dailey, daniel (deq) - som - state of michigan · 2016-06-22 · dailey, daniel (deq) from: davis,...

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Dailey, Daniel (DEQ)

From: Davis, John <[email protected]>Sent: Wednesday, February 17, 2016 3:10 PMTo: Dailey, Daniel (DEQ); Confer, Trisha (DEQ); Rogers, Joseph (DEQ); Qian, Xuede (DEQ)Cc: Detrich, Kurt (KL); Gaudreau, Brent (BT); Gaines, Richard (RW); Wehner, DougSubject: RE: Salzburg Landfill Cells 20-22 Final Closure Design SubmittalAttachments: SLF Cells 20-22 BOD Table of Contents Page ii.pdf; Appendix H - Dow SLF Cells 20-22

Project Specifications.pdf

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Good afternoon, Attached is Appendix H to the Design Submittal, Project Specifications. Also attached is the updated Page ii of the Table of Contents reflecting the addition of Appendix H. Hard copies of these specifications, as well as the full size drawings, will follow under separate cover. Please let me know if you have any questions or concerns. John A. Davis, PE Senior Civil Engineer M 810.730.5203 [email protected] AECOM 27777 Franklin Road, Suite 2000, Southfield, MI 48034 T 248.204.5900 F 248.204.5901 www.aecom.com ‐‐‐‐‐Attorney/Client Communication/Work Product‐‐‐‐‐ ‐‐‐‐‐‐Prepared in Anticipation of Litigation‐‐‐‐‐‐

From: Davis, John Sent: Friday, February 12, 2016 2:32 PM To: Dan Dailey ([email protected]) Cc: Detrich, Kurt (KL); 'Gaudreau, Brent (BT)'; Gaines, Richard (RW) Subject: Salzburg Landfill Cells 20-22 Final Closure Design Submittal Good afternoon Dan, Attached to this email is the Design Submittal for the Final Closure of Cells 20‐22 of the Salzburg Hazardous Waste Landfill for your review and approval. Hard copies of this submittal will be sent to you and Trisha Confer separately. Please let Kurt Detrich ([email protected], 989‐638‐1644) or Brent Gaudreau ([email protected], 989‐636‐6503) know if you have any questions or concerns. Best Regards, John

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John A. Davis, PE Senior Civil Engineer M 810.730.5203 [email protected] AECOM 27777 Franklin Road, Suite 2000, Southfield, MI 48034 T 248.204.5900 F 248.204.5901 www.aecom.com ‐‐‐‐‐Attorney/Client Communication/Work Product‐‐‐‐‐ ‐‐‐‐‐‐Prepared in Anticipation of Litigation‐‐‐‐‐‐

Basis of Design for Final Cover for Cells 20 through 22Salzburg Hazardous Waste Landfill,EPA IDENTIFICATION (ID) NUMBER: MID 980 617 435 Page ii

APPENDICES

Appendix A Engineering Plan Set

Appendix B Cells 20 – 22 Final Cover Construction Quality Assurance Plan

Appendix C Slope Stability Analysis

Appendix D Equivalent Environmental Protection Analysis

Appendix E Soil Erosion and Sedimentation Control Analysis

Appendix F Cap Drainage Layer Analysis

Appendix G Hydraulic and Hydrologic (H&H) Engineering Analyses

Appendix H Project Specifications

APPENDIX HPROJECT SPECIFICATIONS

General Scope & Conditions Page 1 of 1802/17/16

SECTION 1

GENERAL SCOPE & CONDITIONS

1.1 GENERAL PROJECT SCOPE

1.1.1 The following is a list of acronyms which may be used throughout theproject specifications and construction drawings. There are several otheracronyms which are only used, and defined on, the construction drawings.Any questions regarding these acronyms should be immediately brought tothe attention of the Owner’s Representative.

1.1.1.1 ATDS = anchor trench drainage system

1.1.1.2 GCL = geosynthetic clay liner

1.1.1.3 GM = geomembrane

1.1.1.4 GTX = geotextile

1.1.1.5 GDM – DB = geocomposite drainage material - bi-planar geonet –double bonded)

1.1.1.6 GDM – SB = geocomposite drainage material - bi-planar geonet –single bonded

1.1.1.7 GVS = gas venting system

1.1.1.8 HDPE = high density polyethylene

1.1.1.9 HSO = Health and Safety Officer

1.1.1.10 LLDPE = linear low density polyethylene

1.1.1.11 LDCRS = leak detection, collection and removal system

1.1.1.12 LS = lift station

1.1.1.13 MH = manhole

1.1.1.14 PSL = primary synthetic liner

1.1.1.15 QAE = quality assurance engineer

1.1.1.16 SSL = secondary synthetic liner


1.1.1.17 TGDM – DB = geocomposite drainage material - tri-planar geonet -double bonded

1.1.1.18 TGDM – SB = geocomposite drainage material - tri-planar geonet -single bonded

1.1.2 In general, the Earthwork scope of work includes, but is not limited to, thefollowing. All of this is detailed herein and on the construction drawings.

1.1.2.1 Temporary storm water management controls for the protectionof the work during construction, including during the installationof geosynthetics.

1.1.2.2 Preparation of the foundation layer for installation of the capsystem.

1.1.2.3 Construction of a 1.5 foot thick (minimum thickness) protectivesoil layer (PSL).

1.1.2.4 Construction of a 6 inch thick (minimum thickness) topsoil layer.

1.1.2.5 Installation, including welding, of all of the SDR 11, high densitypolyethylene (HDPE) piping for the gas venting system (GVS), andthe anchor trench drainage system (ATDS) and the 12 inch gravitysewer line.

1.1.2.8. Off-load the geosynthetic materials when they arrive at the site.

1.1.2.9. Construct and backfill the anchor trenches for the geosynthetics.

1.1.2.11 All site dewatering work during installation of the geosynthetics.

1.1.3 In general, the Geosynthetic scope of work includes, but is not limited to,the following:

1.1.3.11 Install the two (2) layers of geosynthetic clay liner (GCL), exceptfor the anchor trench work.

1.1.3.12 Install the geomembrane (GMB), except for the anchor trenchwork

1.1.3.13 Install the geocomposite drainage material (GDM) - single bonded(SB) and double bonded (DB), except for the anchor trench work


1.1.3.14 Install the GMB rain flap on the east and west berms.

1.2 WORK EXCLUDED & DOW FURNISHED MATERIALS

1.2.1 Dow will furnish the materials and facilities listed below for this project.The Contractor shall be responsible for loading, transporting, unloadingand installing the Dow furnished materials. The location, handling andinstallation requirements for these materials are described in the varioussections of these specifications. Any materials not referenced below andneeded to complete the work, shall be furnished by the Contractor.

1.2.1.1 A source of 30A, 480V, 3 Phase power near the vicinity of thework; the power drop will be provided by means of a fusibleswitch and receptacle (welders switch); the switches will be eitheron existing power poles or a portable power skid.

1.2.1.2 A source of water for dust control, hydrotesting of HDPE pipe, andmoisture conditioning of soil materials, as necessary.

1.2.1.3 378,000 square feet of 40 mil, white, textured both sides, linearlow density polyethylene (LLDPE) geomembrane (GM).

1.2.1.4 813,750 square feet of geosynthetic clay liner (GCL) for two layersof GCL on the cells, and a rain flap running the length of the eastand west berms.

1.2.1.5 141,600 square feet of 200 mil, single bonded, bi-planargeocomposite drainage material (GDM-SB) for installation on thetop, flat slope of the cells.

1.2.1.6 211,046 square feet of 200 mil, double bonded, bi-planargeocomposite drainage material (GDM-DB) for installation on theside slopes of the cells.

1.3 WORK SCHEDULE

1.3.1 Construction shall start no later than May 2, 2016, weather and groundconditions permitting. All work described in these specifications andshown on the construction drawings shall be completed no later thanOctober 28, 2016.

1.3.3 The Contractor shall be responsible for incorporating the agreed to ProjectSchedule in the form of a Microsoft Project® schedule indicating the critical


path for the project. The commencement, duration and completion datesfor all major work activities shall be shown.

1.3.3.1 The schedule shall be based on 10 hour workdays, 5 days perweek, Monday through Friday. The Contractor shall be allowed tomake-up rain days on Saturdays with 24 hours notice, i.e.,notification Friday morning to the Owner’s Representative. If it isdetermined that the Contractor is more than 3 days behindschedule for any construction activity on the critical path, he/sheshall institute longer hours on weekdays and/or Saturday workuntil the project is back on schedule. No work shall be scheduledon the holidays of Memorial Day, Independence Day (July 4th)Labor, Thanksgiving day, day after Thanksgiving, Christmas dayand New Years day holidays.

1.3.3.2 The Microsoft Project® schedule shall be submitted to theOwner’s Representative at the Pre-Job Safety meeting. TheContractor shall maintain this schedule and submit an updatedversion the day prior to each weekly Project Status meeting. Thismeeting will be held at the day, time and location as determinedby the Owner’s Representative and will be communicated to theContractor at the preconstruction meeting. The Owner’sRepresentative will prepare the agenda, minutes and preside overthese meetings. The Contractor’s Site Superintendent/Foremanand Safety Representative shall be present at all meetings.

1.4 SUBMITTALS

1.4.1 The Contractor shall submit the following items within the timelinespecified. All submittal requirements outlined below apply to theContractor and all of their Subcontractors.

1.4.2 Submittals Prior to Mobilization

1.4.2.1 The Contractor shall submit the following items within 10 daysafter award of the contract unless otherwise directed by theOwner’s Representative:

1.4.2.1.1 Safety Activity Plan in accordance with Section 1.6.7 ofthis specification.

1.4.2.1.2 Quality Control Plan


1.4.2.1.3 Resource-loaded Schedule

1.4.2.1.4 Protective Soil Layer placement plan detailing themethods, equipment and procedures that will be usedto ensure that placement of the soil layer does notdamage the underlying geosynthetics.

1.4.2.1.5 Geosynthetics off-loading and management plandetailing the methods, equipment and procedures thatwill be used to take delivery and stage thegeosynthetics.

1.4.2.1.6 Product Data Sheets, Shop Drawings and productsamples for all Contractor-furnished materials.

1.4.3 Progressive Submittals

1.4.3.1 The Contractor shall submit the following items weeklythroughout the duration of the project unless otherwise directedby the Owner’s Representative:

1.4.3.1.1 Updated construction schedule showing progresscompleted to date.

1.4.3.1.2 Two-Week Look-Ahead schedule detailing the workactivities that will take place on site within theupcoming two week period.

1.4.3.1.3 Contractor man-hours completed for the previouswork week.

1.4.3.1.4 Quality Control data compiled during the previouswork week.

1.4.3.1.5 Safety audit data compiled from the previous workweek in accordance with Section 1.5.7.4 of thisspecification.

1.4.3.1.6 Weekly Safety Meeting minutes in accordance withSection 1.6.5 of this specification.

1.4.4 Submittals At Completion of Construction


1.4.4.1 The Contractor shall submit the following items within 10 days ofcompletion of construction field activities unless otherwisedirected by the Owner’s Representative:

1.4.4.1.1 Red-Line Drawings showing all modifications to theconstruction drawings.

1.4.4.1.2 Quality Control data.

1.4.4.1.3 Manufacturer or Supplier Warranties for Contractor-furnished items including installation of thegeosynthetics.

1.5 QUALITY ASSURANCE & REGULATORY INSPECTIONS

1.5.1 Dow’s Owner’s Representative, Health and Safety Officer (HSO), Inspectors,Engineers and independent quality assurance firms will assist in checkingthe Contractor’s workmanship, quality and compliance with thespecifications and construction drawings. Federal, State and LocalRegulatory Agency representatives are also expected to visit the site forperiodic inspections. The Contractor shall give the Owner’s Representativetimely notice of readiness of the work for all required inspections, tests, orapprovals and shall cooperate with all these individuals for access to thework being performed.

1.6 CONSTRUCTION SAFETY PROGRAM

1.6.1 The Contractor, and their sub-contractors if applicable, shall attend aProject Pre-Job Safety Meeting lasting approximately 1 hour before startingwork.

1.6.2 Contractor shall have their jobsite superintendent, foremen and safetyrepresentative, and their sub-contractor’s foremen and safetyrepresentatives if applicable, attend the initial Pre-Job Safety Meeting withthe Owner’s Representative.

1.6.2.1 It is the Contractor’s responsibility to be sure all of their workersreview and sign onto the Pre-Job Safety Meeting minutes beforethey begin work in the field.

1.6.2.2 The Pre-Job Safety Meeting minutes are to be posted on site orreadily available to all workers and project team members.


1.6.3 The Contractor shall attend a “Guest in the House Orientation or BuildingOrientation” lasting approximately ½ hour before starting work in the field.

1.6.4 All contractors and sub-contractors shall attend or hold a morning SafetyTailgate meeting. This meeting shall include but is not limited to:

1.6.4.1 Discussion of a safety topic pertinent to the work that is proposedfor that day.

1.6.4.2 Jobsite Safety Analysis (JSA) review with workers.

1.6.4.3 Filling out individual Safety Task Analysis (STAC) cards.

1.6.4.4 Review of Safe Work Permit information.

1.6.4.5 Review of current issues or key learnings.

1.6.4.6 Approximately 15 minutes in duration.

1.6.4.7 Being on time for the morning Safety Tailgate is required.

1.6.5 All contractors and sub-contractors shall attend a weekly safety meeting.This meeting shall include but is not limited to:

1.6.5.1 Approximately 15 minutes in duration.

1.6.5.2 Safety topics that is pertinent to project work.

1.6.5.3 Safety topic information and attendance shall be documented.

1.6.5.4 Invite the Owner’s Representative to the weekly safety meeting.

1.6.5.5 Forward a copy of the weekly safety meeting minutes to theOwner’s Representative.

1.6.6 The Contractor shall provide a full time, on-site Safety Representativewhose sole duty is safety. This person shall be of supervisory or foremanlevel and is subject to Dow’s approval. The Safety Representative shall notperform other work tasks unless he/she has Owner’s Representativeapproval. The Safety Representative shall communicate with the Owner’sRepresentative, or his authorized representative, regularly throughout theday regarding the safety activities planned for that days’ work. The SafetyRepresentative shall be responsible for, but not limited to, the followingminimum expectations:


1.6.6.1 Conducting a weekly safety meeting as described in Section 1.6.5.

1.6.6.2 Assure their employees have been through the proper safetytraining and the Dow, Environmental Operations and Landfillorientations.

