kiefer landfill module m1l-m3 infill construction …

SPECIFICATIONS FOR

CONTRACT NO. 40822

KIEFER LANDFILL MODULE M1L-M3 INFILL CONSTRUCTION

KIEFER LANDFILL SLOUGHHOUSE, CA

PROJECT MANAGER

Tim Israel County of Sacramento

Department of Waste Management and Recycling 9850 Goethe Road

Sacramento, CA 95827

CONTRACT NO. 40822

KIEFER LANDFILL

KIEFER LANDFILL MODULE M1L-M3 INFILL CONSTRUCTION

TABLE OF CONTENTS FOR CONTRACT DOCUMENTS

BIDDING REQUIREMENTS PAGES INCLUSIVE NOTICE TO CONTRACTORS i - iii PROPOSAL -- BID FORM 1 - 5 DIVISION 1 - GENERAL REQUIREMENTS Note: By reference, the County of Sacramento Standard Construction Specifications dated

January 2016 is hereby made part of these Specifications. A copy of the Standard Construction Specifications may be obtained at the cashier's window in Room 101 of the County Administration Building, 827-7th Street, Sacramento or on the web at http://www.saccountyspecs.saccounty.net/Pages/default.aspx.

SECTION 01000 - SPECIAL PROVISIONS PROJECT SPECIFICATIONS

Division 1 No. Of Pages

Section 01010 Summary of Work ....................................................................................... 6

Section 01019 Contract Considerations ............................................................................... 2

Section 01025 Measurement and Payment .......................................................................... 7

Section 01035 Modification Procedures .............................................................................. 2

Section 01050 Field Engineering ......................................................................................... 2

Section 01052 Layout of Work and Surveys ....................................................................... 3

Section 01090 References .................................................................................................... 3

Section 01190 Health and Safety ......................................................................................... 3

Section 01200 Project Meetings .......................................................................................... 4

Section 01300 Submittals .................................................................................................... 4

Section 01310 Construction Schedule ................................................................................. 2

Section 01400 Quality Control ............................................................................................ 3

Section 01500 Construction Facilities ................................................................................. 6

Section 01560 Temporary Controls ..................................................................................... 6

Section 01600 Material and Equipment............................................................................... 2

Section 01630 Product Options and Substitutions ............................................................... 2

Section 01700 Contract Closeout ........................................................................................ 4


Section 02070 Selective Demolition ............................................................................... 3

Section 02110 Clearing and Stripping ............................................................................ 2

Section 02221 Excavating ............................................................................................... 4

Section 02222 Anchor Trench Backfill ........................................................................... 2

Section 02225 Subgrade Preparation and Liner Base ..................................................... 3

Section 02228 Engineered Fill ........................................................................................ 4

Section 02229 Operations Layer ..................................................................................... 2

Section 02230 Surface Water Drainage Structures ......................................................... 4

Section 02239 Trenching and Backfilling ....................................................................... 5

Section 02710 Corrugated High Density Polyethylene (HDPE) Pipe ............................ 3

Section 02771 Geotextile ................................................................................................ 6

Section 02774 Drainage Geocomposite .......................................................................... 9

Section 02778 HDPE Geomembrane ............................................................................ 25

Section 02779 Geosynthetic Clay Liner ........................................................................ 12


Section 03300 Cast-In-Place Concrete .......................................................................... 10

Section 03461 Precast Concrete Drop Inlets ................................................................... 4

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NOTICE TO CONTRACTORS

TO ALL PROSPECTIVE BIDDERS: Notice is hereby given that the Board of Supervisors of Sacramento County, California, will receive sealed bids as follows: BID DATE: February 25, 2016 SUBMIT BIDS TO: DEPARTMENT OF GENERAL SERVICES

CONTRACT AND PURCHASING SERVICES DIVISION 9660 ECOLOGY LANE SACRAMENTO, CA 95827

UNTIL 2:00 P.M. (LOCAL TIME)

FOR: CONTRACT NO. 40822

KIEFER LANDFILL, MODULE M1L-M3 INFILL CONSTRUCTION

ESTIMATED CONSTRUCTION COST: $151,000 CONTRACTOR'S CALIFORNIA LICENSE A AND/OR CLASS REQUIRED: PRE-BID CONFERENCE DATE, TIME, & LOCATION: Tuesday, February 9, 2016 @ 10:00 a.m.

KIEFER LANDFILL ENGINEERING BUILDING, 12701 KIEFER BLVD., SLOUGHHOUSE, CALIFORNIA

PROJECT DESCRIPTION: The work to be performed under this contract includes furnishing all labor, materials, and equipment for construction of approximately 4,300 square feet of composite liner system and 320 feet of 48-inch diameter stormwater piping. A pre-bid conference and walk-through will be held for the purpose of reviewing and answering questions regarding this project. Any interested contractor or his/her agents are encouraged to attend. Representatives of the owner will be present for questions.

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Copies of the project plans and specifications can be obtained by bidders at no cost. These documents are available at the Kiefer Landfill, 12701 Kiefer Blvd. Sloughhouse, California 95683, Building 400a. Upon receipt of the plans and specifications, all potential bidders must immediately and legibly complete the plan holder’s log and provide the following information: company name, contact name, physical mailing address (cannot be a P.O. box), phone number, fax number, and company email address. Providing this information will ensure that the potential bidder will receive all addenda that are issued for this project. DWMR will use this information for maintenance of the official plan holders list and issuance of any addenda. As a courtesy to potential bidders, files of the plan set and specifications are available on-line at http://www.wmr.saccounty.net/Pages/Doing-Business-with-Us.aspx. Award of this contract requires a valid California contractor’s license with the classification identified above. Questions & Answers: Please submit all questions relating to this request for bid by 5:00 p.m., February 16, 2016, to Tim Israel at [email protected]. The DWMR will not respond to questions after this date. A list of the questions and answers will be emailed within 3 business days as an addendum to this request for bid. Go to http://www.saccountybids.net for the plan holders list, bid info and results. Go to http://www.saccountyspecs.net for the County of Sacramento Standard Construction Specifications, adopted by the Board of Supervisors and as revised January 2016. Each bid must be submitted on the bid forms provided in the Contract Documents. Each bid must also be accompanied by security in the form of a bid bond issued by a corporate surety, a certified check, or cashier's check payable to the Treasurer of Sacramento County, or cash for an amount not less than ten percent (10%) of the aggregate sum of the bid. The successful bidder shall be required to execute a Material and Labor Payment Bond and Performance Bond, issued by a corporate surety, acceptable to the County of Sacramento, each for not less than one hundred percent (100%) of the contract price. No contractor or subcontractor may be listed on a bid proposal for a public works project (submitted on or after March 1, 2015) 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 (awarded on or after April 1, 2015) unless registered with the Department of Industrial Relations pursuant to Labor Code section 1725.5. LABOR COMPLIANCE PROGRAM: The County of Sacramento received final approval from the Director of California Department of Industrial Relations as a Labor Compliance Program effective March 15, 1994. All questions regarding this Labor Compliance Program and prevailing wage requirements should be directed to the Labor Compliance Section at (916) 875-2711. In accordance with Section 1771.5 of the California Labor Code, the

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payment of the general prevailing rate of per diem wages or the general prevailing rate of per diem wages for holiday and overtime is not required for any public works project of twenty-five thousand dollars ($25,000) or less when the project is for construction work, or for any public works project of fifteen thousand dollars ($15,000) or less when the project is for alteration, demolition, repair, or maintenance work. This is a construction project in accordance with Section 1771.5 of the California Labor Code. Pursuant to California Labor Code Section 1720 and following, and Section 1770 and following, the successful bidder shall pay not less than the prevailing rate of per diem wages as determined by the Director of the California Department of Industrial Relations. Copies of the prevailing wage determinations are on file at the office of the County of Sacramento Labor Compliance Program, 9700 Goethe Road, Suite D, Sacramento, CA 95827, and are also available on the internet at http://www.dir.ca.gov/DLSR/PWD. Pursuant to California Contract Code Section 22300, the contractor may, at its own expense, substitute securities for any money being withheld by the County to ensure performance under this contract. The County reserves the right to reject any or all bids, to waive any informality in any bid, and to determine which bid, in the judgment of the County, is the lowest responsive bid of a responsible bidder. For questions on contract documents contact Tim Israel, Project Manager, at [email protected].

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COUNTY OF SACRAMENTO

PROPOSAL - BID FORM CONTRACT NO. 40822

KIEFER LANDFILL

MODULE M1L-M3 INFILL CONSTRUCTION SUBMIT BID TO: Department Of General Services Contract and Purchasing Services Division 9660 Ecology Lane, Sacramento, CA 95827 NO LATER THAN: 2:00 P.M. ON BID DATE TO: Board of Supervisors County of Sacramento STATE OF CALIFORNIA BID OPENING: Department Of General Services Contract and Purchasing Services Division 9660 Ecology Lane, Sacramento, CA 95827 APPROXIMATELY 2:10 P.M. ON BID DATE

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I. BID:

Pursuant to your published NOTICE TO CONTRACTORS for the above-referenced project, and in accordance with the approved Plans and Specifications for that project, the following bid for said entire project is hereby submitted by the firm indicated in Section 1 and Section 7 (Contractor Information) of this Bid Form. Contractor Name: ______________________________________________________________

ITEM NO.

ITEM DESCRIPTION UNIT QTY. UNIT PRICE TOTAL

MODULE M1L – M3 INFILL

1 Mobilization/Demobilization Lump Sum 1

2 Layout of Work and Surveys Lump Sum 1

3 Clearing and Stripping Lump Sum 1

4 Selective Demolition Lump Sum 1

5 Excavation and Placement of Material to Temporary Stockpile

CY 730

6 Engineered Fill CY 715

7 Waste Excavation CY 75

8 Subgrade Preparation SF 3,700

9 Eastern Temporary Liner Termination LF 100

10 Liner Tie-in to Module M3 LF 100

11 Liner Tie-in to Module M1L LF 100

12 Rip-Rap Lined Channel LF 180

13 Concrete Lined Channels LF 80

14 Geosynthetic Clay Liner SF 4,300

15 60-mil Double Textured HDPE Geomembrane

SF 4,300

16 Double-Sided Geocomposite SF 4,300

17 Operations Layer CY 270

18 48-inch Diameter HDPE Pipe LF 320

19 60-inch Diameter Drop Inlets Each 2

Total $ -

Notes: In the event the product of a unit price and an estimated quantity do not equal the extended amount stated, the

unit price will govern and the correct product of the unit price and the estimated quantity shall be deemed to be the amount bid.

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II. ADDENDA:

Acknowledgment is hereby made of receipt and incorporation of addendum number __through__into this Bid.

III. BID GUARANTY:

Bid security must be a bidders bond, a certified check or cashier's check payable to the Treasurer of Sacramento County, or cash. Bids secured by personal checks or personal guarantees will be rejected.

IV. AFFIDAVIT OF NONCOLLUSION:

The bidder swears and deposes that he or she is the party making the foregoing bid, that the bid is not made in the interest of, or on behalf of, any undisclosed person, partnership, company, association, organization, or corporation; that the bid is genuine and not collusive for sham; that the bidder has not directly or indirectly induced or solicited any other bidder to put in a false or sham bid, and has not directly or indirectly colluded, conspired, connived, or agreed with any bidder or anyone else to put in a sham bid, or that anyone shall refrain from bidding; that 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, or to Secure any advantage against the public body awarding the contract of anyone interested in the proposed contract; that all statements contained in the bid are true; and, further that 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, or paid, and will not pay, any fee to any corporation, partnership, company, association; organization, bid depository or to member or agent thereof to effectuate a collusive or sham bid.

V. SUBCONTRACTOR LISTING:

In accordance with the California Public Contract Code, Division 2, Part 1, Chapter 4, Section 4100, and following, the subcontractors listed on the Bid Form will perform the indicated work of improvement on the project.

VI. TYPE OF BUSINESS (Check One):

[ ] CORPORATION STATE OF INCORPORATION ________________________ [ ] PARTNERSHIP [ ] JOINT VENTURE [ ] PRIVATE INDIVIDUAL [ ] INDIVIDUAL DOING BUSINESS UNDER A FIRM NAME

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VII. CONTRACTOR INFORMATION

Firm Name _______________________________________________________ NOTE: In addition, Place name on Bid Form Sheet 1 where space is provided Address _______________________________________________________ _______________________________________________________ Telephone ( )____________________ Fax ( )_________________ Contractor's License Number ___________________________________________ Contractor's License Expiration Date ____________________________________ Contractor's License Classification ____________________________________

I HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE ABOVE STATEMENTS ARE TRUE.

Bid and Certification Submitted on:

Signature of Authorized Representative:

Print or Type Name:

Title:

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Attachment "A" DESIGNATION OF SUBCONTRACTORS

The following are the names and location of places of business of all subcontractors who will perform work or labor or render service to the bidder in or about the work, or improvement according to detailed drawings contained in the plans and specifications, in an amount of one half of one percent (0.5%) of the total bid. The apparent low bidder will submit a listing of license numbers by subcontractor within five days of bid opening.

PORTION OF WORK

PERCENTAGE OF TOTAL BID (%)

SUBCONTRACTOR AND LICENSE

NUMBER PLACE OF BUSINESS

(USE ADDITIONAL SHEETS IF NECESSARY) SUBMIT THIS SHEET AS PART OF YOUR BID

Kiefer Landfill M1L-M3 Infill Construction Special Provisions

40822 section 01000 (special provisions) bid.doc Page 01000-1 January 2016

DIVISION 1 - GENERAL REQUIREMENTS

SECTION 01000 SPECIAL PROVISIONS

Scope of Work

The work for be performed under this contract includes furnishing all labor, materials, and equipment for construction of improvements to the existing landfill gas collection system. The work will include the construction of 3,700 square feet of composite liner system and 320 linear feet of 48-inch stormwater pipe.

Project Location: Kiefer Landfill

1.03 Drawings The contract drawings are entitled: M1L-M3 INFILL CONSTRUCTION, KIEFER LANDFILL – CONTRACT, NO. 40822

1.04 Builder's Risk Insurance

Builder's Risk Insurance will not be required for this project.

1.05 Time of Completion

The time for completion of this contract shall be 30 working days commencing as specified in Section 7-1, “Beginning of Work,” of the Standard Construction Specifications.

1.06 Liquidated Damages

Liquidated damages shall be $1,000 for each calendar day delay. Refer to Section 8.10 of the County Standard Construction Specifications.

1.07 Pre-Bid Conference

A pre-bid conference will be held as noted in the NOTICE TO CONTRACTORS.

1.08 Standard Construction Specifications

The County of Sacramento Standard Construction Specifications, adopted by the Board of Supervisors and effective January 2016, are hereby made part of these specifications. A copy of the Standard Construction Specifications may be obtained at the cashier's window in Room 101 of the County Administration Building, 827-7th Street, Sacramento.



The project specifications use a modified version of the Construction Specifications Institute (CSI) format that is comprised of 16 divisions. The CSI format divisions shall not operate to make the County an arbiter to establish subcontract limits between Contractor and/or subcontractors. The General Contractor is responsible to the County for all phases of construction and delivering a complete job.

1.09 Examination of Plans, Specifications, and Site of Work Direct pre-bid questions to Sacramento County Department of Waste Management and Recycling’s Project Manager, Tim Israel at [email protected].

1.10 Accuracy of Drawings and Specifications The existing conditions depicted on the drawings and specifications are developed from record information. Exact locations, distances, dimensions, elevations, etc., shall be governed by actual field conditions and verified by the contractor. The engineer shall be notified of any discrepancies found prior to the start of work in that area.

1.11 LFG Collection System Shutdowns The Engineer shall be notified two (2) working days in advance of any contemplated shutdown of any portion of the LFG collection system. The Engineer's approval shall be obtained prior to any shutdown activity. The Contractor shall schedule and coordinate all connections and other work to be performed for the completion of the project.

1.12 Storage of Supplies, Materials, Equipment, Etc. The Contractor shall obtain the prior approval of the Engineer for any area or space required for Contractor's storage during construction operations. Materials, equipment, etc., shall not be piled or stored in any location that would interfere with the conduct of normal functions of the building and/or facilities, and shall not constitute a hazard to persons or property. The Contractor shall install any required safety precautions such as signs, danger signals, lanterns, barricades, etc., during construction operations.

1.13 Construction Surveys The Contractor shall be responsible for and shall perform all surveys and measurements necessary for layout and control of work. Surveys shall be performed in accordance with the requirements of Section 5-9.03 of the Standard Construction Specifications.



1.14 Testing Testing of soils, asphalt, concrete and aggregate shall be performed by the County in accordance with Section 5-16 Materials Sampling and Testing of the County Standard Construction Specifications. All other tests shall be performed and paid for by the Contractor as required in these contract documents.

1.15 Additional Sets of Contract Documents

Following execution of the Contract, the County will electronic files in .pdf format of contract specifications, drawings, and addenda to the Contractor. Hard copy sets of construction document sets will not be furnished.

1.16 Signs

No advertising signs of any kind will be permitted except by written permission of the Engineer.

1.17 Contractor's Field Office

A space for a Contractor field office shall be made available.

1.18 Engineer's Field Office An engineer’s field office is not required.

1.19 Temporary Services

A. Water

1. Contractor may connect temporary line to existing water service lines at the site. The Contractor is to verify conditions at site.

B. Electrical Power

1. Contractor shall coordinate with Site Engineer in order to hook-up to

existing service. 2. Contractor to arrange for and install power service from SMUD service

lines, as necessary.

C. Telephone



1. Contractor may arrange for and install telephone service for his own use. A pay phone is located in the landfill operations building. The Contractor shall not use County telephones.

D. Field Toilets

1. The Contractor shall furnish, install, and remove at completion of the job,

all sanitary; i.e., portable toilet facilities required for the completion of the job. The type and location of the facilities shall be subject to acceptance by the Engineer.

2. All sanitary facilities shall be made available for use by all workers,

subcontractors, consultants, and County personnel associated with the project.

3. The Contractor shall maintain sanitary facilities in a proper, safe,

operating, and sanitary condition for the duration of the work. Facilities shall be provided in sufficient quantities to comply with CAL-OSHA regulations.

4. Existing facilities at site shall not be used by contractor's employees.

E. Fences, Barricades, Warning Signs, And Lights

1. To confirm to CAL-OSHA regulations, other State of California and

local codes, rules, regulations, and ordinances for protection of workers, public and private property, provide, install and maintain barricades, warning devices and other protection required therefore.

2. Contractor to provide temporary fencing, etc., as required to protect

material storage and equipment from theft, and vandalism.

F. Contractor's Access, Work and Storage Areas

1. Contractor to be limited to the area shown on the drawings. 2. The contractor shall coordinate with the Project Manager as to where the

set-up staging area will be located. 1.20 Erosion, Sediment, and Water Pollution Control

Work under this contract shall be subject to the requirements of the NPDES Regulations and the Storm Water Pollution Prevention Plan (SWPPP) for the landfill. Construction related activities performed by the Contractor and subcontractor(s), shall be performed to eliminate non stormwater discharges to the stormwater control system. The Contractor shall submit a Water Pollution



Control Plan to the Site Engineer in compliance with the site specific SWPPP. The Contractor shall notify the Site Engineer of any conditions that could lead to noncompliance with the permit requirements. The Contractor shall not be entitled to any time extensions or compensation for any costs due to any action required as a result of Contractor’s failure to comply with those provisions of the Storm Water Pollution Control Plan. The Contractor is responsible to ensure that subcontractor(s) comply with this provision. The Contractor is not required to obtain a NPDES Industrial permit. However, the Contractor shall abide with the site’s NPDES requirements in accordance with the site engineer.

1.21 Special Security Requirements

The Contractor's workers and equipment shall be limited to the work areas as designated by this contract.

1.22 Schedule of Work and Limitations

A. Operations During the progress of work, landfill facilities operation shall be maintained

without interruption, except by specific arrangement with the County and then only at such times as approved in writing by the Engineer. The Contractor will be required to maintain access to the operating portion of the landfill at all normal times of business. The Contractor will be required to provide traffic control and provide alternate routes of access if construction activities interfere with the flow of traffic along the Landfill's main access road.

B. Coordination of Contract Work with Owner's Operation The Contractor shall coordinate the work of this contract through the Project

Manager assigned by the County or Engineer. Progress meeting will be conducted weekly in accordance with the county of Sacramento, Standard Construction Specifications, Section 7.3 Preconstruction Conference and Progress Meeting. The contractor shall submit a construction schedule and progress schedule in accordance with the County of Sacramento Standard Construction Specifications, Section 7.5.01 Progress Schedule.

C. Existing Landfill Gas (LFG) System

The Contractor shall coordinate all shutdowns of the existing LFG collection systems through the Project Inspector assigned by the County or Engineer. The Contractor shall make every effort to minimize the number of shutdowns



during the course of the project. Shutdown of the systems shall be limited as follows:

• Any portion of the LFG collection system shall not be shutdown for more than 4 hours in a row.

D. Site Conditions The CONTRACTOR shall be responsible for having determined the site

conditions to his or her satisfaction, prior to the submission of a bid, the nature and location of the work, the conformation of the ground, the character and quality of the landfill, the type and quantity of materials to be encountered, the character of equipment and facilities needed preliminary to and during the execution of the work, the general and local conditions, and all other matters which can in any way affect the work under this Contract. The prices established for the work to be done will reflect all costs pertaining to the work. Any claims for extras based on landfill conditions or groundwater table conditions will not be allowed.

1.23 ALLOWABLE TIMES AND HOURS OF WORK

Work may be performed between the hours of 5 a.m. through 8 p.m., 7 days per week, excluding Legal Holidays.

END OF SECTION

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Kiefer Landfill DIVISION 1 GENERAL REQUIREMENTS Module M1L‐M3 Infill TABLE OF CONTENTS

TABLE OF CONTENTS


Section 01010 Summary of Work ........................................................................... 6

Section 01019 Contract Considerations ................................................................. 2

Section 01025 Measurement and Payment ........................................................... 7

Section 01035 Modification Procedures ................................................................ 2

Section 01050 Field Engineering ............................................................................. 2

Section 01052 Layout of Work and Surveys ........................................................... 3

Section 01090 References ...................................................................................... 3

Section 01190 Health and Safety ............................................................................ 3

Section 01200 Project Meetings ............................................................................. 4

Section 01300 Submittals ....................................................................................... 4

Section 01310 Construction Schedule .................................................................... 2

Section 01400 Quality Control ................................................................................ 3

Section 01500 Construction Facilities ..................................................................... 6

Section 01560 Temporary Controls ........................................................................ 6

Section 01600 Material and Equipment ................................................................. 2

Section 01630 Product Options and Substitutions ................................................. 2

Section 01700 Contract Closeout ........................................................................... 4

Kiefer Landfill Module M1L‐M3 Infill DIVISION 1 GENERAL REQUIREMENTS

Geo‐Logic Associates Section 01010 July 2015 Page 1 of 6 SUMMARY OF WORK

SECTION 01010

SUMMARY OF WORK

PART 1 GENERAL

1.1 SECTION INCLUDES

A. Contract Description.

B. Construction water.

C. Contractor’s use of site.

D. Description of work.

E. Contractor’s Work Scope.

1.2 CONTRACT DESCRIPTION

A. Contract Type: Standard Form of Agreement between County and Contractor on the Basis of a Stipulated Price.

1.3 CONSTRUCTION WATER

A. Water for construction and dust control is available from an on‐site source. The contractor shall determine his construction water requirements prior to bidding and shall be responsible for supplying an adequate amount of water. The county/engineer shall not be responsible for providing additional water nor does it guarantee the quality or quantity of water from the on‐site source. Any additional water shall be provided by the contractor at his expense.

B. The Contractor shall be responsible for transporting and/or conveying, all required construction water from on‐site.

1.4 CONTRACTOR’S USE OF SITE

A. The contractor cannot interfere with ongoing landfill operations, including the allowance of sufficient water supply for dust control and operational measures.

B. The Contractor should limit activities to the project area, as shown on the Construction Drawings, stockpiles, staging area, and haul road as identified by the County/Engineer.



1.5 DESCRIPTION OF WORK

A. The work to be performed for this contract includes, but is not necessarily limited to, the construction of the Module M1L‐M3 Infill waste disposal area and related structures, including excavating and stockpiling of soils and construction of the liner system. Work also includes the removal and replacement of various drainage structures. The construction area of the project is approximately 0.5 acres with a lined area of approximately 0.05 acres.

B. The M1L‐M3 Infill liner system, from bottom to top, consists of the following constructed layers:

Prepared Subgrade;

A multilayer fabric‐encased GCL;

A double side textured 60‐mil thick HDPE geomembrane liner;

A double‐sided geocomposite layer; and

A two‐foot thick operations layer.

C. Other Construction Items Include:

Excavation of existing liner terminations;

Removal and disposal of existing culverts and their inlet structures;

Removal of existing walls and K‐rails in construction area;

Installation of new drop‐inlets and culverts;

Placing engineered fill to rebuild access road;

Improvement of exiting channels; and

Repairing roads as needed

All work must be carried out and maintained per the Construction Drawings and Specifications subject to the approval of the Design Engineer and Construction Quality Assurance Consultant.

1.6 CONTRACTOR’S WORK SCOPE

A. Contractor shall furnish all labor, materials, tools, equipment, supervision, transportation, and installation services required for the following tasks as



summarized below, and outlined in the Construction Drawings and Specifications:

1. Excavating, stockpiling, and preparing subgrade within the project area to the lines and grades shown on the Construction Drawings, including dust control, proof‐rolling, surveying, and stockpile development.

2. Removal of existing drainage structures and concrete walls in liner area.

3. Preparing geosynthetic anchor trenches including locating, excavating, fill placement, backfilling and compaction, and the installation of markers.

4. Exposing and cleaning existing geosynthetics terminations for liner tie‐in.

5. Provide all necessary construction staking to lay‐out the work and other surveying to compute quantities and prepare as‐built drawings for the liner terminations and tie‐ins, top of subgrade, and operations layer. Prepare all required Record Drawings and surveys necessary to document as‐built quantities/conditions.

6. Placing and seaming fabric‐encased GCL over the prepared subgrade.

7. Placing and seaming 60‐mil double‐side textured HDPE geomembrane over the GCL.

8. Placing and seaming the double‐sided geocomposite over the geomembrane.

9. Placement and grading of the operations layer over the geocomposite, including hauling, spreading, and placement.

10. Installation on drop‐inlets and culverts.

11. Channel improvements in areas leading into drop‐inlets.

12. Repairs to access road.

13. Provide warranties, performance and payment bonds, and insurance as specified in the Contract Documents.

14. Generate and submit Project Schedules and Schedules of Values for engineer’s review.

15. Satisfy the substantive requirements of permits required from appropriate federal, state, and local authorities such as storm water discharge, erosion and sedimentation.



16. The Contractor shall prepare a site specific Health and Safety Plan and Emergency Response and Contingency Plan (subject to approval by County), furnish health and safety equipment and decontamination materials as specified in the Health and Safety Plan, and implement provisions of the Emergency Response and Contingency Plan as necessary.

