply with all conditions of the permit including permit revisions originated by the District. All
terms and conditions of a permit that are required pursuant to the Clean Air Act(CAA), including provisions to limit
potential to emit,are enforceable by the EPA and Citizens under the CAA. Any permit noncompliance constitutes a
violation of the CAA and the District Rules and Regulations,and is grounds for enforcement action, for permit
termination,revocation, reopening and reissuance,or modification; or for denial of a permit renewal application.
[District Rules 2070, 2080 and 2520] Federally Enforceable Through Title V Permit
6. A Permit to Operate or an Authority to Construct shall not be transferred unless a new application is filed with and
approved by the District. [District Rule 2031] Federally Enforceable Through Title V Permit
7. Every application for a permit required under Rule 2010(12/17/92)(Permits Required)shall be filed in a manner and
form prescribed by the District. [District Rule 2040] Federally Enforceable Through Title V Permit
8. The operator shall maintain records of required monitoring that include: 1)the date, place, and time of sampling or
measurement;2)the date(s)analyses were performed;3)the company or entity that performed the analysis;4)the
analytical techniques or methods used; 5)the results of such analysis; and 6)the operating conditions at the time of
sampling or measurement. [District Rule 2520] Federally Enforceable Through Title V Permit
9. The operator shall retain records of all required monitoring data and support information for a period of at least 5 years
from the date of the monitoring sample, measurement,or report. Support information includes copies of all reports
required by the permit and,for continuous monitoring instrumentation,all calibration and maintenance records and all
original strip-chart recordings. [District Rule 2520] Federally Enforceable Through Title V Permit
10. The operator shall submit reports of any required monitoring at least every six months unless a different frequency is
required by an applicable requirement. All instances of deviations from permit requirements must be clearly identified
in such reports. [District Rule 2520] Federally Enforceable Through Title V Permit
FACILITY-WIDE REQUIREMENTS CONTINUE ON NEXT PAGE
These terms and conditions are part of the Facility-wide Permit to Operate. Any amendments to these Facility-wide Requirements that affect specific
Permit Units may constitute modification of those Permit Units.
Facility Name: AMERICAN AVENUE LANDFILL
Location: 18950 W AMERICAN AVE,KERMAN,CA
C4115.0-3 Jun2320161041AM—LOWELES
Facility-wide Requirements for C-3115-0-3 (continued) Page 2 of 4
11. Deviations from permit conditions must be promptly reported, including deviations attributable to upset conditions,as
defined in the permit. For the purpose of this condition, promptly means as soon as reasonably possible,but no later
than 10 days after detection. The report shall include the probable cause of such deviations, and any corrective actions
or preventive measures taken. All required reports must be certified by a responsible official consistent with section
10.0 of District Rule 2520(6/2 1/0 1). [District Rules 2520 and 1100] Federally Enforceable Through Title V Permit
12. If for any reason a permit requirement or condition is being challenged for its constitutionality or validity by a court of
competent jurisdiction, the outcome of such challenge shall not affect or invalidate the remainder of the conditions or
requirements in that permit. [District Rule 2520] Federally Enforceable Through Title V Permit
13. It shall not be a defense for a permittee in an enforcement action that it would have been necessary to halt or reduce the
permitted activity in order to maintain compliance with the conditions of the permit. [District Rule 2520] Federally
Enforceable Through Title V Permit
14. The permit may be modified, revoked, reopened and reissued, or terminated for cause. The filing of a request by the
permittee for a permit modification, revocation and reissuance, or termination, or a notification of planned changes or
anticipated noncompliance does not stay any permit condition. [District Rule 2520] Federally Enforceable Through
Title V Permit
15. The permit does not convey any property rights of any sort,or any exclusive privilege. [District Rule 2520] Federally
Enforceable Through Title V Permit
16. The Permittee shall furnish to the District,within a reasonable time,any information that the District may request in
writing to determine whether cause exists for modifying, revoking and reissuing,or terminating the permit or to
determine compliance with the permit. Upon request,the permittee shall also furnish to the District copies of records
required to be kept by the permit or, for information claimed to be confidential,the permittee may furnish such records
directly to EPA along with a claim of confidentiality. [District Rule 2520] Federally Enforceable Through Title V
Permit
17. The permittee shall pay annual permit fees and other applicable fees as prescribed in Regulation III of the District
Rules and Regulations. [District Rule 2520] Federally Enforceable Through Title V Permit
18. Upon presentation of appropriate credentials,a permittee shall allow an authorized representative of the District to
enter the permittee's premises where a permitted source is located or emissions related activity is conducted,or where
records must be kept under condition of the permit. [District Rule 25201 Federally Enforceable Through Title V Permit
19. Upon presentation of appropriate credentials,a permittee shall allow an authorized representative of the District to
have access to and copy, at reasonable times,any records that must be kept under the conditions of the permit. [District
Rule 2520] Federally Enforceable Through Title V Permit
20. Upon presentation of appropriate credentials,a permittee shall allow an authorized representative of the District to
inspect at reasonable times any facilities,equipment,practices, or operations regulated or required under the permit.
[District Rule 2520] Federally Enforceable Through Title V Permit
21. Upon presentation of appropriate credentials,a permittee shall allow an authorized representative of the District to
sample or monitor,at reasonable times, substances or parameters for the purpose of assuring compliance with the
permit or applicable requirements. [District Rule 2520] Federally Enforceable Through Title V Permit
22. No air contaminants shall be discharged into the atmosphere from any source operation(as defined in District Rule
1020)for a period or periods aggregating more than 3 minutes in any one hour which is as dark or darker than
Ringelmann#1 or equivalent to 20%opacity and greater,unless specifically exempted by District Rule 4101 (2/17/05),
by using EPA method 9. If the equipment or operation is subject to a more stringent visible emission standard as
prescribed in a permit condition,the more stringent visible emission limit shall supersede this condition. [District Rule
41011 Federally Enforceable Through Title V Permit
FACILITY-WIDE REQUIREMENTS CONTINUE ON NEXT PAGE
These terms and conditions are part of the Facility-wide Permit to Operate.
Facility Name: AMERICAN AVENUE LANDFILL
Location: 18950 W AMERICAN AVE,KERMAN,CA
CJ115i0.3 J.2320101041AM-LCWELES
Facility-wide Requirements for C-3115-0-3 (continued) Page 3 of 4
23. No person shall supply, sell, solicit or apply any architectural coating,except specialty coatings,that contains more
than 250 grams of VOC per liter of coating(less water and exempt compounds,and excluding any colorant added to
tint bases),or manufacture,blend, or repackage such coating with more than 250 grams of VOC per liter(less water
and exempt compounds, and excluding any colorant added to tint bases)for use within the District,unless exempted
under section 4.0 of District Rule 4601 (Amended 12/17/09). [District Rule 4601] Federally Enforceable Through Title
V Permit
24. No person shall apply, sell,solicit,or offer for sale any specialty architectural coating listed in the Table of Standards
(District Rule 4601,Table 1 (12/17/09)), nor manufacture,blend,or repackage such coating for use within the District,
which contains VOCs(less water and exempt compounds,excluding any colorant added to tint bases) in excess of the
specified limits listed in Table 1 of Rule 4601 (12/17/09), unless exempted under section 4.0 of District Rule 4601
(Amended 12/17/09). [District Rule 4601] Federally Enforceable Through Title V Permit
25. All VOC-containing materials shall be stored in closed containers when not in use. In use includes, but is not limited
to: being accessed, filled,emptied, maintained or repaired,unless exempted under section 4.0 of District Rule 4601
(Amended 12/17/09). [District Rule 4601] Federally Enforceable Through Title V Permit
26. A person shall not use VOCs for the cleanup of spray equipment unless equipment for collection of the cleaning
compounds and minimizing its evaporation to the atmosphere is used, unless exempted under section 4.0 of District
Rule 4601 (Amended 12/17/09). [District Rule 4601] Federally Enforceable Through Title V Permit
27. The permittee shall comply with all the Labeling and Test Methods requirements outlined in Rule 4601 sections 6.1
and 6.2(12/17/09),unless exempted under section 4.0 of District Rule 4601 (Amended 12/17/09). [District Rule 4601]
Federally Enforceable Through Title V Permit
28. With each report or document submitted under a permit requirement or a request for information by the District or
EPA,the permittee shall include a certification of truth,accuracy, and completeness by a responsible official. [District
Rule 2520] Federally Enforceable Through Title V Permit
29. If the permittee performs maintenance on,or services,repairs, or disposes of appliances,the permittee shall comply
with the standards for Recycling and Emissions Reduction pursuant to 40 CFR Part 82, Subpart F. [40 CFR 82 Subpart
F] Federally Enforceable Through Title V Permit
30. If the permittee performs service on motor vehicles when this service involves the ozone-depleting refrigerant in the
motor vehicle air conditioner(MVAC),the permittee shall comply with the standards for Servicing of Motor Vehicle
Air Conditioners pursuant to all the applicable requirements as specified in 40 CFR Part 82, Subpart B. [40 CFR Part
82, Subpart B] Federally Enforceable Through Title V Permit
31. Disturbances of soil related to any construction,demolition,excavation,extraction,or other earthmoving activities
shall comply with the requirements for fugitive dust control in District Rule 8021 unless specifically exempted under
Section 4.0 of Rule 8021 (8/19/04)or Rule 8011 (8/19/04). [District Rule 8021 and 8011] Federally Enforceable
Through Title V Permit
32. Outdoor handling,storage and transport of any bulk material which emits dust shall comply with the requirements of
District Rule 8031, unless specifically exempted under Section 4.0 of Rule 8031 (8/19/04)or Rule 8011 (8/19/04).
[District Rule 8031 and 80111 Federally Enforceable Through Title V Permit
33. An owner/operator shall prevent or cleanup any carryout or trackout in accordance with the requirements of District
Rule 8041 Section 5.0, unless specifically exempted under Section 4.0 of Rule 8041 (8/19/04)or Rule 8011 (8/19104).
[District Rule 8041 and 8011] Federally Enforceable Through Title V Permit
34. Whenever open areas are disturbed or vehicles are used in open areas,the facility shall comply with the requirements
of Section 5.0 of District Rule 8051, unless specifically exempted under Section 4.0 of Rule 8051 (8/19/04)or Rule
8011 (8/19/04) [District Rule 8051 and 80111 Federally Enforceable Through Title V Permit
35. Any paved road or unpaved road shall comply with the requirements of District Rule 8061 unless specifically
exempted under Section 4.0 of Rule 8061 (8/19/04)or Rule 8011 (8/19/04). [District Rule 8061 and 8011] Federally
Enforceable Through Title V Permit
FACILITY-WIDE REQUIREMENTS CONTINUE ON NEXT PAGE
These terms and conditions are part of the Facility-wide Permit to Operate.
Facility Name: AMERICAN AVENUE LANDFILL
Location: 18950 W AMERICAN AVE,KERMAN,CA
C-311S0-7.Jw 2]201E 1041AM-LOWELES
Facility-wide Requirements for C-3115-0-3 (continued) Page 4 of 4
36. Any unpaved vehicle/equipment area that anticipates more than 75 vehicle trips per day shall comply with the
requirements of Section 5.1.1 of District Rule 8071. Any unpaved vehicle/equipment area that anticipates more than
100 vehicle trips per day shall comply with the requirements of Section 5.1.2 of District Rule 8071. All sources shall
comply with the requirements of Section 5.0 of District Rule 8071 unless specifically exempted under Section 4.0 of
Rule 8071 (9/16/04)or Rule 8011 (8/19/04). [District Rule 8071 and 8011] Federally Enforceable Through Title V
Permit
37. Any owner or operator of a demolition or renovation activity, as defined in 40 CFR 61.141, shall comply with the
applicable inspection, notification, removal, and disposal procedures for asbestos containing materials as specified in
40 CFR 61.145 (Standard for Demolition and Renovation). [40 CFR 61 Subpart M] Federally Enforceable Through
Title V Permit
38. The permittee shall submit certifications of compliance with the terms and standards contained in Title V permits,
including emission limits, standards and work practices,to the District and the EPA annually(or more frequently as
specified in an applicable requirement or as specified by the District). The certification shall include the identification
of each permit term or condition,the compliance status, whether compliance was continuous or intermittent,the
methods used for determining the compliance status, and any other facts required by the District to determine the
compliance status of the source. [District Rule 2520] Federally Enforceable Through Title V Permit
39. Any Title V permittee shall submit an application permit renewal to the District at least six months,but not greater
than 18 months, prior to the Title V permit expiration date. [District Rule 2520] Federally Enforceable Through Title V
Permit
40. When a term is not defined in a Title V permit condition,the definition in the rule cited as the origin and authority for
the condition in a Title V permit shall apply. [District Rule 2520] Federally Enforceable Through Title V Permit
41. The reporting periods for the Report of Required Monitoring and the Compliance Certification Report begin July 1 of
every year, unless alternative dates are approved by the District Compliance Division. These reports are due within 30
days after the end of the reporting period. [District Rule 2520] Federally Enforceable Through Title V Permit
42. No air contaminant shall be released into the atmosphere which causes a public nuisance. [District Rule 4102]
These terms and conditions are part of the Facility-wide Permit to Operate.
Facility Name: AMERICAN AVENUE LANDFILL
Location: 18950 W AMERICAN AVE,KERMAN,CA
C.3116-0.3 Jw2320101041nre-LONELES
San Joaquin Valley
Air Pollution Control District
PERMIT UNIT: C-3115-2-14 EXPIRATION DATE: 07/31/2021
EQUIPMENT DESCRIPTION:
44.4 MILLION CUBIC YARD CAPACITY (367 ACRES) MUNICIPAL SOLID WASTE LANDFILL WITH A LANDFILL GAS
COLLECTION AND CONTROL SYSTEM, INCLUDING COLLECTION WELLS, PIPING, VACUUM PUMP/BLOWER,
CONDENSATE TRAPS AND A 3,150 GALLON CONDENSATE STORAGE TANK, CONTROLLED BY ONE 51
MMBTU/HR AND ONE 99 MMBTU/HR ENCLOSED GROUND FLARE USING AN LPG PILOT
PERMIT UNIT REQUIREMENTS
1. Annual amount of soil used for covering shall not exceed 5,920,933 cubic yards of soil, and PM 10 emissions shall not
exceed 0.008 lb PM10/ton of soil(using a soil density of 3,240 lbs/cubic yard of soil). Permittee shall keep annual
records of the amount of soil used for covering. [District Rule 2201] Federally Enforceable Through Title V Permit
2. All equipment shall be maintained in good operating condition and shall be operated in a manner to minimize
emissions of air contaminants into the atmosphere. [District Rule 2201 and 40 CFR Part 60.752(b)(2)(iii)(B)(2)and
(b)(2)(iv), and 62.14353(b)] Federally Enforceable Through Title V Permit
3. All equipment shall be constructed, calibrated, maintained and operated according to the specifications and plans
contained in the permit application except as otherwise specified herein. [District Rule 2201 and 40 CFR 60.755(d),
60.756(b), 62.14354(b)and 40 CFR part 64] Federally Enforceable Through Title V Permit
4. No air contaminant shall be discharged from the flare into the atmosphere for a period or periods aggregating more
than five minutes in any two hours which is as dark as,or darker than, Ringelmann 1/4 or 5%opacity. [40 CFR
60.18(c)(1)] Federally Enforceable Through Title V Permit
5. Particulate matter emissions from any combustion source shall not exceed 0.1 grains/dscf(calculated to 12%carbon
dioxide). [District Rule 4301] Federally Enforceable Through Title V Permit
6. Landfill gas condensate can be injected into the enclosed flares. [District Rule 2201] Federally Enforceable Through
Title V Permit
7. The enclosed flares shall be equipped with automatic dampers, an automatic shutdown device, and a flame arrester.
[District Rule 2201 and 17 CCR 95464] Federally Enforceable Through Title V Permit
8. VOC emissions from this landfill operation controlled with the 51 MMBtu/hr and 99 MMBtu/hr enclosed flares shall
not exceed 804.3 lb/day(includes landfill fugitive, flare landfill gas, flare pilot, and flare condensate emissions).
[District Rule 2201] Federally Enforceable Through Title V Permit
9. The enclosed flares shall either reduce VOC by 98 weight percent or reduce the outlet VOC concentration to less than
20 parts per million by volume, dry basis as methane at 3 percent oxygen. [District Rules 2201 and 4102,and 40 CFR
60.752(b)(2)(iii)(B)and 62.14353(b)] Federally Enforceable Through Title V Permit
10. The methane destruction efficiency for the enclosed flares shall be at least 99% by weight. [17 CCR 95464]
11. The landfill gas consumption rate for the 51 MMBtu/hr enclosed flare shall not exceed 51 MMBtu/hr. Heat input shall
be calculated daily using landfill gas flow into the flare (cubic feet per minute)and the annually tested landfill gas heat
content(Btu/cubic foot). [District Rule 2201] Federally Enforceable Through Title V Permit
PERMIT UNIT REQUIREMENTS CONTINUE ON NEXT PAGE
These terms and conditions are part of the Facility-wide Permit to Operate.
Facility Name: AMERICAN AVENUE LANDFILL
Location: 18950 W AMERICAN AVE,KERMAN,CA
C-3115-2-14 Jun23 2016 10 41AM—LONELES
Permit Unit Requirements for C-3115-2-14 (continued) Page 2 of 9
12. The landfill gas consumption rate for the 99 MMBtu/hr enclosed flare shall not exceed 99 MMBtu/hr. Heat input shall
be calculated daily using landfill gas flow into the flare(cubic feet per minute)and the annually tested landfill gas heat
content(Btu/cubic foot). [District Rule 2201] Federally Enforceable Through Title V Permit
13. Emissions from the 51 MMBtu/hr enclosed flare shall not exceed any of the following limits: 0.05 lb-NOx/MMBtu;
0.0178 lb-SOx/MMBtu (46.9 ppmv of H2S in fuel); 0.2 lb-CO/MMBtu; or 0.008 lb-PM I O/MMBtu. [District Rule
2201] Federally Enforceable Through Title V Permit
14. Emissions from the 99 MMBtu/hr enclosed flare shall not exceed any of the following limits: 0.057 lb-NOx/MMBtu;
0.0178 lb-SOx/MMBtu (46.9 ppmv of H2S in fuel); 0.110 lb-CO/MMBtu; or 0.008 lb-PM I O/MMBtu. [District Rule
2201] Federally Enforceable Through Title V Permit
15. Landfill design capacity shall not exceed 44.4 million cubic yards, or 367 acres,of solid waste. Annual amount of
refuse received shall not exceed 1,300,000 ton/year. [District Rule 2201] Federally Enforceable Through Title V
Permit
16. The enclosed flares shall be equipped with an LPG fired pilot. [40 CFR 60.18(c)(2)and(f)(2)] Federally Enforceable
Through Title V Permit
17. Emissions from the flare LPG-fired pilot shall not exceed any of the following limits: 0.15 lb-NOx/MMBtu,0.0164 lb-
SOx/MMBtu,0.0044 lb-PM I O/MMBtu, 0.021 lb-CO/MMBtu,or 0.0055 lb-VOC/MMBtu. [District Rule 2201]
Federally Enforceable Through Title V Permit
18. Source sampling to determine the compliance status of an emissions source shall be witnessed or authorized by District
personnel. [District Rule 1081] Federally Enforceable Through Title V Permit
19. The District must be notified 30 days prior to any compliance source test,and a source test plan must be submitted for
approval 15 days prior to testing. The results of each source test shall be submitted to the District within 60 days after
testing. [District Rule 1081] Federally Enforceable Through Title V Permit
20. Source testing to demonstrate compliance with VOC,NOx, and CO emission limits and VOC control efficiency
requirements shall be conducted at least once every 12 months for each flare. [District Rule 2201] Federally
Enforceable Through Title V Permit
21. Source testing for NOx shall be conducted using EPA Test Method 7E or CARB Method 100. [District Rule 1081]
Federally Enforceable Through Title V Permit
22. Source testing for CO shall be conducted using EPA Test Method 10 or IOB,CARB Methods 1-5 with 10 or CARB
Test Method 100. [District Rule 1081] Federally Enforceable Through Title V Permit
23. Gas combusted in the flares shall be tested for H2S content on a quarterly basis using Draeger tubes. If compliance is
shown for two consecutive quarters, the testing frequency may be changed to annual. Quarterly testing shall resume if
any annual test shows noncompliance. [District Rule 1081] Federally Enforceable Through Title V Permit
24. VOC emissions shall be measured by USEPA Test Method 18,25,25A, or 25C. [District Rule 1081 and 40 CFR
60.754(d) and 62.14354(b)] Federally Enforceable Through Title V Permit
25. The enclosed flares shall be equipped with a temperature indicator and recorder which measures and records the
operating temperature. The temperature indicator and recorder must operate continuously. [40 CFR 60.756(b)(I)and
62.14354(b)] Federally Enforceable Through Title V Permit
26. The enclosed flare control devices shall be operated within the parameter ranges established during the initial or most
recent performance test. [40 CFR 60.752(b)(2)(iii)(B)(2)and 62.14353(b)and 17 CCR 95464] Federally Enforceable
Through Title V Permit
PERMIT UNIT REQUIREMENTS CONTINUE ON NEXT PAGE
These terms and conditions are part of the Facility-wide Permit to Operate.
Facility Name: AMERICAN AVENUE LANDFILL
Location: 18950 W AMERICAN AVE,KERMAN,CA
C•31152.14 Jun 23 2016 10'.41AM-LOWELES
Permit Unit Requirements for C-3115-2-14 (continued) Page 3 of 9
27. Except during periods of startup, shutdown,and malfunction,the permittee shall continuously monitor and record
combustion chamber temperature. The enclosed flare average combustion temperature, for all 3-hour periods of
operation, shall not drop more than 28 degrees C below the average combustion temperature,during the most recent
performance test at which compliance with 60.752(b)(2)(iii)(B)(2)was determined. Upon detecting any temperature
excursion lower than 28 degree C(50 degree F)below the source test average combustion temperature,averaged over
a 3-hour period,the permittee shall investigate the excursion and take corrective action to minimize excessive
emissions and prevent recurrence of the excursion as expeditiously as practicable. Duration of startup, shutdown,or
malfunction shall not exceed 5 days for collection systems and shall not exceed 1 hour for control devices where free
venting of landfill gas occurs. [40 CFR 60.758(c)(1)(i), 60.755(e),62.14354(b), and 40 CFR part 64] Federally
Enforceable Through Title V Permit
28. The owner or operator shall measure the gauge pressure in the gas collection header at each individual interior well on
a monthly basis as provided in 60.755(a)(3). If a positive pressure exists, action shall be initiated to correct the
exceedance within 5 calendar days. If negative pressure cannot be achieved without excess air infiltration within 15
calendar days of the first measurement,the gas collection system shall be expanded to correct the exceedance within
120 days of the initial measurement of positive pressure. Any attempted corrective measure shall not cause
exceedances of other operational or performance standards.An alternative timeline for correcting the exceedance may
be submitted to the Administrator for approval. [40 CFR 60.755(a)(3), 60.756(a)(1), and 62.14354(b)] Federally
Enforceable Through Title V Permit
29. The owner or operator shall monitor each interior well monthly for temperature and oxygen as provided in 60.753(c).
If a well exceeds one of these operating parameters,action shall be initiated to correct the exceedance within 5
calendar days. If correction of the exceedance cannot be achieved within 15 calendar days of the first measurement,
the gas collection system shall be expanded to correct the exceedance within 120 days of the initial exceedance.Any
attempted corrective measure shall not cause exceedances of other operational or performance standards. An
alternative timeline for correcting the exceedance may be submitted to the Administrator for approval. [40 CFR
60.753(c),60.755(a)(3)and(a)(5), 60.756(a)(2)and (a)(3), and 62.14354(b)] Federally Enforceable Through Title V
Permit
30. The operator shall record quarterly the surface emission tests including test time,weather conditions, precipitation
records,areas sampled,calibration records, and test results. Corrective action shall be taken if required in accordance
to 40 CFR 60.755(c). [District Rule 2201,40 CFR 60.755(c), 60.756(f),and 62.14354(b)] Federally Enforceable
Through Title V Permit
31. Permittee shall maintain continuous records of flare combustion temperature and volumetric gas flow rate. Permittee
shall record and test the net heating value of landfill gas being combusted at least annually using ASTM D 1826 or D
1945 in conjunction with ASTM D 3588 for gaseous fuels. [District Rule 2201 and 40 CFR 60.756(b), 60.758(b)(2)(i),
(c)(2)and(b)(2)(i), and 62.14354(b)] Federally Enforceable Through Title V Permit
32. Permittee shall keep, for the life of the collection system,an up-to-date, readily accessible plot map showing each
existing and planned collector in the system and providing a unique identification location label for each collector. [40
CFR 60.758(d)and 60.34(c)] Federally Enforceable Through Title V Permit
33. The operator shall record emission control device source tests including VOC destruction/treatment efficiency and
emissions of CO,NOx, and SOx, in pounds per MMBtu heat input. [District Rule 1081] Federally Enforceable
Through Title V Permit
34. Records of the weight of materials received(tons)of Class 11/I11 waste material shall be maintained. [District Rule
22011 Federally Enforceable Through Title V Permit
35. This operating permit may be cancelled upon District approval when the landfill is closed, is not otherwise subject to
the requirements of 40 CFR part 70 or part 71,and if the landfill meets the conditions for control system removal
specified in 40 CFR 60.752(b)(2)(v). [40 CFR 62.14352(f)] Federally Enforceable Through Title V Permit
PERMIT UNIT REQUIREMENTS CONTINUE ON NEXT PAGE
These terms and conditions are part of the Facility-wide Permit to Operate.
Facility Name: AMERICAN AVENUE LANDFILL
Location: 18950 W AMERICAN AVE,KERMAN,CA
C-311S24/:Jun 232016 10.41AM—LOWELES
Permit Unit Requirements for C-3115-2-14 (continued) Page 4 of 9
36. An active collection system shall be designed to handle the maximum expected gas flow rate from the entire area of
the landfill that warrants control over the intended use period of the gas control or treatment system equipment,collect
gas from each area,cell,or group of cells in the landfill in which the initial solid waste has been placed for a period of
5 years or more if active; or 2 years or more if closed or at final grade,collect gas at a sufficient extraction rate,and be
designed to minimize off-site migration of subsurface gas. [40 CFR 60.752(b)(2)(ii)(A)and 62.14353(b)] Federally
Enforceable Through Title V Permit
37. If the landfill is permanently closed,a closure notification shall be submitted to the APCO within 30 days of waste
disposal cessation. A permanent closure must take place in accordance with 40 CFR 258.60. If a closure report has
been submitted, no additional waste may be placed in the landfill without filing a notification of modification to the
APCO, pursuant to 40 CFR 60.7(a)(4). [40 CFR 60.752(b)(1)(ii)(B),60.757(d),and 62.14354(b)] Federally
Enforceable Through Title V Permit
38. For approval of collection and control systems that include any alternatives to the operational standards,test methods,
procedures,compliance measures, monitoring, recordkeeping or reporting provisions, owner or operator must follow
the procedures in 40 CFR 60.752(b)(2). If alternatives have already been approved under 40 CFR Part 62 subpart
GGG,these alternatives can be used to comply with 40 CFR 63 subpart AAAA,except that all affected sources must
comply with the startup, shutdown, and malfunction(SSM)requirements in subpart A of 40 CFR 63 as specified in
Table 1 of 40 CFR 63 subpart AAAA and all affected sources must submit compliance reports every 6 months as
specified in 40 CFR 63.1980(a)and(b), including information on all deviations that occurred during the 6 month
reporting period. Deviations for continuous emission monitors or numerical continuous parameter monitors must be
determined using a 3 hour monitoring block average. [40 CFR 60.752(b)(2)and 63.1955(c)] Federally Enforceable
Through Title V Permit
39. Permittee shall operate the landfill gas collection system with negative pressure at each wellhead except under the
following conditions: (1)A fire or increased well temperature. The owner or operator shall record instances when
positive pressure occurs in efforts to avoid a fire. These records shall be submitted with the annual reports ass
provided in 60.757(f)(1); (2)At a wellhead within the immediate vicinity of filling; (3)Use of a geomembrane or
synthetic cover. The owner or operator shall develop acceptable pressure limits in the design plan;(4)A
decommissioned well. A well may experience a static positive pressure after shut down to accommodate for declining
flows. All design changes shall be approved by the APCO. [40 CFR 60.753(b)and 62.14354(b)and 17 CCR 95464,
!&CCR 95468] Federally Enforceable Through Title V Permit
40. Permittee shall operate the collection system so that the methane concentration is less than 500 parts per million above
background at the surface of the landfill. To determine if this level is exceeded,the owner or operator shall conduct
surface testing around the perimeter of the collection area and along a pattern that traverses the landfill at 30 meter
intervals and where visual observations indicate elevated concentrations of landfill gas, such as distressed vegetation
and cracks or seeps in the cover. The owner or operator may establish an alternative traversing pattern that ensures
equivalent coverage. A surface monitoring design plan shall be developed that includes a topographical map with the
monitoring route and the rationale for any site-specific deviations from the 30 meter intervals. Areas with steep slopes
or other dangerous areas may be excluded from the surface testing. [40 CFR 60.753(d), 60.755(c)(1)and 62.14354(b)]
Federally Enforceable Through Title V Permit
41. Compliance with the surface methane operational standard shall be demonstrated using the procedures outlined in 40
CFR 60.755(c)within 180 days of installation and startup of the collection and control system and quarterly thereafter.
[40 CFR 60.753(d), 60.755(c),62.14354(b), and 60.8] Federally Enforceable Through Title V Permit
42. Permittee shall operate the enclosed flares at all times when the collected gas is routed to it. [40 CFR 60.753(f)and
62.14354(b)] Federally Enforceable Through Title V Permit
43. Permittee shall operate the landfill gas collection system such that gas is collected from each area,cell,or group of
cells in the MSW landfill in which solid waste has been in place for: (1)five years or more if active;or(2)two years
or more if closed or at final grade. [40 CFR 60.753(a)and 62.14354(b)] Federally Enforceable Through Title V Permit
PERMIT UNIT REQUIREMENTS CONTINUE ON NEXT PAGE
These terms and conditions are part of the Facility-wide Permit to Operate.
Facility Name: AMERICAN AVENUE LANDFILL
Location: 18950 W AMERICAN AVE,KERMAN,CA
C-31152.14 J-23201610',NAM-LOWELES
Permit Unit Requirements for C-3115-2-14 (continued) Page 5 of 9
44. Permittee shall operate each interior wellhead in the collection system with a landfill gas temperature less than 55 C
and with oxygen level less than 5 percent except under the following conditions: (1) A fire or increased well
temperature; or(2)at a wellhead within the immediate vicinity of filling. The owner or operator may establish a
higher operating temperature or oxygen value at a particular well. A higher operating value demonstration shall show
supporting data that the elevated parameter does not cause fires or significantly inhibit anaerobic decompositions by
killing methanogens. [40 CFR 60.753(c)and 62.14354(b)] Federally Enforceable Through Title V Permit
45. The collection system shall be operated so that the methane concentration is less than 500 parts per million above
background at the surface of the landfill,and such that all collected gases are sent to a control system designed and
operated in compliance with 60.752(b)(2)(iii). In the event the collection or control system is inoperable,the gas mover
system shall be shut down and all valves in the collection and control system contributing to venting of the gas to the
atmosphere shall be closed within 1 hour. [40 CFR 60.753(d), (e), 60.755(c),and 62.14354(b)] Federally Enforceable
Through Title V Permit
46. If monitoring demonstrates that the operational requirements are not met, corrective action shall be taken as specified
in 40 CFR 60.755(a)(3 - 5)or(c). [40 CFR 60.753(g)and 62.14354(b)] Federally Enforceable Through Title V Permit
47. For each interior wellhead, unless an alternative test method is established as allowed by 60.752(b)(2)(i)of this
subpart,the oxygen shall be determined by a Landtec GEM gas meter or equal, in accordance with the equipment
requirements set forth in 40 CFR 60.753 for field measurement of temperature and oxygen or an oxygen meter using
Method 3A or 3C except that: (i)The span shall be set so that the regulatory limit is between 20 and 50 percent of the
span; (ii)A data recorder is not required; (iii)Only two calibration gases are required, a zero and span,and ambient air
may be used as the span; (iv)A calibration error check is not required;(v)The allowable sample bias,zero drift,and
calibration drift are+-10 percent. [40 CFR 60.753(c)(2)and 62.14354(b)] Federally Enforceable Through Title V
Permit
48. Surface emission monitoring shall be performed in accordance with section 4.3.1 of Method 21 of appendix A,except
that the probe inlet shall be placed within 5 to 10 centimeters of the ground. Monitoring shall be performed during
typical meteorological conditions. Any reading of 500 parts per million or more above background at any location
shall be recorded as a monitored exceedance and the actions specified in 40 CFR 60.755(c)(4)(i-v) shall be taken. As
long as the specified actions are taken,the exceedance is not a violation of the operational requirements of 60.753(d).
[40 CFR 60.755(c)(3),(4)and 62.14354(b)] Federally Enforceable Through Title V Permit
49. Permittee shall calculate the NMOC emission rate for purposes of determining when the collection and control system
can be removed as provided in 40 CFR 60.752(b)(2)(v)by using the equation found in 40 CFR 60.754(b). [40 CFR
60.754(b)and 62.14354(b)] Federally Enforceable Through Title V Permit
50. For the performance test required in 60.752(b)(2)(iii)(B), Method 25, 25C, or Method 18 of Appendix A must be used
to determine compliance with the 98 weight percent efficiency or the 20 ppmv outlet concentration level,unless
another method to demonstrate compliance has been approved by the APCO as provided by 60.752(b)(2)(i)(B).
Method 3 or 3A shall be used to determine oxygen for correcting the NMOC concentration as hexane to 3 percent. In
cases where the outlet concentration is less than 50 ppm NMOC as carbon (8 ppm NMOC as hexane), Method 25A
should be used in place of Method 25. If using Method 18 of appendix A,the minimum list of compounds to be tested
shall be those published in the most recent Compilation of Air Pollutant Emission Factors(AP42). The following
equation shall be used to calculate efficiency: (NMOCin-NMOCout)/NMOCin. The District must be notified at least
30 days prior to any compliance source test,and a source test plan must be submitted for approval at least 15 days
prior to testing. [District Rule 1081 and 40 CFR 60.754(d)and 62.14354(b)] Federally Enforceable Through Title V
Permit
51. Each owner or operator shall place each well or design component as specified in the approved design plan as provided
in 40 CFR 60.752(b)(2)(i). Each well shall be installed no later than 60 days after the date on which the initial solid
waste has been in place for a period of. 1) 5 years or more if active or 2) 2 years or more if closed or at final grade. [40
CFR 60.755(b)and 62.14354(b)] Federally Enforceable Through Title V Permit
52. For the purposes of calculating the maximum expected gas generation flow rate from the landfill to determine
compliance with 60.752(b)(2)(ii)(A)(1),one of the equations in Section 60.755(a)(1)(i) or(ii) or(iii)shall be used. [40
CFR 60.755(a)(1)and 62.14354(b)] Federally Enforceable Through Title V Permit
PERMIT UNIT REQUIREMENTS CONTINUE ON NEXT PAGE
These terms and conditions are part of the Facility-wide Permit to Operate.
Facility Name: AMERICAN AVENUE LANDFILL
Location: 18950 W AMERICAN AVE,KERMAN,CA
C-311S2.14 Jun23201810.41AM-LOWELE8
Permit Unit Requirements for C-3115-2-14 (continued) Page 6 of 9
53. For the purposes of determining sufficient density of gas collectors for compliance with 60.752(b)(2)(ii)(A)(2), the
owner or operator shall design a system of vertical wells, horizontal collectors, or other collection devices, satisfactory
to the APCO, capable of controlling and extracting gas from all portions of the landfill sufficient to meet all
operational and performance standards. [40 CFR 60.755(a)(2)and 62.14354(b)] Federally Enforceable Through Title
V Permit
54. Owners or operators are not required to expand the system as required in paragraph 60.755(a)(3)during the first 180
days after gas collection system startup. [40 CFR 60.755(a)(4)and 62.14354(b)] Federally Enforceable Through Title
V Permit
55. The provisions of this subpart apply at all times, except during periods of start-up, shutdown, or malfunction,provided
that the duration of start-up, shutdown, or malfunction shall not exceed 5 days for collection systems and shall not
exceed 1 hour for treatment or control devices. [40 CFR 60.755(e)and 62.14354(b)] Federally Enforceable Through
Title V Permit
56. Surface monitoring shall be performed on a quarterly basis using an organic vapor analyzer, flame ionization detector,
or other portable monitor meeting the specifications provided in 40 CFR 60.755(d). [40 CFR 60.755(c)(1)and
62.14354(b)] Federally Enforceable Through Title V Permit
57. When performing surface monitoring,the background concentration shall be determined by moving the probe inlet
upwind and downwind outside the boundary of the landfill at a distance of at least 30 meters from the perimeter wells.
[40 CFR 60.755(c)(2)and 62.14354(b)] Federally Enforceable Through Title V Permit
58. Permittee shall implement a program to monitor for cover integrity and implement cover repairs as necessary on a
monthly basis. [40 CFR 60.755(c)(5)and 40 CFR 62.14354(b)] Federally Enforceable Through Title V Permit
59. The portable analyzer shall meet the instrument specifications of Method 21, section 3 (except that"methane"shall
replace all references to VOC). The calibration gas shall be methane, diluted to a nominal concentration of 500 parts
per million in air.To meet the performance evaluation requirements of Method 21, section 3.1.3,the instrument
evaluation procedures of Method 21, section 4.4 shall be used.The calibration procedures provided in Method 21,
section 4.2 shall be followed immediately before commencing a surface monitoring survey. The provisions of this
condition apply at all times, except during periods of start-up, shutdown, or malfunction which shall not exceed 5 days
for collections systems and shall not exceed 1 hour for treatment or control devices. [40 CFR 60.755(d),(e) and
62.14354(b)] Federally Enforceable Through Title V Permit
60. Each wellhead shall have a sampling port and a thermometer,other temperature-measuring device,or an access port
for temperature measurements. [40 CFR 60.756(a)] Federally Enforceable Through Title V Permit
61. The enclosed flares shall be equipped with a temperature monitoring device equipped with a continuous recorder and
having a minimum accuracy of+-1 percent of the temperature being measured expressed in degrees Celsius or+-0.5
degrees Celsius,whichever is greater. The temperature indicator and recorder must operate continuously. [District
Rule 2201 and 40 CFR 60.756(b)(1)and 62.14354(b)and 40 CFR part 64] Federally Enforceable Through Title V
Permit
62. The owner/operator shall install,calibrate, maintain,and operate a meter with a continuous recording device that
measures and records the landfill gas flow rate into the flare at least once every 15 minutes. This meter shall also be
capable of measuring the landfill gas flow rate that might bypass the flare in the event of equipment malfunction or
maintenance. [40 CFR 60.754(b)(1), 60.756(b)(2)and 62.14354(b)] Federally Enforceable Through Title V Permit
63. When performing surface monitoring, any closed landfill that has no monitored exceedances of the operational
standard in three consecutive quarterly monitoring periods may skip to annual monitoring. Any methane reading of
500 ppm or more above background detected during the annual monitoring returns the frequency for that landfill to
quarterly monitoring. [40 CFR 60.756(f)and 62.14354(b)] Federally Enforceable Through Title V Permit
64. The operator shall monitor and record maintenance-related and other control system downtimes and individual well
shutdowns. Exceedances defined under 60.758(c)shall be reported once every 180 days. [District Rule 4102 and 40
CFR 60.757(f),(g)(4)and 60.758(c)and (e),and 62.14354(b)] Federally Enforceable Through Title V Permit
PERMIT UNIT REQUIREMENTS CONTINUE ON NEXT PAGE
These terms and conditions are part of the Facility-wide Permit to Operate.
Facility Name: AMERICAN AVENUE LANDFILL
Location: 18950 W AMERICAN AVE,KERMAN,CA
C-31152.14 Jun 2920181041AM-LOWELES
Permit Unit Requirements for C-3115-2-14 (continued) Page 7 of 9
65. Except as provided in 60.752(b)(2)(i)(B),each owner or operator of a controlled landfill shall keep up-to-date, readily
accessible records for the life of the control equipment of the data listed in paragraphs 60.758(b)(1)through(b)(4)as
measured during the initial performance test or compliance determination. Records of subsequent tests or monitoring
shall be maintained for a minimum of 5 years. Records of the control device vendor specifications shall be maintained
until removal. [40 CFR 60.758(b)and 62.14354(b)] Federally Enforceable Through Title V Permit
66. Permittee shall keep the following records: (1)(i)the maximum expected gas generation flow rate as calculated in
60.755(a)(1). The owner or operator may use another method to determine the maximum gas generation flow rate, if
the method has been approved by the APCO; (ii)the density of wells, horizontal collectors, surface collectors,or other
gas extraction devices determined using the procedures specified in 60.759(a)(1); (2)(i)the average combustion
temperature measured at least every 15 minutes and averaged over the same time period of the performance test;(ii)
the percent reduction of NMOC determined as specified in 60.752(b)(2)(iii)(B)achieved by the control device. [40
CFR 60.758(b)(1)and(2)and 62.14354(b)] Federally Enforceable Through Title V Permit
67. Except as provided in 60.752(b)(2)(i)(B), permittee shall keep,for the life of the collection system,an up-to-date,
readily accessible plot map showing each existing and planned collector in the system and providing a unique
identification location label for each collector. If applicable, permittee shall keep readily accessible documentation of
the nature,date of deposition, amount,and location of asbestos-containing or nondegradable waste excluded from
collection as well as any nonproductive areas excluded from collection. [40 CFR 60.758(d), 62.14354(b),and
60.34(c)] Federally Enforceable Through Title V Permit
68. Except as provided in 60.752(b)(2)(i)(B), permittee shall keep for at least 5 years up-to-date, readily accessible records
of all collection and control system exceedances of the operational standards in 60.753,the reading in the subsequent
month whether or not the second reading is an exceedance,and the location of each exceedance. [40 CFR 60.758(e)]
Federally Enforceable Through Title V Permit
69. The landfill is no longer required to comply with the requirements of 40 CFR Part 63 Subpart AAAA when it is no
longer required to apply controls as specified in the Federal plan or EPA approved and effective State plan or tribal
plan that implements 40 CFR part 60, subpart Cc. [40 CFR 63.19501 Federally Enforceable Through Title V Permit
70. The permittee shall comply with the general provisions specified in Table i of 40 CFR Part 63 Subpart AAAA and
63.1960 through 63.1985 starting on the date required to install the gas collection and control system. [40 CFR
63.1955(b)] Federally Enforceable Through Title V Permit
71. The permittee shall maintain a copy of the SSM plan written according to the provisions in 40 CFR 63.6(e)(3). Failure
to maintain a copy of the SSM plan is a deviation from the requirements of this subpart. [40 CFR 63.1960] Federally
Enforceable Through Title V Permit
72. The permittee shall keep records and reports as specified in the Federal plan, EPA approved State plan or tribal plan
that implements 40 CFR part 60, subpart Cc. The annual report described in 40 CFR 60.757(f)must be submitted
every 6 months. [40 CFR 63.1980(a)] Federally Enforceable Through Title V Permit
73. The permittee shall maintain records as specified in the general provisions of 40 CFR part 60 and this part as shown in
Table 1 of this subpart. Applicable records in the general provisions include items such as SSM plans and the SSM
plan reports. [40 CFR 63.1980(b)] Federally Enforceable Through Title V Permit
74. The enclosed flare burner and its associated components and the vapor collection system shall be inspected on an
annual basis.The records of inspection shall at least contain date and time of inspection, identification of the person
performing an inspection, parts replacement and repairs, and all maintenance actions taken.The records shall be kept
and maintained for compliance inspection upon request. [40 CFR part 641 Federally Enforceable Through Title V
Pen-nit
75. The permittee shall comply with the compliance assurance monitoring operation and maintenance requirements of 40
CFR part 64.7. [40 CFR part 64] Federally Enforceable Through Title V Permit
76. The permittee shall comply with the recordkeeping and reporting requirements of 40 CFR part 64.9. [40 CFR part 64]
Federally Enforceable Through Title V Permit
PERMIT UNIT REQUIREMENTS CONTINUE ON NEXT PAGE
These terms and conditions are part of the Facility-wide Permit to Operate.
Facility Name: AMERICAN AVENUE LANDFILL
Location: 18950 W AMERICAN AVE,KERMAN,CA
C-3115.2-14 Jun 23201010:41AM—LOWELES
Permit Unit Requirements for C-3115-2-14 (continued) Page 8 of 9
77. If the District or EPA determine that a Quality Improvement Plan is required under 40 CFR 64.7(d)(2),the permittee
shall develop and implement the Quality Improvement Plan in accordance with 40 CFR part 64.8. [40 CFR part 64]
Federally Enforceable Through Title V Permit
78. All records shall be retained for a minimum of 5 years,and shall be made available for District inspection upon
request. [District Rule 1070 and 40 CFR 60.758(a)and(b)and 62.14354(b)] Federally Enforceable Through Title V
Permit
79. Permittee may use actual landfill gas generation values in future expansion designs of the gas collection and control
system(GCCS). All records and recovery data shall be submitted with GCCS plans. [17 CCR 95468]
80. Landfill collection and control system must be operated such that methane emission from the landfill do not exceed
instantaneous or integrated limit requirements. [17 CCR 95464]
81. Landfill gas collection system components downstream of blower have a leak limit of 500 ppmv as methane.
Components must be checked quarterly. If compliance with the methane limit has been demonstrated for 4
consecutive quarters,then the component checking frequency shall be annually. If an annual test fails to show
compliance,quarterly testing shall resume. [17 CCR 95464]
82. Landfill collection and control system must be operated such that landfill surface methane emissions shall not exceed
instantaneous surface emission limit of 500 ppmv as methane or integrated surface emission limit of 25 ppmv as
methane. [17 CCR 95464, 17 CCR 95465]
83. Instantaneous and integrated landfill surface emissions measurements shall be done quarterly. The landfill may
monitor annually provided they comply with requirements of 17 CCR 95469(a)(1). [17 CCR 95469]
84. Permittee shall keep records of all gas collection system downtime exceeding five days, including individual well
shutdown and disconnection times and the reason for downtime. [17 CCR 95470]
85. Permittee shall keep records of all gas control system downtime in excess of one hour,the reason for the downtime and
the length of time the gas control system was shutdown. [17 CCR 95470]
86. Permittee shall keep records of the expected gas generation flow rate calculated pursuant to section 95471(e). [17 CCR
95470]
87. Permittee shall keep records of all instantaneous surface readings of 200 ppmv or greater; all exceedances of the limits
in sections 95464(b)(1)(B)or 95465, including the location of the leak(or affected grid), leak concentration in ppmv,
date and time of measurement,the action taken to repair the leak,date of repair, any required re-monitoring and the re-
monitored concentration in ppmv, and wind speed during surface sampling; and the installation date and location of
each well installed as part of a gas collection system expansion. [17 CCR 95470)
88. Permittee shall keep records of any positive wellhead gauge pressure measurements,the date of the measurements,the
well identification number,and the corrective action taken. [17 CCR 95470]
89. Permittee shall conduct surface emission monitoring using either the procedures specified in section 95471 or the Los
Angeles County Sanitation District monitoring procedure. Permittee shall keep records of which procedure was used.
[17 CCR 95468]
90. Permittee shall keep records of delays encountered during repair of leaks or repair of positive wellhead readings.
Documentation of delays shall be submitted with the annual report. [17 CCR 95468]
91. Permittee shall keep records of alternate landfill gas collection system modifications being implemented to correct an
exceedance in the landfill gas surface emissions or wellhead pressure. Any alternative to installing a new well shall be
documented and submitted with the annual report. [17 CCR 95468]
92. Permittee shall identify areas which are dangerous and unable to be inspected. Areas shall be clearly identified on a
map of the facility. A copy of the map shall be kept onsite as well as submitted with the annual report. [17 CCR
95468]
93. Permittee shall conduct monitoring of the landfill surface within 3 inches of the surface. The facility may monitor
surface emissions with the probe tip at the height of the vegetation if there is vegetation and it is impractical to monitor
at 3 inches from the landfill surface. [17 CCR 95468]
PERMIT UNIT REQUIREMENTS CONTINUE ON NEXT PAGE
These terms and conditions are part of the Facility-wide Permit to Operate.
Facility Name: AMERICAN AVENUE LANDFILL
Location: 18950 W AMERICAN AVE,KERMAN,CA
C-3115-2-14 Jun 23 2016 10.41AM—LPNELES
Permit Unit Requirements for C-3115-2-14 (continued) Page 9 of 9
94. Permittee shall terminate surface emission testing when the measured average wind speed is over 15 mph or the
instantaneous wind speed is over 30 mph. [17 CCR 95468, 17 CCR 95471]
95. Permittee shall only conduct surface emission testing when precipitation has met the following requirements. It has
been 24 hours since measured precipitation of 0.01 to 0.15 inches. It has been 48 hours since measured precipitation
of 0.16 to 0.24 inches. It has been 72 hours since measured precipitation of 0.25 or more inches. [17 CCR 95468]
96. Permittee shall keep records of the annual solid waste acceptance rate and the current amount of waste-in-place. [17
CCR 95470]
97. Permittee shall keep records of the nature, location,amount,and date of deposition of non-degradable waste for any
landfill areas excluded from the collection system. [17 CCR 95470]
98. Permittee shall keep records of any source tests conducted pursuant to section 95464(b)(4). [17 CCR 95470]
99. Permittee shall keep records describing the mitigation measures taken to prevent the release of methane or other
emissions into the atmosphere during the following activities: 1. When solid waste was brought to the surface during
the installation or preparation of wells, piping,or other equipment; 2. During repairs or the temporary shutdown of gas
collection system components;or, 3. When solid waste was excavated and moved. [17 CCR 95470]
100.Permittee shall keep records of any construction activities pursuant to section 95466. The records must contain the
following information: 1. A description of the actions being taken,the areas of the MSW landfill that will be affected
by these actions, the reason the actions are required,and any landfill gas collection system components that will be
affected by these actions. 2.Construction start and finish dates, projected equipment installation dates,and projected
shut down times for individual gas collection system components. 3. A description of the mitigation measures taken to
minimize methane emissions and other potential air quality impacts. [17 CCR 95470]
101.Permittee shall keep records of the equipment operating parameters specified to be monitored under section
95469(b)(1)as well as records for periods of operation during which the parameter boundaries established during the
most recent source test are exceeded. The records must include the following information: 1. For enclosed flares,all 3-
hour periods of operation during which the average temperature difference was more than 28 degrees Celsius(or 50
degrees Fahrenheit)below the average combustion temperature during the most recent source test at which compliance
with sections 95464(b)(2)was determined and a gas flow rate device which must record the flow to the control device
at least every 15 minutes. [17 CCR 95470]
102.Permittee shall submit the following reports as required in section 95470(b): Closure notification, Equipment removal
report and Annual report. All reports must be accompanied by a certification of truth, accuracy,and completeness
signed by a responsible official. [17 CCR 95470]
103.Permittee may comply with the CARB regulation for landfill methane control measures by using approved alternative
compliance options. The permittee shall obtain written District approval for the use of any alternative compliance
options not approved by this permit. Changes to the approved alternate compliance options must be made and
approved in writing. Documentation of approved alternative compliance options shall be available for inspection upon
request. [17 CCR 95468]
These terms and conditions are part of the Facility-wide Permit to Operate.
Facility Name: AMERICAN AVENUE LANDFILL
Location: 18950 W AMERICAN AVE,KERMAN,CA
C•2115.2.14:Jun 23 2018 10',41AM—LOWELES
San Joaquin Valley
Air Pollution Control District
PERMIT UNIT: C-3115-3-2 EXPIRATION DATE: 07/31/2021
EQUIPMENT DESCRIPTION:
755 BHP CUMMINS MODEL QSX15-69 DIESEL-FIRED EMERGENCY IC ENGINE POWERING AN ELECTRICAL
GENERATOR
PERMIT UNIT REQUIREMENTS
1. This engine shall be equipped with either a positive crankcase ventilation (PCV) system that recirculates crankcase
emissions into the air intake system for combustion,or a crankcase emissions control device of at least 90%control
efficiency. [District Rule 2201] Federally Enforceable Through Title V Permit
2. The exhaust stack shall vent vertically upward. The vertical exhaust flow shall not be impeded by a rain cap(flapper
ok), roof overhang, or any other obstruction. [District Rule 4102]
3. Only CARB certified diesel fuel containing not more than 0.0015% sulfur by weight is to be used. [District Rules 2201
and 4801 and 17 CCR 93115] Federally Enforceable Through Title V Permit
4. This engine shall be equipped with a non-resettable hour meter with a minimum display capability of 9,999 hours,
unless the District determines that a non-resettable hour meter with a different minimum display capability is
appropriate in consideration of the historical use of the engine and the owner or operator's compliance history. [District
Rule 4702, 17 CCR 93115, and 40 CFR 63 Subpart ZZZZ] Federally Enforceable Through Title V Permit
5. An emergency situation is an unscheduled electrical power outage caused by sudden and reasonably unforeseen natural
disasters or sudden and reasonably unforeseen events beyond the control of the permittee. [District Rule 4702]
Federally Enforceable Through Title V Permit
6. This engine shall not be used to produce power for the electrical distribution system, as part of a voluntary utility
demand reduction program, or for an interruptible power contract. [District Rule 4702] Federally Enforceable Through
Title V Permit
7. This engine shall be operated and maintained in proper operating condition as recommended by the engine
manufacturer or emissions control system supplier. [District Rule 4702] Federally Enforceable Through Title V Permit
8. During periods of operation for maintenance,testing, and required regulatory purposes, the permittee shall monitor the
operational characteristics of the engine as recommended by the manufacturer or emission control system supplier(for
example: check engine fluid levels, battery,cables and connections; change engine oil and filters; replace engine
coolant; and/or other operational characteristics as recommended by the manufacturer or supplier). [District Rule 4702
and 40 CFR 63 Subpart ZZZZ] Federally Enforceable Through Title V Permit
9. This engine shall be operated only for testing and maintenance of the engine, required regulatory purposes,and during
emergency situations. Operation of the engine for maintenance,testing, and required regulatory purposes shall not
exceed 50 hours per calendar year. [District Rule 4702, 17 CCR 93115,and 40 CFR 63 Subpart ZZZZ] Federally
Enforceable Through Title V Permit
10. Operation of this engine for all purposes combined shall not exceed 10 hours per day. [District Rule 2201] Federally
Enforceable Through Title V Permit
11. The permittee must minimize the engine's time spent at idle during startup and minimize the engine's startup time to a
period needed for appropriate and safe loading of the engine, not to exceed 30 minutes. [40 CFR 63 Subpart ZZZZ]
Federally Enforceable Through Title V Permit
PERMIT UNIT REQUIREMENTS CONTINUE ON NEXT PAGE
These terms and conditions are part of the Facility-wide Permit to Operate.
Facility Name: AMERICAN AVENUE LANDFILL
Location: 18950 W AMERICAN AVE,KERMAN,CA
C-3115.3-2 J.2320151041AM-LONELES
Permit Unit Requirements for C-3115-3-2 (continued) Page 2 of 2
12. Particulate matter emissions shall not exceed 0.1 grains/dscf in concentration. [District Rule 4201) Federally
Enforceable Through Title V Permit
13. Emissions from this engine shall not exceed any of the following limits: 5.7 g-NOx/hp-hr, 0.4 g-CO/hp/hr or 0.14 g-
VOC/hp-hr. [District Rule 2201] Federally Enforceable Through Title V Permit
14. The PM10 emissions rate shall not exceed 0.08 g/hp-hr based on US EPA certification using ISO 8178 test procedure.
[District Rule 2201] Federally Enforceable Through Title V Permit
15. The permittee shall maintain monthly records of the type of fuel purchased,the amount of fuel purchased,date when
the fuel was purchased, signature of the permittee who received the fuel, and signature of the fuel supplier indicating
that the fuel was delivered. [17 CCR 93115]
16. The permittee shall maintain monthly records of emergency and non-emergency operation. Records shall include the
number of hours of emergency operation,the date and number of hours of all testing and maintenance operations,the
purpose of the operation(for example: load testing,weekly testing, rolling blackout, general area power outage,etc.)
and records of operational characteristics monitoring. For units with automated testing systems,the operator may, as
an alternative to keeping records of actual operation for testing purposes, maintain a readily accessible written record
of the automated testing schedule. [District Rule 4702 and 17 CCR 93115] Federally Enforceable Through Title V
Permit
17. All records shall be maintained and retained on-site for a minimum of five(5)years, and shall be made available for
District inspection upon request. For units at unstaffed sites or operated remotely,records may be maintained and
retained at a District-approved off-site location. [District Rule 4702, 17 CCR 93115,and 40 CFR 63 Subpart ZZZZ]
Federally Enforceable Through Title V Permit
18. The engine's oil and filter shall be changed every 500 hours of operation or every 12 months,whichever comes first.
[40 CFR Subpart ZZZZ] Federally Enforceable Through Title V Permit
19. The permittee has the option of utilizing an oil analysis program in order to extend the specified oil change
requirement in Tables 2c and 2d of Subpart ZZZZ. The oil analysis must be performed at the same frequency
specified for changing the oil in Table 2c or 2d to this subpart.The analysis program must at a minimum analyze the
following three parameters: Total Base Number,viscosity, and percent water content. The condemning limits for these
parameters are as follows: Total Base Number is less than 30 percent of the Total Base Number of the oil when new;
viscosity of the oil has changed by more than 20 percent from the viscosity of the oil when new;or percent water
content(by volume) is greater than 0.5. If all of these condemning limits are not exceeded,the engine owner or
operator is not required to change the oil. If any of the limits are exceeded,the engine owner or operator must change
the oil within 2 days of receiving the results of the analysis; if the engine is not in operation when the results of the
analysis are received,the engine owner or operator must change the oil within 2 days or before commencing operation,
whichever is later.The owner or operator must keep records of the parameters that are analyzed as part of the program,
the results of the analysis,and the oil changes for the engine.The analysis program must be part of the maintenance
plan for the engine. [40 CFR 63 Subpart ZZZZ] Federally Enforceable Through Title V Permit
20. The engine's air filter shall be inspected every 1,000 hours of operation or every 12 months,whichever comes first,and
replaced as necessary. [40 CFR 63 Subpart ZZZZ] Federally Enforceable Through Title V Permit
21. The engine's hoses and belts shall be inspected every 500 hours of operation or every 12 months,whichever comes
first,and replaced as necessary. [40 CFR 63 Subpart ZZZZ] Federally Enforceable Through Title V Permit
22. The permittee shall maintain monthly records of the occurrence and duration of each malfunction of operation(i.e.,
process equipment)or the air pollution control and monitoring equipment. The permittee shall also maintain monthly
records of action taken during periods of malfunction to minimize emissions in accordance with §63.6605(b),
including corrective actions to restore malfunctioning process and air pollution control and monitoring equipment to its
normal or usual manner of operation. [40 CFR 63 Subpart ZZZZ] Federally Enforceable Through Title V Permit
23. The engine shall be in full compliance with 40 CFR Part 63, Subpart ZZZZ(National Emission Standards for
Hazardous Air Pollutants for Stationary Reciprocating Internal Combustion Engines). [40 CFR 63 Subpart ZZZZ]
Federally Enforceable Through Title V Permit
These terms and conditions are part of the Facility-wide Permit to Operate.
Facility Name: AMERICAN AVENUE LANDFILL
Location: 18950 W AMERICAN AVE,KERMAN,CA
C-311 SZ2:Jun 23 201610r.01AM—LOWELES
San Joaquin Valley � or
AIR POLLUTION CONTROL DISTRICT HEALTHY AIR LIVING
August 4, 2023
Curtis Larkin
County of Fresno
Department of Public Works and Planning
2220 Tulare St. 6th Floor
Fresno, CA 93721
Subject: Applicability of Indirect Source Review (ISR) Rule 9510: Not Subject
Project Name: Phase III Module 9 & 10 Installation
ISR Determination Project No.: C20230221
Dear Mr. Larkin:
The San Joaquin Valley Air Pollution Control District (District) is in receipt of your
correspondence dated June 22, 2023, requesting determination of the applicability of District
Rule 9510 Indirect Source Review (Rule) to the above referenced project. The project
consists of the expansion of the American Avenue Disposal Site (AADS), specifically
modules 9 & 10 (Project). The Project is located at 18950 W. American Avenue, in Kerman,
CA.
Per District Rule 9510 (Indirect Source Review) section 4.4.3, a development project on a
facility whose primary functions are subject to District Rule 2201 or District Rule 2010 are
exempt from the requirements of the Rule. The District has reviewed the information
provided and has determined that the primary functions of this project are subject to
District Rule 2201 (New and Modified Stationary Source Review Rule) or District Rule
2010 (Permits Required). Therefore, District Rule 9510 requirements and related fees do
not apply to the Project.
As such, you are required to obtain a District Authority to Construct prior to installation of
equipment that controls or may emit air contaminants, including but not limited to emergency
internal combustion engines, boilers, and baghouses. For more information please visit
http://www.valleyair.org/busind/pto/ptoforms/1 ptoformidx.htm or contact the District's Small
Business Assistance.
Please be aware that changes to the Project, i.e., change in land use type or increase in
use intensity may exceed an applicability threshold, resulting in the Project being subject
to District Rule 9510.
Samir Sheikh
Executive OirectorlAir Pollution Control Officer
Northern Region Central Region(Main Office) Southern Region
4800 Enterprise Way 1990 E.Gettysburg Avenue 34946 Flyover Court
Modesto,CA 95356-8718 Fresno,CA 93726 0244 Bakersfield,CA 93308 9725
Tel:(209)557 6400 FAX:(209)557-6475 Tel:(559)230 6000 FAX:(559)230 6061 Tel:(661)392 5500 FAX:(661)392 5585
www.valleyair.org www.healthyairliving.com }
Printed an recycled paper. �i11
ISR Determination Project No: 20230221 Page 2 of 2
Also, enclosed is a document with answers to frequently asked questions regarding
Indirect Source Review (ISR). This may be used as a reference to better understand ISR
and how the District processes applications. Should the Project become subject to Rule
9510, an Air Impact Assessment (AIA) application must be submitted to the District,
consistent with Section 5.0 of District Rule 9510. The AIA application can be downloaded
from the District's website at http://www.valleyair.org/ISR/ISRFormsAndApplications.htm.
Please pay close attention to the following additional information:
• Dust Control Plan. Please be aware that you may be required to submit a
Construction Notification Form or submit and receive approval of a Dust Control
Plan prior to commencing any earthmoving activities as described in District Rule
8021 — Construction, Demolition, Excavation, Extraction, and Other Earthmoving
Activities. Information on how to comply with Regulation VIII can be found online
at: http://www.valleyair.org/busind/comply/PM10/compliance_PM10.htm.
To identify other District rules or regulations that apply to this Project or to obtain information
about District rules and permit requirements, the applicant is strongly encouraged to visit
www.valleyair.org or contact the District Small Business Assistance office at:
Fresno office: (559) 230-5888
Modesto office: (209) 557-6446
Bakersfield office: (661) 392-5665
Thank you for your cooperation in this matter. If you have any questions, please contact
Mr. Jacob Torrez by telephone at (559) 230-6558 or by email at
iacob.torrez(a-)-valleyair.org.
Sincerely,
Brian Clements
Director of Permit Services
For: Mark Montelongo
Program Manager
SELF-DEALING TRANSACTION DISCLOSURE FORM
(1) Company Board Member Information:
Name: Date:
Job Title:
(2) Company/Agency Name and Address:
(3) Disclosure (Please describe the nature of the self-dealing transaction you are a party to)
(4) Explain why this self-dealing transaction is consistent with the requirements of Corporations
Code 5233 (a)
(5) Authorized Signature
Signature: Date:
SELF-DEALING TRANSACTION DISCLOSURE FORM INSTRUCTIONS
In order to conduct business with the County of Fresno (hereinafter referred to as "County"), members of
a contractor's board of directors (hereinafter referred to as "County Contractor"), must disclose any self-
dealing transactions that they are a party to while providing goods, performing services, or both for the
County. A self-dealing transaction is defined below:
'A self-dealing transaction means a transaction to which the corporation is a party and which one or
more of its directors has a material financial interest"
The definition above will be utilized for purposes of completing the disclosure form.