1.6.6.3 Assure their employees have reviewed and signed the Pre-JobSafety Meeting Minutes.

1.6.6.4 Assure their employees are properly using the Safe Behaviorprocesses described in Section 1.6.8.

1.6.6.5 Audit their employees, job site, and facilities daily as described inSection 1.6.8.5. Assure that feedback is provided in a timelymanner, and provide the Owner’s Representative with copies ofthese daily audits.

1.6.6.6 Conduct one job site audit per week with the Owner’sRepresentative.

1.6.6.7 Participate in all incident investigations and make certain theincident report is submitted in a timely manner.

1.6.6.8 Monitor, and intervene when necessary, regarding the dailyhousekeeping practices.

1.6.6.9 Intervene on all safety infractions and report these infractions tothe Owner’s Representative as soon as practical.

1.6.7 The Contractor shall submit a detailed Safety Activity Plan for the projectprior to the Pre-Job Safety meeting. The plan shall detail all aspects of howthe Contractor proposes to perform the work safely. A listing of thepotential hazards of: the work, work environment, production plant, plantoperations, the worker, and other workers in the vicinity (above, below,next to) and plans to mitigate these potential hazards.

1.6.8 All on-site Contractor personnel and subcontractors shall use the SafeBehavior Process. This includes the use of Safety Task Analysis Cards(STAC), Jobsite Safety Analysis (JSA), Behavior Based Performance (BBP)and Contractor Safety Audits.

1.6.8.1 STAC cards shall be filled out daily. This tool allows every workerto take a thorough look at the safety aspects associated withhis/her assigned task, identify them and eliminate potential


hazards before beginning the work. The STAC cards shall becarried by the workers during the day, re-evaluated at lunch-timeand/or each time the work task changes (if not already coveredon the STAC). All STAC cards shall be made available to any Dowrepresentative at any time during the project.

1.6.8.2 Note that the STAC can also be referred to as Pre-Task Analysis(PTA).

1.6.8.3 Jobsite Safety Analysis (JSA) shall be filled out daily by theContractor’s foreman for the day’s activities. The JSA shallsummarize the work activities for their crew on that project forthat day. The JSA shall also discuss work of other contractors andor other work crews, and plant operations working on site if thepotential exists for that work to impact the work of theContractor’s work crew. The JSA shall discuss the hazards for thework being done on the project and shall include informationfrom the Safe Work Permit. The Contractor’s foreman shallreview the JSA with the work crew prior to the start of any workfor the day.

1.6.8.4 Each worker shall fill out a minimum of two BBP cards per week.This tool allows for interventions and positive feedback toworkers on their personal safety performance. It is theresponsibility of the Contractor to ensure that workers areadequately trained in safety rules and principles to ensure properintervention capability.

1.6.8.5 Contractor Safety Audit is a document with multiple check pointsfor such items as: work procedures, potential hazards, tool andequipment use and inspection, housekeeping, material handlingand storage, elevated work, barricades, line of fire, rigging, etc.

1.6.9 Dow’s expectation of every Contractor employee is to provide andmaintain an incident-free workplace. To meet these expectations, allpersonnel must comply with the most current version of the following:

1.6.9.1 Dow North America Minimum Requirements for Contractor Safetyand Health Programs.

1.6.9.2 State and Federal Government Safety Rules and Regulations.

1.6.9.3 Dow Safety Standards.


1.6.9.4 Site Rules and Procedures for Contractors.

1.6.9.5 Plant Safety Rules.

1.6.10 Zero tolerance is a philosophy that holds individuals, supervision andcompanies accountable for deliberate or repeated unsafe behaviors.Individuals, supervisors, and companies who do not work safely shall notbe allowed to work at The Dow Chemical Company. The Contractor shallhave a written Zero Tolerance Policy, or an approved equal, which includesdisciplinary action. This policy must hold employees, supervision, andsubcontractors accountable for their actions.

1.6.11 The Contractor, and all of their on-site workers, shall attend the eight hoursGreat Lakes Safety Orientation prior to starting any work on the site. Allworkers shall also be badged by Dow Security prior to starting the work.The orientation and badging shall all be completed at no extra cost to theproject. The Contractor may obtain additional information on theserequirements from Dow Purchasing.

1.6.12 It shall be the Contractor's responsibility to investigate all of their injuriesand incidents and submit a formal report to the Owner's Representative. Apreliminary report shall be submitted no later than 10:00 A.M. thefollowing day. Reports will be rejected if not complete and meaningful.Determination of the cause and follow-up preventive actions are requiredand shall be submitted within five (5) working days of the investigation.Root Cause Investigation techniques shall be performed on all seriousincidents and OSHA Recordables.

1.6.13 A Safe Work Permit shall be obtained from an authorized Dowrepresentative prior to starting work each day. This shall be covered indetail at the Pre-Job Safety Meeting.

1.6.14 These procedures DO NOT preclude the responsibilities of the Contractoror his employees from performing their work safely. As always, safetyconcerns will be addressed and corrected immediately.

1.7 SAFETY EQUIPMENT

1.7.1 All required Person Protective Equipment (PPE) shall be provided by theContractor.

1.7.2 Long pants and long sleeve shirts must be worn at all times.


1.7.3 Approved hard hats are those marked by the manufacturers as meeting therequirements of both ANSI Z89.1 type A and ANSI Z89.2 type B.

1.7.4 Chemical goggles are required to be worn at all times by workers that arewithin the project boundary with the exceptions of equipment operatorsinside fully enclosed cabs. Once the operator opens the door or window ofthe cab then the operator must wear chemical goggles.

1.7.5 All Contractor personnel engaged in construction or maintenance activitiesmust wear protective footwear (steel toe safety shoes) meeting therequirements of ANSI Z41.1.

1.7.6 High-visibility outer layer shall be worn by all personnel within the projectboundary.

1.7.7 Additional safety equipment or requirements for this project:

1.7.7.1 All equipment shall be equipped with adequate roll-overprotection (ROPS).

1.7.7.2 All equipment shall have seatbelts and they shall be used by theoperator any time he/she is on the machine.

1.7.7.3 All equipment shall have backup alarms which shall be kept ingood working condition throughout the life of the project.

1.7.7.4 The Contractor shall mark the entrance and exit to all ramps, dikeand/or excavation edges, and other congested or dangerousareas, with rerod (with protective plastic caps) and red flagging asa minimum. The markings shall be maintained for the life of theproject.

1.7.7.5 If required by the Owner’s Representative, the Contractor shallprovide a person to direct equipment traffic in heavily congestedareas. In these cases the Vehicle Spotter PTA will be used to assista driver or equipment operator when backing up.

1.7.7.6 Portable safety eye washes (2 at minimum) shall be on site and inthe work area at all times.

1.7.7.7 When applicable the Contractor shall perform all work inaccordance with the following Dow Safety and EnvironmentalStandards unless specifically detailed otherwise in these


documents or directed otherwise by the Owner’s Representativeor HSO. The following documents will be available upon request.

1.7.7.7.1 Dow Life Critical Standards

1.7.7.7.1.1 Elevated Work Standard

1.7.7.7.1.2 Electrical Safe Work Standard

1.7.7.7.1.3 Hot Work Permit Standard

1.7.7.7.1.4 Line and Equipment Opening Standard

1.7.7.7.1.5 Confined Space Entry

1.7.7.7.1.6 Isolation of Energy Sources

1.7.7.7.1.7 Safe Work Permit

1.7.7.7.1.8 Hydroblasting and Pressure Washing

1.7.7.7.2 E-110 Disposition of Demolition Material andEquipment

1.7.7.7.3 E-130 Landfill Disposal

1.7.7.7.4 S-750 Ladders

1.7.7.7.5 S-800 Excavations

1.7.7.8 The Contractor shall submit a detailed Safety Activity Plan for theproject at the Pre-Job Safety Meeting.

1.7.7.9 A Dow supplied radio will be provided and shall be carried at alltimes by the Contractor’s Safety Representative or otherdesignated person who is on-site and in responsible charge of thecrew, as approved by the Owner’s Representative.

1.7.7.10 All Contractor employees shall wear a bright, high-visibility vest atany time he/she is on foot in the construction area. This includesoperators any time they are off of their machine.

1.7.7.11 In the event a Contractor must enter one of the active waste cells,as a minimum, all his employees shall wear rubber, neoprene orPVC boots. These boots shall be either left in the cell or cleaned


as determined by the Owner’s Representative. Additionalpersonal protective equipment may be required to be worn asdirected by the Owner’s Representative.

1.7.7.12 The Contractor shall advise all of his employees working on thesite that the polyethylene liners on site are very slippery and extracaution must be taken when working in the vicinity of it. TheContractor shall furnish each employee who must walk on theliner with a pair of non-slip rubber boots, such as Tingley® or anOwner’s Representative approved equal. The Contractor shallprovide a cleaning station for removing mud and soil off of theboots to help maintain their non-slip effectiveness. The workersshall clean or change their boots as needed to insure they remaineffective.

1.7.7.13 An operator, truck driver, Site Superintendent/Foreman or laborerwho operates equipment full or part time, shall work no morethan a maximum of 60 hours in any consecutive seven day period.When the 60 hour maximum is attained, the employee shall take24 hours off. The Contractor shall be responsible for tracking thisinformation and shall make the data available to the Owner’sRepresentative in writing upon request.

1.7.7.14 Equipment shall not be backed-up on dikes unless the Contractorhas discussed the process for doing this with the Owner’sRepresentative and it has been agreed that the operation can beperformed safely.

1.8 SPECIAL MEDICAL REQUIREMENTS

1.8.1 The following medical requirements apply to all job-site contractorpersonnel: There are no special medical requirements applicable to thisproject.

1.9 AREA CLASSIFICATIONS DURING CONSTRUCTION

1.9.1 (from Section 500 of the National Electrical Code) Areas are consideredstandard during construction except as listed below. Tools and equipmentused in a classified area must be approved for such an area or specificallyauthorized to be used via a Safe Work Permit.


1.10 CONTROL POINTS

1.10.1 Dow will establish vertical and horizontal control points from which theContractor shall layout their work.

1.10.2 The Contractor shall be responsible for laying out the Work, shall protectand preserve the established control points and property monuments, andshall make no changes or relocations without the prior written approval ofOwner’s Representative. The Contractor shall report to Owner’sRepresentative whenever any reference point or property monument islost or destroyed or requires relocation because of necessary changes ingrades or locations.

1.11 CONTRACTOR FACILITIES

1.11.1 The Owner shall provide for the use of their facilities (lunchroom, wash-up,bathroom).

1.11.2 The Contractor shall be responsible for providing incidental items such asdrinking water and phone for this project.

1.12 OCCUPANCY DURING CONSTRUCTION

1.12.1 Owner personnel will occupy the premises during the period when work isin progress. The Contractor shall confine construction equipment, thestorage of materials and equipment, and the operations of workers to thesite and other areas identified in these specifications and constructiondrawings (i.e. laydown area, contractor facilities, etc.), and shall notunreasonably encumber site operations and other areas with constructionequipment or other materials or equipment.

1.12.1.1 Normal daily landfilling of wastes will be ongoing during theduration of this project. The Contractor shall perform theiroperations to minimize any interference with the waste haulingactivities.

1.12.1.2 The Contractor shall properly barricade all trenches, constructionequipment, construction materials and other areas as deemed

Area Class Division Group

All ConstructionAreas

Standard Standard Standard


necessary by the Owner’s Representative. The Contractor shall beresponsible for erecting construction signs as needed to protectpersonnel and to avoid property damage during the entireconstruction period. These signs shall be provided andmaintained by the Contractor.

1.12.2 Other work may occur on the premises during periods when work is inprogress (see Section 1.3).

1.13 PERMITS

1.13.1 All construction permits will be secured and paid for by Dow.

1.13.2 The Contractor shall obtain a Safe Work Permit from the Dow HSO (orother authorized person as designated by the Owner’s Representative)each day before starting work. All work shall be performed in accordancewith this permit. No work shall be permitted until this permit is issued.

1.13.3 Dow will obtain a Soil Erosion and Sedimentation Control Permit for thisproject. A copy of the permit will be provided to the Contractor and shallbe posted at the entrance to the construction site. The Contractor shallperform all work in accordance with the requirements of this permit and ina manner which will minimize the potential for soil erosion and prohibitany off-site sedimentation.

1.14 ASBESTOS

1.14.1 This project does not contain asbestos removal.

1.15 JOB HOUSEKEEPING

1.15.1 The Contractor shall keep the site of work free from accumulated wastematerial and rubbish on a day-to-day basis. The Contractor shall police thesite as requested and at the end of each work day with whatever labor andequipment is required to clean the entire work area to the satisfaction ofthe Owner’s Representative. This work shall be considered incidental tothe job housekeeping requirements of the contract and no additionalpayments will be made to the Contractor for same. The Contractor shallstockpile all construction material and supplies in neat and maintain thisorder throughout the project.

1.15.2 Owner will provide a dumpster for disposal of general rubbish.


1.15.3 Owner will provide a dumpster (Omni Source Container) specifically forscrap metal disposal.

1.15.4 Upon completion of the contract, the job site shall be neat and free ofdebris and temporary structures resulting from construction.

1.16 TAXES

1.16.1 Owner Tax Exemptions - All Contractor furnished materials are consideredreal property and, therefore, all applicable sales and use taxes must beincluded.

1.17 SKETCH OF AREA/FACILITIES AVAILABLE FOR TEMPORARY USE

1.17.1 See construction drawings for stockpile and staging areas.

1.18 ALTERNATES

1.18.1 The Contractor is encouraged to suggest alternate construction methods ormaterials which would benefit the job from either a cost, timing oroperation standpoint.

1.18.2 During construction, alternates should be presented to the Owner’sRepresentative for approval as instructed in Paragraph 11.05 in theConstruction Contract.

1.19 CONTRACTOR’S EXPERIENCE REQUIREMENTS

1.19.1 The Contractor shall submit with their bid the resume and references ofSite Supervisor (on-site person in responsible charge for the successfulcompletion of the work) who will be assigned to the project. The resumeshall include data and duration of employment and pertinent experienceinformation.