17. Mobilization and demobilization of equipment and systems at the site.

1.4 EXISTING SITE CONDITIONS

A. The Contractor is advised that there are survey monuments, underground utilities, landfill gas collection system components, landfill liner and leachate collection system components, paved roads, fencing, lysimeters, and landfill gas and groundwater monitoring wells on the Project Site. The Contractor shall be responsible for the repair or replacement of any existing facilities and equipment damaged by the Contractor's personnel, equipment, subcontractors, or material suppliers.

B. The Contractor is advised that the construction of this project may entail working adjacent to buried wastes and refuse. As buried organic materials decompose anaerobically, they generate landfill gas (LFG). This LFG (or biogas) normally consists of about 45% carbon dioxide (CO2) 55% methane (CH4), and minor quantities of other gases dependent on the composition of the buried materials. Occasionally hydrogen sulfide (H2S) or other toxic gases have been encountered at some landfills, even though the site was not classified as a hazardous waste disposal site.

C. The landfill is permitted by the state and operated as a Class III landfill which allows for the disposal of "nonhazardous solid waste" as defined in Title 22 of the California Code of Regulations. Notwithstanding the above, the County/Engineer cannot guarantee that toxic or hazardous materials or vapors will not be encountered by the Contractor during the performance of this project.

1.5 CONSTRUCTION DRAWINGS

A. Where "as shown," "as detailed," "as noted," or words of like meaning are used in the Contract Documents, it shall be understood that reference is being made to the Construction Drawings unless otherwise specified.

1.6 MANUFACTURER'S SPECIFICATIONS AND INSTRUCTIONS

A. Unless otherwise indicated or specified, all manufactured materials, products, processes, equipment, or the like shall be installed or applied consistent with the



Manufacturer's instructions, directions, or Specifications. Said installation or application shall be in accordance with printed instructions furnished by the Manufacturer of the material or equipment concerned for use under conditions similar to those at the Project Site. Two copies of such instructions shall be furnished to the County/Engineer and his acceptance thereof obtained before work is begun.

B. Any deviation from the Manufacturer's printed recommendations shall be explained and acknowledged as correct for the circumstances, in writing, by the particular Manufacturer. The Contractor will be held responsible for all installations not conforming to the Manufacturer's recommendations. If any item of material or equipment is found to be installed not consistent with the Manufacturer's recommendations, the Contractor shall make all changes necessary to achieve such compliance.

C. Contractor shall secure all field measurements required for proper and accurate fabrication and installation of the work included in this Contract. Exact measurements are the Contractor's responsibility. The Contractor shall also furnish or obtain all templates, patterns, and setting instructions required for the installation of all work. All dimensions shall be verified by the Contractor in the field.

1.7 WORK QUALITY

A. Shop and field work shall' be performed by mechanics and workers skilled and experienced in the fabrication and installation of the work feature involved. All work under this Contract shall be performed consistent with the best practices of the various trades involved and consistent with the Construction Drawings, reviewed shop drawings, and these Specifications.

B. All work shall be erected and installed plumb, level, square and true, or true to indicated angle, and in proper alignment and relationship to the work of other trades. All finished work shall be free from defects and damage.

C. The County/Engineer reserves the right to reject any and all materials and work quality which is not considered to be up to the general standards of the various trades involved. Such inferior material or work quality shall be repaired or replaced, as directed, at no additional cost to the County/Engineer.

1.8 ACCESS TO WORK

A. The authorized representatives of the following agencies will also have the right of access to inspect the work covered by these Contract Documents during the performance of this Contract:



1. California Regional Water Quality Control Board, Central Valley Region.

2. Sacramento Metropolitan Air Quality Management District.

3. California Department of Resources Recycling and Recovery (CalRecycle).

4. Sacramento County Environmental Management Department.

5. Other local, state, and federal agencies.

B. These inspections will be performed in the presence of the County/Engineer. Reasonable facilities for the proper handling and inspection of the materials and the work shall be furnished by the Contractor.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


Geo‐Logic Associates Section 01019 June 2015 Page 1 of 2 CONTRACT CONSIDERATIONS

SECTION 01019

CONTRACT CONSIDERATIONS

PART 1 GENERAL


A. References and abbreviations of various industry associations, trade associations, societies, organizations, and regulatory agencies, as referenced in the Contract Documents.

1.2 DESCRIPTIONS

A. The Contract Documents contain references to various standard Specifications, codes, practices, and requirements for materials, workmanship, installation inspections, and tests. Which references are published and issued by the organizations, societies, and associations listed below by abbreviation and name. Such references are hereby made a part of the Contract Documents to the extent cited.

B. Any material, method, or procedure specified by reference to the number, symbol, or title of a specific Specification or standard, such as a Commercial Standard, American National Standard, Federal or State Specification, Industry or Government Code, a trade association code or standard, or other similar standard, shall comply with the requirements of the edition in effect on the date of Notice to Proceed.

C. The code, specification, or standard referred to, except as modified in these Specifications, shall have full force and effect as though printed in these Specifications. These Specifications and standards are not furnished to bidders since manufacturers and trades involved are assumed to be familiar with their requirements. The county will furnish, upon request, information as to how copies of the Specifications and standards referred to may be obtained.

1.3 ABBREVIATIONS

A. Whenever in the Contract the following abbreviations are used, their meanings shall be as follows:

AASHTO American Association of State Highway and Transportation Officials

ACI American Concrete Institute

ANSI American National Standards Institute

ASCE American Society of Civil Engineers


Geo‐Logic Associates Section 01019 June 2015 Page 2 of 2 CONTRACT CONSIDERATIONS

ASTM American Society for Testing and Materials

AWWA American Water Works Association

GRI Geosynthetics Research Institute

FS Federal Specifications

NSF National Sanitation Foundation

OSHA Occupational Safety and Health Administration

PPI Plastic Pipe Institute

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


Geo‐Logic Associates Section 01025 July 2015 Page 1 of 7 MEASUREMENT AND PAYMENT

SECTION 01025

MEASUREMENT AND PAYMENT

PART 1 GENERAL


A. Measurement and payment methods for contract bid items.

1.2 MEASUREMENT OF QUANTITIES

A. Performed according to United States Measures.

B. Based on actual units installed or neat line dimensions of work completed.

1.3 CALCULATION OF QUANTITIES

A. Progress Payment Quantities:

1. Contractor will compute all quantities of Work performed, or of materials and equipment delivered to the site for progress payment purposes.

2. County/Engineer may at any time verify quantities calculated by Contractor.

B. Final Payment Quantities: Contractor will compute all quantities of Work performed, or of materials and equipment delivered and installed for final payment purposes. County/Engineer may perform an independent computation of all quantities of work performed, and of materials and equipment installed.

1.4 PAYMENT

A. In accordance with lump sum, unit prices, or force account rates shown on the Contractor’s final negotiated Bid Schedule.

B. Includes all costs for overhead and profit and for supplying materials, labor, equipment, and tools, necessary to complete the Work in accordance with the Specifications, Construction Drawings, and Contract Conditions.

1.5 VALUES OF UNIT PRICES

A. The number of units and quantities contained in the Bid Schedule are approximate only, and final payment will be made for the actual number of units



and quantities incorporated in the work or made necessary to complete the project.

B. In the event that work and materials or equipment are required to be furnished to a greater or lesser extent than is indicated by the Contract Documents, such work and materials or equipment shall be furnished in greater or lesser quantities.

1.6 CHANGES AND EXTRA WORK

A. Changes and extra work will be measured and paid for in accordance with the requirements of Section 8 of the General Specifications.

1.7 REJECTED MATERIALS

A. 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.

1.8 PAY ITEMS

MODULE M1L‐M3, INFILL CONSTRUCTION

1. Mobilization/Demobilization (Bid Item 1)

a. Measurement by lump sum (LS), based on mobilizing equipment and labor to perform work and demobilizing from and cleaning the site after all work and testing has been performed and accepted by the County/Engineer.

b. Payment shall be Lump Sum (LS). Payment shall be made in accordance with Section 8‐1.03.B of the Standard Specifications. Includes work described in Section 01010, 01200, 01300, 01310, 01400, 01500, 01560, 01600, 01630, and 01700; and preparing and implementing the Stormwater Pollution Prevention Plan.

2. Layout of Work and Surveys (Bid Item 2)



a. Measurement by Lump Sum (LS)

b. Payment shall be Lump Sum (LS). Payment includes all costs to perform construction control and slope staking, surveys to complete quantities, surveys to document as‐built conditions of the Construction, and the preparation of Record Drawings as described in the Specifications. Contractor shall provide an estimate of labor hours and expenses with this bid to support the lump sum price.

3. Clearing and Stripping (Bid Item 3)

a. Measured by the Lump Sum (LS).

b. Payment shall be Lump Sum (LS). Payment includes all costs to perform the work as described in the Specifications.

4. Selective Demolition (Bid Item 4)

a. Measured by the Lump Sum (LS).

b. Payment shall be Lump Sum (LS). Payment includes all costs to perform the demolition and salvage work as shown on the Construction Drawings and as described in the Specifications.

5. Excavation and Placement of Material to Temporary Stockpile (Bid Item 5)

a. Measured by the bank Cubic Yard (CY). Measurement of excavation will be made by comparing pre‐construction topography of the liner construction area as depicted on the Construction Drawings with post‐excavation topography. Pre‐construction topography will be established by field survey of existing grades. Survey will establish existing grades at a maximum 25‐foot grid and establish major grade breaks. Post‐construction topography will be established by similar survey at a maximum 25‐foot grid and also establish major grade breaks. Calculations will be made on an average end area basis vertically by 2‐foot contour interval.

b. Payment shall be made by the Cubic Yard (CY). Payment includes all costs to excavate soil within the cell construction area, load, haul, and place in a stockpile as described in the Specifications and as shown on the Construction Drawings.

6. Engineered Fill (Bid Item 6)



a. Measured by in‐place Cubic Yard (CY). Measurement of in‐place engineered fill will be made by comparing topography prior to placement of engineered fill with the topography after placement of the engineered fill. Topography will be established by field survey establishing grades at a maximum 25‐foot grid and establish major grade breaks. Calculations will be made on an average end area basis vertically by 2‐foot contour interval.

b. Payment shall be made by the Cubic Yard (CY). Payment includes all costs to excavate from the temporary stockpile, construction area or the County/Engineer designated borrow area, haul, place, rough grade, moisture condition and compact as described in the Specifications and as shown on the Construction Drawings. This bid item does not include engineered fill in the pipe trenches.

7. Waste Excavation (Bid Item 7)

a. Measured by the Cubic Yard (CY). Measurement of waste excavation will be made by volumetric measurement of each truckload of waste excavated from the construction area and hauled to the working face of the landfill.

b. Payment shall be by Cubic Yard (CY). Payment includes all costs to excavate waste within the cell construction area, load, haul to landfill scale for weighing, and haul to the working face of the landfill as described in the Specifications and as shown on the Construction Drawings. There will be no charge to the contractor for disposal of the waste in the landfill.

8. Subgrade Preparation (Bid Item 8)

a. Measurement by the Square Foot (SF). Measurement based on a perimeter survey of the prepared subgrade.

b. Payment shall be by the square foot (SF). Payment includes all costs to prepare the subgrade including but not limited to moisture conditioning compaction, grading, rock removal and smooth drum rolling in preparation for geosynthetic installation in accordance with the Construction Drawings and Specifications.

9. Eastern Temporary Liner Termination (anchor trench) (Bid Item 9)

a. Measurement by the Lineal Foot (LF) of the termination, based on the field survey.



b. Payment shall be by Lineal Foot (LF). Payment includes all costs to locate, excavate, prepare, shape, backfill, compact, Supply and install plywood, or otherwise construct the termination as shown on the Construction Drawings and described in the Specifications.

10. Liner Tie‐in to Module M3 (Bid Item 10)

a. Measurement by the Lineal Foot (LF) of tie‐in, based on the field survey.

b. Payment shall be by Lineal Foot (LF). Payment includes all costs to locate, excavate, prepare, shape, backfill, compact, or otherwise construct the tie‐in as shown on the Construction Drawings and described in the Specifications.

11. Liner Tie‐in to Module M1L (Bid Item 11)

a. Measurement by the Lineal Foot (LF) of tie‐in, based on the field survey.

b. Payment shall be by Lineal Foot (LF). Payment includes all costs to locate, excavate, prepare, shape, backfill, compact, or otherwise construct the tie‐in as shown on the Construction Drawings and described in the Specifications.

12. Rip‐Rap Lined Channel (Bid Item 12)

a. Measured by Lineal Foot (LF). Measurement based on surveyed actual length constructed.

b. Payment shall be by Lineal Foot (LF). Payment includes all work to excavate ditches, shape and construct ditches, construct diversion berms including material hauling, placement and soil compaction, supply and install geotextile, and supply and install rip‐rap in accordance with the Construction Drawings and the Specifications.

13. Concrete Lined Channel (Bid Item 13)

a. Measured by Lineal Foot (LF). Measurement based on surveyed actual length constructed.

b. Payment shall be by Lineal Foot (LF). Payment includes all work to excavate, shape and construct the concrete lined channel, including material hauling, placement and soil compaction, supply and installation of concrete and reinforcement, and all formwork in accordance with the Drawings and the Specifications.



14. Geosynthetic Clay Liner (Bid Items 14)

a. Measurement by the square foot (SF) of area installed. Measurement based on a perimeter survey of the completed installation. No adjustment will be made for uneven contours or for overlap at seams or wastage. No measurement will be made for GCL lost due to damage resulting from either the fault or the negligence of the Contractor. The perimeter is defined as the neat line dimension shown on the perimeter details. The measured area includes GCL placed in the anchor trenches in accordance with the Specifications and to the neat line dimensions shown on the Construction Drawings.

b. Payment shall be by the square foot (SF). Includes all costs to furnish and install the fabric‐encased GCL as shown on the Construction Drawings and described in the Specifications.

15. 60‐mil Double Textured HDPE Geomembrane (Bid Item 15)

a. Measurement by the square foot (SF) of area installed. Measurement based on a perimeter survey of the completed installation. No adjustment will be made for uneven contours or for overlap at seams or wastage. No measurement will be made for geomembrane lost due to damage resulting from either the fault or the negligence of the Contractor. The perimeter is defined as the neat line dimension shown on the perimeter details. The measured area includes geomembrane placed in the anchor trenches in accordance with the Specifications and to the neat line dimensions shown on the Construction Drawings.

b. Payment will be by the square foot (SF). Includes all costs to furnish and install geomembrane as shown on the Construction Drawings and described in the Specifications.

16. Double‐Sided Geocomposite (Bid Item 16)

a. Measurement by the square foot (SF) of area installed. Measurement based on a perimeter survey of the completed installation. No adjustment will be made for uneven contours or for overlap at seams or wastage. No measurement will be made for geocomposite lost due to damage resulting from either the fault or the negligence of the Contractor. The perimeter is defined as the neat line dimension shown on the perimeter details. The measured area includes geocomposite placed in the anchor trenches in accordance with the Specifications and to the neat line dimensions shown on the Construction Drawings.



b. Payment will be by the square foot (SF). Includes all costs to furnish and install the double‐sided geocomposite as shown on the Construction Drawings and described in the Specifications.

17. Operations Layer (Bid Item 17)

a. Measurement by the in‐place cubic yard (CY). Measurement will be based on the surveyed area multiplied by the neat line thickness shown on the Construction Drawings. Contractor will be responsible for verifying specified thickness by survey methods. No adjustments will be made in the area for uneven contours.

b. Payment will be by the cubic yard (CY) in‐place. Payment includes all costs to furnish equipment and labor to excavate, load, haul, and place on‐site supplied material as shown on the Construction Drawings and as described in the Specifications.

18. 48‐inch Diameter HDPE Pipe (Bid Item 18)

a. Measured by Lineal Foot (LF). Measurement based on actual surveyed length installed.

b. Payment includes all work to trench and install Contractor‐supplied 48‐inch corrugated HDPE, including fittings and connections, water‐tight couplers, and end cap, and backfill in accordance with the Construction Drawings and the Specifications. Also includes all costs to supply and install the pipe bedding material, pipe zone backfill, engineered fill within the pipe trench, and aggregate base in accordance with the Construction Drawings and the Specifications.

19. 60‐inch Diameter Drop Inlets (Bid Item 19)

a. Measured by Each (EA).

b. Payment includes all work to excavate, furnish and install drop inlet structure, trash rack, and appurtenances as shown on the Construction Drawings and as described in the Specifications. Also includes the supply and install of bedding material, pipe zone backfill, concrete, and any other necessary components to fully install the drop inlet and connect to the 48” HDPE pipe as shown on the Construction Drawings and described in the Specifications.

PART 2 PRODUCTS

Not Used.



PART 3 EXECUTION

Not Used.

END OF SECTION


Geo‐Logic Associates Section 01035 Julye 2015 Page 1 of 2 MODIFICATION PROCEDURES

SECTION 01035

MODIFICATION PROCEDURES

PART 1 GENERAL


A. Field Orders.

B. Work Directive Changes.

C. Change Orders.

1.2 CHANGE PROCEDURES

A. County will issue Field Orders for minor changes in the Work not involving an adjustment to Contract Price or Contract Time.

B. County may issue a Proposal Request which includes a detailed description of a proposed change with supplementary or revised Construction Drawings and Specifications, a change in Contract Time for executing the change with a stipulation of any overtime work required, and the period of time during which the requested price will be considered valid. Contractor shall prepare and submit a Proposal with a cost estimate within 5 days.

C. Contractor may request a change by submitting a Proposal to County, describing the proposed change and its full effect on the Work. Include a statement describing the reason for the change, the effect on the Contract Price and Contract Time, and a statement describing the effect on Work by separate or other contractors.

D. County may issue a Work Change Directive for any change which, if not processed expeditiously, might delay the Project. This is not a Change Order, but only a directive to proceed with Work that may be included in a subsequent Change Order.

E. Changes affecting Contract Price or Contract Time, resulting under paragraphs 1.2 B, C, and D of this Section, will be processed as a Change Order.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION


Geo‐Logic Associates Section 01035 Julye 2015 Page 2 of 2 MODIFICATION PROCEDURES

Not Used.

END OF SECTION


Geo‐Logic Associates Section 01050 July 2015 Page 1 of 2 FIELD ENGINEERING

SECTION 01050

FIELD ENGINEERING

PART 1 GENERAL


A. General requirements for survey work to be performed by Contractor to layout Work under this Contract.

B. Before commencing any surveys, Contractor will give County/Engineer two working days advance notice so that County/Engineer may witness such work.

1.2 RELATED SECTIONS

A. Section 01025 ‐ Measurement and Payment.

1.3 DESCRIPTION

A. Reference points: Reference points to be provided by County pursuant to the General Conditions will include referenced monuments and elevation benchmarks in the vicinity of the Project. If displaced by Contractor, replacement of these reference points will be at the expense of Contractor.

B. 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 top of subgrade and top of drainage layer.

C. Use by County/Engineer: County/Engineer may at any time use line and grade points and markers established by Contractor. Contractor’s surveys are a part of the Work and may be checked by County/Engineer at any time. Contractor is responsible for any lines, grades, or measurements which do not comply with specified or proper tolerances, or which are otherwise defective, and for any resultant defects in the Work. Contractor will be required to conduct re‐surveys or check surveys to correct errors indicated by review of the field notebooks or otherwise detected.

1.4 SURVEYS FOR MEASUREMENT FOR PAYMENT

A. When the Specifications or County/Engineer require Bid Schedule items of work to be measured by surveying methods, Contractor shall perform the surveys. All such surveys, including control surveys for establishing the measurement reference lines, shall be performed by a duly qualified and licensed surveyor in


Geo‐Logic Associates Section 01050 July 2015 Page 2 of 2 FIELD ENGINEERING

the presence of Contractor who will provide notice so County/Engineer may witness the surveying operation. County/Engineer may independently check calculations of final quantities for payment purposes. A duplicate of the note reductions and calculations will be given to the County/Engineer. All calculated quantities shall be certified by a licensed surveyor as to accuracy.

1.5 SURVEYING ACCURACY AND TOLERANCES IN SETTING OF SURVEY STAKES

A. Perform control traverse field surveys and computations to an accuracy of at least 1:10,000.

B. 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 1 in 10,000 ±0.01 ft.

General excavation and earthwork

1 in 2,000 ±0.10 ft.

C. Tolerances for designed thickness shown on the Construction Drawings and for

elevations shown on the Construction Drawings are ±0.10 foot unless otherwise specified.

D. Surveyor must be licensed in the State of California.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


Geo‐Logic Associates Section 01052 Julye 2015 Page 1 of 3 LAYOUT OF WORKS AND SURVEYS

SECTION 01052

LAYOUT OF WORK AND SURVEYS

PART 1 GENERAL

1.1 SUMMARY

A. Section includes 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.

3. Record Drawings.

1.2 DESCRIPTION

A. Reference Points. The reference points provided by the County include monuments and elevation bench marks 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 County/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 licensed surveyor.

D. Field Notes and Records. Record surveys in field notebooks.

E. Use by the County. The County may at any time use line and grade points and markers established by the County/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.


A. Section 01025 ‐ Measurement and Payment



B. Section 01050 – Field Engineering

1.4 SURVEYS FOR LAYOUT AND PERFORMANCE OF WORK

A. 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 the following:

1. Slope staking for cell grading at 25‐foot grid, and grade breaks.

2. Control staking for prepared subgrade and operations layer thickness at 25‐foot grid, and grade breaks.

3. All as‐built surveys specified in this section.

4. Surveys to measure completed units of work specified in this section.

B. Contractor must perform all additional slope staking, off‐setting and other control staking necessary to perform the Work.

1.5 SURVEYS FOR RECORD DRAWINGS AND MEASUREMENT FOR PAYMENT

A. Provide the County/Engineer with Record Drawings that show the following items:

1. Topography that depicts the landfill subgrade following excavation.

2. Topography that depicts the top of engineered fills.

3. Anchor trench location with survey points every 25 feet, at tie‐ins, and at alignment breaks, such as corners.

4. Limit of geomembrane and GCL (surface area).

5. Limit of geocomposite (surface area).

6. Topography that depicts the top of the Operations Layer.

7. Invert and top elevation of drop inlets.

8. Survey of installed culverts at 25 foot intervals at invert.

9. Invert of all constructed stormwater channels.

B. Submit survey information for items listed above to the County/Engineer before the items are covered.



1. Provide surveys to measure the following items:

a. Volume of excavation.

b. Actual area (corrected for slope) of geosynthetics (geomembrane and geocomposite).

c. Volume of engineered fill.

d. Volume of operations layer soil.

e. Length of pipe.

f. Length of channels.

C. The County/Engineer may perform independent checks.

D. Provide Record 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 Record 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.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


Geo‐Logic Associates Section 01090 July 2015 Page 1 of 3 REFERENCES

SECTION 01090

REFERENCES

PART 1 GENERAL

1.1 SUMMARY

A. Section includes Standard Specifications, references, and abbreviations of various industry associations, trade associations, societies, organizations, and regulatory agencies, as referenced in the Contract Documents.

1.2 DESCRIPTIONS

A. The Contract Documents contain references to various standard Specifications, codes, practices, and requirements for materials, workmanship, installation inspections, and tests, which references are published and issued by the organizations, societies, and associations listed below by abbreviation and name. Such references are hereby made a part of the Contract Documents to the extent cited.

B. Any material, method, or procedure specified by reference to the number, symbol, or title of a specific specification or standard, such as a Commercial Standard, American National Standard, Federal or State Specification, Industry or Government Code, a trade association code or standard, or other similar standard, shall comply with the requirements in the latest revision thereof and any amendments or supplements thereto in effect on the date of Award of the Contract, except as limited to type, class, or grade, or modified in such reference.

C. The code, Specification, or standard referred to, except as modified in these Specifications, shall have full force and effect as though printed in these Specifications. These Specifications and standards are not furnished to Bidders since Manufacturers and trades involved are assumed to be familiar with their requirements. The County/Engineer will furnish, upon request, information as to how copies of the referenced Specifications and standards may be obtained.

D. Whenever the abbreviation is specified, it shall be understood to mean the full name of the respective organization as listed below.

1.3 ABBREVIATIONS

A. Whenever in the Contract the following abbreviations are used, their meanings shall be as follows:



AASHTO American Association of State Highway and Transportation Officials

ACI American Concrete Institute

AISE Association of Iron and Steel Engineers

AISC American Institute of Steel Construction

AISI American Iron and Steel Institute

ANSI American National Standards Institute

ASCE American Society of Civil Engineers

ASME American Society of Mechanical Engineers

ASTM American Society for Testing and Materials

AWPA American Wood Preservers Association

AWPI American Wood Preservers Institute

AWS American Welding Society

AWWA American Water Works Association

Caltrans California Department of Transportation

CRSI Concrete Reinforcing Steel Institute

USEPA U. S. Environmental Protection Agency

FS Federal Specifications

MIL U.S. Military Specifications

NFPA National Fire Protection Association

OSHA Occupational Safety and Health Administration

SSPC Steel Structures Painting Council

UBC Uniform Building Code

UL Underwriter's Laboratories, Inc.

UMC Uniform Mechanical Code

UPC Uniform Plumbing Code

USBR U.S. Bureau of Reclamation

WCRSI Western Concrete Reinforcing Steel Institute

1.4 STANDARD CONSTRUCTION SPECIFICATIONS

A. The County of Sacramento, Public Works Agency, Standard Construction



Specifications, dated January 2008, and referred to as the Sacramento County Standard Construction Specifications.

B. Copies of these Specifications may be obtained online, or at 827 Seventh Street, Room 105, Sacramento, California. Mail orders should be sent to the County of Sacramento, Municipal Services Agency, Technical Resources Section, 827 7th Street, Room 105, Sacramento, California 95814.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


Geo‐Logic Associates Section 01190 July 2015 Page 1 of 3 HEALTH AND SAFETY

SECTION 01190

HEALTH AND SAFETY

PART 1 GENERAL

1.1 SUMMARY

A. Section includes general requirements for the following:

1. Protection of health and safety of personnel.

2. Additional considerations for Contractor's safety program.

B. The provisions of this section are supplementary to other provisions specified elsewhere in the Contract Documents.

C. Nothing in this section shall preclude the Contractor from complying with the more stringent requirements of the applicable federal, state, county, and industry standards, rules, and regulations.


A. County of Sacramento Standard Construction Specifications, January 2008

B. Section 01560 ‐ Temporary Controls

1.3 SPECIAL SAFETY PRECAUTIONS

A. Since this project is located at a landfill site and possibly in an area subject to gas migration, the Contractor shall become familiar with the potential hazards associated with landfill gas.

B. 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.

1.4 POTENTIAL FOR HAZARDS

A. Landfill gases usually vent to the atmosphere through the cover soils, 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, 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.

1.5 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:

1. Smoking shall be prohibited on the landfill property.

2. The use of explosives or firearms shall not be permitted on the site.

3. If refuse is exposed during construction activities, the County/Engineer shall be notified immediately.

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 shall include the following measures:

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.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


Geo‐Logic Associates Section 01200 July 2015 Page 1 of 4 PROGRESS MEETINGS

SECTION 01200

PROJECT MEETINGS

PART 1 GENERAL

1.1 REQUIREMENTS INCLUDED

A. Representatives of Contractor, subcontractors, and suppliers attending meetings must be authorized to act on behalf of organizations they represent.