(1) Enter board member's name, job title (if applicable), and date this disclosure is being made.
(2) Enter the board member's company/agency name and address.
(3) Describe in detail the nature of the self-dealing transaction that is being disclosed to the County.
At a minimum, include a description of the following:
a. The name of the agency/company with which the corporation has the transaction; and
b. The nature of the material financial interest in the Corporation's transaction that the board
member has.
(4) Describe in detail why the self-dealing transaction is appropriate based on applicable provisions
of the Corporations Codes.
(5) Form must be signed by the board member that is involved in the self-dealing transaction
described in Sections (3) and (4).
REVISED STANDARD SPECIFICATIONS DATED
09-02-16
ORGANIZATION
Revised standard specifications are under headings that correspond with the main-section headings of
the Standard Specifications.A main-section heading is a heading shown in the table of contents of the
Standard Specifications. A date under a main-section heading is the date of the latest revision to the
section.
Each revision to the Standard Specifications begins with a revision clause that describes or introduces a
revision to the Standard Specifications. For a revision clause that describes a revision, the date on the
right above the clause is the publication date of the revision. For a revision clause that introduces a
revision, the date on the right above a revised term, phrase, clause, paragraph, or section is the
publication date of the revised term, phrase, clause, paragraph, or section. For a multiple-paragraph or
multiple-section revision, the date on the right above a paragraph or section is the publication date of the
paragraphs or sections that follow.
Any paragraph added or deleted by a revision clause does not change the paragraph numbering of the
Standard Specifications for any other reference to a paragraph of the Standard Specifications.
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
DIVISION I GENERAL PROVISIONS
1 GENERAL
07-15-16
Add to the 1st table of section 1-1.06:
07-15-16
APCD air pollution control district
AQMD air quality management district
CISS cast-in-steel shell
CSL crosshole sonic logging
GGL gamma-gamma logging
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
7 LEGAL RELATIONS AND RESPONSIBILITY TO THE PUBLIC
07-15-16
Replace the paragraphs in section 7-1.021(2)with:
05-06-16
Under 2 CA Code of Regs§ 11105:
1. During the performance of this contract,the recipient, contractor, and its subcontractors shall not
deny the contract's benefits to any person on the basis of race, religious creed, color, national origin,
ancestry, physical disability, mental disability, medical condition,genetic information, marital status,
sex, gender, gender identity, gender expression, age, sexual orientation, or military and veteran
status, nor shall they discriminate unlawfully against any employee or applicant for employment
because of race, religious creed, color, national origin, ancestry, physical disability, mental disability,
medical condition, genetic information, marital status, sex, gender, gender identity, gender
Page 1 of 183
expression, age, sexual orientation, or military and veteran status. Contractor shall insure that the
evaluation and treatment of employees and applicants for employment are free of such
discrimination.
2. Contractor shall comply with the provisions of the Fair Employment and Housing Act(Gov. Code, §
12900 et seq.), the regulations promulgated thereunder(Cal. Code Regs., tit. 2, § 11000 et seq.),the
provisions of Article 9.5, Chapter 1, Part 1, Division 3, Title 2 of the Government Code(Gov. Code, §§
11135-11139.5), and the regulations or standards adopted by the awarding state agency to
implement such article.
3. Contractor or recipient shall permit access by representatives of the Department of Fair Employment
and Housing and the awarding state agency upon reasonable notice at any time during the normal
business hours, but in no case less than 24 hours' notice, to such of its books, records, accounts, and
all other sources of information and its facilities as said Department or Agency shall require to
ascertain compliance with this clause.
4. Recipient, contractor and its subcontractors shall give written notice of their obligations under this
clause to labor organizations with which they have a collective bargaining or other agreement.
5. The contractor shall include the nondiscrimination and compliance provisions of this clause in all
subcontracts to perform work under the contract.
Under 2 CA Code of Regs§ 11122:
STANDARD CALIFORNIA NONDISCRIMINATION CONSTRUCTION CONTRACT
SPECIFICATIONS (GOV. CODE SECTION 12990)
These specifications are applicable to all state contractors and subcontractors having a construction
contract or subcontract of$5,000 or more.
1. As used in the specifications:
a. "Act" means the Fair Employment and Housing Act.
b. "Administrator"means Administrator, Office of Compliance Programs, California Department of
Fair Employment and Housing, or any person to whom the Administrator delegates authority;
2. Whenever the contractor or any subcontractor subcontracts a portion of the work, it shall include in
each subcontract of$5,000 or more the nondiscrimination clause in this contract directly or through
incorporation by reference. Any subcontract for work involving a construction trade shall also include
the Standard California Construction Contract Specifications, either directly or through incorporation
by reference.
3. The contractor shall implement the specific nondiscrimination standards provided in paragraphs 6(a)
through (e)of these specifications.
4. Neither the provisions of any collective bargaining agreement, nor the failure by a union with whom
the contractor has a collective bargaining agreement,to refer members of any group protected by the
Act shall excuse the contractor's obligations under these specifications, Government Code section
12990, or the regulations promulgated pursuant thereto.5. In order for the nonworking training hours
of apprentices and trainees to be counted, such apprentices and trainees must be employed by the
contractor during the training period, and the contractor must have made a commitment to employ the
apprentices and trainees at the completion of their training, subject to the availability of employment
opportunities.Trainees must be trained pursuant to training programs approved by the U.S.
Department of Labor or the California Department of Industrial Relations.
5. In order for the nonworking training hours of apprentices and trainees to be counted, such
apprentices and trainees must be employed by the contractor during the training period, and the
contractor must have made a commitment to employ the apprentices and trainees at the completion
of their training, subject to the availability of employment opportunities.Trainees must be trained
pursuant to training programs approved by the U.S. Department of Labor or the California
Department of Industrial Relations.
6. The contractor shall take specific actions to implement its nondiscrimination program.The evaluation
of the contractor's compliance with these specifications shall be based upon its effort to achieve
maximum results from its actions.The contractor must be able to demonstrate fully its efforts under
steps a.through e. below:
a. Ensure and maintain a working environment free of harassment, intimidation, and coercion at
all sites, and at all facilities at which the contractor's employees are assigned to work. The
contractor shall specifically ensure that all foremen, superintendents, and other on-site
Page 2 of 183
supervisory personnel are aware of and carry out the contractor's obligations to maintain such
a working environment.
b. Provide written notification within seven days to the director of the DFEH when the referral
process of the union or unions with which the contractor has a collective bargaining agreement
has impeded the contractor's efforts to meet its obligations.
C. Disseminate the contractor's equal employment opportunity policy by providing notice of the
policy to unions and training, recruitment and outreach programs and requesting their
cooperation in assisting the contractor to meet its obligations; and by posting the company
policy on bulletin boards accessible to all employees at each location where construction work
is performed.
d. Ensure all personnel making management and employment decisions regarding hiring,
assignment, layoff, termination, conditions of work,training, rates of pay or other employment
decisions, including all supervisory personnel, superintendents, general foremen, on-site
foremen, etc., are aware of the contractor's equal employment opportunity policy and
obligations,and discharge their responsibilities accordingly.
e. Ensure that seniority practices,job classifications,work assignments, and other personnel
practices, do not have a discriminatory effect by continually monitoring all personnel and
employment related activities to ensure that the equal employment opportunity policy and the
contractor's obligations under these specifications are being carried out.
7. Contractors are encouraged to participate in voluntary associations that assist in fulfilling their equal
employment opportunity obligations.The efforts of a contractor association,joint contractor-union,
contractor-community, or other similar group of which the contractor is a member and participant,
may be asserted as fulfilling any one or more of its obligations under these specifications provided
that the contractor actively participates in the group, makes every effort to assure that the group has a
positive impact on equal employment opportunity in the industry, ensures that the concrete benefits of
the program are reflected in the contractor's workforce participation, and can provide access to
documentation that demonstrates the effectiveness of actions taken on behalf of the contractor.The
obligation to comply, however, is the contractor's.
8. The contractor is required to provide equal employment opportunity for all persons. Consequently, the
contractor may be in violation of the Fair Employment and Housing Act(Government Code section
12990 et seq.) if a particular group is employed in a substantially disparate manner.
9. The contractor shall not use the nondiscrimination standards to discriminate against any person
because race, religious creed, color, national origin, ancestry, physical disability, mental disability,
medical condition, genetic information, marital status, sex, gender,gender identity, gender
expression, age, sexual orientation, or military and veteran status.
10. The contractor shall not enter into any subcontract with any person or firm decertified from state
contracts pursuant to Government Code section 12990.
11. The contractor shall carry out such sanctions and penalties for violation of these specifications and
the nondiscrimination clause, including suspension, termination and cancellation of existing
subcontracts as may be imposed or ordered pursuant to Government Code section 12990 and its
implementing regulations by the awarding agency.Any contractor who fails to carry out such
sanctions and penalties shall be in violation of these specifications and Government Code section
12990.
12. The contractor shall designate a responsible official to monitor all employment related activity to
ensure that the company equal employment opportunity policy is being carried out, to submit reports
relating to the provisions hereof as may be required by OCP and to keep records. Records shall at
least include for each employee the name, address, telephone numbers,construction trade, union
affiliation if any, employee identification number when assigned,status, (e.g., mechanic, apprentice
trainee, helper, or laborer), dates of changes in status, hours worked per week in the indicated trade,
rate of pay, and locations at which the work was performed. Records shall be maintained in any
easily understandable and retrievable form; however, to the degree that existing records satisfy this
requirement, contractors shall not be required to maintain separate records.
Add to the end of the 2nd sentence in the 1st paragraph of section 7-1.02K(1):
04-22-16
and hauling and delivery of ready-mixed concrete.
Page 3 of 183
Add between the 4th and 5th paragraphs of section 7-1.02K(3):
04-22-16
Submitted certified payrolls for hauling and delivering ready-mixed concrete must be accompanied by a
written time record.The time record must include:
1. Truck driver's full name and address
2. Name and address of the factory or batching plant
3. Time the concrete was loaded at the factory or batching plant
4. Time the truck returned to the factory or batching plant
5. Truck driver's signature certifying under penalty of perjury that the information contained in this written
time record is true and correct
Add between the 9th and 10th paragraphs of section 7-1.03:
07-15-16
If a height differential of more than 0.04 foot is created by construction activities at a joint transverse to
the direction of traffic on the traveled way or a shoulder subject to public traffic, construct a temporary
taper at the joint with a slope complying with the requirements shown in the following table:
Temporary Tapers
Height differential Slope(horizontal:vertical)
(foot) Taper use of 14 days or less Taper use of more than 14 days
Greater than 0.08 100:1 or flatter 200:1 or flatter
0.04-0.08 70:1 or flatter 70:1 or flatter
For a taper on existing asphalt concrete or concrete pavement, construct the taper with minor HMA under
section 39-2.07.
Grind existing surfaces to accommodate a minimum taper thickness of 0.10 foot under either of the
following conditions:
1. HMA material such as rubberized HMA, polymer-modified bonded wearing course, or open-graded
friction course is unsuitable for raking to a maximum 0.02 foot thickness at the edge
2. Taper will be in place for more than 14 days
For a taper on a bridge deck or approach slab, construct the taper with polyester concrete under section
60-3.04B.
The completed surface of the taper must be uniform and must not vary more than 0.02 foot from the lower
edge of a 12-foot straightedge when placed on its surface parallel and perpendicular to traffic.
If authorized, you may use alternative materials or methods to construct the required taper.
Replace§337.15 in the 3rd item in the list in the paragraph of section 7-1.06B with:
05-06-16
§337.1
Add between the 1st and 2nd paragraphs of section 7-1.11A:
02-12-16
Comply with 46 CFR 381.7(a)—(b).
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
Page 4 of 183
8 PROSECUTION AND PROGRESS
07-15-16
Replace the table in the 3rd paragraph of section 8-1.10A with:
07-15-16
Liquidated Damages
Total bid Liquidated damages
From over To per day
$0 $60,000 $1,400
$60,000 $200,000 $2,900
$200,000 $500,000 $3,200
$500,000 $1,000,000 $3,500
$1,000,000 $2,000,000 $4,000
$2,000,000 $5,000,000 $4,800
$5,000,000 $10,000,000 $6,800
$10,000,000 $20,000,000 $10,000
$20,000,000 $50,000,000 $13,500
$50,000,000 $100,000,000 $19,200
$100,000,000 $250,000,000 $25,300
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
9 PAYMENT
01-15-16
Replace may withhold in the 1st paragraph of section 9-1.16E(4)with:
01-15-16
withholds
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
DIVISION II GENERAL CONSTRUCTION
10 GENERAL
04-15-16
Replace section 10-1.0213 with:
04-15-16
10-1.02B Traffic Elements
Before starting the operational test of a traffic management system that directly impacts traffic, the system
must be ready for operation, and all signs, pavement delineation, and pavement markings must be in
place at the system's location.
If maintaining existing traffic management system elements during construction is shown on the Bid Item
List, a list of the systems shown within the project limits and their operational status is included in the
Information Handout. Before starting job site activities, conduct a preconstruction operational status check
of the existing system's elements and each element's communication status with the transportation
management center to which it communicates. If an existing system element is discovered and has not
been identified, the Department adds the element to the list of systems.The pre-and postconstruction
operational status check of the discovered elements is change order work.
If maintaining existing traffic management system elements during construction is not shown on the Bid
Item List and an existing system element is discovered during the work, notify the Engineer.The Engineer
orders a pre-and postconstruction operational status check of the discovered elements.The status check
of the discovered elements is change order work.
Page 5 of 183
Conduct the status check with the Engineer and an electrical representative from the traffic operations
office of the district in which the work is located. The Department provides you a list of the preconstruction
operational status-check results, including:
1. Existing traffic management system elements and their locations within the project limits
2. Fully functioning elements
3. Nonoperational elements
Before Contract acceptance, conduct a postconstruction operational status check of all elements shown
on the list with the Engineer and an electrical representative from the traffic operations office of the district
in which the work is located.
Replace 10-3 of section 10 with:
04-15-16
10-2-10-3 RESERVED
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
12 TEMPORARY TRAFFIC CONTROL
07-15-16
Replace section 12-3.32 with:
04-15-16
12-3.32 PORTABLE CHANGEABLE MESSAGE SIGNS
12-3.32A General
12-3.32A(1) Summary
Section 12-3.32A includes specifications for placing portable changeable message signs.
12-3.32A(2) Definitions
Reserved
12-3.32A(3) Submittals
If requested, submit a certificate of compliance for each PCMS.
Submit your cell phone number before starting the first activity that requires a PCMS.
12-3.32A(4) Quality Assurance
Reserved
12-3.32B Materials
Each PCMS must have a message board, controller unit, power supply, and a structural support system.
The unit must be assembled to form a complete self-contained PCMS that can be delivered to the job site
and placed into immediate operation.The sign unit must be capable of operating at an ambient air
temperature from -4 to 158 degrees F and must be unaffected by mobile radio transmissions other than
those required to control the PCMS.
A PCMS must be permanently mounted on a trailer, truck bed, or truck cab under the manufacturer's
instructions.The PCMS must be securely mounted on the support vehicle such that it remains attached
during any impact to the vehicle. If it is mounted on a trailer, the trailer must be capable of being leveled
and plumbed.
A minimum of 3 feet of retroreflective material must be permanently affixed on all 4 sides of the trailer.
The retroreflective material need not be continuous but must be visible on the same plane.
The sign panel must be capable of displaying a 3-line message with at least 7 characters per line. The
characters must be at least 18 inches in height where the useable shoulder area is at least 15 feet wide.
Page 6 of 183
To prevent encroachment onto the traveled way where the useable shoulder area is less than 15 feet
wide, you may use a smaller message panel with at least 12-inch-high characters.
The message displayed on the sign must be visible from a distance of 1,500 feet and legible from a
distance of 750 feet at noon on a cloudless day and during the night by persons with 20/20 vision or
vision corrected to 20/20.
The characters on a sign panel may be 10 inches in height if:
1. PCMS is mounted on a service patrol truck or other incident response vehicle or used for traffic
control operations on a highway facility where the posted speed limit is less than 40 mph
2. Message is legible from a distance of at least 650 feet at noon on a cloudless day and during the
night by persons with 20/20 vision or vision corrected to 20/20
A matrix sign must provide a complete alphanumeric selection.
A PCMS must automatically adjust its brightness under varying light conditions to maintain the legibility of
the message. The sign must be equipped with an automatic-dimming mode that automatically
compensates for the influence of temporary light sources or abnormal lighting conditions.The sign must
have 3 or more manual dimming modes of different intensities.
During the hours of darkness, a matrix sign not using lamps must be either internally or externally
illuminated.
The controller must be an all solid-state unit containing the necessary circuitry for the storage of at least 5
preprogrammed messages.The controller must be installed at a location that allows the operator to
perform all functions from a single position. The controller must have a keyboard entry system that allows
the operator to generate an infinite number of additional messages in addition to the preprogrammed
stored messages. The keyboard must be equipped with a security lockout feature to prevent unauthorized
use of the controller.
The controller must have:
1. Nonvolatile memory that stores keyboard-created messages during periods when the power is not
activated
2. Variable display rate that allows the operator to match the information display to the speed of
approaching traffic
3. Screen upon which messages may be reviewed before being displayed on the sign
The flashing-off time must be adjustable from within the control cabinet.
12-3.32C Construction
Place a PCMS as far from the traveled way as practicable where it is legible to approaching traffic without
encroaching on the traveled way.Where the vertical roadway curvature restricts the sight distance of
approaching traffic, place the sign on or before the crest of the curvature where it is most visible to the
approaching traffic.Where the horizontal roadway curvature restricts the sight distance of approaching
traffic, place the sign at or before the curve where it is most visible to approaching traffic.Where
practicable, place the sign behind guardrail or Type K temporary railing.
Make a taper consisting of 9 traffic cones placed 25 feet apart to delineate the location of a PCMS except
where the sign is placed behind guardrail or Type K temporary railing.
When in full operation, the bottom of a sign must be at least 7 feet above the roadway in areas where
pedestrians are anticipated and 5 feet above the roadway elsewhere, and the top of the sign must be not
more than 14.5 feet above the roadway.
Operate the PCMS under the manufacturer's instructions.
Keep the PCMS clean to provide maximum visibility.
If multiple signs are needed, place each sign on the same side of the road at least 1,000 feet apart on
freeways and expressways and at least 500 feet apart on other types of highways.
Page 7 of 183
If more than one PCMS is simultaneously visible to traffic, only 1 sign may display a sequential message
at any time. Do not use dynamic message displays, such as animation, rapid flashing, dissolving,
exploding, scrolling, horizontal movement, or vertical movement of messages.The message must be
centered within each line of the display.
You may use an additional PCMS if more than 2 phases are needed to display a message.
Display only messages shown or ordered.
Repeat the entire message continuously in not more than 2 phases of at least 3 seconds per phase. The
sum of the display times for both of the phases must be a maximum of 8 seconds. If more than 2 phases
are needed to display a message, use an additional PCMS.
You must be available by cell phone during activities that require a sign. Be prepared to immediately
change the displayed message if ordered. You may operate the sign with a 24-hour timer control or
remote control if authorized.
After the initial placement, move a sign from location to location as ordered.
When a PCMS is not in use, move it to an area at least 15 feet from the edge of the traveled way or
remove it from the job site away from traffic.
12-3.32D Payment
Not Used
Add between the 1st sentence and 2nd sentences in the 1st paragraph of section 12-4.02A(3)(a):
07-15-16
For a project in District 7, submit the request at least 15 days before the proposed closure date.
Replace section 12-4.02C(2)with:
01-15-16
12-4.02C(2) Lane Closure System
12-4.02C(2)(a) General
The Department provides LCS training. Request the LCS training at least 30 days before submitting the
1 st closure request. The Department provides the training within 15 days after your request.
LCS training is web-based or held at a time and location agreed upon by you and the Engineer. For web-
based training,the Engineer provides you the website address to access the training.
With 5 business days after completion of the training, the Department provides LCS accounts and user
IDs to your assigned,trained representatives.
Each representative must maintain a unique password and current user information in the LCS.
04-15-16
The project is not accessible in LCS after Contract acceptance.
01-15-16
12-4.02C(2)(b) Status Updates for Authorized Closures
Update the status of authorized closures using the LCS Mobile web page.
For a stationary closure, use code:
1. 10-97 immediately before you place the 1st advance warning sign
2. 10-98 immediately after you remove all of the advance warning signs
For a moving closure, use code:
1. 10-97 immediately before the actual start time of the closure
2. 10-98 immediately after the actual end time of the closure
Page 8 of 183
Cancel an authorized closure by using code 10-22 within 2 hours after the authorized start time.
If you are unable to access the LCS Mobile web page, immediately notify the Engineer of the closure's
status.
Replace the 1st sentence in the 3rd paragraph of section 12-6.03Awith:
07-15-16
When the Engineer determines the temporary pavement delineation is no longer required for the direction
of traffic, remove the temporary pavement delineation, including any underlying adhesive for temporary
pavement markers,from the final layer of surfacing and from the pavement to remain in place.
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
13 WATER POLLUTION CONTROL
09-02-16
Replace General Industrial Permit in the 2nd item in the list in the paragraph of section 13-1.01 C(3)
with:
05-06-16
Industrial General Permit
Replace the 2nd paragraph of section 13-1.01 D(2)with:
05-06-16
Discharges from manufacturing facilities, such as batch plants and crushing plants, must comply with the
discharge requirements in the NPDES General Permit for Storm Water Discharges Associated with
Industrial Activities; Order No.2014-0057-DWQ, CAS000001 (Industrial General Permit), issued by the
SWRCB. For the Industrial General Permit, go to the SWRCB website.
Replace General Industrial Permit in the 3rd paragraph of section 13-1.01 D(2)with:
05-06-16
Industrial General Permit
Replace the 2nd paragraph of section 13-3.01 D(2)with:
09-02-16
For a project in the Lake Tahoe Hydrologic Unit, discharges of stormwater from the project must comply
with the NPDES General Permit for General Waste Discharge Requirements and National Pollutant
Discharge Elimination System General Permit for Storm Water Discharges Associated with Construction
Activity in the Lake Tahoe Hydrologic Unit, Counties of Alpine, El Dorado, and Placer, (Order No. R6T-
2016-0010 and NPDES No. CAG616002). You may view the General Permit for the Lake Tahoe
Hydrologic Unit at the Construction Storm Water Program page of the SWRCB website.
Replace the 2nd paragraph of section 13-8.01 D(2)with:
09-02-16
For a project within the Lake Tahoe Hydrologic Unit,the design, installation, operation, and monitoring of
the temporary ATS and monitoring of the treated effluent must comply with Attachment E of the NPDES
General Permit for General Waste Discharge Requirements and National Pollutant Discharge Elimination
System General Permit for Storm Water Discharges Associated with Construction Activity in the Lake
Tahoe Hydrologic Unit, Counties of Alpine, El Dorado, and Placer, (Order No. R6T-2016-0010 and
NPDES No. CAG616002). You may view the General Permit for the Lake Tahoe Hydrologic Unit at the
Construction Storm Water Program page of the SWRCB website.
Page 9 of 183
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
16 TEMPORARY FACILITIES
04-15-16
Add between the 1st and 2nd sentences of section 16-2.03A(1):
04-15-16
Constructing a high-visibility fence includes the installation of any signs specified in the special provisions.
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
DIVISION III EARTHWORK AND LANDSCAPE
20 LANDSCAPE
07-15-16
Replace 86 in the 1st paragraph of section 20-2.01C(2)with:
04-15-16
87
Replace the 8th paragraph of section 20-2.01 C(2)with:
07-15-16
Trenches for irrigation supply lines and conduits 3 inches and larger in diameter must be a minimum of 18
inches below the finished grade, measured to the top of the installed pipe.
Replace 86 in the 1st paragraph of section 20-2.01C(3)with:
04-15-16
87
Replace section 20-2.04A(4)with:
04-15-16
Perform conductors test.The test must comply with the specifications in section 87.
Where the conductors are installed by trenching and backfilling, perform the test after a minimum of 6
inches of backfill material has been placed and compacted over the conductors.
Replace the 1st paragraph of section 20-2.04C(4)with:
04-15-16
Splice low voltage control and neutral conductors under section 87, except do not use Method B.
Replace the 3rd paragraph of section 20-2.05B with:
07-15-16
The impeller must be glass reinforced nylon on a tungsten carbide shaft.
Replace 86 in the 2nd paragraph of section 20-2.06C with:
04-15-16
87
Page 10 of 183
Replace section 20-2.07B(5)with:
04-15-16
20-2.07B(5) PVC Pipe Conduit Sleeve
PVC pipe conduit sleeves must be schedule 40 complying with ASTM D1785.
Fittings must be schedule 80.
Replace section 20-2.07C(3)with:
04-15-16
20-2.07C(3) PVC Pipe Conduit Sleeve
Where PVC pipe conduit sleeves 2 inches or less in outside diameter is installed under surfacing, you
may install by directional boring under section 20-2.07C(2)(b).
For sleeves 2 inches or less in diameter,the top of the conduit must be a minimum of 18 inches below
surfacing.
Extend sleeves 6 inches beyond surfacing. Cap ends of conduit until used.
Replace sections 20-2.0913 and 20-2.09C with:
07-15-16
20-2.0913 Materials
20-2.09B(1) General
Swing joints must match the inlet connection size of the riser.
Where shown, a sprinkler assembly must include a check valve.
Threaded nipples for swing joints and risers must be schedule 80, PVC 1120 or PVC 1220 pipe, and
comply with ASTM D1785. Risers for sprinkler assemblies must be UV resistant.
Fittings for sprinkler assemblies must be injection-molded PVC, schedule 40, and comply with ASTM
D2466.
Flexible hose for sprinkler assemblies must be leak-free, non-rigid and comply with ASTM D2287, cell
Type 6564500.The hose must comply with ASTM D2122 and have the thickness shown in the following
table:
Nominal hose diameter Minimum wall thickness
(inch) (inch)
1/2 0.127
3/4 0.154
1 0.179
Solvent cement and fittings for flexible hose must comply with section 20-2.08B(5).
20-2.09B(2) Pop-Up Sprinkler Assemblies
Each pop-up sprinkler assembly must include a body, nozzle, swing joint, pressure reducing device,
fittings, and sprinkler protector where shown.
20-2.09B(3) Riser Sprinkler Assemblies
Each riser sprinkler assembly must include a body, flexible hose, threaded nipple, nozzle, swing joint
(except for a Type V riser), pressure reducing device,fittings, and riser support where shown.
20-2.09B(4) Tree Well Sprinkler Assemblies
Each tree well sprinkler assembly must include a threaded nipple, nozzle, swing joint,fittings, perforated
drainpipe, and drain grate.
Page 11 of 183
The perforated drainpipe must be commercial-grade, rigid PVC pipe with holes spaced not more than 6
inches on center on 1 side of the pipe.
The drain grate must be a commercially-available, 1-piece, injection-molded grate manufactured from
structural foam polyolefins with UV light inhibitors. Drain grate must be black.
Gravel for filling the drainpipe must be graded such that 100 percent passes the 3/4-inch sieve and 100
percent is retained on the 1/2-inch sieve. The gravel must be clean, washed, dry, and free from clay or
organic material.
20-2.09C Construction
Where shown, install a flow shut-off device under the manufacturer's instructions, unless you use
equipment with a preinstalled flow shut-off device.
Where shown, install a pressure reducing device under the manufacturer's instructions, unless you use
equipment with a preinstalled pressure reducing device.
Install pop-up and riser sprinkler assembly:
1. From 6-1/2 to 8 feet from curbs, dikes, and sidewalks
2. At least 10 feet from paved shoulders
3. At least 3 feet from fences and walls
If sprinkler assembly cannot be installed within these limits, the location will be determined by the
Engineer.
Set sprinkler assembly riser on slopes perpendicular to the plane of the slope.
Replace the paragraph of section 20-2.10B(3)with:
07-15-16
Each check valve must be one of the following:
1. Schedule 80 PVC with a factory setting to withstand a minimum 7-foot head on risers
2. Class 200 PVC if used on a nonpressurized plastic irrigation supply line
3. Internal to the sprinkler body with a factory setting to withstand a minimum 7-foot head
Replace the paragraph of section 20-2.10C(3)with:
07-15-16
Install check valves as necessary to prevent low-head drainage.
Replace the paragraphs of section 20-3.01 B(10)with:
07-15-16
Each plant stake for vines must be nominal 1 by 1 inch and 18 inches long.
Each plant stake for trees must be nominal 2 by 2 inches or nominal 2 inches in diameter and long
enough to keep the tree in an upright position.
Replace the paragraph of section 20-3.01 B(11)with:
07-15-16
Each plant tie for vines must be extruded vinyl-based tape, 1 inch wide and at least 8 mils thick.
Each plant tie for trees must be a (1)minimum 3/4-inch-wide, UV-resistant,flexible vinyl tie complying
with ASTM D412 for tensile and elongation strength, or(2)lock-stitch,woven polypropylene with a
minimum 900 lb tensile strength.
Page 12 of 183
Add between the 7th and 8th paragraphs of section 20-3.02C(3)(b):
07-15-16
Spread the vine shoots and tie them with a plant tie to each stake above the crossing point.
Replace the 8th paragraph of section 20-3.02C(3)(b)with:
07-15-16
Tie trees to the stakes with 2 tree ties, 1 tie to each stake. Each tie must form a figure eight by crossing
the tie between the tree and the stake. Install ties at the lowest position that will support the tree in an
upright position. Install the ties such that they provide trunk flexibility but do not allow the trunk to rub
against the stakes.Wrap each end of the tie 1-1/2 turns around the stake and securely tie or nail it to the
stake.
Replace the 1st paragraph of section 20-5.02C(1)with:
07-15-16
Where edging is used to delineate the limits of inert ground cover or wood mulch areas, install the edging
before installing the inert ground cover or wood mulch.
07-15-16
Delete AND MULCHES in the heading of section 20-5.03.
07-15-16
Delete and mulches in the paragraph of section 20-5.03A(1)(a).
Replace the paragraph of section 20-5.03A(3)(a)with:
07-15-16
Before installing inert ground cover, remove plants and weeds to the ground level.
07-15-16
Delete or mulch at each occurrence in sections 20-5.03A(3)(c)and 20-5.03A(3)(d).
Replace section 20-5.03E with:
07-15-16
20-5.03E Reserved
Replace section 20-5.04 with:
07-15-16
20-5.04 WOOD MULCH
20-5.04A General
20-5.04A(1) Summary
Section 20-5.04 includes specifications for placing wood mulch.
20-5.04A(2) Definitions
Reserved
20-5.04A(3) Submittals
Submit a certificate of compliance for wood mulch.
Submit a 2 cu ft mulch sample with the mulch source shown on the bag. Obtain authorization before
delivering the mulch to the job site.
20-5.04A(4) Quality Assurance
Reserved
Page 13 of 183
20-5.04B Materials
20-5.04B(1) General
Mulch must not contain more than 0.1 percent of deleterious materials such as rocks, glass, plastics,
metals, clods, weeds, weed seeds, coarse objects, sticks larger than the specified particle size, salts,
paint, petroleum products, pesticides or chemical residues harmful to plant or animal life.
20-5.04B(2) Tree Bark Mulch
Tree bark mulch must be derived from cedar, Douglas fir, or redwood species.
The mulch must be ground such that at least 95 percent of the material by volume is less than 2 inches
long in any dimension and no more than 30 percent by volume is less than 1 inch long in any dimension.
20-5.04B(3) Wood Chip Mulch
Wood chip mulch must:
1. Be derived from clean wood
2. Not contain leaves or small twigs
3. Contain at least 95 percent by volume of wood chips with a width and thickness from 1/16 to 3/8 inch
and a length from 1/2 to 3 inches
20-5.04B(4) Shredded Bark Mulch
Shredded bark mulch must:
1. Be derived from trees
2. Be a blend of loose, long, thin wood, or bark pieces
3. Contain at least 95 percent by volume of wood strands with a width and thickness from 1/8 to 1-1/2
inches and a length from 2 to 8 inches
20-5.04B(5) Tree Trimming Mulch
Tree trimming mulch must:
1. Be derived from chipped trees and may contain leaves and small twigs
2. Contain at least 95 percent by volume of material less than 3 inches long for any dimension and not
more than 30 percent by volume of material less than 1 inch long for any dimension
20-5.04B(6)-20-5.04B(11) Reserved
20-5.04C Construction
Before placing wood mulch, remove plants and weeds to the ground level.
Maintain the planned flow lines, slope gradients, and contours of the job site. Grade the subgrade to a
smooth and uniform surface.
Place mulch after the plants have been planted.
Place mulch in the plant basin at the rate described. Mulch must not come in contact with the plant crown
and stem.
Place mulch as shown in areas outside of plant basins to a uniform thickness.
Spread mulch from the outside edge of the plant basin to the adjacent edges of shoulders, paving,
retaining walls, dikes, edging, curbs, sidewalks,walls,fences, and existing plantings. If the plant is 12 feet
or more from the adjacent edges of any of these elements, spread the mulch 6 feet beyond the outside
edge of the plant basin.
Do not place mulch within 4 feet of:
1. Flow line of earthen drainage ditches
2. Edge of paved ditches
3. Drainage flow lines
Page 14 of 183
20-5.04D Payment
The payment quantity for wood mulch is the volume measured in the vehicle at the point of delivery.
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
21 EROSION CONTROL
07-15-16
Add between tube and 12 in the 1st paragraph of section 21-2.02Q:
07-15-16
8 or
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
DIVISION IV SUBASES AND BASES
23 GENERAL
07-15-16
Replace the headings and paragraphs in section 23 with:
07-15-16
23-1 GENERAL
23-1.01 GENERAL
23-1.01A Summary
Section 23 includes general specifications for constructing subbases and bases.
23-1.01B Definitions
Reserved
23-1.01C Submittals
Submit a QC plan for the types of subbases or bases where described.
23-1.01 D Quality Assurance
23-1.01D(1) General
23-1.01D(1)(a) General
Take samples under California Test 125.
23-1.01D(1)(b) Test Result Disputes
You and the Engineer must work together to avoid potential conflicts and to resolve disputes regarding
test result discrepancies. Notify the Engineer within 5 business days of receiving the test result if you
dispute the test result.
If you or the Engineer dispute each other's test results, submit your test results and copies of paperwork
including worksheets used to determine the disputed test results.An independent third party performs
referee testing. Before the independent third party participates in a dispute resolution, it must be qualified
under AASHTO Materials Reference Laboratory program and the Department's Independent Assurance
Program. The independent third party must have no prior direct involvement with this Contract. By mutual
agreement,the independent third party is chosen from:
1. Department laboratory in a district or region not in the district or region the project is located
2. Transportation Laboratory
3. Laboratory not currently employed by you or your material producer
If split acceptance samples are not available,the independent third party uses any available material
representing the disputed material for evaluation.
Page 15 of 183
If the independent third party determines the Department's test results are valid, the Engineer deducts the
independent third party testing costs from payments. If the independent third party determines your test
results are valid,the Department pays the independent third party testing costs.
23-1.01 D(2) Quality Control
23-1.01 D(2)(a) General
Provide a QC manager when the quantity of subbase or base is as shown in the following table:
QC Manager Requirements
Subbase or base Requirement
Stabilized soils d >_20,000
Aggregate subbases cu d >_20,000
Aggregate bases cu yd >_20,000
CTB cu d >_ 10,000
Lean concrete base cu d >_2,000
Rapid strength concrete base cu d >_ 1,000
Lean concrete base rapid setting cu d >_ 1,000
Concrete base cu d >_ 1,000
Treated permeable bases cu d >_2,000
Reclaimed pavements sq d >_ 10,000
Provide a testing laboratory to perform quality control tests. Maintain sampling and testing equipment in
proper working condition.
You are not entitled to compensation for the suspension of work resulting from noncompliance with
quality control requirements, including those identified within the QC plan.
23-1.01D(2)(b) Quality Control Plan
The QC plan must describe the organization and procedures used to:
1. Control the production process
2. Determine if a change to the production process is needed
3. Implement a change
The QC plan must include action and suspension limits and details of corrective action to be taken if any
process is outside of those limits. Suspension limits must not exceed specified acceptance criteria.
The QC plan must describe how test results will be submitted including times for sampling and testing for
each quality characteristic.
23-1.01D(2)(c) Qualifications
Testing laboratories and testing equipment must comply with the Department's Independent Assurance
Program.
Personnel performing sampling and testing must be qualified under the Department's Independent
Assurance Program for the sampling and testing performed.
23-1.01 D(3) Department Acceptance
Reserved
23-1.02 MATERIALS
Not Used
23-1.03 CONSTRUCTION
Not Used
23-1.04 PAYMENT
Not Used
Page 16 of 183
23-2-23-7 RESERVED
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
24 STABILIZED SOILS
07-15-16
Add to section 24-1.01 C(1):
07-15-16
Submit a stabilized soil quality control plan.
Add to section 24-1.01 D(1):
07-15-16
Construct test pads for compaction tests by scraping away material to the depth ordered. If a compaction
test fails, corrective action must include the layers of material already placed above the test pad elevation.
Replace section 24-1.01 D(2)with:
07-15-16
24-1.01 D(2) Quality Control
24-1.01 D(2)(a) General
Reserved
24-1.01D(2)(b) Quality Control Plan
Reserved
24-1.01D(2)(c) Qualifications
Reserved
24-1.01 D(2)(d) Preparing Basement Material
After preparing an area for soil stabilization, verify the surface grades.
24-1.01D(2)(e) Mixing
Except for clods larger than 1 inch, randomly test the adequacy of the mixing with a phenolphthalein pH
indicator solution.
Replace the 1st paragraph of section 24-1.03C with:
07-15-16
The Engineer orders the application rate as pounds of stabilizing agent per square yard of basement
material to be stabilized.
07-15-16
Delete section 24-2.01D(1)(c)
Replace 250 in the 2nd sentence in the 2nd paragraph of section 24-2.01 D(2)(c)with:
07-15-16
500
Page 17 of 183
Add to section 24-2.01 D(2):
07-15-16
24-2.01 D(2)(d) Quality Control Testing
Lime stabilized soil quality control must include testing the quality characteristics at the frequencies
shown in the following table:
QC Testing Frequencies
Quality characteristic Test method Sampling location Minimum frequency
Ground surface temperature -- Each temperature 1 test per 20,000 sq ft,
before adding lime and full depth location minimum 1 per day
ground temperature during
mixing operations
Lime application rate Calibrated Roadway 1 test per 40,000 sq ft,
tray orequal minimum 2 per day
Gradation on mixed material California Roadway 1 per 500 cu yd,
Test 202 minimum 1 per day
Moisture content California Roadway 1 per 500 cu yd on each
Test 226 layer, each day during
mixing and mellowing
periods, minimum 1 per
day
Relative compaction California Roadway 1 per 500 cu yd on each
Test 231 layer, minimum 1 per
day
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
25 AGGREGATE SUBBASES
07-15-16
Replace Reserved in section 25-1.01C with:
07-15-16
Submit an aggregate subbase QC plan.
Replace Reserved in section 25-1.01 D(2)with:
07-15-16
25-1.01 D(2)(a) General
Reserved
25-1.01 D(2)(b) Quality Control Plan
Reserved
25-1.01D(2)(c) Qualifications
Reserved
25-1.01D(2)(d) Quality Control Testing
AS quality control must include testing the quality characteristics at the frequencies shown in the following
table:
Page 18 of 183
QC Testing Frequencies
Quality Test method Sampling location Minimum frequency
characteristic
R-value California Test Stockpiles, 1 test before beginning work and
301 transportation units, every 2000 cu yd thereafter'
windrows,or
roadways
Aggregate California Test Stockpiles,
gradation 202 transportation units,
windrows,or
roadways 1 per 500 cu yd but at least one per
Sand equivalent California Test Stockpiles, day of placement
217 transportation units,
windrows,or
roadways
Relative California Test Roadway 1 per 500 sq yd on each layer
compaction 231
'Additional R-value frequency testing will not be required when the average of 4 consecutive sand
equivalent tests is 4 or more above the specified operating range value.
Add between the 2nd and 3rd paragraphs of section 25-1.01 D(3):
07-15-16
The Engineer takes aggregate subbase samples for R-value, aggregate gradation, and sand equivalent
from any of the following locations:
1. Windrow
2. Roadway
07-15-16
Delete for each noncompliant test result in the 4th paragraph of section 25-1.01 D(3).
07-15-16
Delete a in the 5th paragraph of section 25-1.01 D(3).
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
26 AGGREGATE BASES
07-15-16
Replace Reserved in section 26-1.01 C with:
07-15-16
Submit an aggregate base QC plan.
Replace Reserved in section 26-1.01D(1)with:
07-15-16
Aggregate samples must not be treated with lime, cement, or chemicals before testing for durability index.
Aggregate from untreated reclaimed processed AC, PCC, LCB, or CTB is not considered treated.
Page 19 of 183
Replace Reserved in section 26-1.01D(2)with:
07-15-16
26-1.01 D(2)(a) General
Reserved
26-1.01 D(2)(b) Quality Control Plan
Reserved
26-1.01D(2)(c) Qualifications
Reserved
26-1.01 D(2)(d) Quality Control Testing
AB quality control must include testing the quality characteristics at the frequencies shown in the following
table:
QC Testing Frequencies
Quality characteristic Test method Sampling location Minimum frequency
R-value California Test 301 Stockpiles, 1 test before starting work and
transportation units, every 2,000 cu yd thereafter
windrows,or
roadways
Aggregate gradation California Test 202 Stockpiles, 1 per 500 cu yd but at least
transportation units, one per day of placement
windrows,or
roadways
Sand equivalent California Test 217 Stockpiles,
transportation units,
windrows,or
roadways
Durability indexb California Test 229 Stockpiles, 1 per project
transportation units,
windrows,or
roadways
Relative compaction California Test 231 Roadway 1 per 500 sq yd on each layer
aAdditional R-value frequency testing will not be required when the average of 4 consecutive sand
equivalent tests is 29 or greater for Class 2 AB or 25 or greater for Class 3 AB.
bApplies if section 26-1.02 contains an applicable requirement for durability index
Add between requirements, and and in the 1st paragraph of section 26-1.01 D(3):
07-15-16
durability,
Add between the 2nd and 3rd paragraphs of section 26-1.01 D(3):
07-15-16
The Engineer takes aggregate base samples for R-value, aggregate gradation, sand equivalent, and
durability index from any of the following locations:
1. Windrow
2. Roadway
07-15-16
Delete the 3rd paragraph of section 26-1.01 D(3).
Page 20 of 183
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
27 CEMENT TREATED BASES
07-15-16
Add to section 27-1.01 C:
07-15-16
Submit cement treated base QC plan.
Replace the headings and paragraphs in section 27-1.01 D with:
07-15-16
27-1.01 D Quality Assurance
27-1.01D(1) General
After the CTB has been spread on the subgrade and before initial compaction, the cement content of the
completed mixture of CTB must not vary from the specified cement content by more than 0.6 percent of
the weight of the dry aggregate when tested under California Test 338.
For Class A CTB, compaction is tested under California Test 312 or 231.
The relative compaction of CTB must be at least 95 percent. Each layer of CTB may be tested for
compaction, or all layers may be tested together at the option the Engineer. If all layers are tested
together, you are not relieved of the responsibility to achieve the required compaction in each layer
placed.
27-1.01D(1)(a) Aggregate
When tested under California Test 301, aggregate for Class B CTB must have (1) an R-value of at least
60 before mixing with cement and (2)an R-value of at least 80 when aggregate is mixed with an amount
of cement that does not exceed 2.5 percent by weight of the dry aggregate.
Before sand equivalent testing, aggregate samples must not be treated with lime, cement, or chemicals.
If the aggregate gradation test results,the sand equivalent test results, or both comply with contract
compliance requirements but not operating range requirements, you may continue placing CTB for the
remainder of the work day. Do not place additional CTB until you demonstrate to the Engineer that the
CTB to be placed complies with the operating range requirements.
If the aggregate gradation test results, sand equivalent test results, or both do not comply with contract
compliance requirements, remove the CTB or request a payment deduction. If your request is authorized,
$2.50/cu yd is deducted. If CTB is paid for by weight,the Engineer converts tons to cubic yards for the
purpose of reducing payment for noncompliant CTB left in place.An aggregate gradation and a sand
equivalent test represents up to (1)500 cu yd or(2) 1 day's production if less than 500 cu yd.
27-1.01D(1)(b) Road-Mixed Cement Treated Base Moisture Content
Just before initial compaction the moisture content of the completed mixture must be at least the optimum
moisture content less 1 percent. The moisture content is determined under California Test 226 and
optimum moisture content is determined under California Test 312.
27-1.01D(1)(c) Plant-Mixed Cement Treated Base Moisture Content
At the point of delivery to the work,the moisture content of the completed mixture must be at least the
optimum moisture content less 1 percent.The moisture content is determined under California Test 226
and optimum moisture content under California Test 312.
27-1.01 D(2) Quality Control
27-1.01 D(2)(a) General
Reserved
27-1.01D(2)(b) Quality Control Plan
Reserved
Page 21 of 183
27-1.01 D(2)(c) Qualifications
Reserved
27-1.01 D(2)(d) Quality Control Testing
CTB quality control must include testing the quality characteristics at the frequencies shown in the
following table:
QC Testing Frequencies
Quality characteristic Test method Sampling location Minimum frequency
Aggregate gradation California Test 202 Stockpiles,plant,
modified transportation units, 1 per 500 cu yd but at
windrow, or roadway least one per day of
Sand equivalent California Test 217 Stockpiles,plant, placement
transportation units,
windrow, or roadway
R-value' California Test 301 Stockpiles,plant, 1 test before starting work
transportation units, and every 2000 cu yd
windrows,or roadway thereafterb
Optimum moisture California Test 312 Plant,transportation 1 per day of placement
content units,windrow, or
roadway
Moisture content California Test 226 Roadway 1 per 500 cu yd but at
least one per day of
placement
Cement content California Test 338 Windrows or roadway 1 per 1000 cu yd but at
least one per day of
placement
Relative compaction California Test 312 or Roadway 1 per 2000 sq yd but at
231 least one per day of
placement
Compressive strength° California Test 312 Windrow or roadways 1 per day of placement
R-value is required for Class B CTB only
bAdditional R-value frequency testing will not be required while the average of 4 consecutive sand
equivalent tests is 4 or more above the specified operating range value.
°Compressive strength is required for Class A CTB only when specified
27-1.01 D(3) Department Acceptance
The Department's acceptance testing includes testing the CTB quality characteristics shown in the
following table:
CTB Requirements for Acceptance
Quality characteristic Test method
Aggre ate gradation California Test 202 modified
Sand equivalent California Test 217
R-value' California Test 301
Optimum moisture content California Test 312
Moisture content California Test 226
Cement content California Test 338
Relative compaction California Test 312 or 231
Compressive strength California Test 312
R-value is required for Class B CTB only
bCompressive strength is required for Class A CTB only when specified
The Engineer takes samples for aggregate gradation and sand equivalent from any of the following
locations:
1. Plant
Page 22 of 183
2. Truck
3. Windrow,for road-mixed only
4. Roadbed,for road-mixed only
Add to section 27-1.02:
07-15-16
Water must comply with section 90-1.02D.
Add to section 27-1.03F:
07-15-16
The relative compaction of CTB must be at least 95 percent.
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
28 CONCRETE BASES
07-15-16
Replace the headings and paragraphs in section 28-1.01 D with:
07-15-16
28-1.01 D Quality Assurance
28-1.01D(1) General
Aggregate samples must not be treated with lime, cement, or chemicals before testing for sand
equivalent.
Stop concrete base activities and immediately notify the Engineer whenever:
1. Any QC or QA test result does not comply with the specifications
2. Visual inspection shows a noncompliant concrete base
If concrete base activities are stopped, before resuming activities:
1. Notify the Engineer of the adjustments you will make
2. Remedy or replace the noncompliant concrete base
3. Field qualify or construct a new test strip as specified for the concrete base involved to demonstrate
compliance with the specifications
4. Obtain authorization
28-1.01 D(2) Quality Control
28-1.01 D(2)(a) General
Reserved
28-1.01 D(2)(b) Quality Control Plan
Reserved
28-1.01D(2)(c) Qualifications
Reserved
28-1.01 D(3) Department Acceptance
Reserved
Add to section 28-2.01 C(1):
07-15-16
Submit a lean concrete base QC plan.
Page 23 of 183
Replace the headings and paragraphs in section 28-2.01 D with:
07-15-16
28-2.01 D Quality Assurance
28-2.01D(1) General
28-2.01D(1)(a) General
The molds for compressive strength testing under ASTM C31 or ASTM C192 must be 6 by 12 inches.
If the aggregate gradation test results, sand equivalent test results or both comply with the contract
compliance requirements but not the operating range requirements, you may continue placing LCB for the
remainder of the work day. Do not place additional LCB until you demonstrate the LCB to be placed
complies with the operating range requirements.
28-2.01D(1)(b) Qualifications
Field qualification tests and calculations must be performed by an ACI certified "Concrete Laboratory
Technician, Grade I.
28-2.01D(1)(c) Aggregate Qualification Testing
Qualify the aggregate for each proposed aggregate source and gradation.The qualification tests include
(1)a sand equivalent and (2)an average 7-day compressive strength under ASTM C39 of 3 cylinders
manufactured under ASTM C192 except cure cylinders in molds without lids after initial curing.
For the compressive strength test,the cement content for each cylinder must be 300 Ib/cu yd.The 7-day
average compressive strength must be at least 610 psi.The cement must be Type II portland cement.
LCB must have from 3 to 4 percent air content during aggregate qualification testing.
28-2.0113(1)(d) Field Qualification Testing
Before placing LCB, you must perform field qualification testing and obtain authorization for each mix
design. Retest and obtain authorization for changes to the authorized mix designs.
Notify the Engineer at least 5 business days before field qualification. Perform the field qualification at the
job site or an authorized location.
Field qualification testing includes tests for compressive strength, air content, and penetration or slump.
For compressive strength field qualification testing:
1. Prepare 12 cylinders under ASTM C31 except final cure cylinders in molds without lids from a single
batch.
2. Perform 3 tests; each test consists of determining the average compressive strength of 2 cylinders at
7 days under ASTM C39. The average compressive strength for each test must be at least 530 psi
If you submitted a notice to produce LCB qualifying for a transverse contraction joint waiver, manufacture
additional specimens and test the LCB for compressive strength at 3 days. Prepare the compressive
strength cylinders under ASTM C31 except final cure cylinders in molds without lids at the same time
using the same material and procedures as the 7-day compressive strength cylinders except do not
submit 6 additional test cylinders.The average 3-day compressive strength for each test must be not
more than 500 psi.
28-2.01D(2) Quality Control
28-2.01 D(2)(a) General
Reserved
28-2.01 D(2)(b) Quality Control Manager
Reserved
28-2.01D(2)(c) Quality Control Testing
Test the LCB under the test methods and at the locations and frequencies shown in the following table:
Page 24 of 183
LCB Sampling Location and Testing Frequencies
Quality characteristic Test method Sampling location Minimum sampling and
testing frequency
Sandequivalent ASTM D2419 Source
Aggregate gradation ASTM C136
Air content ASTM C231 1 per 500 cubic yards
Penetration ASTM C360 but at least 1 per day of
Slumpa ASTM C143 Job site production
Compressive strength ASTM C39
Test for either penetration or slump
bPrepare cylinders under ASTM C31 except final cure cylinders in molds without lids.
28-2.01 D(3) Department Acceptance
The Department accepts LCB based on compliance with the requirements shown in the following table:
LCB Requirements for Acceptance
Quality characteristic I Test method Requirement
Compressive strength (min, psi at 7 days) I ASTM C39a 530
Cylinders prepared under ASTM C31 except final cure cylinders in molds without lids.
bA compressive strength test represents up to (1) 1,000 cu yd or(2) 1 day's production if
less than 1,000 cu yd.
Replace section 28-2.01D(4)in item 3 of the 5th paragraph in section 28-2.03D with:
07-15-16
section 28-2.01 D(1)(c)
Replace the 1st paragraph in section 28-2.03F with:
07-15-16
After finishing LCB, cure LCB with pigmented curing compound under section 90-1.03B(3)and 40-1.031.
Apply curing compound:
1. In 2 separate applications
2. Before the atmospheric temperature falls below 40 degrees F
3. At a rate of 1 gal/150 sq ft for the first application
4. At a rate of 1 gal/200 sq ft for the second application
Replace Reserved in section 28-3.01C(3)with:
07-15-16
Submit a rapid strength concrete base QC plan.
Replace the headings and paragraphs in section 28-3.01 D with:
07-15-16
28-3.01 D Quality Assurance
28-3.01D(1) General
28-3.01D(1)(a) General
At the preconstruction meeting be prepared to discuss the project specifications and methods of
performing each item of work. Items discussed must include the processes for:
1. Production
2. Transportation
Page 25 of 183
3. Placement
4. QC plan, if specified in the special provisions
5. Contingency plan
6. QC sampling and testing
7. Acceptance criteria
Beams for modulus of rupture testing must be fabricated and tested under California Test 524. The beams
may be fabricated using an internal vibrator under ASTM C31. For each test, 3 beam must be
fabricated and the test results averaged. No single test represents more than that day's production or 130
cu yd, whichever is less.
For early age testing, beams must be cured so the monitored temperatures in the beams and the test
strip are always within 5 degrees F. The internal temperatures of the RSC base and early age beams
must be monitored and recorded at intervals of at least 5 minutes.Thermocouples or thermistors
connected to strip-chart recorders or digital data loggers must be installed to monitor the temperatures.
Temperature recording devices must be accurate to within ±2 degrees F. Until early age testing is
completed, internal temperatures must be measured at 1 inch from the top, 1 inch from the bottom, and
no closer than 3 inches from any edge.
For other age testing, beams must be cured under California Test 524 except beams must be placed into
sand at a time that is the earlier of either from 5 to 10 times the final set time, or 24 hours.
RSC base must have an opening age modulus of rupture of not less than 400 psi and a 7-day modulus of
rupture of not less than 600 psi.
28-3.01D(1)(b) Preconstruction Meeting
Reserved
28-3.01D(1)(c) Test Strip
Reserved
28-3.01D(2) Quality Control
28-3.01 D(2)(a) General
Reserved
28-3.01D(2)(b) Quality Control Manager
Reserved
28-3.01D(2)(c) Quality Control Testing
Test the rapid strength concrete base under the test methods and at the locations and frequencies shown
in the following table:
Page 26 of 183
Rapid Strength Concrete Base Sampling Location and Testing Frequencies
Quality characteristic Test method Sample Location Minimum testing frequencya
Cleanness value California Test 227 1 per 500 cubic yards but at
Sand equivalent California Test 217 Source least 1 per shift
Aggregate gradation California Test 202
Air content California Test 504 1 per 130 cu yd but at least 1 per
shift
Yield California Test 518 1 per shift
Slump or penetration ASTM C143 or California 1 per 2 hours of placement
Test 533 Job site
Density California Test 518 1 per shift
Aggregate moisture California Test 223 or 1 per shift
meter calibration California Test 226
Modulus of rupture California Test 524 1 per 130 cu yd but at least 1 per
shift
Test at the most frequent interval.
bCheck calibration of the plant moisture meter by comparing moisture meter readings with California Test
223 or California Test 226 test results.
Notify the Engineer at least 2 business days before any sampling and testing. Submit testing results
within 15 minutes of testing completion. Record inspection, sampling, and testing on the forms accepted
with the QC plan and submit them within 48 hours of completion of each day of production and within 24
hours of 7-day modulus of rupture tests.
During the placement of RSC base,fabricate beams and test for the modulus of rupture:
1. At opening age
2. At 7 days after placing the first 30 cu yd
3. At least once every 130 cu yd
4. Within the final truckload
Opening age tests must be performed in the presence of the Engineer.
28-3.01 D(3) Department Acceptance
The Department accepts RSC base based on compliance with the requirements shown in the following
table:
RSC Base Requirements for Acceptance
Quality characteristic I Test method Requirement
Modulus of rupture minpsi at 7 da s California Test 524 600
The Engineer adjust payment for RSC base for the 7-day modulus of rupture as follows:
1. Payment for a base with a modulus of rupture of 600 psi or greater is not adjusted.
2. Payment for a base with a modulus of rupture of less than 600 and greater than or equal to 550 psi is
reduced by 5 percent.
3. Payment for a base with a modulus of rupture of less than 550 and greater than or equal to 500 psi is
reduced by 10 percent.
4. Payment for a base with a modulus of rupture of less than 500 psi is not adjusted and no payment is
made. Remove and replace this base.
Add to section 28-4.01C(1):
07-15-16
Submit a lean concrete base rapid setting QC plan.
Page 27 of 183
Replace the headings and paragraphs in section 28-4.01 D with:
07-15-16
28-4.01 D Quality Assurance
28-4.01D(1) General
28-4.01D(1)(a) General
For compressive strength testing, prepare 6 cylinders under California Test 540. Test cylinders must be 6
by 12 inches.As an alternative to rodding, a vibrator may be used under California Test 524. Test
cylinders under California Test 521 and perform 3 tests with each test consisting of 2 cylinders. The test
result is the average from the 2 cylinders.
28-4.01D(1)(b) Field Qualification
Before placing lean concrete base rapid setting, you must perform field qualification testing and obtain
authorization for each mix design. Retest and obtain authorization for changes to authorized mixed
designs.
Proposed mix designs must be field qualified before you place the base represented by those mix
designs.The technician performing the field test must hold current ACI certification as a Concrete Field
Testing Technician-Grade I.
Notify the Engineer at least 5 days before field qualification. Perform field qualification within the job site
or a location authorized.
Field qualification testing includes compressive strength, air content, and penetration or slump in
compliance with the table titled "Lean Concrete Base Rapid Setting Requirements."
Field qualification must comply with the following:
1. Test for compressive strength at opening age and 7 days of age
2. At opening age, the compressive strength for each test must be at least 180 psi and the average
strength for the 3 tests must be at least 200 psi
3. At 7 days age, the compressive strength for each test must be at least 600 psi and the average
strength for the 3 tests must be at least 725 psi
28-4.01 D(2) Quality Control
28-4.01 D(2)(a) General
Reserved
28-4.01 D(2)(b) Quality Control Manager
Reserved
28-4.01 D(2)(c) Quality Control Testing
Test the base under the test methods and at the locations and frequencies shown in the following table:
LCB Rapid Setting Sampling Location and Testing Frequencies
Quality characteristic Test method Sampling Minimum sampling and testing
location frequency
Sand equivalent ASTM D2419 1 per 500 cu yd, minimum 1 per day
Aggregate gradation ASTM C136 Source of production
Air content ASTM C231
Penetration ASTM C360 Slumps ASTM C143 Job site 1 per 4 hours of placement work, plus Compressive strength California Test 521 one in the last hour of placement work
aTest either penetration or slump
During placement of lean concrete base rapid setting,fabricate cylinders and test compressive strength
for opening age and 7 days. Opening age tests must be performed in the presence of the Engineer.
Page 28 of 183
28-4.01 D(3) Department Acceptance
The Department accepts LCB rapid setting based on compliance with the requirement shown in the
following table:
LCB Rapid Setting Requirements for Acceptance
Quality characteristic Test method Requirement
Compressive strength (min, psi at 7 days) California Test 521 725
'Cylinders made under California Test 540
Replace the 2nd and 3rd paragraphs in section 28-4.03A with:
07-15-16
Concrete paving operations with equipment not supported by the base may start before opening age. Do
not open pavement for traffic before opening age of the LCB rapid setting.
Any other paving operations must start after the final set time of the base. The base must have a
compressive strength of at least 450 psi under California Test 521 before:
1. Placing HMA
2. Placing other base material
3. Operating equipment on the base
Replace Reserved in section 28-5.01C with:
07-15-16
Submit a concrete base QC plan.
Replace the headings and paragraphs in section 28-5.01 D(2)with:
07-15-16
28-5.01 D(2) Quality Control
28-5.01 D(2)(a) General
Reserved
28-5.01 D(2)(b) Quality Control Manager
Reserved
28-5.01D(2)(c) Quality Control Testing
Test the concrete base under the test methods and at the locations and frequencies shown in the
following table:
Page 29 of 183
Concrete Base Sampling Location and Testing Frequencies
Quality characteristic Test method Sample location Minimum testing frequencya
Cleanness value California Test 227 1 per 500 cubic yards but at
Sand equivalent California Test 217 Source least 1 per shift
Aggregate gradation California Test 202
Air content California Test 504 1 per 500 cu yd but at least 1 per
shift
Yield California Test 518 1 per shift
Slump or penetration ASTM C143 or California 1 per 2 hours of placement
Test 533 Job site
Density California Test 518 1 per shift
Aggregate moisture California Test 223 or 1 per shift
meter calibration California Test 226
Modulus of rupture California Test 524 1 per 500 cu yd but at least 1 per
shift
Test at the most frequent interval.
bCheck calibration of the plant moisture meter by comparing moisture meter readings with California Test
223 or California Test 226 test results.
28-5.01 D(3) Department Acceptance
The Department accepts a concrete base based on compliance with the requirements shown in the
following table:
Concrete Base Requirements for Acceptance
Quality characteristic I Test method Requirement
Modulus of rupture min psi at 28 days) California Test 523 570
Acceptance for the modulus of rupture is on a lot basis. The Department provides the molds and
machines for the modulus of rupture acceptance testing. Provide any material and labor the Engineer
may require for the testing.
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
29 TREATED PERMEABLE BASES
07-15-16
Replace the headings and paragraphs in section 29-1.01 with:
07-15-16
29-1.01 GENERAL
29-1.01A Summary
Section 29-1 includes general specifications for constructing treated permeable bases.
29-1.01B Definitions
Reserved
29-1.01C Submittals
Submit a treated permeable base quality control plan.
29-1.01 D Quality Assurance
29-1.01D(1) General
Reserved
Page 30 of 183
29-1.01 D(2) Quality Control
29-1.01 D(2)(a) General
Reserved
29-1.01 D(2)(b) Quality Control Plan
Reserved
29-1.011)(2)(c) Qualifications
Reserved
29-1.01 D(3) Department Acceptance
Reserved
Replace the headings and paragraphs in section 29-2.01 D with:
07-15-16
29-2.01 D Quality Assurance
29-2.011)(1) General
The Engineer determines the asphalt content of the asphalt mixture under California Test 382. The
bitumen ratio, pounds of asphalt per 100 lb of dry aggregate, must not vary more than 0.5 lb of asphalt
above or below the quantity designated by the Engineer. Samples used to determine the bitumen ratio
are obtained from trucks at the plant or from the mat behind the paver before rolling. If the sample is
taken from the mat behind the paver,the bitumen ratio must not be less than the quantity designated by
the Engineer, less 0.7 lb of asphalt per 100 lb of dry aggregate.
29-2.01 D(2) Quality Control
29-2.01 D(2)(a) General
Reserved
29-2.01 D(2)(b) Quality Control Testing
ATPB quality control must include testing the quality characteristics at the frequencies shown in the
following table:
QC Testing Frequencies
Quality characteristic Test method Sampling location Minimum frequency
Gradation California Test Stockpiles or plant 1 for every 4 hours of
202 production but at least one
Per day of placement
Cleanness value California Test Stockpiles or plant 1 for every 4 hours of
227 production but at least one
per day
Percentage of crushed California Test Stockpiles or plant 1 test before production and
particles 205 one every 5,000 cu yd
thereafter
Los Angeles rattler loss at California Test Stockpiles or plant 1 test before production and
500 rev 211 one every 5,000 cu yd
thereafter
Film stripping California Test Plant 1 test before production and
302 one every 5000 cu yd
thereafter
Asphalt content of the California Test Plant,transportation 1 for every 4 hours of
asphalt mixture 382 units,windrows, or production but at least one
roadway per day
Page 31 of 183
29-2.01 D(3) Department Acceptance
The Department accepts ATPB based on aggregate gradation, cleanness value, percent of crushed
particles, Los Angeles rattler,film stripping and asphalt content requirements specified in section 29-2.02
and section 29-2.01 D(1).