1.19.2 To be considered qualified for this project; the Site Supervisor shall havesuccessfully completed at least one project of a similar size and scope.

1.20 SITE ACCESS, NORMAL DAILY ACTIVITIES AND HAUL ROUTES

1.20.1 Contractor vehicles shall enter through/from 93 Gate off of Waldo Road.

1.20.2 Contractor shall confine construction equipment, the storage of materialsand equipment, and the operations of workers to the site and other areasidentified in these specifications and construction drawings (i.e. laydown


area, contractor facilities, etc.), and shall not unreasonably encumber siteoperations and other areas with construction equipment or other materialsor equipment.

1.20.3 Normal daily landfilling of wastes will be ongoing during the duration ofthis project. The Contractor shall perform their operations to minimizeany interference with the waste hauling activities.

1.20.4 The Contractor shall properly barricade all trenches, constructionequipment, construction materials and other areas as deemed necessaryby the Owner’s Representative. The Contractor shall be responsible forerecting construction signs as needed to protect personnel and to avoidproperty damage during the entire construction period. These signs shallbe provided and maintained by the Contractor.

1.21 QUALITY ASSURANCE PERSONNEL

1.21.1 Dow will employ an independent quality assurance engineer (QAE) andgeosynthetics testing laboratory to monitor the manufacture, delivery,handling, installation, repair and perform testing of all soil components andgeosynthetic materials used on this project. The QAE will report directly tothe Owner’s Representative. Prior to the start of the work, the Owner’sRepresentative, the QAE and the Contractor shall meet and agree on theproper line of communications to be utilized throughout the project. TheContractor shall work with the QAE and geosynthetic testing laboratory andcomply with all of their instructions as if they were coming directly from theOwner’s Representative.

1.21.2 Dow will employ an independent Surveyor to perform quality assurancesurveys on the base and tops of the various soil layers, i.e., compacted sandbase and cover soil, to ensure the proper elevation and thickness has beenattained. The Contractor shall schedule and coordinate their workaccordingly to allow the Surveyor to obtain the necessary data.

1.22 CONTRACTOR HOURS REPORTING

1.22.1 The Contractor shall report the total number of hours worked each weekby on-site Contractor and subcontractor personnel under his/her control.This data shall be delivered to the Owner’s Representative by noon on theTuesday following the week being reported.

1.23 EQUIPMENT FUELING AND FLUID LEAKAGE REQUIREMENTS


1.23.1 The Contractor shall prevent contamination of the site (construction site,operating waste storage cells, material marshalling areas, equipmentparking areas, etc.) from hydraulic fluid, oil, grease, fuel, etc., byadequately maintaining the construction equipment. Spillage of any ofthese fluids shall be cleaned up immediately by the Contractor anddisposed of as directed by the Owner’s Representative.

1.23.2 All fueling shall be performed outside of the limits of the waste storagecells that are being constructed or are operating unless approvedotherwise by the Owner’s Representative.

Subgrade Preparation Page 1 of 17 02/17/16

SECTION 2

EARTHWORKSPECIFICATION

2.1 GENERAL SCOPE

2.1.1 Foundation Layer: The Contractor shall furnish all labor, material andequipment required to prepare the foundation layer to the proposedelevations and slopes shown on the construction drawings. This willinclude, but not be limited to: removing the erosion protection blankets,excavating, hauling and stockpiling of excess intermediate cover soils;discing, compacting, drying, wetting and seal rolling the foundation layersoils; removal of rocks and other protrusions from the soil surface;removal of surface water runoff and all other necessary and incidentalwork required to complete the foundation layer preparation inaccordance with the construction drawings and these specifications.

2.1.2 Protective Soil Layer (PSL): The Contractor shall furnish all labor, materialand equipment required to prepare the PSL to the proposed elevationsand slopes shown on the construction drawings. This will include, but notbe limited to, borrowing, hauling, mixing, stockpiling, discing, compacting,drying or wetting, removal of surface water runoff, removal of allpreviously placed material affected by adverse weather conditions orconstruction disturbance, final grading and sealing, and all necessary workto complete the PSL in accordance with the construction drawings andthe specifications.

2.1.3 Topsoil Layer: The Contractor shall furnish all labor, material and equipmentrequired to prepare the topsoil layer to the proposed elevations and slopesshown on the construction drawings. This will include, but not be limited to,furnishing, hauling, mixing, stockpiling, discing, removal of surface waterrunoff, removal of all previously placed material affected by adverse weatherconditions or construction disturbance, final grading, seeding, installation oferosion control blankets, and all necessary work to complete the topsoillayer in accordance with the construction drawings and the specifications.

2.1.4 Gas Vent Trench: The Contractor shall furnish all labor, materials andequipment required to install the gas vent trenches to the proposed linesand grades shown on the construction drawings. This will include, but not belimited to, furnishing, hauling, mixing, stockpiling, excavation of foundationlayer and daily cover layer, placement of pea stone, final grading, and allnecessary work to complete the gas vent trenches in accordance with theconstructions drawings and specifications.


2.2 FOUNDATION LAYER

2.2.2 FOUNDATION LAYER PREPARATION REQUIREMENTS

2.2.1.1 The Contractor’s preparation of the foundation layer shall primarily involveexcavation of the excess existing intermediate cover soil on the cells.Excavation will include removal of some vegetation, the erosion controlblanket materials, and sufficient soil materials to achieve the lines andgrades shown on the construction drawings. These materials shall besorted, loaded, hauled and dumped in the appropriate on-site stockpiles.All excavated materials will be stockpiled within the Salzburg Landfill at thelocations directed by the Owner’s Representative. The Contractor shallwork with the Owner’s Representative to ensure that the soils are sortedproperly and are hauled to their appropriate stockpile.

2.2.1.2 The excavated surface of the foundation layer shall be uniformly andthoroughly compacted with a smooth drum roller compactor. In confinedareas, mechanical equipment suitable for small areas and capable ofachieving the density requirements shall be required.

2.2.1.3 Bring the subgrade to the lines and grades shown in the plans and compactit to 90 percent of the maximum laboratory dry density using the ModifiedProctor (ASTM D1557).

2.2.1.4 If additional materials are necessary to complete the foundation layer tothe lines and grades as shown on the plans, then the following materialsshall be used:

2.2.1.4.1 Overburden soils from adjacent cell construction have beenstockpiled at the Dow Salzburg Landfill for use as the foundationlayer material.

2.2.1.4.2 Additional material required for use in the foundation layer shall befine sand, sandy-clay, silty clay, clay (soil types SM, SC, MH, ML, CH,CL).

2.2.1.4.3 Unsuitable materials are:

2.2.1.4.3.1 Organic soils (soil types OL, OH, PT).

2.2.1.4.3.2 Rocks larger than 6" in any dimension.

2.2.1.4.3.3 Bricks and building debris.

2.2.1.4.3.4 Frozen materials.

2.2.1.5 The foundation layer surface to be lined with the GMB shall be free ofstones larger than ½ inch in size, roots or other deleterious material, sharpobjects, debris, ruts (greater than ½ inch deep) from constructionequipment wheels or tracks. Such material or defects in the foundationlayer surface shall be removed and the area(s) repaired by scarifying to adepth of 1 to 3 inches and recompacting with a smooth drum roller.


Embedded non-protruding smooth rocks or stones may remain in place onthe subgrade surface if approved by the Owner’s Representative. Thefoundation layer surface shall provide a firm, unyielding foundation for theGCL with no sudden or abrupt changes or breaks in grade.

2.2.1.6 At the completion of each day’s work or when precipitation is probable, thefoundation layer shall be graded and sealed (i.e., rolled with a smooth drumroller compactor) to minimize the potential for ponding of water andinfiltration. The sealing shall be at the discretion of the Owner’sRepresentative. The Contractor shall be responsible for removal ofaccumulated surface water until the foundation layer is accepted by Dow.

2.2.1.7 The foundation layer shall be maintained by the Contractor until acceptanceby Dow. The methods used by the Contractor to maintain the foundationlayer shall be approved by the Owner’s Representative. Acceptance shallbe a form signed by the Owner’s Representative. The Contractor shallupgrade all areas of the foundation layer found to not meet the abovespecifications as directed by the Owner’s Representative prior toacceptance by Dow.

2.2.2 FOUNDATION LAYER QUALITY ASSURANCE

2.2.2.1 The STE will perform periodic quality assurance tests on the soil materialand the foundation layer during construction. The tests that will beperformed and their minimum frequency are shown in Table 2-1. TheContractor shall assist the STE in any way necessary to carry out the tests,including but not limited to, providing labor and equipment to properlyprepare the test site.

2.2.2.2 Moisture-density tests will be carried out on the top lift of the foundationlayer to verify the actual compaction and moisture content. The procedurefor this testing is described below.

2.2.2.2.1 If the test failed due to excessive moisture, the Contractor shallredisk the lift to dry the soil further, and then recompact the lift, orremove and replace the existing lift with new material.

2.2.2.2.2 If the test failed due to insufficient moisture, the Contractor shalleither remove the dry soil and replace it with new material, or withOwner’s Representative approval, add moisture in a controlledfashion, mix and recondition the clay in place and then recompactthe lift.

2.2.2.2.3 If the test failed due to insufficient density, the Contractor shallapply additional compactive effort.

2.2.2.3 When the Contractor has completed reworking the lift, he/she shall notifythe STE that the lift is ready for retesting. The STE will retest the lift at adifferent location than the first testing, but within the reworked area. The


sequence of operations described in Section 2.6.2.1 is then repeated untilthe lift meets the requirements of the specifications.

2.2.2.4 At the location of each moisture-density test, the Contractor shalldetermine the surface elevation to the nearest 0.1 feet and provide thisinformation to the STE. The Contractor shall cooperate with the STE inobtaining elevations and test results. Placing soil over a test location priorto obtaining the elevation shall result in removing the soil, redoing the testand replacing the soil in accordance with the specifications, all at theContractor’s expense.

2.2.3 FOUNDATION LAYER CONSTRUCTION QUALITY CONTROL

2.2.3.1 The Contractor shall perform, and document, quality control surveys of thefoundation layer elevations to insure that the work is within the tolerancesnoted below. Elevations shall be checked on a 100 foot grid with additionalelevations at all slope breaks.

2.2.3.2 The Contractor shall prepare the foundation layer to elevations and slopesshown on the construction drawings. The tolerances for elevation andslope shall be within - 0.1 feet and - 10% (of the design slope), respectively,but with positive drainage at all locations.

2.2.4 FOUNDATION LAYER ACCEPTANCE

2.2.4.1 The Contractor shall notify the Owner’s Representative 24 hours prior towhen a specific section of the subgrade on the cell bottom and/or dikes isready for Dow and Geosynthetic Installer acceptance.

2.2.4.2 The Contractor’s written survey documentation shall be submitted to theOwner’s Representative with the request to approve a subgrade area. Dowwill review the survey documentation and, along with the GeosyntheticInstaller, inspect the subgrade area requested by the Contractor. DowSurveyors will also field check the as-constructed elevations.

2.2.4.3 Dow will notify the Contractor within 24 hours of their inspection andsurvey whether the area is accepted or needs further work. If the area isunacceptable, the Contractor will upgrade the area immediately andrequest another inspection.

2.3 PROTECTIVE SOIL LAYER

2.3.1 PROTECTIVE SOIL LAYER CONSTRUCTION AND COMPACTION REQUIREMENTS

2.3.1.1 The Contractor shall construct the Protective Soil Layer to the dimensionsand limits shown on the construction drawings and as described in thespecifications.

2.3.1.2 The Protective Soil Layer shall consist of the following:


2.3.1.2.1 Overburden soils from adjacent cell construction have beenstockpiled at the Dow Salzburg Landfill for use as the Protective SoilLayer material.

2.3.1.2.2 Additional material required for use in the Protective Soil Layer shallbe fine sand, sandy-clay, silty clay, clay (soil types SM, SC, MH, ML,CH, CL).

2.3.1.2.3 Unsuitable materials are:

2.3.1.2.3.1 Organic soils (soil types OL, OH, PT).

2.3.1.2.3.2 Rocks larger than 6" in any dimension.

2.3.1.2.3.3 Bricks and building debris.

2.3.1.2.3.4 Frozen materials.

2.3.1.3 The Protective Soil Layer shall be constructed as follows:

2.3.1.3.1 The soil shall have a loose thickness of 15 inches. It shall be spreadwith low ground pressure equipment and large clods will be brokenup with a disc, a tined roller or pad foot roller.

2.3.1.3.2 The subsequent lift shall be a maximum of 9 inches, uncompactedthickness.

2.3.1.3.3 There are no specific compaction or density requirements for theProtective Soil Layer, however, the layer shall be firm and have auniform density which is not susceptible to differential settlement.In confined areas, mechanical equipment suitable for small areasand capable of achieving these requirements shall be required.

2.3.1.3.4 Unless approved otherwise by the Owner’s Representative, allequipment which drive over top of the GDM to deliver and spreadthe soil for the Protective Soil Layer shall comply with the following:

2.3.1.3.5 The Contractor may be allowed to place lifts parallel with the sideslopes if it can be demonstrated to the satisfaction of the Owner’sRepresentative that the lifts can be placed and compacted safelyAND the compaction of the Protective Soil Layer can be accuratelymeasured by the STE. If either of conditions cannot be achieved,the Contractor shall place all Protective Soil Layer lifts horizontally.

EQUIPMENT GROUNDPRESSURE

(PSI)

REQUIRED SOIL THICKNESS OVERGDM (INCHES)

< 5 12> 10 24


2.3.1.3.6 Stones and other foreign material 2 inches in diameter or largershall be removed from each lift prior to the start of compaction.The Contractor shall stockpile the stones at an on-site location asdirected by the Owner’s Representative.

2.3.1.3.7 No soil shall be placed or compacted when soil temperatures are solow as to produce ice lenses in the Protective Soil Layer.

2.3.1.3.8 At the completion of each day’s work or when precipitation isprobable, the Protective Soil Layer shall be graded and sealed (i.e.,rolled with a smooth drum roller compactor) to minimize thepotential for ponding of water and infiltration. The sealing shall beat the discretion of the Owner’s Representative. The Contractorshall be responsible for removal of accumulated surface water untilthe Protective Soil Layer is accepted by Dow.