1.2 PRE‐CONSTRUCTION MEETING

A. Meeting will be held at a location selected by County.

B. Attendance:

1. Contractor’s Office Representative.

2. Contractor’s On‐Site Field Superintendent.

3. Any Subcontractors or Supplier’s representatives whom Contractor may desire to invite or County/Engineer may request.

4. Engineer and CQA Consultant.

5. County Representative.

C. A suggested format would include, but not be limited to, the following subjects:

1. Presentation of a proposed construction progress schedule and submit‐tals as required by the Contract Documents.

2. Required bonds and insurance certifications prior to Notice to Proceed.

3. Liquidated Damages.

4. Procedures for handling submittals.

5. Direction of correspondence, and coordinating responsibility between Contractor and County/Engineer.

6. Request or scheduling of a weekly job meeting for all involved.

7. Laboratory testing of construction materials.



8. Applications for payment, and progress payment procedures.

9. Change Order procedures.

10. County’s site regulations.

D. The meeting will be documented by the County/Engineer or person designated by the County/Engineer. Copies of the minutes and relevant documents will be provided to all parties.

1.3 WEEKLY PROGRESS MEETINGS

A. County’s Representative will schedule and administer progress meetings at a minimum of once per week and such additional meetings as required, or as requested by County/Engineer.

B. Attendance:

1. County’s Representative.

2. Engineer.

3. CQA Officer.

4. Contractor’s superintendent.

5. Subcontractors as appropriate to agenda.

6. Suppliers as appropriate to agenda.

C. Meeting requirements:

1. County’s Representative or CQA Consultant will administer the following general requirements for progress meetings:

a. Prepare agenda for meetings.

b. Make physical arrangements for meetings.

c. Preside at meetings.

2. Contractor will administer the following general requirements for progress meetings:

a. Record significant proceedings and decisions of meeting.



b. Reproduce and distribute copies of meeting record within seven days after each meeting to participants in meeting and to parties affected by decisions made at meeting. Furnish one copy of minutes to participants. Revise and distribute revisions to meeting minutes as necessary.

D. Suggested Agenda:

1. Review and approval of record of previous meeting.

2. Review of Work progress since previous meeting.

3. Field observations, problems, and conflicts.

4. Problems which impede Work Schedule.

5. Review of off‐site delivery schedules.

6. Corrective measures and procedures to regain projected schedule if a review of the schedule deems it necessary.

7. Revisions to Construction Progress Schedule.

8. Coordination of schedules between contractors.

9. Review submittal schedules; expedite as required.

10. Maintenance of quality and safety standards.

11. Pending changes and substitutions.

12. Review proposed changes for effect on construction schedule and completion date, and on other contracts of projects.

13. Review of drawings and specifications that govern the next two weeks of work.

14. Review of bid item quantities relative to original estimates.

15. Review and update of as‐built drawings.

16. Other business.

1.4 DAILY PROGRESS MEETINGS

A. An informal progress meeting will be held daily before the start of work. At a



minimum, this meeting will be attended by the Contractor’s Project Manager, Job Foreman and other Contractor staff. It may also be attended by the County/Engineer’s Representative or CQA Monitor. The purpose of this meeting is to:

1. Review safety topics.

2. Review scheduled work activities.

3. Discuss problems and resolutions.

4. Review test data.

5. Discuss the Contractor’s personnel and equipment assignments for the day.

6. Review the previous day’s activities and accomplishments.

B. This meeting will be documented by the Contractor.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


Geo‐Logic Associates Section 01300 July 2015 Page 1 of 4 SUBMITTALS

SECTION 01300

SUBMITTALS

PART 1 GENERAL


A. Submittal Procedures.

B. Construction Progress Schedules.

C. Proposed Products List.

D. Shop Drawings.

E. Product Data.

F. Samples.

G. Manufacturer's Installation Instructions.

H. Manufacturers’ Certificates.


A. Section 01310 ‐ Construction Schedule.

B. Section 01400 ‐ Quality Control.

C. Section 01700 ‐ Contract Closeout.

1.3 SUBMITTAL PROCEDURES

A. Transmit each submittal with a transmittal form in electronic format, such as pdf.

B. Sequentially number the transmittal form. For revised submittals add an alphabetic suffix to the original number.

C. Identify Project, Contractor, Subcontractor or supplier; pertinent drawing and detail number, and specification section number, as appropriate.

D. Apply Contractor’s stamp, signed or initialed certifying review, verifying that the products required, field dimensions, adjacent construction work, and



coordination of information, is in accordance with the requirements of the Work and Contract Documents.

E. Schedule submittals to expedite review by the County/Engineer and delivery in the time frame specified. Coordinate submission of related items.

F. Allow 14 calendar days of review time for each submittal excluding delivery time to and from the Contractor.

G. Identify variations from Contract Documents and Product or system limitations, which may be detrimental to successful performance of the completed Work.

H. Provide space for Contractor, County and/or County/Engineer’s Representative review stamps.

I. If revisions and re‐submittals are required, identify all changes made since previous submission.

J. Distribute copies of reviewed submittals as appropriate. Instruct parties to promptly report any inability to comply with provisions.

K. Submittals not requested will not be recognized or processed.

L. The Contractor shall prepare a list of all required submittals with the status of review at the pre‐construction meeting. This list shall be updated and submitted to the County/Engineer at the weekly progress meetings.

1.4 CONSTRUCTION PROGRESS SCHEDULES

A. Submit initial schedule in duplicate within 5 days after date of Agreement.

B. Revise and resubmit as required but no less than every 7 days. The revised schedule must show the original target schedule.

C. Submit revised schedules during weekly progress meetings. If revisions to the schedule affect work by others, the County/Engineer must be notified two weeks prior to the change. No changes may be initiated without the written approval of the County.

D. Submit a computer‐generated schedule with a separate line for each item of Work or operation identifying the first work day of each week.

E. Show complete sequence of construction by activity, identifying Work of separate stages and other logically grouped activities. Indicate the critical path, start, and finish, float dates, and duration.



F. Indicate estimated percentage of completion for each item of Work at each submission.

G. Indicate submittal dates and review periods required for shop drawings, product data, samples, and product delivery dates, including those furnished by County/Engineer.

1.5 PROPOSED PRODUCTS LIST

A. Within 5 days after date of County‐Contractor Agreement, submit list of major products proposed for use, with name of manufacturer, trade name, and model number of each product.

B. For products specified only by reference standards, give manufacturer, trade name, model or catalog designation, and reference standards.

1.6 SHOP DRAWINGS

A. Submit the number of opaque reproductions, which Contractor requires, plus 3 copies which will be retained by County/Engineer.

B. Shop Drawings: Submit for review. After review, produce copies and distribute in accordance with the SUBMITTAL PROCEDURES article above and for record documents purposes described in Section 01700 ‐ Contract Closeout.

1.7 PRODUCT DATA

A. Submit the number of copies, which the Contractor requires, plus 3 copies that will be retained by the County/Engineer.

B. Mark each copy to identify applicable products, models, options, and other data. Supplement manufacturers' standard data to provide information unique to this Project.

C. After review distribute in accordance with the Submittal Procedures article above and provide copies for record documents described in Section 01700 ‐ Contract Closeout.

1.8 SAMPLES

A. Submit a sample of the imported soil material that represents the specified products. Coordinate sample submittals for interfacing work.



B. For the soil samples, submit each sample in an air‐tight sealed bucket and provide at least 50 pounds, unless otherwise stated in the individual specification sections.

C. Include identification on each sample including source identification and full project information.

D. Submit the number of samples specified in individual specification sections. The County/Engineer may retain all or a portion of each sample as a record of the submittal.

1.9 MANUFACTURER INSTALLATION INSTRUCTIONS

A. When specified in individual specification sections, submit three copies of printed instructions for delivery, storage, assembly, installation, start‐up, adjusting, and finishing to the County/Engineer.

B. Indicate special procedures, perimeter conditions requiring special attention, and special environmental criteria required for application or installation.

1.10 MANUFACTURER CERTIFICATES

A. When specified in individual specification sections, submit manufacturer’s certificates in specified quantities.

B. Indicate material or product conforms to or exceeds specified requirements. Submit supporting data, affidavits, certifications, and quality control testing.

C. Certificates must be specific to the material or product delivered to the site.

END OF SECTION


Geo‐Logic Associates Section 01310 July 2015 Page 1 of 2 CONSTRUCTION SCHEDULE

SECTION 01310

CONSTRUCTION SCHEDULE

PART 1 GENERAL

1.1 DESCRIPTION

A. Prepare and submit with Bid, a preliminary construction schedule in compliance with Section 01300.

B. County/Engineer will review the preliminary construction schedule and incorporate it into their overall project schedule.

1.2 DELAYS AND RECOVERY

A. If, at any time during Project, Contractor fails to complete an activity by its latest scheduled completion date, Contractor must submit within two working days a written statement as to how and when Contractor will reorganize its work force to return to the current construction schedule.

B. Whenever it becomes apparent from the progress evaluation and updated schedule data that milestone completion dates and/or contract completion dates will not be met, some or all of the following actions must be taken:

1. Increase construction staffing in such quantities and crafts to substantially eliminate backlog of work.

2. Increase number of working hours per shift, shifts per work day, work days per week, or amount of construction equipment, or combination of foregoing to substantially eliminate backlog of work.

3. Reschedule work items to achieve concurrence of accomplishment.

C. Under no circumstances will the addition of equipment or construction forces, increased working hours, or any other method, manner or procedure to return to current the Construction Progress Schedule be considered justification for contract modification or treated as an acceleration.

1.3 PROJECT UPDATES

A. Update schedule weekly, or as requested by the County/Engineer.


Geo‐Logic Associates Section 01310 July 2015 Page 2 of 2 CONSTRUCTION SCHEDULE

B. Provide details for scheduled activities over the two weeks following the current day of the schedule. Changes affecting work by others shall be addressed per Section 01300, 1.4, C.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


Geo‐Logic Associates Section 01400 July 2015 Page 1 of 3 QUALITY CONTROL

SECTION 01400

QUALITY CONTROL

PART 1 GENERAL


A. Acceptance or quality assurance testing by County/Engineer.

B. Quality control testing by Contractor.

C. Certificates of compliance.

1.2 SOURCE OF MATERIALS

A. Contractor must notify County/Engineer in writing of the sources from which it proposes to obtain material requiring approval, certification, or testing. Such notification must be made as soon as possible after award of Contract but no later than 5 days after receipt of the Notice to Proceed.

1.3 ACCEPTANCE TESTING OR QUALITY ASSURANCE TESTING

A. Acceptance testing is the testing of materials prior to their use in the Work and also any testing deemed necessary by County/Engineer for acceptance of the completed Work. County/Engineer will perform acceptance testing of materials and workmanship in accordance with the Contract Documents and reserves the right to perform additional testing at any time to determine conformance with the requirements of the Contract Documents.

B. Acceptance testing by County/Engineer is not to be considered as a replacement for control testing conducted by Contractor or a manufacturer producing materials for Contractor. Acceptance testing will be at the expense of the County.

1.4 QUALITY CONTROL TESTING

A. Quality control testing is the testing of materials prior to their delivery from a manufacturer, or during construction, such as geomembrane liner seam testing, and such other tests as are specified in the various sections of the Specifications to ensure compliance with the Contract Documents. Contractor must assume full responsibility for quality control testing and give sufficient notice to County/Engineer to permit it to witness the tests. Quality control testing is at the expense of Contractor and where specifically required, performed by an independent testing firm.



B. Submit the name, address, and qualifications, together with the scope of proposed services of the proposed testing firm(s) to County/Engineer for approval at least 5 days prior to the scheduled commencement of any work involving such testing.

C. Within five days after completion of testing performed by or for the Contractor, submit test results to the County/Engineer. Identify test reports with the information specified for samples in Section 01300 and additionally, the name and address of the organization performing the test, and the date of the tests.

1.5 CERTIFICATES OF COMPLIANCE

A. Contractor may use certificates of compliance for certain materials and products in lieu of the specified sampling and testing procedures. Submit certificates required to demonstrate proof of materials compliance with specification requirements. Submit certificates in duplicate with each lot of material delivered to the Work or prior to delivery as required by the Contract. The lots so certified must be clearly identified by the certificate. Certificates must be signed by an authorized representative of the producer or manufacturer, and state that the material complies in all respects with the requirements of the Contract Documents. In the case of multiple shipments, each shipment must be accompanied or preceded by a Certificate of Compliance.

B. The Certificate of Compliance must be accompanied by a certified copy of test results or state that such test results are on file with the producer or manufacturer and must be furnished to County/Engineer on request. The certificate must give the information specified for samples in Section 01300, the name and address of the organization performing the tests, the date of the tests, and the quantity of material shipped.

C. Materials used on the basis of a Certificate of Compliance may be sampled and tested at any time. The fact that material is used on the basis of a Certificate of Compliance does not relieve Contractor of responsibility for incorporating material in the Work, which conforms to the requirements of the Contract. Any such material not conforming to such requirements will be subject to rejection, whether in place or not.

D. County/Engineer reserves the right to refuse to permit the use of certain materials on the basis of a Certificate of Compliance.



PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


Geo‐Logic Associates Section 01500 July 2015 Page 1 of 6 CONSTRUCTION FACILITIES

SECTION 01500

CONSTRUCTION FACILITIES

PART 1 GENERAL


A. Construction facilities required for the construction of the permanent facilities specified under the Scope of Work of this Contract.

B. Construction facilities include furnishing of all equipment, materials, tools, accessories, incidentals, labor, and performing all work for the installation of equipment and for construction of facilities, including their maintenance, operation, and removal, if required, at the completion of the Work under the Contract.


A. Section 01560 ‐ Temporary Controls.

1.3 DEFINITION

A. Construction facilities include, but are not be limited to, the following temporary offices, utilities, equipment, materials, facilities, areas, and services:

1. Field Office (Optional)

2. Parking Areas

3. Temporary Roads

4. Storage of Materials and Equipment

5. Construction Equipment

6. Temporary Sanitary Facilities

7. Temporary Electric Power

8. Temporary Water

9. First Aid Facilities

10. Security



1.4 REFERENCES

A. Construct/install, maintain and operate construction facilities in accordance with the applicable federal, state, and local laws, rules, and regulations. Notwithstanding contrary provisions of General Conditions, Special Conditions, and Standard Specifications, nothing in the Construction Drawings and Specifications shall be construed to permit work not conforming to the above.

1.5 GENERAL REQUIREMENTS

A. Contractor is responsible for furnishing, installing, constructing, operating, maintaining, removing and disposing of the construction related facilities, as specified in these Specifications, and as required by County/Engineer for the completion of the Work under the Contract.

B. Locate and maintain construction facilities in a clean, safe, and sanitary condition at all times until completion of the Contract.

C. The requirements specified herein are in addition to any requirements specified elsewhere in the Contract Documents. Construction facilities must meet the requirements for all‐weather service.

D. Minimize land disturbances related to the construction facilities to the greatest extent possible and restore land to the extent reasonable and practical, to its original contours by grading to provide positive drainage and by seeding the area to match with existing vegetation, or as specified elsewhere. All debris or other disturbances resulting from the Contractor’s actions shall be removed by the Contractor to the satisfaction of the County/Engineer.

E. Design and construct utilities to provide uninterrupted service.

1.6 FIELD OFFICE

A. Contractor may provide an office for his own staff.

B. The location of the office must be approved by County/Engineer.

1.7 PARKING AREAS

A. Contractor will provide parking area for maintenance and delivery vehicles, the County/Engineer, and Contractor's representatives, and other authorized visitors. Parking for personal cars shall be limited to the office areas.



1.8 TEMPORARY ROADS

A. General.

1. Temporary roads are existing roads that are improved, or new roads constructed by Contractor for convenience of Contractor in the performance of the Work under the Contract.

2. Coordinate construction with County/Engineer.

3. If applicable, coordinate all road construction activities with local utilities, fire and police departments.

4. Keep erosion to a minimum and maintain suitable grade and radii of curves to facilitate ease of movement of vehicles and equipment.

5. Furnish and install longitudinal and cross drainage facilities including, but not limited to, the ditches, structures, pipes and the like.

6. Clean equipment so that mud or dirt is not carried onto public roads. Clean any mud or dirt transported by equipment onto paved roads both on site and off site.

1.9 STORAGE OF MATERIALS AND EQUIPMENT

A. Contractor shall make arrangements for storage areas for materials and equipment. Locations and configurations of such facilities are subject to the acceptance of County/Engineer.

B. Confine all operations, including storage of materials, to approved area. Contractor is liable for any and all damage caused during such use of property of the County/Engineer or others. Store materials in accordance with manufacturer's instructions when applicable.

C. Store construction materials and equipment within boundaries of designated areas. Storage of gasoline or similar fuels must conform to state and local regulations and be limited to the areas approved for this purpose by the County/Engineer.

1.10 CONSTRUCTION EQUIPMENT

A. Erect, equip, and maintain all construction equipment in accordance with all applicable statutes, laws, ordinances, rules, and regulations of County/Engineer or other authority having jurisdiction.



B. Provide and maintain scaffolding, staging, runways, hoists, barricades, and similar equipment required for performance of the Contract. Provide hoists or similar equipment with operators and signals, as required.

C. Provide, maintain, and remove upon completion of the Work, all temporary rigging, scaffolding, hoisting equipment, debris boxes, barricades around openings and excavations, fences, ladders, and all other temporary work, as required for all work hereunder unless otherwise directed by County/Engineer.

D. Construction equipment and temporary work must conform to all the requirements of state, county, local authorities, OSHA, and underwriters, which pertain to operation, safety, and fire hazard. Furnish and install all items necessary for conformity with such requirements, whether or not called for under separate sections of these Specifications.

1.11 TEMPORARY SANITARY FACILITIES

A. Provide temporary sanitary facilities for use by all employees and persons engaged in the work, including subcontractors, their employees and authorized visitors.

B. Sanitary facilities include enclosed chemical toilets and washing facilities. These facilities must meet the requirements of local public health standards. Open pit or trench latrines are not permitted.

C. Locate sanitary facilities as approved by County/Engineer, and maintain in a sanitary condition during the entire course of the work.

1.12 TEMPORARY ELECTRIC POWER (Optional)

A. Provide and maintain during the course and progress of the Work all electrical power and wiring requirements to facilitate the work of all trades and services associated with the work. Make arrangements with the applicable serving utility company or provide generators and pay all charges for providing and maintaining electrical service including usage costs at the site unless otherwise approved by the County/Engineer. Furnish all temporary wiring, feeders, and connections.

B. Routing of temporary conductors, including welding leads, must not create a safety hazard nor interfere with operation and maintenance of existing facilities.

C. Install all temporary wiring in accordance with the applicable requirements of the local electrical code.



D. Provide power and lighting to field office, and for Work as required, at no extra cost to County.

1.13 TEMPORARY WATER

A. General: Temporary water for potable use shall be provided by the contractor at no additional cost to the County. Construction water shall be available from on‐site sources to the contractor and will be available at locations designated by the County/Engineer.

B. Potable Water: Contractor shall provide chilled drinking water in bottles for his own use.

1.14 FIRST AID FACILITIES

A. Provide first aid equipment and supplies to serve all Contractor personnel at the site.

1.15 SECURITY

A. Make all necessary provisions and be responsible for the security of the Work and the site until final inspection and acceptance of the Work unless otherwise approved by the County/Engineer. In no case shall the County/Engineer be responsible for the security of the Contractor’s supplies, property, or equipment.

1.16 SHUT‐DOWN TIME OF SERVICES

A. Do not disconnect or shut down any part of existing utilities and services, except by express permission of County.

1.17 MAINTENANCE

A. Maintain all construction facilities, utilities, temporary roads, services to office, and the like in good working condition as required by County/Engineer during the term of the Contract.

1.18 STATUS AT COMPLETION

A. Upon completion of the Work, or prior thereto, when so required by County/Engineer:

1. Repair damage to roads caused by or resulting from the Contractor's work.



2. Remove and dispose of all construction facilities including office trailers, and other facilities and utilities including all concrete foundations. Similarly, return all areas utilized for temporary facilities to substantially their near original, natural state, or as otherwise indicated or directed.

B. Obliterate temporary roads built for Contractor's convenience and restore the area to near original conditions to the extent practicable unless otherwise approved by the County/Engineer.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


Geo‐Logic Associates Section 01560 July 2015 Page 1 of 6 TEMPORARY CONTROLS

SECTION 01560

TEMPORARY CONTROLS

PART 1 GENERAL

1.1 SUMMARY

A. Section includes temporary controls required during the term of the Contract for the protection of the environment, and the health and safety of workers and general public.

B. Temporary controls shall include furnishing all equipment, materials, tools, accessories, incidentals and labor, and performing all work for installation of equipment and construction of facilities, including their maintenance and operation during the term of the Contract. Activities under this section that require the services of a "qualified biologist" will be coordinated, directed and compensated for by the County under separation contract with said biologist.

C. Temporary controls shall include, but not be limited to, the following:

1. Dust control

2. Noise control

3. Pollution and sediment control

4. Traffic and safety controls

5. Protection of vernal pools

6. Biological resources control

7. Air pollution control

8. Protection of the existing Landfill Gas System (LFG) components

9. Protection of existing liner and LCRS components of Modules M1‐L, M‐2 and M3 Phases 1 and 2.

10. Protection of existing monitoring systems.

11. Protection of existing roads and fences.



D. The work shall be performed as specified in this Specification and as required by the County/Engineer. The equipment and accessories shall be maintained in clean, safe, and sanitary condition at all times until completion of the Contract.

E. Upon completion of the Contract, the temporary controls shall be left in the status specified in Article 1.10 of this section.

F. The requirements specified herein are in addition to requirements specified elsewhere in the Contract Documents. Temporary controls shall meet the requirements for all‐weather service.

G. All land disturbances related to the temporary controls shall be minimized to the greatest extent possible and the land restored, to the extent reasonable and practical, to its original contours by grading to provide positive drainage.

1.2 RELATED SECTION

A. Section 01500 ‐ Construction Facilities

1.3 APPLICABLE PUBLICATIONS

A. All required facilities, equipment, and utilities shall also be constructed, installed, maintained, and operated consistent with applicable federal, state, county, and utility laws, rules, and regulations. Notwithstanding contrary provisions of General Conditions and Special Conditions, nothing in the Construction Drawings and Specifications shall be construed to permit work not conforming to such laws, rules, and regulations.

1.4 SUBMITTALS

A. The Contractor shall submit to the County/Engineer, for approval, a Traffic Control Plan.

B. At a minimum the Traffic Control Plan shall include the following:

1. Traffic flow map, including Contractor's equipment and landfill traffic flow patterns

2. Alternate routes

3. Times of day and schedule for traffic plan operations

4. Locations of signs and traffic control devices and their types (if required)

5. Flag person's number and locations (if required)



1.5 DUST CONTROL

A. The Contractor shall be responsible for providing adequate dust control measures during the term of the Contract. Dust palliatives shall not be used without written authorization of the County/Engineer.

B. 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 County/Engineer.

C. 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.

D. All equipment used for the application of water shall be equipped with a positive means of shut‐off.

E. Unless otherwise permitted by the County/Engineer or unless all the water is applied by means of pipelines, at least one 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.

1.6 POLLUTION CONTROL

A. Pollution of Waterways: The Contractor's construction and related activities shall be performed by methods that prevent entrance or accidental spillage of solid or liquid matter, contaminants, debris, and other objectionable pollutants and wastes into streams, water courses (flowing or dry), and underground water sources. Such pollutants and wastes will include, but will not be restricted to refuse, earth and earth products, garbage, cement, concrete, sewage effluent, industrial waste, radioactive substances, hazardous chemicals, oil and other petroleum products, aggregate processing tailings, and mineral salts. Pollutants and wastes shall be disposed of consistent with applicable permit provisions or in a manner acceptable to and approved by the County/Engineer. A Stormwater Pollution Prevention Plan shall be prepared by the Contractor prior to the start of work that identifies potential pollution sources and measures that will be implemented to address these issues.

B. Storage and Disposal of Petroleum Products:

1. Petroleum products covered by this section include gasoline, diesel fuel, lubricants, heating oils, and refined and used oil. During project



construction, all petroleum products shall be stored in such a way as to prevent contamination of all ground and surface waters.

2. Lubricating oil may be brought into the project area in steel drums or other means, as the Contractor elects. If the total volume of stored oil is greater than 1,320 gallons, then the Contractor shall provide secondary containment facilities. Used lubricating oil shall be stored in steel drums, or other approved means, and shall be returned to the supplier for disposal. It shall not be burned or otherwise disposed of at the project area.

3. If the total volume of stored petroleum products is greater than 1,320 gallons and these products are stored aboveground, the Contractor shall prepare a spill prevention control and countermeasure plan consistent with applicable EPA and other state regulations.

1.7 TRAFFIC AND SAFETY CONTROLS

A. The Contractor shall post construction areas and roads with traffic control signs or devices used for protection of workmen, the public, and equipment. The signs or devices shall conform to the American National Standards Institute Manual on Uniform Traffic Control Devices for Streets and Highways, and the Standard Construction Specifications.

B. Signs or traffic control devices shall be removed or covered as soon as they have served their purpose. It is particularly important to remove any markings on road surfaces which under conditions of poor visibility could cause a driver to turn off the road or into traffic moving in the opposite direction.

C. Barricades for protection of employees shall conform to the portions of the American National Standards Institute Manual on Uniform Traffic Control Devices for Streets and Highways relating to barricades.

D. Material Haul on Public Roads: All requirements stated in the permits shall be followed for using public roads for hauling materials to the Site.

E. Flag persons, properly equipped with International Orange protective clothing and flags, shall be provided at all such times, as necessary, to direct or divert pedestrian or vehicular traffic.

F. The Contractor shall construct and maintain fences, planking, barricades, lights, shoring, and warning signs as required by local authorities and federal and state safety ordinances, and as required, to protect the property from injury or loss and as necessary for the protection of the public, and provide walks around any



obstructions made in a public place for carrying on the work covered in this section. All such protection shall be left in place and maintained until removal is authorized.

G. In addition, the Contractor shall guard and protect all workers, pedestrians, and the public from excavations, blasting operations, construction equipment, all obstructions, and other dangerous items or areas by means of adequate railings, guard rails, temporary walks, barricades, warning signs, sirens, directional signs, overhead protection, planking, decking, danger lights, etc.

1.8 PROTECTION OF VERNAL POOLS

A. Contractor to keep a minimum of 500 feet from Preserve Limits.

1.9 BIOLOGICAL RESOURCES CONTROL

A. The Contractor shall adhere to all mitigation measures outlined in the environmental documents and any other documents related to this contract. The Contractor shall place into effect all mitigation measures required to protect sensitive species and their habitats.

B. Contractor activities that are not in compliance with the mitigation measures may result in fines levied by the California Department of Fish and Game, United States Fish and Wildlife Service, United States Army Corp of Engineers, or other regulatory agencies. Any conditions leading to non‐compliance shall be stopped and immediately corrected by the Contractor prior to the resumption of work activities. Fines and any loss time resulting from non‐compliance with the mitigation measures shall be the responsibility of the Contractor.