The Engineer takes samples for aggregate gradation, cleanness value, percent of crushed particles, Los
Angeles rattler, and film stripping from the plant.
The Engineer takes samples for asphalt content of the asphalt mixture from any of the following locations:
1. Plant
2. Truck
3. Windrow
4. Roadbed
Replace the headings and paragraphs in section 29-3.01 with:
07-15-16
29-3.01 GENERAL
29-3.01A Summary
Section 29-3 includes specifications for constructing cement treated permeable bases.
29-3.01 B Definitions
Reserved
29-3.01C Submittals
Reserved
29-3.01 D Quality Assurance
29-3.01D(1) General
Reserved
29-3.01 D(2) Quality Control
29-3.01 D(2)(a) General
Reserved
29-3.01 D(2)(b) Quality Control Testing
CTPB quality control must include testing the quality characteristics at the frequencies shown in the
following table:
QC Testing Frequencies
Quality characteristic Test method Sampling location Minimum frequency
Gradation California Test Stockpiles or plant 1 for every 4 hours of
202 production but at least one
per daV of placement
Cleanness value California Test Stockpiles or plant 1 for every 4 hours of
227 production but at least one
per day
Los Angeles rattler California Test Stockpiles or plant 1 test before production and
loss at 500 rev 211 one every 5,000 cu yd
thereafter
Soundness California Test Stockpiles or plant 1 test before production and
214 one every 5,000 cu yd
thereafter
Page 32 of 183
29-3.01 D(3) Department Acceptance
The Department accepts CTPB based on aggregate gradation, cleanness value, Los Angeles rattler and
soundness requirements in section 29-3.02.
The Engineer takes samples for aggregate gradation, cleanness value, Los Angeles rattler and
soundness from the plant.
Add to section 29-3.02A:
07-15-16
Water must comply with section 90-1.02D.
Replace 3rd in the 2nd paragraph in section 29-3.03 with:
07-15-16
4th
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
30 RECLAIMED PAVEMENT
07-15-16
Replace section 30-1.01C(2)(c)in the 1st paragraph of section 30-3.01C(2)(c)with:
07-15-16
section 30-1.01 C(3)(c)
Page 33 of 183
Replace the table in section 30-3.02A with:
07-15-16
FDR—Foamed Asphalt Quality Characteristic Requirements
Quality characteristic Test method Requirement
Moisture content before HMA paving California Test 226 < 50% of OMC
Asphalt binder expansion ratio 10
(min, %) Note a
Asphalt binder half-life 12
(seconds,min)
Gradation(%, passing)
Sieve Size:
3 inch California Test 202 100
2 inch 95-100
1-1/2 inch 85-100
Moisture content
Maximum California Test 226 OMC
Minimum OMC-2%
In-place wet density California Test 216 Report only
Ib/cu ft
Relative compaction California Test 231 98
(min, %)
Indirect dry tensile strength (psi)b California Test 371 90%of mix design value
Indirect wet tensile strength (psi)b California Test 371 90%of mix design value
Tensile strength ratio California Test 371 90%of mix design value
(%)
Test at the foaming temperature and percentage of foaming water by dry weight of FDR—foamed
asphalt material designated in the mix design.To test asphalt binder expansion ratio and half-life, use
a pail of known volume and a dipstick calibrated for the pail. From the inspection nozzle on the asphalt
binder spray bar, inject foamed asphalt into the pail without exceeding the pail's capacity.
With the dipstick, immediately measure and record the level of foamed asphalt in the pail. Record the
half-life in seconds from the time the injection of foamed asphalt in the pail is turned off to half the dip
stick reading after peak. Calculate the expansion ratio as the volume of the foamed asphalt upon
injection divided by the volume of the unfoamed asphalt binder.
bFrom material passing the 1-inch sieve, compact 6 specimens under California Test 304, Part 2.
Cure the specimens at 100 °F for 72 hours and allow the specimens to cool to room temperature.
Test 3 specimens for dry tensile strength under California Test 371. Test 3 specimens for wet tensile
strength under California Test 371 after moisture conditioning.
Replace section 30-4.01D(3) in the 2nd paragraph of section 30-4.01D(1)with:
07-15-16
section 30-4.01 D(4)
Replace section 30-4.01D(1)(a) in the table in section 30-4.02Awith:
07-15-16
section 30-4.01 D(2)
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
Page 34 of 183
DIVISION V SURFACINGS AND PAVEMENTS
37 BITUMINOUS SEALS
07-15-16
Replace section 37 with:
07-15-16
37 SEAL COATS
37-1 GENERAL
37-1.01 GENERAL
37-1.01A Summary
Section 37-1 includes general specifications for applying seal coats.
37-1.0113 Definitions
Reserved
37-1.01C Submittals
At least 10 days before the preconstruction meeting submit a list of participants in the preconstruction
meeting. Provide each participant's name, employer,title, and role in the production and placement of the
seal coats.
At least 10 days before starting seal coat activities, submit the names of the authorized laboratories for
quality control testing.
For each delivery of asphalt binder or asphaltic emulsion to the job site, submit a certificate of compliance
and a copy of the specified test results.
For a seal coat that uses crumb rubber modifier, submit a Crumb Rubber Usage Report form monthly and
at the end of project.
37-1.01 D Quality Assurance
37-1.0113(1) General
For aggregate testing, quality control laboratories must be in compliance with the Department's
Independent Assurance Program to be an authorized laboratory. Quality control personnel must be
qualified under the Department's Independent Assurance Program.
For emulsion testing, quality control laboratories must participate in the AASHTO Material's Reference
Laboratory proficiency sample program.
37-1.01D(2) Preconstruction Meeting
Hold a preconstruction meeting within 5 days before start of seal coat work at a mutually agreed time and
place with the Engineer and your:
1. Project superintendent
2. Project foreman
3. Traffic control foreman
Make arrangements for the conference facility. Preconstruction meeting participants must sign an
attendance sheet provided by the Engineer. Be prepared to discuss:
1. Quality control testing
2. Acceptance testing
3. Seal coat placement
4. Proposed application rates for asphaltic emulsion or asphalt binder and aggregate.
5. Training on placement methods
6. Checklist of items for proper placement
7. Unique issues specific to the project, including:
7.1. Weather
7.2. Alignment and geometrics
7.3. Traffic control requirements
Page 35 of 183
7.4. Haul distances
7.5. Presence and absence of shaded areas
7.6. Any other local conditions
8. Contingency plan for material deliveries, equipment breakdowns, and traffic handling
9. Who in the field has authority to adjust application rates and how adjustments will be documented
10. Schedule of sweepings
37-1.02 MATERIALS
Not Used
37-1.03 CONSTRUCTION
37-1.03A General
If seal coat activities affect access to public parking, residential property, or commercial property, post
signs at 100-foot intervals on the affected streets. Signs must display No Parking— Tow Away. Signs
must state the dates and hours parking or access will be restricted. Notify residents, businesses, and
local agencies at least 24 hours before starting activities.The notice must:
1. Describe the work to be performed
2. Detail streets and limits of activities
3. Indicate dates and work hours
4. Be authorized
Asphaltic emulsion or asphalt binder for seal coats may be reheated if necessary. After loading the
asphaltic emulsion or asphalt binder into a truck for transport to the job site, do not heat asphaltic
emulsion above 160 degrees F and asphalt rubber binder above 425 degrees F. During reheating,
circulate or agitate the asphaltic emulsion or asphalt binder to prevent localized overheating.
Except for fog seals, apply quick setting Grade 1 asphaltic emulsions at a temperature from 75 to 130
degrees F and apply quick setting Grade 2 asphaltic emulsions at a temperature from 110 to 185 degrees
F.
You determine the application rates for asphaltic emulsion or asphalt binder and aggregate and the
Engineer authorizes the application rates.
37-1.0313 Equipment
A self-propelled distributor truck for applying asphaltic emulsion or asphalt binder must be equipped with:
1. Pressure-type system with insulated tanks with circulating unit
2. Spray bars:
2.1. With minimum length of 9 feet and full-circulating type
2.2. With full-circulating-type extensions if needed to cover a greater width
2.3. Adjustable to allow positioning at various heights above the surface to be treated
2.4. Operated by levers such that 1 or all valves may be quickly opened or closed in one operation
3. Devices and charts to provide for accurate and rapid determination and control of asphaltic emulsion
or asphalt binder quantities being applied. Include an auxiliary wheel type meter that registers:
3.1. Speed in ft/min
3.2. Trip by count
3.3. Total distance in feet
4. Distribution system:
4.1. Capable of producing a uniform application of asphaltic emulsion or asphalt binder in controlled
quantities ranging from 0.02 to 1 gal/sq yd of surface and at a pressure ranging from 25 to 75
psi
4.2. Pumps that spray asphaltic emulsion or asphalt binder within 0.02 gal/sq yd of the set rate
4.3. With a hose and nozzle for application of asphaltic emulsion to areas inaccessible to the spray
bar
4.4. With pressure gauges and a thermometer for determining temperatures of the asphaltic
emulsion or asphalt binder
Page 36 of 183
You may use cab-controlled valves for the application of asphaltic emulsion or asphalt binder. The valves
controlling the flow from nozzles must act positively to provide a uniform unbroken application of asphaltic
emulsion or asphalt binder.
Maintain distributor and storage tanks at all times to prevent dripping.
37-1.04 PAYMENT
Not Used
37-2 CHIP SEALS
37-2.01 GENERAL
37-2.01A General
37-2.01A(1) Summary
Section 37-2.01 includes general specifications for applying chip seals.
37-2.01A(2) Definitions
Reserved
37-2.01A(3) Submittals
At least 15 days before starting placement of chip seal, submit:
1. Samples for:
1.1. Asphaltic emulsion chip seal,two 1-quart wide mouth plastic containers with screw top lid of
asphaltic emulsion
1.2. Polymer modified asphaltic emulsion chip seal,two 1-quart wide mouth plastic containers with
screw top lid of polymer modified asphaltic emulsion
1.3. Asphalt rubber binder chip seal,two 1-quart cans of base asphalt binder
1.4. Asphalt rubber binder chip seal,five 1-quart cans of asphalt rubber binder
2. Asphaltic emulsion, polymer modified asphaltic emulsion, asphalt binder or asphalt rubber binder data
as follows:
2.1. Supplier and Type/Grade of asphaltic emulsion or asphalt binder
2.2. Type of modifier used including polymer or crumb rubber or both
2.3. Percent of crumb rubber, if used as modifier
2.4. Copy of the specified test results for asphaltic emulsion or asphalt binder
3. 50 lb of uncoated aggregate
4. Aggregate test results for the following:
4.1. Gradation
4.2. Los Angeles Rattler
4.3. Percent of crushed particles
4.4. Flat and elongated particles
4.5. Film stripping
4.6. Cleanness value
4.7. Durability
5. Vialit test results
Submit quality control test results for the quality characteristics within the reporting times allowance after
sampling shown in the following table:
Quality Control Test Result Reporting
Quality characteristic Maximum reporting time allowance
Los Angeles Rattler loss max % 48 hours
Percent of crushed particles min, % 48 hours
Flat and elongated particles max by weight at 3:1, % 48 hours
Film stripping max, % 48 hours
Durability min 48 hours
Gradation(percentage passing) 24 hours
Cleanness value min 24 hours
Asphaltic emulsion spread rate al/sq d 24 hours
Page 37 of 183
Within 3 days after taking asphaltic emulsion or asphalt binder quality control samples, submit the
authorized laboratory's test results.
37-2.01A(4) Quality Assurance
37-2.01A(4)(a) General
Reserved
37-2.01A(4)(b) Quality Control
37-2.01A(4)(b)(i) General
Reserved
37-2.01A(4)(b)(ii) Aggregate
All tests must be performed on uncoated aggregate except for film stripping which must be performed on
precoated aggregate.
For aggregate, the authorized laboratory must perform sampling and testing at the specified frequency
and location for the following quality characteristics:
Aggregate Quality Control Requirements
Quality characteristic Test method Minimum Location of
sampling sampling
and testing
frequency
Los Angeles Rattler loss (max, %) California Test 1 st day of See California
At 100 revolutions 211 production Test 125
At 500 revolutions
Percent of crushed particles
Coarse aggregate(min, %)
One-fractured face 1 st day of See California
Two-fractured faces AASHTO T 335 production Test 125
Fine aggregate(min, %)
(Passing No. 4 sieve and retained on No. 8 sieve)
One fractured face
Flat and elongated particles(max by weight at ASTM D4791 1 st day of See California
3:1, % production Test 125
Film stripping (max, %) California Test 1 st day of See California
302 production Test 125
Durability(min) California Test 1 st day of See California
229 production Test 125
Gradation (% passing) California Test 2 per day See California
202 Test 125
Cleanness value(min) California Test 2 per day See California
227 Test 125
37-2.01A(4)(b)(iii) Chip Seals
For a chip seal,the authorized laboratory must perform sampling and testing at the specified frequency
and location for the following quality characteristics:
Chip Seal Quality Control Requirements
Quality characteristic Test method Minimum sampling Location of
and testing frequency sampling
Asphaltic emulsion binder spread rate California 1 per day per Pavement surface
al/s d Test339 distributor truck
37-2.01A(4)(c) Department Acceptance
Department Acceptance shall not apply to identified areas where the existing surfacing before application
of chip seal, contains defective areas as determined by the Engineer and Contractor.At least 7 days
Page 38 of 183
before starting placement of the chip seal, the Contractor shall submit a written list of existing defective
areas, identifying the lane direction, lane number, starting and ending highway post mile locations, and
defect type. The Engineer must agree on which of the identified areas are defective.
Defective areas are defined as one of the following:
1. Areas with wheel path rutting in excess of 3/8 inch when measured by placing a straightedge 12 feet
long on the finished surface perpendicular to the center line and measuring the vertical distance
between the finished surface and the lower edge of the straightedge
2. Areas exhibiting flushing
For a chip seal, acceptance is based on visual inspection for the following:
1. Uniform surface texture
2. Raveling, which consists of the separation of the aggregate from the asphaltic emulsion or asphalt
binder
3. Flushing, which consists of the occurrence of a film of asphaltic material on the surface of the chip
seal.
4. Streaking,which consists of alternating longitudinal bands of asphaltic emulsion or asphalt binder
without uniform aggregate retention, approximately parallel with the lane line.
Areas of raveling,flushing or streaking that are greater than 0.5 sq ft shall be considered defective and
must be repaired.
Raveling and streaking must be repaired by placing an additional layer of chip seal over the defective
area.
For asphaltic emulsion or asphalt binder, acceptance is based on the Department's sampling and testing
for compliance with the requirements for the quality characteristics specified.
For aggregate, acceptance is based on the Department's sampling and testing for compliance with the
requirements shown in the following table:
Chip Seal Aggregate Acceptance Criteria
Quality characteristic Test method Requirements
Los Angeles Rattler loss (max, %)
At 100 revolutions California Test 211 10
At 500 revolutions 40
Percent of crushed particles: AASHTO T 335
Coarse aggregate(min, %)
One-fractured face 95
Two-fractured faces 90
Fine aggregate(min, %)
(Passing No. 4 sieve and retained on No. 8 sieve)
One fractured face 70
Flat and elongated particles (max by weight at 3:1, %) ASTM D4791 10
Film stripping (max, %) California Test 302 25
Durability(min) California Test 229 52
Gradation (% passing by weight) California Test 202 Aggregate Gradation
table shown under
Materials for the chip
seal ty e specified.
Cleanness value min California Test 227 80
If test results for the aggregate gradation do not comply with specifications, you may remove the chip seal
represented by these tests or request that it remain in place with a payment deduction.The deduction is
$1.75 per ton for the aggregate represented by the test results.
Page 39 of 183
If test results for aggregate cleanness value do not comply with the specifications, you may remove the
chip seal represented by these tests or you may request that the chip seal remain in place with a pay
deduction corresponding to the cleanness value shown in the following table:
Chip Seal Cleanness Value Deductions
Cleanness value Deduction
80 or over None
79 $2.00/ton
77-78 $4.00/ton
75-76 $6.00/ton
If the aggregate cleanness value is less than 75, remove the chip seal.
37-2.01 B Materials
37-2.01B(1) General
Reserved
37-2.01B(2) Asphaltic Emulsions and Asphalt Binders
Reserved
37-2.01 B(3) Aggregate
37-2.01 B(3)(a) General
Aggregate must be broken stone, crushed gravel, or both.
Aggregate must comply with the requirements shown in the following table:
Chip Seal Aggregate Requirements
Quality characteristic Test method Requirements
Los Angeles Rattler loss (max, %)
At 100 revolutions California Test 211 10
At 500 revolutions 40
Percent of crushed particles AASHTO T 335
Coarse aggregate(min, %)
One-fractured face 95
Two-fractured faces 90
Fine aggregate(min, %)
(Passing No. 4 sieve and retained on No. 8 sieve)
One fractured face 70
Flat and elongated particles (max by weight at 3:1, %) ASTM D4791 10
Film stripping (max, %) California Test 302 25
Durability(min) California Test 229 52
Gradation (% passing by weight) California Test 202 Aggregate Gradation
table shown under
Materials for the chip
seal type specified.
Cleanness value(min) California Test 227 80
The authorized laboratory must conduct the Vialit test using the proposed asphaltic emulsion or asphalt
binder and aggregate for compliance with the requirements shown in the following table:
Page 40 of 183
Chip Retention Requirements
Quality characteristic Test method Requirement
Chip retention (%) Vialit test method for aggregate in chip seals,
French chip(Modified)a 95
The asphaltic emulsion or asphalt binder must be within the field placement temperature
range and application rate during specimen preparation. For asphalt binder cure the specimen
for first 2 hours at 100 'F.
37-2.01 B(3)(b) Precoated Aggregate
Precoating of aggregate must be performed at a central mixing plant. The plant must be authorized under
the Department's MPQP.
When precoating aggregate, do not recombine fine materials collected in dust control systems.
Precoated aggregate must be preheated from 260 to 325 degrees F. Coat with any of the asphalts
specified in the table titled "Performance Graded Asphalt Binder" in section 92.The asphalt must be from
0.5 to 1.0 percent by weight of dry aggregate. You determine the exact asphalt rate for precoating of
aggregate.
Do not stockpile precoated aggregate.
37-2.01 C Construction
37-2.01C(1) General
For chip seals on 2-lane, 2-way roadways, place a W8-7(LOOSE GRAVEL)sign and a W 13-1 (35)plaque
at 2,000-foot maximum intervals along each side of the traveled way where aggregate is spread
on a traffic lane and at public roads or streets entering the chip seal area. Place the 1st W8-7 sign in each
direction where traffic first encounters the loose aggregate, regardless of which lane the aggregate is
spread on. A W13-1 (35) plaque is not required where the posted speed limit is less than 40 mph.
For chip seals on freeways, expressways, and multilane conventional highways, place a W8-7, (LOOSE
GRAVEL)sign and a W 13-1 (35)plaque at 2,000-foot maximum intervals along the outside edge of the
traveled way nearest to the lane worked on, at on ramps, and at public roads or streets entering the chip
seal area. Place the 1 st W8-7 sign where the aggregate starts with respect to the direction of travel on
that lane. A W 13-1 (35) plaque is not required where the posted speed limit is less than 40 mph.
Pilot cars must have cellular or radio contact with other pilot cars and personnel in the work zone. The
maximum speed of the pilot cars convoying or controlling traffic through the traffic control zone must be 15
mph on 2-lane,two-way highways and 25 mph on multilane divided and undivided highways. Pilot cars
must only use traffic lanes open to traffic.
On the days that closures are not allowed, you may use a moving closure to maintain the seal coat
surface.The moving closure is only allowed during daylight hours when traffic will be the least
inconvenienced and delayed.The Engineer determines the hours for the moving closure.
Maintain signs in place at each location until the final sweeping of the chip seal surface for that location is
complete. Signs may be set on temporary portable supports with the W 13-1 sign below the W8-7 sign or
on barricades with the W13-1 sign alternating with the W8-7 sign.
Schedule chip seal activities so that the chip seals are placed on both lanes of the traveled way each
work shift.
If traffic is routed over a surface where a chip seal application is intended, the chip seal must not be
applied to more than half the width of the traveled way at a time, and the remaining width must be kept
free of obstructions and open to traffic until the previously applied width is ready for traffic use.
Wherever maintenance sweeping of the chip seal surface is complete, place permanent traffic stripes and
pavement markings within 10 days.
Page 41 of 183
If you fail to place the permanent traffic stripes and pavement markings within the specified time, the
Department withholds 50 percent of the estimated value of the chip seal work completed that has not
received permanent traffic stripes and pavement markings.
37-2.01C(2) Equipment
Equipment for chip seals must include and comply with the following:
1. Aggregate haul trucks must have:
1.1. Tailgate that discharge aggregate
1.2. Device to lock onto the rear aggregate spreader hitch
1.3. Dump bed that will not push down on the spreader when fully raised
1.4. Dump bed that will not spill aggregate on the roadway when transferred to the spreader hopper
1.5. Tarpaulin to cover precoated aggregate when haul distance exceeds 30 minutes or ambient
temperature is less than 65 degrees F
2. Self-propelled aggregate spreaders must have:
2.1. Aggregate hopper in the rear
2.2. Belt conveyor that carries the aggregate to the front
2.3. Spreading hopper capable of providing a uniform aggregate spread rate over the entire width
of the traffic lane in 1 application.
3. Self-propelled power brooms must:
3.1. Not be steel-tined brooms on emulsion chip seals
3.2. Be capable of removing loose aggregate adjacent to barriers that prevent aggregate from
being swept off the roadway, including curbs, gutters, dikes, berms, and railings
4. Pneumatic or foam filled rubber tired rollers must:
4.1. Be an oscillating type at least 4 feet wide
4.2. Be self-propelled and reversible
4.3. Have tires of equal size, diameter, type, and ply
4.4. Carry at least 3,000 Ibs of load on each wheel
4.5 Have tires with an air pressure of 100±5 psi or be foam filled
37-2.01C(3) Surface Preparation
Before applying chip seals, cover manholes, valve and monument covers, grates, or other exposed
facilities located within the area of application, using a plastic or oil resistant construction paper secured
by tape or adhesive to the facility being covered. Reference the covered facilities with enough control
points to relocate the facilities after the application of the chip seal.
Immediately before applying chip seals, clean the surface to receive a chip seal by removing any
extraneous material affecting adhesion of the chip seal with the existing surface and drying. Use self-
propelled power brooms to clean the existing pavement.
37-2.01C(4) Placement
37-2.01 C(4)(a) General
Schedule the operations so that chip seals are placed on both lanes of the traveled way each work shift.
At the end of the work shift,the end of the chip seals on both lanes must generally match.
37-2.01C(4)(b) Applying Asphaltic Emulsions or Asphalt Binders
Prevent spraying on existing pavement not intended for chip seals or on previously applied chip seals
using a material such as building paper. Remove the material after use.
Align longitudinal joints between chip seal applications with designated traffic lanes.
For asphaltic emulsion or asphalt binder, overlap longitudinal joints by not more than 4 inches. You may
overlap longitudinal joints up to 8 inches if authorized.
For areas not accessible to a truck distributor bar apply:
1. Asphaltic emulsions by hand spraying
2. Asphalt binders with a squeegee or other authorized means
Page 42 of 183
You may overlap the asphaltic emulsion or asphalt binder applications before the application of aggregate
at longitudinal joints.
Do not apply the asphaltic emulsion or asphalt binder unless there is sufficient aggregate at the job site to
cover the asphaltic emulsion or asphalt binder.
Discontinue application of asphaltic emulsion or asphalt binder early enough to comply with lane closure
requirements.Apply to 1 lane at a time and cover the lane width entirely in 1 operation.
37-2.01C(4)(c) Spreading Aggregates
37-2.01C(4)(c)(i) General
Prevent vehicles from driving on asphaltic emulsion or asphalt binder before spreading aggregate.
Spread aggregate within 10 percent of your determined rate.
Spread aggregate at a uniform rate over the full lane width in 1 application. Apply to 1 lane at a time.
Sweep excess aggregate at joints before spreading adjacent aggregate.
Operate the spreader at speeds slow enough to prevent aggregate from rolling over after dropping.
If the spreader is not moving, aggregate must not drop. If you stop spreading and aggregate drops,
remove the excess aggregate before resuming activities.
37-2.01C(4)(c)(ii) Precoated Aggregate Application
During transit, cover precoated aggregate with tarpaulins if the ambient air temperature is below 65
degrees F or the haul time exceeds 30 minutes.
When applied, precoated aggregate must be from 225 to 325 degrees F.
37-2.01C(4)(d) Finishing
37-2.01 C(4)(d)(i) General
Remove piles, ridges, or unevenly distributed aggregate. Repair permanent ridges, bumps, streaks or
depressions in the finished surface. Spread additional aggregate and roll if aggregate is picked up by
rollers or vehicles.
Chip seal joints between adjacent applications of a chip seal must be smooth, straight, uniform, and
completely covered.
A coverage is 1 roller movement over the entire width of lane. A pass is 1 roller movement parallel to the
chip seal application in either direction. Overlapping passes are part of the coverage being made and are
not part of a subsequent coverage. Do not start a new coverage until completing the previous coverage.
Before opening to traffic, finish the chip seals in the following sequence:
1. Perform initial rolling consisting of 1 coverage with a pneumatic-tired roller
2. Perform final rolling consisting of 2 coverages with a pneumatic-tired roller
3. Sweep excess aggregate from the roadway and adjacent abutting areas
4. Apply a flush coat if specified
5. Remove covers from the facilities
37-2.01C(4)(d)(ii) Traffic Control With Pilot Car
For 2-lane 2-way roadways under 1-way traffic control, upon completion of final rolling, traffic must be
controlled with pilot cars and routed over the new chip seal for a period of 2 to 4 hours before opening the
lane to traffic not controlled with pilot cars.
For multilane roadways, when traffic is controlled with pilot cars, a maximum of 1 lane in the direction of
travel must be open to traffic. Traffic must be controlled with pilot cars and be routed on the new chip seal
surface of the lane for a minimum of 2 hours after completion of the initial sweeping and before opening
the lane to traffic not controlled with pilot cars. Once traffic controlled with pilot cars is routed over the chip
seal at a particular location, continuous control must be maintained at that location until the chip seal
placement and sweeping on adjacent lanes to receive a chip seal is completed.
Page 43 of 183
37-2.01C(4)(d)(iii) Sweeping
Sweeping must be performed after the chip seal has set and there is no damage or dislodging of
aggregate from the chip seal surface.As a minimum, sweeping is required at the following times:
1. On 2-lane 2-way roadways, from 2 to 4 hours after traffic, controlled with pilot cars, has been routed
on the chip seal
2. On multilane roadways, from 2 to 4 hours after aggregate have been placed
3. In addition to previous sweeping, perform final sweeping immediately before opening any lane to
public traffic, not controlled with pilot cars
37-2.01 C(4)(d)(iv) Excess Aggregate
Dispose of excess aggregate. If ordered, salvaging and stockpiling of excess aggregate is change order
work.
37-2.01C(4)(e) Chip Seal Maintenance
Perform sweeping on the morning following the application of aggregate on any lane that has been open
to traffic not controlled with pilot cars and before starting any other activities.
Chip seal surfaces must be maintained for 4 consecutive days from the day aggregate is applied.
Maintenance must include sweeping to maintain a surface free of loose aggregate and to prevent
formation of corrugations. Sweeping must not dislodge aggregate set in asphaltic emulsion or asphalt
binder.
After 4 consecutive days, excess aggregate must be removed from the paved areas.
37-2.01 D Payment
If there is no bid item for traffic control system, furnishing and using a pilot car is included in the various
items of the work involved in applying the chip seal.
The payment quantity for precoated aggregate is the weight measured after the aggregate is preheated
and precoated with asphalt binder.
If recorded batch weights are printed automatically,the payment quantity for aggregate is the weight
determined from the printed batch weights if:
1. Total weight for the precoated aggregate per batch is printed
2. Total asphalt binder weight per batch is printed
3. Zero tolerance weight is printed before weighing the first batch and after weighing the last batch for
each truckload
4. Time, date, mix number, load number, and truck identification are correlated with a load slip
5. Copy of the recorded batch weights is certified by a licensed weighmaster
37-2.02 ASPHALTIC EMULSION CHIP SEALS
37-2.02A General
37-2.02A(1) Summary
Section 37-2.02 includes specifications for applying asphaltic emulsion chip seals.An asphaltic emulsion
chip seal includes applying an asphaltic emulsion, followed by aggregate, and then a flush coat.
A double asphaltic emulsion chip seal is the application of an asphaltic emulsion followed by aggregate,
applied twice in sequence and then a flush coat.
37-2.02A(2) Definitions
Reserved
37-2.02A(3) Submittals
Immediately after sampling, submit two 1-quart plastic containers of asphaltic emulsion taken in the
presence of the Engineer. Samples must be submitted in insulated shipping container.
Page 44 of 183
37-2.02A(4) Quality Assurance
37-2.02A(4)(a) General
Reserved
37-2.02A(4)(b) Quality Control
37-2.02A(4)(b)(i) General
Reserved
37-2.02A(4)(b)(ii) Asphaltic Emulsions
Circulate asphaltic emulsion in the distributor truck before sampling.Take samples from the distributor
truck at mid load or from a sampling tap or thief. Before taking samples, draw and dispose of 1 gallon. In
the presence of the Engineer,take two 1-quart samples in a plastic container with lined sealed lid for
acceptance testing.
For asphaltic emulsion, the authorized laboratory must perform quality control sampling and testing at the
specified frequency and location for the following quality characteristics:
Asphaltic Emulsion
Quality characteristic Test method Minimum sampling and Sampling location
testing frequency
Saybolt Furol Viscosity, at 25°C
(Saybolt Furol seconds)
Sieve Test(%) AASHTO T 59 Minimum 1 per day per Distributor truck
deliver Storage stability, 1 day(%) delivery truck
Residue by distillation (%)
Particle chargea
Tests on Residue from Distillation Test:
Penetration, 25°C AASHTO T 49
Ductility AASHTO T 51 Minimum 1 per day per Distributor truck
Solubility in trichloroethylene AASHTO T 44 delivery truck
alf the result of the particle charge is inconclusive,the asphaltic emulsion must be tested for pH
under ASTM E70. Grade QS1 h asphaltic emulsion must have a minimum pH of 7.3. Grade CQS1 h
asphaltic emulsion must have a maximum pH of 6.7.
37-2.02A(4)(c) Department Acceptance
Aggregate acceptance is based on the Department's sampling and testing for compliance with the
requirements shown in the following table:
Aggregate Gradation Acceptance Criteria
Quality characteristic Test method Requirement
Gradation (% passing by weight) 3/8" 5/16" 1/4"
Sieve size:
3/4" -- -- --
1/2" 100 -- --
3/8" 85-100 100 100
No.4 California Test 202 0-15 0-50 60-85
No. 8 0-5 0-15 0-25
No. 16 -- 0-5 0-5
No. 30 -- 0-3 0-3
No. 200 0-2 0-2 0-2
37-2.02B Materials
37-2.02B(1) General
Reserved
Page 45 of 183
37-2.02B(2)Asphaltic Emulsions
Reserved
37-2.02B(3)Aggregate
Aggregate gradation for an asphaltic emulsion chip seal must comply with the requirements shown in the
following table:
Asphaltic Emulsion Chip Seal Aggregate Gradation
Quality characteristic Test method Requirement
Gradation (% passing by weight) 3/8" 5/16" 1/4"
Sieve size:
3/4" -- -- --
1/2" 100 -- --
3/8" California Test 85-100 100 100
No.4 202 0-15 0-50 60-85
No. 8 0-5 0-15 0-25
No. 16 -- 0-5 0-5
No. 30 -- 0-3 0-3
No. 200 0-2 0-2 0-2
37-2.02C Construction
37-2.02C(1) General
Reserved
37-2.02C(2) Asphaltic Emulsions
Asphaltic emulsions must be applied within the application rate ranges shown in the following table:
Asphaltic Emulsion Application Rates
Aggregate gradation Application rate range
(gal/sq yd)
3/8" 0.30-0.45
5/16" 0.25-0.35
1/4" 0.20-0.30
For double asphaltic emulsion chip seals,the asphaltic emulsions must be applied within the application
rates shown in the following table:
Asphaltic Emulsion Application Rates
Double chip seals Application rate range
(gal/sq yd)
1 st application 0.30-0.45
2nd application 0.20-0.30
When applied,the temperature of the asphaltic emulsions must be from 130 to 180 degrees F.
Apply asphaltic emulsions when the ambient air temperature is from 65 to 110 degrees F and the
pavement surface temperature is at least 80 degrees F.
Do not apply asphaltic emulsions when weather forecasts predict the ambient air temperature will fall
below 39 degrees F within 24 hours after application.
37-2.02C(3) Spreading Aggregates
Aggregate must be spread within the spread rate ranges shown in the following table:
Page 46 of 183
Aggregate Spread Rates
Aggregate gradation Spread rate range
(lb/sq yd)
3/8" 20-30
5/16" 16-25
1/4" 12-20
For double asphaltic emulsion chip seals, aggregate must be spread within the spread rate ranges shown
in the following table:
Aggregate Spread Rates
Double chip seal Spread rate range
(lb/sq yd)
1 st application 23-30
2nd application 12-20
Remove excess aggregate on the 1st application before the 2nd application of asphaltic emulsion.
You may stockpile aggregate for asphaltic emulsion chip seals if you prevent contamination.Aggregate
must have a damp surface at spreading. If water visibly separates from the aggregate, do not spread.
You may re-dampen aggregate in the delivery vehicle.
Spread aggregate before an asphaltic emulsion sets or breaks.
Do not spread aggregate more than 2,500 feet ahead of the completed initial rolling.
37-2.02D Payment
Not Used
37-2.03 POLYMER MODIFIED ASPHALTIC EMULSION CHIP SEALS
37-2.03A General
37-2.03A(1) Summary
Section 37-2.03 includes specifications for applying polymer modified asphaltic emulsion chip seals. A
polymer modified asphaltic emulsion chip seal includes applying a polymer modified asphaltic emulsion,
followed by aggregate, and then a flush coat.
A double polymer modified asphaltic emulsion chip seal is the application of a polymer modified asphaltic
emulsion followed by aggregate, applied twice in sequence and then a flush coat.
37-2.03A(2) Definitions
Reserved
37-2.03A(3) Submittals
Immediately after sampling, submit two 1-quart cans of polymer modified asphaltic emulsion taken in the
presence of the Engineer. A sample must be submitted in an insulated shipping container.
37-2.03A(4) Quality Assurance
37-2.03A(4)(a) General
Reserved
37-2.03A(4)(b) Quality Control
37-2.03A(4)(b)(i) General
Reserved
37-2.03A(4)(b)(ii) Polymer Modified Asphaltic Emulsions
Circulate polymer modified asphaltic emulsions in the distributor truck before sampling. Take samples
from the distributor truck at mid load or from a sampling tap or thief. Before taking samples, draw and
dispose of 1 gallon. In the presence of the Engineer, take two 1-quart samples for acceptance testing.
Page 47 of 183
For polymer modified asphaltic emulsions,the authorized laboratory must perform quality control
sampling and testing at the specified frequency and location for the following quality characteristics:
Polymer Modified Asphaltic Emulsion
Minimum
Quality characteristic Test method sampling and
testing Sampling
frequency location
Saybolt Furol Viscosity, at 50 °C (Saybolt Furol
seconds
Settlement, 5 days max,
Storage stability test, 1 day max, % AASHTO T 59 Minimum 1 Distributor
Sieve test max, % per day per
Demulsibilit min, % delivery truck truck
Particle charge
Ash content max, % ASTM D3723
Residue by evaporation min, % California Test 331
Tests on residue from evaporation test:
Penetration, 25°C AASHTO T 49
Penetration, 4 °C, 200g for 60 seconds AASHTO T 49 Minimum 1 Distributor
Ductility, 25 °C min, mm AASHTO T 51 per day per truck
Torsional recover min, % California Test 332 delivery truck
Ring and Ball Softening Point min, °F) AASHTO T 53
37-2.03A(4)(c) Department Acceptance
Aggregate acceptance is based on the Department's sampling and testing for compliance with the
requirements shown in the following table:
Aggregate Gradation Acceptance Criteria
Quality characteristic Test method Requirement
Gradation (% passing by weight) 3/8" 5/16" 1/4"
Sieve size:
3/4" -- -- --
1/2" 100 -- --
3/8" California Test 85-100 100 100
No.4 202 0-15 0-50 60-85
No. 8 0-5 0-15 0-25
No. 16 -- 0-5 0-5
No. 30 -- 0-3 0-3
No. 200 0-2 0-2 0-2
37-2.03B Materials
37-2.03B(1) General
Reserved
37-2.03B(2) Polymer Modified Asphaltic Emulsions
A polymer modified asphaltic emulsion must include elastomeric polymer.
A polymer modified asphaltic emulsion must be Grade PMRS2, PMRS2h, PMCRS2, or PMCRS2h.
Polymer content in percent by weight does not apply.
A polymer modified asphaltic emulsion must comply with section 94 and the quality characteristic
requirements in the following table:
Page 48 of 183
Polymeric Asphaltic Emulsion
Quality characteristic Test method Requirement
Penetration 4 °C 200q for 60 seconds min AASHTO T 49 6
Ring and Ball Softening Point(min, °F) AASHTO T 53 135
37-2.03B(3) Aggregate
The aggregate gradation for a polymer modified asphaltic emulsion chip seal must comply with the
requirements shown in the following table:
Asphaltic Emulsion Chip Seal Aggregate Gradation
Quality characteristic Test method Requirement
Gradation (% passing
by weight) 3/8" 5/16" 1/4"
Sieve Size
3/4" -- -- --
1/2" 100 -- --
California Test
3/8" 85-100 100 100
No.4 202 0-15 0-50 60-85
No. 8 0-5 0-15 0-25
No. 16 -- 0-5 0-5
No. 30 -- 0-3 0-3
No. 200 0-2 0-2 0-2
37-2.03C Construction
Polymer modified asphaltic emulsions must be applied within the application rate ranges shown in the
following table:
Polymer Modified Asphaltic Emulsion Application Rates
Aggregate gradation Application rate range
(gal/sq yd)
3/8" 0.30-0.45
5/16" 0.25-0.35
1/4" 0.20-0.30
For double polymer modified asphaltic emulsion chip seals, polymer modified asphaltic emulsions must
be applied within the application rates shown in the following table:
Polymer Modified Asphaltic Emulsion Application Rates
Double application Application rate range
(gal/sq yd)
1 st application 0.30-0.45
2nd application 0.20-0.30
Apply polymer modified asphaltic emulsions when the ambient air temperature is from 60 to 105 degrees
F and the pavement surface temperature is at least 80 degrees F.
Do not apply polymer modified asphaltic emulsions when weather forecasts predict the ambient air
temperature will fall below 39 degrees F within 24 hours after application.
Aggregate must be spread within the spread rate ranges shown in the following table:
Page 49 of 183
Aggregate Spread Rates
Chip seal type Spread rate range
(lb/sq yd)
3/8" 20-30
5/16" 16-25
1/4" 12-20
For double chip seals, aggregate must be spread within spread rate ranges shown in the following table:
Aggregate Spread Rates
Double application Spread rate range
(lb/sq yd)
1 st application 23-30
2nd application 12-20
Remove excess aggregate on the 1st application before the 2nd application of asphaltic emulsion.
You may stockpile aggregate for the polymer modified asphaltic emulsion chip seals if you prevent
contamination. Aggregate must have damp surfaces at spreading. If water visibly separates from the
aggregate, do not spread.You may redampen aggregate in the delivery vehicle.
Spread aggregate before the polymer modified asphaltic emulsion sets or breaks.
Do not spread aggregate more than 2,500 feet ahead of the completed initial rolling.
37-2.03D Payment
Not Used
37-2.04 ASPHALT RUBBER BINDER CHIP SEALS
37-2.04A General
37-2.04A(1) Summary
Section 37-2.04 includes specifications for applying asphalt rubber binder chip seals.
An asphalt rubber binder chip seal consists of applying asphalt rubber binder followed by heated
aggregate precoated with asphalt binder followed by a flush coat.
37-2.04A(2) Definitions
crumb rubber modifier: Combination of ground or granulated high natural scrap tire crumb rubber and
scrap tire crumb rubber derived from waste tires described in Pub Res Code§42703.
descending viscosity reading: Subsequent viscosity reading at least 5 percent lower than the previous
viscosity reading.
high natural scrap tire crumb rubber: Material containing 40 to 48 percent natural rubber.
scrap tire crumb rubber: Any combination of vehicle tires or tire buffing.
37-2.04A(3) Submittals
At least 5 business days before use, submit the permit issued by the local air district for asphalt rubber
binder field blending equipment and application equipment. If an air quality permit is not required by the
local air district for producing asphalt rubber binder, submit verification from the local air district that an air
quality permit is not required.
For each delivery of asphalt rubber binder ingredients to the job site, submit a certificate of compliance
with a copy of the specified test results.
Submit a certified volume or weight slip for each delivery of asphalt rubber binder ingredients and asphalt
rubber binder.
Submit a SDS for each asphalt rubber binder ingredient and the asphalt rubber binder.
Page 50 of 183
At least 15 days before use, submit:
1. Samples of each asphalt rubber binder ingredient:
1.1. 2 Ibs of scrap tire crumb rubber
1.2. 2 Ibs of high natural scrap tire crumb rubber
1.3. Two 1-quart cans of base asphalt binder
1.4. Two 1-quart cans of asphalt modifier
2. Asphalt rubber binder formulation and data as follows:
2.1. For asphalt modifier, include:
2.1.1. Source of asphalt modifier
2.1.2. Type of asphalt modifier
2.1.3. Percentage of asphalt modifier by weight of asphalt binder
2.1.4. Percentage of combined asphalt binder and asphalt modifier by weight of asphalt
rubber binder
2.1.5. Test results for the specified quality characteristics
2.2. For crumb rubber modifier, include:
2.2.1. Each source and type of scrap tire crumb rubber and high natural scrap tire crumb
rubber
2.2.2. Percentage of scrap tire crumb rubber and high natural scrap tire crumb rubber by
total weight of asphalt rubber binder
2.2.3. Test results for the specified quality characteristics
2.3. For asphalt rubber binder, include minimum reaction time and temperature
Immediately after sampling, submit five 1-quart cans of asphalt rubber binder taken in the presence of the
Engineer. Sample must be submitted in insulated shipping containers.
Submit notification 15 minutes before each viscosity test or submit a schedule of testing times.
Submit the log of asphalt rubber binder descending viscosity test results within 1 business day after
sampling.
Submit asphalt rubber binder quality control viscosity test results within 1 business day after sampling.
37-2.04A(4) Quality Assurance
37-2.04A(4)(a) General
The equipment used in producing asphalt rubber binder and the equipment used in spreading asphalt
rubber binder must be permitted for use or exempted by the local air district.
37-2.04A(4)(b) Quality Control
37-2.04A(4)(b)(i) General
Reserved
37-2.04A(4)(b)(ii) Asphalt Modifiers
For asphalt modifiers, the authorized laboratory must perform quality control sampling and testing at the
specified frequency for the following quality characteristics:
Asphalt Modifier for Asphalt Rubber Binder
Quality characteristic Test method Frequency
Viscosity ASTM D445 1 per shipment
Flash point ASTM D92
Molecular Analysis:
Asphaltenes ASTM D2007 1 per shipment
Aromatics ASTM D2007
37-2.04A(4)(b)(iii) Crumb Rubber Modifiers
Sample and test scrap tire crumb rubber and high natural scrap tire crumb rubber separately.
Perform quality control sampling and testing at the specified frequency for the following quality
characteristics:
Page 51 of 183
Crumb Rubber Modifier
Quality characteristic Test method Frequency
Scrap tire crumb rubber gradation California Test 385 1 per 10,000
High natural scrap tire crumb rubber gradation California Test 385 1 per 3,400 lb
Wire in CRM California Test 385
Fabric in CRM California Test 385
CRM particle length 1 per 10,000 lb
CRM specific gravity California Test 208
Natural rubber content in high natural scrap tire crumb ASTM D297 1 per 3,400 lb
rubber
37-2.04A(4)(b)(iv) Asphalt Rubber Binders
For asphalt rubber binders, the authorized laboratory must perform quality control sampling and testing at
the specified frequency and location for the following quality characteristics:
Asphalt Rubber Binder Quality Control Requirements
Quality characteristic Test method Sampling location Frequency
Descending viscositya at 375°F (Pa-s ASTM D7741 Reaction vessel 1 per lot"
x10
Viscosity at 375'F (Pa-s x 10 ) ASTM D7741 Distribution truck 15 minutes before
use per lot
Cone penetration at 25'C (0.10 mm) ASTM D217
Resilience at 25 °C(% rebound) ASTM D5329 Distribution truck 1 per loth
Softening point('C) ASTM D36
aStart taking viscosity readings at least 45 minutes after adding crumb rubber modifier and continue
taking viscosity readings every 30 minutes until 2 consecutive descending viscosity readings have
been obtained and the final viscosity complies with the specification requirement.
bA lot is defined in the MPQP.
Retain samples from each lot.Test samples for cone penetration, resilience, and softening point for the
first 3 lots and if all 3 lots pass, the testing frequency may be reduced to once for every 3 lots.
If QC test results indicate that the asphalt rubber binder does not comply with the specifications,take
corrective action and notify the Engineer.
37-2.04A(4)(c) Department Acceptance
37-2.04A(4)(c)(i) General
Reserved
37-2.04A(4)(c)(ii) Asphalt Modifiers
The Department accepts asphalt modifier based on compliance with the requirements shown in the
following table:
Asphalt Modifier for Asphalt Rubber Binder
Quality characteristic Test method Requirement
Viscosity at 100 'C (m /s x 10 ) ASTM D445 X ±3a
Flash point(min, °C) ASTM D92 207
Molecular Analysis:
Asphaltenes(max, % by mass) ASTM D2007 0.1
Aromatics(min, % by mass) ASTM D2007 55
'The symbol "X" is the asphalt modifier viscosity.
37-2.04A(4)(c)(iii) Crumb Rubber Modifiers
Scrap tire CRM and high natural CRM are sampled and tested separately.
Page 52 of 183
The Department accepts scrap tire CRM and high natural CRM based on compliance with the
requirements shown in the following table:
Crumb Rubber Modifier for Asphalt Rubber Binder
Quality characteristic Test method Requirement
Wire in CRM max % California Test 385 0.01
Fabric in CRM max, % California Test 385 0.05
CRM particle length max, in -- 3/16
CRM specific gravity California Test 208 1.1-1.2
Natural rubber content in high natural CRM % ASTM D297 40.0-48.0
The Department accepts CRM gradation based on the requirements shown in the following table:
Crumb Rubber Modifier Gradation Requirements
Quality characteristic Test Requirement
method
Gradation (% passing by weight) Scrap tire crumb rubber High natural scrap tire
Sieve size: crumb rubber
Operating Contract Operating Contract
range compliance range compliance
No. 110 California 95-0 0 100 90-100 100 100
No. 16 Test 385 35-85 32-88 92-100 85-100
No. 30 2-25 1-30 25-95 20-98
No. 50 0-10 0-15 6-35 2-40
No. 100 0-5 0-10 0-7 0-10
No. 200 0-2 0-5 0-3 0-5
If a test result for CRM gradation does not comply with the specifications, the Department deducts the
corresponding amount for each gradation test as shown in the following table:
Material Gradation test resulta Deduction
Scrap tire crumb rubber Operating range <TR<Contract compliance $250
Scrap tire crumb rubber TR>Contract compliance $1,100
High natural scrap tire crumb rubber Operating range <TR<Contract compliance $250
High natural scrap tire crumb rubber TR>Contract compliance $600
aTest Result=TR
Each gradation test for scrap tire crumb rubber represents 10,000 lb or the quantity used in that day's
production, whichever is less.
Each gradation test for high natural scrap tire crumb rubber represents 3,400 lb or the quantity used in
that day's production, whichever is less.
37-2.04A(4)(c)(iv) Asphalt Rubber Binders
For Department acceptance testing,take a sample of asphalt rubber binder in the Engineer's presence
every 5 lots or once a day, whichever is greater. Each sample must be in five 1-quart cans with an open
top and friction lid.
For an asphalt rubber binder, acceptance is based on the Department's sampling and testing for
compliance with the requirements shown in the following table:
Page 53 of 183
Asphalt Rubber Binder
Quality characteristic Test method Requirement
Cone enetration at 25°C 0.10 mm ASTM D217 25-60
Resilience at 25°C % rebound ASTM D5329 18-50
Softeninq point(°C) ASTM D36 55-88
Viscosity at 375 °F Pa•s x 10-3 a ASTM D7741 1 500-2 500
aPrepare sample for viscosity test under California Test 388.
37-2.04A(4)(c)(v) Precoated Aggregate
The Department accepts precoated aggregate based on compliance with the requirements shown in the
following table:
Precoated Aggregate Gradation Acceptance Criteria
Quality Characteristic Test method Requirement
1/2"gradation (% passing by weight) California Test 202
Sieve size:
3/4" 100
1/2" 85-90
3/8" 0-30
No.4 0-5
No. 8 --
No. 200 0-1
3/8"gradation (% passing by weight) California Test 202
Sieve size:
3/4" 100
1/2" 95-100
3/8" 70-85
No.4 0-15
No. 8 0-5
No. 200 0-1
37-2.04B Materials
37-2.04B(1) General
Reserved
37-2.04B(2) Asphalt Binders
Asphalt binder used as the base binder for asphalt rubber binder must comply with the specifications for
asphalt binder. Do not modify asphalt binder with polymer.
37-2.04B(3) Asphalt Modifiers
An asphalt modifier must be a resinous, high flash point, and aromatic hydrocarbon.An asphalt modifier
must comply with the requirements shown in the following table:
Asphalt Modifier for Asphalt Rubber Binder
Quality characteristic Test method Requirement
Viscosity at 100 °C (m /s x 10 ) ASTM D445 X ±3a
Flash point min, CL.O.C., °C ASTM D92 207
Molecular analysis:
Asphaltenes by mass max, % ASTM D2007 0.1
Aromatics by mass (min, %) ASTM D2007 55
aXdenotes the proposed asphalt modifier viscosity from 19 to 36. A change in X requires a new
asphalt rubber binder submittal.
37-2.04B(4) Crumb Rubber Modifiers
The CRM to be used must be on the Authorized Materials List for crumb rubber modifier.
Page 54 of 183
The CRM must be ground or granulated at ambient temperature.
Scrap tire crumb rubber and high natural scrap tire crumb rubber must be delivered to the asphalt rubber
binder production site in separate bags.
Steel and fiber must be separated. If steel and fiber are cryogenically separated, it must occur before
grinding and granulating. Cryogenically-produced CRM particles must be large enough to be ground or
granulated.
The CRM must be dry,free-flowing particles that do not stick together.A maximum of 3 percent calcium
carbonate or talc by weight of CRM may be added. The CRM must not cause foaming when combined
with the asphalt binder and asphalt modifier.
The CRM must comply with the requirements shown in the following table:
Crumb Rubber Modifier for Asphalt Rubber Binder
Quality characteristic Test method Requirement
Wire in CRM max % California Test 385 0.01
Fabric in CRM (max, %) California Test 385 0.05
CRM particle length (max, in) -- 3/16
CRM specific gravity California Test 208 1.1-1.2
The CRM must comply with the requirements shown in the following table:
Crumb Rubber Modifier Requirements
Requirement
Quality characteristic Test method Scrap tire crumb rubber High natural scrap tire
crumb rubber
Acetone extract % 6.0-16.0 4.0-16.0
Rubber hydrocarbon min, % 42.0-65.0 50.0
Natural rubber content % ASTM D297 22.0-39.0 40.0-48.0
Carbon black content % 28.0-38.0 --
Ash content(max, %) 8.0 --
Scrap tire crumb rubber gradation must comply with the gradation requirements shown in the following
table:
Scrap Tire Crumb Rubber Gradation
Quality characteristic Test Requirement
method
Gradation (% passing by Gradation limit Operating range Contract
weight) compliance
Sieve size:
No. 8 100 100 100
No. 10 California 98-100 95-100 90-100
No. 16 Test 385 45-75 35-85 32-88
No. 30 2-20 2-25 1-30
No. 50 0-6 0-10 0-15
No. 100 0-2 0-5 0-10
No. 200 0 0-2 0-5
High natural scrap tire crumb rubber gradation must comply with the gradation requirements shown in the
following table:
Page 55 of 183
Hi h Natural Scrap Tire Crumb Rubber Gradation
Quality characteristic Test Requirement
method
Gradation (% passing by Gradation limit Operating range Contract
weight) compliance
Sieve size:
No. 10 100 100 100
No. 16 California 95-100 92-100 85-100
No. 30 Test385 35-85 25-95 20-98
No. 50 10-30 6-35 2-40
No. 100 0-4 0-7 0-10
No. 200 0-1 0-3 0-5
37-2.04B(5) Asphalt Rubber Binders
An asphalt rubber binder must be a combination of:
1. Asphalt binder
2. Asphalt modifier
3. Crumb rubber modifier
Asphalt rubber binder blending equipment must be authorized under the Department's MPQP.
The blending equipment must allow the determination of weight percentages of each asphalt rubber
binder ingredient.
An asphalt rubber binder must be 79± 1 percent by weight asphalt binder and 21 ± 1 percent by weight of
CRM. The minimum percentage of CRM must be 20.0 percent and lower values must not be rounded up.
The CRM must be 75±2 percent by weight scrap tire crumb rubber and 25±2 percent by weight high
natural scrap tire crumb rubber.
An asphalt modifier and asphalt binder must be blended at the production site.An asphalt modifier must
be from 2.5 to 6.0 percent by weight of the asphalt binder in the asphalt rubber binder. The asphalt rubber
binder supplier determines the exact percentage.
If blended before adding CRM,the asphalt binder must be from 375 to 440 degrees F when an asphalt
modifier is added and the mixture must circulate for at least 20 minutes. An asphalt binder, asphalt
modifier, and CRM may be proportioned and combined simultaneously.
The blend of an asphalt binder and an asphalt modifier must be combined with the CRM at the asphalt
rubber binder production site. The asphalt binder and asphalt modifier blend must be from 375 to 440
degrees F when the CRM is added. Combined ingredients must be allowed to react at least 45 minutes at
temperatures from 375 to 425 degrees F except the temperature must be at least 10 degrees F below the
flash point of the asphalt rubber binder.
After reacting, the asphalt rubber binder must comply with the requirements shown in the following table:
Asphalt Rubber Binder
Quality characteristic Test method Requirement
Cone penetration at 25°C 0.10 mm ASTM D217 25-60
Resilience at 25°C(% rebound) ASTM D5329 18-50
Softening point(°C) ASTM D36 55-88
Viscosity at 375 OF (Pa-s x 107)a ASTM D7741 1,500-2,500
aPrepare sample for viscosity test under California Test 388.
Maintain asphalt rubber binder at a temperature from 375 to 415 degrees F.
Page 56 of 183
Stop heating unused asphalt rubber binder 4 hours after the 45-minute reaction period. Reheating asphalt
rubber binder that cools below 375 degrees F is a reheat cycle. Do not exceed 2 reheat cycles. If
reheating,the asphalt rubber binder must be from 375 to 415 degrees F before use.
During reheating, you may add CRM. The CRM must not exceed 10 percent by weight of the asphalt
rubber binder. Allow added CRM to react for at least 45 minutes. Reheated asphalt rubber binder must
comply with the specifications for asphalt rubber binder.
37-2.04B(6) Precoated Aggregate
Before precoating with asphalt binder, aggregate for an asphalt rubber binder chip seal must comply with
the gradation requirements shown in the following table:
Asphalt Rubber Binder Chip Seal Aggregate Gradation
Quality characteristic Test method Requirement
Gradation (% passing by weight) 1/2" 3/8"
Sieve size:
3/4" 100 100
1/2" California Test 85-90 95-100
3/8" 202 0-30 70-85
No.4 0-5 0-15
No. 8 -- 0-5
No. 200 0-1 0-1
37-2.04C Construction
37-2.04C(1) General
Reserved
37-2.04C(2) Equipment
Distributor trucks must be equipped with:
1. Mixing and heating unit
2. Observation platform on the rear of the truck for an observer on the platform to see the nozzles and
unplug them if needed
37-2.04C(3) Asphalt Rubber Binder Application
Apply the asphalt rubber binder when the ambient temperature is from 60 to 105 degrees F and the
pavement surface temperature is at least 55 degrees F.
Do not apply the asphalt rubber binder unless enough aggregate is available at the job site to cover the
asphalt rubber binder within 2 minutes. Intersections, turn lanes, gore points, and irregular areas must be
covered within 15 minutes.
Do not apply asphalt rubber binder when pavement is damp or during high wind conditions. If authorized,
you may adjust the distributor bar height and distribution speed and use shielding equipment during high
wind conditions.
When applied,the temperature of the asphalt rubber binder must be from 385 to 415 degrees F.
Apply the asphalt rubber binder at a rate from 0.55 to 0.65 gal/sq yd. You may reduce the application rate
by 0.050 gal/sq yd in the wheel paths.
37-2.04C(4) Precoated Aggregate Spreading
Spread aggregate at a rate from 28 to 40 Ib/sq yd. Do not spread aggregate more than 200 feet ahead of
the completed initial rolling.
37-2.04C(5) Rolling and Sweeping
Perform initial rolling within 90 seconds of spreading aggregate. If authorized for final rolling, you may use
a steel-wheeled roller weighing from 8 to 10 tons in static mode only.
Page 57 of 183
Perform a final sweeping before Contract acceptance. The final sweeping must not dislodge aggregate.
37-2.04D Payment
Asphalt rubber binder is measured as specified for asphalt binder.
37-2.05 STRESS ABSORBING MEMBRANE INTERLAYERS
37-2.05A General
Section 37-2.05 includes specifications for placing stress absorbing membrane interlayers(SAMI).
Comply with section 37-2.04 except a flush coat is not required.
Traffic must not be allowed on a SAMI.
37-2.05B Materials
For a SAMI, aggregate must comply with the 3/8-inch gradation.
37-2.05C Construction
If a SAMI is overlaid in the same work shift, section 37-2.01 C(4)(e)does not apply.
Final sweeping is not required for a SAMI.
37-2.05D Payment
Not Used
37-2.06 MODIFIED ASPHALT BINDER CHIP SEALS
Reserved
37-2.07 SCRUB SEALS
Reserved
37-3 SLURRY SEALS AND MICRO-SURFACINGS
37-3.01 GENERAL
37-3.01A General
37-3.01A(1) Summary
Section 37-3.01 includes general specifications for applying slurry seals and micro-surfacings.
37-3.01A(2) Definitions
Reserved
37-3.01A(3) Submittals
At least 15 days before starting placement of a slurry seal or micro-surfacing, submit:
1. Samples for:
1.1. Asphaltic emulsion slurry seal, two 1-quart wide mouth plastic containers with screw top lid of
asphaltic emulsion
1.2 Polymer modified asphaltic emulsion slurry seal, two 1-quart wide mouth plastic containers with
screw top lid of polymer modified asphaltic emulsion
1.3. Micro-surfacing, two 1-quart wide mouth plastic containers with screw top lid of micro-surfacing
emulsion
2. Asphaltic emulsion, polymer modified asphaltic emulsion, or micro-surfacing emulsion data as
follows:
2.1. Supplier and Type/Grade of asphaltic emulsion
2.2. Type of modifier polymer for polymer modified asphaltic emulsion or micro-surfacing emulsion
2.3. Copy of the specified test results for asphaltic emulsion, polymer modified asphaltic emulsion,
or micro-surfacing emulsion
3. 50 lb of aggregate
4. Aggregate test results for the followings:
4.1. Gradation
4.2. Los Angeles Rattler
4.3. Percent of crushed particles
Page 58 of 183
4.4 Sand equivalent
4.5 Durability
At least 10 days before starting placement of a slurry seal or micro-surfacing, submit a laboratory report of
test results and the proposed mix design from an authorized laboratory. The authorized laboratory must
sign the laboratory report and mix design.
The report must include:
1. Test results used in the mix design compared with specification requirements
2. Proportions based on the dry weight of aggregate, including ranges,for:
2.1. Aggregate
2.2. Water
2.3. Additives
2.4. Mineral filler
2.5. Slurry seal emulsion or micro-surfacing emulsion residual asphalt content
3. Recommended changes to the proportions based on heating the mixture to 100 degrees F and
mixing for 60 seconds, if atmospheric temperatures during application will be 90 degrees F or above,
for:
3.1. Water
3.2. Additives
3.3. Mineral filler
4. Quantitative moisture effects on the aggregate's unit weight determined under ASTM C29M
If the mix design consists of the same materials covered by a previous laboratory report, you may submit
the previous laboratory report that must include material testing data performed within the previous 12
months for authorization.
If you change any of the materials in the mix design, submit a new mix design and laboratory report at
least 10 days before starting slurry seal or micro-surfacing work.
Submit a certificate of compliance as specified for asphaltic emulsion in section 94-1.01 C with each
shipment of asphaltic emulsion, polymer modified asphaltic emulsion or micro-surfacing emulsion.
Submit quality control test results for the quality characteristics within the reporting times allowance after
sampling shown in the following table:
Quality Control Test Reporting Requirements
Quality characteristic Maximum reporting time
allowance
Los Angeles Rattler loss max, % 2 business days
Percent of crushed particles min, % 2 business days
Durability min 2 business days
Resistance of fine aggregate to
degradation by abrasion in the Micro- 2 business days
Deval Apparatus % loss by weight)
Gradation % passing by weight) 48 hours
Sand equivalent min 48 hours
Moisture content % 48 hours
Within 3 days after taking asphaltic emulsion, polymer modified asphaltic emulsion or micro-surfacing
emulsion quality control samples, submit the authorized laboratory's test results.
37-3.01A(4) Quality Assurance
37-3.01A(4)(a) General
Your authorized laboratory must be able to perform International Slurry Surfacing Association tests and
mix design.
Page 59 of 183
37-3.01A(4)(b) Quality Control
37-3.01A(4)(b)(i) General
Reserved
37-3.01A(4)(b)(ii) Aggregate
For aggregate, the authorized laboratory must perform sampling and testing at the specified frequency
and location for the following quality characteristics:
Aggregate Quality Control
Quality characteristic Test method Minimum Location of
sampling and sampling
testing frequency
Los Angeles Rattler loss (max, %) California Test 211 1 st day of See California
At 500 revolutions roduction Test 125
Percent of crushed particles (min, %) AASHTO T 335 1 st day of See California
roduction Test 125
Sand equivalent(min) California Test 217 1 per working See California
stockpile per day Test 125
Resistance of fine aggregate to ASTM D7428
degradation by abrasion in 1 per working See California
the Micro-Deval Apparatus (% loss stockpile per day Test 125
by weight)
Gradation (% passing by weight) California Test 202 1 per working See California
stockpile per day Test 125
Moisture content,from field stockpile AASHTO T 255a 1 per working See California
(%) stockpile per day Test 125
aTest aggregate moisture at field stockpile every 2 hours if you are unable to maintain the moisture
content to within a maximum daily variation of±0.5 percent.
37-3.01A(4)(b)(iii) Slurry Seals and Micro-surfacings
Reserved
37-3.01A(4)(c) Department Acceptance
Slurry Seal and micro-surfacing acceptance is based on:
1. Visual inspection for the following:
1.1. Uniform surface texture throughout the work limits.
1.2. Marks in the surface:
1.2.1. Up to 4 marks in the completed slurry seal or micro-surfacing surface that are up to 1
inch wide and up to 6 inches long per 1000 square feet of slurry seal or micro-
surfacing placed.
1.2.2. No marks in the completed slurry seal or micro-surfacing surface that are over 1 inch
wide or 6 inches long.
1.3. Excessive raveling consisting of the separation of the aggregate from the asphaltic emulsion,
polymer modified asphaltic emulsion or micro-surfacing emulsion.