2.3.2 PROTECTIVE SOIL LAYER CONSTRUCTION QUALITY CONTROL

2.3.2.1 The Contractor shall perform, and document, quality control surveys of theProtective Soil Layer to insure that the work is within the tolerances notedbelow. Elevations shall be checked on a 100 foot grid with additionalelevations at all slope breaks. The format for this data shall be approved bythe Owner’s Representative prior to the start of construction.

2.3.2.2 The Contractor shall prepare the Protective Soil Layer to elevations andslopes shown on the construction drawings. The tolerances for elevationand slope are within +/- 0.1 feet and +/- 10%, respectively, but with positivedrainage at all locations.

2.4 TOPSOIL LAYER

2.4.1 TOPSOIL LAYER CONSTRUCTION

2.4.1.1 The Contractor shall construct the Topsoil Layer to the dimensions andlimits shown on the construction drawings and as described in thespecifications.

2.4.1.2 Topsoil shall be imported loam soil, high in organic material which is free ofstones, vegetation, clay clods, roots, grass, weeds, and other deleteriousmaterial.

2.4.1.3 Topsoil shall have an acidity range (pH) of 5.5 to 7.5; containing a minimumof 3% and a maximum of 5% organic matter.

2.4.1.4 Place topsoil in six (6) inch thick layers in all areas designated for topsoilcover on the Drawings.

2.4.1.5 Use topsoil in relatively dry state. Place during dry field conditions.

2.4.1.6 Bring the earth bed to the required grade. Fine grade topsoil eliminatingrough and low areas to ensure positive drainage. Maintain levels, profiles


and contours of finish grades shown on the Drawings. Pulverize all largeclods and lumps. Use low ground pressure equipment to spread topsoil.

2.4.1.7 Remove stones, roots, grass, weeds, debris, and other foreign materialwhile spreading. Dispose of the removed material as directed by the DowConstruction Manager.

2.4.1.8 Manually spread topsoil around structures to prevent damage which maybe caused by grading equipment.

2.4.1.9 No compaction testing is required for topsoil cover areas.

2.4.2 TOPSOIL LAYER CONSTRUCTION QUALITY CONTROL

2.4.2.1 The Contractor shall perform, and document, quality control surveys of theTopsoil Layer to insure that the work is within the tolerances noted below.Elevations shall be checked on a 100 foot grid with additional elevations atall slope breaks. The format for this data shall be approved by the Owner’sRepresentative prior to the start of construction.

2.4.2.2 The Contractor shall prepare the Topsoil Layer to elevations and slopesshown on the construction drawings. The tolerances for elevation andslope are within +/- 0.1 feet and +/- 10%, respectively, but with positivedrainage at all locations.

2.4.3 SEED AND FERTILZER

2.4.3.1 Materials/Definitions

2.4.3.1.1 Starter Fertilizer

2.4.3.1.1.1 Use Par EX 16-16-16 Premium Grow-In formulation with 36percent water insoluble from IBDU, or approved equal.Application rates shall be in accordance with themanufacturer’s instructions.

2.4.3.1.2 Post Seed Fertilizer

2.4.3.1.2.1 Thirty (30) days after seeding apply Par EX 24-4-12 coarse gradewith 45 percent water insoluble nitrogen from IBDU, orapproved equal. Application rates shall be in accordance withthe manufacturer’s instructions.

2.4.3.2 Seed

2.4.3.2.1 Grass seed shall meet the tolerance for germination and purity ofthe Official Seed Analyses of North America.

2.4.3.2.2 Seed shall be new crop, cleaned, and comprising of the followingvarieties mixed in proportion by weight shown and testing theminimum percentages and germination indicated as follows:


2.4.3.2.2.1 Standard Seed Mix – Applies in all areas where topsoil andcover with erosion control blanket is called for on the drawings. The Contractor may propose alternative seed mixes that aresuitable for use based on climate and soil conditions.

2.4.3.2.2.2 Erosion Control Seed Mix – Applies to temporary soil stockpileareas. All temporary soil stockpile areas shall be covered andseeded by the Contractor prior to stopping work for the year.

2.4.3.2.2.3 Weed seed content shall not exceed 0.25% for any variety ofseed mixture.

2.4.3.2.2.4 Seed shall be mixed by the vendor. Furnish vendor'sguaranteed statement of composition, mixture andpercentages of purity and germination of each variety.

2.4.3.2.3 Erosion Control Blanket

2.4.3.2.3.1 All disturbed areas to be seeded shall also be covered withNorth American Green S75 erosion control blanket, orapproved equal.

2.4.3.2.3.2 Place blankets within one day after seeding per manufacturer’srecommendations.

2.4.3.3 Execution

2.4.3.3.1 Seed Application

2.4.3.3.1.1 Immediately before sowing the seed, scarify, roll, rake and levelTopsoil Layer as necessary to obtain a smooth seed bed free ofany sticks, dirt clods or stones 2" or larger.

2.4.3.3.1.2 Grade lawn areas to finish grades, filling as needed or removingsurplus dirt and floating areas to a smooth, pulverized seed

Proportion Seed Type25% Famous Kentucky Bluegrass25% Baron Kentucky Bluegrass20% Secretariat Perennial Ryegrass30% Boreal Creeping Red Fescue

Proportion Seed Type50% Perennial Ryegrass15% Kentucky Bluegrass35% Creeping Red Fescue


bed. Where no grades are shown, areas shall have a smoothand continual grade between existing or fixed controls (such aspavement edges, curbs, outlets, catch basins, steps orbuildings).

2.4.3.3.1.3 Deliver grass seed in original containers showing analysis ofseed mixture, percentage of pure seed, year of production, netweight, date of packaging, and location of packaging. Damagedpackages are not acceptable.

2.4.3.3.1.4 Seed application may be by mechanical drill seeder or hydro-seeder.

2.4.3.3.1.4.1 Hydroseed: Apply specified seed mixture, using aslurry consisting of a minimum of 1200 lbs. wood fibermulch, 220 lbs. seed mixture and 50 lbs. of tackifier peracre or locking fibers at recommended rates.

2.4.3.3.1.4.2 Drill Seed: Apply seed mixture, as specified, at a rate of5 pounds per 1000 square feet, using a mechanical typeseeder such as Brillion. Seed shall be uniformly spreadover the previously fine graded and fertilized topsoil.Seed in two (2) directions, north-south and east-west.Apply hydromulch after completing seeding operations,using a slurry consisting of a minimum of 1200 poundsof wood fiber mulch and 50 pounds of tackifier per acreor locking fibers at recommended rates. For smallareas, apply PennMulch uniformly at 75 pounds per1,000 square feet.

2.4.3.3.1.5 Grass seed shall be sown in the fall from August 15th untilOctober 15th or in the spring between March 1st and May15th. All seeding shall be done in dry or moderately dry soil.Seeding outside the specified dates must be approved byDow’s Construction Manager.

2.4.3.3.1.6 Dormant seeding will be permitted only in limited areas tocomplete a project after November 15th but not on frozenground. The Contractor shall include their proposal fordormant seeding in the Construction Plan and Schedule.Dormant seeding must be approved by the Dow ConstructionManager.

2.4.3.3.2 Fertilizer Application

2.4.3.3.2.1 Deliver fertilizer in waterproof bags showing weight, chemicalanalysis, and name of manufacturer.


2.4.3.3.2.2 Apply starter fertilizer at the time of seeding and post seedfertilizer 30 days after seeding as specified in this sectionabove.

2.5 GAS VENT TRENCH

2.5.1 GAS VENT TRENCH CONSTRUCTION

2.5.1.1 The Contractor shall construct the Gas Vent Trenches to the lines andgrades shown on the Construction Drawings and as described in thespecifications.

2.5.1.2 The Gas Vent Trench is composed of a twelve (12) to eighteen (18) inchdeep by twenty four (24) inch wide trench, cut into the foundation layerand daily cover material for the full length of the cell. The trench shall bebackfilled with natural pea stone to a depth no more than six (6) inchesbelow the top of the foundation layer soils.

2.5.1.3 The pea stone shall consist of rounded or sub-angular particles meeting thefollowing gradation or an approved equivalent:

Sieve Size Total % Passing

½” 100

3/8” 90 - 100

No. 8 0 - 12

No. 200 0 - 5

2.5.1.4 The pea stone shall have a permeability of 1 cm/sec or higher asdetermined by ASTM D 2434. The Contractor shall provide certification byan independent Registered Professional Engineer that the both materialsmeet the gradation and permeability requirements. This information shallbe submitted to the Owner’s Representative before the materials arebrought to the site.

2.5.1.5 The pea stone will be tested by the STE as detailed in Table 2-3. TheContractor shall assist the STE in any way necessary to carry out the tests,including but not limited to, providing material, labor and equipment. Anymaterials found to fail the gradation and permeability requirements shall beand replaced with new materials meeting the specifications at no extra costto Dow.

2.5.1.6 The top of the Gas Vent Trench shall be cover with at least six (6) inches ofcompacted foundation layer soils.

2.5.1.7 The foundation layer soils shall be installed in accordance with Section 2.2of this specification.


2.5.2 GAS VENT PIPE CONSTRUCTION

2.5.2.1 A vent pipe fabricated from four (4)-inch SDR-11 HDPE pipe is installed atthe locations and elevations shown on the construction plans.

2.5.2.2 The bottom of the vent pipe is embedded in the pea stone, and the pipeextends upward through the other cap layers to a minimum of two (2) feetabove the top of cap elevation.

2.5.2.3 An HDPE waterstop is welded to the vent pipe exterior and embedded inthe cover soil layer. The 40 mil LLDPE GMB is also welded to the vent pipefor this reason.

2.5.2.4 The HDPE vent pipe shall be fabricated in accordance with Section 2.7 ofthis specification.

2.6 ANCHOR TRENCH DRAINS

2.6.1 ANCHOR TRENCH DRAIN CONSTRUCTION

2.6.1.1 The anchor trenches shall be located as shown on the constructiondrawings. The anchor trenches shall be constructed, maintained andbackfilled under the direction of the Geosynthetic Contractor. All labor andequipment required to perform this work shall be supplied, at Dow’sexpense, by the Earthwork Contractor and coordinated through theOwner’s Representative.

2.6.1.2 A 6-inch diameter perforated HDPE collection pipe shall be installed in thebottom of the Anchor Trench at the lines and grades shown on theconstruction drawings. The pipe shall be placed after the cap systemgeosynthetics are installed into the trench.

2.6.1.3 The trench and collection pipe shall be backfilled with natural pea stone to adepth no more than six (6) inches below the top of the surrounding groundsurface elevation.

2.6.1.4 . The pea stone shall consist of rounded or sub-angular particles meetingthe following gradation or an approved equivalent:

Sieve Size Total % Passing

½” 100

3/8” 90 - 100

No. 8 0 - 12

No. 200 0 - 5


2.6.1.5 The pea stone shall have a permeability of 1 cm/sec or higher asdetermined by ASTM D 2434. The Contractor shall provide certification byan independent Registered Professional Engineer that the both materialsmeet the gradation and permeability requirements. This information shallbe submitted to the Owner’s Representative before the materials arebrought to the site.

2.6.1.6 The pea stone will be tested by the STE as detailed in Table 2-3. TheContractor shall assist the STE in any way necessary to carry out the tests,including but not limited to, providing material, labor and equipment. Anymaterials found to fail the gradation and permeability requirements shall beand replaced with new materials meeting the specifications at no extra costto Dow.

2.6.1.7 The top of the Anchor Trench shall be cover with at least six (6) inches ofcompacted foundation layer soils.

2.6.1.8 The foundation layer soils shall be installed in accordance with Section 2.2of this specification.

2.6.1.9 The 6-inch diameter collection pipe shall be connected to 6-inch diametersolid HDPE discharge pipe at the locations and grades shown on theconstruction drawings.

2.6.1.10 The trench for the 6-inch diameter discharge pipe shall be backfilled withcompacted foundation layer soils in accordance with Section 2.2 of thisspecification.

2.6.1.11 The HDPE collection and discharge pipe shall be fabricated in accordancewith Section 2.7 of this specification.

2.7 HDPE MATERIALS

2.7.1 The Contractor shall furnish sufficient quantities of all HDPE materials listedbelow and shown on the construction drawings which are required to completethe work for this project. All solid pipe and fittings shall be in accordance withGlobal Pipe Specification EN10, with SDR 11 unless noted otherwise on theconstruction drawings. All perforated pipe shall be SDR 11 with the Plastic PipeInstitute Material Designation PE4710 unless noted otherwise on theconstruction drawings. All HDPE plate materials shall be 1 inch thick unlessnoted otherwise on the construction drawings. The Contractor shall beresponsible for unloading and stockpiling all HDPE materials when they aredelivered to the site by the HDPE vendor. The Contractor shall also beresponsible for marshalling all HDPE materials to the appropriate locations on-site where they are to be installed. Materials shall include but not be limited tothe following:

2.7.1.1 All solid wall pipe in 40 or 50 foot lengths

2.7.1.2 All perforated pipe in 40 or 50 foot lengths


2.7.1.3 All pipe fittings

2.7.1.4 All 1 inch thick plate

2.7.1.5 Electrofusion and saddle-fusion couplings

2.7.2 The Contractor shall be responsible for all HDPE butt fusion, extrusion,electrofusion and saddle-fusion welding required to complete the work.

2.7.3 All welding shall be performed by qualified welding technicians in accordancewith the pipe, fitting, or coupling manufacturer’s welding procedure. The buttfusion equipment used for the welding shall be capable of meeting all conditionsset forth by the manufacturer’s welding procedure, including, but not limited to,temperature requirements, alignment, and pressure.

2.7.4 All HDPE welding technicians shall be pre-approved by Dow. The Contractorshall submit documentation to Dow with their bid submittal stating who willperform the HDPE welding work on this project. The documentation shallprovide a list of previous, similar HDPE welding work performed by thatindividual. Dow reserves the right to prohibit any individual welder fromperforming the work if, in Dow’s judgment, their previous experience is notsufficient or applicable to the work on this project.

2.7.5 All HDPE welds will be inspected and approved by Dow prior to (off-site welds)and during installation, as applicable. Any welds rejected by Dow shall be cutout and made again or a new assembly shall be fabricated. The choice will be atthe discretion of the Owner’s Representative and the cost of the addition workshall be at the Contractor’s expense (including the material costs).