1.10 CULTURAL RESOURCES CONTROL

A. The Contractor shall adhere to all mitigation measures outlined in the environmental document and any other documents related to this contract. The Contractor shall place into effect all mitigation measures required to protect cultural resources.

B. If cultural resource materials (e.g. structural features, unusual amounts of bone or shell, artifacts, human remains, or architectural remains) are encountered during excavation of new landfill areas of the construction of vernal pools, work shall be immediately suspended and the Department of Environmental Review and Assessment shall be immediately notified by telephone at 874‐7914, At that time, the Department of Environmental Review and Assessment will coordinate any necessary investigation of the site with a qualified professional archaeologist, as needed. The project applicant shall be required to implement



any mitigation deemed necessary for the protection of the identified cultural resources.

C. In addition, pursuant to Section 5097.98 of the State Public Resources Code and Section 7050.5 of the State Health and Safety Code, in the event of the discovery of human remains during excavation of new landfill areas or the construction of vernal pools, all work shall be stopped and the County Coroner shall immediately be notified. If the remains are determined to be Native American, guidelines of the Native American Heritage Commission shall be adhered to in the treatment and disposition of the remains.

1.11 AIR POLLUTION CONTROL

A. The Contractor shall comply with all air pollution control rules, regulations, ordinances, and statutes which apply to any work performed pursuant to the contract, including, but not limited to, any air pollution control rules, regulations, ordinances, and statutes, specified in Section 11017 of the Government Code.

1.12 MAINTENANCE

A. Contractor shall maintain all temporary controls in good working condition during the term of the Contract for the safe and efficient transport of equipment and supplies, and for construction of permanent works, as required by the County/Engineer.

1.13 STATUS AT COMPLETION

A. Upon completion of the work, or prior thereto, when so required by the County/Engineer, Contractor shall remove all temporary controls, and restore disturbed areas as required by the County/Engineer.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


Geo‐Logic Associates Section 01600 July 2015 Page 1 of 2 MATERIAL AND EQUIPMENT

SECTION 01600

MATERIAL AND EQUIPMENT

PART 1 GENERAL


A. Products.

B. Transportation and handling.

C. Storage and protection.

1.2 PRODUCTS

A. Products: Means new material, machinery, components, equipment, fixtures, and systems forming the Work. Does not include machinery and equipment used for preparation, fabrication, conveying and erection of the Work. Products may also include existing materials or components required for reuse.

B. Do not use materials and equipment removed from existing premises, except as specifically permitted by the Contract Documents.

C. Provide interchangeable components of the same manufacturer, for similar components.

1.3 TRANSPORTATION AND HANDLING

A. Transport and handle products in accordance with manufacturer's instructions.

B. Promptly inspect shipments to assure that products comply with requirements, quantities are correct, and products are undamaged.

C. Provide equipment and personnel to handle products by methods to prevent soiling, disfigurement, and/or damage.

D. Any damaged materials, whether as originally shipped or as a result of handling, shall be replaced at no additional cost to the OWNER and with no extension of contract time.

1.4 STORAGE AND PROTECTION

A. Store and protect products in accordance with manufacturer's instructions, with seals and labels intact and legible. Store sensitive products in weather‐tight,


Geo‐Logic Associates Section 01600 July 2015 Page 2 of 2 MATERIAL AND EQUIPMENT

climate controlled enclosures.

B. For exterior storage of fabricated products, place aboveground on sloped supports, if in accord with manufacturer’s handling instructions.

C. Provide off‐site storage and protection when site does not permit on‐site storage or protection.

D. Cover products subject to deterioration with impervious sheet covering. Provide ventilation to avoid condensation.

E. Store loose granular materials on solid flat surfaces in a well‐drained area.

F. Provide equipment and personnel to store products by methods to prevent soiling, disfigurement, or damage.

G. Arrange storage of products to permit access for inspection. Periodically inspect to assure products are undamaged and are maintained under specified conditions.

H. Any products that become damaged during storage shall be replaced at no additional cost to the OWNER and with no extension of contract time.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


Geo‐Logic Associates Section 01630 July 2015 Page 1 of 2 PRODUCT OPTIONS AND SUBSTITUTIONS

SECTION 01630

PRODUCT OPTIONS AND SUBSTITUTIONS

PART 1 GENERAL


This Section describes Contractor procedures for securing approval of proposed product options and substitutions.

1.2 PRODUCT OPTIONS

A. The Contract is based on standards of quality established in the Contract Documents.

1. In agreeing to the terms and conditions of the Contract, the Contractor has accepted a responsibility to verify that the specified products will be available and to place orders for all required materials in such a timely manner as is needed to meet his agreed construction schedule.

2. The County/Engineer does not agree to the substitution of materials or methods called for in the Contract Documents, except as they may specifically otherwise state in writing.

B. Materials and/or methods specified by name:

1. Where materials and/or methods are specified by naming one single manufacturer and/or model number, without stating that equal products will be considered, only the material and/or method named is approved for incorporation into the Work.

2. Should the Contractor demonstrate to the approval of the County/Engineer that a specified material or method was ordered in a timely manner and will not be available in time for incorporation into this Work, the Contractor shall submit to the County/Engineer such data on proposed substitute materials and/or methods as are needed to help the County/Engineer determine suitability of the proposed substitution.

C. Where materials and/or methods are specified by name and/or model number, followed by the words "or an equal approved in advance by the OWNER" or similar wording:

1. The material and/or method specified by name establishes the required standard of quality;


Geo‐Logic Associates Section 01630 July 2015 Page 2 of 2 PRODUCT OPTIONS AND SUBSTITUTIONS

2. Materials and/or methods proposed by the Contractor to be used in lieu of materials and/or methods so specified by name must in all ways be equal or exceed the qualities of the named materials and/or methods;

D. The following products do not require further approval except for interface within the Work:

1. Products specified by reference to standard specifications such as ASTM and similar standards;

2. Products specified by manufacturer's name and catalog model number.

E. Where the phrase "or equal," or "or equal as approved by the County/Engineer," occurs in the Contract Documents, do not assume that the materials, equipment, or methods will be approved as equal unless the item has been specifically so approved in writing for this Work by the County/Engineer.

F. The decision of the County/Engineer shall be final.

1.3 DELAYS

A. Delays in construction arising by virtue of the non‐availability of a specified material and/or method will not be considered by the County as justification of the agreed Time of Completion.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION


Geo‐Logic Associates Section 01700 July 2015 Page 1 of 4 CONTRACT CLOSEOUT

SECTION 01700

CONTRACT CLOSEOUT

PART 1 GENERAL


A. Preparation, maintenance, completion, and submission of all project Record Drawings, specifications and related documents.


A. Section 01300 ‐ Submittals.

B. Section 01560 ‐ Temporary Controls.

1.3 MAINTENANCE OF RECORD DOCUMENTS

A. Maintain at the job site one copy of the following Project or Contract Documents for record purposes:

1. Drawings.

2. Specifications.

3. Addenda.

4. Change Orders and Work Change Directives.

5. Field Orders.

6. Reviewed Shop Drawings.

7. Clarifications or Explanatory Drawings and Specifications.

8. Inspection Reports.

9. Laboratory Test Records.

10. Field Test Records.

B. Store documents used for record purposes in the field office or other approved location, apart from documents used for construction.

C. File documents in accordance with the Construction Specification sections.



D. Maintain documents in clean, dry, legible condition.

E. Do not use record documents for construction purposes.

F. Make documents available at all times for inspection by the OWNER and his authorized representatives.

1.4 RECORD DRAWINGS

A. Project Drawings:

1. Maintain record drawings of all work and subcontracts continuously as the job progresses. Keep a separate set of prints, for this purpose only and at the job site at all times.

2. Keep these drawings up‐to‐date.

3. During the course of construction, identify on the Construction Drawings the actual locations for all runs of mechanical and electrical work, including all site utilities and services installed underground or otherwise concealed. Show deviations from the Construction Drawings in detail. Locate all main runs, whether piping or drain lines, by dimension and elevation.

4. During the course of the construction record as‐built information outlined in Section 01052.

5. Deliver the final and record set of "as‐built" drawings to the County/Engineer prior to the County's acceptance of the Project.

B. Addenda and Change Orders:

1. Incorporate changes to the Construction Drawings affected by Addenda, Change Orders, or Field Orders. Identify change by Addendum, Change Order, or Field Order number and effective date.

2. When revised Construction Drawings are issued as the basis of or along with addenda or change order, incorporate these revised Construction Drawings into the record set with appropriate annotation.

C. Shop Drawings:

1. Collect and maintain one complete set of reviewed shop drawings, including manufacturer's printed catalog cuts and data, for record purposes.



2. Shop drawings must be filed and maintained separate from project Construction Drawings. Shop drawings must be filed in 9‐inch by 12‐inch file folders to the greatest extent possible and be indexed in accordance with the format as herein specified.

1.5 RECORD SPECIFICATIONS

A. Project Specifications:

1. Information, changes, and notes must be recorded in the specifications in blank areas, such as page margins or the backs of opposite pages, or on separate sheets inserted in the binder. All such information, changes, and notes must be recorded with red pen or red typewriter ribbon.

2. In each section, in an appropriate location, record the manufacturer, trade name, catalog number, and supplier of each product and item of equipment actually installed.

3. The record specifications book must be complete and include all documents and forms listed under Bidding Requirements, Contract Forms, Contract Conditions, and Specifications.

B. Addenda, Change Orders, Work Change Directives, and Field Orders

1. All Addenda, Change Orders, Work Change Directives, and Field Orders must be incorporated into the front of the specifications book in reverse chronological order. Use appropriate page dividers to identify addenda, change orders, and to separate addenda from the specifications.

2. In addition, the changes to the specifications effected by Addenda, Change Order, Work Change Directives, or Field Order must be annotated on the affected page or pages of the specifications, or adjacent thereto.

1.6 SUBMISSION OF DOCUMENTS

A. At completion of the project, and before submitting an invoice for final payment, deliver the record documents to the County/Engineer.

B. Record documents must be delivered neatly and efficiently packaged.

C. Submission of record documents must be accompanied with a transmittal letter, in triplicate, containing the following information:

1. Date of submission.



2. Project title and number.

3. Contractor's name and address.

4. Title and number of each record document. (Shop drawings may be grouped in basic categories or divisions of work.)

5. Certification that each document as submitted is complete and accurate.

6. Signature of CONTRACTOR or his authorized representative.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

Not Used.

END OF SECTION

DIVISION 2

SITEWORK

Kiefer Landfill DIVISION 2 – GENERAL REQUIREMENTS Module M1L‐M3 Infill TABLE OF CONTENTS

TABLE OF CONTENTS

No. of Document Title Pages ..

Section 02070 Selective Demolition ............................................................................... 3

Section 02110 Clearing and Stripping ............................................................................ 2

Section 02221 Excavating ............................................................................................... 4

Section 02222 Anchor Trench Backfill ............................................................................ 2

Section 02225 Subgrade Preparation and Liner Base .................................................... 3

Section 02228 Engineered Fill ........................................................................................ 4

Section 02229 Operations Layer .................................................................................... 2

Section 02230 Surface Water Drainage Structures ........................................................ 4

Section 02239 Trenching and Backfilling ....................................................................... 5

Section 02710 Corrugated High Density Polyethylene (HDPE) Pipe .............................. 3

Section 02771 Geotextile ............................................................................................... 6

Section 02774 Drainage Geocomposite ......................................................................... 9

Section 02778 HDPE Geomembrane ............................................................................ 25

Section 02779 Geosynthetic Clay Liner ........................................................................ 12

DIVISION 3 ‐ CONCRETE

Section 03300 Cast‐In‐Place Concrete ......................................................................... 10

Section 03461 Precast Concrete Drop Inlets .................................................................. 4

Kiefer Landfill Module M1L‐M3 Infill DIVISION 2 ‐ SITEWORK

Geo‐Logic Associates Section 02070 July 2015 Page 1 of 3 SELECTIVE DEMOLITION

SECTION 02070

SELECTIVE DEMOLITION

PART 1 GENERAL


A. The General and Supplementary Conditions, and Sections in Division 1 of these Specifications, complement the work described in this Section. If the requirements of this section and conditions and sections noted above conflict, the Contractor shall adhere to the more stringent requirement as determined by the County.

B. Furnish all labor, materials, services and equipment as required to complete the removal and salvage of identified existing, corrugated metal pipes, and inlets.

C. Furnish all labor, materials, services and equipment as required to complete the demolition of the existing asphalt roads and road base and dispose of materials in locations provided by the County.

D. Furnish all labor, materials, services and equipment as required to complete the removal and storage of existing k‐rail within the project limits as shown and noted on the plans.


A. Section 01010 ‐ Summary of Work.

B. Section 01190 ‐ Health and Safety.

C. Section 01025 ‐ Measurement and Payment.

D. Section 02221 – Excavating.

1.3 SCOPE OF WORK

A. Removal and salvaging of existing identified CMP's and inlets.

B. Removal of existing K‐rail and relocation to the area identified on the plans and to the satisfaction of the County.

1.4 QUALITY ASSURANCE



A. Requirements of Regulatory Agencies: Comply with all laws, rules and regulations of governmental authorities having jurisdiction over the demolition work.

B. Perform the demolition work in accordance with the applicable requirements of the safety requirements for demolition, American national Standard A10.6.

PART 2 PRODUCTS

Not Used

PART 3 EXECUTION

3.1 WORK PROCEDURE

A. Do not begin demolition operations until directed by County/Engineer, after work is started it shall be continued to completion promptly and expeditiously at a rate that will allow the balance of the contract to be completed within the time specified. If extra shifts are necessary beyond regular working hours the work shall proceed with a minimum of nuisance of surrounding properties.

B. All work shall be conducted with due consideration for the safety of workmen.

3.2 GENERAL PROTECTION

A. Provide all protection, barricades, etc., which may be required by Federal, State and Municipal laws. Maintain all lights, signals and protection of all kinds for the full period of operation. Maintain this protection and remove same when directed.

B. Operations shall be done in such manner as to avoid hazards to persons and property and interference with the use of adjacent areas or interruption of free passage to and from such areas. Care shall also be taken to prevent the spread of dust and flying particles.

3.3 SALVAGED MATERIALS AND EQUIPMENT

A. Items to be salvaged shall remain the property of the County. Salvaging shall include the removal, disassembly, preparation, marking, bundling, packaging, tagging, hauling, and stockpiling of salvaged materials to a location specified by the County/Engineer.

B. Salvaged materials shall be cleaned of all earth and foreign materials.



3.4 DISPOSAL OF MATERIALS AND DEBRIS RESULTING FROM DEMOLITION

A. All recovered but un‐salvageable materials to be hauled to the appropriate disposal location. Rubble shall go to the rubble pile, metals to the recycling bins and refuse to the working face of the landfill. There will be no cost to the Contractor for disposal for un‐salvageable materials.

END OF SECTION

Kiefer Landfill Module M1L‐M3 Infill DIVISION 2 SITEWORK

Geo‐Logic Associates Section 02110 July 2015 Page 1 of 2 CLEARING AND STRIPPING

SECTION 02110

CLEARING AND STRIPPING

PART 1 GENERAL


A. Clearing and stripping grass and other organic material from the construction area as defined on the Construction Drawings.

B. Stockpiling stripped material.


A. Section 02221 ‐ Excavating.

B. Section 02222 ‐ Anchor Trench Backfill.

C. Section 02225 – Subgrade Preparation.

D. Section 02228 – Engineered Fill.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

3.1 PREPARATION

A. Verify that any existing plant life designated to remain is tagged and identified.

B. Verify plants to be salvaged are tagged or identified.

3.2 PROTECTION

A. Protect plant growth and any features designated to remain.

B. Protect survey benchmarks from damage or displacement.

3.3 STRIPPING

A. Clear and strip grass, roots, organic soils, and other deleterious materials prior to excavating.

B. Strip to a maximum depth of 6 inches below existing ground surface.


Geo‐Logic Associates Section 02110 July 2015 Page 2 of 2 CLEARING AND STRIPPING

C. Transport and place all materials in the designated stockpile location on the Construction Drawings or as directed by the County/Engineer, and in accordance with Section 02221.

END OF SECTION


Geo‐Logic Associates Section 02221 July 2015 Page 1 of 4 EXCAVATING

SECTION 02221

EXCAVATING

PART 1 GENERAL


A. Excavating to design grades.

B. Excavating tie‐ins.

C. Excavating anchor trenches.

D. Excavating waste

E. Field quality control.


A. Section 02110 – Clearing and Stripping.

B. Section 02222 – Anchor Trench Backfill.

C. Section 02225 ‐ Subgrade Preparation.

D. Section 02228 ‐ Engineered Fill.

E. Section 02229 – Operations Layer

1.3 FIELD MEASUREMENTS

A. Verify that survey bench marks and intended elevations for the work are as designed.

B. Prepare a final survey for an as‐built record drawing based on a 25‐foot grid spacing and at critical grade breaks in order to verify the construction and for measurement of the operation layer and engineered fill.

PART 2 PRODUCTS

2.1 MATERIALS OBTAINED FROM EXCAVATIONS

A. Engineered fill.

B. Anchor Trench Backfill.



C. Operations Layer.

PART 3 EXECUTION

3.1 PREPARATION

A. Institute health and safety monitoring.

B. Review all subsurface reports referenced, and accepted Work Plans.

C. Identify required lines, levels, contours, and datum by survey.

D Perform surveys of all work areas and document tie‐in locations with existing liner systems and proposed anchor trenches.

E. Locate, identify, and protect utilities from damage. Known utilities are shown on the Utilities Drawing. Notify utility company to locate utilities, if applicable.

F. Prior to any excavation notify County/Engineer and evaluate utility locations.

G. Provide for dust control.

H. Protect bench marks and erosion control facilities from excavation equipment and vehicular traffic.

I. Implement erosion and sediment control plan before beginning excavations.

J. Notify County/Engineer of unexpected subsurface conditions and discontinue affected work until notified by County/Engineer to resume work.

3.2 GENERAL EXCAVATION

A. Establish by survey the excavation control shown on the Construction Drawings.

B. Grade top perimeter of excavation to prevent surface water from draining into excavation.

C. Excavate to the lines and grades shown on the Construction Drawings.

D. Excavate the surface water sumps and drainage ditches to the lines and grades shown on the Construction Drawings.

E. Machine grade completed subgrade to design grades.

F. Correct areas over‐excavated by filling and compacting per Section 02228.



G. Stockpile excavated materials in the designated stockpile area or place as engineered fill.

H. Provide dewatering as necessary to allow excavation, grade verification, and compaction of overlying materials per specifications.

3.3 EXCAVATION OF TIE‐INS

A. Contractor shall carefully perform exploratory excavation along each proposed tie‐in to determine the actual location of the liner system.

B. Once the liners have been located, excavate tie‐ins to existing liner systems as shown on the Construction Drawings.

C. Careful attention shall be paid during excavation as to not damage the existing liner system. Manual hand work may be required.

D. Damage to liner shall be noted for repair by the Contractor at no cost to the County.

E. If the existing liner grades are substantially different than those shown on the Construction Drawings, stop work and notify the County/Engineer. Engineer shall provide revised design as necessary for completion of the tie‐in.

F. If waste is encountered during excavation, remove waste as needed and place in the active landfill as directed by County/Engineer.

G. Exposed waste shall be covered with plastic sheeting until liner tie‐in work is completed and daily cover or new waste has been placed.

H. Contractor shall adhere to all requirements for handling waste in accordance with the site Health and Safety Plan.

3.4 EXCAVATION OF ANCHOR TRENCHES

A. Excavate anchor trenches to the approximate depths, lines and grades shown on the Construction Drawings.

B. Contractor may stockpile excavated materials adjacent to trench if suitable for trench backfill in accordance with Section 02222.

C. If excavated material does not meet the requirements for anchor trench backfill, haul to a suitable stockpile location for processing or storage.



3.5 EXCAVATION OF WASTE

A. If possible, strip existing clean soil cover and stockpile soil in areas near the working face or as directed by the County for re‐use.

B. Excavate, load, weigh, and haul waste to the working face of the landfill.

C. Provide landfill gas monitoring during excavation activities in accordance with the Health and Safety Plan.

3.6 FIELD QUALITY CONTROL

A. Provide for visual inspection of surfaces.

B. Perform as‐built surveys, by a license surveyor registered in the State of California, as required to document excavation limits, to measure backfill quantities for payment, and to verify proper construction of overlying materials (i.e. operations layer and engineered fill).

C. Unless otherwise noted, tolerances are:

1. Line 0.5 foot

2. Grade 0.1 foot

END OF SECTION


Geo‐Logic Associates Section 02222 July 2015 Page 1 of 2 ANCHOR TRENCH BACKFILL

SECTION 02222

ANCHOR TRENCH BACKFILL

PART 1 GENERAL


A. Backfill for geosynthetic anchor trench.



B. Section 02225 ‐ Subgrade Preparation.

D. Section 02774 – Drainage Geocomposite.

E. Section 02778 ‐ HDPE Geomembrane.

F. Section 02779 ‐ Geosynthetic Clay Liner.

1.3 REFERENCES

A. ASTM D 1556 ‐ Standard Test Method for Determining Soil Density, Sand Cone Method.

B. ASTM D 1557 ‐ Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort.

C. ASTM D 2216 ‐ Standard Test Method for Determining Water Content of Soil Aggregate Mixtures.

D. ASTM D 2487 ‐ Classification of Soils for Laboratory Compaction Purposes (Unified Soil Classification System).

E. ASTM D6938 ‐ Standard Test Method for In‐Place Density and Water Content of Soil and Soil‐Aggregate by Nuclear Methods (Shallow Depth).

PART 2 PRODUCTS

2.1 ANCHOR TRENCH BACKFILL

A. Soil obtained from on‐site excavations.

B. Free of organic material.


Geo‐Logic Associates Section 02222 July 2015 Page 2 of 2 ANCHOR TRENCH BACKFILL

C. Maximum particle size 3 inch.

PART 3 EXECUTION

3.1 BACKFILL FOR ANCHOR TRENCH

A. Begin only when geosynthetic installations have been completed in accordance with deployment and seaming criteria.

B. Place backfill to the lines and grades shown on the Construction Drawings.

C. Process and place in loose lift thickness not exceeding 12 inches.

D. Compact each lift by wheel rolling with rubber tired equipment or using approved compaction equipment to achieve a minimum of 90 percent of the maximum dry density as determined by ASTM D 1557.

E. Do not damage geosynthetic installation.

3.2 FIELD QUALITY ASSURANCE

A. Field quality assurance (QA) will be performed in accordance with the Construction Quality Assurance (CQA) Plan.

B. The County/Engineer will determine optimum moisture content and maximum density for all engineered fills in accordance with ASTM D 1557.

C. The County/Engineer will determine in‐place density and moisture content by one or more of the following methods or approved equal: ASTM D 1556, ASTM D 2216 and ASTM D 6938.

D. Additional testing may be provided by the County/Engineer to determine the conformance of the materials with these Specifications and the Construction Drawings.

E. The County/Engineer may perform sampling and testing of excavated materials as they are stockpiled.

F. The Contractor shall cooperate fully with the County/Engineer in performance of sampling and testing. Include costs for assistance in unit or lump sum prices.

END OF SECTION


Geo‐Logic Associates Section 02225 July 2015 Page 1 of 3 SUBGRADE PREPARATION

SECTION 02225

SUBGRADE PREPARATION

PART 1 GENERAL


A. This section includes work necessary to prepare the surface for the geosynthetic clay liner (GCL).


A. Section 02221 – Excavating.

B. Section 02228 – Engineered Fill.

C. Section 02779 – Geosynthetic Clay Liner.

1.3 REFERENCES

A. ASTM D1557 – Test Methods for Moisture‐Density Relations of Soils and Soil‐Aggregate Mixtures, Using 10 lb Rammer and 18 inch Drop.

B. ASTM D2216 – Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass.

C. ASTM D422 – Standard Test Methods for Particle‐Size Analysis of Fine and Coarse Aggregates.

D. ASTM D4318 – Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

E. ASTM D6938 – Standard Test Methods for In‐Place Density and Water Content of Soil and Soil Aggregate by Nuclear Methods (Shallow Depth).

PART 2 PRODUCTS

2.1 GENERAL

A. Sources: Materials shall be obtained from identified on‐site stockpiles or on‐site borrow areas.

B. The liner subgrade shall be smooth drum rolled to provide a firm smooth surface.



C. All fill materials shall be free of organic and other deleterious materials as determined by the County/Engineer.

D. The subgrade soils shall have a maximum particle size of ¾‐ inch at the subgrade surface adjacent to the liner materials.

2.2 SOURCE QUALITY CONTROL

A. Perform quality control planning and procedures to assure that deleterious materials are not incorporated into engineered fill.

B. Coordinate source quality control program with County/Engineer.

PART 3 EXECUTION

3.1 EXAMINATION

A. Verify that subgrade is complete and in compliance with slopes and dimensions shown on the Drawings.

B. Examine surface to determine whether unsuitable materials are present.

C. Verify surface is free of ponded water before GCL is placed.

D. The subgrade surface will be examined and accepted in writing by the liner Installer and County/Engineer prior to placement of geosynthetics.

3.2 FINISH GRADING AND COMPACTION OF COMPOSITE LINER SUBGRADE

A. Moisture condition subgrade, if necessary, and smooth drum roll the material to provide smooth firm surface.

B. Subgrade shall be steel‐drum rolled to a smooth and level surface.

C. Compact subgrade to a minimum relative compaction of 90% at no less than 3% below the optimum moisture content and no more than 3% above the optimum moisture, as measured by ASTM D 1557.

D. Soil shall be free of decomposable organic material, trash, debris, and excessive moisture.

E. Unsuitable soil shall be excavated from designed areas and shall be replaced with engineered fill.

F. Finished subgrade grading tolerances shall be within ±0.1 feet of design subgrade



contours.

G. Surface shall be free of stones or protrusions greater than 3/4‐inch diameter and organics or other deleterious material.

H. Fill voids and cracks.

I. Ruts shall be limited to 1 inch maximum depth.

J. After proof‐rolling and compacting with a smooth drum roller, the County/Engineer will accept the liner subgrade surface if the surface is smooth, firm, and no materials greater than one inch in dimension are visible and no soft areas are present.


A. Field quality assurance (QA) will be performed in accordance with the Construction Quality Assurance (CQA) Plan.

B. The County/Engineer will determine optimum moisture content and maximum density for all engineered fills and subgrade in accordance with ASTM D 1557.

C. The County/Engineer will determine in‐place density and moisture content by one or more of the following methods or approved equal: ASTM D6938, ASTM D1556, and ASTM D2216.

D. Additional testing may be provided by the County/Engineer to determine the conformance of the materials with these Specifications and the Construction Drawings.

E. The County/Engineer may perform sampling and testing of excavated materials as they are stockpiled.

F. The Contractor shall cooperate fully with the County/Engineer in performance of sampling and testing. Include costs for assistance in unit or lump sum prices.

END OF SECTION


Geo‐Logic Associates Section 02228 July 2015 Page 1 of 4 ENGINEERED FILL

SECTION 02228

ENGINEERED FILL

PART 1 GENERAL


A. Excavation, hauling, moisture conditioning, grain size processing, compaction, and final grading of suitable soil for the placement of engineered fill material to construct the liner subgrade and other structural fills.