1.4. Bleeding consists of the occurrence of a film of asphaltic material on the surface of the slurry
seal or micro-surfacing.
1.5. Delaminating of slurry seal or micro-surfacing from the existing pavement.
1.6. Rutting or wash-boarding.
2. Department's sampling and testing for compliance with the requirements for aggregate shown in the
following table:
Page 60 of 183
Aggregate Gradation Acceptance Criteria
Quality characteristic Test method Requirements
Gradation (% passing by weight)
Sieve Size: Type I Type II Type III
3/8" -- 100 100
No.4 California Test 100 94-100 70-90
No. 8 202 90-100 65-90 45-70
No. 16 60-90 40-70 28-50
No. 30 40-65 25-50 19-34
No. 200 10-20 5-15 5-15
An aggregate gradation test represents 300 tons or 1 day's production, whichever is less.
If test results for aggregate gradation do not comply with the specifications, you may remove the slurry
seal or micro-surfacing represented by the test results or request it remain in place with a payment
deduction. If your request is authorized,the Department deducts:
1. $1.75 per ton of slurry seal for each noncompliant aggregate gradation
2. $2.00 per ton of micro-surfacing for each noncompliant aggregate gradation
37-3.01 B Materials
37-3.0113(1) General
Additional water must not cause separation of the asphaltic emulsion, polymer modified asphaltic
emulsion or micro-surfacing emulsion from the aggregate before placement.
You may use an additive that does not adversely affect the slurry seal or micro-surfacing.
37-3.01 B(2) Aggregate
Aggregate must be rock dust.Aggregate must be free from vegetable matter, deleterious substances,
caked or clay lumps, and oversized particles.
Aggregate for a slurry seal and micro-surfacing must comply with the gradations shown in the following
table:
Aggregate Gradation
Quality characteristic Test method Requirements
Gradation (% passing by weight) Type I Type II Type III
Sieve size:
3/8" -- 100 100
No. 4 California 100 94-100 70-90
No. 8 Test 202 90-100 65-90 45-70
No. 16 60-90 40-70 28-50
No. 30 40-65 25-50 19-34
No. 200 10-20 5-15 5-15
37-3.01C Construction
37-3.01C(1) General
Before applying slurry seals or micro-surfacings, cover manholes, valve and monument covers, grates,
and other exposed facilities located within the area of application using plastic or oil resistant construction
paper secured by tape or adhesive to the facility being covered. Reference the covered facilities with
enough control points to relocate the facilities after application of the slurry seals or micro-surfacings.
37-3.01C(2) Proportioning
Proportion slurry seal and micro-surfacing ingredients in compliance with the authorized mix design.
Page 61 of 183
37-3.01C(3) Mixing and Spreading Equipment
37-3.01C(3)(a) General
Mixing and spreading equipment for slurry seals and micro-surfacings must proportion the asphaltic
emulsions, water, aggregate, and any additives by volume and mix them in continuous pug mill mixers.
Introduce emulsions into the mixer with a positive displacement pump. If you use a variable-rate pump,
the adjusting unit must be sealed in its calibrated position.
Introduce water into the mixer through a meter that measures gallons.
Choose a truck mounted mixer-spreader or continuous self-loading mixer spreader.
37-3.01C(3)(b) Truck Mounted Mixer Spreaders
Truck mounted mixer spreaders must comply with:
1. Rotating and reciprocating equipment must be covered with metal guards.
2. Proportion aggregate using a belt feeder with an adjustable cutoff gate. The Engineer verifies the
height of the gate opening.
3. Belt feeder must have a depth monitor device.The depth monitor device must automatically shut
down power to the belt feeder when the aggregate depth is less than 70 percent of the target depth.
4. Separate monitor device must detect the revolutions of the belt feeder.This device must
automatically shut down power to the belt feeder if it detects no revolutions. If the belt feeder is an
integral part of the equipment's drive chain,the monitor device is not required.
5. Aggregate belt feeder must be connected directly to the drive on the emulsion pump. The aggregate
feeder drive shaft must have a revolution counter reading the nearest 0.10 revolution for micro-
surfacing, and nearest 1 revolution for slurry seal.
6. Emulsion storage must be equipped with a device that automatically shuts down power to the
emulsion pump and aggregate belt feeder when the level of stored emulsion is lowered.To allow for
normal fluctuations, there may be a delay of 3 seconds between detection of low emulsion storage
levels or low aggregate depths and automatic power shut down.
7. Emulsion storage must be located immediately before the emulsion pump.
8. Emulsion storage tank must have a temperature indicator at the pump suction level.The indicator
must be accurate to±5 degrees F.
9. No-flow and revolution warning devices must be in working condition. Low-flow indicators must be
visible while walking alongside the equipment.
37-3.01C(3)(c) Continuous Self-Loading Mixer Spreaders
Continuous self-loading mixer spreaders must be automatically sequenced and self-propelled.The mixing
machine must deliver each material to a double shafted mixer and discharge the mixed material on a
continuous flow basis. The mixing machines must have sufficient storage capacity to maintain a
continuous supply of material to the proportioning controls.The mixing machine operators must have full
control of forward and reverse speeds during placement.
37-3.01 C(3)(d) Spreader Boxes
The spreader boxes used to spread slurry seals and micro-surfacings must be:
1. Capable of spreading the slurry seal or micro-surfacing a minimum of 12 feet wide and preventing the
loss of slurry seal or micro-surfacing.
2. Equipped with flexible rubber belting on each side. The belting must contact the pavement to prevent
the loss of slurry seal or micro-surfacing from the box.
3. Equipped to uniformly apply the slurry seal or micro-surfacing on superelevated sections and
shoulder slopes. Micro-surfacing spreader box must be equipped with reversible motor driven augers.
4. Equipped with a series of strike-off devices at its rear.
4.1. The leading strike off device must be:
4.1.1. Fabricated of a suitable material such as steel or stiff rubber
4.1.2. Designed to maintain close contact with the pavement during spreading
4.1.3. Capable of obtaining the specified thickness
4.1.4. Capable of being adjusted to the various pavement cross sections
4.2. The final strike-off device must be:
4.2.1. Fabricated of flexible material that produces a uniform texture in the finished surface
Page 62 of 183
4.2.2. Cleaned daily and changed if longitudinal scouring occurs in the slurry seal of micro-
surfacing
5. Clean and free of slurry seal or micro-surfacing at the start of each work shift.
37-3.01C(3)(e) Shoulder Equipment
Spread the slurry seal or micro-surfacing on shoulders with a device such as an edge box that forms
clean and straightjoints and edges.
37-3.01C(3)(f) Equipment Calibration
Equipment calibration must comply with the MPQP. Notify the Engineer at least 5 business days before
calibrating.
If the Department authorizes a truck or continuous mixer spreader, its calibration is valid for 6 months
provided you:
1. Use the same truck or continuous mixer spreader verified with a unique identifying number
2. Use the same materials in compliance with the authorized mix design
3. Do not perform any repair or alteration to the proportioning systems
Calibrate the adjustable cut-off gate settings of each truck or continuous mixer spreader on the project to
achieve the correct delivery rate of aggregate and emulsion per revolution of the aggregate feeder under
the MPQP.
Checks must be performed for each aggregate source using an authorized vehicle scale.
Individual checks of the aggregate belt feeder's delivery rate to the pug mill mixer must not vary more
than 2 percent from the average of 3 runs of at least 3 tons each.
Before using a variable-rate emulsion pump,the pump must be calibrated and sealed in the calibrated
condition under the MPQP.
Individual checks of the emulsion pump's delivery rate to the pug mill mixer must not vary more than 2
percent from the average of 3 runs of at least 500 gal each.
37-3.01C(4) Surface Preparation
Immediately before applying slurry seals or micro-surfacings, clean the surface to receive slurry seals or
micro-surfacings by removing any extraneous material affecting adhesion of the slurry seal or micro-
surfacing with the existing surface. Use self-propelled power brooms or other methods such as flushing to
clean the existing pavement.
37-3.01C(5) Placement
37-3.01 C(5)(a) General
If truck-mounted mixer-spreaders are used, keep at least 2 operational spreaders at the job site during
placement.
Spread slurry seals and micro-surfacings uniformly and do not spot, rehandle, or shift the mixture.
However in areas inaccessible to spreading equipment,spread the slurry seal or micro-surfacing mixtures
with hand tools or other authorized methods. If placing with hand tools, lightly dampen the area first.
You may fog the roadway surface with water ahead of the spreader box. The fog spray must be adjusted
for pavement:
1. Temperature
2. Surface texture
3. Dryness
You determine the application rates for slurry seals or micro-surfacings and the Engineer authorizes the
application rates. Spread within 10 percent of authorized rate.
The mixtures must be uniform and homogeneous after spreading, and there must not be separation of the
emulsion and aggregate after setting.
Page 63 of 183
37-3.01C(5)(b) Weather Conditions
Only place slurry seals or micro-surfacings if both the pavement and air temperatures are at least 50
degrees F and rising.The expected high temperature must be at least 65 degrees F within 24 hours after
placement.
Do not place slurry seals or micro-surfacings if rain is imminent or the air temperature is expected to be
below 36 degrees F within 24 hours after placement.
37-3.01C(5)(c) Joints
Transverse and longitudinal joints must be:
1. Uniform
2. Straight
3. Neat in appearance
4. Without material buildup
5. Without uncovered areas
Transverse joints must be butt-type joints.
Prevent double placement at transverse joints over previously placed slurry seals or micro-surfacings.
Place longitudinal joints:
1. On centerlines, lane lines, edge lines, or shoulder lines
2. With overlaps not more than 4 inches
You may request other longitudinal joint patterns if they do not adversely affect the slurry seals or micro-
surfacings.
The maximum difference between the pavement surface and the bottom edge of a 12-foot straightedge
placed perpendicular to the longitudinal joint must be 0.04 foot.
37-3.01C(5)(d) Finished Surfaces
Finished slurry seals or micro-surfacings must be smooth and free of irregularities such as scratch or tear
marks.You may leave up to 4 marks that are up to 1 inch wide and 6 inches long per 75 linear feet of
slurry seal or micro-surfacing placed. Do not leave any marks that are over 1 inch wide or 6 inches long.
37-3.01C(5)(e) Maintenance Sweeping
Sweep the slurry seals or micro-surfacings 24 hours after placement without damaging the slurry seals or
micro-surfacings. For 4 days afterwards,sweep the slurry seals or micro-surfacings daily unless
determined otherwise by the Engineer.
37-3.01 C(5)(f) Repair of Early Distress
The slurry seals or micro-surfacings must not show bleeding, raveling, separation, or other distresses for
15 days after placing. If bleeding, raveling, delaminating, rutting, or wash-boarding occurs after placing
the slurry seals or micro-surfacings, make repairs using an authorized method.
37-3.01 D Payment
Not Used
37-3.02 SLURRY SEALS
37-3.02A General
37-3.02A(1) Summary
Section 37-3.02 includes specifications for applying slurry seals.
Applying a slurry seal consists of spreading a mixture of asphaltic emulsion or polymer modified asphaltic
emulsion, aggregate, additives, and water on a surface or pavement.
37-3.02A(2) Definitions
Reserved
Page 64 of 183
37-3.02A(3) Submittals
Immediately after sampling, submit two 1-quart wide mouth plastic containers of asphaltic emulsion or
polymer modified asphaltic emulsion taken in the presence of the Engineer. Samples must be submitted
in insulated shipping containers.
37-3.02A(4) Quality Assurance
37-3.02A(4)(a) General
Reserved
37-3.02A(4)(b) Quality Control
37-3.02A(4)(b)(i) General
Take samples of asphaltic emulsion and polymer modified asphaltic emulsion from the tank truck at mid
load or from a sampling tap or thief. Before taking samples, draw and dispose of 1 gallon. In the presence
of the Engineer take two 1-quart samples in wide mouth plastic containers with lined, sealed lids for
acceptance testing.
37-3.02A(4)(b)(ii) Asphaltic Emulsion
For asphaltic emulsions,the authorized laboratory must perform quality control sampling and testing at
the specified frequency and location for the following quality characteristics:
Asphaltic Emulsion
Quality characteristic Test method Minimum sampling and Sampling location
testing frequency
Saybolt Furol Viscosity, at 25
°C(Saybolt Furol seconds)
Sieve Test(%) Minimum 1 per day per
Storage stability, 1 day(%) AASHTO T 59 delivery truck Delivery truck
Residue by distillation (%)
Particle charges
Tests on Residue from Distillation Test:
Penetration, 25°C AASHTO T 49
Ductility AASHTO T 51 Minimum 1 per day per Delivery truck
Solubility in tricloroethylene AASHTO T 44 delivery truck
slf the result of the particle charge is inconclusive, the asphaltic emulsion must be tested for pH under
ASTM E70. Grade QS1 h asphaltic emulsion must have a minimum pH of 7.3. Grade CQS1 h asphaltic
emulsion must have a maximum pH of 6.7.
37-3.02A(4)(b)(iii) Polymer Modified Asphaltic Emulsion
For polymer modified asphaltic emulsions,the authorized laboratory must perform quality control
sampling and testing at the specified frequency and location for the following quality characteristics:
Page 65 of 183
Polymer Modified Asphaltic Emulsion
Minimum Sampling
Quality characteristic Test method sampling and Location
testing frequency
Tests on emulsion:
Saybolt Furol Viscosity at 25°C AASHTO T 59
Sa bolt Furol seconds
Sieve test % AASHTO T 59 Minimum 1 per
Storage stabilityafter 1 day % AASHTO T 59 day per delivery Delivery truck
truck
Residue by evaporation min, % California Test 3-'Al
Particle charge AASHTO T 59
Tests on residue by evaporation:
Penetration at 25°C AASHTO T 49
Ductility at 25 °C min, mm AASHTO T 51
Torsional recovery(min, %) California Test 332 Minimum 1 per
Or day per delivery Delivery truck
truck
Polymer content based on residual California Test 401
asphalt min,
37-3.02A(4)(c) Department Acceptance
For a slurry seal asphaltic emulsion and polymer modified asphaltic emulsion, acceptance is based on the
Department's sampling and testing for compliance with the requirements for the quality characteristics
specified.
Aggregate acceptance is based on the Department's sampling and testing for compliance with the
requirements shown in the following table:
Aggregate Acceptance Criteria
Quality characteristic Test method Requirement
Los Angeles Rattler loss (max, %) California Test 211 a
At 500 revolutions 35
Percent of crushed particles (min, %) California Test 205 95
Durability(min) California Test 229 55
Sand equivalent(min)
Type
45
Type II California Test 217 55
Twe 111 60
aCalifornia Test 211 must be performed on the source aggregate before
crushing.
A sand equivalent test represents 300 tons or 1 day's production, whichever is less.
If test results for sand equivalent do not comply with the specifications, you may remove the slurry seal
represented by the test results or request it remain in place with a payment deduction. If your request is
authorized, the Department deducts $1.75 per ton of slurry seal for each noncompliant sand equivalent
test.
37-3.0213 Materials
37-3.02B(1) General
Reserved
37-3.02B(2) Asphaltic Emulsions
An asphaltic emulsion must comply with the requirements in Section 94.The asphaltic emulsion must be
Grade CQS1 h.
Page 66 of 183
37-3.02B(3) Polymer Modified Asphaltic Emulsions
A polymer modified asphaltic emulsion must:
1. Consist of an elastomeric polymer mixed with an asphaltic material uniformly emulsified with water
and an emulsifying or stabilization agent.
2. Use either neoprene polymer or butadiene and styrene copolymer. The polymer must be
homogeneous and milled into the asphaltic emulsion at the colloid mill.
3. Be Grade PMCQS1 h and must comply with the requirements shown in the following table:
Polymer Modified Asphaltic Emulsion Requirements
Quality characteristic Test method Requirement
Tests on emulsion:
Saybolt Furol Viscosity at 25°C (Saybolt Furol AASHTO T 59 15-90
seconds
Sieve test(%) AASHTO T 59 0-0.3
Storage stability after 1 day(%) AASHTO T 59 0-1
Residue by evaporation (min, %) California Test 331 60
Particle charge AASHTO T 59 Positive
Tests on residue by evaporation:
Penetration at 25°C AASHTO T 49 40-90
Ductility at 25 °C(min, mm) AASHTO T 51 400
Torsional recovery(min, %) California Test 332 18
Or
Polymer content based on residual asphalt(min, %) California Test 401 2.5
37-3.02B(4) Aggregate
Aggregate must comply with the quality characteristic requirements shown in the following table:
Aggregate Requirements
Quality characteristic Test method Requirement
Los Angeles Rattler loss (max, %) California Test 211a
At 500 revolutions 35
Percent of crushed particles min, % California Test 205 95
Durability min California Test 229 55
Sand equivalent(min)
Typel
45
Te II California Test 217 55
Yp
Type III 60
aCalifornia Test 211 must be performed on the source aggregate before crushing. The
aggregate supplier must certify that the crushed aggregate being used on the project is
manufactured from the source aggregate complying with the LA rattler requirements.
37-3.02B(5) Slurry Seal Mix Design
The slurry seal mix design, using project source aggregate, an asphaltic emulsion, and set-control agents
if any, must comply with the requirements shown in the following table:
Page 67 of 183
Slurry Seal Mix Design Requirements
Quality characteristic Test method a Requirement
Consistency max mm Technical Bulletin 106 30
Wet stripping Technical Bulletin 114 Pass
Compatibility Technical Bulletin 115 Passb
Cohesion test,within 1 hour(min, kg-mm) Technical Bulletin 139 200
Wet track abrasion (max, g/m2) Technical Bulletin 100 810
Test methods are by the International Slurry Surfacing Association.
bMixing test must pass at the maximum expected air temperature at the job site during placement.
The mix design must have the percent of asphaltic residue, based on percentage by weight of the dry
aggregate,within the ranges shown in the following table:
Slurry seal type Residue range
Type 1 10-16
Type II 7.5-13.5
Type III 6.5-12.0
Determine the exact percentage based on the design asphalt binder content and the asphalt residual
content of the asphaltic emulsion furnished.
37-3.02C Construction
37-3.02C(1) General
Reserved
37-3.02C(2) Proportioning
After proportioning, slurry seal mixtures must be workable.
37-3.02C(3) Mixing and Spreading Equipment
Reserved
37-3.02C(4) Placement
The slurry seal spread rates must be within the ranges shown in the following table:
Slurry Seal Spread Rates
Slurry seal type Application range
(lb of dry aggregate/sq yd)
Type 1 8-12
Type II 10-18
T pe III 20-25
Within 4 hours after placement, slurry seals must be set enough to allow traffic without pilot cars. Protect
slurry seals from damage until it has set and will not adhere or be picked up by vehicle tires. Slurry seals
must not exhibit distress from traffic such as bleeding, raveling, separation or other distresses.
37-3.02D Payment
The payment quantity for slurry seal is the weight determined by combining the weights of the aggregate
and asphaltic emulsion or polymeric asphaltic emulsion.The payment quantity for slurry seal does not
include the weights of the added water and set-control additives.
37-3.03 MICRO-SURFACINGS
37-3.03A General
37-3.03A(1) Summary
Section 37-3.03 includes specifications for applying micro-surfacings.
Page 68 of 183
Applying a micro-surfacing consists of spreading a mixture of a micro-surfacing emulsion,water,
additives, mineral filler, and aggregate on the pavement.
37-3.03A(2) Definitions
Reserved
37-3.03A(3) Submittals
Immediately after sampling, submit two 1-quart wide mouth plastic containers of micro-surfacing emulsion
taken in the presence of the Engineer. Samples must be submitted in insulated shipping container.
37-3.03A(4) Quality Assurance
37-3.03A(4)(a) General
Reserved
37-3.03A(4)(b) Quality Control
37-3.03A(4)(b)(i) General
Reserved
37-3.03A(4)(b)(ii) Micro-surfacing Emulsions
Take samples from the truck tank at mid load from a sampling tap or thief. Before taking samples, draw
and dispose of 1 gallon. In the presence of the Engineer, take two 1-quart wide mouth plastic containers
for acceptance testing.
For a micro-surfacing emulsion, the authorized laboratory must perform quality control sampling and
testing at the specified frequency and location for the quality characteristics shown in the following table:
Micro-Surfacing Emulsion
Minimum sampling Sampling
Quality characteristic Test method and testing location
frequency
Tests on emulsion:
Saybolt Furol Viscosity, at 25°C
Sa bolt Furol seconds AASHTO T 59 Minimum 1 per day Delivery truck
Storage stability, 1 daymax, % a per delivery truck
Sieve test max,
Residue by evaporation (min, %) California Test Minimum 1 per day Delivery truck
331 per delivery truck
Tests on residue from evaporation test:
Penetration at 25°C AASHTO T 49d Minimum 1 per day Delivery truck
Softening point min, °C AASHTO T 53 per delivery truck
aStorage stability test will be run if the storage exceeds 48 hours
37-3.03A(4)(c) Department Acceptance
For micro-surfacing emulsions, acceptance is based on the Department's sampling and testing for
compliance with the requirements shown in the following table:
Page 69 of 183
Micro-surfacing Emulsion Acceptance Criteria
Quality characteristic Test method Requirement
Tests on emulsion:
Saybolt Furol Viscosity at 25'C AASHTO T 59 15-90
Sa bolt Furol seconds
Sieve test(%) AASHTO T 59 0.30
Storage stability, 1 day(max, %) AASHTO T 59 0-1
Settlement', 5 days (max, %) ASTM D244 5
Residue by evaporation (min, %) California Test 331 62
Tests on residue by evaporation:
Penetration at 25°C AASHTO T 49 40-90
Softening point(min,°C) AASHTO T 53 57
'Settlement test on emulsion is not required if used within 48 hours of shipment.
Acceptance of aggregate, except mineral filler, is based on the Department's sampling and testing for
compliance with the requirements shown in the following table:
Aggregate Acceptance Criteria
Quality characteristic Test method Requirement
Los Angeles Rattler loss (max, %) California Test 211'
At 500 revolutions 35
Percent of crushed particles min, % California Test 205 95
Durability min California Test 229 65
Sand equivalent(min) California Test 217
Type 11 65
Type III 1 1 65
'California Test 211 must be performed on the aggregate before crushing. The aggregate
supplier must certify that the crushed aggregate being used on the project is manufactured
from the source aggregate complying with the LA rattler requirements.
An aggregate sand equivalent test represents 300 tons or 1 day's production,whichever is less.
If the test results for aggregate sand equivalent do not comply with the specifications, you may remove
the micro-surfacing represented by the test results or request it remain in place with a payment deduction.
If your request is authorized, the Department deducts$2.00 per ton of micro-surfacing for each
noncompliant aggregate sand equivalent test.
37-3.0313 Materials
37-3.03B(1) General
Reserved
37-3.03B(2) Micro-surfacing Emulsions
A micro-surfacing emulsion must be a homogeneous mixture of asphalt, an elastomeric polymer and an
emulsifier solution.
Add an elastomeric polymer modifier to asphalt or emulsifier solution before emulsification.An
elastomeric polymer solid must be a minimum of 3 percent by weight of the micro-surfacing emulsion's
residual asphalt.
A micro-surfacing emulsion must comply with the requirements shown in the following table:
Page 70 of 183
Micro-surfacing Emulsion Requirements
Quality characteristic Test method Requirement
Tests on emulsion:
Saybolt Furol Viscosity at 25°C (Saybolt Furol AASHTO T 59 15-90
seconds
Sieve test(%) AASHTO T 59 0.30
Storage stability, 1 day(max, %) AASHTO T 59 0-1
Settlementa, 5 days (max, %) ASTM D244 5
Residue by evaporation (min, %) California Test 331 62
Tests on residue by evaporation:
Penetration at 25°C AASHTO T 49 40-90
Softening point(min, °C) AASHTO T 53 57
aSettlement test on emulsion is not required if used within 48 hours of shipment.
37-3.03B(3) Aggregate
Aggregate must comply with the quality characteristic requirements shown in the following table:
Aggregate Requirements
Quality characteristic Test method Requirement
Los Angeles Rattler loss (max, %) California Test 211a
At 500 revolutions 35
Percent of crushed particles (min, %) California Test 205 95
Durability(min) California Test 229 65
Sand equivalent(min) California Test 217
Type I I 65
Type III 1 1 65
aCalifornia Test 211 must be performed on the source aggregate before crushing. The
aggregate supplier must certify that the crushed aggregate being used on the project is
manufactured from the source aggregate complying with the LA rattler requirements.
37-3.03B(4) Mineral Fillers
If a mineral filler is used, it must be type I or type II Portland cement.A mineral filler used during mix
design must be used during production.
37-3.03B(5) Micro-Surfacing Mix Designs
The micro-surfacing mix design must have the material proportion limits shown in the following table:
Micro-surfacing Mix Design Proportion Limits
Material Proportion limits
Micro-surfacing emulsion asphalt residual content(% 5.5-10.5
of dry wei ht of aggregate)
Water and additives As Required
Mineral filler % of dry weight of aggregate) 0-3
The micro-surfacing mix design must comply with the requirements shown in the following table:
Page 71 of 183
Micro-surfacing Mix Design Requirements
Quality characteristics Test method Requirement
Wet cohesion
At 30 minutes (set) (min, kg-cm) Technical Bulletin 139 12
At 60 minutes traffic min, kg-cm) 20
Excess asphalt(max, g/m ) Technical Bulletin 109 540
Wet stripping (min, %) Technical Bulletin 114 90
Wet track abrasion loss
6-day soak(max, g/m2) Technical Bulletin 100 810
Displacement
Lateral (max, %) Technical Bulletin 147A 5
Specific gravity after 1000 cycles of 57 kg 2.10
max
Classification compatibility min, grade points Technical Bulletin 144 AAA, BAA 11
Mix time at 25 °C (min) Technical Bulletin 113 Controllable to 120
seconds
aTest methods are by the International Slurry Surfacing Association.
37-3.03B(6)Tack Coats
If there is a bid item for tack coat, you must coat the pavement surface with an asphaltic emulsion mixed
with additional water before applying a micro-surfacing.The maximum ratio of water to asphaltic emulsion
must be 2 to 1.Apply the tack coat at a rate from 0.08 to 0.15 gal/sq yd. The exact rate must be
authorized.
You determine the grade of slow-setting or quick setting asphaltic emulsion to be used.
37-3.03C Construction
37-3.03C(1) General
Reserved
37-3.03C(2) Proportioning
Field conditions may require adjustments to the proportions within the authorized mix design during
construction.
37-3.03C(3) Mixing and Spreading Equipment
37-3.03C(3)(a) General
Reserved
37-3.03C(3)(b) Scratch Course Boxes
Spread the scratch courses with the same type of spreader box used to spread micro-surfacings except
use an adjustable steel strike-off device instead of a final strike-off device.
37-3.03C(3)(c) Wheel Path Depression Boxes
Each wheel path depression box must have adjustable strike-off device between 5 and 6 feet wide to
regulate depth.The wheel path depression box must also have devices such as hydraulic augers capable
of:
1. Moving the mixed material from the rear to the front of the filling chamber
2. Guiding larger aggregate into the deeper section of the wheel path depression
3. Forcing the finer material towards the outer edges of the spreader box
37-3.03C(4) Test Strips
If micro-surfacing placement will require more than 1 day, you must construct a test strip. The test strip
must be:
1. From 300 to 450 feet long
2. The same as the full production micro-surfacing
3. On 1 of the application courses specified at an authorized location
Page 72 of 183
4. At the same time of day or night the full production micro-surfacing is to be applied
If multiple application courses are specified, you may construct test strips over 2 days or nights.
The Engineer evaluates the test strip after traffic has used it for 12 hours. If the Engineer determines the
mix design or placement procedure is unacceptable, make modifications and construct a new test strip for
the Engineer's evaluation.
37-3.03C(5) Placement
37-3.03C(5)(a) General
Reserved
37-3.03C(5)(b) Repair Wheel Path Depressions
If repairing wheel path depressions is shown in plans,fill wheel path depressions and irregularities with
micro-surfacing material before spreading micro-surfacing. If the depressions are less than 0.04 foot
deep,fill with a scratch course. If the depressions are 0.04 foot deep or more,fill the depressions using a
wheel path depression box.
Spread scratch courses by adjusting the steel strike-off of a scratch course box until it is directly in contact
with the pavement surface.
Spread micro-surfacings with a wheel path depression box leaving a slight crown at the surface. Use
multiple applications to fill depressions more than 0.12 foot deep. Do not apply more than 0.12 foot in a
single application.
Allow traffic to compact each filled wheel path depression for a minimum of 12 hours before placing
additional micro-surfacings.
37-3.03C(5)(c) Micro-surfacing Pavement Surfaces
The micro-surfacing spread rates must be within the ranges shown in the following table:
Micro-surfacing type Application range
(lb of dry aggregate/sq yd)
Tvoe II 10-20
Type Illa 20-32
Type Illb 30-32
Over asphalt concrete pavement
bOver concrete pavement and concrete bridge decks
Within 2 hours after placement, micro-surfacings must be set enough to allow traffic without pilot cars.
Protect the micro-surfacings from damage until it has set and will not adhere or be picked up by vehicle
tires. Micro-surfacings must not exhibit distress from traffic such as bleeding, raveling, separation or other
distresses.
37-3.03D Payment
The payment quantity for micro-surfacing is the weight determined by combining the weights of the
aggregate and micro-surfacing emulsion.The payment quantity for micro-surfacing does not include the
weights of added water, mineral filler, and additives.
37-3.04 RUBBERIZED AND MODIFIED SLURRY SEALS
Reserved
37-4 FOG SEALS AND FLUSH COATS
37-4.01 GENERAL
37-4.01A General
37-4.01A(1) Summary
Section 37-4.01 includes general specifications for applying fog seals and flush coats.
Page 73 of 183
37-4.01A(2) Definitions
Reserved
37-4.01A(3) Submittals
At least 15 days before use, submit:
1. Sample of asphaltic emulsion in two 1-quart plastic container with lined, sealed lid
2. Asphaltic emulsion information and test data as follows:
2.1. Supplier
2.2. Type/Grade of asphalt emulsion
2.3. Copy of the specified test results for asphaltic emulsion
37-4.01 B Materials
Not Used
37-4.01 C Construction
37-4.01C(1) General
Reserved
37-4.01C(2) Weather Conditions
Only place a fog seal or flush coat if both the pavement and ambient temperatures are at least 50
degrees F and rising. Do not place a fog seal or flush coat within 24 hours of rain or within 24 hours of
forecast rain or freezing temperatures.
37-4.01 D Payment
Not Used
37-4.02 FOG SEALS
37-4.02A General
37-4.02A(1) Summary
Section 37-4.02 includes specifications for applying fog seals.
Applying a fog seal includes applying a diluted slow-setting or quick setting asphaltic emulsion.
37-4.02A(2) Definitions
Reserved
37-4.02A(3) Submittals
Immediately after sampling, submit two 1-quart plastic container of asphaltic emulsion taken in the
presence of the Engineer. Samples must be submitted in insulated shipping container.
37-4.02A(4) Quality Assurance
37-4.02A(4)(a) General
Reserved
37-4.02A(4)(b) Quality Control
37-4.02A(4)(b)(i) General
Reserved
37-4.02A(4)(b)(ii) Asphaltic Emulsions
Circulate asphaltic emulsions in the distributor truck before sampling.Take samples from the distributor
truck at mid load or from a sampling tap or thief. Before taking samples, draw and dispose of 1 gallon. In
the presence of the Engineer, take asphalt emulsion sample in two 1-quart plastic container with lined,
sealed lid.
For asphaltic emulsions,the authorized laboratory must perform quality control sampling and testing at
the specified frequency and location for the following quality characteristics:
Page 74 of 183
Asphaltic Emulsion
Quality characteristic Test Method Minimum sampling and Sampling location
testing frequency
Saybolt Furol Viscosity, at
25°C Sa bolt Furl seconds
Sieve Test % AASHTO T 59 Minimum 1 per day per Distributor truck
Storage stability, 1 day % delivery truck
Residue by distillation
Particle charge a
Tests on Residue from Distillation Test:
Penetration, 25°C AASHTO T 49
DuctilityAASHTO T 51 Minimum 1 per day per Distributor truck
Solubilityin tricloroeth lene AASHTO T 44 delivery truck
'if the result of the particle charge is inconclusive,the asphaltic emulsion must be tested for pH under
ASTM E70. Grade QS1 h asphaltic emulsion must have a minimum pH of 7.3. Grade CQS1 h asphaltic
emulsion must have a maximum pH of 6.7.
37-4.02A(4)(b)(iii) Asphaltic Emulsion Spread Rates
For fog seals, the authorized laboratory must perform sampling and testing at the specified frequency and
location for the following quality characteristics:
Fog Seal Quality Control Requirements
Quality characteristic Test method Minimum sampling Location of
and testing frequency sampling
Asphaltic emulsion spread rate California Test 339 2 per day Pavement
al/s d surface
37-4.02A(4)(c) Department Acceptance
Fog seal acceptance is based on:
1. Visual inspection for the following:
1.1. Uniform surface texture throughout the work limits
1.2. Flushing consisting of the occurrence of a film of asphaltic material on the surface
1.4 Streaking consisting of alternating longitudinal bands of asphaltic emulsion approximately
parallel with the lane line
2. The Department's sampling and testing for compliance with the requirements for the quality
characteristics specified in section 94 for asphaltic emulsion
3. Department's sampling and testing for compliance with the requirements for fog seal shown in the
following table:
Fog Seal Acceptance Criteria
Quality Characteristic Test Method Requirement
Asphaltic emulsions read rate al/s d California Test 339 TV± 10%
37-4.02B Materials
You determine the grade of slow-setting or quick setting asphaltic emulsion to be used.
37-4.02C Construction
Apply asphaltic emulsions for fog seals at a residual asphalt rate from 0.02 to 0.06 gal/sq yd.
If additional water is added to the asphaltic emulsions,the resultant mixture must not be more than 1 part
asphaltic emulsion to 1 part water. You determine the dilution rate.
If the fog seals become tacky, sprinkle water as required.
Page 75 of 183
If fog seals and chip seals are on the same project, the joint between the seal coats must be neat and
uniform.
37-4.02D Payment
The Department does not adjust the unit price for an increase or decrease in the asphaltic emulsion
quantity.
37-4.03 FLUSH COATS
37-4.03A General
37-4.03A(1) Summary
Section 37-4.03 includes specifications for applying flush coats.
Applying a flush coat includes applying a fog seal coat followed by sand.
37-4.03A(2) Definitions
Reserved
37-4.03A(3) Submittals
At least 15 days before use, submit:
1. Proposed target X values for sand gradation.
2. Gradation test results for sand
Submit quality control test results for sand gradation within 2 business days of sampling.
37-4.03A(4) Quality Assurance
37-4.03A(4)(a)General
Reserved
37-4.03A(4)(b) Quality Control
For sand,the authorized laboratory must perform sampling and testing at the specified frequency and
location for the following quality characteristics:
Sand Quality Control
Quality characteristic Test method Minimum sampling Location of
and testing frequency sampling
Gradation (% passing by weight) California Test 1 per day See California
202 Test125
37-4.03A(4)(c) Department Acceptance
Flush coat acceptance is based on fog seal acceptance and the following:
1. Visual inspection for uniform application of sand.
2. Sand acceptance is based on the Department's sampling and testing for compliance with the
requirements shown in the following table:
Page 76 of 183
Sand Gradation Acceptance Criteria
Quality characteristic Test method Requirement
Gradation (% passing by weight)
Sieve size:
3/8" 100
No.4 93-100
No. 8 California Test 202 61-99
No. 16 X ± 13
No. 30 X ± 12
No. 50 X ±9
No.100 1-15
No. 200 0-10
NOTE: "X"is the gradation that you propose to furnish for the specific sieve size.
37-4.03B Material
37-4.03B(1) General
Reserved
37-4.03B(2) Sand
Sand must be free from deleterious coatings, clay balls, roots, bark, sticks, rags, and other extraneous
material.
Sand for a flush coat must comply with the gradations shown in the following table:
Sand Gradation
Quality characteristic Test method Requirement
Gradation (% passing by weight)
Sieve size:
3/8" 100
No.4 93-100
No. 8 California Test 202 61-99
No. 16 X± 13
No. 30 X± 12
No. 50 X±9
No.100 1-15
No. 200 0-10
NOTE: "X"is the gradation that you propose to furnish for the specific sieve size.
Fine aggregate sizes must be distributed such that the difference between the total percentage passing
the No. 16 and No. 30 sieves is from 10 to 40, and the difference between the percentage passing the
No. 30 and No. 50 sieves is from 10 to 40.
37-4.03C Construction
37-4.03C(1) General
During flush coat activities, close adjacent lanes to traffic. Do not track asphaltic emulsion on existing
pavement surfaces.
Apply sand immediately after applying asphaltic emulsions.
Spread sand aggregate with a mechanical device that spreads sand at a uniform rate over the full width
of a traffic lane in a single application. Spread sand at a rate from 2 to 6 Ib/sq yd. You determine the
application rates for sand and the Engineer authorizes the application rate.
37-4.03C(2) Sweeping
Sweep loose sand material remaining on the surface 24 hours after application.
Page 77 of 183
37-4.03D Payment
The Department does not adjust the unit price for an increase or decrease in the sand cover(seal)
quantity.
37-5 PARKING AREA SEALS
37-5.01 GENERAL
37-5.01A Summary
Section 37-5 includes specifications for applying parking area seals. Sealing a parking area consists of
spreading a mixture of asphaltic emulsion, aggregate, polymer, and water.
37-5.0113 Definitions
Reserved
37-5.01C Submittals
At least 15 days before starting placement, submit a 20 lb sample of the aggregate to be used.
At least 10 days before starting placement, submit:
1. Name of the authorized laboratory to perform testing and mix design.
2. Laboratory report of test results and a proposed mix design. The report and mix design must include
the specific materials to be used and show a comparison of test results and specifications. The mix
design report must include the quantity of water allowed to be added at the job site. The authorized
laboratory performing the tests must sign the original laboratory report and mix design.
3. Manufacturer's data for oil seal primer and polymer.
If the mix design consists of the same materials covered by a previous laboratory report, you may submit
the previous laboratory report that must include material testing data performed within the previous 12
months for authorization.
If you request substitute materials, submit a new laboratory report and mix design at least 10 days before
starting placement.
Submit a certificate of compliance for the parking area seal material.
Immediately after sampling, submit two 1-quart plastic containers of parking area seal taken in the
presence of the Engineer. Samples must be submitted in insulated shipping containers.
37-5.01 D Quality Assurance
37-5.01D(1) General
Reserved
37-5.01 D(2) Quality Control
37-5.01 D(2)(a) General
Reserved
37-5.01D(2)(b) Asphaltic Emulsions
For an asphaltic emulsion, the authorized laboratory must perform quality control sampling and testing at
the specified frequency and location for the following quality characteristics:
Page 78 of 183
Asphaltic Emulsion
Quality characteristic Test Method Minimum sampling Sampling
and testing frequency location
Saybolt Furol Viscosity, at 25°C
Sa bolt Furol seconds
Sieve Test(%) AASHTO T 59 Minimum 1 per day Distributor truck
Storage stability, 1 day(%) per delivery truck
Residue by distillation (%)
Particle chargea
Tests on Residue from Distillation Test
Penetration, 25°C AASHTO T 49
Ductility AASHTO T 51 Minimum 1 per day Distributor truck
Solubility in trichloroethylene AASHTO T 44 per delivery truck
'if the result of the particle char is inconclusive, the asphaltic emulsion must be tested for pH under
ASTM E70. Grade QS1 h asphaltic emulsion must have a minimum pH of 7.3. Grade CQS1 h asphaltic
emulsion must have a maximum pH of 6.7.
37-5.01 D(2)(c) Sand
For sand,the authorized laboratory must perform sampling and testing at the specified frequency and
location for the following quality characteristics:
Sand Quality Control
Quality characteristic Test method Minimum sampling Location of
and testing frequency sampling
Gradation (% passing by weight) California Test 202 One per project See California Test
125
37-5.01 D(2)(d) Parking Area Seals
For a parking area seal, the authorized laboratory must perform quality control sampling and testing at the
specified frequency for the following quality characteristics:
Parking Area Seal Requirements
Quality characteristic Test method Frequency
Mass per liter k ASTM D244
Cone penetration (mm) California Test 413
Nonvolatile % ASTM D2042a
Nonvolatile soluble in trichloroeth lene % One per project
Wet track abrasion /m ASTM D3910
Dried film color --
Viscosity KU ASTM D562
aWeigh 10 g of homogenous material into a previously tarred, small can. Place in a constant temperature
oven at 165 ± 5 °C for 90 ± 3 minutes. Cool, reweigh, and calculate nonvolatile components as a percent
of the original weight.
bKrebs units
37-5.01 D(3) Department Acceptance
Parking area seal acceptance is based on:
1. Visual inspection for:
1.1. Uniform surface texture throughout the work limits
1.2 Marks in the surface:
1.2.1. Up to 4 marks in the completed parking area seal that are up to 1 inch wide and up to
6 inches long per 1,000 square feet of parking area seal placed.
1.2.2. No marks in the completed parking area seal surface that are over 1 inch wide or 6
inches long.
Page 79 of 183
1.2. Raveling consisting of the separation of the aggregate from the asphaltic emulsion
1.3. Bleeding consisting of the occurrence of a film of asphaltic material on the surface of the
parking area seal
1.4 Delaminating of the parking area seal from the existing pavement
1.5 Rutting or wash-boarding
2. The Department's sampling and testing of aggregate for compliance with 100 percent passing no. 16
sieve under California Test 202
3. The Department's sampling and testing for compliance with the requirements shown in the following
table:
Parking Area Seal Acceptance Criteria
Quality characteristic Test method Requirement
Mass per liter min, k ASTM D244 1.1
Cone penetration (mm) California Test 413 340-700
Nonvolatile min % ASTM D2042a 50
Nonvolatile soluble in trichloroethylene(%) 10-35
Wet track abrasion (max, g/m2) ASTM D3910 380
Dried film color -- Black
Viscosity(min, KU)b ASTM D562 75
aWeigh 10 g of homogenous material into a previously tared, small ointment can. Place in a
constant temperature oven at 165±5 °C for 90±3 minutes. Cool, reweigh, and calculate
nonvolatile components as a percent of the original weight.
bKrebs units
37-5.02 MATERIALS
37-5.02A General
Aggregate must be clean, hard, durable, uncoated, and free from organic and deleterious substances.
One hundred percent of the aggregate must pass the no. 16 sieve.
Asphaltic emulsion must be either Grade SS1 h or CSS1 h, except the values for penetration at 25
degrees C for tests on residue from distillation must be from 20 to 60.
Polymer must be either neoprene, ethylene vinyl acetate, or a blend of butadiene and styrene.
Oil seal primer must be a quick-drying emulsion with admixtures. Oil seal primer must be manufactured to
isolate the parking area seal from pavement with residual oils, petroleum grease, and spilled gasoline.
Crack sealant must comply with section 37-6.
Water must be potable and not separate from the emulsion before the material is placed.
37-5.0213 Mix Design
The proposed mix design for a parking area seal must comply with the requirements shown in the
following table:
Page 80 of 183
Parking Area Seal Mix Design Requirements
Quality characteristic Test method Requirement
Mass per liter mink ASTM D244 1.1
Cone penetration (mm) California Test 413 340-700
Nonvolatile min % ASTM D2042a 50
Nonvolatile soluble in trichloroethylene(°/o) 10-35
Wet track abrasion (max, g/m2) ASTM D3910 380
Dried film color -- Black
Viscosity(min, KU)b ASTM D562 75
'Weigh 10 g of homogenous material into a previously tarred, small ointment can. Place in a
constant temperature oven at 165±5 °C for 90±3 minutes. Cool, reweigh, and calculate
nonvolatile components as a percent of the original weight.
bKrebs units
A parking area seal must contain a minimum of 2 percent polymer by volume of undiluted asphaltic
emulsion.
37-5.02C Proportioning
Parking area seal ingredients must be mixed at a central plant. The plant must include mechanical or
electronic controls that consistently proportion the ingredients. Mix an asphaltic emulsion with the other
ingredients mechanically.
Store the parking area seal in a tank equipped with mixing or agitation devices. Keep stored materials
thoroughly mixed. Protect stored materials from freezing conditions.
37-5.03 CONSTRUCTION
37-5.03A General
Request that the Engineer shut off the irrigation control system at least 5 days before placing the seal. Do
not water plants adjacent to the seal at least 24 hours before and after the seal coat placement.
37-5.0313 Surface Preparations
If cracks in the existing pavement are from 1/4 to 1 inch wide, treat the cracks under section 37-6. Do not
place the parking area seals until the Engineer determines that the crack treatments are cured.
If cracks in the existing pavement are greater than 1 inch wide, the Engineer orders the repair.This work
is change order work.
After any crack treatment and before placing parking area seals, clean the pavement surface, including
removal of oil and grease spots. Do not use solvents.
If cleaning the pavement with detergents,thoroughly rinse with water.Allow all water to dry before placing
parking area seals.
You must seal oil and grease spots that remain after cleaning. Use an oil seal primer and comply with the
manufacturer's instructions.
If the existing pavement has oil and grease spots that do not come clean and sealing is insufficient, the
Engineer orders the repair of the pavement.This work is change order work.
Before placing the parking area seals, dampen the pavement surface using a distributor truck. Place the
seal on the damp pavement but do not place it with standing water on the pavement.
37-5.03C Placement
If adding water at the job site based on the manufacturer's instructions for consistency and spreadability,
do not exceed 15 percent by volume of undiluted asphaltic emulsion.
Place the parking area seals in 1 or more application.The seals must be uniform and smooth,free of
ridges or uncoated areas.
Page 81 of 183
If placing in multiple applications, allow the last application to thoroughly dry before the subsequent
application.
Do not allow traffic on the parking area seals for at least 24 hours after placement.
Do not stripe over the parking area seals until it is dry.
37-5.04 PAYMENT
The payment quantity for parking area seal is the weight determined by combining the weights of the
aggregate and asphaltic emulsion. The payment quantity for parking area seal does not include the
added water and set-control additive.
37-6 CRACKTREATMENTS
37-6.01 GENERAL
37-6.01A Summary
Section 37-6 includes specifications for treating cracks in asphalt concrete pavement.
37-6.01 B Definitions
Reserved
37-6.01C Submittals
If your selected crack treatment material is on the Authorized Material List for flexible pavement crack
treatment material, submit a certificate of compliance including:
1. Manufacturer's name
2. Production location
3. Brand or trade name
4. Designation
5. Batch or lot number
6. Crack treatment material type
7. Contractor or subcontractor name
8. Contract number
9. Lot size
10. Shipment date
11. Manufacturer's signature
If your selected crack treatment material is not on the Authorized Material List for flexible pavement crack
treatment material, submit a sample and test results from each batch or lot 20 days before use. Testing
must be performed by an authorized laboratory and test results must show compliance with the
specifications.Test reports must include the information specified for the certificate of compliance
submittal. Each hot-applied crack treatment material sample must be a minimum of 3 lb and submitted in
a silicone release container. Each cold-applied crack treatment material sample must be a minimum of 2
quarts and submitted in a plastic container.
At least 10 days before the start of work, submit sand gradation test results under California Test 202.
Submit the following with each delivery of crack treatment material to the job site:
1. Manufacturer's heating and application instructions
2. Manufacturer's SIDS
3. Name of the manufacturer's recommended detackifying agent
37-6.01 D Quality Assurance
37-6.01D(1) General
Hot-applied crack treatment material must be sampled at least once per project in the Engineer's
presence. Collect two 3-pounds-minimum samples of crack treatment material from the dispensing wand
into silicone release boxes.
Page 82 of 183
Cold-applied crack treatment material must be sampled at least once per project in the Engineer's
presence. Collect 2 samples of crack treatment material from the dispensing wand into 1-quart
containers.
37-6.01D(2) Quality Control
Reserved
37-6.01 D(3) Department Acceptance
Crack treatment acceptance is based on:
1. Visual inspection for uniform filling of cracks throughout the work limits including:
1.2. Crack treatment is not more than a 1/4 inch below the specified level
1.3. Sealant failures
1.4. Crack re-opening
1.5. Crack overbanding is less than 3 inches wide
2. The Department's sampling and testing for compliance with the requirements shown in the following
table:
Crack Treatment Acceptance Criteria
Quality characteristica Test method b Requirement
Type 1 Type 2 Type 3 Type 4 Type 5
Softening point min, °C ASTM D36 102 96 90 84 84
Cone penetration at 77 °F (max) ASTM D5329 35 40 50 70 90
Resilience at 77°F, una ed % ASTM D5329 20-60 25-65 30-70 35-75 40-80
Flexibilit °C ° ASTM D3111 0 0 0 -11 -28
Tensile adhesion min, % ASTM D5329 300 400 400 500 500
Specific gravity(max) ASTM D70 1.25 1.25 1.25 1.25 1.25
Asphalt compatibility ASTM D5329 Pass Pass Pass Pass Pass
Sieve test % passing) See note d 100 100 100 100 100
aCold-applied crack treatment material residue collected under ASTM D6943, Method B and sampled
under ASTM D140 must comply with the grade specified.
bExcept for viscosity, cure each specimen at a temperature of 23±2 °C and a relative humidity of 50±
10 percent for 24±2 hours before testing.
°For the flexibility test, the specimen size must be 6.4±0.2 mm thick by 25±0.2 mm wide by 150±0.5
mm long. The test mandrel diameter must be 6.4±0.2 mm.The bend arc must be 180 degrees. The
bend rate must be 2± 1 seconds.At least 4 of 5 test specimens must pass at the specified test
temperature without fracture, crazing, or cracking.
dFor hot-applied crack treatment, dilute with toluene and sieve through a no. 8 sieve. For cold-applied
crack treatment, sieve the material as-received through a no. 8 sieve. If the manufacturer provides a
statement that added components passed the no. 16 sieve before blending, this requirement is void.
37-6.02 MATERIALS
37-6.02A General
Reserved
37-6.02B Crack Treatment Material
A crack treatment material must comply with the requirements shown in the following table:
Page 83 of 183
Crack Treatment Material
Quality characteristic' Test method b Requirement
Type 1 Type 2 Type 3 Type 4 Type 5
Softening point min °C ASTM D36 102 96 90 84 84
Cone penetration at 77 °F (max) ASTM D5329 35 40 50 70 90
Resilience at 77°F, unaged (%) ASTM D5329 20-60 25-65 30-70 35-75 40-80
Flexibility(°C)° ASTM D3111 0 0 0 -11 -28
Tensile adhesion (min, %) ASTM D5329 300 400 400 500 500
Specific gravity(max) ASTM D70 1.25 1.25 1.25 1.25 1.25
Asphalt compatibility ASTM D5329 Pass Pass Pass Pass Pass
Sieve test(% passing) See note d 100 100 100 100 100
'Cold-applied crack treatment material residue collected under ASTM D6943, Method B and sampled
under ASTM D140 must comply with the grade specifications.
bExcept for viscosity, cure each specimen at a temperature of 23±2 °C and a relative humidity of 50±
10 percent for 24±2 hours before testing.
°For the flexibility test, the specimen size must be 6.4±0.2 mm thick by 25±0.2 mm wide by 150±0.5
mm long.The test mandrel diameter must be 6.4±0.2 mm. The bend arc must be 180 degrees.The
bend rate must be 2 ± 1 seconds. At least 4 of 5 test specimens must pass at the specified test
temperature without fracture, crazing, or cracking.
dFor hot-applied crack treatment, dilute with toluene and sieve through a no. 8 sieve. For cold-applied
crack treatment, sieve the material as-received through a no. 8 sieve. If the manufacturer provides a
statement that added components passed the no. 16 sieve before blending, this requirement is void.
A crack treatment material must be delivered to the job site with the information listed below. If crack
treatment material is delivered to the job site in containers, each container must be marked with the
following information.
1. Manufacturer's name
2. Production location
3. Brand or trade name
4. Designation
5. Crack treatment trade name
6. Batch or lot number
7. Maximum heating temperature
8. Expiration date for cold application only
Hot-applied crack treatment must be delivered to the job site premixed in cardboard containers with
meltable inclusion liners or in a fully meltable package.
Cold-applied crack treatment must have a minimum shelf life of 3 months from the date of manufacture.
37-6.02C Sand
Sand applied to tacky crack treatment material must be clean,free of clay, and comply with the gradation
shown in the following table:
Sand Gradation
Quality characteristic Test method Requirement
Gradation (% passing by weight)
Sieve size:
No.4 California Test 202 100
No. 50 0-30
No. 200 0-5
37-6.03 CONSTRUCTION
Treat cracks from 1/4 to 1 inch in width for the entire length of the crack. Fill or repair cracks wider than 1
inch as ordered. Filling cracks wider than 1 inch is change order work.
Page 84 of 183
If treating cracks on a traffic lane adjacent to a shoulder, treat the cracks on the shoulder.
For hot-applied crack treatment material, rout cracks or saw cut to form a reservoir.
Cracks must be clean and dry before treating. Before treating, blast cracks with oil-free compressed air at
a pressure of at least 90 psi.
If the pavement temperature is below 40 degrees F or if there is evidence of moisture in the crack, use a
hot air lance immediately before applying crack treatment. The hot air lance must not apply flame directly
on the pavement.
Heat and apply hot-applied crack treatment material under with the manufacturer's instructions.
Apply cold-applied crack treatment material with a distributor kettle, a piston, or a diaphragm barrel pump
that can deliver from 50 to 75 psi. The application line must have a pressure gauge and a filter. The
pressure in the application line must not exceed 20 psi. The pressure gauge must have a regulator. Use a
high-pressure hose with a 1/2-inch NPT swivel connection and a dispensing wand.
Apply crack treatment with a nozzle inserted into the crack. Fill the crack flush. If after 2 days the crack
treatment is more than 1/4 inch below the specified level, the sealant fails, or the crack re-opens, re-treat
the crack.
Immediately remove crack treatment material that is spilled or deposited on the pavement surface.
Before opening to traffic, apply sand or the manufacturer's recommended detackifying agent to tacky
crack treatment material on the traveled way.
Sweep up excess sand before opening to traffic.
37-6.04 PAYMENT
The payment quantity for crack treatment is the length measured in lane miles along the edge of each
paved lane parallel to the pavement's centerline. The payment for a lane includes crack treatment of the
adjacent shoulder.
37-7-37-10 RESERVED
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
39 ASPHALT CONCRETE
07-15-16
Replace SP-2 at each occurrence in section 39 with:
01-15-16
MS-2
Replace the 3rd paragraph of section 39-2.01A(1)with:
07-15-16
WMA technologies must be on the Authorized Material List for WMA authorized technologies.
Add between the 3rd and 4th paragraphs of section 39-2.01A(1):
04-15-16
For HMA that uses asphalt binder containing crumb rubber modifier, submit a Crumb Rubber Usage
Report form monthly and at the end of the project.
Page 85 of 183
Add to the table in the 4th paragraph of section 39-2.01A(1):
01-15-16
Asphalt Institute MS-2 7th edition 2015
Add to item 8 in the 4th paragraph of section 39-2.01A(3)(b)(i):
07-15-16
except lime supplier and source
Replace the headings and paragraphs of section 39-2.01A(3)(i)with:
01-15-16
39-2.01A(3)(i) Reserved
Replace the 2nd sentence in the 3rd paragraph of section 39-2.01A(4)(b)with:
01-15-16
Submit 3 parts and keep 1 part.
Add between single and test in the 7th paragraph of section 39-2.01A(4)(i)(1):
07-15-16
aggregate or HMA
Replace the 1st paragraph of section 39-2.01 B(2)(b)with:
07-15-16
If the proposed JMF indicates that the aggregate is being treated with dry lime or lime slurry with
marination, or the HMA with liquid antistrip, then testing the untreated aggregate under AASHTO T 283
and AASHTO T 324 is not required.
If HMA treatment is required or being used by the Contractor, determine the plasticity index of the
aggregate blend under California Test 204.
Add between aggregate and with dry lime in the 3rd and 4th paragraphs of section 39-2.01 B(2)(b):
07-15-16
blend
Replace the 9th through 11th paragraphs of section 39-2.01 B(8)(a)with:
07-15-16
HMA must be produced at the temperatures shown in the following table:
HMA Production Temperatures
HMA compaction Temperature(°F)
HMA
Density based <-325
Method 305-325
HMA with W MA technology
Density based 240-325
Method 260-325
Page 86 of 183
04-15-16
Delete the 1st paragraph of section 39-2.01B(11).
Add after the 2nd paragraph of section 39-2.01 B(11):
04-15-16
For miscellaneous areas and dikes:
1. Choose the aggregate gradation from:
1.1. 3/8-inch Type A HMA aggregate gradation
1.2. 1/2-inch Type A HMA aggregate gradation
1.3. 1/2-inch dike mix aggregate gradation
2. Choose asphalt binder Grade PG 64-10, PG 64-16 or PG 70-10.
3. Minimum asphalt binder content must be:
3.1. 6.40 percent for 3/8-inch Type A HMA aggregate gradation
3.2. 5.70 percent for 1/2-inch Type A HMA aggregate gradation
3.3. 6.40 percent for 1/2-inch dike mix aggregate gradation
If you request and the Engineer authorizes, you may reduce the minimum asphalt binder content.
Aggregate gradation for 1/2-inch dike mix must be within the TV limits for the specified sieve size shown
in the following table:
Aggregate Gradation for 1/2-inch Dike Mix
(Percentage Passing)
Sieve size Target value limit Allowable tolerance
3/4" 100 --
1/2" 90-95 TV±5
No.4 70-75 TV±5
No. 8 23-25 TV±5
No. 50 15-35 TV±5
No. 200 7.0-13.0 TV±2.0
Replace item 4 in the 2nd paragraph of section 39-2.01C(1)with:
07-15-16
4. For method compaction:
4.1. The temperature of the HMA and the HMA produced with WMA water injection technology in
the windrow does not fall below 260 degrees F
4.2. The temperature of the HMA produced using WMA additive technology in the windrow does
not fall below 250 degrees F
07-15-16
Delete item 3 in the 8th paragraph of section 39-2.01C(1).
Replace 39-2.01A(3)(m)(iv)in the 6th paragraph of section 39-2.01 C(3)(e)with:
01-15-16
36-3.01 C(3)
Replace 2.06 in the 4th paragraph of section 39-2.01C(3)(f)with:
07-15-16
2.05
Page 87 of 183
Add to the end of section 39-2.01 C(15)(b):
07-15-16
The compacted lift thickness must not exceed 0.25 foot.
Add between rectangles and with in the 4th paragraph of section 39-2.01C(16):
04-15-16
half the lane width,
Add between to and the in item 1 of the 4th paragraph of section 39-2.01 C(16):
04-15-16
and along
07-15-16
Delete coat in the 5th paragraph of section 39-2.01C(16).
Replace 37 in the 5th paragraph of section 39-2.01 C(16)with:
07-15-16
37-4.02
Replace section 39-2.02A(3)(b)with:
01-15-16
The JMF must be based on the superpave HMA mix design as described in MS-2 Asphalt Mix Design
Methods by the Asphalt Institute.
Add between the 1st and 2nd paragraphs of section 39-2.02C:
07-15-16
If the ambient air temperature is below 60 degrees F, cover the loads in trucks with tarpaulins. If the time
for HMA discharge to truck at the HMA plant until transfer to paver's hopper is 90 minutes or greater and
if the ambient air temperature is below 70 degrees F, cover the loads in trucks with tarpaulins, unless the
time from discharging to the truck until transfer to the paver's hopper or the pavement surface is less than
30 minutes.The tarpaulins must completely cover the exposed load until you transfer the mixture to the
paver's hopper or the pavement surface.
Replace the table in the 2nd paragraph of section 39-2.02C with:
07-15-16
Minimum Ambient Air and Surface Temperatures
Lift thickness Ambient air(OF) Surface('IF)
(feet) Unmodified Modified asphalt Unmodified asphalt Modified asphalt
asphalt binder binder binder binder
Type A HMA and T e A HMA produced with WMA water in'ection technology
<0.15 55 50 60 55
>_0.15 45 45 50 50
Type A HMA produced with WMA additive technology
<0.15 45 45 50 45
>_0.15 40 40 40 40
Page 88 of 183
07-15-16
Delete the 3rd paragraph of section 39-2.02C.
Add between HMA and placed in the 1st sentence of the 4th paragraph of section 39-2.02C:
07-15-16
and Type A HMA produced with WMA water injection technology
Add between the 4th and the 5th paragraphs of section 39-2.02C:
07-15-16
For Type A HMA produced with WMA additive technology placed under method compaction, if the
asphalt binder is:
1. Unmodified,complete:
1.1 1 st coverage of breakdown compaction before the surface temperature drops below 240
degrees F
1.2. Breakdown and intermediate compaction before the surface temperature drops below 190
degrees F
1.3. Finish compaction before the surface temperature drops below 140 degrees F
1.4 You may continue static rolling below 140 degrees F to remove roller marks.
2. Modified,complete:
2.1. 1 st coverage of breakdown compaction before the surface temperature drops below 230
degrees F
2.2. Breakdown and intermediate compaction before the surface temperature drops below 170
degrees F
2.3. Finish compaction before the surface temperature drops below 130 degrees F
2.4. You may continue static rolling below 130 degrees F to remove roller marks.
Replace the 2nd paragraph of section 39-2.03A(3)(b)with:
01-15-16
The JMF must be based on the superpave HMA mix design as described in MS-2 Asphalt Mix Design
Methods by the Asphalt Institute.
Replace the requirement in the row for Voids in mineral aggregate on plant produced HMA in the
2nd table in section 39-2.03A(4)(e)(i)with:
01-15-16
18.0-23.0
Add before the 1st paragraph of section 39-2.03A(4)(e)(ii)(C):
04-15-16
CRM used must be on the Authorized Materials List for Crumb Rubber Modifier.
CRM must be a ground or granulated combination of scrap tire crumb rubber and high natural scrap tire
crumb rubber, CRM must be 75.0 ±2.0 percent scrap tire crumb rubber and 25.0 ±2.0 percent high
natural scrap tire crumb rubber by total weight of CRM. Scrap tire crumb rubber and high natural scrap
tire crumb rubber must be derived from waste tires described in Pub Res Code § 42703.
Page 89 of 183
Replace the row for Hamburg wheel track in the table in section 39-2.03B(2)with:
01-15-16
Hamburg wheel track(min, number of passes at the inflection AASHTO T 324
point) (Modified)d
Binder grade:
PG 58 10,000
PG 64 12,500
PG 70 15,000
Replace RHMA-G in the 3rd and 5th paragraphs of section 39-2.03C with:
07-15-16
RHMA-G and RHMA-G produced with WMA water injection technology
Add between the 5th and 6th paragraphs of section 39-2.03C:
07-15-16
For RHMA-G produced with WMA additive technology placed under method compaction:
1. Complete the 1 st coverage of breakdown compaction before the surface temperature drops below
260 degrees F
2. Complete breakdown and intermediate compaction before the surface temperature drops below 230
degrees F
3. Complete finish compaction before the surface temperature drops below 180 degrees F
4. You may continue static rolling below 140 degrees F to remove roller marks
Replace the 6th and 7th paragraphs of section 39-2.04C with:
07-15-16
For HMA-O and HMA-O produced with WMA water injection technology:
1. With unmodified asphalt binder:
1.1. Spread and compact only if the atmospheric temperature is at least 55 degrees F and the
surface temperature is at least 60 degrees F.
1.2. Complete the 1st coverage using 2 rollers before the surface temperature drops below 240
degrees F.
1.3. Complete all compaction before the surface temperature drops below 200 degrees F.
2. With modified asphalt binder, except asphalt rubber binder:
2.1. Spread and compact only if the atmospheric temperature is at least 50 degrees F and the
surface temperature is at least 50 degrees F.
2.2. Complete the 1 st coverage using 2 rollers before the surface temperature drops below 240
degrees F.
2.3. Complete all compaction before the surface temperature drops below 180 degrees F.
For HMA-O produced with WMA additive technology:
1. With unmodified asphalt binder:
1.1. Spread and compact only if the atmospheric temperature is at least 45 degrees F and the
surface temperature is at least 50 degrees F.