2.7.6 For butt fusion welding, misalignment of the pipe walls at the weld shall notexceed 10% of the minimum pipe wall thickness. The Contractor shall furnish aUniversal External De-beader, licensed by the British Gas Corp., or an equivalentunit approved by the Owner’s Representative, to remove weld beads for visualinspections. The Contractor shall de-bead the first weld of each weldingtechnician at the start of each work shift and the 5% randomly thereafter. Allremoved beads shall be retained for the Owner’s Representative audit. TheContractor shall maintain a weld map depicting the specific identificationnumber, location and welding technician who made the weld for each weldexamined by de-beading. All documents and records shall be given to theOwner’s Representative upon completion of the project.

2.7.7 Pipe shall be accurately installed to the lines and grades shown on the Drawings,or as approved by the Owner’s Representative, so that inverts are smooth.

2.7.8 Deflections in horizontal alignment at joints are not permitted without writtenconsent of the Owner’s Representative. If so approved, the deflections shall notexceed one-half the manufacturer's recommendation.

2.7.9 All fabricated runs of pipe shall have their ends taped or otherwise capped anytime welding is stopped to prohibit debris accumulation or entry by smallanimals. While being fabricated the pipe runs shall be kept clean and away from


areas where they could come in contact with any chemicals. Unless otherwiseapproved by the Owner’s Representative, the Contractor shall not drag the pipeover asphalt, sharp stones or other objects which could damage it. TheContractor shall inspect, and clean as necessary, all pipe perforations to ensurethey are open and functional before installing the pipe.

2.7.10 The Contractor shall be responsible for cutting all 1 inch thick HDPE plate to theshapes and dimensions shown on the construction drawings. The Contractor’smethod for cutting the plate shall be approved by the Owner’s Representativeprior to starting the work. The Contractor shall perform the work to minimizethe waste recognized from the pieces of plate. The slip-on and blind flanges,including bolt circles, shall be fabricated to the same dimensions as standard150 pound steel flanges.

2.7.11 All batten strips, U-bolts, straight bolts, nuts and washers used to connect theHDPE materials shall be Type 304 stainless steel or an Owner’s Representativeapproved equivalent.


TABLE 2-1

FOUNDATION LAYER SOILS1

QUALITY ASSURANCE TESTING(TO BE PERFORMED BY DOW)

PROPERTY EVALUATED ASTM TEST METHOD MINIMUM FREQUENCY

Particle Size Distribution D 422 Every 5,000 cubic yards

Moisture Content D 2216 Every 5,000 cubic yards

Soil Classification D 2487 Every 5,000 cubic yards

Density – Nuclear Methods D 6938 Every 1,000 cubic yards witha minimum of 1 test per lift,5/acre/lift

Atterberg Limits2 D 4318 Every 5,000 cubic yards

Proctor D 1557 (modified) Every 5,000 cubic yards

1. Quality assurance testing for foundation layer soils shall be required for new materialsonly with the exception of nuclear density testing which shall be performed initially onthe final excavated surface of the foundation layer.

2. Atterberg Limits testing shall be required on clay soils only.


TABLE 2-2

PROTECTIVE COVER LAYER SOILSQUALITY ASSURANCE TESTING(TO BE PERFORMED BY DOW)


Particle Size Distribution D 422 Every 5,000 cubic yards

Moisture Content D 2216 Every 5,000 cubic yards

Soil Classification D 2487 Every 5,000 cubic yards

Atterberg Limits1 D 4318 Every 5,000 cubic yards

Proctor D 1557 (modified) Every 5,000 cubic yards

1. Atterberg Limits testing shall be required on clay soils only.


TABLE 2-3

PEA STONE MATERIALSQUALITY ASSURANCE TESTING(TO BE PERFORMED BY DOW)


Gradation D 136 Every 500 cubic yards1

Permeability D 2434 Every 500 cubic yards1

1. A minimum of 2 tests shall be performed.

Geosynthetic Clay Liner Spec Page 1 of 1104/03/16

GEOSYNTHETIC CLAY LINERSPECIFICATION

3. GEOSYNTHETIC CLAY LINER

3.1. GENERAL

3.1.1. The Geosynthetic Contractor shall be responsible for furnishing all labor,material and equipment required to complete installation of the GCL inaccordance with the construction drawings and the specifications.

3.1.2. All GCL material for this project shall be manufactured and provided by a Dowapproved vendor, hereinafter referred to as the Manufacturer.

3.2. MATERIALS

3.2.1. The GCL shall be needle-punched reinforced composite GCL comprised of auniform layer of granular sodium bentonite encapsulated between a nonwovenand a scrim-nonwoven geotextile, or a Dow approved equal. The totalrecommended thickness shall be 5 mm minimum. The materials supplied underthese Specifications shall be designed and manufactured specifically for thepurposes of this work.

3.2.2. The GCL shall be supplied in rolls which have a minimum width of 14 feet, unlessapproved otherwise by Dow. The roll length shall be maximized to provide thelargest manageable sheet for the fewest overlaps. Labels on the roll shallidentify the length, width, lot and roll numbers, name of Manufacturer andproper direction of unrolling.

3.2.3. The GCL shall be manufactured to meet the properties shown in Table 3-1 of thissection. To ensure this, the Manufacturer shall perform quality control tests onthe GCL at the frequency and using the methods stipulated in Table 3-2 of thissection.

3.2.4. The Dow Quality Assurance Engineer (QAE) shall sample the GCL and haveconformance tests performed on the samples by the Dow geosynthetic testinglaboratory as described below and in accordance with Table 3-3.

3.2.4.1. Samples will be taken across the entire width of the roll or sheet and willnot include the first 3 lineal feet. Unless otherwise specified, samples willbe 3 feet long by the roll or sheet width.

3.2.4.2. In the event that a sample does not pass conformance testing, twoadditional samples shall be taken from that particular roll and tested byan independent laboratory agreed upon by both Dow and theManufacturer prior to the start of any work. If both of the additionalsamples pass the conformance testing, the original test results will bedisregarded, the roll will be accepted for installation on the project. If


either of the additional samples fails, the roll shall be removed from theproject site. Dow shall supply a new roll of material meeting the projectspecifications and conformance testing shall be performed as describedherein.

3.2.4.3. The results of the testing will be available by the Dow geosyntheticstesting laboratory within five working days of when the samples aretaken. The Geosynthetic Contractor shall be allowed to deploy and seamGCL during that time; however, this work will be performed at their risk.Failure to meet all test requirements may result in the rejection of theaffected roll(s). Rejected material shall be replaced at the GeosyntheticContractor’s expense.

3.3. SUBMITTALS

3.3.1. Manufacturer Submittals

3.3.1.1. One copy of a mill certificate or affidavit signed by a legally authorizedofficial of the Manufacturer attesting that the GCL meets the physical andmanufacturing requirements stated in these specifications.

3.3.1.2. Quality control certificates for each roll of GCL delivered to the site, signedby the Manufacturer's quality assurance manager. Each certificate shallhave the roll identification number(s), test methods, frequency and testresults (see Table 3-2).

3.3.1.3. A warranty from the Manufacturer that the material shall be free fromdefects or failures related to manufacture on a non-prorata basis for fiveyears after the date of shipment. Should a defect occur, which is coveredunder warranty, the Manufacturer shall bear all costs for repair and/orreplacement of the GCL.

3.3.2. Prior to the start of installation of the GCL, the Geosynthetic Contractor shallsubmit the following to the Owner’s Representative:

3.3.2.1. The resume and references of Geosynthetic Contractor’s Field Supervisor(the on-site person in responsible charge for all aspects of the work) to beassigned to the project. The information shall include dates and durationof employment, a list of previous projects (from the past 2 to 3 years)which he/she was in charge of having similar GCL and other pertinentexperience.

3.3.2.2. Panel deployment or installation drawings. The drawings shall show theGCL layout with proposed size, number, position, and sequence of placingof all panels, and indicating the location of all field seams. The drawingsshall also show complete details and/or methods for anchoring the GCL,making field seams, and making seals around pipes and structures


penetrating the GCL. Following Owner’s Representative review, thesedrawings shall be used for installation of the GCL. Prior to deviating fromthese drawings during construction, revised drawings shall be submittedto and reviewed by the Owner’s Representative.

3.3.2.2.1. The Geosynthetic Contractor shall indicate on the paneldeployment drawing that the first panel of the overlying layer of GCLshall be offset one-half of the panel width from the underlying GCLpanel.

3.3.2.3. A written plan for shipping, handling, and storage shall be submitted. Ingeneral, the plan shall follow the Manufacturer’s recommendations, butshall receive the Owner Representative’s approval before implementation.Procedures to be addressed shall include but shall not be limited tomaterial unloading, storage, deployment, repair, and protection to beprovided in the event of rain or strong winds. Once approved, the planshall be followed without deviation, unless approved otherwise by theOwner’s Representative.

3.3.2.4. A work schedule for the GCL installation including but not limited to thematerial delivery date(s), mobilization, panel deployment, seaming,destructive and non-destructive testing, repairs, detail welding, sitecleanup and completion date for the work. This schedule shall be adetailed break-down of the Project Schedule agreed to with Dow and theEarthwork Contractor described in Section 1.3.

3.3.3. Subsequent to the completion of the GCL installation, the GeosyntheticContractor shall submit the following to the Owner’s Representative:

3.3.3.1. A certification stating that they have reviewed the QAE’s as-builtdocumentation and the GCL has been installed in accordance with sameand meets the requirements of the project specifications.

3.3.3.2. The Geosynthetic Contractor shall furnish a warranty guaranteeing theirworkmanship will be free of defects on a prorata basis for five (5) yearsafter the final acceptance of the work. This warranty shall include butshall not be limited to overlapped seams, attachments to appurtenances,and penetration seals, as applicable. Should a defect occur, which iscovered under warranty, the Geosynthetic Contractor shall bear all costsfor repair and/or replacement of the GCL.

3.4. SUBGRADE ACCEPTANCE

3.4.1. Immediately before the GCL is to be installed, the Geosynthetic Contractor shallcertify in writing that the subgrade (the soil or geosynthetic layer immediatelybelow the GCL) is suitable and acceptable for installation of the GCL. The


Owner’s Representative will allow subgrade acceptance in areas as small as oneacre. The GCL Subgrade Acceptance form, shown as Figure 3-1 at the end ofthese specifications, shall be signed by the Geosynthetic Contractor and theOwner’s Representative (or his authorized representative) and given to the QAEprior to commencement of GCL installation in the area under consideration.

3.4.2. After the subgrade has been accepted, the Geosynthetic Contractor shall beresponsible for ensuring that it is maintained properly and kept in a conditionthat is suitable to receive the GCL. All required maintenance (dewatering,drying, moistening to prevent desiccation, compacting, etc.) shall be as directedby the Geosynthetic Contractor, coordinated through the Owner’sRepresentative, performed by the Earthwork Contractor and paid for by Dow.

3.5. INSTALLATION

3.5.1. The following installation details are a minimum. Follow manufacturer’sinstructions if more stringent.

3.5.2. The Geosynthetic Contractor shall be responsible for ensuring that the GCL isshipped, handled, and stored in strict accordance with the Manufacturer'srecommendations and the approved plan mentioned in Section 3.3.1.4. Dow willprovide a suitable storage area for the GCL materials as close to the work site aspractical. Under the direction of the Geosynthetic Contractor, the EarthworkContractor shall provide all labor and equipment required to perform the GCLoff-loading when the material arrives at the site. Dow shall pay for theEarthwork Contractor directly for this work.

3.5.3. GCL shall be placed smooth and free of excessive wrinkles to the lines and slopesshown on the construction drawings. At the time of installation, the GCL shall berejected if it has defects, rips, holes, flaws, evidence of deterioration, or otherdamage.

3.5.4. The GCL shall be installed so it is in intimate contact with the subgrade at alltimes, unless shown otherwise on the construction drawings.

3.5.5. The GCL shall not be placed during precipitation events. Any material thatbecomes hydrated shall be removed and replaced at the GeosyntheticContractor’s expense.

3.5.6. The contractor shall only install as much GCL that can be covered at the end ofeach day. No GCL shall be left exposed overnight. The exposed edge of the GCLshall be covered with temporary tarpaulin or other such water resistant sheetinguntil the next working day.

3.5.7. Where horizontal seams are required on sloped surfaces, the panels shall beplaced such that the "upstream" panel forms the upper panel and overlaps the"downstream" panel in order to minimize infiltration potential. Vertical seams


shall be constructed on slopes of 1 vertical to 4 horizontal or steeper; where theslope lengths exceed the standard roll lengths or elsewhere as approved by theOwner’s Representative. All vertical panels placed on slopes shall extend aminimum of 5 feet beyond the grade break.

3.5.8. The GCL shall be laid with a 12 inch minimum overlap seam along roll edges anda 12 inch minimum overlap seam along roll ends. The minimum overlap shall beindicated by a line, or series of lines spaced no more than five (5) feet on theexposed surface of the GCL panel. Granular sodium bentonite shall be addedbetween all overlapped seams at a rate of approximately 0.25 pounds per linearfoot, unless approved otherwise by the Owner’s Representative.

3.5.8.1. The Geosynthetic Contractor shall minimize wherever possible theoverlapping of seams between the upper and lower layers of GCL.

3.5.9. GCL shall be temporarily secured in a manner approved by the Owner’sRepresentative prior to placement of overlying materials.

3.5.10. Any GCL that is torn, punctured, or otherwise damaged during installation shallbe repaired or replaced as directed by the Owner’s Representative, by theGeosynthetic Contractor at no additional cost to Dow. The repair shall consist ofa patch of GCL placed over the damaged areas and shall overlap the existing GCLa minimum of 12 inches from any point of the damage. Granular sodiumbentonite shall be added between the overlapped seam of the parent GCL andthe patch at a rate of approximately 0.25 pounds per linear foot.

3.5.11. The GCL shall be covered with the overlying GMB, cover soil or otherwiseprotected from hydration due to precipitation (rain, fog, snow) at the end ofeach day, or sooner if precipitation is imminent. Temporary protection, i.e.,temporary tarps, scrap GMB, etc., may be used if approved by the Owner’sRepresentative.

3.5.12. The GCL shall be cut using methods which are pre-approved by the Owner’sRepresentative. The cut shall be made to provide as close a fit as possiblearound any structure. Granular sodium bentonite shall be added around theperimeter of the joint between the GCL and the structure at a rate ofapproximately 0.25 pounds per linear foot.