A. Section 02222 – Anchor Trench Backfill.

B. Section 02221 – Excavating.

C. Section 02225 – Subgrade Preparation.

D. Section 02230 – Surface Water Drainage Structures.

E. Section 02239 – Trenching and Backfilling.

1.3 REFERENCES

A. ASTM D1557 ‐ Test Methods for Moisture‐Density Relations of Soils and Soil‐Aggregate Mixtures, Using 10 lb Rammer and 18 inch Drop.

B. ASTM D422 ‐ Standard Method for Particle‐Size Analysis of Fine and Coarse Aggregates.

C. ASTM D2216 ‐ Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass.

C. ASTM D4318 ‐ Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soil.

D. ASTM D6938 ‐ Standard Test Method for In‐Place Density and Water Content of Soil and Soil‐Aggregate by Nuclear Methods (Shallow Depth).

1.4 FIELD MEASUREMENTS

A. Verify that survey bench marks and intended elevations for the work are as designed.



B. Prepare a final survey for an as‐built record drawing based on a 25‐foot grid spacing and at critical grade breaks in order to verify the design and for measurement of the operations layer and other overlying components.

PART 2 PRODUCTS

2.1 ENGINEERED FILL

A. Obtained from County/Engineer approved borrow sources and stockpiles.

B. No organic or otherwise unsuitable material.

C. Consists of clean, non‐expansive sand, silt, or clay soils or clay mixtures.

D. Maximum particle size of 6 inches.

E. Maximum particle size of 3/4‐inch when in contact with geosynthetics.

PART 3 EXECUTION

3.1 EXAMINATION

A. Verify that surface on which the engineered fill will be placed and compacted is complete and accepted.

B. Verification includes as‐built survey of completed subgrade.

3.2 PREPARATION

A. Protect completed lifts of engineered fill from damage.

B. Provide grade control stakes to control final grades.

C. Protect grade control stakes from disturbance.

D. Provide construction water for dust control and compaction. Uniform moisture conditions must exist throughout the soil prior to placement.

3.3 ENGINEERED FILL INSTALLATION

A. Install to lines, grades, and thicknesses shown on Construction Drawings.

B. Place soil and compact in 8‐inch loose horizontal lifts. All slope areas must meet compaction specifications.

C. Oversize rocks or boulders larger than 12 inches in diameter may be placed in the



structural fill in conformance with the following conditions:

1. Oversize rocks shall be placed in the fill such that adjacent oversize rocks are separated by sufficient distance to allow compaction equipment to operate effectively between oversize rocks.

2. Material complying with Part 2.1.C shall be placed and compacted around and above the oversize rocks in conformance with these specifications.

D. Compact lifts using pad foot compactor.

E. Scarify, blend and compact individual lifts together to prevent smooth zones and to provide adequate bonding between lifts.

F. Compact to a minimum relative compaction of 90% at no less than 3% below the optimum moisture content and no more than 3% above the optimum moisture, as measured by ASTM D 1557.

G. Finish final surface within the limits of liner placement with smooth drum roller. Prior to low‐permeability soil placement, surface shall be scarified to prevent lamination between layers.

H. Flatness criteria for finished surface shall be a maximum variation of 0.25 feet when measured with a 10 foot straight edge.



B. Perform as‐built surveys as required to document excavation limits, to measure backfill quantities for payment, and to verify proper construction of overlying materials (i.e. operations layer and overlying engineered fill).

C. Unless otherwise noted, tolerances are:

1. Line ±0.5 foot

2. Grade ±0.1 foot


A. Sampling and testing of materials to determine material type may be performed by the County/Engineer at the stockpile, at the material source, or at the place of use in accordance with the CQA Plan.



B. County/Engineer will determine maximum dry density, and the optimum moisture content for earthfills and engineered fill per ASTM D 1557.

C. County/Engineer will measure in‐place dry density and moisture content, using one or more of the following methods: ASTM D 1556 and ASTM D 6938.

D. Cooperate fully with the County/Engineer in scheduling and performing field quality assurance tests. Include costs for coordination and assistance in unit or lump‐sum prices.

END OF SECTION


Geo‐Logic Associates Section 02229 July 2015 Page 1 of 2 PROTECTIVE SOIL LAYER

SECTION 02229

OPERATIONS LAYER

PART 1 GENERAL


A. Operations layer placement for protection of the composite liner system.




C. Section 02774 – Drainage Geocomposite.

D. Section 02778 – HDPE Geomembrane.

1.3 REFERENCES

A. ASTM D422 ‐ Standard Method for Particle‐Size Analysis of Fine and Coarse Aggregates.

B. ASTM D4318 ‐ Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soil.

PART 2 PRODUCTS

2.1 OPERATIONS LAYER

A. Material obtained from on‐site stockpiles or borrow excavations. Screening of material may be necessary and should be included in cost estimate, if applicable. All materials to be County/Engineer approved.

B. Shall consist of gravels, sands, silts, and mixtures thereof.

C. Maximum Particle Size: ¾‐inch when in contact with geosynthetic materials.

D. Hydraulic conductivity of ≥1x10‐3 cm/sec.

PART 3 EXECUTION

3.1 PLACEMENT


Geo‐Logic Associates Section 02229 July 2015 Page 2 of 2 PROTECTIVE SOIL LAYER

A. Place operations layer only when underlying excavations, foundations, and geosynthetic installations are complete in accordance with the Construction Drawings and Specifications and accepted by the County/Engineer.

B. Place operations layer during the part of the day when the underlying geosynthetics are reasonably free of wrinkles as determined by the County/Engineer. This may include placement during night‐time hours if approved by the County.

C. Do not place operations layer when the underlying geosynthetics are bridging or trampolining as determined by the Engineer.

D. Grading equipment for spreading the gravel shall be a low ground pressure dozer with a maximum track pressure of 6 psi or less. For haul routes or other areas where equipment other than low ground pressure dozers are used, the protective soil shall be a minimum of 3 feet thick.

E. Place to the lines and grades shown on the Construction Drawings.

F. Do not damage underlying geosynthetic clay liner, HDPE liner, geocomposite, or other underlying installations. Any damage to underlying installation shall be repaired or replaced by the Contractor at no cost to the County.

G. Operations layer materials shall be placed in continuous and approximately horizontal lifts for their full length and width, unless otherwise specified or specifically permitted by the County/Engineer.

H. The operations layer material shall be track walked with a minimum of one pass of a D‐7 or larger dozer, or other, as approved by the County/Engineer.

I. Thickness tolerance –0.0 to +0.2 feet.

J. The operations layer shall be placed such that the final surface is even, firm, and relatively unyielding as approved by the County/Engineer.



B. Perform as‐built surveys as required to document excavation limits and to measure backfill quantities for payment.

END OF SECTION


Geo‐Logic Associates Section 02230 July 2015 Page 1 of 4 SURFACE WATER DRAINAGE STRUCTURES

SECTION 02230

SURFACE WATER DRAINAGE STRUCTURES

PART 1 GENERAL


A. Construction of surface drainage channels, culverts, drop inlets, and associated appurtenances associated with the erosion control and surface water drainage systems as defined on the Construction Drawings.


A. Section 02110 – Clearing and Stripping.

B. Section 02221 – Excavating.

C. Section 02228 – Engineered Fill.

D. Section 02710 – Corrugated High Density Polyethylene Pipe.

E. Section 03300 – Cast‐In‐Place Concrete.

F. Section 03461 – Precast Concrete Drop Inlets.

1.3 REFERENCES

A. County of Sacramento, Municipal Services Agency, Standard Construction Specifications, January, 2008.

B. American Association of State Highway and Transportation Officials (AASHTO)

Standard Specifications for Transportation Materials and Methods of Sampling and Testing, 32nd Edition.

PART 2 PRODUCTS

2.1 TRENCH BACKFILL

A. Bedding and Trench backfill materials shall conform to the requirements of trench backfill in accordance with Section 02239.

2.2 DROP INLETS AND TRASH RACK COVERS

A. Drop inlets shall be constructed to the size shown on the Construction Drawings.



B. Drop inlets shall be constructed in accordance with County of Sacramento, Municipal Services Agency, Standard Construction Specifications Section 39‐2.02.

C. Drop inlet trash rack shall be as identified on the Construction Drawings or as approved by the County/Engineer.

2.3 CONCRETE

A. Portland cement concrete (PCC) for the surface water drainage channels shall conform to the requirements of Section 03300 of these Specifications.

2.4 REINFORCEMENT FOR CONCRETE

A. Reinforcing steel for concrete for the surface water drainage systems shall conform to the requirements of Section 03300 of these Specifications and as noted on the Construction Drawings.

2.5 RIP RAP

A. Free of organic or other deleterious material.

B. Having an average rock size of 6‐inch diameter. Well graded visually from 3‐inch to 9‐inch.

C. Material must be hard, durable and not subject to grain crushing or weathering.

2.6 GEOTEXTILE SEPARATOR

A. Use of Geotextile Separator under rock protection in accordance with the Construction Drawings and Section 02771 of the Specifications.

B. Geotextile Separator may be eliminated at the request of the County.

PART 3 EXECUTION

3.1 PREPARATION

A. Set required lines, levels, contours, and datum by construction staking.

B. Provide for dust control.

C. Protect benchmarks, existing structures, and fences from excavation equipment and vehicular traffic.



3.2 INSTALLATION OF DRAINAGE STRUCTURES

A. Excavate the drainage channel to the lines, grades, and dimensions shown on the Construction Drawings.

B. Install precast concrete drainage structures in accordance to the Construction Drawings and Specifications.

C. Place bedding materials for culverts.

D. Install the culverts, drop inlets, headwall structures, outlets, anchors, and all associated appurtenances by fastening all parts together as shown on the Construction Drawings, the Specifications and as recommended by the suppliers.

E. Anchor the structures as shown on the Construction Drawings or in accordance with County Standards.

F. Backfill the culverts and drop inlets with compacted trench backfill as shown on the Construction Drawings and specified in Section 02230.

G. Cast‐in‐place concrete or shotcrete shall be placed as shown on the Construction Drawings.

1. Concrete or shotcrete shall be placed in a workmanlike manner in accordance with current industry standards.

2. The concrete shall be formed, placed, vibrated in place, and struck level with the lines and grades shown on the Construction Drawings.

3. The Contractor shall remove any excess materials, so that the concrete or shotcrete does not obstruct the flow of the drainage structure.

4. Sufficient time shall be allowed in the schedule for proper curing of the concrete or shotcrete before placement of the backfill materials.

H. Contractor shall take care as to not damage the structures during installation and compaction. Any damage shall be repaired or the materials replaced (if necessary) by the Contractor at no additional cost to the County.

3.3 RIP RAP PLACEMENT

A. Place geotextile separator as shown on the Construction Drawings to the dimensional cross‐section shown.

B. Place rock protection in uniform graded mass. Distribute rock protection to produce uniform graded mass.



C. Do not contaminate rock protection with other soil materials prior to, during, or after construction.

D. Provide uniform transition from channel into rock protection.

E. Do not damage underlying geosynthetics during installation. Repair damaged geosynthetics at no additional cost to the County.


A. Contractor shall exercise care during placement of material to prevent damaging underlying finished work.

B. Do not use pointed stakes as grade control devices. Only use devices that will not puncture underlying finished work or installed geosynthetics.

C. Verify flow line grade of drainage channel subgrade before finish is applied.

D. Coordinate with County/Engineer for as‐built measurement and payment surveys in accordance with the Specifications.

3.5 CONSTRUCTION QUALITY ASSURANCE

A. Construction Quality Assurance (CQA) sampling and testing of materials to determine material type may be performed by the County/Engineer at the stockpile, at the material source, or at the place of use in accordance with the CQA Plan.

B. County/Engineer will visually examine the materials used to verify no oversized, saturated, deleterious, or other unsuitable materials are used.

END OF SECTION


Geo‐Logic Associates Section 02230 July 2015 Page 1 of 5 TRENCHING AND BACKFILLING

SECTION 02239

TRENCHING AND BACKFILLING

PART 1 GENERAL

1.1 SUMMARY

A. Section includes trenching, backfilling, and compacting for installation of underground culverts and drop inlets.




C. Section 02230 – Surface Water Drainage Structures.

D. Section 02710 – Corrugated High Density Polyethylene Pipe.

1.3 REFERENCES

A. County of Sacramento, Municipal Services Agency, Standard Construction Specifications, January, 2008.

B. Occupational Safety and Health Administration (OSHA).

C. ASTM D1557 – Test Method for Moisture‐Density Relations of Soils and Soil Aggregate Mixtures Using a 10‐lb Rammer and 18‐inch Drop.

D. ASTM D6938 – Standard Test Method for In‐Place Density and Water Content of Soil and Soil‐Aggregate by Nuclear Methods (Shallow Depth).

1.4 COORDINATION

A. Coordinate traffic control and barricades with County.

B. Coordinate operations and haul routes with landfill operations.

C. Survey alignments to install alignment control staking for pipe excavations.

D. Contractor is responsible for obtaining necessary permits for this work.



PART 2 PRODUCTS

2.1 PIPE TRENCH BACKFILL

A. Bedding material

1. Bedding material for culverts shall consist of graded sand meeting the requirements of County of Sacramento, Municipal Services Agency, Standard Construction Specification 50‐13.02 for graded sand.

B. Pipe Zone Backfill

1. Pipe zone backfill to 12‐inches above the top of the pipe shall consist of crushed rock meeting the requirements of County of Sacramento, Municipal Services Agency, Standard Construction Specification 50‐16 for crushed Type B rock (3/4‐inch).

C. Remaining Trench Backfill/Engineered Fill

1. Soil or rock obtained from the trench excavation, or other source approved by County/Engineer.

2. Free of organic material, frozen material, ice, snow, or excessive moisture.

3. Maximum particle size of 3 inches.

D. Aggregate Base (within existing roadways)

1. Class 2 aggregate base conforming to the requirements of County of Sacramento, Municipal Services Agency, Standard Construction Specification, Section 50‐7.

PART 3 EXECUTION

3.1 PREPARATION

A. Set required lines, levels, contours, and datum by construction staking.

B. Locate, identify, and protect existing pipes and utilities.

C. Notify utility company to locate utilities, if applicable.

D. Provide for dust control.



E. Protect benchmarks, existing structures, and fences from excavation equipment and vehicular traffic.

F. Comply with all requirements of governmental agencies having jurisdiction, particularly as it relates to trench safety systems.

G. Use equipment adequate in size, capacity, and numbers to accomplish the work in a timely manner. Equipment must be specifically designed for trench compaction.

3.2 GENERAL PROCEDURES

A. Remove all water, including rain water, encountered during trench and sub‐structure work to an approved location by pumps, drains, and other approved methods.

B. Keep trenches and site construction area free from standing water.

3.3 TRENCHING

A. Comply with pertinent provisions of related sections.

B. Trenching for pipes:

1. Excavate trench at the locations and to the dimensional cross‐sections shown on the Construction Drawings with sides as nearly vertical as possible. Uniformly grade the bottom to provide uniform bearing for the pipe.

2. Where it becomes necessary to excavate beyond the limits of normal excavation lines in order to remove boulders or other interfering objects, backfill the voids remaining after removal of the objects as directed by the County/Engineer.

3. When the void is below the subgrade for the pipe bedding, use select backfill to fill in the void.

4. When the void is in the side of the trench or open cut, use select backfill to fill in the void.

5. Remove boulders and other interfering objects, and backfill voids left by such removals, at no additional cost to the County.



C. Depressions:

1. Except where rock is encountered, do not excavate below the depth indicated or specified.

2. Where rock is encountered, over excavate rock to a minimum over depth of 4 inches below the trench depth indicated or specified.

3.4 BACKFILLING

A. General:

1. Backfill trenches to the ground surface with materials indicated in this specification and as shown on the Construction Drawings.

2. Reopen trenches which have been improperly backfilled. Refill and compact as specified, or otherwise correct to the approval of the Engineer.

3. Do not allow or cause any of the Work performed or installed to be covered up or enclosed by work of this Section prior to required inspections, tests, and approvals.

4. Should any of the Work be so enclosed or covered up before it has been approved, uncover all such Work and, after approvals have been made, refill and compact as specified, all at no additional cost to the County.

B. Bedding and Backfill around Pipes and Drop Inlets

1. Excavate at the locations and to the dimensional cross‐sections shown on the Construction Drawings.

2. Install pipe, inlets and drop inlets in accordance with Sections 02230 and 02710 of these specifications.

3. Backfill and compact bedding, pipe‐zone backfill, and trench backfill in accordance with Section 02228 of these specifications.

a. Compaction standard shall be per Section 02228 of these specifications.

b. Place and compact pipe bedding to make firm.

c. Compact pipe zone (top of bedding to 12‐inches above pipe) in 6” lifts, using hand methods under pipe haunches to insure intimate



contact of fill material with pipe or structure in difficult access areas.

d. Lifts above the pipe zone may be compacted in 8” lifts.

e. Provide a minimum of 12” distance from pipe to structures to allow compaction.

f. Allow 12” around inlets, manholes, or other structures to allow proper compaction.

g. No ponding or jetting of backfill materials shall be allowed.

h. Backfill in trenches within existing roads or otherwise graveled haul routes shall be with aggregate base within the limits of the shoulders, in accordance with Part 2.1D of this Section. Compaction standard shall be per Section 02228 of these specifications.


A. Construction quality assurance (CQA) will be performed in accordance with the construction CQA Plan.

B. The County may perform testing to determine the conformance of the materials with these Specifications and the Construction Drawings.

C. Render assistance as necessary for CQA Monitor to perform tests in accordance with the CQA Plan.

END OF SECTION


Geo‐Logic Associates Section 02710 July 2015 Page 1 of 4 HIGH DENSITY POLYETHYLENE (HDPE) PIPE

SECTION 02710

CORRUGATED HIGH DENSITY POLYETHYLENE (HDPE) PIPE

PART 1 GENERAL


A. Install water‐tight corrugated High Density Polyethylene (HDPE) pipe and associated pipe fittings and connections.


A. Section 02228 – Engineered Fill.

B. Section 02227 – Drainage Gravel.

B. Section 02230 – Surface Water Drainage Structures.

C. Section 02239 – Trenching and Backfilling.

D. Section 03461 – Precast Concrete Drop Inlets.

1.3 REFERENCES

A. American Society for Testing and Materials (ASTM).

1. ASTM D1238‐10 ‐ Standard Test Method for Flow Rates of Thermoplastics by Extrusion Plastometer.

2. ASTM D1248 ‐ Specification for Polyethylene Plastics Molding and Extrusion Materials.

3. ASTM D1505‐10 ‐ Standard Test Method for Density of Plastics by the Density‐Gradient Technique.

4. ASTM D1603‐12 ‐ Standard Test Method for Carbon Black in Olefin Plastics.

5. ASTM D3350‐12 ‐ Specification for Polyethylene Plastics Pipe and Fittings Materials.



1.4 SUBMITTALS

A. Submit with each shipment of pipe to site, Manufacturer’s certification of compliance with specified requirements of this Section. Submit catalog cut sheet of pipe and fittings to be supplied prior to commencing work.

PART 2 PRODUCTS

2.1 CORRUGATED HDPE PIPE

A. Corrugated HDPE pipe shall be first quality corrugated double‐wall, smooth interior, HDPE pipe manufactured by ADS, Hancor, or other approved Manufacturer.

B. Pipe shall be manufactured with HDPE resin that is new, first quality, compounded, and manufactured specifically for producing HDPE pipe.

C. Supplied to the sizes shown on the Construction Drawings and meeting the requirements of the Manufacturer’s certified properties.

2.2 FITTINGS

A. All fittings (couplers, pipe ends, joints, caps, etc.) shall be water‐tight as provided by the pipe Manufacturer.

B. Provide fittings, manufactured from the same class of materials and fully compatible with the HDPE pipe.

C. Provide fabricated fittings with pressure ratings matching or exceeding the HDPE pipe.

2.3 BACKFILL MATERIALS

A. Bedding and backfill materials shall meet the requirements Section 02239.

PART 3 EXECUTION

3.1 PIPE INSTALLATION GENERAL REQUIREMENTS

A. Pipe, fittings, and accessories shall be shipped, delivered, and installed in such a manner as to ensure a sound, undamaged installation.

B. Provide adequate storage for all materials and equipment delivered to the job site.



C. Handle and store pipe and fittings in accordance with the Manufacturer’s recommendations.

3.2 PLACING PIPE

A. Provide required maintenance of all materials and equipment used to handle and place pipe.

B. Follow the Manufacturer’s recommendations when hauling, unloading and placing the pipe.

C. Take precautions to prevent damage to the pipe.

D. Do not push, pull, or drag pipe and fittings over sharp projections, or drop, or have objects dropped on the pipe and fittings.

E. Inspect for defects before and during installation. Remove any piping showing kinks, buckles, cuts, gouges, or any other damage, which in the opinion of the Engineer will affect performance of the pipe.

F. Replace material found to be defective before or after laying with sound material at no additional expense to the County.

G. Remove all foreign materials or plastic shavings before placement. The pipe shall be clean prior to acceptance by the County/Engineer. Protect pipe from intrusion of soil after placement.

H. Carefully lower pipe and accessories into place and when moving them around the site. Do not drop the pipe into trenches.

I. Backfill shall be carefully placed and compacted over the pipe in a manner acceptable to the County/Engineer and in accordance with Section 02239.

J. Rest the full length of each section of pipe solidly upon the pipe bedding.

K. Take up or adjust pipe when the subgrade has been disturbed while joining the pipe.

3.3 JOINING PIPE

A. Join the HDPE pipe using water‐tight couplers as recommended by the pipe Manufacturer.

3.3 BACKFILLING PIPE



A. Backfill pipes with the materials shown on the Construction Drawings and in accordance with Section 02239.

END OF SECTION


Geo‐Logic Associates Section 02771 July 2015 Page 1 of 6 GEOTEXTILE

SECTION 02771

GEOTEXTILE

PART 1 GENERAL


A. Section includes furnishing and installation of geotextile in areas as shown on the Construction Drawings and as Described in the Specifications.




E. Section 02230 – Surface Water Drainage Structures.

1.3 REFERENCES

A. GRI GT12(a) ‐ Test Methods and Properties for Nonwoven Geotextiles Used as Protection (or Cushioning) Materials.

B. GRI GT13 ‐ Test Methods and Properties for Geotextiles Used as Separation Between Subgrade Soil and Aggregate.

C. ASTM D885 ‐ Methods for Testing Industrial Filament Yarns Made From Man‐made Fibers.

D. ASTM D1777 ‐ Method for Measuring Thickness of Textile Materials.

E. ASTM D4355 ‐ Standard Test Method for Deterioration of Geotextiles from Exposure to Ultraviolet Light and Water.

F. ASTM D4491 ‐ Standard Test Method for Water Permeability of Geotextiles by Permittivity.

G. ASTM D4533 ‐ Standard Test Method for Trapezoid Tearing Strength of Geotextiles.

H. ASTM D4595 ‐ Standard Test Method for Tensile Properties by the Wide‐width Strip Method.

I. ASTM D4632 ‐ Standard Test Method for Breaking Load and Elongation of Geotextiles (grab method).



J. ASTM D4751 ‐ Standard Test Method for Determining Apparent Opening Size of a Geotextile.

K. ASTM D6241 ‐ Standard Test Method for Index Puncture Strength of Geotextiles.

L. ASTM D5261 ‐ Standard Test Method for Mass Per Unit Area (weight) of Woven Fabric.

1.4 DEFINITIONS

A. MANUFACTURER: Responsible for the production of geotextile rolls.

B. INSTALLER: The party responsible for field handling, storing, deploying, repairing, anchoring, and any other aspects of installing the geotextile.

C. Construction Quality Assurance Consultant (CQAC): The party, independent from the manufacturer or installer, responsible for observing and documenting activities related to the quality assurance of the production and installation of the geosynthetic components of the geotextile. Also responsible for issuing a construction monitoring report, and certification sealed by a Registered Professional ENGINEER.

1.5 SUBMITTALS

A. Submit, description of geotextile fabric proposed for use that meets or exceeds the requirements of this section. Include certified minimum property values and test methods used to obtain property values.

B. Submit, prior to installation, written instructions for storage, handling installation, and seaming of proposed geotextile.

C. Submit, prior to installation, written instructions for repair of geotextile.

PART 2 PRODUCTS

2.1 GENERAL

A. Product comprised of a nonwoven, needlepunched polypropylene fabric; oriented into a stable network that maintains its structure during handling, placement, and long‐term service.

B. Resistant to soil and leachate chemicals.

C. New product made from virgin materials.



2.2 GEOTEXTILE

A. Geotextile used for separation shall conform to the minimum average roll values (MARV), as defined in Table 02771‐1.

TABLE 02771‐1

GEOTEXTILE PROPERTIES

PROPERTY TEST DESIGNATION REQUIREMENT CONFORMANCE TEST

FREQUENCY

Mass per Unit Area ASTM D5261 8 oz/yd2 100,000 sq ft

Grab Tensile Strength (Note 1) ASTM D4632 205 lbs 100,000 sq ft

Grab Tensile Elongation (Note 2) ASTM D4632 50% 100,000 sq ft

CBR Puncture Resistance ASTM D6241 535 lb 100,000 sq ft

Trapezoidal Tear ASTM D4533 85 lb 100,000 sq ft

Apparent Opening Size ASTM D4751 80 US Sieve 100,000 sq ft

UV Resistance (Note 3) ASTM D4355 70% 1 Per

formulation/certify

Notes:

(1) Measured in weakest direction.

(2) Measured in lower elongation direction.

(3) Evaluation to be on a 2.0 inch strip tensile specimens after 500 hours exposure.

2.3 MANUFACTURER SOURCE QUALITY CONTROL

A. The MANUFACTURER shall sample and test the geotextiles at a minimum of once for every 100,000 sq. ft. Test results shall demonstrate that the material conforms to all requirements in Part 2.2 of this Section except for UV Resistance, which shall be certified by the MANUFACTURER.

B. County/Engineer will reject rolls for which quality control requirements are not met.

C. Certify the quality of the rolls of geotextile.

D. Provide quality control certificates for each lot and each shift’s production. The quality control certificates must include:

1. Roll numbers and identification.



2. Sampling procedures.

3. Results of quality control tests, including a description of test methods used.

2.4 LABELING

A. Mark or tag geotextile rolls with the following information:

1. Manufacturer's name.

2. Product identification.

3. Lot number or date

4. Roll number

5. Roll dimensions

B. Mark special handling requirements on rolls.

PART 3 EXECUTION

3.1 EXAMINATION

A. Prior to installation of geotextile, examine underlying construction for conformance with specifications.

3.2 PROTECTION

A. When placing soil materials over geotextile ensure the following:

1. No damage to geotextile.

2. No slippage of geotextile on underlying layers.

3. No excessive tensile stresses in the geotextile.

B. Ensure that geotextile is covered within 30 days.

3.3 DELIVERY, STORAGE, AND HANDLING

A. Protect geotextile from ultraviolet light exposure, precipitation, inundation, mud, dirt, dust, puncture, cutting, and other damaging or deleterious condition.