1.2. Complete the 1 st coverage using 2 rollers before the surface temperature drops below 230
degrees F.
1.3. Complete all compaction before the surface temperature drops below 190 degrees F.
2. With modified asphalt binder, except asphalt rubber binder:
2.1. Spread and compact only if the atmospheric temperature is at least 40 degrees F and the
surface temperature is at least 40 degrees F.
2.2. Complete the 1 st coverage using 2 rollers before the surface temperature drops below 230
degrees F.
Page 90 of 183
2.3. Complete all compaction before the surface temperature drops below 170 degrees F.
Replace RHMA-O and RHMA-O-HB in the 8th paragraph of section 39-2.04C with:
07-15-16
RHMA-O and RHMA-O produced with WMA water injection technology, and RHMA-O-HB and RHMA-O-
HB produced with WMA water injection technology
Add between the 8th and 9th paragraphs of section 39-2.04C:
07-15-16
For RHMA-O produced with WMA additive technology and RHMA-O-HB produced with WMA additives
technology:
1. Spread and compact if the ambient air temperature is at least 45 degrees F and the surface
temperature is at least 50 degrees F
2. Complete the 1st coverage using 2 rollers before the surface temperature drops below 270 degrees F
3. Complete all compaction before the surface temperature drops below 240 degrees F
Add to the 2nd paragraph of section 39-2.05A(3)(b):
01-15-16
The material transfer vehicle must receive HMA directly from the truck.
Replace Table 6.1 at each occurrence in the table in section 39-2.05B(2)with:
01-15-16
Table 8.1
Replace SP-2 Asphalt Mixture in the 1st footnote in the table in the 2nd paragraph of section 39-
2.05B(2)(b)with:
01-15-16
MS-2 Asphalt Mix Design Methods
Replace Manual Series No. 2(MS-2) in the 1st footnote in the table in the 2nd paragraph of section
39-2.05B(2)(b)with:
01-15-16
MS-2 Asphalt Mix Design Methods
Replace 39-3.05 in the 1st paragraph of section 39-3.04Awith:
01-15-16
39-3.04
Add to the end of section 39-3.04A:
07-15-16
Schedule cold planing activities such that the pavement is cold planed, the HMA is placed, and the area
is opened to traffic during the same work shift.
07-15-16
Delete the 2nd sentence of the 1st paragraph in section 39-3.04C(4).
Page 91 of 183
Replace 39-3.06 in the 1st paragraph of section 39-3.05Awith:
01-15-16
39-3.05
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
DIVISION VI STRUCTURES
47 EARTH RETAINING SYSTEMS
07-15-16
Replace the 6th paragraph in section 47-2.02A with:
07-15-16
Rock for rock slope protection at drain pipe outlets must be small-rock slope protection and must comply
with the gradation specified for 7-inch-thick layer in section 72-4.02.
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
49 PILING
07-15-16
04-15-16
Delete the 2nd paragraph of section 49-1.01 A.
Replace the 1st sentence in the 5th paragraph of section 49-1.01 D(3)with:
07-15-16
Load test and anchor piles must comply with the specifications for piling as described and Class N steel
pipe piling.
Add to the list in 7th paragraph of section 49-1.01 D(3):
07-15-16
5. Welds that connect the anchor pile and the anchor pile head must be tested under section 49-
2.02A(4)(b)(iii)(C)
Replace the 10th paragraph of section 49-1.01 D(3)with:
07-15-16
Furnish labor, materials,tools, equipment, and incidentals as required to assist the Department in the
transportation, installation, operation, and removal of Department-furnished steel load test beams,jacks,
bearing plates, drills, and other test equipment. This is change order work.
Replace the 7th paragraph of section 49-1.01 D(4)with:
07-15-16
Piles to be dynamically monitored must:
1. Have an additional length of 2 times the pile diameter plus 2 feet.
2. Be available to the Department at least 2 business days before driving.
3. Be safely supported at least 6 inches off the ground in a horizontal position on at least 2 support
blocks. If requested, rotate the piles on the blocks.
4. Be positioned such that the Department has safe access to the entire pile length and circumference
for the installation of anchorages and control marks for monitoring.
Page 92 of 183
07-15-16
Delete business in item 6 in the list in the 8th paragraph of section 49-1.01 D(4).
Add to the list in 9th paragraph of section 49-1.01D(4):
07-15-16
3. Cut pile to the specified cut-off elevation after bearing acceptance criteria is provided by the
Department
04-15-16
Delete the 3rd paragraph of section 49-1.03.
04-15-16
Delete the 2nd paragraph of section 49-1.04.
01-15-16
Delete the 4th paragraph of section 49-2.01C(5).
Replace item 3 in the list in the 2nd paragraph of section 49-3.01A with:
07-15-16
3. CISS concrete piles
Add between undisturbed material and in a dry in the 1st paragraph of section 49-3.01C:
07-15-16
casing, or steel shell
Replace the 2nd and 3rd paragraphs of section 49-3.01C with:
07-15-16
Place and secure reinforcement. Securely block the reinforcement to provide the minimum clearance
shown between the reinforcing steel cage and the sides of the drilled hole, casing, or steel shell.
Steel shells, casings, and drilled holes must be clean and free of debris before reinforcement and
concrete are placed.
Replace dewatered in the 4th paragraphs of section 49-3.01 C with:
07-15-16
drilled
Add to section 49-3.02A(1):
07-15-16
Permanent steel casing and driven steel shell must comply with section 49-2.02.
Replace the paragraph of section 49-3.02A(2)with:
07-15-16
dry hole: A drilled hole that requires no work to keep it free of water.
dewatered hole: A drilled hole that:
1. Accumulates no more than 12 inches of water at the bottom during a 1 hour period without any
pumping from the hole.
Page 93 of 183
2. Has no more than 3 inches of water at the bottom immediately before placing concrete.
3. Does not require temporary casing to control the groundwater.
Replace item 8 in the list in the 1st paragraph of section 49-3.02A(3)(b)with:
07-15-16
8. Drilling plan and sequence
9. Concrete sequence and placement plan
10. If inspection pipes are required, methods for ensuring the inspection pipes remain straight,
undamaged, and properly aligned during concrete placement
Replace 1 business day in the paragraph of section 49-3.02A(3)(d)with:
07-15-16
2 business days
Add to section 49-3.02A(3)(d):
07-15-16
The log must:
1. Show the pile location,tip elevation, cutoff elevation, dates of excavation and concrete placement,
total quantity of concrete placed, length and tip elevation of any casing, and details of any hole
stabilization method and materials used.
2. Include an 8-1/2 by 11 inch graph of concrete placed versus depth of hole filled as follows:
2.1. Plot the graph continuously throughout concrete placement. Plot the depth of drilled hole filled
vertically with the pile tip at the bottom and the quantity of concrete placed horizontally.
2.2. Take readings at each 5 feet of pile depth, and indicate the time of the reading on the graph.
Add after the sentence in the paragraph of section 49-3.02A(3)(e):
07-15-16
Allow 10 days for the review.
Replace the 3rd sentence in the paragraph of section 49-3.02A(3)(f)with:
07-15-16
Allow 10 days for the review and analysis of this report.
Add after rejected pile in the 1st sentence in the 1st paragraph of section 49-3.02A(3)(g):
07-15-16
to be mitigated
07-15-16
Delete the 2nd paragraph of section 49-3.02A(3)(g).
Replace item 3 in the list in the 3rd paragraph of section 49-3.02A(3)(g)with:
07-15-16
3. Step by step description of the mitigation work to be performed, including drawings if necessary. If the
ADSC Standard Mitigation Plan is an acceptable mitigation method, include the most recent version.
For the most recent version of the ADSC Standard Mitigation Plan, go to:
http://www.dot.ca.gov/hq/esc/geotech/ft/adscmitplan.htm
Page 94 of 183
Replace the 2nd sentence in the paragraph of section 49-3.02A(3)(i)with:
07-15-16
Allow 10 days for the review.
Add to section 49-3.02A(3):
07-15-16
49-3.02A(3)0) Certifications
If synthetic slurry is used, submit as an informational submittal the names and certifications of your
employees who are trained and certified by the synthetic slurry manufacturer.
Add after excavated hole in the 1st sentence in the 3rd paragraph of section 49-3.02A(4)(c):
07-15-16
lined with plastic
Replace the 1st paragraph of section 49-3.02A(4)(d)(i)with:
07-15-16
Section 49-3.02A(4)(d)applies to CIDH concrete piles except for piles(1) less than 24 inches in diameter
or(2)constructed in dry or dewatered holes.
Replace gamma-gamma logging in the 2nd paragraph of section 49-3.02A(4)(d)(i)with:
07-15-16
GGL
Replace the 1st sentence in the 3rd paragraph of section 49-3.02A(4)(d)(i)with:
07-15-16
After notification by the Engineer of pile acceptance,fill the inspection pipes and cored holes with grout.
Replace gamma-gamma logging in section 49-3.02A(4)(d)(ii)with:
07-15-16
GGL
Replace the 3rd and 4th paragraphs of section 49-3.02A(4)(d)(iii)with:
07-15-16
The Department may perform CSL to determine the extent of the anomalies identified by GGL and to
further evaluate a rejected pile for the presence of anomalies not identified by GGL. The pile acceptance
test report will indicate if the Department intends to perform CSL and when the testing will be performed.
Allow the Department 20 additional days for a total of 50 days to perform CSL and to provide
supplemental results.
If authorized, you may perform testing on the rejected pile.
07-15-16
Delete the 8th paragraph of section 49-3.02A(4)(d)(iii).
Add to the end of section 49-3.02A(4)(d)(iii):
07-15-16
If the Engineer determines it is not feasible to repair the rejected pile, submit a mitigation plan for
replacement or supplementation of the rejected pile.
Page 95 of 183
Add to section 49-3.02A(4):
07-15-16
49-3.02A(4)(e) Certifications
If synthetic slurry is used, your employees who will be providing technical assistance in the slurry
activities must be trained and certified by the synthetic slurry manufacturer to show their competency to
perform inspection of slurry operations.
Replace section 49-3.02B(4)with:
07-15-16
49-3.02B(4) Reserved
Replace near in the 3rd, 4th,and 5th paragraphs of section 49-3.02B(6)(b)with:
07-15-16
within 2 feet of
Replace twice per shift in item 2 in the 3rd paragraph of section 49-3.02B(6)(b)with:
07-15-16
every 4 hours
07-15-16
Delete the 7th and 8th paragraphs of section 49-3.02B(6)(b).
07-15-16
Delete the 3rd paragraph of section 49-3.02B(6)(c).
Replace near in item 2 in the 4th paragraph of section 49-3.02B(6)(c)with:
07-15-16
within 2 feet of
Replace item 5 in the 4th paragraph of section 49-3.02B(6)(c)with:
07-15-16
5. After final cleaning and immediately before placing concrete.
Replace section 49-3.02B(9)with:
07-15-16
49-3.02B(9) Inspection Pipes
Inspection pipes must be schedule 40 PVC pipe complying with ASTM D1785 with a nominal pipe size of
2 inches.
Watertight PVC couplers complying with ASTM D2466 are allowed to facilitate pipe lengths in excess of
those commercially available.
Add to the beginning of section 49-3.02C(1):
07-15-16
Unless otherwise authorized, drilling the hole and placing reinforcement and concrete in the hole must be
performed in a continuous operation.
Page 96 of 183
Replace the 5th paragraph of section 49-3.02C(2)with:
07-15-16
If slurry is used during excavation, maintain the slurry level at a height required to maintain a stable hole,
but not less than 10 feet above the piezometric head.
Replace the 1st sentence in the 9th paragraph of section 49-3.02C(2)with:
07-15-16
Remove water that has infiltrated the dewatered hole before placing concrete, as required for dewatered
hole.
Replace the 1st sentence in the 10th paragraph of section 49-3.02C(2)with:
07-15-16
If authorized,to control caving or water seepage, you may enlarge portions of the hole, backfill the hole
with slurry cement backfill, concrete, or other material, and redrill the hole to the diameter shown.
Replace the 4th paragraph of section 49-3.02C(3)with:
07-15-16
Remove the temporary casing during concrete placement. Maintain the concrete in the casing at a level
required to maintain a stable hole, but not less than 5 feet above the bottom of the casing, to prevent
displacement of the concrete by material from outside the casing.
Replace the 5th paragraph of section 49-3.02C(4)with:
07-15-16
For a single CIDH concrete pile supporting a column:
1. If the pile and the column share the same reinforcing cage diameter, this cage must be accurately
placed as shown
2. If the pile reinforcing cage is larger in diameter than the column cage:
2.1. Maintain a clear horizontal distance of at least 3.5 inches between the two cages, if the
concrete is placed under dry conditions
2.2. Maintain a clear horizontal distance of at least 5 inches between the two cages if the concrete
is placed under slurry
2.3. The offset between the centerlines of the two cages must not exceed 6 inches
Replace the paragraphs in section 49-3.02C(5)with:
07-15-16
For acceptance testing, install and test vertical inspection pipes as follows:
1. Log the location of the inspection pipe couplers with respect to the plane of pile cutoff.
2. Cap each inspection pipe at the bottom. Extend the pipe from 3 feet above the pile cutoff to the
bottom of the reinforcing cage. Provide a temporary top cap or similar means to keep the pipes clean
before testing. If pile cutoff is below the ground surface or working platform, extend inspection pipes
to 3 feet above the ground surface or working platform.
3. If any changes are made to the pile tip, extend the inspection pipes to the bottom of the reinforcing
cage.
4. Install inspection pipes in a straight alignment and parallel to the main reinforcement. Securely fasten
inspection pipes in place and provide protective measures to prevent misalignment or damage to the
inspection pipes during installation of the reinforcement and placement of concrete in the hole.
Construct CIDH concrete piles such that the relative distance of inspection pipes to vertical steel
reinforcement remains constant.
5. After concrete placement is complete,fill inspection pipes with water to prevent debonding of the
pipe.
6. Provide safe access to the tops of the inspection pipes.
Page 97 of 183
7. After placing concrete and before requesting acceptance testing, test each inspection pipe in the
Engineer's presence by passing a rigid cylinder through the length of pipe. The rigid cylinder must be
1-1/4-inch diameter by 4.5-foot long, weigh 12 pounds or less, and be able to freely pass down
through the entire length of the pipe under its own weight and without the application of force.
8. When performing acceptance testing, inspection pipes must provide a 2-inch-diameter clear opening
and be completely clean, unobstructed, and either dry or filled with water as authorized.
9. After acceptance testing is complete, completely fill the inspection pipes with water.
If the rigid cylinder fails to pass through the inspection pipe:
1. Completely fill the inspection pipes in the pile with water immediately.
2. Core a nominal 2-inch-diameter hole through the concrete for the entire length of the pile for each
inspection pipe that does not pass the rigid cylinder. Coring must not damage the pile reinforcement.
3. Locate cored holes as close as possible to the inspection pipes they are replacing and no more than
5 inches clear from the reinforcement.
Core holes using a double wall core barrel system with a split tube type inner barrel. Coring with a solid
type inner barrel is not allowed.
Coring methods and equipment must provide intact cores for the entire length of the pile.
Photograph and store concrete cores as specified for rock cores in section 49-1.01 D(5).
The coring operation must be logged by an engineering geologist or civil engineer licensed in the State
and experienced in core logging. Coring logs must comply with the Department's Soil and Rock Logging,
Classification, and Presentation Manual for rock cores. Coring logs must include core recovery, rock
quality designation of the concrete, locations of breaks, and complete descriptions of inclusions and voids
encountered during coring.
The Department evaluates the portion of the pile represented by the cored hole based on the submitted
coring logs and concrete cores. If the Department determines a pile is anomalous based on the coring
logs and concrete cores, the pile is rejected.
Replace item 2 in the list in the 2nd paragraph of section 49-3.02C(7)with:
07-15-16
2. Extend at least 5 feet below the construction joint. If placing casing into rock or a dry hole, the casing
must extend at least 2 feet below the construction joint.
Add to the beginning of section 49-3.02C(9):
07-15-16
49-3.02C(9)(a) General
Replace the 2nd sentence of the 3rd paragraph of section 49-3.02C(9)with:
04-15-16
Do not vibrate the concrete.
Add after concrete pump in the 8th paragraph of section 49-3.02C(9):
07-15-16
and slurry pump
Replace item 3 in the list in the 11th paragraph of section 49-3.02C(9)with:
07-15-16
3. Maintain the slurry level at a height required to maintain a stable hole, but not less than 10 feet above
the piezometric head.
Page 98 of 183
Replace the 13th paragraph of section 49-3.02C(9)with:
07-15-16
Maintain a log of concrete placement for each drilled hole.
Replace 14th and 15th paragraphs of section 49-3.02C(9)with:
07-15-16
If a temporary casing is used, maintain concrete placed under slurry at a level required to maintain a
stable hole, but not less than 5 feet above the bottom of the casing.The withdrawal of the casing must
not cause contamination of the concrete with slurry.
The equivalent hydrostatic pressure inside the casing must be greater than the hydrostatic pressure on
the outside of the casing to prevent intrusion of water, slurry, or soil into the column of freshly placed
concrete.
Remove scum, Iaitance, and slurry-contaminated concrete from the top of the pile.
Add to section 49-3.02C(9):
07-15-16
49-3.02C(9)(b) Mineral Slurry
Remove any caked slurry on the sides or bottom of hole before placing reinforcement.
If concrete is not placed immediately after placing reinforcement, the reinforcement must be removed and
cleaned of slurry, the sides of the drilled hole must be cleaned of caked slurry, and the reinforcement
again placed in the hole for concrete placement.
49-3.02C(9)(c) Synthetic Slurry
A manufacturer's representative must:
1. Provide technical assistance for the use of their material
2. Be at the job site before introduction of the synthetic slurry into the drilled hole
3. Remain at the job site until released by the Engineer
After the manufacturer's representative has been released by the Engineer, your employee certified by
the manufacturer must be present during the construction of the pile under slurry.
Replace the heading of section 49-3.03 with:
07-15-16
CAST-IN-STEEL SHELL CONCRETE PILING
Replace the 1st paragraph of section 49-3.03A(1)with:
07-15-16
Section 49-3.03 includes specifications for constructing CISS concrete piles consisting of driven open-
ended or closed-ended steel shells filled with reinforcement and concrete.
Add to the end of section 49-3.03A(1):
07-15-16
CISS concrete piles include Class 90 Alternative V and Class 140 Alternative V piles.
Add to section 49-3.03A(3):
01-15-16
Submit a Pile and Driving Data Form under section 49-2.01 A(3)(a) if specified in the special provisions.
Page 99 of 183
Replace the paragraph of section 49-3.03D with:
07-15-16
Furnish piling is measured along the longest side of the pile from the specified tip elevation shown to the
plane of pile cutoff.
Replace section 49-4.03 with:
01-15-16
49-4.03 CONSTRUCTION
49-4.03A General
Reserved
49-4.03B Drilled Holes
Drill holes for steel soldier piles into natural foundation material. Drilled holes must be accurately located,
straight, and true.
Furnish and place temporary casings or tremie seals where necessary to control water or to prevent
caving of the hole.
Before placing the steel soldier pile, remove loose materials existing at the bottom of the hole after drilling
operations have been completed.
Do not allow surface water to enter the hole. Remove all water in the hole before placing concrete.
If temporary casings are used, they must comply with section 49-3.02C(3).
49-4.03C Steel Soldier Piles
Plumb and align the pile before placing concrete backfill and lean concrete backfill. The pile must be at
least 2 inches clear of the sides of the hole for the full length of the hole to be filled with concrete backfill
and lean concrete backfill. Ream or enlarge holes that do not provide the clearance around steel piles.
Maintain alignment of the pile in the hole while placing backfill material.
Clean and prepare piles in anticipated heat affected areas before splicing steel piles or welding concrete
anchors.
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
50 PRESTRESSING CONCRETE
07-15-16
Add to the end of section 50-1.01 C:
07-15-16
50-1.01C(8) Post-tensioning Jack Calibration Chart
Submit the post-tensioning jack calibration plot.
50-1.01C(9) Pretensioning Jack Calibration Chart
For any pretensioning jack calibrated by an authorized laboratory, submit a certified calibration plot.
Replace section 50-1.01 D(2)(b)with:
07-15-16
50-1.01 D(2)(b) Equipment and Calibration
50-1.01 D(2)(b)(i) General
Each jack body must be permanently marked with the ram area.
Each pressure gauge must be fully functional and have an accurately reading, clearly visible dial or
display. The dial must be at least 6 inches in diameter and graduated in 100 psi increments or less.
Page 100 of 183
Each load cell must be calibrated and have an indicator that can be used to determine the force in the
prestressing steel.
The range of each load cell must be such that the lower 10 percent of the manufacturer's rated capacity is
not used in determining the jacking force.
Each jack must be calibrated equipped with its gauges.
Mechanically calibrate the gauges with a dead weight tester or other authorized means before calibration
of the jacking equipment.
50-1.01D(2)(b)(ii) Post-tensioning
Equip each hydraulic jack used to tension prestressing steel with 2 pressure gauges or 1 pressure gauge
and a load cell. Only 1 pressure gauge must be connected to the jack during stressing.
Each jack used to tension prestressing steel permanently anchored at 25 percent or more of its specified
minimum ultimate tensile strength must be calibrated by METS within 1 year of use and after each repair.
You must:
1. Schedule the calibration of the jacking equipment with METS.
2. Verify that the jack and supporting systems are complete, with proper components, and are in good
operating condition.
3. Provide labor, equipment, and material to(1) install and support the jacking and calibration equipment
and (2)remove the equipment after the calibration is complete.
4. Plot the calibration results.
Each jack used to tension prestressing steel permanently anchored at less than 25 percent of its specified
minimum ultimate tensile strength must be calibrated by an authorized laboratory within 180 days of use
and after each repair.
50-1.01 D(2)(b)(iii) Pretensioning
Each jack used to pretension prestressing steel must be calibrated, equipped with its gauges, by a
laboratory on the Authorized Laboratory List within 1 year of use and after each repair.
Calibrate pretensioning jacks:
1. Under ASTM E4 using an authorized laboratory. Certification that the calibration is performed to
ASTM accuracy is not required.
2. In the presence of the Engineer. Notify the Engineer at least 2 business days before calibrating the
jack.
3. Using 3 test cycles. Average the forces from each test cycle at each increment.
4. To cover the load range used in the work.
Gauges for pretensioning jacks may:
1. Be electronic pressure indicators that display either:
1.1. Pressure in 100 psi increments or less
1.2. Load to 1 percent of the maximum sensor/indicator capacity or 2 percent of the maximum load
applied,whichever is smaller
2. Have a dial less than 6 inches in diameter
Gauges displaying pressure must have been calibrated within 1 year of the jack calibration.
Each hydraulic jack used for pretensioning must be equipped with either 2 gauges or 1 gauge and a load
cell or you must have a calibrated standby jack with its gauge present on site during stressing.
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
Page 101 of 183
51 CONCRETE STRUCTURES
07-15-16
Add to the list in the 2nd paragraph of section 51-1.01A:
04-15-16
8. Pile extensions
07-15-16
9. Drainage inlets
Add to the list in the 6th paragraph of section 51-1.01A:
07-15-16
7. Drainage inlets
Add to section 51-1.021:
07-15-16
Metal frames, covers, grates, and other miscellaneous iron and steel used with drainage inlets must
comply with section 75-2.
Add to section 51-1.03B:
07-15-16
You may use PC drainage inlets as an alternative to CIP drainage inlets.
Add between the 10th and 11th paragraphs of section 51-1.03C(2)(a):
07-15-16
For drainage inlets, extend the outside forms at least 12 inches below the top of the inlet. You may place
concrete against excavated earth below this depth except:
1. You must use full-depth outside forms or other protection when work activities or unstable earth may
cause hazardous conditions or contamination of the concrete.
2. You must increase the wall thickness 2 inches if placing concrete against the excavated surface.The
interior dimensions must be as shown.
Add to section 51-1.03C(2)(b):
07-15-16
For drainage inlets, remove exterior forms to at least 12 inches below the final ground surface. Exterior
forms below this depth may remain if their total thickness is not more than 1 inch.
Add to the list in the 2nd paragraph of section 51-1.03F(2):
07-15-16
4. Interior and top surfaces of drainage inlets
Add to section 51-1.04:
07-15-16
The payment quantity for structural concrete, drainage inlet is the volume determined from the
dimensions shown for CIP drainage inlets.
Add to section 51-4.01 C(1):
07-15-16
For PC drainage inlets, submit field repair procedures and a patching material test sample before repairs
are made.Allow 10 days for the Engineer's review.
Page 102 of 183
Add to section 51-4.01C(2)(a):
07-15-16
For drainage inlets with oval or circular cross sections, submit shop drawings with calculations. Shop
drawings and calculations must be sealed and signed by an engineer who is registered as a civil engineer
in the State.Allow 15 days for the Engineer's review.
Add to section 51-4.01 D(3):
07-15-16
The Engineer may reject PC drainage inlets exhibiting any of the following:
1. Cracks more than 1/32 inch wide
2. Nonrepairable honeycombed or spalled areas of more than 6 square inches
3. Noncompliance with reinforcement tolerances or cross sectional area shown
4. Wall, inlet floor, or lid less than minimum thickness
5. Internal dimensions less than dimensions shown by 1 percent or 1/2 inch, whichever is greater
6. Defects affecting performance or structural integrity
Add to section 51-4.02C:
07-15-16
Materials for PC drainage inlets must comply with the following:
1. Preformed flexible joint sealant must be butyl-rubber complying with ASTM C990
2. Resilient connectors must comply with ASTM C923
3. Sand bedding must comply with section 19-3.02F(2)
4. Bonding agents must comply with ASTM C1059/C1059,Type II
Add to section 51-4.02D:
07-15-16
51-4.02D(8) Drainage Inlets
PC units for drainage inlets must be rectangular, round, or oval in cross section, or any combination.
Transitions from a rectangular grate opening to a round or oval basin must be made in not less than 8
inches. Provide means for field adjustment to meet final grade, paving, or surfacing.
If oval or circular shape cross-sections are furnished,they must comply with AASHTO LRFD Bridge
Design Specifications, Sixth Edition with California Amendments.
Wall and slab thicknesses may be less than the dimensions shown by at most 5 percent or 3/16 inch,
whichever is greater.
Reinforcement placement must not vary more than 1/2 inch from the positions shown.
Add to section 51-4.03:
07-15-16
51-4.03H Drainage Inlets
Repair PC drainage inlet sections to correct damage from handling or manufacturing imperfections before
installation.
Center pipes in openings to provide a uniform gap. Seal gaps between the pipe and the inlet opening with
nonshrink grout under the grout manufacturer's instructions. For systems designated as watertight, seal
these gaps with resilient connectors.
Match fit keyed joints to ensure uniform alignment of walls and lids. Keys are not required at the inlet floor
level if the floor is precast integrally with the inlet wall. Seal keyed joint locations with preformed butyl
rubber joint sealant. You may seal the upper lid and wall joint with nonshrink grout.
Page 103 of 183
Clean keyed joint surfaces before installing sealant. Joint surfaces must be free of imperfections that may
affect the joint. Use a primer if surface moisture is present. Use a sealant size recommended by the
sealant manufacturer. Set joints using sealant to create a uniform bearing surface.
Flat drainage inlet floors must have a field-cast topping layer at least 2 inches thick with a slope of 4:1
(horizontal:vertical)toward the outlet. Use a bonding agent when placing the topping layer.Apply the
bonding agent under the manufacturer's instructions.
Replace the 2nd paragraph of section 51-7.01Awith:
07-15-16
Minor structures include structures described as minor structures.
07-15-16
Delete the 4th paragraph of section 51-7.01 B.
07-15-16
Delete the 1st and 3rd paragraphs of section 51-7.01C.
07-15-16
Delete the heading and paragraph of section 51-7.02.
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
52 REINFORCEMENT
01-15-16
Replace the 3rd paragraph of section 52-6.03B with:
01-15-16
For uncoated and galvanized reinforcing bars complying with ASTM A615/A615M, Grade 60,ASTM
A706/A706M, or ASTM A767/A767M, Class 1, the length of lap splices must be at least:
1. 45 diameters of the smaller bar spliced for reinforcing bars no. 8 or smaller
2. 60 diameters of the smaller bar spliced for reinforcing bars nos. 9, 10, and 11
For epoxy-coated reinforcing bars and alternatives to epoxy-coated reinforcing bars complying with ASTM
A775/A775M,ASTM A934/A934M,ASTM Al 035/A1035M, or ASTM Al 055/A1055M, the length of lap
splices must be at least:
1. 65 diameters of the smaller bar spliced for reinforcing bars no. 8 or smaller
2. 85 diameters of the smaller bar spliced for reinforcing bars nos. 9, 10, and 11
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
53 SHOTCRETE
01-15-16
Replace 632 in item 1 in the list in the 3rd paragraph of section 53-1.02 with:
01-15-16
675
Page 104 of 183
Replace item 2 in the list in the 3rd paragraph of section 53-1.02 with:
01-15-16
2. You may substitute a maximum of 30 percent coarse aggregate for the fine aggregate. Coarse
aggregate must comply with section 90-1, except section 90-1.02C(4)(d)does not apply. The
gradation for the coarse aggregate must comply with the gradation specified in section 90-1.02C(4)(b)
for the 1/2 inch x No.4 or the 3/8 inch x No. 8 primary aggregate nominal size.
Replace shotcrete in the 2nd sentence of the 4th paragraph of section 53-1.02 with:
01-15-16
concrete
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
56 OVERHEAD SIGN STRUCTURES, STANDARDS, AND POLES
07-15-16
Replace section 56-1.01 with:
07-15-16
56-1.01 GENERAL
56-1.01A Summary
Section 56-1 includes general specifications for constructing overhead sign structures, standards, and
poles.
56-1.01B Definitions
Reserved
56-1.01C Submittals
Reserved
56-1.01D Quality Assurance
56-1.01D(1) General
Reserved
56-1.01 D(2) Quality Control
56-1.01 D(2)(a) General
Reserved
56-1.01 D(2)(b) Nondestructive Testing
56-1.01 D(2)(b)(i) General
Perform NDT of steel members under AWS D1.1 and the requirements shown in the following table:
Page 105 of 183
Nondestructive Testing for Steel Standards and Poles
Weld location Weld type Minimum required NDT
Circumferential splices
around the perimeter of CJP groove weld with 100% UT or RT
tubular sections, poles, backing ring
and arms
Longitudinal seam CJP or PJP groove Random 25% MT
weld
Longitudinal seam within 6
inches of a circumferential CJP groove weld 100% UT or RT
splice
CJP groove weld with t>_ 5/16 inch: 100% UT and 100% MT
Welds attaching base backing ring and t< 5/16 inch: 100% MT after root weld
plates,flange plates, pole reinforcing fillet pass and final weld pass
plates, or mast arm plates External (top)fillet
to poles or arm tubes weld for socket-type 100% MT
connections
Hand holes and other Fillet and PJP welds MT full length on random 25% of all
appurtenances standards and poles
NOTE: t= pole or arm thickness
Page 106 of 183
Nondestructive Testing for Overhead Sign Structures
Weld location Weld type Minimum required NDT
CJP groove weld
Base plate to post with backing ring 100% UT and 100% MT
and reinforcing fillet
Base plate to gusset plate CJP groove weld 100% UT
Circumferential splices of pipe CJP groove weld 100% UT or RT
or tubular sections with backing ring
Split post filler plate welds CJP groove weld 100% UT or RT
with backing bar
Longitudinal seam weld for CJP groove weld t< 1/4 inch: 100% MT
pipe posts t>_ 1/4 inch: 100% UT or RT
PJP groove weld Random 25% RT
Chord angle splice weld CJP groove weld 100% UT or RT
with backing bar
Truss vertical,diagonal, and Fillet weld Random 25% MT
wind angles to chord angles
Upperjunction plate to chord Fillet weld Random 25% MT
cantilever type truss
Bolted field splice plates CJP groove weld 100% UT and 100% MT
(tubular frame type)
Cross beam connection plates
(lightweight extinguishable Fillet weld Random 25% MT
message sign)
Arm connection angles
(lightweight extinguishable Fillet weld 100% MT
message sign)
Mast arm to arm plate CJP groove weld t>_5/16 inch: 100% UT and 100% MT
(lightweight extinguishable with backing ring t<5/16 inch: 100% MT after root
message sin) weld pass and final weld pass
Post angle to post(lightweight Fillet weld 100% MT
extinguishable message sign)
Hand holes and other Fillet and PJP MT full length on random 25% of all
appurtenances welds -sign structures
NOTE: t= pole or arm thickness
56-1.011D(2)(b)(ii) Ultrasonic Testing
For UT of welded joints with any members less than 5/16 inch thick or tubular sections less than 13
inches in diameter,the acceptance and repair criteria must comply with Clause 6.13.3.1 of AWS D1.1.
For UT of other welded joints, the acceptance and repair criteria must comply with Table 6.3 of AWS D1.1
for cyclically loaded nontubular connections.
After galvanization, perform additional inspection for toe cracks along the full length of all CJP groove
welds at tube-to-transverse plate connections using UT.
When performing UT, use an authorized procedure under AWS D1.1,Annex S.
56-1.01 D(2)(b)(iii) Radiographic Testing
The acceptance criteria for radiographic or real time image testing must comply with AWS D1.1 for tensile
stress welds.
56-1.01 D(2)(b)(iv) Longitudinal Seam Welds
The Engineer selects the random locations for NDT.
Grind the cover pass smooth at the locations to be tested.
Page 107 of 183
If repairs are required in a portion of a tested weld, perform NDT on the repaired portion and on 25
percent of the untested portions of the weld. If more repairs are required, perform NDT on the entire weld.
56-1.01 D(3) Department Acceptance
Reserved
Replace section 56-2.01 D(2)(b)with:
07-15-16
Reserved
Replace the 2nd sentence of the 1st paragraph of section 56-2.02F with:
07-15-16
Manufactured pipe posts must comply with one of the following:
Add to the list in the 1st paragraph of section 56-2.02F:
07-15-16
4. ASTM A1085, Grade A
Replace the 2nd paragraph of section 56-2.02F with:
07-15-16
You may fabricate pipe posts from structural steel complying with ASTM A36/A36M,ASTM A709/A709M,
Grade 36, or ASTM A572/A572M, Grades 42 or 50.
07-15-16
Delete the last sentence in the 1st paragraph of section 56-2.02K(2).
07-15-16
Delete the 3rd paragraph of section 56-2.02K(2).
Replace the 2nd paragraph of section 56-2.02K(4)with:
07-15-16
Safety cable at walkways must not be kinked, knotted, deformed, frayed, or spliced.
Replace the 1st sentence of the paragraph in section 56-2.02K(5)with:
07-15-16
The edges of handholes and other large post and arm openings must be ground smooth.
Replace the heading of section 56-3 with:
07-15-16
56-3 STANDARDS, POLES, PEDESTALS, AND POSTS
Replace the paragraph in section 56-3.01Awith:
07-15-16
Section 56-3 includes general specifications for fabricating and installing standards, poles, pedestals, and
posts.
Page 108 of 183
Replace section 56-3.01 B(2)(b)with:
07-15-16
Standards with handholes must comply with the following:
1. Include a UL-listed lug and 3/16-inch or larger brass or bronze bolt for attaching the bonding jumper
for non-slip-base standards.
2. Attach a UL-listed lug to the bottom slip base plate with a 3/16-inch or larger brass or bronze bolt for
attaching the bonding jumper for slip-base standards.
Replace the 1 st sentence of the 3rd paragraph of section 56-3.01 C(2)(a)with:
07-15-16
After each standard, pole, pedestal, and post is properly positioned, place mortar under the base plate.
Replace the 2nd sentence of the 4th paragraph of section 56-3.01 C(2)(a)with:
07-15-16
The top of the foundation at curbs or sidewalks must be finished to curb or sidewalk grade.
Replace the 10th paragraph of section 56-3.01 C(2)(a)with:
07-15-16
Except when located on a structure,construct foundations monolithically.
Replace the 13th paragraph of section 56-3.01 C(2)(a)with:
07-15-16
Do not erect standards, poles, pedestals, or posts until the concrete foundation has cured for at least 7
days.
Replace the 14th paragraph in section 56-3.01C(2)(a)with:
07-15-16
The Engineer selects either the plumbing or raking technique for standards, poles, pedestals, and posts.
Plumb or rake by adjusting the leveling nuts before tightening nuts. Do not use shims or similar devices.
After final adjustments of both top nuts and leveling nuts on anchorage assemblies have been made and
each standard, pole, pedestal, and post on the structure is properly positioned, tighten nuts as follows:
1. Tighten leveling nuts and top nuts,following a crisscross pattern, until bearing surfaces of all nuts,
washers, and base plates are in firm contact.
2. Use an indelible marker to mark the top nuts and base plate with lines showing relative alignment of
the nut to the base plate.
3. Tighten top nuts following a crisscross pattern:
3.1. Additional 1/6 turn for anchor bolts greater than 1-1/2 inches in diameter.
3.2. Additional 1/3 turn for other anchor bolts.
3.3. Tightening tolerance for all top nuts is± 1/8 turn.
Replace the 1 st sentence of the 4th paragraph of section 56-3.01 C(2)(b)with:
07-15-16
If shown, use sleeve nuts on Type 1 standards.
Add to section 56-3.01 C(2)(b):
07-15-16
Spiral reinforcement must be continuous above the bottom of the anchor bolts.The top termination must
be either:
Page 109 of 183
1. V-6" lap beyond the end of pitch with a 90-degree hook extending to the opposite side of the cage, or
2. V-6" lap beyond the end of pitch with 2 evenly spaced authorized mechanical couplers
Replace the 1st sentence of the paragraph in section 56-3.02A(4)(b)with:
07-15-16
For cast slip bases for standards and poles with shaft lengths of 15 feet or more, perform RT on 1 casting
from each lot of a maximum of 50 castings under ASTM E94.
Replace the 2nd paragraph of section 56-3.02B(1)with:
07-15-16
Material for push button posts, pedestrian barricades, and guard posts must comply with ASTM
A53/A53M or ASTM A500/A500M.
Add to section 56-3.02B(1):
07-15-16
Steel pipe standards and mast arms must be hot dip galvanized after manufacturing. Remove spikes from
galvanized surfaces.
Replace the 2nd paragraph of section 56-3.02B(2)with:
07-15-16
HS anchor bolts, nuts, and washers must comply with section 55-1.02D(1)and the following:
1. Bolt threads must be rolled
2. Hardness of HS anchor bolts must not exceed 34 HRC when tested under ASTM F606
3. Galvanization must be by mechanical deposition
4. Nuts must be heavy-hex type
5. Each lot of nuts must be proof load tested
Replace the 2nd sentence of the 9th paragraph of section 56-3.02B(2)with:
07-15-16
During manufacturing, properly locate the position of the luminaire arm on the arm plate to avoid
interference with the cap screw heads.
Add to section 56-3.02B(3)(a):
07-15-16
Steel having a nominal thickness greater than 2 inches that is used for tube-to-transverse plate
connections must have a minimum CVN impact value of 20 ft-lb at 20 degrees F when tested under
ASTM E23.
Add to section 56-3.02B(3)(c):
07-15-16
The length of telescopic slip-fit splices must be at least 1.5 times the inside diameter of the exposed end
of the female section.
For welds connecting reinforced handholes or box-type pole plate connections to a tubular member, the
start and stop points must be at points located on a longitudinal axis of symmetry of the tube coinciding
with the axis of symmetry of the hand hole or pole plate.
Page 110 of 183
Replace the table in the 1st paragraph of section 56-3.02C with:
07-15-16
Slip Base Bolt Tightening Requirements
Standard type Torque(ft-lb)
15-S B 150
15-SBF 150
30 150
31 200
Replace the 1st sentence of the 2nd paragraph of section 56-3.02C with:
07-15-16
Bolted connections attaching signal or luminaire arms to standards, poles, and posts are considered slip
critical.
Add to section 56-3.06B:
07-15-16
Manufacture the mast arm from standard pipe,free from burrs. Each mast arm must have an insulated
wire inlet and wood pole mounting brackets for the mast arm and tie-rod cross arm. Manufacture tie rod
from structural steel and pipe.
07-15-16
Delete the 2nd paragraph of section 56-3.06C.
Replace the 1st sentence of the 3rd paragraph of section 56-3.06C with:
07-15-16
Mount the mast arm for luminaires to provide a 34-foot mounting height for a 165 W LED luminaire and a
40-foot mounting height for a 235 W LED luminaire.
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
59 STRUCTURAL STEEL COATINGS
07-15-16
Replace Type S in the 2nd paragraph of section 59-1.02A with:
01-15-16
Type M or Type S
Add to the list in the 2nd paragraph of section 59-1.0213:
07-15-16
5. Manufactured abrasives.
Replace Mineral and slag in the 3rd paragraph of section 59-1.0213 with:
07-15-16
Mineral, manufactured, and slag
Page 111 of 183
07-15-16
Delete the 4th paragraph of section 59-2.01 C(1).
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
60 EXISTING STRUCTURES
07-15-16
07-15-16
Delete the 2nd sentence in the 11th paragraph of section 60-3.04B(3)(c).
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
64 PLASTIC PIPE
07-15-16
Replace Reserved in section 64-3 with:
07-15-16
64-3.01 GENERAL
64-3.01A Summary
Section 64-3 includes specifications for constructing slotted plastic pipe.
Slotted plastic pipe includes structure excavation, concrete backfill, connecting new pipe to new or
existing facilities, concrete collars, reinforcement, and other connecting devices.
64-3.0113 Definitions
Reserved
64-3.01C Submittals
If an or equal slotted plastic pipe is being considered, it must be submitted 30 days before installation for
approval.
If RSC is used for concrete backfill for slotted plastic pipe, submit the concrete mix design and test data
from an authorized laboratory 10 days before excavating the pipe trench. The laboratory must specify the
cure time required for the concrete mix to attain 2,000 psi compressive strength when tested under
California Test 521.
Heel-resistant grates if specified must be submitted 30 days before installation for approval. Anchorage
details must be included in the submittal.
64-3.01 D Quality Assurance
Reserved
64-3.02 MATERIALS
64-3.02A General
Not Used
64-3.02B Slotted Plastic Pipes
Slotted plastic pipe must be one of the following or equal:
Slotted Plastic Pipe
12"diameter 18"diameter
Zurn Z888-12 Zurn Z888-18
ACO Qmax 350 ACO Qmax 365
ADS Duraslot-12 ADS Duraslot-18
Page 112 of 183
64-3.02C Concrete Backfill
Concrete for concrete backfill for slotted plastic pipe must comply with the specifications for minor
concrete. You may use RSC instead of minor concrete for concrete backfill.
If RSC is used for concrete backfill, the RSC must:
1. Contain at least 590 pounds of cementitious material per cubic yard
2. Comply with section 90-3.02A, except section 90-1 does not apply
3. Comply with section 90-2
64-3.02D Heel-Resistant Grates
Heel-resistant grate must:
1. Be designed to carry traffic loadings
2. Comply with ADA requirements
3. Be constructed of steel or cast iron
4. Be provided by the same manufacturer of the slotted plastic pipe
5. Comply with the manufacturer's instructions
64-3.02E Bar Reinforcement
Bar reinforcement must comply with ASTM A615/A615M, Grade 60 or ASTM A706/A706M, Grade 60.
64-3.02F Miscellaneous Metal
Ductile iron, nuts, bolts, and washers must comply with section 75.
64-3.02G Grout
Grout must be non-shrink grout complying with ASTM C1107/C1107M.
64-3.02H Curing Compound
Non-pigmented curing compound must comply with ASTM C309, Type 1, Class B.
64-3.021 End Caps
End cap must:
1. Be provided by the same manufacturer of the slotted plastic pipe
2. Prevent concrete backfill from entering the pipe
64-3.03 CONSTRUCTION
64-3.03A General
Cover the grate slots with heavy-duty tape or other authorized covering during paving and concrete
backfilling activities to prevent material from entering the slots.
64-3.03B Preparation
Pave adjacent traffic lanes before installing slotted plastic pipes.
Excavation must comply with section 19-3.
64-3.03C Installation
Lay and join slotted plastic pipes under the pipe manufacturer's instructions.
Lay pipes to line and grade with sections closelyjointed and adequately secured to prevent separation
during placement of the concrete backfill. If the pipes do not have a positive interlocking mechanism like a
slot and tongue connection, secure the sections together with nuts, bolts, and washers before backfilling.
The top of slotted plastic pipes must not extend above the completed surface. Position the pipes so that
the concrete backfill is flush with the surrounding grade and above the top of the grate from 1/8 to 1/4
inch.
Place channels with the male and female ends facing each other.
Page 113 of 183
Place lateral support bar reinforcement on both sides of the grate slots. The support bar reinforcement
must run the full length of the slots.
Anchor heel-resistant grates to the concrete backfill under the manufacturer's instructions.
64-3.03D Concrete Backfill
Wherever minor concrete is used for concrete backfill for slotted plastic pipe, do not allow traffic on top of
the backfill within 7 days of placement.
Wherever RSC is used for concrete backfill for slotted plastic pipe, do not allow traffic on top of the backfill
before the required cure time of 2,000 psi is achieved.
Place concrete backfill where shown.
Consolidate the concrete backfill with high-frequency internal vibrators.
Texture the concrete backfill surface with a broom or burlap drag to produce a durable skid-resistant
surface.
Apply a non-pigmented curing compound to the exposed concrete backfill surface whenever the
atmospheric temperature is 90 degrees F or greater after placement.
64-3.03E Transition Fittings
Use transition fittings to connect slotted plastic pipes to drainage inlets.The transition fittings must be
supplied by the same pipe manufacturer.
Where welds are required in transition fittings, welds must comply with the pipe manufacturer's
instructions.The completed welds must not have visible pinholes.Fill the gaps around the pipes in the
inlet structure wall with non-shrink grout where the pipes connect to an existing drainage structure. Install
the grout under the pipe manufacturer's instructions.
Cut the pipes as shown after the grout used to seal the transition fitting has cured for at least 24 hours.
64-3.04 PAYMENT
Slotted plastic pipe is measured along the centerline of the pipe and parallel with the slope line. If the pipe
is cut to fit a structure or slope,the payment quantity is the length of pipe necessary to be placed before
cutting, measured in 2-foot increments.
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
DIVISION VII DRAINAGE FACILITIES
71 EXISTING DRAINAGE FACILITIES
01-15-16
Replace items 5 and 6 in the list in the 1st paragraph of section 71-3.01D with:
01-15-16
5. Performing postrehabilitation inspection
Add after the 4th paragraph of section 71-3.01 D:
01-15-16
Record the quantity of grout that is installed and submit this quantity.The Department does not pay for
grout that leaks through to the inside of the culvert. The Department does not pay for grout material that is
wasted, disposed of, or remaining on hand after the completion of the work.
Page 114 of 183
Replace the 2nd heading in section 71-5.03 with:
01-15-16
71-5.0313 Frames, Covers, Grates,and Manholes
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
DIVISION VIII MISCELLANEOUS CONSTRUCTION
72 SLOPE PROTECTION
07-15-16
Replace the 1st and 2nd paragraphs of section 72-2.0213 with:
07-15-16
For method A and B placement and the class of RSP described, comply with the rock gradation shown in
the following table:
Rock Gradation
Nominal RSP class Nominal
by median particle median d15°(inches) d50°(inches) dloo° Placement
diameter particle (inches)
Diameter weight
Classy inches W 50
c,d Min Max Min Max Max Method
1 6 201b 3.7 5.2 5.7 6.9 12.0 B
11 9 601b 5.5 7.8 8.5 10.5 18.0 B
111 12 150 1 b 7.3 10.5 11.5 14.0 24.0 B
IV 15 3001b 9.2 13.0 14.5 17.5 30.0 B
V 18 1/4 ton 11.0 15.5 17.0 20.5 36.0 B
VI 21 3/8 ton 13.0 18.5 20.0 24.0 42.0 A or B
VII 24 1/2 ton 14.5 21.0 23.0 27.5 48.0 A or B
Vill 30 1 ton 18.5 26.0 28.5 34.5 48.0 A or B
IX 36 2 ton 22.0 31.5 34.0 41.5 52.8 A
X 42 3 ton 25.5 36.5 40.0 48.5 60.5 A
XI 46 4 ton 28.0 39.4 43.7 53.1 66.6 A
a For RSP Classes I-VIII, use Class 8 RSP fabric. For RSP Classes IX-XI, use Class 10 RSP fabric.
bIntermediate or B dimension (i.e., width) where A dimension is length and C dimension is thickness.
'd%,where % denotes the percentage of the total weight of the graded material.
dValues shown are based on the minimum and maximum particle diameters shown and an average
specific gravity of 2.65.Weight will vary based on specific gravity of rock available for the project.
Replace the table in section 72-2.02C with:
07-15-16
Fabric Class
Class Largest rock gradation class used in slope protection
8 Classes I-VIII
10 Classes IX-XI
Page 115 of 183
Replace the table in the 1st paragraph of section 72-3.02C with:
07-15-16
Concreted-Rock Gradation
Nominal RSP class by Nominal
median particle median d15° d5o° dloo°
diameter particle
weight
Class (inchze es)es) W50cd Min Max Min Max Max
Wei hta
1 6 20lb 3.7 5.2 5.7 6.9 12.0
11 9 60lb 5.5 7.8 8.5 10.5 18.0
111 12 150lb 7.3 10.5 11.5 14.0 24.0
V 18 1/4 ton 11.0 15.5 17.0 20.5 36.0
VII 24 1/2 ton 14.5 21.0 23.0 27.5 48.0
Use Class 8 RSP fabric.
bIntermediate or B dimension (i.e.,width)where A dimension is length and C dimension is thickness.
°d%, where% denotes the percentage of the total weight of the graded material.
dValues shown are based on the minimum and maximum particle diameters shown and an assumed
specific gravity of 2.65.Weight will vary based on specific gravity of rock available for the project.
Replace the table in section 72-3.03E with:
07-15-16
Minimum Concrete Penetration
Rock class
VII V 111 11 1
Penetration 18 14 10 8 6
inches
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
73 CONCRETE CURBS AND SIDEWALKS
07-15-16
Replace section 73-3.01 A with:
07-15-16
Section 73-3 includes specifications for constructing sidewalks, gutter depressions, island paving, curb
ramps,and driveways.
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
74 PUMPING EQUIPMENT AND CONTROLS
04-15-16
Replace 87-1.03K in the 4th paragraph of section 74-3.03B(2)with:
04-15-16
87
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
Page 116 of 183
80 FENCES
07-15-16
Replace section 80-4 with:
07-15-16
80-4 WILDLIFE EXCLUSION FENCES
80-4.01 GENERAL
80-4.01A General
Section 80-4 includes specifications for constructing wildlife exclusion fences.
Constructing a wildlife exclusion fence includes the installation of any signs specified in the special
provisions.
80-4.01 B Materials
Each T post must:
1. Comply with ASTM A702
2. Be metal and have an anchor plate
3. Be painted black or galvanized
80-4.01 C Construction
Not Used
80-4.01 D Payment
Not Used
80-4.02 DESERT TORTOISE FENCES
80-4.02A General
Section 80-4.02 includes specifications for constructing desert tortoise fences.
80-4.0213 Materials
80-4.0213(1) Permanent Desert Tortoise Fences
80-4.0213(1)(a) General
Each wire tie and hog ring for a permanent desert tortoise fence must comply with section 80-2.02F.
Each hold down pin must:
1. Be U-shaped,with 2 minimum 6-inch long legs
2. Have pointed ends
3. Be at least 11-gauge wire
4 Be galvanized
5. Be commercial quality
80-4.0213(1)(b) Hardware Cloth
The hardware cloth must:
1. Comply with ASTM A740
2. Be welded or woven galvanized steel wire fabric
3. Be made of at least 14-gauge wire
4. Be 36 inches wide
80-4.0213(1)(c) Barbless Wire
The barbless wire must:
1. Comply with ASTM A641/A641 M
2. Be at least 14-gauge wire
3. Have a Class 1 zinc coating
Page 117 of 183
80-4.02B(1)(d) Posts
Each post must:
1. Comply with ASTM F1083
2. Be standard weight, schedule 40 steel pipe with a nominal pipe size of 1 inch
3. Be galvanized steel fence post conforming to ASTM A702
80-4.02B(2) Temporary Desert Tortoise Fences
The materials for a temporary desert tortoise fence must comply with section 80-4.02B(1), except the
hardware cloth must be made of at least 16-gauge wire.
80-4.02C Construction
80-4.02C(1) General
Extend the hardware cloth a minimum of 24 inches above the ground.
Plumb the posts and pull the hardware cloth taut. Correct any alignment issues.
80-4.02C(2) Permanent Desert Tortoise Fences
Excavate the ground to form a trench before installing the posts and hardware cloth. Embed the posts at
maximum 5-foot intervals into the ground. If T posts are used, use 5-foot lengths and embed the posts to
match the above-ground height shown for the posts.
Securely fasten the hardware cloth to the posts with wire ties and to barbless wire with hog rings as
shown. Pass the wire ties through the hardware cloth. Encircle the posts and barbless wire with the ties
and tie them by twisting a minimum of 3 complete turns.
Bend the twisted ends of the ties down to prevent possible snagging. Close hog rings with their ends
overlapping.
Bury the hardware cloth a minimum of 12 inches into the ground. Install the cloth in 1 continuous piece.
You may cut the cloth into shorter segments if authorized.
Overlap the hardware cloth segments at posts,with a minimum overlap of 6 inches centered at a post.
Wire tie the overlapped cloth to posts as shown. Prevent fraying by threading barbless wire along the
vertical edges of the hardware cloth on either side of the post or use 3 equally spaced hog rings (6 hog
rings per location)along each wire cloth edge.
Where bedrock or caliche substrate is encountered, use the bent hardware cloth detail if authorized.
Transitions from buried-to-bent or bent-to-buried configuration must occur at a post location with a
minimum 6-inch overlap of the hardware cloth as shown. The maximum spacing for hold down pins is 24
inches on center.Anchor in place with hold down pins the beginning and end corners of the hardware
cloth placed on the ground.
Backfill the removed earth material into the trench created to install the hardware cloth and posts. Use an
8 lb or heavier hand tamper to compact the backfill around the posts and hardware cloth. Install a post at
each corner of the cloth segments.
If a gate must be installed, attach the hardware cloth to the gate frame such that there is contact along
the entire length of the gate between the finished ground surface and the lower edge of the cloth. Install
the gate under section 80-10.
80-4.02C(3) Temporary Desert Tortoise Fences
Fold the horizontal edge of the hardware cloth at a 90° angle toward the tortoise habitat area. Ensure the
clearance to the ground at the bend is from 0 to 2 inches.
Where the hardware cloth overlaps, secure the bend piece with one of the following:
1. Barbless wire threaded along the width of the cloth
2. Minimum of 4 hog rings equally spaced along the edge
Fasten the bent piece to the ground with hold down pins pushed completely into the ground.
Page 118 of 183
When the temporary fence is no longer needed, compact soil into post holes with an 8 lb or heavier hand
tamper.
80-4.02D Payment
Not Used
80-4.03-80-4.09 RESERVED
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
DIVISION IX TRAFFIC CONTROL DEVICES
83 RAILINGS AND BARRIERS
04-15-16
04-15-16
Delete to in the 4th paragraph of section 83-1.02B.
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
84 MARKINGS
07-15-16
Add to the beginning of section 84-8.03A:
07-15-16
Select the method and equipment for constructing ground-in indentations.
Replace the 1st paragraph of section 84-8.03Awith:
07-15-16
Do not construct rumble strips:
1. On structures, approach slabs, or concrete weigh-in-motion slabs
2. At intersections
3. Bordering two-way left turn lanes, driveways, or other high-volume turning areas
4. Within 6 inches of any concrete pavement joint
Add between the 2nd and 3rd paragraphs of section 84-8.03A:
07-15-16
Modify rumble strip spacing to avoid locating a groove on a concrete pavement joint.
Replace the 3rd paragraph of section 84-8.03A with:
07-15-16
Indentations must comply with the dimensions shown and not vary more than:
1. 10 percent in length
2. 0.06 inch in depth
3. 10 percent in width
4. 1 inch in center-to-center spacing between rumble strips
Page 119 of 183
Add to the end of section 84-8.03A:
07-15-16
The noise level created by the combined grinding activities must not exceed 86 dBA when measured at a
distance of 50 feet at right angles to the direction of travel.
Break rumble strips before and after intersections, driveways, railroad crossings,freeway gore areas, and
freeway ramps. Place breaks and break distances as shown. You may adjust breaks and the break
distances as needed at low-volume driveways or other locations if authorized.
07-15-16
Delete new in the 1st paragraph of section 84-8.03B.
07-15-16
Add to the end of section 84-8.0313:
Remove grinding residue under section 13-4.03E(7).
Replace the 1st paragraph of section 84-8.03C with:
07-15-16
Construct rumble strips in the top layer of HMA and asphalt concrete surfacing by the ground-in method.
Add between the 2nd and 3rd paragraphs of section 84-8.03C:
07-15-16
Dispose of the removed material.
07-15-16
Delete the 2nd paragraph of section 84-8.03C.
Replace 37-2 in the 3rd paragraph of section 84-8.03C with:
07-15-16
37-4.02
Replace section 84-8.04 with:
07-15-16
The payment quantity for any type of rumble strip is the length measured by the station along the length
of the rumble strip without deductions for gaps between indentations.
Replace the 2nd paragraph of section 84-9.03B with:
04-15-16
Completely remove traffic stripes and pavement markings, including any paint in the gaps, by methods
that do not remove pavement to a depth of more than 1/8 inch.
Add between the 2nd and 3rd paragraphs of section 84-9.03B:
04-15-16
Submit your proposed method for removing traffic stripes and pavement markings at least 7 days before
starting the removal work.Allow 2 business days for the review.
Remove pavement marking such that the old message cannot be identified. Make any area removed by
grinding rectangular.Water must not puddle in the ground areas. Fog seal ground areas on asphalt
concrete pavement.
Page 120 of 183
04-15-16
Delete materially in the 1st paragraph of section 84-9.03D.
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
DIVISION X ELECTRICAL WORK
Replace section 86 with:
04-15-16
86 GENERAL
04-15-16
86-1.01 GENERAL
86-1.01A Summary
Section 86 includes general specifications for furnishing electrical equipment and materials.
Electrical equipment and materials must comply with part 4 of the California MUTCD and 8 CA Code of
Regs,chapter 4, subchapter 5, "Electrical Safety Orders."
Galvanized equipment and materials must comply with section 75-1.02B.
86-1.0113 Definitions
accessible pedestrian signal: Accessible pedestrian signal as defined in the California MUTCD.
accessible walk indication: Activated audible and vibrotactile action during the walk interval.
actuation: Actuation as defined in the California MUTCD.
ambient sound level: Background sound level in dB at a given location.
ambient sound sensing microphone: Microphone that measures the ambient sound level in dB and
automatically adjusts the accessible pedestrian signal speaker's volume.
audible speech walk message: Audible prerecorded message that communicates to pedestrians which
street has the walk interval.
channel: Discrete information path.
CALIPER: Commercially Available LED Product Evaluation and Reporting.A U.S. Department of Energy
program that individually tests and provides unbiased information on the performance of commercially
available LED luminaires and lights.
controller assembly: Assembly for controlling a system's operations, consisting of a controller unit and
auxiliary equipment housed in a waterproof cabinet.
controller unit: Part of the controller assembly performing the basic timing and logic functions.
correlated color temperature: Absolute temperature in kelvin of a blackbody whose chromaticity most
nearly resembles that of the light source.
detector: Detector as defined in the California MUTCD.
electrolier: Assembly of a lighting standard and luminaire.
flasher: Device for opening and closing signal circuits at a repetitive rate.
flashing beacon control assembly: Assembly of switches, circuit breakers,terminal blocks,flasher,
wiring, and other necessary electrical components housed in a single enclosure for operating a
beacon.
Page 121 of 183
house side lumens: Lumens from a luminaire directed to light up areas between the fixture and the pole,
such as sidewalks at intersection or areas off the shoulders on freeways.
illuminance gradient: Ratio of the minimum illuminance on a 1-foot square of sign panel to that on an
adjacent 1-foot square of sign panel.
inductive loop detector: Detector capable of being actuated by an inductance change caused by a
vehicle passing or standing over the loop. An inductive loop detector includes a loop or group of loops
installed in the roadway and a lead-in cable installed and connected inside a controller cabinet.
junction temperature: Temperature of the electronic junction of the LED device. The junction
temperature is critical in determining photometric performance, estimating operational life, and
preventing catastrophic failure of the LED.
L70: Extrapolated life in hours of the luminaire when the luminous output depreciates 30 percent from the
initial values.
lighting standard: Pole and mast arm supporting the luminaire.
LM-79: Test method from the Illumination Engineering Society of North America specifying the test
conditions, measurements, and report format for testing solid state lighting devices, including LED
luminaires.
LM-80: Test method from the Illumination Engineering Society of North America specifying the test
conditions, measurements, and report format for testing and estimating the long-term performance of
LEDs for general lighting purposes.
luminaire:Assembly that houses the light source and controls the light emitted from the light source.
National Voluntary Laboratory Accreditation Program: U.S. Department of Energy program that
accredits independent testing laboratories.
powder coating: Coating applied electrostatically using exterior-grade, UV-stable, polymer powder.
power factor: Ratio of the real power component to the complex power component.
pretimed controller assembly:Assembly operating traffic signals under a predetermined cycle length.
programming mechanism: Device to program the accessible pedestrian signal operation.
pull box: Box with a cover that is installed in an accessible place in a conduit run to facilitate the pulling
in of wires or cables.
push button information message: Push button information message as defined in the California
MUTCD.
push button locator tone: Push button locator tone as defined in the California MUTCD.
signal face: Signal face as defined in the California MUTCD.
signal head: Signal head as defined in the California MUTCD.
signal indication: Signal indication as defined in the California MUTCD.
signal section: Signal section as defined in the California MUTCD.
signal standard: Pole with or without mast arms carrying 1 or more signal faces.
street side lumens: Lumens from a luminaire directed to light up areas between the fixture and the
roadway, such as traveled ways and freeway lanes.
surge protection device: Subsystem or component that protects equipment against short-duration
voltage transients in power line.
total harmonic distortion: Ratio of the rms value of the sum of the squared individual harmonic
amplitudes to the rms value of the fundamental frequency of a complex waveform.
Page 122 of 183
traffic-actuated controller assembly: Assembly for operating traffic signals under the varying demands
of traffic as registered by detector actuation.
traffic phase: Traffic phase as defined in the California MUTCD.
vehicle: Vehicle as defined in the California Vehicle Code.
vibrotactile pedestrian device: Vibrotactile pedestrian device as defined in the California MUTCD.
86-1.01C Submittals
86-1.01C(1) General
Within 15 days after Contract approval, submit a list of equipment and materials you propose to install.
Submit the list before shipping equipment and materials to the job site. The list must include:
1. Manufacturer's name
2. Make and model number
3. Month and year of manufacture
4. Lot and serial numbers
5. Contract number
6. Your contact information
Submit confirmation of the vendor's acceptance of the order for the electrical equipment and materials as
an informational submittal.
Submit 3 sets of computer-generated, schematic wiring diagrams for each cabinet.
Diagrams, plans, and drawings must be prepared using graphic symbols in IEEE 315, "Graphic Symbols
for Electrical and Electronic Diagrams."
Submit a schedule of values within 15 days after Contract approval.
Do not include costs for the traffic control system in the schedule of values.
Submit a manufacturer's maintenance manual or combined maintenance and operation manual as an
informational submittal. The manual must have a master item index that includes:
1. Specifications
2. Design characteristics
3. General operation theory
4. Function of all controls
5. Troubleshooting procedure
6. Parts list, descriptions, stock numbers, and settings
7. Block circuit diagram
8. Layout of components
9. Schematic diagrams
86-1.01C(2) Pull Boxes
Submit the manufacturer's installation instructions for pull boxes, including:
1. Quantity and size of entries that can be made without degrading the strength of the pull box below the
load rating
2. Locations where side entries can be made
3. Acceptable method for creating the entry
Submit load-rating test reports for pull boxes from a NRTL.