3.5.13. The anchor trenches shall be constructed, maintained and backfilled under thedirection of the Geosynthetic Contractor. All labor and equipment required toperform this work shall supplied, at Dow’s expense, by the Earthwork Contractorand coordinated through the Owner’s Representative. The anchor trench shallbe backfilled using Owner’s Representative approved methods. Where thebackfill is clay, it shall be placed in 9 inch thick lifts and mechanically compacted.If the excavated clay becomes too dry or wet to reuse, as determined by theOwner’s Representative, new clay from the site shall be used. In either case, the


clay to be used for anchor trench backfill shall be moist and moldable. Thecompaction equipment shall not come into contact with the GCL.

3.5.14. Placement of any soil materials over the GCL shall be performed by theEarthwork Contractor in close coordination with the Owner’s Representative andthe Geosynthetic Contractor. All labor and equipment required to perform thiswork shall be supplied, at Dow’s expense, by the Earthwork Contractor andcoordinated through the Owner’s Representative. The soil shall be placed in amanner that will ensure the GCL and any underlying geosynthetics are notdamaged; minimal slippage of GCL on the underlying geosynthetics occurs; noexcess tensile stresses occur in the GCL; and that no portion of the GCL developsexcessive wrinkles or crimp. Wrinkles that exceed approximately 6 inches inheight and cannot be eliminated by amended placement and covering methods,or GCL that becomes crimped shall be cut and repaired by the GeosyntheticContractor in a method approved by the Owner’s Representative at noadditional cost to Dow.

3.6. GCL ACCEPTANCE

3.6.1. The Geosynthetic Contractor shall retain ownership and responsibility for theGCL until formal written acceptance is issued by the Owner’s Representative.The GCL Acceptance form, shown as Figure 3-2 at the end of these specifications,shall be signed by the Owner’s Representative (or his/her authorizedrepresentative) and the Geosynthetic Contractor to act as the formal writtenacceptance. Acceptance may be provided in sections or for the overallinstallation, as agreed to by the Geosynthetic Contractor and the Owner’sRepresentative.

3.6.2. Upon completion of the GCL installation and prior to acceptance, the Owner’sRepresentative and QAE will make a final inspection. The GeosyntheticContractor shall clean the entire surface of the GCL just prior to the time of thisinspection. Each damaged location found during this inspection shall repaired bythe Geosynthetic Contractor, in the presence of the QAE.

3.6.3. Written acceptance shall be issued by the Owner’s Representative when:

3.6.3.1. Verification of all repairs is complete

3.6.3.2. All of the submittals required by these specifications have beensubmitted to the Owner’s Representative

3.6.3.3. The site has been cleaned and all debris removed to the satisfaction ofthe Owner’s Representative.


TABLE 3-1REQUIRED GCL PROPERTIES

PROPERTY TESTMETHOD

UNITS VALUE

Hydraulic Conductivity1 ASTM D 5084/D 5887 cm/s 5 x 10-9

Bentonite Content ASTM D 5993 psf 0.75(@ 0% moisture)

Moisture Content1 ASTM D 5993 % 35

Bentonite Swell Index ASTM D 5890 mL/2g 24

Thickness ASTM D 1777 inches 0.20

Grab Tensile Strength ASTM D 6768 lbs 150

Peel Strength ASTM D 6496 lbs/in 2.5

Minimum Shear Strength(Hydrated - Peak)

ASTM D 6243 psf 500

Notes:

1. These values are maximum; all others are Minimum Average Roll Values (MARV).


TABLE 3-2REQUIRED MANUFACTURER’S GCL QUALITY CONTROL TEST DATA

PROPERTY TESTMETHOD

MINIMUM TESTFREQUENCY

Hydraulic Conductivity ASTM D 5084/D 5887 100,000 ft2

Bentonite Content ASTM D 5993 100,000 ft2

Moisture Content ASTM D 5993 100,000 ft2

Bentonite Swell Index ASTM D 5890 100,000 lbs

Thickness ASTM D 1777 100,000 ft2

Grab Tensile Strength ASTM D 6768 100,000 ft2

Peel Strength ASTM D 6496 100,000 ft2

Minimum Shear Strength(Hydrated - Peak)

ASTM D 6243 200,000 ft2


TABLE 3-3CONFORMANCE TESTING PROGRAM FOR GCL

(TO BE PERFORMED BY DOW)

PROPERTY TESTMETHOD

MINIMUM TESTFREQUENCY

Hydraulic Conductivity ASTM D 5084/D 5887 200,000 ft2

Bentonite Content ASTM D 5993 200,000 ft2

Bentonite Swell Index ASTM D 5890 200,000 ft2

Peel Strength ASTM D 6496 200,000 ft2


Figure 3-1SALZBURG LANDFILL CELLS 20-22 FINAL CAP INSTALLATION

GCL SUBGRADE ACCEPTANCEby the

GEOSYNTHETIC CONTRACTOR

Area being accepted as delineated by the panel deployment drawing or Dow coordinates:

______________________________________________________________________________

______________________________________________________________________________

______________________________________________________________________________

I, _____________________________________, the undersigned and duly authorized(print name)

representative of the Geosynthetic Contractor, do hereby agree that the subgrade asdelineated above is suitable for installation of the GCL. I shall be responsible for ensuring theintegrity and suitability of the accepted subgrade in accordance with these specifications fromthis date until completion my work and acceptance of the GCL installation by The Dow ChemicalCompany.

Signature and title of the Geosynthetic Contractor’s authorized representative Date

Signature of the Dow Owner’s Representative or his authorized representative Date



GCL ACCEPTANCEby

DOW CHEMICAL


______________________________________________________________________________

______________________________________________________________________________

______________________________________________________________________________

I, _____________________________________, the undersigned and duly authorized representative(print name)

of Dow Chemical, do hereby accept the GCL as delineated above. Dow will now be responsiblefor maintaining the integrity and suitability of the accepted GCL.



Geomembrane Spec Page 1 of 1902/17/16

GEOMEMBRANESPECIFICATION

4. GEOMEMBRANE

4.1. GENERAL

4.1.1. The Geosynthetic Contractor shall be responsible for furnishing all labor andequipment required to complete installation of GMB in accordance with theconstruction drawings and the specifications.

4.1.2. All GMB material for this project shall be provided by Dow and manufactured by aDow approved supplier.

4.2. MATERIALS

4.2.1. The GMB shall be:

4.2.1.1. GSE Ultraflex 40 mil (minimum) low linear density polyethylene (LLDPE)material or Dow approved equal.

4.2.1.1.1. Textured (both sides)

4.2.1.1.2. White surfaced (one side)

4.2.2. The resin shall be new, first-quality, compounded and manufactured specificallyfor producing GMB. The resin shall not consist of mixed resin types. Recycledmaterials reworked from the manufacturing process shall be the same LLDPE asthe parent material and shall not exceed 10% by weight.

4.2.3. The GMB sheet shall be manufactured to meet the physical properties shown inTable 4-1 of this section. To ensure this, the Manufacturer shall perform qualitycontrol tests on the GMB at the frequency and using the methods stipulated inTable 4-2 of this section.

4.2.4. The GMB shall be free from holes, pin holes, bubbles, blisters, excessive gels,undispersed resins and/or carbon black, contamination by foreign matter, andnicks or cuts on edges.

4.2.5. The GMB shall be supplied in rolls which shall have a minimum width of 22 feet,unless approved otherwise by the Owner’s Representative. The roll length shallbe maximized to provide the largest manageable sheet with the fewest seams.No factory seaming of GMB panels shall be accepted. Labels on the roll shall


identify the thickness, length, width, lot and roll numbers, and name ofManufacturer.

4.2.6. Extrudate rod or beads used for extrusion welding of the GMB shall also beLLDPE with the same physical properties as the GMB sheet. The extrudateadditives shall be thoroughly dispersed throughout the rod or bead. Theextrudate shall be free of contamination by moisture or foreign matter and shallbe recommended for use with the sheet material manufactured for this project.

4.2.7. Textured GMB, where required, shall be fabricated using coextrusion orimpingement methods and not by lamination or embossing methods. Texturingapplied to GMB using impingement methods shall be bonded securely to theparent GMB. All texturing shall be uniform in appearance and coverage on thefinished sheet.

4.2.8. The Dow Quality Assurance Engineer (QAE) shall sample the GMB and haveconformance tests performed on the samples by the Dow geosynthetic testinglaboratory as described below and in accordance with Table 4-3.

4.2.8.1. Samples will be taken across the entire width of the roll or sheet and willnot include the first 3 lineal feet. Unless otherwise specified, samples willbe 3 feet long by the roll or sheet width.

4.2.8.2. In the event that a sample does not pass conformance testing, twoadditional samples shall be taken from that particular roll and tested byan independent laboratory agreed upon by both Dow and theManufacturer prior to the start of any work. If both of the additionalsamples pass the conformance testing, the original test results will bedisregarded, the roll will be accepted for installation on the project andDow will pay for the additional testing costs. If either of the additionalsamples fails, the roll shall be removed from the project site. Dow shallsupply a new roll of material meeting the project specifications andconduct conformance testing as described herein.

4.2.8.3. The results of the testing will be available by the Dow geosyntheticstesting laboratory within five working days of the date the samples aretaken. The Geosynthetic Contractor shall be allowed to deploy and seamGMB during that time; however, this work will be performed at their ownrisk. Failure to meet all test requirements may result in the rejection ofthe affected roll(s). Rejected material shall be replaced at theGeosynthetic Contractor’s expense.

4.3. SUBMITTALS



4.3.1.1. One copy of a mill certificate or affidavit signed by a legally authorizedofficial of the Manufacturer attesting that the GMB meets the physicaland manufacturing requirements stated in the specifications.

4.3.1.2. Quality control certificates for each roll of GMB delivered to the site,signed by the Manufacturer's quality assurance manager. Each certificateshall have the roll identification number(s), test methods, frequency andtest results (see Table 4-2).

4.3.1.3. Quality control certificates for each roll/box of extrudate rod or beads tobe used for extrusion welding on this project. The certificate shall besigned by the Manufacturer's quality assurance manager and state thatthe material is suitable for use with the GMB delivered to the site for thisproject.

4.3.1.4. A warranty from the Manufacturer for the materials used. The materialwarranty shall be for defects or failures related to manufacture on a non-prorata basis for five years after the date of shipment. Should a defectoccur, which is covered under warranty, the Manufacturer shall bear allcosts for repair and/or replacement of the GMB.

4.3.2. Prior to the start of installation of the GMB, the Geosynthetic Contractor shallsubmit the following to the Owner’s Representative:

4.3.2.1. The resume and references of Geosynthetic Contractor’s Field Supervisor(the on-site person in responsible charge for all aspects of the work) tobe assigned to the project. The information shall include dates andduration of employment, a list of previous projects (from the past 2 to 3years) which he/she was in charge of having similar GMB and otherpertinent experience.

4.3.2.2. The resumes and references of welding machine operators who willperform seaming operations. The information shall include proof oftraining and certification, dates and duration of employment, a list ofprevious projects (from the past 2 to 3 years) which he/she worked onhaving similar GMB and other pertinent experience.

4.3.2.3. A certification of calibration for the field tensiometer.

4.3.2.4. Panel deployment or installation drawings. The drawings shall show theGMB layout with proposed size, number, position, and sequence ofplacing of all panels, and indicating the location of all field seams. Thedrawings shall also show complete details and/or methods for anchoringthe GMB, making field seams, and making seals around pipes andstructures penetrating the GMB. Following Owner’s Representativereview, these drawings shall be used for installation of the GMB. Prior to


deviating from these drawings during construction, revised drawings shallbe submitted to and reviewed by the Owner’s Representative.

4.3.2.5. A written plan for shipping, handling, and storage shall be submitted. Ingeneral, the plan shall follow the Manufacturer’s recommendations, butshall receive the Owner’s Representative’s approval beforeimplementation. Procedures to be addressed shall include but shall notbe limited to material unloading, storage, deployment, repair, andprotection to be provided in the event of rain or strong winds. Onceapproved, the plan shall be followed without deviation, unless approvedotherwise by the Owner’s Representative.

4.3.2.6. A work schedule for the GMB installation including but not limited to thematerial delivery date(s), mobilization, panel deployment, seaming,destructive and non-destructive testing, repairs, detail welding, sitecleanup and completion date for the work. This schedule shall be adetailed break-down of the Project Schedule agreed to with Dow and theEarthwork Contractor described in Section 1.3.

4.3.3. Subsequent to the completion of the GMB installation, the GeosyntheticContractor shall submit the following to the Owner’s Representative:

4.3.3.1. As-built installation drawings including but not limited to drawingsshowing the true panel dimensions; location and coordinates of allseams; panels with roll numbers; repairs; patches; destructive testlocations; and pipe penetrations and other appurtenances. Thisinformation shall be accompanied by electronic data files, compatiblewith the Dow MicroStation CAD system software, of both plots and pointlistings which show X, Y, and Z and description for each point (Note: TheX, Y and Z data will be based on Dow coordinates).

4.3.3.2. A warranty from the Geosynthetic Contractor which warrants theirworkmanship to be free of defects on a non-prorata basis for five yearsafter the final acceptance of the work. This warranty shall include butshall not be limited to all field-welded seams, attachments toappurtenances, and penetration seals, as applicable. Should a defectoccur, which is covered under warranty, the Geosynthetic Contractorshall bear all costs for repair and/or replacement of the GMB.


4.4.1. Immediately before the GMB is to be installed, the Geosynthetic Contractor shallcertify in writing that the subgrade (the geosynthetic or soil layer immediatelybelow the GMB) is suitable and acceptable for installation of the GMB. TheOwner’s Representative will allow subgrade acceptance in areas as small as one


acre. The GMB Subgrade Acceptance form, shown as Figure 4-1 at the end ofthese specifications, shall be signed by the Geosynthetic Contractor and theOwner’s Representative (or his authorized representative) and given to the QAEprior to commencement of GMB installation in the area under consideration.

4.4.2. After the subgrade has been accepted, the Geosynthetic Contractor shall beresponsible for ensuring that it is maintained properly and kept in a conditionthat is suitable to receive the GMB. All required maintenance (dewatering,drying, moistening to prevent desiccation, compacting, etc.) shall be as directedby the Geosynthetic Contractor, coordinated through the Owner’sRepresentative, performed by the Earthwork Contractor and paid for by Dow.