B. Ship geotextile in closed trailer.



C. Immediately restore damaged protective covering.

3.4 DEPLOYMENT

A. Follow Manufacturer's recommendations, standards, and guidelines.

B. Roll geotextile down slope keeping the geotextile sheet in sufficient tension to prevent folds and wrinkles.

C. Weight geotextile with sandbags, or equivalent, to ballast during deployment. Leave ballast in place until geotextile is covered with succeeding construction layer.

D. Cut geotextile using approved cutter only.

E. Do not trap excessive dust, stones, or moisture in geotextile that could damage or clog drains or filters, or hamper subsequent seaming.

3.5 SEAMS AND OVERLAPS

A. Overlap geotextile as required by the seaming technique and as recommended by Manufacturer prior to seaming.

B. All seams shall be either heat welded or sewn.

C. Ensure that no soil materials are inadvertently inserted beneath the seams of geotextiles.

D. Sew with polymeric thread having chemical resistance and strength properties equal to or exceeding those of the geotextile.

E. For sewing, use a 401 two‐thread chain stitch, or equivalent.

3.6 REPAIRS

A. Repair holes, burn‐outs or tears in geotextiles with a patch from the same geotextile material, by sewing or heat welding (as described above) in place with a minimum seam overlap of 12 inches in all directions.

B. Sew the geotextile within 1 inch of the outside edge of the patch materials.

C. If a tear exceeds 50 percent of the roll width, remove and replace the roll.

E. Remove any soil or other material which may have penetrated the torn geotextile.

F. Notify County/Engineer of all repairs.




A. The County/Engineer shall observe all repair operations.

3.8 ACCEPTANCE

A. Contractor retains all responsibility for geotextiles until acceptance by County/Engineer.

END OF SECTION


Geo‐Logic Associates Section 02774 July 2015 Page 1 of 9 DRAINAGE GEOCOMPOSITE

SECTION 02774

DRAINAGE GEOCOMPOSITE

PART 1 GENERAL


A. Section includes furnishing and installing the Drainage Geocomposite for the site in accordance with the Specifications and the Construction Drawings.

B. Geocomposite described in this section will be geonet with geotextile heat bonded on two sides prior to delivery to the site. This combination, which is pre‐fabricated in the plant prior to shipment to the site, is termed as Double‐Sided Drainage Geocomposite.


A. Section 02222 ‐ Anchor Trench Backfill.

B. Section 02229 ‐ Operations Layer.

C. Section 02778 ‐ HDPE Geomembrane.

D. Section 02779 ‐ Geosynthetic Clay Liner.

1.3 REFERENCES

A. ASTM D7005 ‐ Standard Guide for the Determination of Adhesion and Bond Strength of Geocomposites.

B. ASTM D792 ‐ Standard Test Method for Density and Specific Gravity (Relative Density) of Plastics by Displacement.

C. ASTM D1603 ‐ Standard Test Method for Carbon Black in Olefin Plastics.

D. ASTM D4491 ‐ Standard Test Methods for Water Permeability of Geotextiles by Permittivity.

E. ASTM D4533 ‐ Standard Test Method for Trapezoid Tearing Strength of Geotextiles.

F. ASTM D4716 ‐ Standard Test Method for Constant Head Hydraulic Transmissivity of Geotextiles and Geotextile Related Products.



G. ASTM D4751 ‐ Standard Test Method for Determining Apparent Opening Size of a Geotextile.

H. ASTM D6241 ‐ Standard Test Method for Index Puncture Resistance of Geotextiles.

I. ASTM D4873 ‐ Standard Guide for Identification, Storage, and Handling of Geosynthetic Rolls and Samples.

J. ASTM D5035 ‐ Standard Test Method for Breaking Strength and Elongation of Textile Fabrics (Strip Method).

K. ASTM D5199 ‐ Standard Test Method for Measuring Nominal Thickness of Geotextiles and Geomembranes.

L. ASTM D5261 ‐ Standard Test Method for Measuring Mass per Unit Area of Geotextiles.

1.4 DEFINITIONS

A. Batch: A quantity of resin, usually the capacity of one railcar, used in the fabrication of high density polyethylene (HDPE) geocomposite. A roll number corresponding to the particular quantity of resin used will identify the finished product.

B. Construction Quality Assurance Consultant (CQAC): The party, independent from MANUFACTURER or INSTALLER, that is responsible for observing and documenting activities related to the quality assurance of production and installation of the geosynthetic components of the lining system.

C. Construction Quality Assurance (CQA) Laboratory: The party, independent from the County, MANUFACTURER, Fabricator, and INSTALLER, responsible for conducting tests on samples of geosynthetics obtained at the site.

D. Construction Quality Assurance (CQA) Monitor: The site representative of the CQAC.

E. Fabricator: The party responsible for the fabrication of geocomposite panels constructed from rolls received from the MANUFACTURER.

F. Geocomposite MANUFACTURER: The party responsible for the production of the geocomposite rolls from resin and for the quality control of the resin.

G. Geocomposite Subsurface: The surface on which the geocomposite lies.



H. INSTALLER: The party responsible for field handling, transporting, storing, deploying, seaming, temporarily restraining (against wind), and installing the geocomposite.

1.5 SUBMITTALS

A. Product Data: Submit the following prior to confirmation of County ‐ Contractor Agreement.

1. Resin Data.

a. Statement of production date or dates.

b. Certification stating that the geonet resin meets the product requirements (see Paragraph 2.3).

c. Certification stating that all resin is from the same MANUFACTURER.

d. Copy of quality control certificates issued by MANUFACTURER.

e. Test reports from MANUFACTURER.

2. Geocomposite Rolls.

a. Statement of production date or dates, and MANUFACTURER’s certificates for each day's production.

b. Laboratory test results and certification stating that the geocomposite meets the product requirements of Part 2.

c. Certification stating that all geocomposite rolls are furnished by one supplier, and that all rolls are manufactured from one resin type obtained from one resin supplier.

d. Copy of quality control certificates issued by THE MANUFACTURER including designation of test methods used. Also include roll numbers, batch numbers, lot numbers, and roll identification.

e. Test reports from the MANUFACTURER.

f. Geocomposite delivery, storage, and handling instructions.

g. Geocomposite installation instructions.



1.6 QUALIFICATIONS

A. MANUFACTURER/Fabricator/Installation Qualifications

B. INSTALLER: Must have successfully installed a minimum of 1,000,000 square feet of drainage geocomposite with documented references.


A. The County will engage and pay for the services of (1) Construction Quality Assurance Consultant (CQAC), and (2) Construction Quality Assurance (CQA) Laboratory for monitoring the quality of the geocomposite.

1.8 DELIVERY, STORAGE, AND HANDLING (MANUFACTURER)

A. General: Conform to the MANUFACTURER's requirements.

B. Delivery.

1. Deliver materials to the site only after the County/Engineer accepts the required submittals.

2. Separate damaged rolls from undamaged rolls and store at locations designated by the County/Engineer until the County determines proper disposition of material.

3. County/Engineer will determine if rolls are considered damaged.

4. Deliver in rolls, do not fold.

C. Storage on Site: (INSTALLER).

1. Store geocomposite rolls in the space allocated by the County.

2. Store geocomposite rolls to protect from puncture, dirt, grease, water, moisture, mud, mechanical abrasions, excessive heat or other damage.

3. Store geocomposite rolls on prepared surface (not on wooden pallets).

4. Stack geocomposite rolls as per the manufacturer’s recommendation.

D. Handling on Site: (INSTALLER).

1. Use appropriate handling equipment to load, move, and deploy geocomposite rolls. Appropriate handling equipment includes cloth chokers and spreader bars for loading, and spreader and roll bars for



deployment. Dragging panels on the ground surface will not be permitted.

2. Do not fold geocomposite; folded material will be rejected.

3. CONTRACTOR is responsible for off loading, storage, and transporting material from storage area to installation site.

PART 2 PRODUCTS

2.1 MANUFACTURERS

A. Submit substitutions in accordance with Section 01630, Product Options and Substitutions.

2.2 GEOCOMPOSITE LABELING

A. Provide the following information on the geocomposite roll labels:

1. Length, width, and weight.

2. Name of MANUFACTURER and Fabricator.

3. Directions for unrolling.

4. Product identification; lot number, batch number, and roll number.

2.3 GEONET

A. The resin shall be first quality High Density Polyethylene (HDPE), manufactured specifically for producing geonet for use in drainage systems. Mixing of different resin types, recycled materials, or seconds will not be allowed.

B. The geonet shall meet the following requirements unless otherwise approved:

TABLE 02774‐1 GEONET PROPERTIES

TEST TEST DESIGNATION REQUIREMENT MQC TEST FREQUENCY

Density(1) ASTM D792 Method A orASTM 1505

Minimum 0.932 g/cm3 100,000 sq ft

Carbon Black ASTM D1603 2% to 3% 100,000 sq ft

Tensile Strength ASTM D5035 Minimum 45 lbs/in 100,000 sq ft




Thickness ASTM D5199 Min. 200 mil 50,000 sq ft

Notes:

(1) Measured on resin prior to addition of carbon black

2.4 GEOTEXTILE

A. Geotextile used for filtration conforming to the following minimum average roll values (MARV) as defined by the Federal Highway Administration for the following properties listed:

TABLE 02774‐2

GEOTEXTILE PROPERTIES


Mass per Unit Area ASTM D5261 6 oz/yd2 100,000 sq ft

Grab Tensile Strength (1)and Elongation (2)

ASTM D4632 160 lb and <50% 100,000 sq ft

Puncture Resistance ASTM D4833 85 lb 100,000 sq ft

Trapezoidal Tear ASTM D4533 68 lb 100,000 sq ft

Flow Rate ASTM D4491 100 gal/min/ft2 540,000 sq ft

Apparent Opening Size ASTM D4751 70 Sieve 540,000 sq ft

Notes (1) Measured in weakest direction (2) Measured in lower elongation direction

2.5 GEOCOMPOSITE

A. Geonet shall be heat bonded to two layers of geotextile, one on each side.

B. No delamination (separation between the geonet and geotextile) greater than 6‐square inch area within a 6‐foot radius of any point shall be allowed.

C. Unlaminated edge: 12‐inch MAXIMUM allowable.



D. The geocomposite shall meet the following requirements unless otherwise approved:

TABLE 02774‐3 GEOCOMPOSITE PROPERTIES


Hydraulic Transmissivity(1)

ASTM D4716 >2 x 10‐3 m2/sec 540,000 sq ft

Ply Adhesion ASTM D7005 Minimum 0.5 lbs/in, Average 1.0 lbs/in

50,000 sq ft

Notes:

(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 min.


A. Perform the quality control tests at the manufacturing plant or other laboratories on geonet, geotextile, and geocomposite products at the frequencies listed in Tables 02774‐1, 02774‐2, and 02774‐3.

PART 3 EXECUTION

3.1 PREPARATION

A. After the CQA Consultant and the County approve the geocomposite, it shall be placed over the geomembrane as shown on the Construction Drawings.

B. Installation shall be in accordance with the MANUFACTURER’s instructions and these Specifications. Where a conflict arises, these Specifications will prevail.

3.2 GEOCOMPOSITE INSTALLATION

A. Deployment.

1. Daily Panel Deployment: Deploy no more panels in one shift than can be secured during that same shift.

2. Do not damage geocomposite by handling, by trafficking, leakage of hydrocarbons, or any other means.



3. Unroll geocomposite panels using methods that will not damage, stretch or crimp geocomposite. Protect underlying surface from damage.

4. Do not allow any vehicular traffic directly on geocomposite.

5. Visually inspect geocomposite for imperfections. Mark faulty or suspect areas for repair.

B. Connections (net) shall be overlapped a minimum of 6‐inches along the length and one foot along the width.

C. Connections (net) shall be made using nylon ties secured at three‐foot intervals along the length and 1‐foot centers along the width.

D. Edge of geotextile shall be sewn for the entire length of geotextile. No geonet shall be exposed.

E. Defects and Repairs.

1. Examine areas of the geocomposite for defects, holes, blisters, undispersed raw materials, and any sign of contamination by foreign matter. The surface of the geocomposite must be clean at the time of the examination.

2. Damaged geocomposite shall be removed and repaired according to Part 3.3 of this Section.

3.3 REPAIR PROCEDURES

A. Remove damaged geocomposite and replace with acceptable geocomposite materials if damage cannot be satisfactorily repaired.

B. Repair, removal, and replacement are at CONTRACTOR's expense if the damage results from the CONTRACTOR's, INSTALLER's, or the CONTRACTOR's subcontractor activities.

C. Repair any portion of the geocomposite exhibiting a flaw. Agreement upon the appropriate repair method will be determined between the County, the CQAC and the INSTALLER. Repair procedures available include:

1. Patching: Used to repair large holes, tears, by overlapping geocomposite 6‐inches in all directions and tying.



3.4 QUALITY CONTROL AND CONSTRUCTION QUALITY ASSURANCE

A. MANUFACTURER, Fabricator, INSTALLER, and CONTRACTOR, will participate and conform with all terms and requirements of the Owners construction quality assurance program. The CONTRACTOR is responsible for assuring this participation.

B. Field construction quality control and construction quality assurance (CQA) requirements shall be performed as specified in the CQA Plan.

C. The County or CQAC may perform additional testing to determine the conformance of the materials with these Specifications and the Construction Drawings.

3.5 GEOCOMPOSITE ACCEPTANCE

A. CONTRACTOR retains all ownership and responsibility for the geocomposite until acceptance by the County/CQAC.

B. The County/CQAC 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.

END SECTION


Geo‐Logic Associates Section 02778 July 2015 Page 1 of 25 HDPE GEOMEMBRANE

SECTION 02778

HDPE GEOMEMBRANE PART 1 GENERAL


A. Section includes furnishing and installing the 60‐mil double‐side textured HDPE geomembrane for the composite liner system in accordance with the Specifications and the Construction Drawings.



B. Section 02222 ‐ Anchor Trench Backfill.

C. Section 02225 ‐ Subgrade Preparation.

E. Section 02228 ‐ Engineered Fill.

F. Section 02774 – Drainage Geocomposite.

G. Section 02779 ‐ Geosynthetic Clay Liner.

1.3 REFERENCES

A. GRI‐GM11 ‐ Accelerated Weathering of Geomembranes using a Fluorescent UVA Condensation.

B. ASTM D7466 ‐ Standard Specification for Asperity Measurement of Textured Geomembranes using a Depth Gage.

C. GRI‐GM13 ‐ Standard Test Methods, Test Properties and Testing Frequency for High Density Polyethylene (HDPE) Smooth and Textured Geomembranes.

D. ASTM D792 ‐ Standard Test Methods for Specific Gravity (Relative Density) and Density of Plastics by Displacement.

E. ASTM D1004 ‐ Standard Test Method for Initial Tear Resistance of Plastic Film and Sheeting.

F. ASTM D1505 ‐ Standard Test Method for Density of Plastics by the Density Gradient Technique.



G. ASTM D1603 ‐ Standard Test Method for Carbon Black in Olefin Plastics.

H. ASTM D4833 ‐ Standard Test Method for Index Puncture of Geotextiles, Geomembranes, and Related Products.

I. ASTM D4873 ‐ Standard Guide for Identification, Storage, and Handling of Geosynthetic Rolls and Samples.

J. ASTM D5199 ‐ Standard Test Method for Measuring Nominal Thickness of Geotextiles and Geomembranes.

K. ASTM D5397 ‐ Standard Test Method for Evaluation of Stress Crack of Polyolefin Geomembranes Using Notched Constant Tensile Load Test.

L. ASTM D5596 ‐ Standard Test Method for Microscopic Evaluation of Dispersion of Carbon Black in Polyolefin Geosynthetics.

M. ASTM D5721 – Standard Test Method for Air‐Oven Aging of Polyolefin Geomembranes

N. ASTM D5885 ‐ Standard Test Method for Oxidation Induction Time of Polyolefin Geosynthetics by High Pressure Differential Scanning Calorimetry.

O. ASTM D5994 ‐ Standard Test Method for Measuring Core Thickness of Textured Geomembranes.

P. ASTM D6243 ‐ Standard Test Method for Determining the Internal and Interface Shear Resistance of Geosynthetic Clay Liner by the Direct Shear Method.

Q. ASTM D6392 ‐ Standard Test Method for Determining the Integrity of Nonreinforced Geomembrane Seams Produced Using Thermo‐Fusion Methods.

R. ASTM D6693 ‐ Standard Test Method for Determining Tensile Properties of Nonreinforced Polyethylene and Nonreinforced Flexible Polypropylene Geomembranes.

S. ASTM D7466 ‐ Standard Test Method for Measuring the Asperity Height of Textured Geomembrane

1.4 DEFINITIONS

A. Batch: A quantity of resin, usually the capacity of one rail car, used in the manufacture of high density polyethylene (HDPE) geomembrane sheet. A roll number corresponding to the particular lot of resin used will identify the finished sheet.



B. Bridging: The condition when geomembrane becomes suspended over its subgrade due to contraction of the material or poor installation.

C. Construction Quality Assurance Consultant (CQAC): The party, independent from MANUFACTURER or INSTALLER, that is responsible for observing and documenting activities related to the quality assurance of production and installation of the geosynthetic components of the lining system.

D. Construction Quality Assurance (CQA) Laboratory: The party, independent from the OWNER, MANUFACTURER, Fabricator, and INSTALLER, responsible for conducting tests on samples of geosynthetics obtained at the site.

E. Construction Quality Assurance (CQA) Monitor: The site representative of the CQAC.

F. Extrudate: The molten polymer that 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.

G. Fabricator: The party responsible for the fabrication of geomembrane panels constructed from rolls received from the MANUFACTURER.

H. Geomembrane MANUFACTURER: The party responsible for the production of the geomembrane rolls from resin and for the quality of the resin.

I. Geomembrane: An essentially impermeable membrane used as a solid or liquid barrier. Synonymous term for flexible membrane liner (FML).

J. Geomembrane Subsurface: The soil or geosynthetic surface on which the geomembrane lies.

K. INSTALLER: The party responsible for field handling, transporting, storing, deploying, seaming, temporary restraining (against wind), and installation of the geomembrane.

L. Panel: The unit area of geomembrane that will be seamed in the field. A panel is identified as a roll or portion of a roll without any seams.

1.5 PRE‐CONSTRUCTION SUBMITTALS (MANUFACTURER AND INSTALLER)

A. Submit the following to the OWNER, 7 days prior to receiving material at the site.

B. Resin Data. (MANUFACTURER)

1. Statement of production date or dates.



2. Certification stating that the resin meets the product requirements (see Part 2.2).

3. Certification stating that all resin is from the same MANUFACTURER.

4. Copy of quality control certificates issued by MANUFACTURER.

5. Test reports from MANUFACTURER.

C. Geomembrane Roll. (MANUFACTURER)

1. Statement of production date or dates.

2. Laboratory test results and certification stating that the geomembrane meets the product requirements (see Part 2.3).

3. Certification stating that all geomembrane rolls are furnished by one supplier, and that all rolls are manufactured from one resin type obtained from one resin supplier.

4. Copy of the quality control certificates issued by MANUFACTURER.

5. Test reports from the MANUFACTURER.

6. Typical test results of complete notched constant tensile load test (ASTM D5397) for specified resin and sheet thickness.

7. Statement certifying that no reclaimed polymer is added to the resin.

8. Statement listing percentages of processing aids, antioxidants, and other additives other than carbon black added to or in the resin.

9. Geomembrane delivery, storage, and handling instructions.

10. Geomembrane installation instructions.

11. Sample warranties for review.

D. Extrudate Beads and/or Rod. (MANUFACTURER)

1. Statement of the production date or dates.

2. Laboratory certification stating that the extrudate meets the product requirements (see Part 2.4).



3. Certification stating that one MANUFACTURER manufactures all extrudate and one supplier supplies the resin.

4. Copy of the quality control certificates issued by MANUFACTURER.

5. Test reports from the MANUFACTURER.

6. 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.

E. Schedules and drawings (INSTALLER).

1. Work schedule: Submit the installation schedule one week prior to installation. Include hours worked per day, per week and per shift. Indicate all weather delays built into schedule.

2. Installation layout drawings: Two weeks prior to installation of the geomembrane, submit drawings showing the panel layout indicating both fabricated (if applicable) and field seams, and details not conforming to the Drawings. Upon acceptance, use these drawings for installation of geomembrane.

F. Qualifications (INSTALLER).

1. Submit, two weeks prior to installation, the name of INSTALLER, and resume of installation supervisor/field ENGINEER to be assigned to the project.

2. Submit, two weeks prior to installation, resume of master seamer(s).

G. Equipment and Personnel: Submit the following two weeks prior to installation: (INSTALLER).

1. Equipment list stating quantity and types.

2. List of personnel to perform field seaming operations.

1.6 SUBMITTALS DURING CONSTRUCTION (INSTALLER)

A. Submit quality control documentation prepared during the installation.

B. Submit daily prior to the start of installation, subgrade acceptance certificate signed by the installation supervisor for each area to be covered by geosynthetics.



1.7 SUBMIT UPON COMPLETION OF THE INSTALLATION (INSTALLER)

A. Certificate stating the liner has been installed in accordance with the Construction Drawings and Specifications.

B. The warranty obtained from the MANUFACTURER/Fabricator and the installation warranty.

C. As built drawings showing location of panels, seams, repairs, patches, and destructive samples, including measurements.

D. Copies of seam test results and statistical analysis of each welder's performance.

1.8 QUALIFICATIONS

A. INSTALLER: Must have successfully installed a minimum of 10,000,000 square feet of welded polyethylene geomembrane with documented references.

B. Master Welder Qualifications: Must have completed a minimum of 5,000,000 square feet of polyethylene geomembrane seaming work using the type of seaming apparatus proposed for use on this project.

C. Other Seamer’s Qualifications: Must have seamed a minimum of 1,000,000 square feet of HDPE geomembrane.


A. The OWNER will engage and pay for the services of (1) Construction Quality Assurance Consultant (CQAC), and (2) Construction Quality Assurance (CQA) Laboratory for monitoring the quality and installation of geomembrane material being installed unless otherwise specified.

1.10 DELIVERY, STORAGE, AND HANDLING (MANUFACTURER)

A. General: Conform to the MANUFACTURER's requirements.

B. Delivery.

1. Deliver materials to the site only after the OWNER accepts required submittals.

2. Separate damaged rolls from undamaged rolls and store at locations designated by the OWNER until OWNER determines proper disposition of material.



3. OWNER will determine the extent of damage to geomembrane.

4. Deliver in rolls, do not fold.

C. Storage on Site: (INSTALLER).

1. Store geomembrane rolls in the space allocated by the OWNER.

2. Store geomembrane rolls to protect from puncture, dirt, grease, water, moisture, mud, mechanical abrasions, excessive heat or other damage.

3. Store geomembrane rolls on prepared surface (not on wooden pallets).

4. Stack geomembrane no more than three rolls high.

D. Handling on Site: (INSTALLER).

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. Do not fold geomembrane material; folded material will be rejected.

3. CONTRACTOR is responsible for off loading, storage, and transporting material from storage area to installation site.

1.11 WARRANTY (MANUFACTURER)

A. Provide MANUFACTURER's warranty for geomembrane material in compliance with provisions of the Conditions of the Contract. Provide a minimum 20 year pro rata warranty for the material against deterioration due to exposure to the elements, either exposed or buried. The warranty for material must cover costs of material replacement and installation; assuming the area is rendered 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. Installation: Provide an installation warranty for geomembrane material in compliance with the conditions of the Contract. Provide a minimum of 2 year, non‐pro rata warranty for the installation against defects.



PART 2 PRODUCTS (MANUFACTURER)

2.1 PRE‐APPROVED MANUFACTURER

A. GSE, Inc., 19103 Gundle Road, Houston, Texas.

B. Agru America, 500 Garrison Road, Georgetown, SC 29440.

2.2 GEOMEMBRANE RESIN

A. High Density Polyethylene (HDPE), new, first quality, and manufactured specifically for producing HDPE geomembrane.

B. Do not mix resin types during manufacturing.

C. Do not use recycled materials or seconds in manufacturing.

D. Meeting the following requirements unless otherwise approved:

TABLE 02778‐1 HDPE RESIN PROPERTIES

TEST TEST DESIGNATION REQUIREMENT

Density(1) ASTM D792 Method A or ASTM D1505 0.932 to 0.942 g/cm3

Notes: (1) Measured on pure resin without additives. Maximum 0.950 g/cm3 with additives.

2.3 HIGH‐DENSITY POLYETHYLENE (HDPE) DOUBLE‐SIDE TEXTURED GEOMEMBRANES

A. Manufacturing.

1. The resin supplied for the geomembrane will consist of compounded polyethylene specifically produced for geomembrane production and shall not include pipe resin or other resins not formulated for hydraulic containment. No recycled polymers or polymers mixed with other types of resin shall be accepted unless the recycling program has been approved the plant inspected by the ENGINEER.

2. Use only resins and additives produced in the United States, Canada or Western Europe from approved suppliers and manufacturers. All resin, masterbatch, anti‐oxidant and other additives, as well as the complete formulation, to be approved by the ENGINEER



3. The base resin is to be pure material with no modifications. Factory blending of resins will only be allowed if the facility has been inspected and approved by the ENGINEER and in which case only when fully automated batching and control systems are used.

4. All resin for each type of geomembrane shall be manufactured by one single MANUFACTURER, and supplied by one single supplier. Each type of additive will also be manufactured and supplied by one single supplier.

5. The additive package, at a minimum, must include: carbon black, antioxidants and a HALS component. Non‐slip agents shall not be used. The total combined percentage for all the additives, including carbon black, antioxidants, HALS, and others, shall be less than 3.5% of the geomembrane weight. From this 3.5%, no more than 1% shall correspond to additives other than carbon black.

6. All the additives shall be uniformly dispersed throughout the geomembrane. Additives shall not be extractable under water by leaching. There shall be no visual streaking or variation in additive distribution or dispersion.

7. Do not exceed a combined maximum total of 1 percent by weight of additives other than carbon black or pigment.

8. The geomembrane shall be produced in rolls, and shall be free of holes, bumps, and not dispersed material, cuts, bents, and any other signs of foreign material. Every roll shall be identified with labels that supply information as to the thickness, length, width, roll number, and plant location.

9. Separation in plane (SIP) during tensile testing is not allowed unless first appearance occurs after an elongation (in either a Type IV or a 1.0 inch‐wide coupon) at an elongation greater than 200%. Any rolls presenting before 200% elongation in more than 1 coupon out of 20 will be rejected.

10. The MANUFACTURER shall carry out laboratory tests on the geomembrane’s quality control, in the frequency indicated in these specifications. The MANUFACTURER will certify that the proposed material complies with the requirements for the stress crack resistance due to environmental efforts. The most resent stress crack resistance testing results shall be enclosed with a MANUFACTURER’S certification, in order to verify that the supplied product fulfills the project requirements.



11. The 60‐mil HDPE double‐sided textured geomembrane shall meet the minimum average roll values (MARV) and requirements of Table 02778‐2, unless otherwise specified or approved. Manufacturing quality control (MQC) testing shall be conducted at the stated frequencies.