86-1.01C(3) LED Luminaires
Submit for an LED luminaire:
1. Maximum power in watts
2. Maximum designed junction temperature
3. Heat sink area in square inches
Page 123 of 183
4. Designed junction-to-ambient thermal resistance calculation with thermal resistance components
clearly defined
5. L70 in hours when extrapolated for the average nighttime operating temperature
6. Life expectancy based on the junction temperature
7. Manufacturer's data sheet for the power supply, including the rated life
Submit the manufacturer's QC test data for LED luminaires as an informational submittal.
86-1.01C(4) Low-Pressure Sodium Luminaires
Submit the manufacturer's QC test data for low-pressure sodium luminaires as an informational submittal.
86-1.01C(5) Service Equipment Enclosures
Submit shop drawings for a service equipment enclosure to METS.
86-1.01C(6) Signal Heads
Submit a certificate of compliance and the manufacturer's QC test data for signal heads as an
informational submittal.
86-1.01C(7) LED Signal Modules
Submit the manufacturer's QC test data for LED signal modules as an informational submittal.
86-1.01C(8) Visors
Submit a certificate of compliance and the manufacturer's QC test data for visors as an informational
submittal.
86-1.01C(9) LED Countdown Pedestrian Signal Face Modules
Submit the manufacturer's QC test data for LED countdown pedestrian signal face modules as an
informational submittal.
86-1.01C(10) Accessible Pedestrian Signals
Submit the manufacturer's QC test data for accessible pedestrian signals as an informational submittal.
86-1.01D Quality Assurance
86-1.01D(1) General
Electrical equipment must comply with one or more of the following standards:
1. ANSI
2. ASTM
3. EIA/ECIA
4. NEMA
5. NETA
6. UL/NRTL
7. TIA
Materials must comply with:
1. FCC rules
2. ITE standards
3. NEC
4. California Electrical Code
86-1.01D(2) Source Quality Control
Service equipment enclosures and cabinets must be inspected and tested at the source.
86-1.01 D(3) Department Acceptance
Deliver material and equipment for testing to METS.
Allow 30 days for testing. The Department notifies you when testing is complete.
Page 124 of 183
If the Department accepts the material or equipment, you must pick it up from the test site and deliver it to
the job site.
If the Department rejects material or equipment, remove it within 5 business days after you are notified it
is rejected. If it is not removed within that period,the Department may remove it and ship it to you and
deduct the costs of labor, material and shipping.
Resubmit a new sample and allow 30 days for retesting.The retesting period starts when the
replacement material or equipment is delivered to METS.
86-1.02 MATERIALS
86-1.02A General
Anchor bolts, anchor bars or studs, and nuts and washers must comply with section 75-1.02.
Bolt threads must accept galvanized standard nuts without requiring tools or causing removal of
protective coatings.
86-1.02B Conduit and Accessories
86-1.02B(1) General
Conduit and fittings must comply with the requirements shown in the following table:
Conduit and Fitting Requirements
Type Requirement
1 Must be hot-dip galvanized rigid steel complying with UL 6 and ANSI C80.1. The zinc coating
must comply with copper sulfate test requirements in UL 6. Fittings must be electrogalvanized
and certified under UL 514B.
2 Must comply with requirements for Type 1 conduit and be coated with PVC or polyethylene.
The exterior thermoplastic coating must have a minimum thickness of 35 mils. The internal
coating must have a minimum thickness of 2 mils. Coated conduit must comply with NEMA RN
1, or NRTL PVC-001.
3 Must be Type A, extruded, rigid PVC conduit complying with UL 651 or must be HDPE conduit
complying with U L 651 A.
4 Must have an inner,flexible metal core covered by a waterproof, nonmetallic, sunlight-resistant
jacket, and must be UL listed for use as a grounding conductor. Fittings must be certified under
UL 514B.
5 Must be intermediate steel complying with UL 1242 and ANSI C80.6. The zinc coating must
comply with copper sulfate test requirements specified in UL 1242. Fittings must be
electrog a Ivan ized and certified under UL 514B.
Bonding bushings installed on metal conduit must be insulated and either a galvanized or zinc-alloy type.
86-1.02B(2) Structures Accessories
Steel hangers, steel brackets, and other fittings used to support conduit in or on a wall or bridge
superstructure must comply with section 75-3.
Precast concrete cradles for conduit must be made of minor concrete and commercial-quality welded wire
fabric. The minor concrete must contain a minimum of 590 lb of cementitious material per cubic yard. The
cradles must be moist cured for a minimum of 3 days.
86-1.02C Pull Boxes
86-1.02C(1) General
Pull box cover must have a marking on the top that is:
1. Clearly defined
2. Uniform in depth
3. Parallel to either side
4. 1 to 3 inches in height
Cover marking must be:
Page 125 of 183
1. SERVICE for service circuits between a service point and service disconnect
2. SERVICE IRRIGATION for circuits from a service equipment enclosure to an irrigation controller
3. SERVICE BOOSTER PUMP for circuits from a service equipment enclosure to the booster pump
4. TDC POWER for circuits from a service equipment enclosure to telephone demarcation cabinet
5. LIGHTING for a lighting system
6. SIGN ILLUMINATION for a sign illumination system
7. SIGNAL AND LIGHTING for a signal and lighting system
8. RAMP METER for a ramp metering system
9. TMS for a traffic monitoring station
10. FLASHING BEACON for a flashing beacon system
11. CMS for a changeable message sign system
12. INTERCONNECT for an interconnect conduit and cable system
The load rating must be stenciled on the inside and outside of the pull box and the cover.
If a transformer or other device must be placed in the pull box, include recesses for a hanger.
The hardware must be stainless steel with 18 percent chromium and 8 percent nickel content.
86-1.02C(2) Nontraffic Pull Boxes
A nontraffic pull box and cover must comply with ANSI/SCTE 77, "Specification for Underground
Enclosure Integrity,"for Tier 22 load rating and must be gray or brown.
Each new pull box must have a cover with an electronic marker cast inside.
A pull box extension must be made of the same material as the pull box. The extension may be another
pull box if the bottom edge of the pull box fits into the opening for the cover.
The bolts, nuts, and washers must be a captive design and galvanized. Captive bolts for securing the
cover of nontraffic pull boxes must be capable of withstanding a torque from 55 to 60 ft-lb and a minimum
pull-out strength of 750 lb.
86-1.02C(3) Traffic Pull Boxes
A traffic pull box and cover must comply with ASTM C857 for HS20-44 loading.
The frame must be anchored to the box with 2-1/4-inch-long concrete anchors with a 1/4 inch diameter. A
no. 3-1/2(T) pull box must have 4 concrete anchors, one placed in each corner. No. 5(T)and no. 6(T) pull
boxes must have 6 concrete anchors, one placed in each corner and one near the middle of each of the
longer sides.
Nuts must be vibration-resistant, zinc-plated, carbon steel and have a wedge ramp at the root of the
thread.
Before galvanizing a steel or cast iron cover, the manufacturer must apply the cover marking by one of
the following methods:
1. Use a cast iron strip at least 1/4 inch thick with letters raised a minimum of 1/16 inch. Fasten the strip
to the cover with 1/4-inch,flathead, stainless steel machine bolts and nuts. Peen the bolts after
tightening.
2. Use a sheet steel strip at least 0.027 inch thick with letters raised a minimum of 1/16 inch. Fasten the
strip to the cover by spot welding, tack welding, or brazing with 1/4-inch stainless steel rivets or 1/4-
inch, roundhead, stainless steel machine bolts and nuts. Peen the bolts after tightening.
The steel cover must be countersunk approximately 1/4 inch to accommodate the bolt head.When
tightened,the bolt head must be no more than 1/8 inch above the top of the cover.
86-1.02C(4) Reserved
86-1.02D Tapes
86-1.02D(1) General
Reserved
Page 126 of 183
86-1.02D(2) Pull Tape
Pull tape must be a flat,woven, lubricated, soft-fiber, polyester tape with a minimum tensile strength of
1,800 lb. The tape must have sequential measurement markings every 3 feet.
86-1.02D(3) Reserved
86-1.02E Reserved
86-1.02F Conductors and Cables
86-1.02F(1) Conductors
86-1.02F(1)(a) General
Reserved
86-1.02F(1)(b) Reserved
86-1.02F(1)(c) Copper Conductors
86-1.02F(1)(c)(i) General
Copper wire must comply with ASTM B3 and B8.
Conductor must be clearly and permanently marked the entire length of its outer surface with:
1. Manufacturer's name or trademark
2. Insulation-type letter designation
3. Conductor size
4. Voltage
5. Temperature rating
6. Number of conductors for a cable
The minimum insulation thickness and color code requirements must comply with NEC.
A conductor must be UL listed or NRTL certified and rated for 600 V(ac).
Insulation for no. 14 to no. 4 conductors must be one of the following:
1. Type TW PVC under ASTM D2219
2. Type THW PVC
3. Type USE, RHH, or RHW cross-linked polyethylene
The insulation for no. 2 and larger conductors must be one of the above or THWN.
Conductors must be identified as shown in the following table:
Page 127 of 183
Conductor Identification
Identification
Insulation color
Circuit Signal phase or function Base Stripe Band symbols Size
2, 6 Red, yel, brn Blk 2, 6 14
4, 8 Red, yel, brn Ora 4, 8 14
Signals 1, 5 Red, yel, brn None 1, 5 14
(vehicle)a,b 3, 7 Red, yel, brn Pur 3, 7 14
Ramp meter 1 Red, yel, brn None NBR 14
Ramp meter 2 Red, yel, brn Blk NBR 14
2p, 6p Red, brn Blk 2p, 6p 14
Pedestrian 4p, 8p Red, brn Ora 4p, 8p 14
signals 1 p, 5p Red, brn None 1 p, 5p 14
3p, 7p Red, brn Pur 3p, 7p 14
2p, 6p Blu Blk P-2, P-6 14
Pedestrian 4p, 8p Blu Ora P-4, P-8 14
push buttons 1 p, 5p Blu None P-1, P-5 14
3p, 7p Blu Pur P-3, P-7 14
Traffic signal Ungrounded circuit
controller conductor Blk None CON-1 6
cabinet Grounded circuit
conductor Wht None CON-2 6
Highway Ungrounded- line 1 Blk None NBR 14
lighting pull box Ungrounded- line 2 Red None NBR 14
to luminaire Grounded Wht None NBR 14
Multiple Ungrounded- line 1 Blk None ML1 10
highway
lighting Ungrounded- line 2 Red None ML2 10
Ungrounded-PEU Blk None C1 14
Lighting control Switching leg from PEU
unit or SM transformer Red None C2 14
Ungrounded -line 1
Service (signals) Blk None NBR 6
Ungrounded -line 2
(lighting) Red None NBR 8
Sign lighting Ungrounded- line 1 Blk None SL-1 10
Ungrounded- line 2 Red None SL-2 10
Flashing Ungrounded between
beacons flasher and beacons Red or yel None F-Loc.° 14
Pedestrian push buttons Wht Blk NBR 14
Signals and multiple
Grounded lighting Wht None NBR 10
circuit Flashing beacons and
conductor sign lighting Wht None NBR 12
Lighting control Wht None C-3 14
Service Wht None NBR 14
Railroad
preemption Blk None R 14
Spares Blk None NBR 14
NBR= No band required PEU=Photoelectric unit
aOn overlaps,the insulation is striped for the 1 st phase in the designation, e.g., phase (2+3)conductor is
striped as for phase 2.
bBand for overlap and special phases as required
°Flashing beacons having separate service do not require banding.
dColor Code:Yel-Yellow, Brn-Brown, Blu-Blue, Blk-Black,Wht-White, Ora-Orange, Pur-Purple
Page 128 of 183
The insulation color must be homogeneous throughout the full depth of the insulation.The identification
stripe must be continuous throughout the length of the conductor.
86-1.02F(1)(c)(ii) Bonding Jumpers and Equipment Grounding Conductors
A bonding jumper must be copper wire or copper braid of the same cross-sectional area as a no. 8
conductor or larger.
An equipment grounding conductor may be bare or insulated.
86-1.02F(1)(c)(iii) Inductive Loop Conductors
Inductive loop conductor must comply with the requirements shown in the following table:
Conductor Requirements for Inductive Loop Detectors
Loop wire Requirement
Type 1 Type RHW-USE neoprene-jacketed or Type USE cross-linked polyethylene, insulated, no.
12 stranded copper wire with a minimum 40-mils insulation thickness at anV point.
Type THWN or Type XHHW, no. 14, stranded copper wire in a plastic tubing.The plastic
Type 2 tubing must be polyethylene or vinyl rated for use at 105 °C and resistant to oil and
gasoline.The outside diameter of the tubing must be at most 0.27 inch with a wall
thickness of at least 0.028 inch.
86-1.02F(1)(d) Reserved
Reserved
86-1.02F(2) Cables
86-1.02F(2)(a) General
Reserved
86-1.02F(2)(b) Reserved
Reserved
86-1.02F(2)(c) Reserved
86-1.02F(2)(d) Copper Cables
86-1.02F(2)(d)(i) General
The conductor wire size for a detector lead-in cable must comply with the requirements of ASTM 13286.
Cable, except a detector lead-in cable, must be clearly and permanently marked the entire length of its
outer surface with:
1. Manufacturer's name or trademark
2. Insulation-type letter designation
3. Conductorsize
4. Voltage
5. Temperature rating
6. Number of conductors for a cable
86-1.02F(2)(d)(ii) Conductors Signal Cables
A conductors signal cable must have a black polyethylene jacket with an inner polyester binder sheath.
The cable jacket must be rated for 600 V(ac)and 75 degrees C. Filler material, if used, must be
polyethylene.
The individual conductors in the cable must be solid copper complying with ASTM B286 with Type THWN
insulation.The minimum thickness of insulation must comply with NEC for conductor sizes no. 14 to
no.10. The minimum thickness of the nylon jacket must be 4 mils.
Cable must comply with the requirements shown in the following table:
Page 129 of 183
Cable Conductor Cable jacket thickness Maximum Conductor color code
type' quantity and mils nominal
type Average Minimum outside
diameter
(inch)
3CSC 3 no. 14 44 36 0.40 Blue/black,blue/orange,
white/black stripe
5CSC 5 no. 14 44 36 0.50 Red, yellow, brown, black,
white
9CSC 8 no. 14 60 48 0.65 No. 12-white,
1 no. 12 no. 14- red, yellow,
brown, black, and
red/black,yellow/black,
brown/black,white/black
stripe
12CSC 11 no. 14 60 48 0.80 No. 12-white,
1 no. 12 no. 14- red, yellow,
brown, red/black stripe,
yellow/black stripe,
brown/black stripe,
black/red stripe,
black/white stripe, black,
red/white stripe,
brown/white stripe
28CSC 27 no. 14 80 64 0.90 No. 10-white
1 no. 10 no. 14-red/black stripe,
yellow/black stripe,
brown/black stripe,
red/orange stripe,
yellow/orange stripe,
brown/orange stripe,
red/silver stripe,
yellow/silver stripe,
brown/silver stripe,
red/purple stripe,
yellow/purple stripe,
brown/purple stripe, red/2
black stripes, brown/2
black stripes, red/2
orange stripes, brown/2
orange stripes, red/2
silver stripes, brown/2
silver stripes, red/2 purple
stripes, brown/2 purple
stripes, blue/black stripe,
blue/orange stripe,
blue/silver stripe,
blue/purple stripe,
white/black stripe,
black/red stripe, black
86-1.02F(2)(d)(iii) Detector Lead-in Cables
Conductors for a loop detector lead-in cable must be two no. 16, 19-by-29, stranded,tinned copper wires
with calculated cross-sectional areas complying with ASTM B286, table 1 and must comply with the
requirements shown in the following table:
Page 130 of 183
Conductor Requirements for Loop Detector Lead-In Cables
Lead-in cable Requirement
Type B Insulated with 20 mils of high-density polyethylene. Conductors must be twisted
together with at least 2 turns per foot, and the twisted pair must be protected with a
copper or aluminum polyester shield. A minimum no. 20 copper drain wire must be
connected to the equipment ground within the cabinet. Cable must have a high-density
polyethylene or high-density polypropylene outer jacket with a nominal thickness of 32
mils. Include an amorphous, interior, moisture penetration barrier of nonhydroscopic
polyethylene or polypropylene fillers.
Type C Comply with International Municipal Signal Association Specification no. 50-2.A
minimum no. 20 copper drain wire must be connected to the equipment ground within
the cabinet.
86-1.02F(2)(d)(iv) Reserved
86-1.02F(2)(d)(v) Signal Interconnect Cables
A signal interconnect cable must be a 6-pair type with stranded,tinned, copper no. 20 conductors.The
insulation for each conductor must be color-coded polypropylene with a minimum 13-mils nominal
thickness. The conductors must be in color-coded,twisted pairs. Each pair must be wrapped with an
aluminum polyester shield and have a no. 22 or larger, stranded, tinned, copper drain wire inside the
shielded pair.
The cable jacket must be black HDPE rated for a minimum of 300 V(ac)and 60 degrees C. The jacket
must have a minimum nominal wall thickness of 40 mils.
86-1.02F(2)(e) Reserved
86-1.02G Equipment Identification Characters
Equipment identification characters must be 2-1/2 inch, series D lettering, except on wood poles,they
must be 3-inch lettering.
The characters must be self-adhesive reflective labels or paint, except on wood poles,they must be
embossed on aluminum.
86-1.02H Splicing Materials
Splicing materials include:
1. Connectors
2. Electrical insulating coating
3. PVC electrical tape
4. Butyl rubber stretchable tape
5. PVC pressure-sensitive adhesive tape
6. Heat shrink tubing
Connectors must be C-shaped compression or butt type.
Electrical insulating coating must be a fast drying sealant with low nontoxic fumes.
PVC electrical tape must have a minimum thickness of 80 mils.
Butyl rubber stretchable tape with liner must have a minimum thickness of 120 mils.
PVC pressure-sensitive adhesive electrical tape must have a minimum thickness of 6 mils.
Electrical tapes must be self-fusing, oil-and flame-resistant, synthetic rubber and be UL listed or NRTL
certified.
Heat-shrink tubing must be made of irradiated polyolefin tubing with a minimum wall thickness of 40 mils
before contraction and an adhesive mastic inner wall. When heated, the inner wall must melt and fill the
crevices and interstices of the covered splice area and the outer wall must shrink to form a waterproof
insulation.
Page 131 of 183
Heat-shrink tubing must comply with the requirements for extruded, insulating tubing at 600 V(ac)
specified in UL Standard 468D and ANSI C119.1 and the requirements shown in the following table:
Heat-Shrink Tubing Requirements
Quality characteristic Requirement
Shrinkage ratio of supplied diameters(max, %) 33
Dielectric strength (min, kV/in) 350
Resistivity(min, 0/in) 25 x 1013
Tensile strength min, psi 2,000
Operating temperature °C -40-90 135 °C in emergency)
Water absorption (max, %) 0.5
aWhen heated to 125°C and allowed to cool to 25 °C
86-1.021 Connectors and Terminals
A connector and terminal must comply with SAE-AS7928 and be a crimp type, rated for 600 V(ac)and
either UL listed or NRTL certified.
86-1.02J Standards, Poles, Pedestals,and Posts
Standards for signals, lighting, and flashing beacons, poles for closed circuit television, pedestals for
cabinets, posts for extinguishable message sign and posts for pedestrian push button assemblies must
comply with section 56-3.
86-1.02K Luminaires
86-1.02K(1) General
Luminaire must be either LED or low-pressure-sodium type.
86-1.02K(2) LED Luminaires
LED luminaire must be on the Authorized Material List for LED luminaires and must:
1. Be self-contained, not requiring assembly.
2. Comply with UL 1598 for luminaires in wet locations.
3. Have a power supply with:
3.1. ANSI/IEC rating of at least IP65.
3.2. 2 leads to accept standard 0-10 V(dc).
3.3. Dimming control compatible with IEC 60929,Annex E. If the control leads are open or the
analog control signal is lost, the circuit must default to 100-percent power.
3.4. Case temperature self rise of 77 degrees F or less above ambient temperature in free air with
no additional heat sinks.
4. Weigh no more than 35 lb.
5. Have a minimum operating life of 63,000 hours when operated for an average time of 11.5 hours at
an average temperature of 70 degrees F.
6. Be designed to operate over a temperature range from -40 to 130 degrees F.
7. Be operationally compatible with photoelectric controls.
8. Have a correlated color temperature range from 3,500 to 6,500 K and a color rendering index of 65 or
greater.
9. Have a maximum-effective projected area of 1.4 sq ft when viewed from either side or end.
10. Have a housing color that matches a color no. 26152 to 26440, 36231 to 36375, or 36440 of FED-
STD-595.
11. Have an ANSI C1 36.41-compliant, locking-type, photocontrol receptacle with dimming connections
and a watertight shorting cap.
12. Comply with LM-79, LM-80 and California Test 611.
The individual LEDs must be connected such that a catastrophic loss or a failure of 1 LED does not result
in the loss of more than 20 percent of the luminous output of the luminaire.
The luminaire must be permanently marked inside the unit and outside of its packaging box. Marking
consists of:
1. Manufacturer's name or trademark
Page 132 of 183
2. Month and year of manufacture
3. Model, serial, and lot numbers
4. Rated voltage,wattage, and power in VA
An LED luminaire's onboard circuitry must include a surge protection device to withstand high-repetition
noise transients caused by utility line switching, nearby lightning strikes, and other interferences.The
device must protect the luminaire from damage and failure due to transient voltages and currents as
defined in Tables 1 and 4 of ANSI/IEEE C64.41.2 for location category C-High. The surge protection
device must comply with UL 1449 and ANSI/IEEE C62.45 based on ANSI/IEEE C62.41.2 definitions for
standard and optional waveforms for location category C-High.
An LED luminaire and its associated onboard circuitry must comply with the Class A emission limits under
47 CFR 15(B)for the emission of electronic noise.
The fluctuations of line voltage must have no visible effect on the luminous output.
The operating voltage may range from 120 to 480 V(ac), 60±3 Hz. Luminaire must operate over the
entire voltage range or the voltage range must be selected from one of the following:
1. Luminaire must operate over a voltage range from 95 to 277 V(ac).The operating voltages for this
option are 120 V(ac)and 240 V(ac).
2. Luminaire must operate over a voltage range from 347 to 480 V(ac).The operating voltage for this
option is 480 V(ac).
LED luminaire must have a power factor of 0.90 or greater.The total harmonic distortion, current, and
voltage induced into a power line by a luminaire must not exceed 20 percent. The L70 of the luminaire
must be the minimum operating life or greater. Illuminance measurements must be calibrated to standard
photopic calibrations.
The maximum power consumption and maintained illuminance of the LED luminaires must comply with
the isofootcandle curves as shown.
LED luminaire must not allow more than 10 percent of the rated lumens to project above 80 degrees from
vertical and 2.5 percent of the rated lumens to project above 90 degrees from vertical.
Luminaire must have passive thermal management with enough capacity to ensure proper heat
dissipation and functioning of the luminaire over its minimum operating life. The maximum junction
temperature for the minimum operating life must not exceed 221 degrees F.
The junction-to-ambient thermal resistance must be 95 degrees F per watt or less. The use of fans or
other mechanical devices is not allowed for cooling the luminaire. The heat sink must be made of
aluminum or other material of equal or lower thermal resistance.The luminaire must contain circuitry that
automatically reduces the power to the LEDs so the maximum junction temperature is not exceeded
when the ambient temperature is 100 degrees F or greater.
The luminaire's housing must be fabricated from materials designed to withstand a 3,000-hour salt spray
test under ASTM B117.All aluminum used in housings and brackets must be made of a marine-grade
alloy with less than 0.2 percent copper.All exposed aluminum must be anodized. A chromate conversion
undercoating must be used underneath a thermoplastic polyester powder coat.
The housing must be designed to prevent the buildup of water on its top surface. Exposed heat sink fins
must be oriented to allow water to run off the luminaire and carry dust and other accumulated debris away
from the unit.The optical assembly of the luminaire must be protected against dust and moisture intrusion
to at least an UL 60529 rating of IP66. The power supply enclosure must be protected to at least an UL
60529 rating of IP43.
The housing must have a slip fitter capable of being mounted on a 2-inch-diameter pipe tenon. Slip fitter
must:
1. Fit on mast arms with outside diameters from 1-5/8 to 2-3/8 inches
2. Be adjustable to a minimum of±5 degrees from the axis of the tenon in a minimum of 5 steps: +5,
+2.5, 0, -2.5, -5
3. Have clamping brackets that:
Page 133 of 183
3.1. Are made of corrosion-resistant materials or treated to prevent galvanic reactions
3.2. Do not bottom out on the housing bosses when adjusted within the designed angular range
3.3. Do not permanently set in excess of 1/32 inch when tightened
Each refractor or lens must be made of UV-inhibiting high-impact plastic, such as acrylic or
polycarbonate, or heat-and impact-resistant glass.The refractor or lens must be resistant to scratching.
Polymeric materials, except for the lenses of enclosures containing either the power supply or electronic
components of the luminaire, must be made of UL94 V-0 flame-retardant materials.
An LED luminaire and its internal components must be able to withstand mechanical shock and vibration.
If the components are mounted on a down-opening door, the door must be hinged and secured to the
luminaire's housing separately from the refractor or flat lens frame.The door must be secured to the
housing to prevent accidental opening. A safety cable must mechanically connect the door to the housing.
An LED luminaire must have a barrier-type terminal block secured to the housing to connect field wires.
The terminal screws must be captive and equipped with wire grips for conductors up to no. 6.
The conductors and terminals must be identified and marked.
86-1.02K(3) Low-Pressure Sodium Luminaires
A low-pressure sodium luminaire must be an enclosed cutoff or semi-cutoff type and be self-contained,
not requiring assembly.
The housing must be either(1)a minimum 1/1 6-inch-thick, corrosion-resistant, die-cast aluminum sheet
and plate with concealed continuous welds or(2)a minimum 3/32-inch-thick, acrylonitrile-butadiene-
styrene sheet material on a cast aluminum frame. The housing must provide mounting for all electrical
components and a slip fitter. The housing must be divided into optical and power compartments that are
individually accessible for service and maintenance.
The painted exterior surface of the luminaire must be finished with a fused coating of electrostatically
applied polyester powder paint or other UV-inhibiting film.The color must be aluminum gray.
A sealing ring must be installed in the pipe tenon opening to prevent the entry of water and insects into
the power and optical compartments. The ring must be made of high-temperature neoprene or equal
material.
The power unit assembly must be accessible through a weather-tight, hinged cover secured to the
housing with spring latches or captive screws.
The luminaire's hardware must be stainless steel or cadmium plated. Removable components must be
secured with machine screws or bolts instead of sheet metal screws.
A semi-cutoff luminaire or a molded refractor-style cutoff luminaire must include a refractor. Other cutoff
luminaires must include a flat lens. The refractor assembly and flat lens assembly must be designed to
rigidly maintain their shape and be hinged and secured to the housing with spring latches.
The refractor must be either a 1-piece injection-molded polycarbonate with a minimum thickness of 3/32
inch or a 1-piece injection-molded acrylic with a minimum thickness of 1/8 inch. Alternate methods of
manufacturing the refractor may be authorized provided minimum specified thicknesses are maintained.
The flat lens must be a 1-piece polycarbonate with a minimum thickness of 3/32 inch, mounted to a metal
frame.
The lamp socket must be made of high-temperature,flame-retardant, thermoset material with self-wiping
contacts or an equal. The socket must be rated for 660 W and 1,000 V(ac). The position of the socket and
support must maintain the lamp in the correct relationship with the reflector and refractor for the designed
light distribution pattern.The reflector may be an integral part of the housing.
The luminaire must comply with the isofootcandle curves as shown.
Low-pressure sodium lamp must:
1. Bea 180 W, single-ended, bayonet-base,tubular, gas-discharge lamp
Page 134 of 183
2. Maintain a minimum of 93 percent of its initial lumens over its rated life
3. Reach 80 percent of its light output within 10 minutes
4. Restrike within 1 minute after a power outage or voltage drop at the lamp socket
5. Have ANSI L74/E designation
The lamp operating position must be at±20 degrees from the horizontal.
Lamp must comply with the minimum performance requirements shown in the following table:
Minimum Performance Requirements
Quality characteristic Requirement
Initial lumens Im 33,000
Rated average life at 10 h/start(h) 18,000
The low-pressure sodium lamp ballast must be an autotransformer or high-reactance type.The power
factor must be not less than 90 percent when the ballast is operated at the nominal line voltage with a
nominally-rated reference lamp.The lamp wattage regulation spread must not vary by more than ±6
percent for±10 percent input voltage variation from nominal through life.
At the line voltage, the ballast must have a lamp current crest factor not exceeding 1.8 and ballast loss
not exceeding 24 percent for a 180 W ballast.
The ballast must include a multi-circuit connector for quick disconnection.
86-1.02K(4) Reserved
86-1.021L Reserved
86-1.02M Photoelectric Controls
Photoelectric control types are as shown in the following table:
Photoelectric Control Types
Control type Description
I Pole-mounted photoelectric unit.Test switch housed in an enclosure.
II Pole-mounted photoelectric unit. Contactor and test switch located in a service
equipment enclosure.
III Pole-mounted photoelectric unit. Contactor and a test switch housed in an enclosure.
IV A photoelectric unit that plugs into a NEMA twist-lock receptacle, integral with the
luminaire.
V A photoelectric unit, contactor, and test switch located in a service equipment
enclosure.
The pole-mounted adaptor for Type I, II, and III photoelectric controls must include a terminal block and
cable supports or clamps to support the wires.
The enclosure for Type I and III photoelectric controls must be a NEMA 3R type. The enclosure must
have a factory-applied, rust-resistant prime coat and finish coat. The enclosure must be hot-dip
galvanized or painted to match the color of the lighting standard.
Photoelectric unit must:
1. Have a screen to prevent artificial light from causing cycling.
2. Have a rating of 60 Hz, 105-130 V(ac), 210-240 V(ac), or 105-240 V(ac).
3. Operate at a temperature range from -20 to 55 degrees C.
4. Consume less than 10 W.
5. Be a 3-prong,twist-lock type with a NEMA IP 65 rating,ANSI C1 36.1 0-compliant
6. Have a fail-on state
7. Fit into a NEMA-type receptacle
8. Turn on from 1 to 5 footcandles and turn off from 1.5 to 5 times the turn-on level. Measurements must
be made by procedures in EEI-NEMA Standards for Physical and Electrical Interchangeability of
Light-Sensitive Control Devices Used in the Control of Roadway Lighting.
Page 135 of 183
Type I, II, III, and V photoelectric controls must have a test switch to allow manual operation of the lighting
circuit. Switch must be:
1. Single-hole mounting,toggle type
2. Single pole and single throw
3. Labeled Auto-Test on a nameplate
Photoelectric control's contactor must be:
1. Normallyopen
2. Mechanical-armature type with contacts of fine silver, silver alloy, or equal or better material
3. Installed to provide a minimum space of 2-1/2 inches between the contactor terminals and the
enclosure's sides
The terminal blocks must be rated at 25 A, 600 V(ac), molded from phenolic or nylon material, and be the
barrier type with plated-brass screw terminals and integral marking strips.
86-1.02N Fused Splice Connectors
The fused splice connector for 240 and 480 V(ac)circuits must simultaneously disconnect both
ungrounded conductors. The connector must not have exposed metal parts except for the head of the
stainless steel assembly screw. The head of the assembly screw must be recessed a minimum of 1/32
inch below the top of the plastic boss that surrounds the head.
The connector must protect the fuse from water or weather damage. Contact between the fuse and fuse
holder must be spring loaded.
Fuses must:
1. Be standard, midget,ferrule type
2. Have a nontime-delay feature
3. Be 3/32 by 1-1/2 inches
86-1.020 Grounding Electrodes
Grounding electrode must be:
1. 1 piece
2. Minimum 10-foot length of one of the following:
2.1. Galvanized steel rod or pipe not less than 3/4 inch in diameter
2.2. Copper clad steel rod not less than 5/8 inch in diameter
86-1.02P Enclosures
86-1.02P(1) General
The enclosures must be rated NEMA 3R and include a dead front panel and a hasp with a 7/16-inch-
diameter hole for a padlock.
The enclosure's machine screws and bolts must not protrude outside the cabinet wall.
The fasteners on the exterior of an enclosure must be vandal resistant and not be removable. The
exterior screws, nuts, bolts, and washers must be stainless steel.
86-1.02P(2) Service Equipment Enclosures
A service equipment enclosure must be factory wired and manufactured from steel and galvanized or
have factory-applied, rust-resistant prime and finish coats, except Types 11 and III.
Type II and III service equipment enclosures must:
1. Be made of 0.125-inch minimum thickness 5052-H32 aluminum sheet complying with ASTM B209.
2. Be manufactured using gas metal arc welding with bare aluminum welding electrodes. The electrodes
must comply with AWS A5.10 Class ER5356.
Page 136 of 183
3. Be manufactured using welding procedures, welders, and welding operators that comply with the
requirements for welding procedures,welders, and welding operators in in AWS B2.1, "Specification
for Welding Procedure and Performance Qualification."
4. Have full-seal weld exterior seams.
5. Exterior welds must be ground smooth and edges filed to a radius of at least 0.03 inch.
6. Have a surface finish that complies with MIL-A-8625 for a Type 11, Class I coating, except the anodic
coating must have a minimum thickness of 0.0007 inch and a minimum coating weight of 0.001 oz/sq
in.
If a Type III enclosure houses a transformer of more than 1 kVA, the enclosure must have effective
screened ventilation louvers of no less than 50 sq. in for each louver.The framed screen must be
stainless no. 304 with a no. 10 size mesh and secured with at least 4 bolts.
The dead front panel on a Type III service equipment enclosure must have a continuous stainless steel or
aluminum piano hinge. The panel must be secured with a latch or captive screws. No live part must be
mounted on the panel.
The enclosure must be watertight and marked as specified in NEC to warn of potential electric-arc flash
hazards.
Internal conductors for the photoelectric control unit must be 600 V(ac), 14 AWG (THHN)stranded
machine tool wire.Where subject to flexing, 19 stranded wire must be used.
The meter area must be have a sealable, lockable, weather-tight cover that can be removed without the
use of tools.
For Type III-A, III-B, and III-C enclosures,the meter socket must be a 5-clip type, and the landing lug
must be suitable for multiple conductors.
For a Type III-D enclosure, the meter socket must be a 7-clip type, and the landing lug must be suitable
for multiple conductors. The pedestal must comply with the Electric Utility Service Equipment
Requirements Committee drawing no. 308 or 309.
Landing lugs must be(1)sized for the incoming service utility conductors, (2)compatible with either
copper or aluminum conductors, and (3)made of copper or tin-plated aluminum. Live parts of the
electrical equipment must be guarded against accidental contact.
The main and neutral busses of the enclosure must be made of tin-plated copper, be rated for 125 A, and
be suitable for copper or aluminum conductors.
Each service equipment enclosure must have up to 2 main circuit breakers that will simultaneously
disconnect ungrounded service-entrance conductors.
Circuit breaker for a service equipment enclosure must:
1. Be quick-break on either automatic or manual operation
2. Be trip indicating
3. Be internal-trip type
4. Be UL listed or NRTL certified and comply with UL 489 or equal
5. Be clearly marked with the frame size
6. Have an operating mechanism that is enclosed and trip-free from the operating handle on overload
7. Have the trip rating clearly marked on the operating handle
8. Have an interior made of copper
Circuit breakers used as disconnects must have a minimum interrupting capacity of 10,000 A, rms.
The interior of the enclosure must accept plug-in circuit breakers.A minimum of 6 standard single-pole
circuit breakers, 3/4" nominal, must be provided for branch circuits.
Identify each circuit breaker and component by description using an engraved phenolic nameplate
attached with stainless steel rivets or screws.
Nameplate must be installed:
Page 137 of 183
1. Adjacent to the breaker on the dead front panel. The characters must be a minimum of 1/8 inch high.
2. Adjacent to the component on the back panel.The characters must be a minimum of 1/8 inch high.
3. At the top exterior of the door panel. The nameplate must include the system number, voltage, and
number of phases engraved in minimum 3/16-inch-high characters.
A plastic-laminated wiring diagram must be attached inside the enclosure with brass eyelets by a UL-
listed or NRTL-certified method.
86-1.02P(3) Lighting and Sign Illumination Enclosures
A lighting and sign illumination enclosure must be manufactured from steel and either galvanized,
cadmium plated, or powder coated.
86-1.02Q Cabinets
86-1.02Q(1) General
Cabinets must be factory wired except for battery backup system cabinets.
The fasteners on the exterior of a cabinet, except for battery backup system cabinets, must be removable
and vandal resistant.The exterior screws, nuts, bolts, and washers must be stainless steel.
Terminal blocks, circuit breakers, and a power supply must be UL approved.
86-1.02Q(2) Department-Furnished Controller Cabinets
A Department-furnished controller assembly consists of a Model 170E or 2070E controller unit, a wired
controller cabinet, and all auxiliary equipment required to operate the system. The Department does not
furnish anchor bolts.
86-1.02Q(3) Controller Cabinets
The controller cabinet must be a Model 334L, comply with TEES, and be on the Authorized Material List
for traffic signal control equipment. The cabinet must have 3 drawer shelves. Each shelf must be attached
to the tops of 2 supporting angles with 4 screws.
86-1.02Q(4) Telephone Demarcation Cabinets
86-1.02Q(4)(a) General
The doors of a telephone demarcation cabinet must be attached using continuous stainless steel piano
hinges.
86-1.02Q(4)(b) Type ATelephone Demarcation Cabinets
Reserved
86-1.02Q(4)(c) Type B Telephone Demarcation Cabinets
A Type B telephone demarcation cabinet consists of a mounting panel, outlets, circuit breaker,fan, dead
front plates, and fuse.
The mounting panel must be made of 3/4-inch-thick ACX-grade plywood.
The mounting panel must be fastened to the cabinet with nuts, lock washers, and flat washers to 10
welded studs.
The cabinet must be made of 0.125-inch-thick anodized aluminum.
The cabinet door must be hung and secured with drawn latches, lockable with a padlock.The padlock
latches must each have a minimum 7/16-inch-diameter hole.
Ventilation louvers must be located on the door.
The fan must be located in a ventilator housing and be controlled thermostatically. The thermostat control
must have a range from 80 to 130 degrees F.
The thermostat and fan circuit must be protected with a fuse rated for 175 percent of the motor capacity.
The fan capacity must be a minimum 25 cfm.
Page 138 of 183
86-1.02Q(4)(d) Type C Telephone Demarcation Cabinets
Reserved
86-1.02Q(5) Battery Backup System Cabinets
The cabinet for a battery backup system must comply with TEES and be on the Authorized Material List
for traffic signal control equipment.
86-1.02R Signal Heads
86-1.02R(1) General
A signal head consists of a signal mounting assembly, backplate, and signal face.
The head must have a terminal block attached to the back of one housing. The terminal block must have
enough positions to accommodate all indications. Each position must be permanently labeled for the
indications used.
The metal signal heads must not fracture or deflect more than half the lens diameter when tested under
California Test 666.
The plastic signal heads must not fracture or deflect when tested under California Test 605.
The deflection must not be more than 10 degrees in either the vertical or horizontal plane after the wind
load has been removed from the front of the signal face or more than 6 degrees in either the vertical or
horizontal plane after the wind load has been removed from the back of the signal face.
86-1.02R(2) Signal Mounting Assemblies
Signal mounting assembly must include:
1. 1-1/2-inch-diameter steel pipe or galvanized conduit
2. Pipe fitting made of ductile iron, galvanized steel, bronze, or aluminum alloy,Type AC-8413, no. 380
3. Mast arm and post-top slip fitters and terminal compartments made of cast bronze or hot-dip
galvanized ductile iron
The horizontal distance between the vertical centerlines of the terminal compartment or slip fitter and of
each signal face must not exceed 11 inches except where required for proper signal face alignment or to
allow programming of programmed visibility signal sections.
The mounting assembly must be watertight and free of sharp edges or protrusions that might damage
conductor insulation.The assembly must have positive-locking serrated fittings that prevent signal faces
from rotating when the fittings are mated with similar fittings on the faces.
Each terminal compartment must be fitted with a terminal block having a minimum of 12 positions, each
with 2 screw-type terminals. Each terminal must accommodate at least five no. 14 conductors.The
terminal compartment must have a cover for easy access to the terminal block.
86-1.02R(3) Backplates
The backplate material must be a homogeneous black color with a lusterless finish.
A metal backplate must be made of a minimum 1/16-inch-thick 3001-14 aluminum.
A plastic backplate must have a minimum thickness of 1/16 inch and be formed from sheet plastic or
assembled from extruded, molded, or cast plastic sections. Sections must be factory joined using one of
the following:
1. Appropriate solvent cement.
2. Aluminum rivets and washers painted or permanently colored to match the backplate.
3. No. 10 machine screws with flat washers, lock washers, and nuts painted to match the backplate.
Each plastic backplate must be secured to the plastic signal face such that it resists removal or
permanent deformation.
86-1.02R(4) Signal Faces
Signal face consists of signal sections with signal housings, LED modules, and visors.
Page 139 of 183
Signal face must:
1. Be adjustable and allow for 360-degree rotation about the vertical axis
2. Comply with ITE publications ST-052-E, Vehicle Traffic Control Signal Heads: Light Emitting Diode
(LED) Circular Signal Supplement and ST-054, Vehicle Traffic Control Signal Heads:Light Emitting
Diode(LED) Vehicle Arrow Traffic Signal Supplement
3. Be sealed with a neoprene gasket at the top opening
A metal signal face must have a metal backplate and visor.
A plastic signal face must have a plastic backplate and visor.
If a signal face is supported by a Type MAS slip fitter, spacers are required between the 2 sections. The
spacers must be made of the same material as the housing. The vertical dimension of the spacers must
allow proper seating of the serrations between the slip fitter and the 2 sections.The 2 sections must be
joined with at least two no. 10 minimum machine screws through holes near the front of the housing and
the spacers and matching holes in a reinforcing plate installed in the housing.
86-1.02R(4)(a) Signal Sections
86-1.02R(4)(a)(i) General
Signal section must have:
1 Opening at the top and bottom for a 1-1/2-inch pipe
2. Maximum height of 10-1/4 inches for an 8-inch section and 14-3/4 inches for a 12-inch section
3. Hinge pins, door-latching devices, and other exposed hardware manufactured of Type 304/304L or
305 stainless steel
4. Interior screws and fittings manufactured of stainless steel or steel with a corrosion-resistant plating
or coating
5. Gaskets made of a material that is not degraded if installed in a section with metal or plastic housing
Sections must be capable of being joined together to form a signal face in any combination.This
interchangeability is not required between metal and plastic sections.
Each section must be joined to an adjacent section by one of the following:
1. Minimum of 3 machine screws for 8-inch sections and 4 machine screws for 12-inch sections,
installed through holes near the front and back of the housing. Each screw must be a no. 10 and have
a nut,flat washer, and lock washer.
2. 2 machine screws, each with a nut, flat washer, and lock washer, installed through holes near the
front of the housing and a fastener through the 1-1/2-inch pipe opening.The fastener must have 2
large,flat washers to distribute the load around the pipe's opening and 3 carriage bolts, each with a
nut and lock washer. The minimum screw size must be no. 10, and the carriage bolt size must be 1/4
inch.
The holes for the machine screws must be either cast or drilled during signal section fabrication. Each
hole must be surrounded by a minimum 1/8-inch-wide boss to allow contact between signal sections
about the axis of the hole.
A serrated nylon washer must be inserted between each plastic signal section and the metal mounting
assembly. Each serrated nylon washer must be from 3/16 to 1/4 inch thick. The serrations must match
those on the signal section and the mounting assembly.
86-1.02R(4)(a)(ii) Programmed Visibility Signal Sections
Programmed visibility signal section must have:
1. Nominal 12-inch-diameter circular or arrow indication
2. Cap visor
3. Adjustable connection that:
3.1. Provides incremental tilting from 0 to 10 degrees above or below the horizontal
3.2. Maintains a common vertical axis through couplers and mountings
Page 140 of 183
The terminal connection must allow external adjustment about the mounting axis in 5-degree increments.
The visibility of each signal section must be capable of adjustment or programming within the section.
The adjustment for the section must be preset at 4 degrees below the horizontal.
86-1.02R(4)(a)(iii) Signal Housings
The signal housing must:
1. Be die-cast aluminum, permanent mold-cast aluminum, or if specified, structural plastic
2. Comply with ITE publications ST-052-E, Vehicle Traffic Control Signal Heads:Light Emitting Diode
(LED) Circular Signal Supplement and ST-054, Vehicle Traffic Control Signal Heads:Light Emitting
Diode (LED) Vehicle Arrow Traffic Signal Supplement if made of die-cast or permanent mold-cast
aluminum
3. Have a 1-piece, hinged, square-shaped door that is:
3.1. Designed to allow access for replacement of modules without the use of tools
3.2. Secured such that it remains closed during loading tests
4. Have a watertight module or lens mounted in the door
5. Have a terminal block attached to the back,with the terminals permanently labeled for conductors to
facilitate field wiring
Each housing must have reinforcement plates. Reinforcement plates must be either sheet aluminum,
galvanized steel, or cast aluminum. Each plate must have a minimum thickness of 0.11 inch and a hole
concentric with a 1-1/2-inch pipe-mounting hole in the housing. Reinforcement plates must be placed as
specified in the following table:
Reinforcement Plate Placement
Material Placement
Sheet aluminum Inside and outside of housing
Galvanized steel Inside of housing
Cast aluminum Outside of housing
Reinforcement plates placed outside of the housing must be finished to match the signal housing color
and be designed to allow a proper serrated coupling between the signal face and the mounting hardware.
A minimum of three no. 10 machine screws must be installed through holes in each plate and matching
holes in the housing. Each screw must have a round or binder head, a nut, and a lock washer.
A metal housing must have a metal visor.
Plastic housing must:
1. Be molded in a single piece or fabricated from 2 or more pieces joined into a single piece
2. Be a black color throughout, including the door, matching color no. 17038, 27038, or 37038 of FED-
STD-595
3. Have UV stability
4. Be self-extinguishing
If reinforcing webs are used to connect the back of the housing to the top, bottom, and sides of the
adjacent housing, reinforcement plates are not required.
The exterior of the housing must be painted as specified in sections 78-4.08 and 59.
86-1.02R(4)(b) LED Signal Modules
An LED signal module must be on the Authorized Material List for LED traffic signal modules.
An LED signal module must comply with ITE publications ST-052-E, Vehicle Traffic Control Signal Heads:
Light Emitting Diode (LED) Circular Signal Supplement and ST-054, Vehicle Traffic Control Signal Heads:
Light Emitting Diode (LED) Vehicle Arrow Traffic Signal Supplement, except:
1. Maximum module weight must be 4 lb
2. Module must be a sealed unit with:
Page 141 of 183
2.1. 2 color-coded conductors for the power connection except lane control modules must use 3
color-coded conductors
2.2. Printed circuit board that complies with TEES, chapter 1, section 6
2.3. Lens that is:
2.3.1. Convex or flat with a smooth outer surface
2.3.2. Made of UV-stabilized plastic or glass
2.4. 1-piece EPDM gasket
3. Module must include 3-foot-long conductors with attached quick-disconnect terminals
4. Identification must include:
4.1. Month and year of manufacture
4.2. 1-inch-diameter symbol of the module type with the module color written adjacent to the
symbol in 0.50-inch-high letters
5 LED must be the ultra-bright type rated for 100,000 hours of continuous operation
6. Module must have an integral power supply
Individual LEDs must be wired such that a loss or failure of 1 LED will not result in a loss of more than 5
percent of the module's light output. Failure of an individual LED in a string must not result in a loss of an
entire string or other indication.
The symbol for a 12-inch U-turn section must be a 15/16-inch-wide inverted U with an arrow on the left
end.
A lane control section must be a combination module with a red Xand green arrow. The conductor
function and color code must be as shown in the following table:
Conductor Function and Color Code
Function Color
Neutral White
Red X Red
Green arrow Brown
The minimum power consumption for an LED signal module must be 5 W.
The maximum power consumption for an LED signal module must be as shown in the following table:
Maximum Power Consumption
LED signal module Power consumption W
Red Yellow Green
type 25°C 74 °C 25 °C 74 °C 25°C 74 °C
8-inch circular 8 13 13 16 12 12
12-inch circular 11 17 22 25 15 15
12-inch arrow 9 12 10 12 11 11
12-inch U-turn 9 12 10 12 11 11
Bicycle 11 17 22 25 15 15
Programmed visibility 11 17 22 25 15 15
Lane control (X) 9 12 -- -- -- --
Lane control (Arrow) -- -- -- -- 11 11
Red and green LED signal modules operating over a temperature range from -40 to 74 degrees C and
yellow LED signal modules operating at 25 degrees C must maintain the minimum illumination values for
48 months as shown in the following tables:
Page 142 of 183
Minimum Maintained Intensities for Circular Indications
Intensities cd
8-inch 12-inch
Angle(v,h) Red Yellow Green Red Yellow Green
2.5 ±2.5 133 267 267 339 678 678
2.5, ±7.5 97 194 194 251 501 501
2.5, ±12.5 57 113 113 141 283 283
2.5, ±17.5 25 48 48 77 154 154
7.5, ±2.5 101 202 202 226 452 452
7.5, ±7.5 89 178 178 202 404 404
7.5, ±12.5 65 129 129 145 291 291
7.5, ±17.5 41 81 81 89 178 178
7.5, ±22.5 18 37 37 38 77 77
7.5, ±27.5 10 20 20 16 32 32
12.5, ±2.5 37 73 73 50 101 101
12.5, ±7.5 32 65 65 48 97 97
12.5, ±12.5 28 57 57 44 89 89
12.5, ±17.5 20 41 41 34 69 69
12.5, ±22.5 12 25 25 22 44 44
12.5, ±27.5 9 16 16 16 32 32
17.5, ±2.5 16 32 32 22 44 44
17.5, ±7.5 14 28 28 22 44 44
17.5, ±12.5 10 20 20 22 44 44
17.5, ±17.5 9 16 16 22 44 44
17.5, ±22.5 6 12 12 20 41 41
17.5, ±27.5 4 9 9 16 32 32
Minimum Maintained Luminance for Indications
Indication type Luminance(fL)
Red Yellow Green
Arrow 1,610 3,210 3,210
U-turn 1,610 3,210 3,210
Bicycle 1,610 1,610 1,610
Lane control (X) 1,610 -- --
Lane control (Arrow) -- -- 1,610
Minimum Maintained Luminance for Programmed Visibility Indications
Luminance cd
Indication type Red Yellow Green
PV at angle v=2.5, h=±2.5 314 314 314
Conductors must be prewired to the terminal block.
86-1.02R(4)(c) Visors and Directional Louvers
The visor must be a tunnel type.
The visor must have a downward tilt from 3 to 7 degrees with a minimum length of 9-1/2 inches for
nominal 12-inch round lenses and 7 inches for nominal 8-inch round lenses.
A metal visor must be formed from minimum 0.050-inch-thick aluminum alloy sheet.
A plastic visor must be either formed from sheet plastic or blow-molded. The plastic must be a black
homogeneous color with a lusterless finish. A visor must withstand a wind load applied to its side for 24
Page 143 of 183
hours without permanent deformation or removal from its door when tested under California Test 605 for
plastic visors and California Test 666 for metal visors.
If directional louvers are used, the louvers must fit into full-circular signal visors. Louvers must consist of
one of the following:
1. Outside cylinder constructed of sheet steel with a minimum nominal thickness of 0.030 inch and
vanes constructed of sheet steel with a minimum nominal thickness of 0.016 inch.
2. Outside cylinder and vanes constructed of 5052-1-132 aluminum alloy of equal thickness.
86-1.02S Pedestrian Signal Heads
86-1.02S(1) General
A pedestrian signal head consists of a pedestrian signal mounting assembly and a pedestrian signal face
comprising of a pedestrian signal housing, an LED countdown pedestrian signal face module, and a front
screen.
86-1.02S(2) Pedestrian Signal Mounting Assemblies
A pedestrian signal mounting assembly must comply with the specifications for a signal mounting
assembly in section 86-1.02R, except mast arm slip fitters are not required.
86-1.02S(3) Pedestrian Signal Faces
86-1.02S(3)(a) General
Each pedestrian signal face must include a light-duty terminal block rated at 5 A and have 12 positions
with no. 6-by-1/8-inch binder head screws. Each position must have 1 screw-type terminal.
The wiring and terminal block must comply with ITE publication ST-055-E, Pedestrian Traffic Control
Signal Indicators:Light Emitting Diode (LED) Signal Modules.
86-1.02S(3)(b) Pedestrian Signal Housings
Pedestrian signal housing must comply with the specifications for a signal housing in 86-1.02R(4)(a)(iii),
except the maximum overall dimensions must be 18-1/2 inches wide, 19 inches high, and 11-1/2 inches
deep and without:
1. Visor
2. Watertight module or lens mounted in the door
3. Reinforcement plates
The housing must have a terminal block attached to the back. The terminal block must have enough
positions to accommodate all indications. Each position must be permanently labeled for the indications
used.
86-1.02S(3)(c) LED Countdown Pedestrian Signal Face Modules
An LED countdown PSF module must comply with ITE publication ST-055-E, Pedestrian Traffic Control
Signal Indicators:Light Emitting Diode (LED) Signal Modules, except the material must comply with
ASTM D3935 and the module must have:
1. Ultra-bright-type LED rated for 100,000 hours of continuous operation.
2. Lot number and month and year of manufacture permanently marked on the back of the module
3. Prominent and permanent vertical markings for accurate indexing and orientation within the
pedestrian signal housing if a specific mounting orientation is required. Markings must be a minimum
of 1 inch in height and include an up arrow and the word up or top.
4. Circuit board complying with TEES, chapter 1, section 6.
Individual LEDs must be wired such that a loss or failure of 1 LED will not result in a loss of more than 5
percent of the module's light output. Failure of an individual LED in a string must not result in a loss of an
entire string or other indication.
Each symbol must be at least 9 inches high and 5-1/4 inches wide. The 2-digit countdown timer, Upraised
Hand, and Walking Person indications must be electronically isolated from each other.The 3 indications
must not share a power supply or interconnect circuitry.
Page 144 of 183
The module must operate over the specified ambient temperature and voltage range and be readable
both day and night at distances up to the full width of the area to be crossed. Upon initial testing at 25
degrees C,the module must have at least the luminance values shown in the following table:
Luminance Values
PSF module symbol Luminance
Upraised hand and 2- 1,094
digit countdown timer fL
Walking person fL 1,547
The module must not exceed the power consumption requirements shown in the following table:
Maximum Power Consumption Requirements
PSF module display At 24°C At 74°C
Upraised Hand 10.0 W 12.0 W
Walking Person 9.0 W 12.0 W
2-digit countdown timer 6.0 W 8.0 W
86-1.02S(3)(d) Front Screen
Pedestrian signal face must have a front screen that is one of the following types:
1. 3/8-inch-thick aluminum honeycomb screen with 0.2-inch-wide cells or a 1/2-inch-thick plastic screen
with 3/8-inch-wide squares with 1/1 6-inch wall thickness that:
1.1. Is installed so it tilts downward at an angle of 15±2 degrees from the top and completely
covers the message plate.
1.2. Includes a clear front cover made of either a minimum 1/8-inch-thick acrylic plastic sheet or a
minimum 1/1 6-inch-thick polycarbonate plastic.
1.3. Is held firmly in place, including the cover, with stainless steel or aluminum clips or stainless
steel metal screws.
2. Polycarbonate screen that:
2.1. Has a nominal thickness of 1/32 inch.
2.2. Is a 1-1/2-inch-deep eggcrate or Z-crate type.
2.3. Is mounted in a frame constructed of aluminum alloy or polycarbonate with a minimum
thickness of 0.040 inch.
2.4. Is held in place with stainless steel screws.
The screen and frame of a pedestrian signal face must be made of either(1) plastic that is a flat black
color or(2)anodized aluminum that is a flat black color or finished with lusterless, black, exterior-grade
latex paint formulated for application to metal surfaces.
86-1.02T Accessible Pedestrian Signals
Accessible pedestrian signal must comply with the California MUTCD, chapter 4E, and have:
1. Audible speech message that plays when the push button is actuated. The message must include the
name of the street to be crossed. The accessible pedestrian signal must have at least 5 audible
message options.
2. Push button locator tone that clicks or beeps.
3. Feature that activates the pedestrian phase during a failure of the audible message, locator tone, or
vibrotactile device.
An accessible pedestrian signal must function with the Department-furnished Model 170E/2070E
controller assembly.
No part of the accessible pedestrian signal must be installed inside the controller cabinet.
Power for the accessible pedestrian signal must be from the pedestrian signal housing terminal block.
The housing for the signal assembly must be made of corrosion-resistant material. Theft-proof bolts used
for mounting the housing to the standard must be stainless steel with a content of 17 percent chromium
and 8 percent nickel.The housing must be shaped to fit the pole's curvature.
Page 145 of 183
The color of a metallic housing must match color no. 33538 of FED-STD-595.
The color of a plastic housing must match color no. 17038, 27038, or 37038 of FED-STD-595.
Accessible pedestrian signal must:
1. Have electronic switches, a potentiometer, or an access port for a device for controlling and
programming the volume level and messaging
2. Be weatherproof and shockproof
Enclosure for the accessible pedestrian signal must:
1. Weigh less than 7 lb
2. Measure less than 16 by 6 by 5 inches
3. Have a wiring hole with a diameter not exceeding 1-1/8 inches
5. Have a switch for a push button
6. Have a vibrotactile device on the push button or on the arrow
7. Have an internal weatherproof speaker and microphone that senses the ambient sound level
The separation between adjacent holes used for conductors and mounting must be at least twice the
diameter of the larger hole.
The speaker grills must be located on the surface of the enclosure. The speakers must not interfere with
the housing or its mounting hardware.
The conductor cable between the accessible pedestrian signal assembly and the pedestrian signal head
must be a 9 no. 20 conductor cable complying with MIL-W-16878D.
86-1.02U Push Button Assemblies
The housing for a push button assembly must be made of die-cast aluminum, permanent mold-cast
aluminum, or UV-stabilized self-extinguishing structural plastic.The plastic housing must have a color
throughout that matches color no. 17038, 27038, or 37038 of FED-STD-595.
If the push button is to be attached to a pole,the housing must be shaped to fit the pole's curvature.
The assembly must be waterproof and shockproof.
The push button's switch must be a single-pole, double-throw switching unit with screw-type terminals
rated 15 A at 125 V(ac).
Switch for the push button must have:
1. Plunger actuator and a U frame to allow recessed mounting in the push button housing
2. Operating force of 3.5 lb
3. Maximum pretravel of 5/64 inch
4. Minimum overtravel of 1/32 inch
5. Differential travel from 0.002 to 0.04 inch
6. Minimum 2-inch diameter actuator
86-1.02V Reserved
86-1.02W Loop Detector Sealants
86-1.02W(1) General
Sealant for filling loop detector slots must be one of the following:
1. Asphaltic emulsion
2. Elastomeric sealant
3. Epoxy sealant for inductive loops
4. Hot-melt rubberized asphalt
86-1.02W(2) Asphaltic Emulsion Sealant
Asphaltic emulsion sealant must comply with the State Specification 8040-41A-15.
Page 146 of 183
86-1.02W(3) Elastomeric Sealant
Elastomeric sealant must be a polyurethane material that cures only in the presence of moisture if used
within the stated shelf life. The sealant must be suitable for use in both asphalt concrete and concrete
pavement.
The cured elastomeric sealant must comply with the requirements shown in the following table:
Cured Elastomeric Sealant Requirements
Quality characteristic Test method Requirement
Hardness ASTM D22403 65-85
Tensile strength (min, MPa) ASTM D412b 3.45
Elongation (min, %) 400
Flex at-40 °C° -- No cracks
Weathering resistance ASTM D822 Slight chalking
Salt spray resistance:
Tensile strength (min, MPa) ASTM B117e 3.45
Elongation (min, %) 400
Dielectric constant(%) ASTM D150 <25
Indentation at 25°C and 50% relative humidity(Rex. Type A, Model 1700 only)
bDie C pulled at 508 mm/minute
°0.6-mm free film bend (180°)over 13-mm mandrel
dWeatherometer 350 h, cured 7 days at 25 °C and 50% relative humidity
e28 days at 38 °C with 5% NaCl, Die C, and pulled at 508 mm/minute)
(Change over a temperature range from -30 to 50 °C
86-1.02W(4) Hot-Melt Rubberized Asphalt Sealant
Hot-melt rubberized asphalt sealant must:
1. Be in solid form at room temperature and fluid at an application temperature range from 190 to 205
degrees C
2. Not produce toxic fumes
3. Be suitable for use in both asphalt concrete and concrete pavement
4. Be packaged in containers clearly marked Detector Loop Sealant with the manufacturer's batch and
lot number.
The cured hot-melt rubberized asphalt sealant must comply with the requirements shown in the following
table:
Cured Hot-Melt Rubberized Asphalt Sealant Requirements
Quality characteristic Test method Requirement
Cone penetration (max, 1/10 mm) ASTM D5329, sec. 6a 35
Flow(max, mm) ASTM D5329, sec. 8b 5
Resilience (min, %) ASTM D5329, sec. 12° 25
Softening point(min, °C) ASTM D36 82
Ductility(min, cm) ASTM D113d 30
Flash point, Cleveland Open Cup (min, °C) ASTM D92 288
Viscosity(Pa-s) ASTM D4402e 2.5-3.5
aAt 25 °C, 150 g, 5 s
')At 60 °C
°At 25 °C
dAt 25°C, 5 cm/minute
eBrookfield Thermosel, no. 27 spindle, 20 rpm, 190°C
86-1.02X Reserved
86-1.02Y Transformers
A transformer must be single-phase and may be a nonsubmersible or submersible type.
Page 147 of 183
A transformer must be a dry type designed for operation on a 60 Hz supply. The transformer must have a
decal showing a connection diagram. The diagram must show either color coding or wire tagging with
primary(H 1, H2)or secondary(X1,X2)markers and the primary and secondary voltage and volt-ampere
rating.A transformer must comply with the electrical requirements shown in the following table:
Transformer Electrical Requirements
Quality characteristic Requirement
Rating(V(ac)) 120/480, 120/240,240/480, or
480/120
Efficiency % >95
Secondary voltage regulation and tolerance from half load to full ±3
load
Secondary 240 and 480 V(ac)windings must be center tapped.
The transformer must withstand the application of 2,200 V(ac)from core to coils and from coil to coil for a
1-minute period when tested immediately after operation of the transformer at full load for 24 hours.
The external leads for the secondary connections must be no. 10 Type USE rated for 600 V(ac).
The transformer's leads must extend a minimum of 12 inches from the case.
The transformer's insulation must be NEMA 185 C or better.
Each transformer must:
1. Include metal half-shell coil protection.
2. Have moisture-resistant,synthetic-varnish-impregnated windings.
3. Be waterproof and suitable for outdoor operation.
Each submersible transformer must:
1. Include a handle and a hanger.
2. Be securely encased in a rugged, corrosion-resistant,watertight case.
3. Have leads that extend out through 1 or more sealed hubs.
4. Be manufactured to withstand a 5-day test with 12-hour on and off periods submerged in 2 feet of salt
water that is 2 percent salt by weight. The operating periods must be at full load.
86-1.02Z Batteries
Battery must:
1. Be deep-cycle,sealed, prismatic, lead-calcium-based,absorbed-glass-mat,valve-regulated, lead-
acid type
2. Be rated for 12 V
3. Be rated for a temperature range from -25 to 60 degrees C
4. Be group size 24
5. Be commercially available and stocked locally
6. Be marked with a date code, maximum recharge data, and recharge cycles
7. Be new and fully charged when furnished
8. Be free from damage or deformities
9. Have a carrying handle
10. Have 2 top-mounted, threaded-stud posts that include all washers and nuts
11. Include insulating rubber covers for protecting the lugs, posts, and wiring: red for the positive terminal
and black for the negative terminal
If a battery is used for a battery backup system, it must accommodate 3/8-inch ring lugs of a Department-
furnished battery harness.