4.5. GMB HANDLING AND DEPLOYMENT

4.5.1. The Geosynthetic Contractor shall be responsible for ensuring that the GMB isshipped, handled, and stored in strict accordance with the Manufacturer'srecommendations and the approved plan detailed in Section 4.3.1.6. Dow willprovide a suitable storage area for the GMB materials as close to the work site aspractical. Under the direction of the Geosynthetic Contractor, the EarthworkContractor shall provide all labor and equipment required to perform the GMBoff-loading when the material arrives at the site. Dow shall pay for theEarthwork Contractor directly for this work.

4.5.2. GMB placement shall not proceed at an ambient temperature below 40° F orabove 100° F unless otherwise authorized, in writing, by the Owner’sRepresentative. GMB placement shall not be performed during precipitation,excessive moisture, in an area of ponded water, or in excessive winds.

4.5.3. Each panel of the GMB shall be installed in accordance with the approvedinstallation drawings prepared by the Geosynthetic Contractor. The layout shallbe designed to keep field joining of the GMB to a minimum and consistent withproper methods of GMB installation.

4.5.4. The Geosynthetic Contractor shall establish a table or chart showingcorrespondence between roll or sheet numbers and field panel identificationcodes. This documentation shall be submitted to the QAE weekly for review andverification. The field panel identification code shall be used for all qualitycontrol and quality assurance records.

4.5.5. Panels shall be oriented perpendicular to the line of the slope crest (i.e., downand not across slope). Where applicable, the GMB shall be shingled down-slope.

4.5.6. GMB rolls shall be deployed using proper spreader and rolling bars with clothslings. If a panel must be displaced a distance greater than its width, a slip sheetor rub sheet shall be used.


4.5.7. White (or other color) GMB shall be installed with the white surface installedupwards.

4.5.8. The GMB shall not be dragged over gravel, stones, debris or any other surfacewhich may damage it.

4.5.9. All GMB, whether welded or not, shall be adequately anchored to prevent winduplift with sand bags or other approved means.

4.5.10. Personnel working on the GMB shall wear Owner’s Representative approved,non-slip safety shoes or boots which will not damage the GMB.

4.5.11. Vehicular or equipment traffic across the GMB shall not be allowed without priorapproval of the Owner’s Representative. Any tools, such as liner clamps, shallhave their edges rounded to minimize the potential for damaging the GMB. Inheavy foot traffic areas; the area under portable generators; locations wherewelding machines, gas cans, tools, etc., are placed on the GMB shall beprotected with geotextile and/or plywood and/or scrap pieces of GMB asapproved by the Owner’s Representative. All protective materials shall befurnished and disposed of by the Geosynthetic Contractor.

4.5.12. The GMB shall be kept free of debris, unnecessary tools, and materials. Ingeneral, the GMB area shall remain neat in appearance.

4.5.13. The GMB shall be installed so it is in intimate contact with the subgrade at alltimes. This includes installing sufficient compensation material to precludebridging at the toe of any slope, and to allow for thermal expansion andcontraction of the material.

4.5.14. GMB damaged during transit, unloading, handling, deployment, etc., shall beidentified and set aside. During/after deployment, the Geosynthetic Contractorand QAE shall visually inspect the GMB surface. Faulty or suspect areas shall bemarked for testing and/or repair. Panels which require more than one patch per500 ft2 shall be removed and replaced by and at the Geosynthetic Contractor’sexpense.

4.6. SEAMING (WELDING)

4.6.1. Trial seams shall be performed prior to production seaming. The GeosyntheticContractor shall make trial seams as described below. All trial seams shall bemade in the presence of the QAE.

4.6.1.1. The trial seams shall be made on the work site to duplicate actual fieldconditions as closely as possible.


4.6.1.2. Trial seams shall be made on appropriate sized pieces of identical orequivalent GMB material to verify that seaming conditions andprocedures are adequate.

4.6.1.3. Trial seams shall be performed for each welding machine to be used andby each operator of extrusion welders and by the primary operator ofeach fusion welder. A passing trial seam shall be made prior to thebeginning of each seaming period:

4.6.1.3.1. At the start of the day and after the lunch break.

4.6.1.3.2. When a new welding machine operator or new welding apparatusstarts seaming.

4.6.1.3.3. When a welding apparatus is restarted after repairs oradjustments.

4.6.1.3.4. When a welding apparatus is stopped for more than 30 minutes.

4.6.1.3.5. When there is substantial change in the ambient conditions in theopinion of the QAE.

4.6.1.4. Fusion welded trial seams shall be approximately 72" x 12" with the seamcentered lengthwise. For extrusion welding, the trial seams shall beapproximately 36" x 12" with the seam centered lengthwise. A minimumof four coupons shall be tested in peel and shear (two each per ASTM D6392) by the Geosynthetic Contractor using a field tensiometer. Allcoupons shall meet the minimum seam strength requirements as shownin Table 4-4. All test coupons shall be made by the GeosyntheticContractor using a punch & die system (or other approved means)provided by the Geosynthetic Contractor.

4.6.1.5. Each trial seam shall be assigned a number and the test results recordedin the appropriate log by the Geosynthetic Contractor. The QAE shallobserve all trial seams and compile all trial seam logs.

4.6.1.6. The welding machine operator and/or apparatus shall not begin anyseaming on the project until he/she or it has successfully passed the trialseaming process.

4.6.1.7. All trial weld seams will be allowed to cool at normal ambienttemperature. No water quenching of the hot seam will be permitted.

4.6.2. Dual wedge fusion welds shall be used for production welding. Single wedgefusion welding shall only be used if approved by the Owner’s Representative.


4.6.3. Extrusion welds shall be used only when wedge welding cannot be performed,such as for cross tee seams, patches, repairs, penetration, and skirts. To limitovergrinding, the amount of grinding exposed after an extrusion seam iscompleted shall be less than ¼ inch. For all types of welding, the area to bewelded shall be cleaned and prepared in accordance with the Manufacturer'srecommendations and shall have QAE approval.

4.6.4. The Geosynthetic Contractor’s Field Supervisor shall be on-site at all timeswelding is ongoing, unless approved otherwise by the Owner’s Representative.

4.6.5. The Geosynthetic Contractor shall maintain, at the site, at least one spare,operable seaming apparatus (of each type of seaming apparatus to be used).

4.6.6. Individual panels of GMB shall be laid out and overlapped a minimum of 6 inchesprior to welding. The area to be welded shall be thoroughly cleaned andprepared in accordance with the Manufacturer's recommendations. Anymaterial trimmed to adjust the overlap must be removed from beneath the GMBprior to seaming.

4.6.7. The welding equipment used shall be capable of continuously monitoring andcontrolling the temperatures in the zone of contact where the machine isactually fusing the GMB so as to ensure that changes in environmentalconditions will not affect the integrity of the weld.

4.6.8. All seams shall have a seam number that corresponds with the panel layoutnumbers. The numbering system shall be used in the development of the recorddrawings. Seam numbers shall be derived from the combination of the twopanel numbers that are to be welded together. The Geosynthetic Contractorand the QAE shall agree to a system of marking each field seam (on the GMBwith a legible marker) with the pertinent information, e.g., welding machineoperator’s initials, the welding apparatus number, set temperatures andpressures of the apparatus, date, time and ambient temperature when the seamwas made, etc. It shall be the Geosynthetic Contractor’s responsibility to ensurethis system is in place prior to starting any seaming.

4.6.9. All fusion welded cross tee seams (i.e., the result of panels placed perpendicularto each other) shall be repaired with a patch.

4.6.10. All extrudate shall be free of dirt, dry, and protected from damage.

4.6.11. If an extrusion welder is stopped for longer than one minute, it shall be purgedto remove heat-degraded extrudate. All purged extrudate shall be placed on asacrificial sheet and disposed of.

4.6.12. All seams constructed on sloped surfaces shall be vertical seams. Wherehorizontal seams are required on sloped surfaces, the panels shall be placed


such that the "upstream" panel forms the upper panel and overlaps the"downstream" panel in order to minimize infiltration potential.

4.6.13. All vertical panels placed on side slope surfaces shall extend a minimum of 5 feetinward from the toe of slope or edge of trench.

4.6.14. All end seams shall be staggered a minimum of 5 feet in length betweencontinuous panels.

4.6.15. If moisture buildup occurs between the subgrade and the GMB during fusionwelding, the Geosynthetic Contractor shall place a movable protective layer ofplastic directly below each overlap of GMB that is to be seamed. This shall onlybe done if approved by the QAE.

4.6.16. If required, a firm substrate shall be provided by using a flat board or similarhard surface directly under the seam overlap to achieve proper support. Thisshall only be done if approved by the QAE.

4.6.17. All seams shall extend to the full depth of the anchor trench.

4.6.18. All seams (including production welding, repairs, patches and skirts) shall meetseam strength requirements specified in Table 4-4, except for the seam betweenthe new GMB and existing GMB.

4.6.19. When seaming to an existing GMB the edge of the existing GMB shall becarefully exposed by the Earthwork Contractor and cleaned to the satisfaction ofthe Geosynthetic Contractor. The new GMB shall be welded to the existingGMB by the Geosynthetic Contractor. The Owner’s Representative, FieldSupervisor and QAE shall agree on the welding method prior to starting thework. This seam shall be tested non-destructively for its full length. One fielddestructive test shall be performed on this seam in the presence of the QAE. Theminimum seam strength requirements shall be 75% of those listed in Table 4-4.

4.7. NON-DESTRUCTIVE SEAM TESTING

4.7.1. The Geosynthetic Contractor shall be responsible for all GMB non-destructiveseam testing. All GMB seams shall be non-destructively tested as specified belowunless approved otherwise by the Owner’s Representative. Non-destructivetesting shall be performed as the seaming work progresses and in no case shall itlag more than 24 hours behind the time the seam was made. All testing shall beperformed in the presence of the QAE.

4.7.1.1. Air pressure testing shall be performed on all dual wedge fusion weldedseams. Air pressure testing shall conform to ASTM D 5820 requirements.

4.7.1.2. Vacuum testing shall be performed on all extrusion and single wedgefusion welds. Vacuum testing shall conform to ASTM D 5641.


4.7.1.3. Any seam which is unable to be non-destructively tested shall be eithercap-stripped, have a wire embedded to allow for conductivity testing, airlance tested or tested by alternate methods approved by the Owner’sRepresentative.

4.8. DESTRUCTIVE SEAM TESTING

4.8.1. The QAE will mark the destructive seam test sample locations for theGeosynthetic Contractor within 24 hours of the time the seam is completed. TheGeosynthetic Contractor shall cut these destructive seam test samples (using anOwner’s Representative approved method) within 24 hours of the time they aredesignated by the QAE. The Geosynthetic Contractor shall notify the QAE priorto cutting out the samples.

4.8.2. The Geosynthetic Contractor shall obtain approximately 12" wide x 42" long (orlarger as needed) samples of seams with the seam centered lengthwise. Thesamples shall be taken at a frequency of one sample per 500 linear feet of seam.The Owner’s Representative or QAE may require additional random samples tobe taken for testing in areas which visually appear defective and/or are not inaccordance with the project requirements. All samples shall have smooth,rounded corners.

4.8.3. The sample shall be cut into three equal-length sections. One section shall beretained by the Geosynthetic Contractor for field destructive seam testing. Theother two sections shall be given to the QAE. The date, time, equipment, seamnumber, and seaming parameters shall be marked on each section by theGeosynthetic Contractor in the presence of the QAE.

4.8.4. The Geosynthetic Contractor shall make a minimum of ten coupons from theirsection of the sample and perform field destructive testing on each coupon. Thecoupons shall be made using a punch & die system (or other approved means)provided by the Geosynthetic Contractor and approved by Owner’sRepresentative. Five coupons shall be tested in peel and five coupons shall betested in shear per ASTM D 6392 using the Geosynthetic Contractor’s fieldtensiometer. A minimum of four of the five coupons shall meet the minimumseam strength requirements shown in the Table 4-4.

4.8.5. All holes in the GMB resulting from destructive seam sampling shall beimmediately repaired (prior to the end of the work day or before bad weatheroccurs, whichever comes first) in accordance with repair procedures described inthese specifications. The continuity of the repair seam shall be non-destructivelytested in accordance Section 4.7.

4.8.6. The QAE will package and ship one of their sections of the sample to thegeosynthetics testing laboratory for destructive seam conformance testing. The


other section of the sample will be given to Dow as an archive sample at the endof the project.

4.8.7. The geosynthetics testing laboratory will make and test a minimum of fivecoupons in peel and shear per ASTM D 6392 from their section of the sample. Aminimum of four of the five coupons shall meet the minimum seam strengthrequirements as shown in the Table 4-4.

4.8.8. The geosynthetics testing laboratory will provide the test results to the QAEwithin 36 to 48 hours of shipping. The QAE will review laboratory test resultswith the Owner’s Representative and the Geosynthetic Contractor as soon asthey become available.

4.9. PROCEDURE TO FOLLOW FOR DESTRUCTIVE SEAM TEST FAILURES

4.9.1. Whenever a destructive test sample fails, the Geosynthetic Contractor shall movea minimum of 10 feet, or other dimension as approved by the Owner’sRepresentative, in both directions along the seam and take an additionaldestructive test sample at each location. These samples shall then be tested on-site by the Geosynthetic Contractor in the presence of the QAE. If either of theseadditional test samples fails, the procedure shall be repeated until the failure areais bounded by acceptable destructive tests.

4.9.2. Once the limits of the failed seam have been determined, the GeosyntheticContractor shall make the necessary repairs in accordance with Section 4.10. Allrepair procedures shall have prior Owner’s Representative approval.

4.10. REPAIRS

4.10.1. Any portion of the GMB exhibiting signs of a defect (as determined by theOwner’s Representative) or failing a nondestructive or a destructive test shall berepaired by the Geosynthetic Contractor as noted below. Other possibleprocedures may exist for the repair of defects; however, the GeosyntheticContractor shall obtain Owner’s Representative approval for the repair procedureto be used prior to starting any repair. The Geosynthetic Contractor shallschedule and perform all repair work in the presence of the QAE.