TABLE 02778‐2

60‐MIL HDPE DOUBLE SIDED TEXTURED GEOMEMBRANE TESTING

PROPERTY TEST DESIGNATION REQUIREMENT MQC TEST

FREQUENCY

Sheet Thickness ASTM D5994 Min. 57 mil Avg. 60 mil

20,000 sq ft

Asperity Height (Note 1) ASTM D7466 Min. 16 mil Ave 20 mil

20,000 sq ft

Density ASTM D1505/

D792 0.94 – 0.954g/cc 100,000 sq ft

Tensile Strength Yield (Note 2) ASTM D6693

Type IV 126 lb/in 100,000 sq ft

Tensile Strength at Break (Note 2)

ASTM D6693 Type IV

90 lb/in 100,000 sq ft

Elongation at Yield (Note 2) ASTM D6693

Type IV 12% 100,000 sq ft

Elongation at Break (Note 2) ASTM D6693

Type IV 100% 100,000 sq ft

Tear Resistance ASTM D1004 42 lb 100,000 sq ft

Puncture Resistance ASTM D4833 90 lb 100,000 sq ft

Environmental Stress Crack (Note 3)

ASTM D5397

(App.) 300 hr

1 per each formulation

Carbon Black Content (range) ASTM D1603

(Note 4) 2 to 3% 100,000 sq ft

Carbon Black Dispersion ASTM D5596 (Note 5) 100,000 sq ft

Oxidation Induction Time (OIT) (Note 6) high pressure OIT

ASTM D5885 400 min. 1 per each formulation



PROPERTY TEST DESIGNATION REQUIREMENT MQC TEST

FREQUENCY

Oven Aging at 85oC (Notes 6, 7) high pressure OIT

high pressure OIT (avg. min.) % retained after 90 days

ASTM D5721 ASTM D5885

80%

1 per each formulation (supply data‐certification)

UV Resistance (Notes 8, 9, 10) High Pressure OIT (min. avg.) % retained after 1600 hrs

GRI GM11 ASTM D5885

50%

1 per each formulation (supply data‐certification)

Notes for Tables 02778‐2:

1. Average asperity height of 10 readings per textured surface side must be ≥20 mil. Minimum height of any single reading must be ≥16 mil. Min. is defined as the single point minimum reading. Avg. is defined as the average of all readings per test.

2. Machine direction (MD) and machine transversal direction (XMD) the average values should be obtained based on 5 testing samples in each direction.

a. Elongation at yield is calculated by using 1.3 in of the gage length.

b. Elongation at break is calculated by using 2.0 in of the gage length.

3. Standard SP‐NCTL testing is not appropriate for textured geomembranes. These tests should be utilized on smooth samples of the same material (e.g., taken from the smooth edges or parallel production runs).

4. Other methods such as ASTM D‐4218 (muffle furnace) or microwave methods are acceptable if an appropriate correlation to D‐1603 (tube furnace) can be established.

5. Carbon black dispersion (only near spherical agglomerates) for 10 separate views:

a. 9 in Categories 1 or 2 and 1 in Category 3.

6. The manufacturer has the option to select another OIT method subject to the ENGINEER’s approval.

7. Per GRI‐GM13. It is also recommended that the samples be tested at 30 and 60 days to compare with the 90‐day response.

8. Testing conditions of the test should be 20 hrs UV cycle at 75ºC following 4 hours of condensation at 60ºC.

9. UV resistance is based in the value of percentage retained without taking into account the original HP‐OIT value.

10. UV resistance is based on percent retained value regardless of original HP‐OIT value.

2.4 EXTRUDATE ROD OR BEAD

A. Meeting the geomembrane MANUFACTURER requirements and using the same base resin as the geomembrane or GCL membrane backing.

B. Made from same resin as the geomembrane.

C. Thoroughly disperse additives throughout rod or bead.



D. Containing 2 to 3 percent carbon black.

E. Free of contamination by moisture or foreign matter.

2.5 WELDING EQUIPMENT FOR INSTALLATION

A. Maintain sufficient operational seaming apparatus to continue work without delay.

B. Use power source capable of providing constant voltage under combined line load.

C. Provide protective lining and splash pad large enough to catch spilled fuel under electric generator, if located on liner.

D. Tensiometers capable of measuring seam strength, calibrated and accurate within 2 pounds.

E. Dies for cutting seam samples.


A. Perform the stated quality control tests at the stated frequencies at the manufacturing plant on geomembrane products per Table 02778‐2.

PART 3 EXECUTION (INSTALLER)

3.1 EXAMINATION OF GEOMEMBRANE SUBSURFACE

A. Verify that the GCL has been installed, tested, and approved prior to placement of the geomembrane.

3.2 PREPARATION

A. Repair damage caused to the underlying materials during deployment.

B. Round edges of anchor trenches.

3.3 PERFORM TRIAL SEAM WELDS AS FOLLOWS:

A. Perform trial welds on samples of geomembrane to verify the performance of welding equipment, seaming methods, and conditions.

B. No seaming equipment or welder will be allowed to perform production welds until equipment and welders have successfully completed trial weld.



C. Frequency of trial welds:

1. Minimum of two trial welds per day per equipment and welder, with one prior to the start of work and one at mid shift.

2. When directed by the CQA Monitor.

3. Every two hours when using a wedge weld to weld across seams.

4. Minimum one trial weld per person per shift.

5. When ambient temperature changes more than 20°F since previous trial weld.

D. Make trial welds in the same surroundings and environmental conditions as the production welds, i.e., in contact with subgrade.

E. Make trial weld sample at least 2 feet long, 3 feet long for double wedge welding machines and 12 inches wide with the seam centered lengthwise.

F. Cut four, one‐inch wide test strips randomly selected across the length of the trial weld. Test specimens for peel adhesion and for bonded seam strength (shear) (ASTM D6392).

G. A specimen is considered passing when the following results are achieved. For double wedge welding, both welds must pass in peel and shear.

1. The break is a film tear bond (FTB).

2. The break is ductile.

3. The peel strength is a minimum of 70 percent of the specified sheet strength at yield for wedge welds or flat welds and a minimum of 60 percent of the specified sheet strength at yield for extrusion welds.

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 nip roller.

5. The shear strength is 90 percent of the specified sheet strength at yield for all weld types. Minimum elongation between the grips is 2 inches based on an initial grip separation of 2 inches from the edge of the weld.

H. A trial weld sample is considered passing when all specimens pass peel and shear tests.



I. Repeat the trial weld in its entirety when any of the trial weld samples fail in either peel or shear.

J. When repeated trial welds fail, do not use welding apparatus and welder until deficiencies or conditions are corrected and two consecutive successful trial welds are achieved.

3.4 DEPLOYMENT

A. Ambient Conditions: Give careful consideration to the timing and temperature during deployment. The CQA organization 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. In a practical sense the CONTRACTOR should strive to perform these activities within as narrow a temperature range as practical, and avoid these activities during peak hot or cold conditions.

B. Panel Identification: Assign each panel an identifying code number or letter consistent with the CONTRACTOR's submitted panel layout drawing. The coding is subject to approval by the CQA Monitor. The installer is responsible to place the identification code on the installed liner that consists of panel number, roll number, and panel length.

C. Daily Panel Deployment: Deploy no more panels in one shift than can be welded or secured during that same day.

D. Do not deploy in the presence of excessive moisture, precipitation, ponded water, or high winds.

E. Do not damage geomembrane by handling, by trafficking, or leakage of hydrocarbons or any other means.

F. Do not wear damaging shoes or engage in activities that could damage the geomembrane.

G. Unroll geomembrane panels using methods that will not damage, stretch or crimp geomembrane. Protect underlying surface from damage.

H. Use methods that minimize wrinkles and differential wrinkles between adjacent panels.

I. Place ballast on geomembrane to prevent uplift from wind.

J. Use ballast that will not damage geomembrane, such as sandbags or equivalent.



K. Protect the geomembrane in areas of equipment or repeated foot traffic by placing protective cover that is compatible with and will not damage geomembrane.

L. Repair damage to the subgrade or other underlying materials prior to completing deployment of the geomembrane.

M. Do not allow any vehicular traffic directly on unprotected geomembrane.

N. Remove wrinkled or folded material.

O. Visually inspect geomembrane for imperfections. Mark faulty or suspect areas for repair.

P. Install material to account for shrinkage and contraction while avoiding wrinkles. Install material stress‐free with no bridging before it is covered. Add material, such as compensation wrinkles at the toe of slopes, as needed to avoid bridging.

Q. Before wrinkles fold over, attempt to push them out. For wrinkles that cannot be pushed out, cut them out and repair cuts prior to burial or at the direction of the OWNER.

3.5 SEAM LAYOUT

A. Orient seams parallel to the line of maximum slope, i.e., orient down not across slopes.

B. Minimize the number of field seams in corners, odd shaped geometric locations, and outside corners.

C. Keep horizontal seams (seams running approximately parallel to slope contours) at least 6 feet away from toe or crest of slopes unless otherwise approved by the OWNER.

D. Use a seam numbering system consistent with panel number system.

E. Shingle panels on all slopes and grades as directed by the OWNER.

3.6 SEAM WELDING PERSONNEL

A. 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 in use at site.



B. Qualify personnel performing welding operations by experience and by successfully passing field welding tests performed on site.

C. The master welder will provide direct supervision over other welders.

3.7 SEAM WELDING EQUIPMENT

A. Extrusion welder: equipped with gauges showing temperatures in extruder apparatus at the barrel and nozzle of the extruder. External temperature gauges may measure temperature at nozzle.

B. Hot wedge welder: Automated variable speed vehicular mounted devices equipped with devices adjusting and giving temperatures of the wedges. Pressure controlled by spring, pneumatic, or other system that allows for variation in sheet thickness. Rigid frame fixed position equipment is not acceptable.

C. Maintain adequate quality of welding apparatus in order to avoid delaying the project.

D. Use a power source capable of providing constant voltage under combined line load.

3.8 GENERAL WELDING PROCEDURES

A. Do not commence welding with welding equipment until the trial weld test samples, made by that equipment, passes the test weld.

B. Clean all geomembrane surfaces of grease, moisture, dust, dirt, debris, or other foreign material.

C. Overlap panels a minimum of 3 inches for extrusion welding and 4 inches for hot wedge welding.

D. Do not use solvents or adhesives.

E. Provide adequate material on each weld to allow peel testing of both sides of double wedge welds and extrusion welds.

F. Extend welding to the outside edge of all panels.

G. If required, provide a firm substrate by using a geomembrane rub sheet, a flat board, a conveyor belt, or similar hard surface directly under the weld overlap to achieve firm support.



H. Provide adequate illumination if welding operations are carried out at night.

I. Cut fishmouths or wrinkles along the ridge of the wrinkle in order to achieve a flap 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.

3.9 INSTALLATION QUALITY CONTROL

A. Log the following every two hours:

1. Temperature directly on the geomembrane surface being welded.

2. Extrudate temperatures in barrel and at nozzle (extrusion welder).

3. Operating temperature of hot wedge (hot wedge welder) and any pressure adjustments made.

4. Preheat temperature.

5. Speed of hot wedge welder in feet per minute.

B. Weld only when ambient temperature, measured 6 inches above the geomembrane, is between 32°F and 130°F.

C. If the INSTALLER wishes to use methods which may allow seaming at ambient temperatures below 32°F or above 130°F, the INSTALLER shall demonstrate and certify that such methods produce seams which are entirely equivalent to seams produced at ambient temperatures above 32°F and below 130°F, and that the overall quality of the geomembrane is not adversely affected. Then, the temperatures in the above quality assurance procedure shall be modified accordingly.

3.10 DEFECTS AND REPAIRS

A. Examine all welds and non weld areas of the geomembrane for defects, holes, blisters, undispersed raw materials, and any sign of contamination by foreign matter. The surface of the geomembrane shall be clean at the time of the examination.

B. Repair and non‐destructively test each suspect location in both weld and non‐weld areas. Do not cover geomembrane at locations that have been repaired until test results with passing values are available.

C. Extrusion weld a patch over all “cross” or “tee” welds.



3.11 EXTRUSION TYPE OF WELDING

A. Use procedures to tack bond adjacent panels together that do not damage the geomembrane and allow quality control tests to be performed.

B. Purge welding apparatus of heat degraded extrudate before welding.

C. Bevel the top edges of top geomembrane a minimum of 45° and full thickness of the geomembrane before extrusion welding.

D. Clean seam welding surfaces of oxidation by disc grinder or equivalent not more than 30 minutes before extruding weld. Change grinding discs frequently. Do not use clogged discs.

E. Do not remove more than 4 mils of material when grinding.

F. Grind across, not parallel to, welds.

G. Cover the entire width of grind area with extrudate.

H. When restarting welding, grind ends of all welds that are more than five minutes old.

3.12 HOT WEDGE WELDING

A. Place a smooth insulating plate or fabric beneath hot welding apparatus after usage to not damage the geomembrane.

B. Protect against moisture build up between panels.

C. If welding cross seams, conduct field test welds at least every two hours, otherwise, once prior to start of work and once at midday.

D. Bevel edges of top and bottom panels on cross seams.

E. Do not weld on geomembrane until equipment has passed trial weld test.

F. Extrusion weld a repair patch over all seam intersections as described in Part 3.10.

3.13 FIELD QUALITY CONTROL AND QUALITY ASSURANCE

A. MANUFACTURER, Fabricator, and INSTALLER will participate in and conform with all terms and requirements of the OWNER's quality assurance program. The



CONTRACTOR is responsible for assuring this participation. Quality control and quality assurance requirements are as specified in this paragraph.

3.14 CONFORMANCE TESTING (PERFORMED BY CONSTRUCTION QUALITY ASSURANCE LABORATORY)

A. Allow 3 days for conformance testing following the date material is available to the CQA Laboratory.

B. Perform conformance testing on geomembrane rolls at the frequency described in the CQA Plan.

C. Obtain 3‐feet samples across entire roll width not including the first 3 feet of material. Conformance samples should be obtained directly from the MANUFACTURER.

D. Forward samples to Construction Quality Assurance Laboratory.

E. Test samples for conformance with design specifications and guaranteed properties in accordance with the CQA Plan.

3.15 FIELD TESTING (PERFORMED BY INSTALLER)

A. General: 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. Perform testing as the seaming progresses and not at the completion of all the field seaming. Complete all required repairs in accordance with this specification.

B. Vacuum Testing Equipment

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.

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.

C. Vacuum Box Test Procedures

1. Place the box over the wetted seam area (soapy solution).



2. Ensure that a leak tight seal is created.

3. Energize the vacuum pump and reduce the vacuum box pressure to approximately 10 inches of mercury, i.e., five‐psi gauge.

4. Examine the geomembrane through the viewing window for the presence of soap bubbles for a period of not less than ten seconds.

5. All areas where soap bubbles appear shall be marked and repaired in accordance with repair procedures described in this specification.

D. Air pressure testing for seaming processes producing a double seam with an enclosed channel.

1. Equipment, comprised of the following:

a. An air pump (manual or motor driven) equipped with a pressure gauge capable of generating and sustaining a pressure over 40 psi and mounted on a cushion to protect the geomembrane.

b. A rubber hose with fittings and connections.

c. A sharp hollow needle, or other approved pressure feed device.

d. A pressure gauge with an accuracy of plus or minus one psi.

2. Test Procedures.

a. Seal both ends of the welded seam to be tested.

b. Insert needle or other approved pressure feed device into the tunnel created by the weld.

c. Energize the air pump to a minimum pressure of 30 psi or 1/2 psi per mil of liner thickness, whichever is greater, close valve and sustain pressure for at least five minutes.

d. If loss of pressure exceeds three psi (ten mm mercury), or otherwise approved, or does not stabilize, locate faulty area and repair in accordance with repair procedures described in this specification.

e. Puncture opposite end of seam to release air. If blockage is present, locate and test seam on both sides of blockage.



f. Remove needle or other approved pressure feed device and seal the penetration holes.

E. Spark Testing for penetrations or other difficult areas not accessible to vacuum testing.

1. Equipment and Materials.

a. 24 gauge copper wire.

b. Low‐amperage electric detector, 20,000 to 30,000 volt, with brush‐type electrode capable of causing visible arc up to ¾ inch from copper wire.

2. Procedures.

a. Place copper wire within 1/4 inch of the edge of extrusion seam or clamp seal.

b. Pass electrode over the seam or clamp the area and observe for a spark. If a spark is detected perform a repair.

3.16 LABORATORY DESTRUCTIVE TESTING (PERFORMED BY OWNER AND THE INSTALLER)

A. Location and Frequency of Testing.

1. Collect destructive test samples at a minimum frequency of one test location per 500 feet of seam length.

2. Determine test locations during welding. Locations may be prompted by suspicion of excess crystallinity, contamination, offset welds, or suspected defect. The OWNER will be responsible for choosing the locations. The Monitor will not notify the INSTALLER in advance of selecting locations where weld samples will be taken.

3. The OWNER may increase the test frequency based on marginal results.

B. Sampling Procedures.

1. Cut samples at locations designated by the OWNER as the welding progresses. Verify that laboratory test results have been obtained before the geomembrane is covered by another material.

2. The OWNER will number each sample and mark sample number and location in compliance with the CQA program.



3. Immediately repair all holes in the geomembrane resulting from destructive test sampling. Repair in accordance with repair procedures described in this Section. Test the continuity of the repair in accordance with this Section.

4. Size of Samples: minimum 12 inches wide by 42 inches long with the seam centered lengthwise. Cut a one‐inch wide strip from each end of the sample and test these for (shear and peel) in the field. 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 Construction Quality Assurance Laboratory: 12 inches by 18 inches.

c. One portion to the OWNER for archive storage: minimum 12 inches by 12 inches.

3.17 FIELD TESTING (PERFORMED BY INSTALLER)

A. Test the two, one‐inch wide strips specified in Part 3.16, B, by tensiometer for peel and shear, respectively.

B. Both test strips must meet peel and shear requirements for welded seams specified in Part 3.3.

C. If any field test sample fails, follow failed test procedures outlined in this Section.

3.18 LABORATORY TESTING PERFORMED INDEPENDENTLY BY CONSTRUCTION QUALITY ASSURANCE (CQA) LABORATORY

A. Test "seam strength" and "peel adhesion" (ASTM D6392).

B. Minimum acceptable values to be obtained for these tests are specified in Part 3.3.G.

C. Test at least five specimens for each test method. Five of five specimens must meet minimum requirements. None of the peel specimens may peel 100 percent, or the entire sample will be considered as failing.

D. Select specimens alternately by test from the samples (i.e., peel, shear, peel, shear...).

E. Provide test results no more than 48 hours after receiving samples.



F. For double wedge welded samples, test both sides in peel.

3.19 FAILED WELD PROCEDURES

A. Follow these procedures when there is a destructive test failure. Procedures apply when test failure is determined by the Construction Quality Assurance Laboratory, the INSTALLER, or by field tensiometer. Follow one of the following two options:

1. First Option.

a. Reconstruct or cap strip the seam between any two passing test locations. Cannot extrusion weld flap.

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 for an additional field test.

c. If these additional test samples pass field tests, then take laboratory samples.

d. If the laboratory samples pass, then reconstruct the weld or cap between the two test sample locations that bracket the failed test location.

e. If any sample fails, then repeat the process to establish the zone in which the weld must be reconstructed.

3.20 ACCEPTABLE WELDED SEAMS

A. Bracketed by two locations from which samples have passed destructive tests.

B. For reconstructed seams exceeding 50 feet, a sample taken from within the reconstructed weld passes destructive testing.

C. Whenever a sample fails, provide additional testing for seams that were welded by the same welder and welding apparatus or welded during the same time shift.



3.21 SEAMS THAT CANNOT BE NON‐DESTRUCTIVELY TESTED, PERFORM THE FOLLOWING:

A. If the weld is accessible to testing equipment prior to final installation, non‐destructively test the weld prior to final installation.

B. If the weld cannot be tested prior to final installation, cap strip the weld. The OWNER and the INSTALLER must observe the welding and cap stripping operations for uniformity and completeness.


A. Remove damaged geomembrane and replace with acceptable geomembrane materials if damage cannot be satisfactorily repaired.

B. Repair, removal, and replacement are at CONTRACTOR's expense if the damage results from the CONTRACTOR's, the INSTALLER's, or the CONTRACTOR's SUBCONTRACTOR activities.

C. Repair any portion of the geomembrane exhibiting a flaw, or failing a destructive or non‐destructive test. Agreement upon the appropriate repair method will be determined between the OWNER'S Representative and the INSTALLER. Do not commence welding on liner until trial weld test sample, made by that equipment and operator, passes trial test. Repair procedures available include:

1. Patching: Used to repair large holes (over 3/8 inch diameter), tears (over ½ inch long), undispersed raw materials, contamination by foreign matter, and to cover cross and tee connections.

2. Abrading and re‐welding: Used to repair small sections of seams.

3. Spot welding or seaming: Used to repair small tears (less than ½ inch long), pin holes or other minor, localized flaws.

4. Capping: Used to repair large lengths of failed seams.

5. Removing the seam and replacing with a strip of new material.

D. In addition, satisfy the following procedures:

1. Abrade geomembrane surfaces to be repaired (extrusion welds only) no more than 30 minutes prior to the repair.

2. Clean and dry all surfaces at the time of repair.



3. The OWNER’s representative, the CQAC, and the INSTALLER must accept the repair procedures, materials, and techniques in advance of the specific repair.

4. Extend patches or caps at least 6 inches beyond the edge of the defect, and round all corners of material to be patched and the patches to a radius of at least 3 inches.

5. Unless otherwise instructed by the OWNER, cut geomembrane below large caps to avoid water or gas collection between the sheets.

E. Verification of repair:

1. Number and log each patch repair.

2. Non‐destructively test each repair using methods specified in Part 3.15 of this Section.

3. Destructive tests may be required at the discretion of the OWNER's Representative.

4. Reconstruct repairs until tests indicate passing results.

3.23 GEOMEMBRANE ACCEPTANCE

A. CONTRACTOR retains all ownership and responsibility for the geomembrane until acceptance by the OWNER.

B. OWNER 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, is in accord with the Section.

4. The OWNER has received written certification documents and drawings.

END OF SECTION


Geo‐Logic Associates Section 02779 July 2015 Page 1 of 12 GEOSYNTHETIC CLAY LINER

SECTION 02779

GEOSYNTHETIC CLAY LINER

PART 1 GENERAL


A. Section includes furnishing and installing geosynthetic clay liner (GCL) for the composite liner system in accordance with the Specifications and the Construction Drawings.



B. Section 02225 – Subgrade Preparation.

C. Section 02222 – Anchor Trench Backfill.

D. Section 02228 ‐ Engineered Fill.

E. Section 02778 – HDPE Geomembrane.

1.3 REFERENCES

A. ASTM C136 ‐ Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.

B. ASTM D422 ‐ Standard Test Method for Particle‐Size Analysis of Soil.

C. ASTM D698 ‐ Standard Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft‐lbf/ft3 (600 kN‐m/m3)).

D. ASTM D1004 ‐ Standard Test Method for Initial Tear Resistance of Plastic Film or Sheeting.

E. ASTM D2216 ‐ Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil, Rock, and Soil‐aggregate Mixtures.

F. ASTM D4354 ‐ Standard Practice for Sampling of Geosynthetics for Testing.

G. ASTM D4632 ‐ Standard Test Method for Breaking Load and Elongation of Geotextiles.



H. ASTM D4643 ‐ Standard Test Method for Determination of Water (Moisture) Content of Soil by the Microwave Oven Method.

I. ASTM D4759 ‐ Standard Practice for Determining the Specification Conformance of Geosynthetics.

J. ASTM D4873 ‐ Standard Guide for Identification, Storage, and Handling of Geosynthetic Rolls and Samples.

K. ASTM D5084 ‐ Standard Test Method of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter.

L. ASTM D5199 ‐ Standard Test Method for Measuring Nominal Thickness of Geotextiles and Geomembranes.

M. ASTM D5261 ‐ Standard Test Method for Measuring Mass Per Unit Area of Geotextiles.

N. ASTM D5887 ‐ Standard Test Method for Measurement of Index Flux Through Saturated Geosynthetic Clay Liner Specimens Using a Flexible Wall Permeameter.

O. ASTM D5888 ‐ Standard Guide for Storage and Handling of Geosynthetic Clay Liners.

P. ASTM D5890 ‐ Standard Test Method for Swell Index of Clay Mineral Component of Geosynthetic Clay Liners.

Q. ASTM D5891 ‐ Standard Test Method for Fluid Loss of Clay Components of Geosynthetic Clay Liners.

R. ASTM D5993 ‐ Standard Test Method for Measuring Mass per Unit of Geosynthetic Clay Liners.

S. ASTM D6243 ‐ Standard Test Method for Determining the Internal and Interface Shear Resistance of Geosynthetic Clay Liner by the Direct Shear Method.

T. ASTM D6693 ‐ Standard Test Method for Determining Tensile Properties of Nonreinforced Polyethylene and Nonreinforced Flexible Polypropylene Geomembranes.

1.4 DEFINITIONS

A. Bentonite: Clay soil, comprised primarily of sodium montmorillonite, characterized by high‐swelling potential and low‐hydraulic conductivity.



B. Construction Quality Assurance Consultant (CQAC): The OWNER or the monitoring firm responsible for implementation of the CQA plan.

C. Construction Quality Assurance (CQA) Laboratory: The party, independent from the OWNER, MANUFACTURER, Fabricator, and INSTALLER, responsible for conducting tests on samples of geosynthetics obtained at the site. Also referred to as the Geosynthetics Laboratory.

D. Construction Quality Assurance (CQA) Officer: The professional representative of the CQA monitoring firm who shall be responsible for implementation of the CQA plan.

E. Construction Quality Assurance (CQA) Monitor: Site representative of the CQA Monitor responsible for documenting field observations and tests.

F. ENGINEER: The individual or firm responsible for the design and preparation of the Drawings and Specifications.

G. Geomembrane: An essentially impermeable synthetic membrane used as a solid or liquid barrier. Synonymous term for flexible membrane liner (FML).

H. Geosynthetic Clay Liner (GCL): Relatively thin factory‐manufactured liner material consisting of bentonite supported by textile backing or geomembrane held together by needling, stitching, or chemical adhesives.

I. INSTALLER: The party responsible for field handling, transporting, storing, deploying, and temporary restraining (against wind) of the GCL.

J. Lot: Group of consecutively numbered rolls from the same manufacturing line.

K. GCL MANUFACTURER (MANUFACTURER): The party responsible for the production and quality of GCL.

L. Minimum Average Roll Value (MARV): Minimum value of a limited series of tests that represents a value two standard deviations lower than the overall average value. Ninety‐five percent of any individual samples will have values greater than the MARV for any given property.

M. Textile Backing (textile or geotextile): Geosynthetic support material consisting of woven slit film, needle‐punched nonwoven, or spun‐laced polymer fabric, used for supporting bentonite in a GCL.



1.5 PRE‐CONSTRUCTION SUBMITTALS (MANUFACTURER AND INSTALLER)

A. Product Data (MANUFACTURER): Submit the following 7 days prior to shipping material to the site.

1. Textile Backing or HDPE Liner:

a. Certification stating that the textiles meet the product requirements (Table 02779‐1).

b. Copy of quality control tests performed by textile supplier (if different from GCL MANUFACTURER).

c. Copy of quality control tests performed by GCL MANUFACTURER.