86-1.03 CONSTRUCTION
Not Used
Page 148 of 183
86-1.04 PAYMENT
Not Used
Replace section 87 with:
04-15-16
87 ELECTRICAL SYSTEMS
04-15-16
87-1 GENERAL
87-1.01 GENERAL
87-1.01A Summary
Section 87 includes general specifications for constructing and installing electrical systems.
The Department deducts the cost for maintenance performed by the Department on new or portions of
existing systems modified under the Contract.
87-1.0113 Definitions
Reserved
87-1.01C Submittals
Reserved
87-1.01 D Quality Assurance
87-1.01D(1) General
Reserved
87-1.01 D(2) Quality Control
Before shipping the material to the job site, submit to METS test samples of:
1. Accessible pedestrian signals
2. LED countdown pedestrian signal face modules
3. LED signal modules
4. LED luminaires
Submit a sample size as shown in the following table:
Electrical Material Sampling
Contract quantity Test sample size
1-8 1
9-15 2
16-25 3
26-90 5
91-150 8
151-280 13
281-500 20
501-1200 32
Before starting operation of an electrical system, perform a conductor test in the presence of the
Engineer.
Conductor test consists of testing each conductor and the conductors in cables for:
Page 149 of 183
1. Continuity.
2. Grounds.
3. Insulation resistance at 500 V(dc) between the circuit and ground. The insulation resistance must be
a minimum of 10 M0 on circuits, except it must be a minimum of 100 Mn for inductive loop detector
circuits.
Start the operational test of the system on any day except Friday or the day before a holiday. The
operational test for signals must start from 9:00 a.m.to 2:00 p.m. Notify the Engineer 48 hours before
starting the test.
An operational test consists of a minimum of 5 business days of continuous, satisfactory operation of the
system. If the system fails, correct the problem and retest the system.A shutdown of the system caused
by traffic, a power interruption, or unsatisfactory performance of Department-furnished materials does not
constitute discontinuity of the test.
87-1.02 MATERIALS
Not Used
87-1.03 CONSTRUCTION
87-1.03A General
The Engineer determines the final locations of electrical systems.
Verify the locations of electrical systems and the depths of existing detectors, conduits, and pull boxes.
Notify the Engineer before performing work on the existing system.
You may shut down the system for alteration or removal.
Where an existing Department underground facility is shown within 10 feet of any excavation, locate and
field mark the facility before performing work that could damage or interfere with the existing facility.
If an existing facility is within 2 feet of an excavation, determine the exact location of the facility by
excavating with hand tools before using any power-operated or power-driven excavating or boring
equipment.A vacuum excavator may be used if authorized.
Notify the Engineer immediately if an existing facility is damaged by your activities.
If existing underground conduit is to be incorporated into a new system, clean it with a mandrel or
cylindrical wire brush and blow it clean with compressed air.
Limit the shutdown of traffic signal systems to normal working hours. Notify the local traffic enforcement
agency before shutting down the signal.
Place temporary W3-1 and R1-1 signs in each direction to direct traffic through the intersection during
shutdown of the signal. Place two R1-1 signs for 2-lane approaches.The signs must comply with part 2 of
the California MUTCD.
Cover signal faces when the system is shut down overnight. Cover temporary W3-1 and R1-1 signs when
the system is turned on.
If you work on an existing lighting system and the roadway is to remain open to traffic, ensure the system
is in operation by nightfall.
Replace detectors you damage within 72 hours, or the Department replaces them and deducts the cost.
Work performed on an existing system not described is change order work.
Do not use electrical power from existing highway facilities unless authorized.
Maintain a minimum 48-inch clearance for a pedestrian pathway when placing equipment.
Except for service installation or work on service equipment enclosures, do not work above ground until
all materials are on hand to complete the electrical work at each location.
Page 150 of 183
Bond all metal components to form a continuous grounded system as specified in NEC.
Ground metallic equipment mounted less than 8 feet above the ground surface on a wood pole.
If you damage any portion of a concrete curb, sidewalk, curb ramp, driveway, or gutter depression,
replace the entire section between contraction or expansion joints under section 73.
Apply equipment identification characters.
Orient louvers, visors, and signal faces such that they are clearly visible to approaching traffic from the
direction being controlled.
Test loops and the detector lead-in cable circuit for continuity, ground, and insulation resistance at the
controller cabinet before connecting detector lead-in cable to the terminal block.
Perform an operational test of the systems.
Before starting the operational test for systems that impact traffic,the system must be ready for operation,
and all signs, pavement delineation, and pavement markings must be in place at that location.
87-1.03113 Conduit Installation
87-1.0313(1) General
The installation of conduit includes installing caps, bushings, and pull tape and terminating the conduit in
pull boxes,foundations, poles, or a structure.
Limit the number of bends in a conduit run to no more than 360 degrees between pull points.
Use conduit to enclose conductors except where they are installed overhead or inside standards or posts.
You may use a larger size conduit than specified for the entire length between termination points. Do not
use a reducing coupling.
Extend an existing conduit using the same material.Terminate conduits of different materials in a pull
box.
Install 2 conduits between a controller cabinet and the adjacent pull box.
Use a minimum trade size of conduit of:
1. 1-1/2 inches from an electrolier to the adjacent pull box
2. 1 inch from a pedestrian push button post to the adjacent pull box
3. 2 inches from a signal standard to the adjacent pull box
4. 3 inches from a controller cabinet to the adjacent pull box
5. 2 inches from an overhead sign to the adjacent pull box
6. 2 inches from a service equipment enclosure to the adjacent pull box
7. 1-1/2 inches if unspecified
Use Type 1 conduit:
1. On all exposed surfaces
2. In concrete structures
3. Between a structure and the nearest pull box
Ream the ends of shop-cut and field-cut conduit to remove burrs and rough edges. Make the cuts square
and true. Do not use slip joints and running threads to couple conduit. If a standard coupling cannot be
used for metal-type conduit, use a threaded union coupling.Tighten the couplings for metal conduit to
maintain a good electrical connection.
Cap the ends of conduit to prevent debris from entering before installing the conductors or cables. Use a
plastic cap for Type 1, 2, and 5 conduits and a standard pipe cap for all other types of conduit.
For Type 1, 2, and 5 conduits, use threaded bushings and bond them using a jumper. For other types of
conduit, use nonmetallic bushings.
Page 151 of 183
Do not install new conduit through foundations.
Cut Type 2 conduit with pipe cutters; do not use hacksaws. Use standard conduit-threading dies for
threading conduit. Tighten conduit into couplings or fittings using strap wrenches or approved groove joint
pliers.
Cut Type 3 conduit with tools that do not deform the conduit. Use a solvent weld for connections.
Protect shop-cut threads from corrosion under the standards shown in the following table:
Shop-Cut Thread Corrosion Protection
Conduit Standard
Types 1 and 2 ANSI C80.1
Type 5 ANSI C80.6
Apply 2 coats of unthinned, organic zinc-rich primer to metal conduit before painting. Use a primer on the
Authorized Material List for organic zinc-rich primers. Do not use aerosol cans. Do not remove shop-
installed conduit couplings.
For conduits, paint:
1. All exposed threads
2. Field-cut threads, before installing conduit couplings to metal conduit
3. Damaged surfaces on metal conduit
If a Type 2 conduit or conduit coupling coating is damaged:
1. Clean the conduit or fitting and paint it with 1 coat of rubber-resin-based adhesive under the
manufacturer's instructions
2. Wrap the damaged coating with at least 1 layer of 2-inch-wide, 20 mils-minimum-thickness, PVC tape
under ASTM D1000 with a minimum tape overlap of 1/2 inch
You may repair damaged spots of 1/4 inch or less in diameter in the thermoplastic coating by painting
with a brushing-type compound supplied by the conduit manufacturer.
If factory bends are not used, bend the conduit to a radius no less than 6 times its inside diameter without
crimping or flattening it. Comply with the bending requirements shown in the following table:
Conduit-Bending Requirements
Type Requirement
1 Use equipment and methods under the conduit manufacturer's instructions.
2 Use a standard bending tool designed for use on thermoplastic-coated conduit.The
conduit must be free of burrs and pits.
3 Use equipment and methods under the conduit manufacturer's instructions. Do not
expose the conduit to a direct flame.
5 Use equipment and methods under the conduit manufacturer's instructions.
Install pull tape with at least 2 feet of slack in each end of the conduit that will remain empty. Attach the
tape's ends to the conduit.
Install conduit terminating in a standard or pedestal from 2 to 3 inches above the foundation. Slope the
conduit toward the handhole opening.
Terminate conduit installed through the bottom of a nonmetallic pull box 2 inches above the bottom and 2
inches from the wall closest to the direction of the run.
87-1.03B(2) Conduit Installation for Structures
87-1.03B(2)(a) General
Paint exposed Type 1 conduit the same color as the structure.
Page 152 of 183
Install galvanized steel hangers, steel brackets, and other fittings to support conduit in or on a wall or
bridge.
87-1.03B(2)(b) New Structures
Seal and make watertight the conduits which lead to soffits,wall-mounted luminaires, other lights, and
fixtures located below the pull box grade.
If you place a conduit through the side of a nonmetallic pull box, terminate the conduit 2 inches from the
wall and 2 inches above the bottom. Slope the conduit toward the top of the box to facilitate pulling
conductors.
For ease of installation and if authorized, you may use Type 4 conduit instead of Type 1 conduit for the
final 2 feet of conduit entering a pull box in a reinforced concrete structure.
Install an expansion fitting where a conduit crosses an expansion joint in a structure. Each expansion
fitting for metal conduit must include a copper bonding jumper having the ampacity as specified in NEC.
Install an expansion-deflection fitting for an expansion joint with a 1-1/2-inch movement rating.The fitting
must be watertight and include a molded neoprene sleeve, a bonding jumper, and 2 silicon bronze or
zinc-plated iron hubs.
For an expansion joint with a movement rating greater than 1-1/2 inches, install the expansion-deflection
fitting as shown.
For conduit installed inside of bridge structures, you must:
1. Install precast concrete cradles made of minor concrete and commercial-quality welded wire fabric.
The minor concrete must contain a minimum of 590 lb of cementitious material per cubic yard. The
cradles must be moist cured for a minimum of 3 days.
2. Bond precast concrete cradles to a wall or bridge superstructure with one of the following:
2.1. Epoxy adhesive for bonding freshly-mixed concrete to hardened concrete.
2.2. Rapid-set epoxy adhesive for pavement markers.
2.3. Standard-set epoxy adhesive for pavement markers.
3. Use a pipe sleeve or form an opening for a conduit through a bridge superstructure.The sleeve or
opening through a prestressed member or conventionally reinforced precast member must be:
3.1. Oriented transverse to the member.
3.2. Located through the web.
3.3. No more than 4 inches in size.
4. Wrap the conduit with 2 layers of asphalt felt building paper and securely tape or wire the paper in
place for a conduit passing through a bridge abutment wall. Fill the space around the conduit with
mortar under section 51-1, except the proportion of cementitious material to sand must be 1 to 3. Fill
the space around the conduits after prestressing is completed.
Thread and cap a conduit installed for future use in structures. Mark the location of the conduit's end in a
structure, curb, or wall directly above the conduit with a Ythat is 3 inches tall.
87-1.03B(2)(c) Existing Structures
Run surface-mounted conduit straight and true, horizontal or vertical on the wall, and parallel to walls on
ceilings or similar surfaces. Support the conduit at a maximum of 5-foot intervals where needed to
prevent vibration or deflection. Support the conduit using galvanized, malleable-iron, conduit clamps, and
clamp backs secured with expansion anchorage devices complying with section 75-3.02C. Use the
largest diameter of galvanized,threaded studs that will pass through the mounting hole in the conduit
clamp.
87-1.03B(3) Conduit Installation Underground
87-1.03B(3)(a) General
Install conduit to a depth of:
1. 14 inches for the trench-in-pavement method
2. 18 inches, minimum, under sidewalk and curbed paved median areas
3. 42 inches, minimum, below the bottom of the rail of railroad tracks
Page 153 of 183
4. 30 inches, minimum, everywhere else below grade
Place conduit couplings at a minimum of 6 inches from the face of a foundation.
Place a minimum of 2 inches of sand bedding in a trench before installing Type 2 or Type 3 conduit and 4
inches of sand bedding over the conduit before placing additional backfill material.
If installing conduit within the limits of hazardous locations as specified in NEC for Class I, division 1,
install and seal Type 1 or Type 2 conduit with explosion-proof sealing fittings.
87-1.03B(3)(b) Conduit Installation under Paved Surfaces
You may lay conduit on existing pavement within a new curbed median constructed on top.
Install conduit under existing pavement by the jacking or drilling methods. You may use the trench-in-
pavement method for either of the following conditions:
1. If conduit is to be installed behind the curb under the sidewalk
2. If the delay to vehicles will be less than 5 minutes
Do not use the trench-in-pavement method for conduit installations under freeway lanes or freeway-to-
freeway connector ramps.
87-1.03B(3)(c) Reserved
87-1.03B(3)(d) Conduit Installation under Railroad Tracks
Install Type 1 or Type 2 conduit with a minimum diameter of 1-1/2 inches under railroad tracks. If you use
the jacking or drilling method to install the conduit, construct the jacking pit a minimum of 13 feet from the
tracks'centerline at the near side of the pit. Cover the jacking pit with planking if left overnight.
87-1.03B(4) Reserved
87-1.03B(5) Conduit Installation by the Jacking or Drilling Method
Keep the jacking or drilling pit 2 feet away from the pavement's edge. Do not weaken the pavement or
soften the subgrade with excessive use of water.
If an obstruction is encountered, obtain authorization to cut small holes in the pavement to locate or
remove the obstruction.
You may install Type 2 or Type 3 conduit under the pavement if a hole larger than the conduit's diameter
is predrilled.The predrilled hole must be less than one and half the conduit's diameter.
Remove the conduit used for drilling or jacking and install new conduit for the completed work.
87-1.03B(6) Conduit Installation by the Trenching-In-Pavement Method
Install conduit by the trenching-in-pavement method using a trench approximately 2 inches wider than the
conduit's outside diameter but not exceeding 6 inches in width.
Where additional pavement is to be placed, you must complete the trenching before the final pavement
layer is applied.
If the conduit shown is to be installed under the sidewalk, you may install it in the street within 3 feet of
and parallel to the face of the curb. Install pull boxes behind the curb.
Cut the trench using a rock-cutting excavator. Minimize the shatter outside the removal area of the trench.
Dig the trench by hand to the required depth at pull boxes.
Place conduit in the trench.
Backfill the trench with minor concrete to the pavement's surface by the end of each work day. If the
trench is in asphalt concrete pavement and no additional pavement is to be placed, backfill the top 0.10
foot of the trench with minor HMA within 3 days after trenching.
Page 154 of 183
87-1.03C Installation of Pull Boxes
87-1.03C(1) General
Install pull boxes no more than 200 feet apart.
You may install larger pull boxes than specified or shown and additional pull boxes to facilitate the work
except in structures.
Install a pull box on a bed of crushed rock and grout it before installing conductors. The grout must be
from 0.5 to 1 inch thick and sloped toward the drain hole. Place a layer of roofing paper between the grout
and the crushed rock sump. Make a 1-inch drain hole through the grout at the center of the pull box.
Set the pull box such that the top is 1-1/4 inches above the surrounding grade in unpaved areas and
leveled with the finished grade in sidewalks and other paved areas.
Place the cover on the box when not working in it.
Grout around conduits that are installed through the sides of the pull box.
Bond and ground the metallic conduit before installing conductors and cables in the conduit.
Bond metallic conduits in a nonmetallic pull box using bonding bushings and bonding jumpers.
Do not install pull boxes in concrete pads, curb ramps, or driveways.
Reconstruct the sump of a pull box if disturbed by your activities. If the sump was grouted, remove and
replace the grout.
87-1.03C(2) Nontraffic Pull Boxes
If you bury a nontraffic pull box, set the box such that the top is 6 to 8 inches below the surrounding
grade. Place a 20-mil-thick plastic sheet made of HDPE or PVC virgin compounds to prevent water from
entering the box.
Place mortar between a nontraffic pull box and a pull box extension.
Where a nontraffic pull box is in the vicinity of curb in an unpaved area, place the box adjacent to the
back of the curb if practical.
Where a nontraffic pull box is adjacent to a post or standard, place the box within 5 feet upstream from
traffic if practical.
If you replace the cover on a nontraffic pull box, anchor it to the box.
87-1.03C(3) Traffic Pull Boxes
Place minor concrete around and under a traffic pull box.
Bolt the steel cover to the box when not working in it.
Bond the steel cover to the conduit with a jumper and bolt it down after installing the conductors and
cables.
87-1.03C(4) Structure Pull Boxes
Bond metallic conduit in a metal pull box in a structure using locknuts, inside and outside of the box,
bonding bushings, and bonding jumpers connected to bonding wire running in the conduit system.
87-1.03D Reserved
87-1.03E Excavating and Backfilling for Electrical Systems
87-1.03E(1) General
Notify the Engineer at least 72 hours before starting excavation activities.
Dispose of surplus excavated material.
Restrict closures for excavation on a street or highway to 1 lane at a time unless otherwise specified.
Page 155 of 183
87-1.03E(2) Trenching
Dig a trench for the electrical conduits or direct burial cables. Do not excavate until the conduit or direct
burial cable will be installed.
Place excavated material in a location that will not interfere with traffic or surface drainage.
After placing the conduit or direct burial cable, backfill the trench with the excavated material. Compact
the backfill placed outside the hinge point of slopes and not under pavement to a minimum relative
compaction of 90 percent.
Compact the backfill placed within the hinge points and in areas where pavement is to be constructed to a
minimum relative compaction of 95 percent.
Restore the sidewalks, pavement, and landscaping at a location before starting excavation at another
location.
87-1.03E(3) Concrete Pads, Foundations,and Pedestals
Construct foundations for standards, poles, metal pedestals, and posts under section 56-3.
Construct concrete pads,foundations,and pedestals for controller cabinets,telephone demarcation
cabinets, and service equipment enclosures on firm ground.
Install anchor bolts using a template to provide proper spacing and alignment. Moisten the forms and
ground before placing the concrete. Keep the forms in place until the concrete sets for at least 24 hours to
prevent damage to the surface.
Use minor concrete for pads,foundations, and pedestals.
In unpaved areas, place the top of the foundation 6 inches above the surrounding grade, except place the
top:
1. 1 foot 6 inches above the grade for Type M and 336L cabinets
2. 1 foot 8 inches above the grade for Type C telephone demarcation cabinets
3. 2 inches above the grade for Type G and Type A cabinets and Type III service equipment enclosures
The pad must be 2 inches above the surrounding grade.
In and adjacent to the sidewalk and other paved areas, place the top of the foundation 4 inches above the
surrounding grade, except place the top:
1. 1 foot 6 inches above the grade for Type M and 336L cabinets
2. 1 foot 8 inches above the grade for Type C telephone demarcation cabinets
3. Level with the finished grade for Type G and Type A cabinets and Type III service equipment
enclosures
The pad must be level with the finished grade.
Apply an ordinary surface finish under section 51-1.03F.
Allow the foundation to cure for at least 7 days before installing any equipment.
87-1.03F Conductors and Cable Installations
87-1.03F(1) General
The installation of conductors and cables includes splicing conductors and attaching the terminals and
connectors to the conductors.
Clean the conduit and pull all conductors and cables as a unit.
If new conductors or cables are to be added in an existing conduit:
1 Remove the content
2. Clean the conduit
3. Pull both old and new conductors and cables as a unit
Page 156 of 183
Wrap conductors and secure cables to the end of the conduit in a pull box.
Seal the ends of conduits with a sealing compound after installing conductors or cables.
Neatly arrange conductors and cables inside pull boxes and cabinets. Tie the conductors and cables
together with self-clinching nylon cable ties or enclose them in a plastic tubing or raceway.
Identify conductors and cables by direct labeling, tags, or bands fastened in such a way that they will not
move. Use mechanical methods for labeling.
Provide band symbol identification on each conductor or each group of conductors comprising a signal
phase in each pull box and near the end of terminated conductors.
Tape the ends of unused conductors and cables in pull boxes to form a watertight seal.
Do not connect the push-button or accessible pedestrian signal neutral conductor to the signal neutral
conductor.
87-1.03F(2) Cables
87-1.03F(2)(a) General
Reserved
87-1.03F(2)(b) Reserved
87-1.03F(2)(c) Copper Cables
87-1.03F(2)(c)(i) General
Reserved
87-1.03F(2)(c)(11) Detector Lead-in Cables
Install a Type B or C detector lead-in cable in conduit.
Waterproof the ends of the lead-in cable before installing it in the conduit to prevent moisture from
entering the cable.
Splice loop conductors for each direction of travel for the same phase, terminating in the same pull box, to
a separate lead-in cable running from the pull box adjacent to the loop detector to a sensor unit mounted
in the controller cabinet. Install the lead-in cable without splices except at the pull box.
Verify in the presence of the Engineer that the loops are operational before making the final splices
between loop conductors and the lead-in cable.
Identify and tag each lead-in cable with the detector designation at the cabinet and pull box adjacent to
the loops.
87-1.03F(2)(c)(iii) Conductors Signal Cables
Do not splice signal cables except for a 28-conductor cable.
Provide identification at the ends of terminated conductors in a cable as shown.
Provide identification for each cable in each pull box showing the signal standard to which it is connected
except for the 28-conductor cable.
Connect conductors in a 12-conductor cable as shown in the following table:
Page 157 of 183
12CSC Color Code and Functional Connection
Color code Termination Phase
Red Red signal 2 4 6 or 8
Yellow Yellow signal 2, 4, 6, or 8
Brown Green signal 2, 4, 6, or 8
Red/black stripe Red signal 1, 3, 5, or 7
Yellow/black stripe Yellow signal 1, 3, 5, or 7
Brown/black stripe Green signal 1, 3, 5, or 7
Black/red stripe Spare or as required for red or DONT --
WALK
Black/white stripe Spare or as required for yellow --
Black Spare or as required for green or WALK --
Red/white stripe Pedestrian signal DONT WALK --
Brown/white stripe Pedestrian signal WALK --
White Terminal block I Neutral
Provide identification for each 28-conductor cable C1 or C2 in each pull box. The cable labeled C1 must
be used for signal phases 1, 2, 3, and 4. The cable labeled C2 must be used for signal phases 5, 6, 7,
and 8.
Connect conductors in a 28-conductor cable as shown in the following table:
Page 158 of 183
28CSC Color Code and Functional Connection
Color code Termination Phase
Red/black stripe Red signal 2 or 6
Yellow/black stripe Yellow signal 2 or 6
Brown/black stripe Green signal 2 or 6
Red/orange stripe Red signal 4 or 8
Yellow/orange stripe Yellow signal 4 or 8
Brown/orange stripe Green signal 4 or 8
Red/silver stripe Red signal 1 or 5
Yellow/silver stripe Yellow signal 1 or 5
Brown/silver stripe Green signal 1 or 5
Red/purple stripe Red signal 3 or 7
Yellow/purple stripe Yellow signal 3 or 7
Brown/purple stripe Green signal 3 or 7
Red/2 black stripes Pedestrian signal DONT WALK 2 or 6
Brown/2 black stripes Pedestrian signal WALK 2 or 6
Red/2 orange stripes Pedestrian signal DONT WALK 4 or 8
Brown/2 orange stripes Pedestrian signal WALK 4 or 8
Red/2 silver stripes Overlap A, C OLAa,
OLCa
Brown/2 silver stripes Overlap A, C OLA°, OLC°
Red/2 purple stripes Overlap B, D OLBa,
OLD
Brown/2 purple stripes Overlap B, D OLB°, OLD°
Blue/black stripe Pedestrian push button 2 or 6
Blue/orange stripe Pedestrian push button 4 or 8
Blue/silver stripe Overlap A, C OLAb,
OLCb
Blue/purple stripe Overlap B, D OLBb,
OLDb
White/black stripe Pedestrian push button common --
Black/red stripe Railroad preemption --
Black Spare --
White Terminal block Neutral
OL= Overlap;A, B, C, and D =Overlapping phase designation
a For red phase designation
bFor yellow phase designation
°For green phase designation
Use the neutral conductor only with the phases associated with that cable. Do not intermix neutral
conductors from different cables except at the signal controller.
87-1.03F(2)(c)(iv) Signal Interconnect Cable
For a signal interconnect cable, provide a minimum of 6 feet of slack inside each controller cabinet.
Do not splice the cable unless authorized.
If splices are authorized, insulate the conductor splices with heat-shrink tubing and overlap the insulation
at least 0.6 inch. Cover the splice area of the cable with heat-shrink tubing and overlap the cable jacket at
least 1-1/2 inches. Provide a minimum of 3 feet of slack at each splice.
87-1.03F(3) Conductors
87-1.03F(3)(a) General
Do not run conductors to a terminal block on a standard unless they are to be connected to a signal head
mounted on that standard.
Provide 3 spare conductors in all conduits containing ramp metering and traffic signal conductors.
Page 159 of 183
Install a separate conductor for each terminal of a push button assembly and accessible pedestrian
signal.
Provide conductor slack to comply with the requirements shown in the following table:
Conductor Slack Requirements
Location Slack(feet)
Signal standard 1
Lighting standard 1
Signal and lighting standard 1
Pull box 3
Splice 3
Standards with slip base 0
87-1.03F(3)(b) Reserved
87-1.03F(3)(c) Copper Conductors
87-1.03F(3)(c)(i) General
Install a minimum no. 8, insulated, grounding copper conductor in conduit and connect it to all-metal
components.
Where conductors from different service points occupy the same conduit or standard, enclose the
conductors from one of the services in flexible or rigid metal conduit.
87-1.03F(3)(c)(ii) Inductive Loop Conductors
Install a Type 1 or 2 inductive loop conductor except use Type 2 for Type E loop detectors.
Install the conductor without splices except at the pull box.
87-1.03F(4) Manual Installation Method
Use an inert lubricant for placing conductors and cables in conduit.
Pull the conductors and cables into the conduit by hand using pull tape.
87-1.03G Equipment Identification Characters
The Engineer provides you with a list of the equipment identification characters.
Stencil the characters or apply the reflective self-adhesive labels to a clean surface.
Treat the edges of self-adhesive characters with an edge sealant.
Place the characters on the side facing traffic on:
1. Front doors of cabinets and service equipment enclosures.
2. Wood poles,fastened with 1-1/4-inch aluminum nails,for pole mounted enclosures
3. Adjacent bent or abutment at approximately the same station as an illuminated sign or soffit luminaire
4. Underside of the structure adjacent to the illuminated sign or soffit luminaire if no bent or abutment
exists nearby
5. Posts of overhead signs
6. Standards
Before placing new characters on existing or relocated equipment, remove the existing characters.
87-1.03H Conductor and Cables Splices
87-1.03H(1) General
You may splice:
1. Grounded conductors in a pull box
2. Accessible pedestrian signal and push bottom conductors in a pull box
3. Ungrounded signal conductors in a pull box if signals are modified
Page 160 of 183
4. Ungrounded signal conductors to a terminal compartment or a signal head on a standard with
conductors of the same phase in the pull box adjacent to the standard
5. Ungrounded lighting circuit conductors in a pull box if lighting circuits are modified
Solder all splices using the hot iron, pouring, or dipping method. Do not perform open-flame soldering.
87-1.03H(2) Splice Insulation Methods
Insulate splices in a multiconductor cable to form a watertight joint and to prevent moisture absorption by
the cable.
Use heat-shrink tubing or Method B to insulate a splice.
Use heat-shrink tubing as follows:
1. Cover the splice area completely with an electrical insulating coating and allow it to dry.
2. Place mastic around each conductor before placing them inside the tubing. Use the type of mastic
specified in the tubing manufacturer's instructions.
3. Heat the area under the manufacturer's instructions. Do not perform open-flame heating.After
contraction, each end of the heat-shrink tubing or the open end of the tubing's end cap must overlap
the conductor insulation at least 1-1/2 inches.
4. Cover the entire splice with an electrical insulating coating and allow it to dry.
Use Method B as follows:
1. Cover the splice area completely with an electrical insulating coating and allow it to dry.
2. Apply 3 layers of half-lapped, 80-mils, PVC tape.
3. Apply 2 layers of 120-mils, butyl-rubber, stretchable tape with liner.
4. Apply 3 layers of half-lapped, 6-mils, PVC, pressure-sensitive, adhesive tape.
5. Cover the entire splice with an electrical insulating coating and allow it to dry.
87-1.031 Connectors and Terminals
Apply connectors and terminals to cables and conductors using a crimping compression tool under the
manufacturer's instructions.The tool must prevent opening of the handles until the crimp is completed.
Install crimp-style terminal lugs on stranded conductors smaller than no. 14.
Solder no. 8 and smaller conductors to connectors and terminal lugs.
87-1.03J Standards, Poles, Pedestals,and Posts
Install standards, poles, pedestals, and posts under section 56-3.
Ground standards with a handhole by attaching a bonding jumper from the bolt or lug inside the standard
to a metal conduit or to the grounding wire in the adjacent pull box. The bonding jumper must be visible
when the handhole cover is removed.
Ground standards without a handhole or standards with a slip base by attaching a bonding jumper to all
anchor bolts using ground clamps and connecting it to a metal conduit or to the grounding wire in the
adjacent pull box. The bonding jumper must be visible after mortar has been placed on the foundation.
87-1.03K Reserved
87-1.03L Utility Service
87-1.03L(1) General
Install the service equipment early enough to allow the utility to complete its work before completion of the
electrical work.
At least 15 days before permanent electrical and telecommunication service is required, request the
service connections for permanent installations.The Department arranges with the utilities for completion
of the connections and pays all costs and fees required by the utilities.
Page 161 of 183
87-1.03L(2) Electric Service
87-1.03L(2)(a) General
If service equipment is to be installed on a utility-owned pole,furnish and install the conduit, conductors,
pull boxes, and other necessary material to complete the service installation.The service utility decides
the position of the riser and equipment on the pole.
87-1.03L(2)(b) Electric Service for Irrigation
Establishing electric service for irrigation includes installing conduit, conductors, and pull boxes and
making connections from the service point to the irrigation controllers.
87-1.03L(2)(c) Electric Service for Booster Pumps
Establishing electric service for a booster pump includes installing conduit, conductors, and pull boxes
and making connections from the service point to the booster pump enclosure.
87-1.03L(3) Telecommunications Service
Establishing telecommunication service includes installing conduit, conductors, and pull boxes and
making connections from the service point to the telephone demarcation cabinet.
87-1.03M Photoelectric Controls
Mount the photoelectric unit on the top of the pole for Type I, II, and III photoelectric controls. Use
mounting brackets where pole-top mounting is not possible. Orient the photoelectric unit to face north.
Mount the enclosure at a height of 6 feet above finished grade on the same standard as the photoelectric
unit.
Install a minimum 100 VA, 480/120 V(ac)transformer in the contactor enclosure to provide 120 V(ac)for
the photoelectric control unit when switching 480 V(ac), 60 Hz circuits.
87-1.03N Fused Splice Connectors
Install a fuse splice connector in each ungrounded conductor for luminaires mounted on standards.The
connector must be located in the pull box adjacent to the standard.
Crimp the connector terminals onto the ungrounded conductors using a tool under the manufacturer's
instructions. Insulate the terminals and make them watertight.
87-1.030 Grounding Electrodes
Install a grounding electrode for each cabinet, service equipment enclosure, and transformer.
Attach a grounding conductor from the electrode using either a ground clamp or exothermic weld.
Connect the other end of the conductor to the cabinet, service equipment enclosure, and transformer.
87-1.03P Service Equipment Enclosures
Installing a service equipment enclosure includes constructing the foundation and pad and installing
conduit, adjacent pull boxes, and grounding electrode.
Locate the foundation such that the minimum clearance around the front and back of the enclosure
complies with NEC, article 110.26, "Spaces About Electrical Equipment, (600 V, nominal or less)."
Bond and ground metal conduit as specified in NEC and by the service utility except the grounding
electrode conductor must be no. 6 or larger.
If circuit breakers and components do not have a description on engraved phenolic nameplates, install
them using stainless steel rivets or screws under section 86-1.02P(2).
87-1.03Q Cabinets
87-1.03Q(1) General
Installing a cabinet includes constructing the foundation and pad and installing conduit, adjacent pull
boxes, and grounding electrode.
Apply a mastic or caulking compound before installing the cabinet on the foundation to seal the openings.
Page 162 of 183
Connect the field wiring to the terminal blocks in the cabinet. Neatly arrange and lace or enclose the
conductors in plastic tubing or raceway. Terminate the conductors with properly sized captive or spring
spade terminals.Apply a crimp-style connector and solder them.
Install and solder a spade-type terminal on no. 12 and smaller field conductors and a spade-type or ring-
type terminal on conductors larger than no. 12.
87-1.03Q(2) Department-Furnished Controller Cabinets
Arrange for the delivery of Department-furnished controller cabinets.
87-1.03Q(3) Reserved
87-1.03Q(4) Telephone Demarcation Cabinets
Installing a telephone demarcation cabinet includes installing conduit, cable, and pull boxes to the
controller cabinet.
Install the cabinet with the back toward the nearest lane of traffic.
87-1.03R Signal Heads
87-1.03R(1) General
Installing a signal head includes mounting the heads on standards and mast arms, installing backplates
and visors, and wiring conductors to the terminal blocks.
Keep the heads covered or direct them away from traffic until the system is ready for operation.
87-1.03R(2) Signal Faces
Use the same brand and material for the signal faces at each location.
Program the programmable visibility signal faces under the manufacturer's instructions.The indication
must be visible only in those areas or lanes to be controlled.
87-1.03R(3) Backplates
Install backplates using at least six 10-24 or 10-32 self-tapping and locking stainless steel machine
screws and flat washers.
If a plastic backplate requires field assembly, attach each joint using at least four no.10 machine screws.
Each machine screw must have an integral or captive flat washer, a hexagonal head slotted for a
standard screwdriver, and either a locking nut with an integral or captive flat washer or a nut,flat washer,
and lock washer. Machine screws, nuts, and washers must be stainless steel or steel with a zinc or black
oxide finish.
If a metal backplate has 2 or more sections,fasten the sections with rivets or aluminum bolts peened after
assembly to avoid loosening.
Install the backplate such that the background light is not visible between the backplate and the signal
face or between sections.
87-1.03R(4) Signal Mounting Assemblies
Install a signal mounting assembly such that its members are arranged symmetrically and plumb or level.
Orient each mounting assembly to allow maximum horizontal clearance to the adjacent roadway.
For a bracket-mounted assembly, bolt the terminal compartment or pole plate to the pole or standard.
In addition to the terminal compartment mounting, attach the upper pipe fitting of Type SV-1-T with 5
sections or a SV-2-TD to the standard or pole using the mounting detail for signal heads without a
terminal compartment.
Use a 4-1/2-inch slip fitter and set screws to mount an assembly on a post top.
After installing the assembly, clean and paint the exposed threads of the galvanized conduit brackets and
bracket areas damaged by the wrench or vise jaws. Use a wire brush to clean and apply 2 coats of
unthinned, organic zinc-rich primer. Do not use an aerosol can to apply the primer.
Page 163 of 183
Install the conductors in the terminal compartment and secure the cover.
87-1.03S Pedestrian Signal Heads
Installing a pedestrian signal head includes mounting the heads on standards and wiring conductors to
the terminal blocks.
Install the pedestrian signal mounting assembly under section 87-1.03R(4).
Use the same brand and material for the pedestrian signal faces at each location.
Install a pedestrian signal face such that its members are arranged symmetrically and plumb or level.
87-1.03T Accessible Pedestrian Signals
Use the same brand for the accessible pedestrian signals at each location.
Install an accessible pedestrian signal and the R10 series sign on the crosswalk side of the standard.
Attach the accessible pedestrian signal to the standard with self-tapping screws.
Attach the sign to the standard using 2 straps and saddle brackets.
Point the arrow on the accessible pedestrian signal in the same direction as the corresponding crosswalk.
Furnish the equipment and hardware to set up and calibrate the accessible pedestrian signal.
Arrange to have a manufacturer's representative at the job site to program the accessible pedestrian
signal with an audible message or tone.
87-1.03U Push Button Assemblies
Install the push button assembly and the R10 series sign on the crosswalk side of the standard.
Attach the sign to the assembly for Type B assemblies.
Attach the sign to the standard using 2 straps and saddle brackets for Type C assemblies.
You may use straps and saddle brackets to secure the push button to the standard.
Use a slip fitter to secure the assembly on top of a 2-1/2-inch-diameter post.
87-1.03V Detectors
87-1.03V(1) General
Installing a detector includes installing inductive loop conductors, sealant, conduit, and pull boxes.
Center the detectors in the traffic lanes.
Do not splice the detector conductor.
87-1.03V(2) Inductive Loop Detectors
Mark the location of the inductive loop detectors such that the distance between the side of the loop and a
lead-in saw cut from an adjacent detector is at least 2 feet.The distance between lead-in saw cuts must
be at least 6 inches.
Saw cut the slots under section 13-4.03E(7).The bottoms of the slots must be smooth with no sharp
edges. For Type E detector loops, saw the slots such that the sides are vertical.
Wash the slots clean using water and blow dry them with compressed air to remove all moisture and
debris.
Identify the start of the conductor.
Waterproof the ends of a Type 2 loop conductor before installing it in the conduit to prevent moisture from
entering the cable.
Install the loop conductor in the slots and lead-in saw cuts using a 3/16-to 1/4-inch-thick wood paddle.
Hold the conductors in place at the bottom of the slot with wood paddles during placement of the sealant.
Page 164 of 183
Wind adjacent loops on the same sensor unit channel in opposite directions.
Twist the conductors for each loop into a pair consisting of a minimum of 2 turns per foot before placing
them in the lead-in saw cut and the conduit leading to the pull box. Do not install more than 2 twisted
pairs of conductors per lead-in saw cut.
Provide 5 feet of slack in the pull box.
Test each loop for continuity, circuit resistance, and insulation resistance before filling the slots with
sealant.
Remove excess sealant from the adjacent road surface before it sets. Do not use solvents to remove the
excess.
Identify the loop conductor pair in the pull box, marking the start with the letter S and the end with the
letter F. Band conductors in pairs by lane in the pull box adjacent to the loops and in the cabinet. Identify
each pair with the detector designation and loop number.
Install the conductors in a compacted layer of HMA immediately below the uppermost layer if more than
one layer will be placed. Install the loop conductors before placing the uppermost layer of HMA. Fill the
slot with a sealant flush to the surface.
Install the conductors in the existing pavement if one layer of HMA is to be placed. Install the loop
conductors before placing the layer of HMA. Fill the slot with a sealant flush to the surface.
87-1.03V(3) Preformed Inductive Loop Detectors
Construct a preformed inductive loop detector consisting of 4 turns in the loop and a lead-in conductor
pair twisted at least 2 turns per foot all encased in conduit and sealed to prevent water penetration. The
detector must be 6-foot square unless shown otherwise.
Construct the loop detector using a minimum 3/8-inch Schedule 40 or Schedule 80 PVC or polypropylene
conduit and no. 16 or larger conductor with Type THWN or TFFN insulation.
In new roadways, place the detector in the base course with the top of the conduit flush with the top of the
base. Cover with HMA or concrete pavement. Protect the detector from damage before and during
pavement placement.
In new reinforced concrete bridge decks, secure the detector to the top of the uppermost layer of
reinforcing steel using nylon wire ties. Hold the detector parallel to the bridge deck using PVC or
polypropylene spacers where necessary. Place conduit for lead-in conductors between the uppermost 2
layers of reinforcing steel.
Do not install detectors in existing bridge decks unless authorized.
Install a detector in existing pavement before placement of concrete or HMA as follows:
1. Saw cut slots at least 1-1/4 inches wide into the existing pavement.
2. Place the detector in the slots. The top of the conduit must be at least 2 inches below the top of the
pavement.
3. Test each loop circuit for continuity, circuit resistance, and insulation resistance.
4. Fill saw cuts with elastomeric or hot melt rubberized asphalt sealant for asphalt concrete pavement
and with epoxy sealant or hot melt rubberized asphalt sealant for concrete pavement.
87-1.03W Sealants
87-1.03W(1) General
Reserved
87-1.03W(2) Elastomeric Sealant
Apply an elastomeric sealant with a pressure feed applicator.
87-1.03W(3) Asphaltic Emulsion Sealant
Asphaltic emulsion sealant must:
Page 165 of 183
1. Be used for filling slots in asphalt concrete pavement of a maximum width of 5/8 inch
2. Not be used on concrete pavement or where the slope causes the material to run from the slot
3. Be thinned under the manufacturer's instructions
4. Be placed when the air temperature is at least 45 degrees F
87-1.03W(4) Hot-Melt Rubberized Asphalt Sealant
Melt the sealant in a jacketed, double-boiler-type, melting unit. The temperature of the heat transfer
medium must not exceed 475 degrees F.
Apply the sealant with a pressure feed applicator or a pour pot when the surface temperature of the
pavement is greater than 40 degrees F.
87-1.03X Reserved
87-1.03Y Transformers
Installing a transformer includes placing the transformer inside a pull box, a cabinet, or an enclosure.
Wire the transformer for the appropriate voltage.
Ground the secondary circuit of the transformer as specified in the NEC.
87-1.03Z Reserved
87-1.04 PAYMENT
Not Used
87-2 LIGHTING SYSTEMS
87-2.01 GENERAL
87-2.01A Summary
Section 87-2 includes specifications for constructing lighting systems.
Lighting system includes:
1. Foundations
2. Pull boxes
3. Conduit
4. Conductors
5. Standards
6. Luminaires
7. Service equipment enclosure
8. Photoelectric control
9. Fuse splice connectors
10. High mast lighting assemblies
The components of a lighting system are shown on the project plans.
87-2.0113 Definitions
Reserved
87-2.01C Submittals
Submit a certificate of compliance and test data for the high mast lighting luminaires.
87-2.01D Quality Assurance
Reserved
87-2.02 MATERIALS
87-2.02A General
Reserved
Page 166 of 183
87-2.0213 High Mast Lighting Assemblies
A high mast lighting assembly includes the foundation, pole, lowering device system, luminaires, and
control pedestal.
Each luminaire in a high mast lighting assembly must include a housing, an optical system, and a ballast.
The housing must be made of aluminum.
A painted or powder-coated housing for a high mast lighting luminaire must be able to withstand a 1,000-
hour salt spray test as specified in ASTM B117.
The optical system, consisting of the reflector, refractor or lens, lamp socket, and lamp, must be in a
sealed chamber. The chamber must be sealed by a gasket between the reflector and refractor or lens
and a gasket between the reflector and lamp socket. The chamber must have a separate filter or filtering
gasket for flow of air.
An asymmetrical luminaire must have a refractor or reflector that is rotatable 360 degrees around a
vertical axis to orient the distribution of light.
The luminaire must have a slip fitter for mounting on a 2-inch horizontal pipe tenon and must be
adjustable±3 degrees from the axis of the tenon.
The reflector must have a specular surface made of silvered glass or aluminum protected by either an
anodized finish or a silicate film.The reflector must be shaped such that a minimum of light is reflected
through the arc tube of the lamp.
The refractor and lens must be made of heat-resistant glass.
The lamp socket must be a porcelain-enclosed, mogul-multiple type. The shell must contain integral lamp
grips to ensure electrical contact under conditions of normal vibrations.The socket must be rated for
1,500 W, 600 V(ac)and 4,000 V(ac)pulse for a 400 W lamp and 5,000 V(ac) pulse for a 1,000 W lamp.
The luminaire must have a dual fuse holder for 2 fuses rated at 5 A, 480 V(ac).The fuses must be 13/32
inch by 1-1/2 inches, standard midget ferrule type with a nontime-delay feature.
The lamps must be vertical burning, protected from undue vibration, and prevented from backing out of
the socket by a stainless steel clamp attached to the luminaire.
A 1,000 W metal halide lamp must have an initial output of 100,000 lumens and an average rated life of
12,000 hours based on 10 hours per start.
A 400 W high-pressure sodium lamp must have an initial output of 50,000 lumens.A 1,000 W high-
pressure sodium lamp must have an initial output of 140,000 lumens.
The ballast for the luminaire must be a regulator type and have a core and coils, capacitors, and starting
aid.
Ballast must be:
1. Mounted within a weatherproof housing that integrally attaches to the top of a luminaire support
bracket and lamp support assembly
2. Readily removable without removing the luminaire from the bracket arm
3. Electrically connected to the optical assembly by a prewired quick disconnect
The ballast for a metal halide luminaire must comply with luminaire manufacturer's specifications.
The wattage regulation spread at any lamp voltage,from nominal through the life of the lamp, must vary
no more than 22 percent for a 1,000 W lamp and a±10 percent input voltage variation. The ballast's
starting line current must be less than its operating current.
87-2.02C Soffit and Wall-Mounted Luminaires
87-2.02C(1) General
Soffit and wall-mounted luminaires must be weatherproof and corrosion resistant.
Page 167 of 183
Each luminaire must include a 70 W high-pressure sodium lamp with a minimum average rated life of
24,000 hours. The lamp socket must be positioned such that the light center of the lamp is located within
1/2 inch of the designed light center of the luminaire.
Luminaire wiring must be SFF-2.
Flush-mounted soffit luminaire must have:
1. Metal body with two 1-inch-minimum conduit hubs and a means of anchoring the body into the
concrete
2. Prismatic refractor made of heat-resistant polycarbonate:
2.1. Mounted in a door frame
2.2. With the street side identified
3. Aluminum reflector with a specular anodized finish
4. Ballast located either within the housing or in a ceiling pull box if shown
5. Lamp socket
The door frame assembly must be hinged, gasketed, and secured to the luminaire body with at least 3
machine screws.
A pendant soffit luminaire must be enclosed and gasketed and have an aluminum finish. Luminaire must
have:
1. Aluminum reflector with a specular anodized finish
2. Refractor made of heat-resistant polycarbonate
3. Optical assembly that is hinged and latched for lamp access and a device to prevent dropping
4. Ballast designed for operation in a raintight enclosure
5. Galvanized metal box with a gasketed cover, 2 captive screws, and 2 chains to prevent dropping and
for luminaire mounting
Wall-mounted luminaire must have:
1. Cast metal body
2. Prismatic refractor:
2.1. Made of glass
2.2. Mounted in a door frame
3. Aluminum reflector with a specular anodized finish
4. Integral ballast
5. Lamp socket
6. Gasket between the refractor and the body
7. At least 2 mounting bolts of minimum 5/16-inch diameter
A cast aluminum body of a luminaire to be cast into or mounted against concrete must have a thick coat
of alkali-resistant bituminous paint on all surfaces to be in contact with the concrete.
87-2.02C(2) High-Pressure Sodium Lamp Ballasts
87-2.02C(2)(a) General
A high-pressure sodium lamp ballast must operate the lamp for its rated wattage.
Starting aids for a ballast must be interchangeable between ballasts of the same wattage and
manufacturer without adjustment.
The ballast must be provided with a heat-generating component to serve as a heat sink.The capacitor
must be placed at the maximum practicable distance from the heat-generating components or thermally
shielded to limit the case temperature to 75 degrees C.
The transformer and inductor must be resin impregnated for protection against moisture. Capacitors,
except for those in starting aids, must be metal cased and hermetically sealed.
The ballast must have a power factor of 90 percent or greater.
Page 168 of 183
For the nominal input voltage and lamp voltage,the ballast design center must not vary more than 7.5
percent from the rated lamp wattage.
87-2.02C(2)(b) Regulator-Type Ballasts
A regulator-type ballast must be designed such that a capacitance variance of±6 percent does not cause
more than±8 percent variation in the lamp wattage regulation.
The ballast must have a current crest factor not exceeding 1.8 for an input voltage variation of±10
percent.
The lamp wattage regulation spread for a lag-type ballast must not vary by more than 18 percent for±10
percent input voltage variations.The primary and secondary windings must be electrically isolated.
The lamp wattage regulation spread for a constant-wattage, autoregulator, lead-type ballast must not vary
by more than 30 percent for±10 percent input voltage variations.
87-2.02C(2)(c) Nonregulator-Type Ballasts
A nonregulator-type ballast must have a current crest factor not exceeding 1.8 for an input voltage
variation of±5 percent.
The lamp wattage regulation spread for an autotransformer or high reactance type ballast must not vary
by more than 25 percent for±5 percent input voltage variations.
87-2.03 CONSTRUCTION
87-2.03A General
Set the foundations for standards such that the mast arm is perpendicular to the centerline of the
roadway.
Tighten the cap screws of the luminaire's clamping bracket to 10 ft-lb for LED and low-pressure
luminaires.
Label the month and year of the installation inside the luminaire housing's door.
Perform the conductor and operational tests for the system.
87-2.03B High Mast Lighting Assemblies
Mount and connect the luminaires to the accessory support ring. Aim the asymmetrical luminaire to orient
the distribution of light.
87-2.03C Soffit and Wall-Mounted Luminaires
For a flush-mounted soffit luminaire:
1. Prevent concrete from getting into the housing during pouring of the concrete for the structure
2. Install the luminaire with the axis vertical and the street side of the refractor oriented as indicated
3. Locate the luminaire to provide a minimum 2-foot clearance from the inside surface of the girders and
1-foot clearance from the near face of the diaphragm
4. Install the bridge soffit and ceiling pull box over the same lane
For a pendant soffit luminaire:
1. Cast in place the inserts for the no. 8 pull box during concrete placement for a new structure
2. Drill holes for expansion anchors to support the no. 8 pull box on existing structures
3. Bond the suspension conduit and luminaire to the pull box
For a wall-mounted luminaire, provide:
1. Extension junction box or ring on a new structure
2. 4 external mounting taps on an existing structure
Place the soffits or wall-mounted luminaires in operation as soon as practicable after the falsework has
been removed from the structure.
Page 169 of 183
If the Engineer orders soffit or wall-mounted luminaires to be activated before permanent power service is
available, installing and removing the temporary power service is change order work.
87-2.04 PAYMENT
Not Used
87-3 SIGN ILLUMINATION SYSTEMS
87-3.01 GENERAL
87-3.01A Summary
Section 87-3 includes specifications for constructing sign illumination systems.
Sign illumination system includes:
1. Foundations
2. Pull boxes
3. Conduit
4. Conductors
5. Sign lighting fixtures
6. Enclosure for the disconnect circuit breaker
7. Service equipment enclosure
8. Photoelectric control
The components of a sign illumination system are shown on the project plans.
87-3.0113 Definitions
Reserved
87-3.01C Submittals
Submit the manufacturer's test data for the induction sign-lighting fixtures.
87-3.01D Quality Assurance
Reserved
87-3.02 MATERIALS
An induction sign-lighting fixture must include a housing with a door, reflector, refractor or lens, lamp,
socket assembly, power coupler, high-frequency generator,fuse block, and fuses.
The fixture must comply with the isofootcandle curves as shown.
Fixture must weigh no more than 44 lb, be rated for 87 W at 120/240 V(ac), and have a mounting
assembly made of one of the following materials:
1. Cast aluminum
2. Hot-dip galvanized steel plate
3. Galvanized steel plate finished with one of the following:
3.1. Polymeric coating
3.2. Same finish used for the housing
Housing must:
1. Be corrosion resistant and suitable for wet locations
2. Be above the top of the mounting rails at a maximum height of 12 inches
3. Have weep holes
Door must:
1. Hold a refractor or lens
2. Open without the use of special tools
3. Have a locking position at 50 degrees minimum from the plane of the door opening
4. Be hinged to the housing on the side of the fixture away from the sign panel
5. Have 2 captive latch bolts or other latching device
Page 170 of 183
When the door is opened, it must lock in the 50 degrees position when an 85 mph, 3-second wind-gust
load strikes the door from either side.
The housing and door must be manufactured of sheet or cast aluminum and have a gray powder coat or
polyester paint finish. The sheet aluminum must comply with ASTM B209 or B209M for 5052-H32
aluminum sheet. External bolts, screws, hinges, hinge pins, and door closure devices must be corrosion
resistant.
The housing and door must be gasketed. The thickness of the gasket must be a minimum of 1/4 inch.
Reflector must not be attached to the outside of the housing and must be:
1. Made of a single piece of aluminum with a specular finish
2. Protected with an electrochemically applied anodized finish or a chemically applied silicate film
3. Designed to drain condensation away from it
4. Secured to the housing with a minimum of 2 screws
5. Removable without removing any fixture parts
Refractor or lens must have a smooth exterior and must be manufactured from the materials shown in the
following table:
Refractor and Lens Material Requirements
Component Material
Flat lens Heat-resistant glass
Convex lens Heat-resistant,high-impact-resistant tempered glass
Refractor Borosilicate heat-resistant glass
The refractor and convex lens must be designed or shielded such that no luminance is visible if the fixture
is approached directly from the rear and viewed from below. If a shield is used, it must be an integral part
of the door casting.
Lamp must:
1. Be an 85 W induction type with a fluorescent, phosphor-coated, interior wall
2. Have a minimum 70 percent light output of its original lumen output after 60,000 hours of operation
3. Have a minimum color-rendering index of 80
4. Be rated at a color temperature of 4,000K
5. Be removable with common hand tools
The lamp socket must be rated for 1,500 W and 600 V(ac)and be a porcelain-enclosed mogul type with a
shell that contains integral lamp grips to ensure electrical contact under normal vibration conditions. The
shell and center contact must be made of nickel-plated brass.The center contact must be spring loaded.
The power coupler must be removable with common hand tools.
High-frequency generator must:
1. Start and operate lamps at an ambient temperature of-25 degrees C or greater for the rated life of
the lamp
2. Operate continuously at ambient air temperatures from -25 to 55 degrees C without a reduction in the
generator life
3. Have a design life of at least 100,000 hours at 55 degrees C
4. Have an output frequency of 2.65 MHz± 10 percent
5. Have radio frequency interference that complies with 47 CFR 18 regulations regarding harmful
interference
6. Have a power factor greater than 90 percent and total harmonic distortion less than 10 percent
The high frequency generator must be mounted such that the fixture can be used as a heat sink and be
replaceable with common hand tools.
Page 171 of 183
Each fixture must include a barrier-type fuse block for terminating field connections. Fuse block must:
1. Be rated 600 V(ac)
2. Have box terminals
3. Be secured to the housing and accessible without removal of any fixture parts
4. Be mounted to leave a minimum of 1/2 inch of air space from the sidewalls of the housing
5. Be designed for easy removal of fuses with a fuse puller
The fixture's fuses must be 13/32-inch-diameter, 1-1/2-inch-long ferrule type and UL listed or NRTL
certified. For a 120 V(ac)fixture, only the ungrounded conductor must be fused and a solid connection
must be provided between the grounded conductor and the high frequency generator.
The fixture must be permanently marked with the manufacturer's brand name,trademark, model number,
serial number, and date of manufacture on the inside and outside on the housing. The same information
must be marked on the package.
If a wire guard is used, it must be made of a minimum 1/4-inch-diameter galvanized steel wire. The wires
must be spaced to prevent rocks larger than 1-1/2-inch diameter from passing through the guard.The
guard must be either hot-dip galvanized or electroplated zinc-coated as specified in ASTM B633, service
condition SC4, with a clear chromate dip treatment.
87-3.03 CONSTRUCTION
Perform the conductor and operational tests for the system.
87-3.04 PAYMENT
Not Used
87-4 SIGNAL AND LIGHTING SYSTEMS
87-4.01 GENERAL
87-4.01A Summary
Section 87-4 includes specifications for constructing signal and lighting systems.
Signal and lighting system includes:
1. Foundations
2. Pull boxes
3. Conduit
4. Conductors
5. Cables
6. Standards
7. Signal heads
8. Internally illuminated street name signs
9. Service equipment enclosure
10. Department-furnished controller assembly
11. Detectors
12. Telephone demarcation cabinet
13. Accessible pedestrian signals
14. Push button assemblies
15. Pedestrian signal heads
16. Luminaires
17. Photoelectric control
18. Fuse splice connectors
19. Battery backup system
20. Flashing beacons
21. Flashing beacon control assembly
The components of a signal and lighting system are shown on the project plans.
87-4.01 B Definitions
Reserved
Page 172 of 183
87-4.01C Submittals
Submit shop drawings showing the message for each internally illuminated street sign, including the size
of letters, symbols, and arrows.
87-4.01 D Quality Assurance
87-4.011)(1) General
Reserved
87-4.01 D(2) Quality Control
87-4.01 D(2)(a) General
Reserved
87-4.011)(2)(b) Battery Backup System
Notify the Engineer 48 hours before testing the battery backup system.
Test the system in the presence of the Engineer by turning off the power to the signal system at the
service equipment enclosure.The signal system must run continuously for 30 minutes. If the battery
backup system fails, correct the problem and retest the system for another 30 minutes.After successful
completion of the test,turn the power on for the signal system.
87-4.02 MATERIALS
87-4.02A General
Reserved
87-4.02B Battery Backup System
A battery backup system includes the cabinet, batteries, and the Department-furnished electronics
assembly.
The electronics assembly includes the inverter/charger unit, power transfer relay, and the battery
harness.
87-4.02C Internally Illuminated Street Name Signs
An internally illuminated street name sign includes housing, brackets, sign panels, gaskets, ballast,
Iampholder,terminal blocks,conductors, and fuses.
An internally illuminated street sign must be designed and constructed to prevent deformation or failure
when subjected to an 85 mph, 3-second wind-gust load as specified in the AASHTO publication,
"Standard Specifications for Structural Supports of Highway Signs, Luminaires and Traffic Signals."
Sign must:
1. Be Types A or B
2. Have galvanized or cadmium-plated ferrous parts
3. Have screened weep holes
4. Have fasteners, screws, and hardware made of passive stainless steel,Type 302 or 304, or
aluminum Type 6060-T6
5. Operate at a temperature from -20 to 74 degrees C
Photoelectric unit sockets are not allowed.
The housing must be constructed to resist torsional twist and warp. The housing must be designed such
that opening or removing the panels provides access to the interior of the sign for lamp, ballast, and fuse
replacement.
The top and bottom of the sign must be manufactured from formed or extruded aluminum and attached to
formed or cast aluminum end fittings.The top, bottom, and end fittings must form a sealed housing.
For a Type A sign, both sides of the sign must be hinged at the top to allow installation or removal of the
sign panel.
For a Type B sign,the sign panel must be slide mounted into the housing.
Page 173 of 183
The top of the housing must have 2 free-swinging mounting brackets. Each bracket must be vertically
adjustable for leveling the sign to either a straight or curved mast arm.The bracket assembly must allow
the lighting fixture to swing perpendicular to the sign panel.
The reflectors must be formed aluminum and have an acrylic, baked-white-enamel surface with a
minimum reflectance of 0.85.
Sign panel must be translucent, high-impact-resistant, and made of one of the following plastic materials:
1. Glass-fiber-reinforced,acrylated resin
2. Polycarbonate resin
3. Cellulose acetate butyrate
The sign panel must be designed not to crack or shatter if a 1-inch-diameter steel ball weighing 2.4
ounces is dropped from a height of 8.5 feet above the sign panel to any point on the panel. For this test,
the sign panel must be lying in a horizontal position and supported within its frame.
The sign panel's surface must be evenly illuminated.The brightness measurements for the letters must
be a minimum of 150 foot-lamberts, average.The letter-to-background brightness ratio must be from 10:1
to 20:1. The background luminance must not vary by more than 40 percent from the average background
brightness measurement. The luminance of letters, symbols, and arrows must not vary by more than 20
percent from their average brightness measurement.
The sign panel's white or green color must not fade or darken if exposed to an accelerated test of UV light
equivalent to 2 years of outdoor exposure.
The sign panel's legend, symbols, arrows, and border on each face must be white on a green
background.The background must comply with color no. 14109 of FED-STD-595.
The message must appear on both sides of the sign and be protected from UV radiation. The letters must
be 8-inch upper case and 6-inch lower case, series E.
A Type A sign must have a closed-cell, sponge-neoprene gasket installed between the sign panel frame
to prevent the entry of water. The gasket must be uniform and even textured.
The sign ballast must be a high-power-factor type for outdoor operation from 110 to 125 V(ac)and 60 Hz
and must comply with ANSI C82.1 and C82.2.
The ballast for a Type A sign must be rated at 200 mA. The ballast for a Type B sign must be rated at 430
mA.
Sign lampholder must:
1. Be the spring-loaded type
2. Have silver-coated contacts and waterproofed entrance leads
3. Have a heat-resistant, circular cross section with a partially recessed neoprene ring
Removal of the lamp from the socket must de-energize the primary of the ballast.
The springs for the lampholders must not be a part of the current-carrying circuit.
The sign's wiring connections must terminate on a molded, phenolic, barrier-type, terminal block rated at
15 A, 1,000 V(ac). The connections must have a white, integral, waterproof marking strip. The terminal
screws must not be smaller than a no. 10.
The terminal block must be insulated from the fixture to provide protection from the line-to-ground
flashover voltage.
A sectionalized terminal block must have an integral barrier on each side and must allow rigid mounting
and alignment.
Fixture's conductors must:
1. Be stranded copper wire with a minimum thermoplastic insulation of 28 mils
Page 174 of 183
2. Be rated at 1,000 V(ac)and for use up to 90 degrees C
3. Be a minimum of no. 16
4. Match the color coding of the ballast leads
5. Be secured with spring cross straps, installed 12 inches apart or less in the chassis or fixture
Stranded copper conductors connected to screw-type terminals must terminate in crimp-type ring
connectors.
No splicing is allowed within the fixture.
The sign's fuse must be the Type 3AG, miniature, slow-blow type.
The fuse holder must be a panel-mounting type with a threaded or bayonet knob that grips the fuse tightly
for extraction. Each ballast must have a separate fuse.
87-4.03 CONSTRUCTION
87-4.03A General
Set the foundations for standards such that the mast arm is perpendicular to the centerline of the
roadway.
Tighten the cap screws of the luminaire's clamping bracket to 10 ft-lb for LED and low-pressure
luminaires.
Label the month and year of the installation inside the luminaire housing's door.
Perform the conductor and operational tests for the system.
87-4.0313 Battery Backup System Cabinets
Install the battery backup system cabinet to the right of the Model 332L cabinet.
If installation on the right side is not feasible, obtain authorization for installation on the left side.
Provide access for power conductors between the cabinets using:
1. 2"nylon-insulated, steel chase nipple
2. 2"steel sealing locknut
3. 2"nylon-insulated, steel bushing
Remove the jumper between the terminals labeled BBS-1 and BBS-2 in the 5 position terminal block in
the controller cabinet before connecting the Department-furnished electronics assembly.
87-4.03C Internally Illuminated Street Name Signs
Mount the internally illuminated street name sign to the signal mast arm using the adjustable brackets.
Connect the conductors to the terminal blocks in the signal head mounting terminal block.
87-4.04 PAYMENT
Not Used
87-5 RAMP METERING SYSTEMS
87-5.01 GENERAL
Section 87-5 includes specifications for constructing ramp metering systems.
Ramp metering system includes:
1. Foundations
2. Pull boxes
3. Conduit
4. Conductors
5. Standards
6. Signal heads
7. Service equipment enclosure
8. Department-furnished controller assembly
Page 175 of 183
9. Detectors
10. Telephone demarcation cabinet
The components of a ramp metering system are shown on the project plans.
87-5.02 MATERIALS
Not Used
87-5.03 CONSTRUCTION
Connect the field wiring to the terminal blocks in the controller cabinet.The Engineer provides you a list of
field conductor terminations for each controller cabinet.
Perform the conductor and operational tests for the system.
87-5.04 PAYMENT
Not Used
87-6 TRAFFIC MONITORING STATION SYSTEMS
87-6.01 GENERAL
Section 87-6 includes specifications for constructing traffic monitoring station systems.
Traffic monitoring station system includes:
1. Foundations
2. Pull boxes
3. Conduit
4. Cables
5. Conductors
6. Service equipment enclosure
7. Controller cabinet
8. Detectors
9. Telephone demarcation cabinet
The components of a traffic monitoring station system are shown on the project plans.