2. Bentonite:

a. Certification stating that the bentonite meets the product requirements (Table 02779‐1).

b. Copy of quality control tests performed by bentonite supplier.

c. Copy of quality control tests performed by GCL MANUFACTURER.

3. GCL:

a. Certification stating that the GCL meets the product requirements (Table 02779‐1).

b. Copy of quality control tests performed by GCL MANUFACTURER.

c. The CONTRACTOR shall submit a certificate of compliance for the GCL to the Engineer and CQAC for approval at least 14 calendar days before he intends to import this material

4. Qualifications (INSTALLER):

a. Submit, three weeks prior to installation, name of INSTALLER, resume of installation supervisor to be assigned to the project, and list of projects completed by INSTALLER that involved GCLs.

5. Quality Control Plan and Installation Procedures (MANUFACTURER):



a. Submit, three weeks prior to installation, copy of MANUFACTURER’s quality control plan including list of quality control tests performed and typical testing frequencies.

b. Submit, three weeks prior to installation, recommended installation procedures.

B. Submit, upon completion of the installation, MANUFACTURER’s product warranty against MANUFACTURER defects (material not in compliance with this specification). The warranty shall cover the full material replacement cost not including installation.

1.6 QUALIFICATIONS

A. Product shall be obtained from a MANUFACTURER listed in Section 2.1 or a MANUFACTURER‐approved distributor.

B. INSTALLER shall meet the following requirements:

1. Have experience in similar capacity involving GCLs on at least 3 landfill projects and have installed a minimum of 1,000,000 square feet of GCL.


A. The County will engage and pay for the services of (1) Construction Quality Assurance Consultant (CQAC) and (2) Construction Quality Assurance (CQA) Laboratory for monitoring the quality and installation of the GCL unless otherwise specified.

B. The MANUFACTURER shall not charge any time or material expenses to the County, related to a plant visit during manufacturing.

C. The INSTALLER shall aid the County in product sampling by providing personnel and equipment necessary to move, cut, and protect GCL rolls.

1.8 DELIVERY, STORAGE AND HANDLING

A. General: Conform to the MANUFACTURER’s requirements unless otherwise specified.

B. Delivery:

1. Deliver materials to the site only after the Engineer or CQAC accepts required submittals.



2. Material shall be covered with a waterproof, tightly fitting, plastic covering resistant to ultraviolet degradation.

3. Ship less than one month prior to scheduled installation.

4. Each roll shall be marked with the following information:

a. MANUFACTURER’s name.

b. Product identification.

c. Lot and roll numbers.

d. Roll dimensions and weight.

C. Storage:

1. Store rolls in space allocated by the CQAC. Space should be at high‐ground level or elevated aboveground surface. Follow storage procedures outlined in ASTM D5888.

2. Stack no more than 4 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.

D. Handling:

1. Use appropriate handling equipment following MANUFACTURER’s recommendations to load, move, or deploy GCL rolls.

2. Handling of rolls shall be done in a competent manner such that damage does not occur to the product or to its protective wrapping. Follow handling procedures outlined in ASTM D5888.

3. Damage to protective covering due to mishandling or sampling must be repaired immediately. Repairs shall be such that the GCL roll is protected from moisture or other deleterious conditions.

4. INSTALLER is responsible for off‐loading, storage, and transporting material from storage area to installation site.



PART 2 PRODUCTS

2.1 MANUFACTURER

A. Name, address, and telephone number of MANUFACTURER’s given below:

1. GSE, Inc., 19103 Gundle Road, Houston, Texas.

2. CETCO, 2870 Forbs Avenue, Hoffman Estates, Illinois.

3. Agru America, 500 Garrison Road, Georgetown, SC 29440.

B. Material may be provided by a different office than shown above or by a MANUFACTURER‐approved distributor.

C. Products from manufacturer’s other than those shown above may be used only with written pre‐bid authorization from the Engineer.

2.2 BENTONITE

A. Supplied in granular form.

B. Meet the requirements of Table 02779‐1.

2.3 GEOTEXTILE BACKING

A. Needle‐punched nonwoven cap and base.

B. Meet the requirements of Table 02779‐1.

2.4 GCL

A. Consist of bentonite encapsulated by nonwoven geotextiles.

B. Continuous water‐proof laplines and matchlines shall be printed directly on the geotextile‐type GCL at 6 and 9 inches from the edges of the rolls, respectively.

C. Wrapped around structurally‐sound core 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.

1. Geotextiles shall be needle‐punched together through the bentonite layer to form a stable composite. Adhesives may be used in addition to, but not in lieu of, needle‐punching.



2. Continuously inspected for presence of needles and certified to be “needle‐free.”

D. Meet the requirements of Table 02779‐1.

TABLE 02779‐1 PROPERTIES FOR GEOSYNTHETIC CLAY LINER

TEST TEST

DESIGNATION(1) REQUIREMENT MQC TEST FREQUENCY(2)

Bentonite

Moisture ASTM D2216 <40% 1 per 50 tons

Particle Size ASTM D422 <20% passing #200 sieve

1 per 50 tons

Free Swell ASTM D5890 >24 ml/2g 1 per 50 tons

Geotextile ‐ Nonwoven

Mass Per Unit Area ASTM D5621 >5.8 oz/yd2 1 per 200,000 sf

Grab Tensile Strength ASTM D4632 150 lbs MARV 1 per 200,000 sf

GCL

Mass Per Unit Area ASTM D5993 >0.75 lbs 1 per 40,000 sf

Index Flux ASTM D5887 <1.0 x 10‐8 m2/sec Weekly or once per lot(3)

Permeability ASTM D5084 <5.0x10‐9 cm/sec Weekly or once per lot(3)

Grab Strength ASTM D6768 >23 lbs/in 1 per 200,000 sf

Peel Strength ASTM D6496 >3.5 lbs/in 1 per 200,000 sf

Notes: (1) Alternate tests are allowed only with prior written approval of ENGINEER.

(2) One test per quantity indicated; minimum one test per lot.

(3) Include last 20 values reported.


A. Perform the quality control tests at the frequencies shown on Table 02779‐1.

B. Supply copies of testing to the CQAC.



PART 3 EXECUTION

3.1 PREPARATION OF FOUNDATION

A. Conformance testing of the GCL shall be performed and approved by the CQAC in accordance with the CQA plan.

3.2 DEPLOYMENT

A. General:

1. Deploy only after the CQAC and the INSTALLER accept the liner subgrade in writing.

2. Do not allow foot traffic on the GCL if the material is at the moisture content of 50 percent or greater.

3. Deploy manually or by use of spreader bar attached to loader or backhoe.

4. Take care not to entrap objects or moisture beneath GCL.

5. Beginning deployment implies acceptance of subgrade by the INSTALLER.

B. Vehicular traffic shall not be allowed on the GCL without the expressed written consent of the Engineer.

C. The installer shall not drag the GCL over areas that may damage the GCL, dislodge stones, or entrap materials such as rocks, sticks, grass, etc. beneath the GCL.

D. The installer shall place a rub sheet of smooth HDPE geomembrane or other acceptable material over areas that may damage the GCL or entrap foreign materials during deployment.

3.3 JOINING

A. Overlaps:

1. Using the lapline and matchline as guides, maintain a minimum overlap of 6 inches along length of the panel until covering the liner with soil.

2. Maintain a minimum overlap of 12 inches at ends of rolls and in sump areas (if applicable) until covering the liner with soil.



3. Overlaps or seams are not allowed perpendicular to slopes greater than 10 percent. In these areas GCLs must be placed in one piece along the entire slope, unless otherwise approved by the Engineer.

B. Seams:

1. Spread loose bentonite or bentonite paste at the rate of 4 ounces per lineal foot of overlap.

2. Bentonite shall be same material used in the GCL.

3. Use lime spreader if powdered bentonite is used to reduce wind‐blown particles.

4. Do not sew or use mechanical connections (except for repairs).

3.4 RESTRAINING AND PROTECTING

A. Restrain GCL against wind using sandbags filled with fine‐grained material.

B. Sandbags must remain until GCL is covered.

C. GCL must be covered with geomembrane the day it is installed. If overlying geomembrane is not seamed the same day, the CQAC may request geomembrane edges to be pulled back to inspect GCL at no additional cost to County. Torn, punctured, or hydrated material shall be removed and replaced in accordance with Section 3.05 at no additional cost to County.

D. The bentonite material that becomes hydrated to a moisture content greater than 40 percent before being covered by a seamed geomembrane will be rejected. Rejected material shall be removed and replaced at no additional cost to the County.


A. Remove punctured, torn, or hydrated material.

B. Cover area with same type of GCL material with same side up.

C. Overlap defective area by a minimum of 12 inches in all directions.

D. Adhesion tape may be used to keep patch in place.

E. Apply loose bentonite as with normal overlaps at 4 ounces per linear foot.

3.6 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 County who is assisted by the INSTALLER.

B. The INSTALLER and CQAC 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 of 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 unhydrated material.

4. Overlaps using the laplines and matchlines as a guide. The CQAC shall periodically measure the distance of the laplines and matchlines from the edge of the GCL.

5. The bentonite seam (if necessary) to check the location of the seams over the overlap and the amount of bentonite being used.

6. The CQAC must approve each section of the GCL before the GCL is covered.

C. The INSTALLER shall aid the CQAC in collecting samples for conformance testing:

1. Any roll that cannot be identified shall be rejected.

2. Samples shall be taken at a minimum frequency of one sample per 100,000 square feet.

3. A minimum of one sample shall be taken from each lot.

4. Sample shall be a minimum of two feet long and run the entire width of the roll.

5. Mark the roll number and machine direction on each sample.

D. Conformance Testing (CQA Laboratory)

1. Allow 3 days for conformance testing following the date material is available to the CQA Laboratory.



2. Perform conformance testing on geomembrane rolls.

3. Obtain 3‐foot samples across entire roll width not including the first 3 feet of material. Conformance samples should be obtained directly from the MANUFACTURER.

4. Forward samples to Construction Quality Assurance Laboratory.

5. Test samples for conformance with the Specifications and guaranteed properties in accordance with the CQA Plan.

6. Perform, as a minimum, the tests listed in the CQA Plan to determine GCL characteristics. Additional tests may be performed at the discretion of the CQAC. Where optional procedures are noted in the test method, the requirements of the specifications prevail.

3.7 ACCEPTANCE

A. Contractor shall retain ownership and responsibility of GCL until acceptance by the CQAC.

B. CQAC 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 CQAC has completed final inspection and any noted defects have been repaired.

END OF SECTION

DIVISION 3

CONCRETE

Kiefer Landfill Module M1L‐M3 Infill DIVISION 3 CONCRETE

Geo‐Logic Associates Section 03300 June 2015 Page 1 of 10 CAST‐IN‐PLACE CONCRETE

SECTION 03300

CAST‐IN‐PLACE CONCRETE

PART 1 GENERAL


A. The Construction Contract, and Sections in Division 1 of these Specifications, complement the work described in this Section. If the requirements of this section and conditions and sections noted above conflict, the Contractor will adhere to the more stringent requirement as determined by the County.

B. Provide cast‐in‐place concrete, including formwork and reinforcement, where shown on the Construction Drawings, as specified herein, and as needed for a complete and proper installation.




C. Section 02239 – Trenching and backfilling.


E. Section 02710 – Corrugated High Density Polyethylene Pipe.

F. Section 03461 – Precast Concrete Drop Inlets.

1.3 REFERENCES

A. American Concrete Institute (ACI):

1. 301 Specifications for Structural Concrete for Buildings

2. 308 Standard Practice for Curing Concrete

3. 318 Building Code Requirements for Reinforced Concrete

B. American Society for Testing and Materials (ASTM):

1. Al 85 Specification for Welded Steel Wire Fabric for Concrete Reinforcement



2. A615 Specification for Deformed and Plain Billet ‐ Steel Bars for Concrete Reinforcement

3. C33 Specification for Concrete Aggregates

4. C39 Test Method for Compressive Strength of Cylindrical Concrete specimens

5. C42 Drilled Cores and Sawed Beams of Concrete

6. C94 Standard specification for Ready‐Mixed Concrete

7. C143 Test Method for Slump of Portland Cement Concrete

8. C150 Specification for Portland Cement


A. Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the necessary crafts and who are completely familiar with the specified requirements and the methods needed for proper performance of the work of this Section.

B. Comply with ACI 301, except as may be modified herein.

C. Provide access for, and cooperate with, the Monitor and testing laboratory.

D. Do not commence placement of concrete until mix designs have been reviewed and approved by the Engineer, and all governmental agencies having jurisdiction, and until copies of the approved mix designs are at the Site and the batch plant.

E. Three concrete test cylinders will be taken by an independent testing laboratory for every 150 cubic yards of concrete placed, but not less than one set per day. One of the test cylinders shall be tested at 7 days for 70 percent of design strength and the remaining two shall be tested at 28 days for full design strength.

1.5 DELIVERY, STORAGE, AND HANDLING

A. Comply with pertinent provisions of ACI 301.

1.6 SUBMITTALS

A. Submit the following to the Engineer for review and approval at least 14 days before intended placement.



1. Concrete mix designs.

2. Materials list of items proposed to be provided under this Section.

3. Manufacturer's specifications and other data needed to prove conformance with the specified requirements.

4. Manufacturer's recommended installation procedures which, when approved by the Engineer, will become the basis for accepting or rejecting actual installation procedures used for the Work.

B. Distribute approved mix designs to testing laboratory, batch plant, the Site, the County, and the Engineer.

PART 2 PRODUCTS

2.1 FORMWORK

A. Design, erect, support, brace, and maintain formwork so it will safely support vertical and lateral loads which might be applied until such loads can be supported safely by the concrete structure.

B. Construct formwork to the exact sizes, shapes, lines, and dimensions shown on the Construction Drawings, and as required to obtain accurate alignment, location, grades, and level and plumb work in the finished structure.

2.2 REINFORCEMENT

A. Comply with the Following as Minimums:

1. Bars: ASTM A615, grade 60 unless otherwise shown on the Construction Drawings, using deformed bars for number 3 and larger,

2. Welded Wire Fabric: ASTM Al 85,

3. Bending: ACI318.

B. Fabricate reinforcement to the required shapes and dimensions, within fabrication tolerances stated in the CRSI "Manual of Standard Practices."

C. Do not use reinforcement having any of the following defects:

1. Bar lengths, depths, or bends exceeding the specified fabricating tolerances,



2. Bends or kinks not indicated on the Drawings or required for this Work,

3. Bars with cross‐section reduced due to excessive rust or other causes.

2.3 CONCRETE

A. The class, strength, mix, curing and testing of concrete shall conform to provisions of ACI 308 unless otherwise specified in plans or in these specifications. Comply with the Following as Minimums:

1. Portland Cement: ASTM C150, type 1 or 11, low alkali.

2. Aggregate, General:

a. ASTM C33, uniformly graded and clean.

b. Do not use aggregate known to cause excessive shrinkage.

c. Aggregate shall be free of injurious amounts of organic impurities.

3. Aggregate, Coarse: Crushed rock or washed gravel with maximum size between 3/4 inch and 1 1/2 inch, and with a minimum size number 4 sieve.

4. Aggregate, Fine: The fine aggregate shall consist of natural sand of hard, strong, and durable particles and shall be well graded from coarse to fine and shall conform to the following gradation requirements:

Passing 3/8 inch (9.5 mm) sieve 100%

Passing No. 4 (4.75 mm) sieve 95‐100%

Passing No. 16 (1.18 mm) sieve 45‐85%

Passing No. 50 (300 m) sieve 10‐30%

Passing No. 100 (150 m) sieve 2‐10%

5. Water: Clean and potable.

B. Provide concrete with the compressive strengths shown on the Construction Drawings. When such strengths are not shown on the Construction Drawings, provide minimum compressive strength of 3,500 psi.

2.4 OTHER MATERIALS



A. Provide other materials, not specifically described but required for a complete and proper installation, as selected by the Contractor subject to the approval of the Engineer.

PART 3 EXECUTION

3.1 SURFACE CONDITIONS

A. Examine the areas and conditions under which work of this Section will be performed. Correct conditions detrimental to timely and proper completions of the Work. Notify the County and the Engineer of such conditions and proposed corrective action before correcting unsatisfactory conditions. Do not proceed until unsatisfactory conditions are corrected.



3.2 REINFORCING

A. Comply with the following, as well as the specified standards, for details and methods of reinforcing placement and supports.

1. Clean reinforcement and remove loose dust and mill scale, earth, and other materials which reduce bond or destroy bond with concrete.

2. Position, support, and secure reinforcement to prevent displacement by forms, construction, and the concrete placement operations.

3. Place reinforcement to obtain the required coverage for concrete protection.

4. Install welded wire fabric in as long lengths as practicable, overlapping adjoining pieces one full mesh minimum.

5. Unless otherwise shown on the Construction Drawings, or required by governmental agencies having jurisdiction, overlap bars 32 diameters minimum.

3.3 EMBEDDED ITEMS

A. Do not embed piping or conduit in structural concrete.

B. Embedded items shall be set in concrete as indicated on the Construction Drawings.

C. Set bolts, inserts, and other required items in the concrete, secured so they will not be displaced, and in the precise locations needed. Set anchor bolts within tolerances recommended by manufacturer.

D. Do not cut in place concrete to place work left out through oversight, except by approval of the County/Engineer.

3.4 MIXING CONCRETE

A. Transit mix the concrete in accordance with provisions of ASTM C94.

B. Mixing Water

1. At the batch plant, withhold 2 1/2 gallons of water per cu yd of concrete.

2. Upon arrival at the job site, add all or part of the withheld water (as required for proper slump) before the concrete is discharged from the



mixer.

a. Slump allowance shall be between 2 and 4 inches as determined using ASTM C143.

b. Supply test cone and all other required materials to perform test.

3. Mix not less than five minutes after the withheld water has been added, and not less than one minute of that time immediately prior to discharge of the batch.

4. Unless otherwise directed provide 15 minutes total mixing time per batch after the first additions of the withheld water.

C. Do not use concrete that has stood for over 30 minutes after leaving the mixer, or concrete that is not placed within 60 minutes after water is first introduced into the mix.

3.5 TESTING

A. Testing to be performed by the County.

3.6 PLACING CONCRETE

A. Preparation:

1. Remove foreign matter accumulated in the forms and footing excavations.

2. Rigidly close openings left in the formwork.

3. Wet wooden form work sufficiently to tighten up cracks; wet other material sufficiently to maintain workability of the concrete.

4. Use only clean tools.

5. Do not place concrete in weather conditions which may be detrimental to the quality of the final product, including:

a. Temperature below 32°F

b. During precipitation

c. In the presence of excessive moisture (fog, dew, mist, etc.)



B. Conveying:

1. Perform concrete placing at such a rate that concrete which is being integrated with fresh concrete is still plastic.

2. Deposit concrete in its final location, as practicable, so as to avoid separation due to rehandling and flowing.

3. Do not use concrete which becomes non‐plastic and unworkable, or does not meet required quality control limits, or has been contaminated by foreign materials.

4. Remove rejected concrete from the job site.

C. Placing Concrete in Forms:

1. Deposit concrete in horizontal layers not deeper than 24 inches, and avoid inclined construction joints.

2. Remove temporary spreaders in forms when concrete has reached the elevation of the spreaders.

D. Placing Concrete Slabs:

1. Deposit and consolidate concrete slabs in a continuous operation, within limits of construction joints, until the placing of a panel or Section is completed.

2. Bring slab surfaces to the correct level and slope with a straightedge, and then strike off.

3. Use bullfloats or darbies to smooth the surface, leaving the surface free from bumps and hollows.

4. Do not sprinkle water on the plastic surface. Do not disturb the slab surface prior to start of finishing operations.

3.7 CONSOLIDATION

A. General:

1. Consolidate each layer of concrete immediately after placing, by use of internal concrete vibrators supplemented by hand spading, rodding, or tamping.



2. Do not vibrate forms or reinforcement.

3. Do not use vibrators to transport concrete inside the forms.

3.8 JOINTS

A. Construction Joints:

1. Do not use horizontal construction joints except as may be shown on the Drawings.

2. If additional construction joints are found to be required, secure the County/Engineer's approval of joint design and location prior to start of concrete placement.

B. Expansion Joints:

1. Do not permit reinforcement or other embedded metal items that are being bonded with concrete to extend continuously through any expansion joint.

2. Fill expansion joints full depth with expansion joint material approved by the County/Engineer.

3.9 CONCRETE FINISHING

A. Except as may be shown otherwise on the Drawings, provide the following finishes at the indicated locations.

1. Class I Trowel Finish: Apply to exposed vertical surfaces above finished ground and to at least 1 foot below finished ground.

2. Non‐slip Broom Finish: Apply to horizontal surfaces of slabs and bases.

B. Finished work shall contact a 10 foot straight edge in any direction with a 1/8‐inch maximum tolerance.

C. Provide finished concrete surfaces conforming to the following tolerances:

1. Maximum Variation from Plumb in all Vertical Lines and Surfaces: 1/4 inch in 10 feet.

2. Maximum Variation from Level or Grades Indicated: 1/4 inch in 10 feet.



3. Maximum Variation in Cross‐Sectional Dimensions and Slab Thickness: minus 1/4 inch, plus 1/4 inch.

3.10 CURING

A. Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury.

B. Maintain concrete with minimal moisture loss at relatively constant temperature for period necessary for hydration of cement and hardening of concrete.

C. Cure surfaces in accordance with ACI 308.

D. Ponding: Maintain 100 percent coverage of water over floor slab areas continuously for 4 days minimum.

E. Spraying: Spray water over floor slab areas and maintain wet for 7 days minimum.

3.11 PROTECTION OF WORK

A. Protect all concrete pours from damage or premature loadings prior to complete curing of the concrete.

3.12 REMEDIAL WORK

A. Repair or replace deficient or damaged work as directed by the County/Engineer and at no additional cost to the County.

END OF SECTION


Geo‐Logic Associates Section 03461 July 2015 Page 1 of 4 PRECAST CONCRETE DROP INLETS

SECTION 03461

PRECAST CONCRETE DROP INLETS

PART 1 GENERAL


A. Section includes materials, testing, and installation of precast concrete drop inlets for storm water collection.




C. Section 02239 – Trenching and backfilling.


E. Section 02710 – Corrugated High Density Polyethylene Pipe.

F. Section 03300 – Cast–In‐Place Concrete.

1.3 REFERENCES

A. ASTM International (ASTM) A48/48M‐03(2012) – Standard Specification for Gray Iron Castings

B. ASTM C478‐12a – Standard Specification for Precast Reinforced Concrete Manhole Sections

C. ASTM C858‐10e1 – Standard Specification for Underground Precast Concrete Utility Structures

D. ASTM C923‐08 – Standard Specification for Resilient Connectors Between Reinforced Concrete Manhole Structures, Pipes, and Laterals

E. ASTM C1433‐13a – Standard Specification for Precast Reinforced Concrete Monolithic Box Sections for Culverts, Storm Drains, and Sewers



PART 2 PRODUCTS

2.1 DROP INLETS

A. Precast components and other appurtenant materials shall be of the type and size indicated on the Construction Drawings.

B. Precast concrete drop inlets components shall be in accordance with ASTM C478, C858, and the Construction Drawings.

C. Drop inlet components shall be designed for HS‐20 highway wheel loading and specific site conditions.

D. Drop inlet bases may be either precast or cast‐in‐place, as appropriate for the application.

E. Drop inlet risers shall be fabricated only from precast riser sections, cone sections (as required) and grade rings as shown on the Construction Drawings unless otherwise approved by the County/Engineer.

F. Pipe penetrations shall incorporate a watertight flexible pipe connector or ring‐type seal according to the method of construction as shown in the Construction Drawings. Precast drop inlets shall utilize either an integrally‐cast embedded pipe connector, or a boot‐type connector installed in a circular block out opening in accordance with ASTM C923. Connections to existing manholes shall utilize a boot‐type connector in accordance with ASTM C923 installed in a cored opening. Cast‐in‐place bases shall incorporate a ring‐type seal on the pipe to be embedded in the concrete.

2.2 CRUSHED ROCK BASE AND BACKFILL MATERIALS

A. Drop inlets shall be backfilled with pipe zone backfill to be provided in accordance with Section 02239.

2.3 CONCRETE

A. Concrete used for manholes, box culverts, and appurtenances shall be in accordance with Section 03300.

2.4 REPAIR MORTAR AND EPOXY BONDING AGENT

A. Repair mortar and an epoxy bonding agent shall be used to repair minor surface damage to precast sections or cast‐in‐place bases at the discretion of the County/Engineer.



B. Repair mortar and an epoxy bonding agent shall be a type suitable for the intended use in the application and environment as approved by the County/Engineer.

2.5 MORTAR

A. Mortar for use on joints between precast sections, for setting cover frames, and for sealing around pipe inlets shall be a type suitable for the intended use in the application and environment as approved by the County/Engineer.

2.9 BEDDING

A. Bedding material shall consist of clean sand or gravel meeting the requirements of Caltrans Standard Specifications, 2006 Edition, Section 19‐3.025B, Sand Bedding.

PART 3 EXECUTION

3.1 WORK WITHIN EXISTING AND NEW DROPINLETS

A. Contractor shall comply with all Federal and State regulations for confined space entry.

3.2 EARTHWORK

A. Drop inlet excavation, placement of base material, backfill and compaction shall be performed in accordance with Sections 02228, and 02239.

3.3 DROP INLET BASE

A. The drop inlet bases may be precast as part of the drop inlet or cast in place.

B. Knockouts or stub outs shall be installed to the proper size in the manhole bases at the locations where the pipes enter the bases as shown on the Construction Drawings.

C. During construction of cast‐in‐place bases, all stub piping shall be in place, including ring‐type seals, before concrete placement. Pipe grade and alignment shall be verified immediately upon placement of concrete to assure that the pipelines are in proper position prior to the concrete taking an initial set. The invert elevation and flow line of piping shall be as shown on the Construction Drawings. The manhole base shall extend 10 inches below the bottom of the lowest pipe and 6 inches above the top of the largest pipe.

D. Cast‐in‐place bases shall set a minimum of 24 hours before the manhole



construction is continued. In certain critical situations, the setting time may be reduced upon approval of the County/Engineer.

3.4 INSTALLING DROP INLET SECTIONS

A. Place and compact a minimum of 6 inches of bedding material prior to installing precast drop inlet.

B. The concrete drop inlet base and successive precast sections will receive a mastic joint sealing compound prior to setting the precast sections in place as shown on the Construction Drawings.

C. Mortar and tool exterior joints to a smooth finish such that they are free of voids as approved by the County/Engineer.

D. Assemble the precast sections to the elevation required by the location of the manhole in accordance with the Construction Drawings.

E. Secure the drop inlet trash rack to the grade ring with mortar in accordance with the Construction Drawings.

F. Replacement of asphalt or concrete pavement shall be in accordance with the requirements of the County of Sacramento Standards.

G. Form, cast‐in‐place, and test concrete headwalls and wing walls in accordance with the Construction Drawings and in accordance with Section 03300.

END OF SECTION