87-6.02 MATERIALS
Not Used
87-6.03 CONSTRUCTION
Connect the field wiring to the terminal blocks in the controller cabinet.The Engineer provides you a list of
field conductor terminations for the controller cabinet.
Perform the conductor and operational tests for the system.
87-6.04 PAYMENT
Not Used
87-7 FLASHING BEACON SYSTEMS
87-7.01 GENERAL
Section 87-7 includes specifications for constructing flashing beacon systems.
Flashing beacon system includes:
1. Foundations
2. Pull boxes
3. Conduit
4. Conductors
5. Standards
6. Service equipment enclosure
7. Signal heads
8. Flashing beacon control assembly
Page 176 of 183
The components of a flashing beacon system are shown on the project plans.
The flash rate for the flashing beacon must comply with chapter 4L, "Flashing Beacons,"of the California
MUTCD.
The flashing beacon must allow alternating flashing wig-wag operation.
The flashing beacon must have a separate flasher unit installed in the flashing beacon control assembly.
87-7.02 MATERIALS
Flashing beacon control assembly must:
1. Have a NEMA 3R enclosure with a dead front panel and a hasp with a 7/16-inch hole for a padlock.
The enclosure must have one of the following finishes:
1.1. Powder coating.
1.2. Hot-dip galvanized coating.
1.3. Factory-applied, rust-resistant prime coat and finish coat.
2. Have barrier-type terminal blocks rated for 25 A, 600 V(ac), made of molded phenolic or nylon
material and have plated-brass screw terminals and integral marking strips.
3. Include a solid state flasher complying with section 8 of NEMA standards publication no. TS 1 for 10
A, dual circuits.
87-7.03 CONSTRUCTION
Perform the conductor and operational tests for the system.
87-7.04 PAYMENT
Not Used
87-8-87-11 RESERVED
87-12 CHANGEABLE MESSAGE SIGN SYSTEMS
87-12.01 GENERAL
Section 87-12 includes specifications for constructing changeable message sign systems.
Changeable message sign system includes:
1. Foundations
2. Pull boxes
3. Conduit
4. Conductors
5. Service equipment enclosure
6. Department-furnished controller cabinet
7. Department-furnished changeable message sign
8. Department-furnished wiring harness
9. Service equipment enclosure
10. Sign disconnect
The components of a changeable message sign system are shown on the project plans.
87-12.02 MATERIALS
Not Used
87-12.03 CONSTRUCTION
Install the changeable message sign.
Connect the field wiring to the terminal blocks in the sign assembly and controller cabinet.
The Engineer provides you a list of field conductor terminations for each sign cabinet and controller
cabinet.
The Department maintains the sign assemblies.
Page 177 of 183
87-12.04 PAYMENT
Not Used
87-13-87-17 RESERVED
87-18 INTERCONNECTION CONDUIT AND CABLE
87-18.01 GENERAL
Section 87-18 includes specifications for constructing interconnection conduit and cable.
Interconnection conduit and cable includes:
1. Pull boxes
2. Conduit
3. Signal interconnect cables
The components of an interconnection conduit and cable are shown.
87-18.02 MATERIALS
Not Used
87-18.03 CONSTRUCTION
Test the signal interconnect cable.
Connect the signal interconnect cable to the terminal block in the controller cabinets.The Engineer
provides you a list of terminations for each controller cabinet.
87-18.04 PAYMENT
Not Used
87-19 RESERVED
87-20 TEMPORARY ELECTRICAL SYSTEMS
87-20.01 GENERAL
Section 87-20 includes specifications for providing temporary electrical systems.
Obtain the Department's authorization for the type of temporary electrical system and its installation
method.
A temporary system must operate on a continuous, 24-hour basis.
87-20.02 MATERIALS
87-20.02A General
Material and equipment may be new or used.
The components of a temporary system are shown on the project plans.
If you use Type OF-B cable, the minimum conductor size must be no. 12.
87-20.0213 Temporary Flashing Beacon Systems
A temporary flashing beacon system consists of a flashing beacon system,wood post, generator, and
photovoltaic system.
The system must comply with the specifications for a flashing beacon system in section 87-7, except it
may be mounted on a wood post or a trailer.
87-20.02C Temporary Lighting Systems
A temporary lighting system consists of a lighting system, generator, and wood poles.
The system must comply with the specifications for a lighting system in section 87-2, except it may be
mounted on a wood pole or a trailer.
Page 178 of 183
87-20.02D Temporary Signal Systems
A temporary signal system consists of a signal and lighting system,wood poles and posts, and a
generator.
System must comply with the specifications for a signal and lighting system in section 87-4, except:
1. Signal heads may be mounted on a wood pole, mast arm,tether wire, or a trailer
2. Flashing beacons may be mounted on a wood post, or a trailer
87-20.03 CONSTRUCTION
87-20.03A General
Provide electrical and telecommunication services for temporary systems. Do not use existing services
unless authorized.
Provide power for the temporary electrical systems under section 12-3.33, except you may use a
photovoltaic system for the temporary flashing beacon system.
Install conductors and cables in a conduit, suspended from wood poles at least 25 feet above the
roadway, or use direct burial conductors and cables.
You may saw slots across paved areas for burial conductors and cables.
Install conduit outside the paved area at a minimum of 12 inches below grade for Type 1 and 2 conduit
and at a minimum of 18 inches below grade for Type 3 conduit.
Install direct burial conductors and cables outside the paved area at a minimum depth of 24 inches below
grade.
Place the portions of the conductors installed on the face of wood poles in either Type 1, 2, or 3 conduit
between the point 10 feet above grade at the pole and the pull box. The conduit between the pole and the
pull box must be buried at a depth of at least 18 inches below grade.
Place conductors across structures in a Type 1, 2, or 3 conduit. Attach the conduit to the outside face of
the railing.
Mount the photoelectric unit at the top of the standard or wood post.
You may abandon in place conductors and cables in sawed slots or in conduit installed below the ground
surface.
87-20.03B Temporary Flashing Beacon Systems
Install a fused-splice connector in the pull box adjacent to each flashing beacon. Wherever conductors
are run overhead, install the splice connector in the line side outside of the control assembly.
87-20.03C Temporary Lighting Systems
Wherever conductors are run overhead, install the fuse splice connectors in the line side before entering
the mast arm.
87-20.031) Temporary Signal Systems
You may splice conductors that run to a terminal compartment or a signal head on a pole to the through
conductors of the same phase in a pull box adjacent to the pole. Do not splice conductors or cables
except in a pull box or in a NEMA 3R enclosure.
The Department provides the timing for the temporary signal.
Maintain the temporary signal except for the Department-furnished controller assembly.
87-20.04 PAYMENT
Not Used
Page 179 of 183
87-21 EXISTING ELECTRICAL SYSTEMS
87-21.01 GENERAL
Section 87-21 includes general specifications for performing work on existing electrical systems.
87-21.02 MATERIALS
Not Used
87-21.03 CONSTRUCTION
87-21.03A General
You may abandon unused underground conduit after pulling out all conductors and removing conduit
terminations from the pull boxes.
If standards are to be salvaged, remove:
1. All components
2. Mast arms from the standards
3. Luminaires, signal heads, and signal mounting assemblies from the standards and mast arms
If the existing material is unsatisfactory for reuse and the Engineer orders you to replace it with new
material, replacing the existing material with new material is change order work.
If the removed electrical equipment is to be reinstalled, supply all materials and equipment, including
signal mounting assemblies, anchor bolts, nuts, washers, and concrete, needed to complete the new
installation.
87-21.0313 Maintaining Existing Electrical Systems
87-21.03B(1) General
Maintain the existing electrical system in working order during the progress of the work. Conduct your
operations to avoid damage to the elements of the systems.
87-21.03B(2) Maintaining Existing Traffic Management System Elements During Construction
Section 87-21.02B(2)applies if a bid item for maintaining existing traffic management system elements
during construction is shown on the Bid Item List.
Traffic management system elements include:
1. Ramp metering system
2. Traffic monitoring stations
3. Microwave vehicle detection system
4. Changeable message sign system
5. Extinguishable message sign system
6. Highway advisory radio system
7. Closed circuit television camera system
8. Roadway weather information system
Obtain authorization at least 72 hours before interrupting communication between an existing system and
the traffic management center.
If the Engineer notifies you that an existing system is not fully operational due to your activities, repair or
replace the system within 72 hours. If the system cannot be fixed within 72 hours or it is located on a
structure, provide a temporary system within 24 hours until the system can be fixed. Perform a functional
test of the system in the presence of the Engineer. If you fail to perform the necessary repair or
replacement work,the Department may perform the repair or replacement work and deduct the cost.
If you damage an existing fiber optic cable, install a new cable such that the length of cable slack is the
same as before the damage, measured from an original splice point or termination. All splices must be
made using the fusion method.
You may interrupt the operation of traffic monitoring stations:
1. For 60 days if another operational traffic monitoring station is located within 3 miles
Page 180 of 183
2. For 15 days if another operational traffic monitoring station is located more than 3 miles away
If a traffic monitoring station must be interrupted for longer periods than specified, provide a temporary
detection system. Obtain the Department's authorization for the type of temporary system and its
installation method.
87-21.03C Modifying Existing Electrical Systems
Modify electrical systems as shown.
87-21.03D Removing Existing Electrical Systems
The components to be removed are shown on the project plans.
87-21.04 PAYMENT
Not Used
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
DIVISION XI MATERIALS
90 CONCRETE
07-15-16
Replace Method 1 in the 4th paragraph of section 90-1.01 D(5)(a)with:
07-15-16
Method 2
Replace section 90-9 with:
07-15-16
90-9 RETURNED PLASTIC CONCRETE
90-9.01 GENERAL
90-9.01A Summary
Section 90-9 includes specifications for incorporating returned plastic concrete(RPC) into concrete.
RPC must be used only where the specifications allow its use. Do not use RPC in pavement or structural
concrete.
90-9.01 B Definitions
returned plastic concrete(RPC): Excess concrete that is returned to a concrete plant in a plastic state
and that has not attained initial set.
hydration stabilizing admixture(HSA): Extended set retarding admixture that controls and predictably
reduces the hydration rate of the cementitious material.
90-9.01C Submittals
Submit the following with the weighmaster certificate:
1. Weight or volume of RPC
2. Type, brand, and dosage of HSA
3. Time of adding HSA
4. Copy of the original weighmaster certificate for the RPC
5. Temperature of RPC
When requested, submit the HSA manufacturer's instructions, including dosage tables.
90-9.01D Quality Assurance
The material plant producing concrete containing RPC must be authorized under the MPQP.
Page 181 of 183
For volumetric proportioning of RPC:
1. The volumetric container must be imprinted with manufacturer's name, model number, serial number,
the as-calibrated volume and date of the last calibration. Cross sectional dimensions of the container
must remain the same as those during its calibration.
2. The device must be re-calibrated monthly and at any time when the container shape has been
deformed from its original condition or there is evidence of material build-up on the inside of the
device.
3. The device must be held in a level condition during filling. Fill the device to the measure or strike-off
line. Each measurement must be filled to within 1.0% of the device as-calibrated volume.
4. The device interior must be cleaned after each measurement to maintain a zero condition.
For weight proportioning, proportion RPC with a weigh hopper attached to the plant at a position which
allows the addition of the RPC to the mixer truck with the conventional PCC ingredients. The plant
process controller must control the proportioning of RPC to within 1.0% of its target weight.
90-9.02 MATERIALS
90-9.02A General
The quantity of RPC added to the concrete must not exceed 15 percent.
The cementitious material content of the RPC must be at least that specified for the concrete that allows
the use of RPC.
Water must not be added to the RPC after batching, including in the truck mixer.
Use HSA for controlling and reducing the hydration rate of RPC.
Incorporate RPC by mixing into the concrete before arriving at the jobsite.
90-9.0213 Returned Plastic Concrete
The RPC must not exceed 100 degrees F at anytime.
If HSA is not used, RPC must be incorporated into the concrete before attaining initial set or within 4
hours after batching of RPC,whichever is earlier.
If HSA is used:
1. Add HSA to RPC within 4 hours after original batching.
2. Measure and record the time, dosage of HSA, and temperature of RPC when HSA is added.
3. Mix the RPC under the HSA manufacturer's instructions after adding HSA or at least 30 revolutions,
whichever is greater.
4. Incorporate RPC into the concrete within 4 hours after adding HSA.
RPC must not contain:
1. Accelerating admixture
2. Fiber
3. Pigment
4. Lightweight aggregate
5. Previously returned RPC
6. Any ingredient incompatible with the resultant concrete
90-9.02C Hydration Stabilizing Admixture
HSA must comply with ASTM C494 admixture Type B or Type D.
HSA must have a proven history of specifically maintaining and extending both plasticity and set.
HSA dosage must comply with the manufacturer's instructions.
90-9.02D Production
Proportion concrete containing RPC under section 90-2.02E.
Page 182 of 183
Proportion RPC by weight or by volume.
90-9.03 CONSTRUCTION
Not Used
90-9.04 PAYMENT
Not Used
AAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAAA
92 ASPHALT BINDERS
04-15-16
04-15-16
Replace the 4th paragraph of section 92-1.0213 with:
Crumb rubber modifier used must be on the Authorized Materials List for crumb rubber modifier.
Production equipment for PG modified asphalt binder with crumb rubber modifier must be authorized
under the Department's MPQP.
Crumb rubber must be derived from waste tires described in Pub Res Code§42703 and must be free
from contaminants including fabric, metal, minerals, and other nonrubber substances.
nnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnnn
96 GEOSYNTHETICS
01-15-16
Replace product name,manufacturing source, and date of manufacture in the 2nd sentence of the
1 st paragraph of section 96-1.01 D with:
01-15-16
manufacturing source code
Page 183 of 183
ID OOK
AMERICAN AVENUE DISPOSAL SITE PHASE III — MODULES 9 & 10
EXCAVATION AND LINER CONSTRUCTION
18950 W AMERICAN AVE, KERMAN, CA 93630
BUDGET / ACCOUNT: 9026 / 8150
co
� i856 0
FRESH Department of Public Works and Planning
CONTRACT NUMBER 23-24-SW
BID BOOK TABLE OF CONTENTS
AMERICAN AVENUE DISPOSAL SITE PHASE III - MODULES 9 & 10 EXCAVATION AND
LINER CONSTRUCTION
CONTRACT NUMBER 23-24-SW
PROPOSAL TITLE
NUMBER(S)
NOT APPLICABLE INSTRUCTIONS FOR COMPLETING THE BID BOOK
1 PROPOSAL TO THE BOARD OF SUPERVISORS OF THE COUNTY OF FRESNO
2 BID ITEM LIST
3 EVALUATION OF BID ITEM LIST
4 BID SECURITY
5 NON-COLLUSION DECLARATION
6 PUBLIC CONTRACT CODE SECTION 10285.1 STATEMENT
7 PUBLIC CONTRACT CODE SECTION 10162 QUESTIONNAIRE AND PUBLIC CONTRACT CODE 10232
STATEMENT
8(A)-8(1) SUBCONTRACTORS
9-16 NOT USED
17 GUARANTY
18 TITLE 13,CALIFORNIA CODE OF REGULATIONS§2449(I)GENERAL REQUIREMENTS FOR
IN-USE OFF-ROAD DIESEL-FUELED FLEETS
INSTRUCTIONS FOR COMPLETING THE BID BOOK FOR NON-FEDERAL AID
PROJECTS
General
Complete forms in the Bid book.
Submit an electronic bid online at http://www.BidExpress.com (Section 2-1.33D) or submit a hardcopy bid:
1. Under sealed cover addressed to the Department and labeled with the name of the bidder, the name of the
project and the statement'Do Not Open Until The Time Of Bid Opening.'
2. Marked as a bid
3. Identifying the contract number and the bid opening date
Certain bid forms must be submitted with the bid and properly executed.
Certain other forms and information must be submitted either with the bid or within the prescribed period after bid
opening as specified elsewhere in these special provisions.
Failure to submit the forms and information as specified results in a nonresponsive bid.
If an agent other than the authorized corporation officer or a partnership member signs the bid, file a Power of
Attorney with the Department either before opening bids or with the bid. Otherwise, the bid may be
nonresponsive.
Bid Item List and Bid Comparison
Submit a bid based on the bid item quantities the Department shows on the Bid Item List. Bids will be evaluated
and the low bidder determined as indicated in the Notice to Bidders.
Bid Document Completion
Proposal items are identified by title and by the word "Proposal"followed by the number assigned to the proposal
item in question. Proposal items are included in the Bid Book.
Proposal to the Board of Supervisors of Fresno County— Proposal 1
Provided for information.
Bid Item List—Proposal 2
One or more sheet(s)or list(s) upon which the bidder completes the bid.
Fill out completely including a unit price and total for each unit price-based item and a total for each lump sum
item.
Do not make any additions such as "plus tax", "plus freight", or conditions such as "less 2% if paid by 15th".
Use ink or typewriter for paper bids.
Evaluation of Bid Item List—Proposal 3
Describes how inconsistences and irregularities are evaluated and corrected when Design Services reviews the
Bid Item List.
Bid Security and Signature— Proposal 4
Submit one of the following forms of bidder's security equal to at least 10 percent of the bid:
• Cash
• Cashier's check
• Certified check
INSTRUCTIONS FOR COMPLETING THE BID BOOK FOR NON-FEDERAL AID PROJECTS: Page 2 of 4
• Signed bidder's bond by an admitted surety insurer
Indicate type of bid security provided.
• Cash—Acceptable but not recommended. Cash is deposited in a clearing account and is returned to
bidders by County warrant. This process may take several weeks.
• Cashier's or Certified Checks. This type of security is held until the bid is no longer under consideration.
If submitted by a potential awardee, they will be returned when the contract is fully executed by the
bidder and bonds and insurance have been approved.
• Bid Bonds - Must be signed by the bidder and by the attorney-in-fact for the bonding company. Provide
notarized signature of attorney-in-fact accompanied by bonding company's affidavit authorizing attorney-
in-fact to execute bonds. An unsigned bid bond will be cause for rejection.
Bonding companies may provide their own bid bond forms. Proposal 4 must be completed by the bidder and
submitted with their bid.
Acknowledge Addenda
Provide contractor's license information.
State business name and if business is a:
• Corporation - list officers
• Partnership - list partners
• Joint Venture- list members; if members are corporations or partnerships, list their officers or partners.
• Individual - list Owner's name and firm name style
Signature of Bidder-the following lists types of companies and corresponding authorized signers.
• Corporation - by an officer
• Partnership - by a partner
• Joint Venture- by a member
• Individual - by the Owner
If signature is by a Branch Manager, Estimator, Agent, etc., the bid must be accompanied by a power of attorney
authorizing the individual to sign the bid in question or to sign bids more generally, otherwise the bid may be
rejected.
• Business Address - Firm's Street Address
• Mailing Address - P.O. Box or Street Address
• Complete, sign, and return with bid.
Noncollusion Declaration — Proposal 5
Must be completed, signed, and returned with bid.
Public Contract Code Section 10285.1 Statement— Proposal 6
Select"has" or"has not" in accordance with instructions on form, return completed form with bid. Note that
signing the bid constitutes signing this statement.
Public Contract Code Section 10162 Questionnaire And Public Contract Code 10232 Statement—
Proposal 7
Select"yes" or"no" accordance with instructions on form, include explanation if"yes" is selected. Return
completed form with bid. Note that signing the bid constitutes signing this questionnaire and statement.
INSTRUCTIONS FOR COMPLETING THE BID BOOK FOR NON-FEDERAL AID PROJECTS: Page 3 of 4
Subcontractors— Proposal 8
Sheet(s) or spaces where bidders list subcontractors. List each subcontractor to perform work in an amount in
excess of 1/2 of 1 percent of the total bid (Pub Cont Code §4100 et seq.).
The Subcontractor List submitted with the bid must show the name, location of business, work portions to be
performed, the contractor's license number and the public works contractor registration number issued pursuant
to Labor Code Section 1725.5, for each listed subcontractor.
• Use subcontractor's business name style as registered with the License Board.
• Specify the city in which the subcontractor's business is located and the state if other than California.
• Description of the work to be performed by the subcontractor. Indicate with bid item numbers from the
bid item list and/or work descriptions similar to those on bid item list.
• List license number for each subcontractor.
Upon request from Design Services, provide the following additional information within 24 hours of bid opening if
not included on the Subcontractor List submitted with the bid:
• Complete physical address for each subcontractor listed.
• Percentage of the total bid or dollar amount associated with each subcontractor listed.
• Department of Industrial Relations registration number.
Proposal 9 - 16— Not Used
Guaranty - Proposal 17
This document may, but does not need to be, submitted with the bid. It is part of the contract documents and
must be separately signed and submitted by the contractor to whom the award is made, together with the
executed Agreement.
Title 13, California Code of Regulations § 2449(i) General Requirements for In-Use Off-Road Diesel-
Fueled Fleets— Proposal 18
Contractors, if applicable, must submit valid Certificates of Reported Compliance with their bid. Subcontractor
certificates will be due no later than 4:00 PM on the fifth (5t") calendar day after the bid opening if not submitted
with the bid.
INSTRUCTIONS FOR COMPLETING THE BID BOOK FOR NON-FEDERAL AID PROJECTS: Page 4 of 4
PROPOSAL TO THE COUNTY OF FRESNO
hereinafter called the Owner
AMERICAN AVENUE DISPOSAL SITE PHASE III — MODULES 9 & 10
EXCAVATION AND LINER CONSTRUCTION
18950 W AMERICAN AVE, KERMAN, CA 93630
The work embraced herein shall be done in accordance with the 2015 Standard Specifications
and with the 2015 Standard Plans, of the State of California, Department of Transportation
insofar as the same may apply and in accordance with these special provisions.
Except to the extent that they may conflict with these special provisions, revised Standard
Specifications apply to the extent included in the section entitled "Project Details" of the book
entitled "Specifications."
The work to be done is shown on a set of Plans, Department File No. 11327, entitled: "American
Avenue Disposal Site Phase III Modules 9 & 10 Excavation and Liner Construction "
The undersigned, as bidder, declares that the only persons, or parties interested in this proposal
as principals are those named herein, that this proposal is made without collusion with any other
person, firm or corporation; that they have carefully examined the location of the proposed work,
the annexed proposed form of contract, and the plans therein referred to; and they propose and
agrees if this proposal is accepted, that they will contract with the Owner to provide all necessary
machinery, tools, apparatus and other means of construction, and to do all the work and furnish
all the materials specified in the contract in the manner and time therein prescribed, and
according to the requirements of the Engineer as therein set forth, and that they will take in full
payment therefor the following unit prices, to-wit:
Proposal 1
Contract Number 23-24-SW
General Info
Total:
$7,357,089.00
Number Description
23-24-SW American Avenue Disposal Site Phase III - Modules 9 & 10 Excavation and Liner
Deadline Construction
02/08/2024 02:00 PM PST The work to be done consists, in general, of the excavation of Modules 9 & 10, installation
of a composite liner system consisting of geosynthestics over a geosynthetic clay liner,
Vendor and the performance of a geoelectric leak detection survey support. It also includes, but is
Yarbs Grading and Paving, not limited to, the installation of Modules 9 & 10 sump liner system, riser pipes, pumps and
Inc. control panels, clean out pipes, leachate and lysimeter meter runs and all miscellaneous
work associated with the installation of these items, construction of Landfill customer
Submitted access roads and side ditches as well as installation of erosion control items. Clearing and
grubbing is to be performed and the project site is to be finished. Other items or details
02/08/2024 01:50 PM PST not mentioned herein that are required by the plans, Standard Specifications or these
Signed by special provisions shall be performed, constructed, furnished or installed.
Troy Yarbrough Allows zero unit prices and labor
Account Holder Troy Yes
Yarbrough
Opened Allows negative unit prices and labor
02/08/2024 02:04 PM PST Yes
By
jgeddert@fresnocountyca.gov
Page 1 of 25 02/08/2024
Attachment List
Project Website
RFC form, bid opening details, any Supplemental Information
including RFC responses, prebid conference information, etc.
Specifications (8 MB)
Specifications (8 MB)
Plans (17 MB)
Plans (17 MB)
Addendum 1
Addendum 1
Page 2 of 25 02/08/2024
Proposal to the County of Fresno - Proposal 1
The work embraced herein shall be done in accordance with the 2015 Standard Specifications and with the 2015 Standard Plans,
of the State of California, Department of Transportation insofar as the same may apply and in accordance with these special
provisions.
Except to the extent that they may conflict with these special provisions, revised Standard Specifications apply to the extent
included in the section entitled "Project Details" of the book entitled "Specifications."
The work to be done is shown on a set of Plans, Department File No. 11327, entitled: "America nAvenue Disposal Site Phase III
Modules 9 & 10 Excavation and Liner Construction."
The undersigned, as bidder, declares that the only persons, or parties interested in this proposal as principals are those named
herein, that this proposal is made without collusion with any other person, firm or corporation; that they have carefully examined
the location of the proposed work,the annexed proposed form of contract, and the plans therein referred to; and they propose and
agree if this proposal is accepted, that they will contract with the Owner to provide all necessary machinery, tools, apparatus and
other means of construction, and to do all the work and furnish all the materials specified in the contract in the manner and time
therein prescribed, and according to the requirements of the Engineer as therein set forth, and that they will take in full payment
therefor the following unit prices, to-wit:
Page 3 of 25 02/08/2024
Bid Item List - Proposal 2
$7,357,089.00
Item F, Quantity Unit Item Description Item Price Extension
No. S
1 AN/ 350,000 $ Supplemental Work Allowance $1.00 $350,000.00
2 AN/ 20,000 $ Supplemental Work (Special Stockpiling) $1.00 $20,000.00
3 N/ 70,000 $ Supplemental Work (Special Traffic Handling And $1.00 $70,000.00
A Operations)
4 AN/ 1 LS Job Site Management $8,000.00 $8,000.00
5 N/ 1 LS Prepare and Implement Storm Water Pollution $9,000.00 $9,000.00
A Prevention Plan
6 AN/ 1 LS Health and Safety $10,000.00 $10,000.00
7 AN/ 1 LS Construction Survey $60,000.00 $60,000.00
8 AN/ 1 LS Traffic Control System $5,000.00 $5,000.00
9 AN/ 1 LS Clearing and Grubbing $30,000.00 $30,000.00
10 AN/ 17,121 SY Unsuitable Material $7.00 $119,847.00
11 F 269,000 CY Module Excavation $4.40 $1,183,600.00
12 F 153,311 SY Module 9 & 10 Subgrade Preparation $1.00 $153,311.00
13 AN/ 1 LS Finish Project Site $10,000.00 $10,000.00
14 AN/ 1,900 LF Perforated HDPE Pipe, 6" $64.00 $121,600.00
15 AN/ 136 LF Perforated HDPE Pipe, 10" $138.00 $18,768.00
16 AN/ 963 LF Non-Perforated HDPE Pipe, 6" $51.00 $49,113.00
Total: $7,357,089.00
Page 4 of 25 02/08/2024
Item F, Quantity Unit Item Description Item Price Extension
No. S
17 AN/ 1,000 LF Non-Perforated HDPE Pipe, 10" $68.00 $68,000.00
18 F 1,438,000 SF Geosynthetic Clay Liner $0.75 $1,078,500.00
19 F 1,448,000 SF HDPE Geomembrane $0.63 $912,240.00
20 F 1,406,000 SF Geocomposite $0.73 $1,026,380.00
21 F 7,300 SF Geotextile (10 Oz) $0.90 $6,570.00
22 AN/ 150 EA Protective Plywood Cover $100.00 $15,000.00
23 F 104,000 CY Operations Layer $5.00 $520,000.00
24 AN/ 1 LS Leachate & Lysimeter Meter, Metering Pipe & Fittings $90,000.00 $90,000.00
25 AN/ 1 LS Leachate & Lysimeter Pumps $100,000.00 $100,000.00
26 AN/ 24 EA Steel Pipe Bollard $1,500.00 $36,000.00
27 F 6 CY Class 3 Concrete (Slab) $1,500.00 $9,000.00
28 N/ 1 LS Furnish and Install Sump Control Panel, Panel $260,000.00 $260,000.00
A Backboard And Hardware
29 F 1,600 CY Permeable Material $120.00 $192,000.00
30 AN/ 1 LS Geoelectric Leak Detection Survey Support $20,000.00 $20,000.00
31 F 10,541 CY Customer Access & Scraper Access Roads $4.00 $42,164.00
Embankment
32 F 5,132 CY Customer Access & Scraper Access Road Excavation $4.00 $20,528.00
33 F 9,437 CY Winter Pad Embankment $4.00 $37,748.00
34 F 4,000 CY Class 2 Aggregate Base (Incl. Winter Pad) $72.00 $288,000.00
35 AN/ 160 LF Installation of 12" Dia. HDPE Culvert $164.00 $26,240.00
36 N/ 2 EA Traffic Sign $1,500.00 $3,000.00
Total: $7,357,089.00
Page 5 of 25 02/08/2024
Item F, Quantity Unit Item Description Item Price Extension
No. S
A
37 AN/
85 EA Class I Flexible Post Delineators - Type E $70.00 $5,950.00
38 AN/
3,350 LF 8" Diameter Straw Wattles $3.00 $10,050.00
39 AN/
370 LF 20" Diameter Straw Wattles $4.00 $1,480.00
40 AN/
1 LS Mobilization $370,000.00 $370,000.00
Total: $7,357,089.00
Page 6 of 25 02/08/2024
Evaluation of Bid Item List - Proposal 3
Abbreviations used in the bid proposal sheet are identified in Section 1-1.06, "Abbreviations," of these special provisions.
Bids are required for the entire work. Bids will be compared on the basis indicated in the Notice to Bidders. The bidder shall set
forth for each unit basis item of work a unit price and a total for the item, and for each lump sum item a total for the item, all in
clearly legible figures in the respective spaces provided for that purpose. In the case of unit basis items, the amount set forth
under the "Item Total" column shall be the product of the unit price bid and the estimated quantity for the item.
In case of discrepancy between the unit price and the total set forth for a unit basis item, the unit price shall prevail, except as
provided in (a) or (b), as follows:
(a) If the amount set forth as a unit price is unreadable or otherwise unclear, or is omitted, or is the same as the amount as
the entry in the item total column, then the amount set forth in the item total column for the item shall prevail and shall be
divided by the estimated quantity for the item and the price thus obtained shall be the unit price;
(b) (Decimal Errors) If the product of the entered unit price and the estimated quantity is exactly off by a factor of ten, one
hundred, etc., or one-tenth, or one-hundredth, etc. from the entered total, the discrepancy will be resolved by using the
entered unit price or item total, whichever most closely approximates percentage-wise the unit price or item total in the
Owner's Final Estimate of cost.
If both the unit price and the item total are unreadable or otherwise unclear, or are omitted, the bid may be deemed irregular.
Likewise, if the item total for a lump sum item is unreadable or otherwise unclear, or is omitted, the bid may be deemed irregular
unless the project being bid has only a single item and a clear, readable total bid is provided.
Symbols such as commas and dollar signs will be ignored and have no mathematical significance in establishing any unit price or
item total or lump sums. Written unit prices, item totals and lump sums will be interpreted according to the number of digits and, if
applicable, decimal placement. Cents symbols also have no significance in establishing any unit price or item total since all figures
are assumed to be expressed in dollars and/or decimal fractions of a dollar. Bids on lump sum items shall be item totals only; if
any unit price for a lump sum item is included in a bid and it differs from the item total, the items total shall prevail.
The foregoing provisions for the resolution of specific irregularities cannot be so comprehensive as to cover every omission,
inconsistency, error or other irregularity which may occur in a bid. Any situation not specifically provided for will be determined in
the discretion of the Owner, and that discretion will be exercised in the manner deemed by the Owner to best protect the public
interest in the prompt and economical completion of the work. The decision of the Owner respecting the amount of a bid, or the
existence or treatment of an irregularity in a bid, shall be final.
If this proposal shall be accepted and the undersigned shall fail to contract, as aforesaid, and to give the two bonds in the sums to
be determined as aforesaid, with surety satisfactory to the Owner, within eight (8) days not including Saturdays, Sundays and legal
holidays, after the bidder has received notice of award of the contract, the Owner, at its option, may determine that the bidder has
abandoned the contract, and thereupon this proposal and the acceptance thereof shall be null and void, and the forfeiture of such
security accompanying this proposal shall operate and the same shall be the property of the Owner.
Page 7 of 25 02/08/2024
Bid Security - Proposal 4
Bond Percentage
10.00%
Guarantee Method
Electronic Bid Bond
You must either attach an electronic bid bond here or provide an original bid bond (or other form of bid security authorized by
Public Contract Code Section 20129(a)) to the office location according to the instructions in the Notice to Bidders prior to the bid
opening.
Electronic Bid Bond
Bond ID * Surety Agency * Verify Bid Bond
SCA0206243077 Surety 2000 Bid bond verification has
been completed.
Surety State * Principal *
Connecticut Yarbs Grading and Paving,
Inc.
Page 8 of 25 02/08/2024
Addendum Acknowledgement - Proposal 4
Bidders must acknowledge all addenda. The Bidder acknowledges receipt of the following ADDENDA:
(Enter the number the Designer has assigned to each of the addenda that the Bidder is acknowledging)
Type N/A if no addenda were issued. Click "+" to add additional fields.
Addendum No. *
1
Dated
02/02/2024
Page 9 of 25 02/08/2024
Bidder Signature - Proposal 4
Business Name *
Yarbs Grading and Paving, Inc.
Note: If bidder or other interested person is a corporation, state legal name of corporation. If bidder is a co-partnership, state true
name of firm.
Type of Business
Corporation - list Officers
Business Owners and Officers Names
Troy Yarbrough, President/Manager
Ray Becerra, Secretary/Treasurer
Note: If bidder or other interested person is:
• a corporation, list names of the president, secretary, treasurer and manager thereof
• a partnership, list names of all individual co-partners composing firm.
• an individual, state first and last name in full.
Names of Owners and Key Employees
Troy Yarbrough
Ray Becerra
Note: List majority owners of your firm. If multiple owners, list all. Also include anyone, including key employees, who are actively
promoting the contract. (SB1439)
Licensed in accordance with an act providing for the registration of Contractors:
Class
A
Contractor License No. * Expires
964071 08/31/2025
Page 10 of 25 02/08/2024
DIR Registration Number
1000004120
Business Address
11339 S. Peach Avenue, Fresno CA
Zip Code
93725
Mailing Address
P.O. Box 87, Fowler CA
Zip Code
93625
Business Phone * Fax Number
(559) 834-4818
E-mail Address
troy@yarbsgradingandpaving.com
Signature of Bidder
Troy Yarbrough
Dated *
02/08/2024
NOTE: If bidder is a corporation, the legal name of the corporation shall be set forth above together with the signature of the
officer or officers authorized to sign contracts on behalf of the corporation; if bidder is a co-partnership, the true name of the firm
shall be set forth above together with the signature of the partner or partners authorized to sign contracts on behalf of the co-
partnership; and if bidder is an individual, bidder signature shall be placed above. If signature is by an agent, other than an officer
of a corporation or a member of a partnership, a Power of Attorney must be on file with the Owner prior to opening bids or
submitted with the bid; otherwise, the bid will be disregarded as irregular and unauthorized.
Page 11 of 25 02/08/2024
Noncollusion Declaration - Proposal 5
TO BE EXECUTED BY BIDDER AND SUBMITTED WITH BID*
The undersigned declares:
I am the (Choose one of the following options):
Corporate Officer
If Corporate Officer please list Title:
President
of (Business Name):
Yarbs Grading and Paving, Inc.
the party making the foregoing bid.
The bid is not made in the interest of, or on behalf of, any undisclosed person, partnership, company, association, organization, or
corporation. The bid is genuine and not collusive or sham. The bidder has not directly or indirectly induced or solicited any other
bidder to put in a false or sham bid. The bidder has not directly or indirectly colluded, conspired, connived, or agreed with any
bidder or anyone else to put in a sham bid, or refrain from bidding. The bidder has not in any manner, directly or indirectly, sought
by agreement, communication, or conference with anyone to fix the bid price of the bidder or any other bidder, or to fix any
overhead, profit, or cost element of the bid price, or of that of any other bidder. All statements contained in the bid are true. The
bidder has not, directly or indirectly, submitted his or her bid price or any breakdown thereof, or the contents thereof, or divulged
information or data relative thereto, to any corporation, partnership, company, association, organization, bid depository, or to any
member or agent thereof, and has not paid, and will not pay, any person or entity for that purpose.
Any person executing this declaration on behalf of a bidder that is a corporation, partnership, joint venture, limited liability
company, limited liability partnership, or any other entity, hereby represents that he or she has full power to execute, and does
execute, this declaration on behalf of the bidder.
I declare under penalty of perjury under the laws of the State of California that the foregoing is true and correct and that this
declaration is executed on 2024,
Date: *
02/08/2024
at City, State:
Fresno, CA
Signature:
Troy Yarbrough
(See Title 23 United States Code Section 112; Calif Public Contract Code Section 7106)
Page 12 of 25 02/08/2024
*NOTE: Completing, signing, and returning the Non-Collusion Declaration is a required part of the Proposal. Bidders are cautioned
that making a false certification may subject the certifier to criminal prosecution.
Page 13 of 25 02/08/2024
Public Contract Code - Proposal 6-7
Public Contract Code Section 10285.1 Statement - Proposal 6
In conformance with Public Contract Code Section 10285.1 (Chapter 376, Stats. 1985), the bidder hereby declares under penalty
of perjury under the laws of the State of California that the bidder
Choose an option: *
Has not been convicted
within the preceding three years of any offenses referred to in that section, including any charge of fraud, bribery, collusion,
conspiracy, or any other act in violation of any state or Federal antitrust law in connection with the bidding upon, award of, or
performance of, any public works contract, as defined in Public Contract Code Section 1101, with any public entity, as defined in
Public Contract Code Section 1100, including the Regents of the University of California or the Trustees of the California State
University. The term "bidder" is understood to include any partner, member, officer, director, responsible managing officer, or
responsible managing employee thereof, as referred to in Section 10285.1.
The above Statement is part of the Bid. Signing this Bid on the signature portion thereof shall also constitute signature of this
Statement. Bidders are cautioned that making a false certification may subject the certifier to criminal prosecution.
Public Contract Code Section 10162 Questionnaire - Proposal 7
In conformance with Public Contract Code Section 10162, the Bidder shall complete, under penalty of perjury, the following
questionnaire:
Has the bidder, any officer of the bidder, or any employee of the bidder who has a proprietary interest in the bidder, ever been
disqualified, removed, or otherwise prevented from bidding on, or completing a federal, state, or local government project because
of a violation of law or a safety regulation?
Choose an option:
No
If the answer is No, please type N/A. If the answer is Yes, explain the circumstances in the following space.
N/A
Public Contract Code Section 10232 Statement - Proposal 7
Page 14 of 25 02/08/2024
In conformance with Public Contract Code Section 10232, the Contractor hereby states under penalty of perjury, that no more than
one final unappealable finding of contempt of court by a federal court has been issued against the Contractor within the
immediately preceding two-years period because of the Contractor's failure to comply with an order of the National Labor Relations
Board.
Note: The above Statement and Questionnaire are part of the Bid. Signing this Bid on the signature portion thereof shall also
constitute signature of this Statement and Questionnaire. Bidders are cautioned that making a false certification may subject the
certifier to criminal prosecution.
Page 15 of 25 02/08/2024
Subcontractors - Proposal 8(a)
The following named subcontractor(s) will perform with labor, or otherwise render services to the general contractor in or about the
construction of the work or improvement in an amount in excess of one-half of one percent of the total bid presented herewith.
Please fill out as completely as possible when submitting your bid. Use subcontractor's business name style as registered with the
License Board. Submission of subcontractor's name, location of business and description of work, California contractor's license
number and public works contractor registration number issued pursuant to Section 1725.5 of the Labor Code, all are REQUIRED,
by Section 4104 of the California Public Contract Code, to be submitted prior to bid opening. (The "location of business" must
specify the city in which the subcontractor's business is located, and the state if other than California.) All other requested
information shall be submitted, either with the bid or within 24 hours after bid opening.
Please fill out as completely as possible when submitting your bid. Use subcontractor's business name style as registered with the
License Board.
FAILURE TO LIST SUBCONTRACTORS AS DIRECTED MAY RENDER THE BID NON-RESPONSIVE, OR MAY RESULT IN
ASSESSMENT OF A PENALTY AGAINST THE BIDDER IN ACCORDANCE WITH SECTION 4110 OF THE CALIFORNIA
PUBLIC CONTRACT CODE.
Subcontractor: To add more subcontractor listings, click the "+" to add additional fields.
Subcontractor: *
Haydon Construction
Business Address
2019 N. Gateway Ave #200 Fresno, Ca. 93727
Class
A
License No.
458977
DIR Registration No.
1000016950
Item No. or Description of Work
Undergound/Piping and Related Work
Dollar Amount: OR Percentage of Total Bid:
$397,885.00
Email Address:
hci@haydonconst.com
Page 16 of 25 02/08/2024
Subcontractor: To add more subcontractor listings, click the "+" to add additional fields. 1
Subcontractor:
ESP Survey
Business Address
2598 N. Miami Ave Fresno, Ca. 93727
Class
N/A
License No.
PLS 7061
DIR Registration No.
1000003735
Item No. or Description of Work
Survey
Dollar Amount: OR Percentage of Total Bid:
$58,464.00
Email Address:
bids@espls.com
Subcontractor: To add more subcontractor listings, click the "+" to add additional fields. 2
Subcontractor:
D&E Construction
Business Address
14175 Ave 344 Visalia, Ca. 93292
Class
A, B, C-61/D12
License No.
733203
Page 17 of 25 02/08/2024
DIR Registration No.
1000008823
Item No. or Description of Work
Liner & Related
Dollar Amount: OR Percentage of Total Bid:
$2,861,992.50
Email Address:
mario@deconst.net
Subcontractor: To add more subcontractor listings, click the "+" to add additional fields. 3
Subcontractor: *
Lighthouse Electrical
Business Address
3585 E. Date Ave Fresno,Ca. 93725
Class
C10
License No.
871256
DIR Registration No.
1000024650
Item No. or Description of Work
Electrical and Related
Dollar Amount: OR Percentage of Total Bid:
$313,012.00
Email Address:
aolivo@icadautomation.com
Page 18 of 25 02/08/2024
Subcontractors - Proposal 8(b)
Optional: Vendor is not required to complete.
Subcontractor: To add more subcontractor listings, click the "+" to add additional fields.
Subcontractor:
No bid
Business Address
No bid
Class
No bid
License No.
No bid
DIR Registration No.
No bid
Item No. or Description of Work
No bid
Dollar Amount: OR Percentage of Total Bid:
No bid No bid
Email Address:
No bid
Page 19 of 25 02/08/2024
Proposal 9 - 16
NOT USED
Page 20 of 25 02/08/2024
Guaranty - Proposal 17
Optional: Vendor is not required to complete.
(This guaranty shall be executed by the successful bidder in accordance with instructions in the special provisions. The bidder may
execute the guaranty on this page at the time of submitting their bid.)
GUARANTY
To the Owner: County of Fresno
CONTRACT NUMBER
The undersigned guarantees the construction and installation of the following work included in this project: 23-24-SW
ALL WORK
Should any of the materials or equipment prove defective or should the work as a whole prove defective, due to faulty
workmanship, material furnished or methods of installation, or should the work or any part thereof fail to operate properly as
originally intended and in accordance with the plans and specifications, due to any of the above causes, all within twelve (12)
months after date on which this contract is accepted by the Owner, the undersigned agrees to reimburse the Owner, upon
demand, for its expenses incurred in restoring said work to the condition contemplated in said project, including the cost of any
such equipment or materials replaced and the cost of removing and replacing any other work necessary to make such replacement
or repairs, or, upon demand by the Owner, to replace any such material and to repair said work completely without cost to the
Owner so that said work will function successfully as originally contemplated.
The Owner shall have the unqualified option to make any needed replacement or repairs itself or to have such replacements or
repairs done by the undersigned. In the event the Owner elects to have said work performed by the undersigned, the undersigned
agrees that the repairs shall be made and such materials as are necessary shall be furnished and installed within a reasonable
time after the receipt of demand from the Owner.
Date: *
02/08/2024
Name (Printed):
Troy Yarbrough
Signature: *
Troy Yarbrough
Title: *
President
Contractor:
Page 21 of 25 02/08/2024
Yarbs Grading and Paving, Inc.
Page 22 of 25 02/08/2024
California Code of Regulations: General Requirements for In-Use Off-Road Diesel-Fueled
Fleets - Proposal 18
In conformance with Title 13 § 2449(i), bidders will be required to attach copies of valid Certificates of Reported Compliance for
the fleet selected for the contract and their listed subcontractors.
Between March 1 and June 1 of each year, a prime contractor must collect new valid Certificates of Reported Compliance for the
current compliance year, as defined in section 2449(n), from all fleets that have an ongoing contract with the prime contractor as
of March 1 of that year. Prime contractors must not write contracts to evade this requirement. Annual renewals must be provided
to the Resident Engineer at least one week prior to the expiration date of the current certificate.
https://ww2.arb.ca.gov/resources/fact-sheets/fact-sheet-contracting-requirements
Choose one:
Bidder's Certificate of Reported Compliance has been attached to the bid and listed subcontractors'
certificates, where subject to this regulation, have been attached or will be submitted within five (5) calendar days
of the bid opening.
F—Bidder and listed subcontractors do not have a fleet subject to this regulation as outlined in Section 2449(i)(1)-
(4).
Page 23 of 25 02/08/2024
Required Documents
Name Omission Terms Submitted
File
California Air
CARB Certification of Reported Compliance - Resources
Bidder Board_ Off-
Valid CARB Certification of Reported Compliance Does not have a fleet subject to this regulation. Road Diesel-
- Bidder Fueled Fleets
Regulation
Certificate.pdf
I am not
CARB Certification(s) of Reported Compliance - enclosing this
Subcontractors Due by 4pm on the 5th calendar day after bid document
Valid CARB Certification(s) of Reported opening or no listed subcontractors have a fleet because the
Compliance - Subcontractors subject to this regulation. omission terms
have been
met.
2 Required Documents
Page 24 of 25 02/08/2024
Additional Documents (Use if needed)
Name Omission Terms Submitted
File
Optional: Vendor is not required to complete.
Not Required
Extra Space if needed Extra space not needed No bid
Not Required Extra space not needed No bid
Extra Space if needed
Not Required Extra space not needed No bid
Extra Space if needed
3 Required Documents
Page 25 of 25 02/08/2024
vivo
••i•, `•••t% ��►••i•.---: .•�s••�j•i•.—:•i•jt1 !fj•i+.—:,`s��f�Ht/j�i�,.�i�11�••��l•iP.—:.i•�t/•f�f�i�.-1.�•�It••/j��F. -
ri•�e j1111111►�i/1•i♦ �•�tej1111tft11/I�i. i.��e j111Niii�/Jji♦ i••ee;y{IIIIIf1�//pia J�e•e�111111f/�►IIIia r�eee�t1111f11�Ity is ri e•e jt11111/i�/!ji• ii eke�{If1111►j/lj is �s`C� ;-
.'g,�%o 7i �•ee t1 r�1)1 s.s.a l{ /1 I�•N t�l� /)I/1%�i ee��/ i)I,I i�.�ee t\I /)I 11�,Hri•e,�{ /)I Ij i•�i e•\ti{ I//Ilii N•e��e /)/,I�., �� '}
__ �{„ ,:�,e`�rrallfl I,�,:•::.e,�����r111itli�i�/��. :.e,.���u�i�lri�r�r.,, r.,,, �mofrr����,.,,.o..,, ��ali�in���,,,...•.,, �r��i�l►u���-,I•, .,, a�i�lir) -,,. .,.� ��ui�iu)/ .,.• � . ..�•~
,\i"���j .�\� N���h s.r.\\� /I i r.\\�/� '�1 i 'r��\\\� �! � y•\,l i�/ ,• r��� �J1 � .r�\�� ll���l/ i 'r��� '17���I� ,r - ,�"
�fi�� �t'•�1���{Yi ,^��J 9 -•l.,r/ 1:��.i' j��.��1 / )����i /�.��,lt ��� J�?��T�O. �r, � 4
ig
MID
MID
IF
1111I... Mill
��stm�1
fir++��j. ✓ w ♦♦♦�i
iri�I w ♦♦�,J
a`:I��i ia7?�.. '� a a♦ice s
�ii�♦♦w;�n 'i ,� �i�ii
•
/k �.I\� I �.� \.` /. I,:� 9 \, •I..y.. 'F J P�•I.�\y!,�" �
< .r./�i .. •. l / \,� •J �` \•:"r;1� \. .«d`,:` \..y.«r;.h ��...«.�,.; \....•..fir
r\e�e�Nh�11j��11 �r``1�N•yfljry�fl ,r1`1ee•r../l/f1�1 \11e.u�1�/lf/ r�eee rs �I ,�eee•nrlll r\`e�e•r •,p �a' �t
+.// Nlllll�,,e•.+.,/ /llllll�;,e. •.,/ Nilll ,e.••,/y lillll ,�e::.:// 111111 •,•.•. , 11111111,,,:.,.•,,,�11111111�,,..•.,,'f111111111,,
A,`.., �; +:4�1i�+1111��t•�•.'r :hhii�llgij�•����:h�fj��ll11`��e��.•�:��.1/j/jllif•••i•:'� •'�.���,�0��//�.�%,+��it�11��l��•�•i!Nr�'13��11i���%ll
••����:+• itf�� s•es��',—s�Z.`',i ='
�� � ••�S•iii�•.y •d:•i/is;�:. :4•tn/•+�. .��••//••�;: `.;�•• ••err .��� ••,. .,�• ••. •.4• ••err �
�• r r•••w. .••rr .••r .�/•err .•••err• . •• r
AGREEMENT
THIS AGREEMENT made at Fresno, in Fresno County, California, by and between Yarbs Grading and
Paving, Inc. hereinafter called the Contractor, and the County of Fresno hereinafter called the Owner.
WITNESSETH: That the Contractor and the Owner, for the consideration hereinafter named, agree as
follows:
ARTICLE I. The Contractor agrees to furnish all labor and materials, including tools, implements, and
appliances required, but excluding such materials as are mentioned in the specifications to be furnished
by the Owner, and to perform all the work in a good and workmanlike manner, free from any and all liens
and claims of mechanics, materialmen, teamsters, subcontractors, artisans, machinists, and laborers
required for:
AMERICAN AVENUE DISPOSAL SITE PHASE III — MODULES 9 & 10
EXCAVATION AND LINER CONSTRUCTION
18950 W AMERICAN AVE, KERMAN, CA 93630
CONTRACT NUMBER: 23-24-SW
All in strict compliance with the plans, drawings and specifications therefor prepared by the Owner, and
other contract documents relating thereto.
ARTICLE II. The Contractor and the Owner agree that the Notice to Bidders and Special Provisions,
the Wage Scale (Prevailing Wages), the Plans and Drawings, Addenda and Bulletins thereto, and the
Proposal (Bid Book) hereto attached, together with this Agreement, form the contract, and they are as
fully a part of the contract as if hereto attached or herein repeated.
All portions of the Standard Specifications of the State of California, Department of Transportation, dated
2015, which are not in conflict with this contract shall be deemed a part of the specifications as though
fully therein set forth; provided, however, that revisions to the said Standard Specifications shall apply
only to the extent, if any, included in the Project Details of these specifications or as otherwise
incorporated directly herein. No part of said specifications which is in conflict with any portion of this
agreement, or which is not actually descriptive of the work to be done thereunder, or of the manner in
which said work is to be executed, shall be considered as any part of this agreement, but shall be utterly
null and void.
ARTICLE III. The Owner agrees to pay the Contractor in current funds for the performance of the
contract the sum of SEVEN MILLION THREE HUNDRED FIFTY SEVEN THOUSAND EIGHTY NINE
DOLLARS AND 00/100 ($7,357,089.00) it being understood that said price is based upon the estimated
quantities of materials to be used as set forth in the Proposal, except where provisions are made in the
contract documents whereby the estimated quantities shall constitute the final quantity; that upon
completion of the project the final contract prices shall be revised by change order, if necessary, to reflect
the true quantities used at the stated unit price thereof as contained in the Contractor's Proposal hereto
attached. Payments on account thereof will be made as set forth in the special provisions.
ARTICLE IV. If the Contractor should be adjudged a bankrupt, or if he or she should make a general
assignment for the benefit of his or her creditors, or if a receiver should be appointed on account of his
or her insolvency, or if he or she or any of his or her subcontractors should persistently violate any of
the provisions of the contract, or if he or she should persistently or repeatedly refuse or should fail,
except in cases for which extension of time is provided, to supply enough properly skilled workmen or
proper materials, or if he or she should fail to make prompt payment to subcontractors or for material or
labor, or persistently disregard laws, ordinances or the instructions of the Engineer, then the Owner may,
upon certificate of the Engineer when sufficient cause exists to justify such action, serve written notice
upon the Contractor and his surety of its intention to terminate the contract, and unless within five days
after the serving of such notice, such violations shall cease and satisfactory arrangements for correction
thereof be made, the contract shall, upon the expiration of said five days, cease and terminate.
In the event of any such termination, the Owner shall immediately serve written notice thereof upon the
surety and the Contractor, and the surety shall have the right to take over and perform the contract,
provided, however, that if the surety within ten (10) days after the serving upon it of notice of termination
does not give the Owner written notice of its intention to take over and perform the contract or does not
commence performance thereof within the ten (10) days stated above from the date of the serving of
such notice, the Owner may take over the work and prosecute the same to completion by contract or by
any other method it may deem advisable, for the account and at the expense of the Contractor, and the
Contractor and his surety shall be liable to the Owner for any excess cost occasioned the Owner thereby,
and in such event the Owner may without liability for so doing, take possession of and utilize in
completing the work such materials, appliances, plant and other property belonging to the Contractor as
may be on the site of the work and necessary therefor. In such case the Contractor shall not be entitled
to receive any further payment until the work is finished. If the unpaid balance of the contract price shall
exceed the expenses of finishing the work, including compensation for additional managerial and
administrative services, such excess shall be paid to the Contractor. If such expense shall exceed such
unpaid balance, the Contractor shall pay the difference to the Owner. The expense incurred by the
Owner, as herein provided and damage incurred through the Contractor's default, shall be certified by
the Engineer.
ARTICLE V. To the fullest extent permitted by law with respect to any work required to be done under
this contract, the Contractor will indemnify and hold harmless the COUNTY OF FRESNO, STATE OF
CALIFORNIA, UNITED STATES OF AMERICA, GEO-LOGIC ASSOCIATES, TETRA TECH BAS, and
all other participating public agencies, whether or not said agencies are named herein, who have
jurisdiction within the areas in which the work is to be performed, and all officers and employees of the
Owner, the County, the State, the United States and said other participating agencies, from any and all
costs and expenses, attorney fees and court costs, damages, liabilities, claims and losses occurring or
resulting to COUNTY in connection with the performance, or failure to perform, by CONTRACTOR, its
officers, agents or employees under this Agreement, and from any and all costs and expenses, attorney
fees and court costs, damages, liabilities, claims and losses occurring or resulting to any person, firm or
corporation who may be injured or damaged by the performance, or failure to perform, of
CONTRACTOR, its officers, agents or employees under this Agreement. In addition, CONTRACTOR
agrees to indemnify COUNTY for Federal, State of California and/or local audit exceptions resulting from
non-compliance herein on the part of CONTRACTOR.
CONTRACTOR agrees to indemnify, save, hold harmless, and at COUNTY'S request, defend the
COUNTY, its officers, agents, and employees from any and all costs and expenses, damages, liabilities,
claims, and losses occurring or resulting to COUNTY in connection with the performance, or failure to
perform, by CONTRACTOR, its officers, agents, or employees under this Agreement, and from any and
all costs and expenses, damages, liabilities, claims, and losses occurring or resulting to any person,
firm, or corporation who may be injured or damaged by the performance, or failure to perform, of
CONTRACTOR, its officers, agents, or employees under this Agreement.
The Certificate of Insurance shall be issued in duplicate, to the COUNTY OF FRESNO and all other
participating agencies, whether or not said agencies are named herein, who contribute to the cost of the
work or have jurisdiction over areas in which the work is to be performed and all officers and employees
of said agencies while acting within the course and scope of their duties and responsibilities.
In the event CONTRACTOR fails to keep in effect at all times insurance coverage as herein provided,
the COUNTY may, in addition to other remedies it may have, suspend or terminate this Agreement upon
the occurrence of such event.
All policies shall be with admitted insurers licensed to do business in the State of California. Insurance
purchased shall be purchased from companies possessing a current AM Best Company rating of A FSC
VII or better.
Without limiting the COUNTY'S right to obtain indemnification from CONTRACTOR or any third parties,
CONTRACTOR, at its sole expense, shall maintain in full force and effect, the following insurance
policies or a program of self-insurance, including but not limited to, an insurance pooling arrangement
or Joint Powers Agreement (JPA) throughout the term of the Agreement:
A. Commercial General Liability
Commercial General Liability Insurance with limits not less than those shown in the following table:
Liabilit Insurance Requirements
Total bid For each Aggregate for products/completed General b Umbrella or
occurrencea operation aggregate excess liabilityc
<_ $1,000,000 $1,000,000 $2,000,000 $2,000,000 $5,000,000
> $1,000,000
<_ $10,000,000 $1,000,000 $2,000,000 $2,000,000 $10,000,000
> $10,000,000
:5 $25,000,000 $2,000,000 $2,000,000 $4,000,000 $15,000,000
> $25,000,000 $2,000,000 $2,000,000 $4,000,000 $25,000,000
'Combined single limit for bodily injury and property damage.
bThis limit must apply separately to your work under this Contract.
°The umbrella or excess policy must contain a clause stating that it takes effect (drops down) in the
event the primary limits are impaired or exhausted.
This policy shall be issued on a per occurrence basis. COUNTY may require specific coverages including
completed operations, products liability, contractual liability, Explosion-Collapse-Underground, fire legal
liability, or any other liability insurance deemed necessary because of the of the nature of this contract.
Such Commercial General Liability insurance shall name the County of Fresno, its officers, agents, and
employees, individually and collectively, as additional insured, but only insofar as the operations under
this Agreement are concerned. Such coverage for additional insured shall apply as primary insurance
and any other insurance, or self-insurance, maintained by COUNTY, its officers, agents and employees
shall be excess only and not contributing with insurance provided under CONTRACTOR's policies
herein. This insurance shall not be cancelled or changed without a minimum of thirty (30)days advance
written notice given to COUNTY. CONTRACTOR shall obtain endorsements to the Commercial General
Liability insurance policy naming COUNTY as an additional insured and providing for a thirty (30) day
prior written notice of cancellation or change in terms or coverage.
Within eight (8) days from date CONTRACTOR executes this Agreement, CONTRACTOR shall provide
certificates of insurance and endorsement as stated above for all of the foregoing policies, as required
herein, to the County of Fresno, or to designservices(a�fresnocountyca.gov, stating that such insurance
coverages have been obtained and are in full force; that the County of Fresno, its officers, agents and
employees will not be responsible for an premiums on the policies; that such Commercial General
Liability insurance names the County of Fresno, its officers, agents, and employees, individually and
collectively, as additional insured, but only insofar as the operations under this Agreement are
concerned; that such coverage for additional insured shall apply as primary insurance an any other
insurance, or self- insurance shall not be cancelled or changed without a minimum of thirty (30) days
advance, written notice given to COUNTY.
CONTRACTOR shall obtain endorsements to the Commercial General Liability insurance naming the
County of Fresno, its officers, agents, and employees, individually and collectively, as additional insured,
but only insofar as the operations under this Agreement are concerned. Such coverage for additional
insured shall apply as primary insurance and any other insurance, or self-insurance, maintained by
COUNTY, its officers, agents, and employees shall be excess only and not contributing with insurance
provided under CONTRACTOR'S policies herein. This insurance shall not be cancelled or changed
without a minimum or thirty (30) days advance written notice given to COUNTY.
B. Automobile Liability
Comprehensive Automobile Liability Insurance with limits of not less than One Million Dollars
($1,000,000) per accident for bodily injury and property damage. Coverage should include owned and
non-owned vehicles used in connection with this Agreement and all applicable endorsements.
C. Professional Liability
If CONTRACTOR is a licensed professional or employs professional staff, (e.g., Architect, Engineer,
Surveyor, etc.) in providing services, Professional Liability Insurance with limits of not less than One
Million Dollars ($1,000,000.00) per occurrence, Three Million Dollars ($3,000,000.00) annual aggregate
with a provision for 3 year tail coverage.
D. Worker's Compensation
A policy of Worker's Compensation insurance as may be required by the California Labor Code.
ARTICLE VI. Contractor represents that he has secured the payment of Worker's Compensation in
compliance with the provisions of the Labor Code of the State of California and during the performance
of the work contemplated herein will continue so to comply with said provisions of said Code. Contractor
shall supply the Owner with certificates of insurance, in duplicate, evidencing that Worker's
Compensation Insurance is in effect and providing that the Owner will receive ten days notice of
cancellation. If Contractor self-insures Worker's Compensation, Certificate of Consent to Self-insure
should be provided the Owner.
ARTICLE VII. The Contractor shall forthwith furnish in duplicate, a faithful performance bond in an
amount equal to 100% of the contract price and a payment bond in an amount equal to 100% of the
contract price, both bonds to be written by a surety company acceptable to the Owner and in the form
prescribed by law.
The payment bond shall contain provisions such that if the Contractor or his subcontractors shall fail to
pay (a) amounts due under the Unemployment Insurance Code with respect to work performed under
the contract, or (b) any amounts required to be deducted, withheld and paid over to the Employment
Development Department and to the Franchise Tax Board from the wages of the employees of the
Contractor and subcontractors pursuant to Section 13020 of the Unemployment Insurance Code with
respect to such work and labor, then the surety will pay these amounts. In case suit is brought upon the
payment bond, the surety will pay a reasonable attorney's fee to be fixed by the court.
ARTICLE VIII. This project is subject to compliance monitoring and enforcement by the Department of
Industrial Relations.
Except as provided in Labor Code section 1725.5(f), no contractor or subcontractor may be listed on a
bid proposal for a public works project unless registered with the Department of Industrial Relations
pursuant to Labor Code section 1725.5 [with limited exceptions from this requirement for bid purposes
only under Labor Code section 1771.1(a)].
Except as provided in Labor Code section 1725.5(f), no contractor or subcontractor may be awarded a
contract for public work on a public works project or engage in the performance of work on any public
works project unless registered with the Department of Industrial Relations pursuant to Labor Code
section 1725.5.
Contractor shall comply with all applicable laws and regulations relating to wages and employment,
including all requirements imposed by the California Department of Industrial Relations (DIR).
Contractor shall cooperate with County to furnish timely all information necessary for County's
completion of the form required to be submitted by County when registering the Project on the DIR
website; and County thereafter shall provide to Contractor the "Project ID Number" assigned by DIR in
order to facilitate Contactor's submission to DIR of its certified payrolls for the Project, in the manner
required and using such form as may be prescribed by DIR, in accordance with the provisions of Labor
Code section 1771.4(a)(3).
ARTICLE IX: Governing Law—Venue for any action arising out of or relating to this Agreement shall be
in Fresno County, California. This Agreement shall be governed by the laws of the State of California.
This Contract, 23-24 SW, was awarded by the Board of Supervisors on March 19, 2024. It has been
reviewed by the Department of Public Works and Planning and is in proper order for signature of the
Chairman of the Board of Supervisors.
IN WITNESS WHEREOF, they have executed this Agreement this 9th day of
April ,2024
Yarbs Grading and Paving, Inc. COUNTY OF FRESNO
(CONTRACTOR) (OWNER)
By » __ BY
ct ar rough Nathan Magsig, Chairman
of the Board of Supervisors of the
County of Fresno
Title President
ATTEST:
Bernice E. Seidel
Clerk of the Board of Supervisors
County of Fresno, State of California
By—...
Deputy