4.10.1.1. Damaged and destructive test sample areas of the GMB shall be repairedby construction of a cap strip. All cap strips shall extend a minimum of 12inches beyond the repair area in all directions and shall be made from thesame rolls of GMB material used on the remainder of the project.

4.10.1.2. Spot welding or seaming may be used to repair small tears, pinholes, orother minor, localized defects, with the approval of the Owner’sRepresentative.


4.10.1.3. No repairs shall be made to fusion welded seams by application of anextrusion bead to a seam edge previously welded or by extrusion weldingof the flap, unless approved otherwise by the Owner’s Representative.

4.10.1.4. All surfaces shall be clean and dry at the time of the repair.

4.10.1.5. All repairs shall be made the same day the defects are found. If therepair cannot be completed that day, the defect shall be covered asdirected by the Owner’s Representative to prohibit water from reachingthe subgrade. In that case, the repair shall be made as soon as possiblethe following workday.

4.10.2. All repairs shall be numbered and logged by the Geosynthetic Contractor using asystem approved by the Owner’s Representative.

4.10.3. All repairs shall be non-destructively tested by the Geosynthetic Contractor usingthe methods described in Section 4.7. Repairs more than 150 feet long may beof sufficient length to require destructive test sampling, at the discretion of theOwner’s Representative. Failed tests shall require that the repair be remade andretested until a passing test result is achieved.

4.11. PIPE PENETRATIONS or SKIRTS

4.11.1. All connections of the GMB to pipe penetrations or skirts shall be made by theGeosynthetic Contractor as shown on the construction drawings. Any deviationsto the proposed connections shall have prior Owner’s Representative approval.

4.11.2. All GMB welds for any pipe penetration or skirt shall be non-destructively testedper Section 4.7 by the Geosynthetic Contractor in the presence of the QAE.

4.12. ANCHOR TRENCH

4.12.1. The anchor trenches shall be located as shown on the construction drawings.The anchor trenches shall be constructed, maintained and backfilled under thedirection of the Geosynthetic Contractor. All labor and equipment required toperform this work shall be supplied, at Dow’s expense, by the EarthworkContractor and coordinated through the Owner’s Representative.

4.12.2. The anchor trench shall be backfilled as shown on the construction drawingsusing Owner’s Representative approved methods. Where the backfill is clay, itshall be placed in 9 inch thick loose lifts and mechanically compacted. If theexcavated clay becomes too dry or wet to reuse, as determined by the Owner’sRepresentative, new clay from a pre-approved source shall be used. In eithercase, the clay to be used for anchor trench backfill shall be moist and moldable.The compaction equipment shall not come into contact with the GMB,Geosynthetic Clay Layer (GCL) or Geosynthetic Drainage Material (GDM).


4.13. GMB ACCEPTANCE

4.13.1. The Geosynthetic Contractor shall retain ownership and responsibility for theGMB until formal written acceptance is issued by the Owner’s Representative.The GMB Acceptance form, shown as Figure 4-2 at the end of thesespecifications, shall be signed by the Owner’s Representative (or his authorizedrepresentative) and the Geosynthetic Contractor and given to the QAE prior tocommencement of GDM installation in the area under consideration.Acceptance may be provided in sections or for the overall installation, as agreedto by the Geosynthetic Contractor and the Owner’s Representative.

4.13.2. Upon completion of the GMB installation and prior to acceptance, the Owner’sRepresentative and QAE will make a final inspection. The GeosyntheticContractor shall clean the entire surface of the GMB just prior to the time of thisinspection. The GMB surface shall be brushed, blown and/or washed using anyreasonable method which will not damage the GMB. The GeosyntheticContractor shall be required to perform additional cleaning if the amount ofdust, mud or water inhibits the inspection, as determined by the Owner’sRepresentative. Each suspect location found during this inspection shall be non-destructively tested and/or repaired by the Geosynthetic Contractor, in thepresence of the QAE.


4.13.3.1. Verification of the adequacy of all seams and repairs, including associatedtesting, is complete.

4.13.3.2. All of the submittals, including the warranties, required by thesespecifications have been submitted to the Owner’s Representative.


4.13.4. After acceptance of the GMB, the Geosynthetic Contractor shall limit traffic toonly that absolutely required for placement of the overlying geosynthetic or soillayer.


TABLE 4-1REQUIRED TEXTURED LLDPE GMB PROPERTIES

PROPERTY TEST METHOD UNITS VALUE

Thickness1 ASTM D 5994 mils 40

Asperity Height2 GRI GM12 mils 19

Density (max.) ASTM D 1505/D 792 g/cm3 0.939

Carbon Black Content3 ASTM D 1603 % 2-3

Carbon Black Dispersion3 ASTM D 5596 category Note 4

Tensile Strength at Break

ASTM D 6693Type IV

(See Note 5) lbs/inch 60

Elongation at Break % 250

Tear Resistance ASTM D 1004 lbs 22

Oxidative Induction Time ASTM D 3895 minutes 100

Puncture Resistance ASTM D 4833 lbs 44

Notes:1. Minimum average. Of 10 readings; the lowest individual thickness for 8 out of 10

values = -10%; the lowest individual thickness of any of the 10 values = -15%.2. Minimum average.3. Carbon black content and carbon black dispersion are applicable to black LLDPE

sheet only. Where white LLDPE is used or where a white LLDPE layer is coextrudedwith a black LLDPE layer, the white LLDPE shall be UV stabilized.

4. Carbon black dispersion for 10 different views:a. Minimum 9 of 10 in Categories 1 or 2b. No more than 1 view from Category 3

5. Break elongation calculated with a gauge length of 2.0 inches at 2.0 inches/minute.


TABLE 4-2REQUIRED MANUFACTURER’S QUALITY CONTROL TEST DATA

PROPERTY TEST METHOD MINIMUM TEST FREQUENCY

Thickness ASTM D 5994 Every Roll

Asperity Height(Textured Only)

GRI GM12 Every Other Roll

Density ASTM D 1505 200,000 lb

Carbon Black Content ASTM D 1603 20,000 lb

Carbon Black Dispersion ASTM D 5596 45,000 lb

Tensile Properties ASTM D 6693 Type IV 20,000 lb

Tear Resistance ASTM D 1004 45,000 lb

Oxidative Induction Time ASTM D 3895 200,000 lbPuncture Resistance ASTM D 4833 45,000 lb


TABLE 4-3CONFORMANCE TESTING PROGRAM FOR GMB


PROPERTY TEST METHOD TEST FREQUENCY

Thickness ASTM D 5994 100,000 ft2

Asperity Height (Textured Only) GRI GM12 100,000 ft2

Density ASTM D 1505 100,000 ft2

Carbon Black Content ASTM D 1603 100,000 ft2

Puncture Resistance ASTM D 4833 100,000 ft2

Tensile Properties:

· Tensile Strength at Break

· Elongation at Break

ASTM D 6693Type IV 100,000 ft2

100,000 ft2

Tear Resistance ASTM D 1004 100,000 ft2


TABLE 4-4REQUIRED SEAM STRENGTH PROPERTIES1

PROPERTY TEST METHOD VALUE40 mil

Dual WedgeFusion

Bonded Shear Strength2,3,lb/in

ASTM 6392 60

Seam Peel Adhesion2,3, lb/in ASTM 6392 50ExtrusionWeld

Bonded Shear Strength2,3,lb/in

ASTM 6392 60

Seam Peel Adhesion2,3, lb/in ASTM 6392 44

Notes:

1. Table 4-4 applies to seams welded by dual wedge fusion method and extrusionmethod.

2. Values presented in this table are for both smooth and textured GMB.3. Values listed for shear and peel are for 4 out of 5 test specimens; the 5th specimen

can be a low as 80% of the listed values.



GMB SUBGRADE ACCEPTANCEby the



______________________________________________________________________________

______________________________________________________________________________

______________________________________________________________________________


representative of the Geosynthetic Contractor, do hereby agree that the subgrade asdelineated above is suitable for installation of the GMB. I shall be responsible for ensuring theintegrity and suitability of the accepted subgrade in accordance with these specifications fromthis date until completion my work and acceptance of the GMB installation by The DowChemical Company.





GMB ACCEPTANCEby

DOW CHEMICAL


______________________________________________________________________________

______________________________________________________________________________

______________________________________________________________________________


of Dow Chemical, do hereby accept the GMB as delineated above. Dow will now be responsiblefor maintaining the integrity and suitability of the accepted GMB.



Geocomposite Drainage Material Spec Page 1 of 1202/17/16

GEOCOMPOSITE DRAINAGE MATERIALSPECIFICATION

5. GEOCOMPOSITE DRAINAGE MATERIAL

5.1. GENERAL

5.1.1. The Geosynthetic Contractor shall furnish all labor, and equipment required tocomplete installation of GDM in accordance with the construction drawings andthe specifications.

5.1.2. All GDM material for this project shall be provided by Dow and manufactured orprovided by a Dow approved supplier.

5.2. MATERIALS

5.2.1. The Geosynthetic Contractor shall furnish and install GDM materials meeting thephysical properties shown in Table 5-1. The GDM shall be GSE Fabrinet 200 mil(or as required to achieve the target transmissivity) single sided or Dowapproved equivalent.

5.2.2. The materials supplied shall consist of new, first-quality products designed andmanufactured specifically for the purpose of this work, which shall have beensatisfactorily demonstrated, by prior use, to be suitable and durable for suchpurposes. Labels on each roll of GDM shall identify the length, width, lot and rollnumbers, and name of Manufacturer.

5.2.3. The GNT portion of the GDM shall be manufactured by extruding polyethylenestrands to form a three dimensional structure to provide planar water flow.

5.2.4. The GTX portion of the GDM shall be a non-woven, needlepunched,polypropylene fabric. Nonwoven geotextiles that have been heat calendered arenot acceptable. The GTX shall meet the requirements of Table 5-2.

5.2.5. All GTX and GNT shall contain the sufficient levels of UV inhibitors to meet therequirements of Tables 5-1 and 5-2.

5.2.6. The Manufacturer shall also perform quality control tests on the GDM at thefrequency and using the methods stipulated in Table 5-3.

5.2.7. The Dow Quality Assurance Engineer (QAE) shall sample the GDM and haveconformance tests performed on the samples by the Dow geosynthetic testinglaboratory as described below and in accordance with Table 5-4.


5.2.7.1. Samples will be taken across the entire width of the roll and will notinclude the first 3 lineal feet. Unless otherwise specified, samples will be3 feet long by the roll width.

5.2.7.2. In the event that a sample does not pass conformance testing, twoadditional samples shall be taken from that particular roll and tested byan independent laboratory agreed upon by both Dow and theManufacturer prior to the start of any work. If both of the additionalsamples pass the conformance testing, the original test results will bedisregarded, the roll will be accepted for installation on the project andDow will pay for the additional testing costs. If either of the additionalsamples fails, the roll shall be removed from the project site. Dow shallsupply a new roll of material meeting the project specifications and theconformance testing shall be performed as described herein.

5.2.7.3. The results of the testing will be available by the geosynthetics testinglaboratory within five working days of the date the samples are taken.The Geosynthetic Contractor shall be allowed to deploy and seam GDMduring that time; however, this work will be performed at their own risk.Failure to meet all test requirements may result in the rejection of theaffected roll(s). Rejected material shall be replaced at the GeosyntheticContractor’s expense.

5.3. SUBMITTALS


5.3.1.1. One copy of a mill certificate or affidavit signed by a legally authorizedofficial of the Manufacturer attesting that the GDM (both GNT and GTX)meets the physical and manufacturing requirements shown in Tables 5-1and 5-2 of these specifications.

5.3.1.2. Quality control certificates for each roll of GDM delivered to the site,signed by the Manufacturer's quality assurance manager. Each certificateshall have the roll identification number(s), test methods, frequency, andtest results (see Table 5-3).

5.3.2. Prior to the start of installation of the GDM, the Geosynthetic Contractor shallsubmit the following to the Owner’s Representative:

5.3.2.1. A written plan for shipping, handling, and storage shall be submitted. Ingeneral, the plan shall follow the Manufacturer’s recommendations, butshall receive the Owner Representative’s approval beforeimplementation. Procedures to be addressed shall include but not belimited to material unloading, storage, deployment, repair, andprotection to be provided in the event of rain or strong winds. Once


approved, the plan shall be followed without deviation, unless approvedotherwise by the Owner’s Representative.

5.3.2.2. A work schedule for the GDM installation including but not limited to thematerial delivery date(s), mobilization, panel deployment, seaming,destructive and non-destructive testing, repairs, detail welding, sitecleanup and completion date for the work. This schedule shall be adetailed break-down of the Project Schedule agreed to with Dow and theEarthwork Contractor described in Section 1.3.

5.3.2.3. Panel deployment or installation drawings. The drawings shall show theGDM layout with proposed size, number, position, and sequence ofplacing of all panels, and indicating the location of all field seams. Thedrawings shall also show complete details and/or methods for anchoringthe GDM, and making field seams. Following Owner’s Representativereview, these drawings shall be used for installation of the GDM. Prior todeviating from these drawings during construction, revised drawings shallbe submitted to and reviewed by the Owner’s Representative.


5.4.1. Immediately before the GDM is to be installed, the Geosynthetic Contractor shallcertify in writing that the subgrade (the soil or geosynthetic layer immediatelybelow the GDM) is suitable and acceptable for installation of the GDM. TheOwner’s Representative will allow subgrade acceptance in areas as small as oneacre. The GDM Subgrade Acceptance form, shown as Figure 5-1 at the end ofthese specifications, shall be signed by the Geosynthetic Contractor and theOwner’s Representative (or his authorized representative) and given to the QAEprior to commencement of GDM installation in the area under consideration.

5.4.2. After the subgrade has been accepted, the Geosynthetic Contractor shall beresponsible for ensuring that it is maintained properly and kept in a conditionthat is suitable to receive the GDM. All required maintenance (dewatering,drying, moistening to prevent desiccation, compacting, etc.) shall be as directedby the Geosynthetic Contractor, coordinated through the Owner’sRepresentative, performed by the Earthwork Contractor and paid for by Dow.

5.5. INSTALLATION

5.5.1. The Geosynthetic Contractor shall be responsible for ensuring that the GDM isshipped, handled, and stored in strict accordance with the Manufacturer'srecommendations and the approved plan mentioned in Section 5.3.1.2. Dow willprovide a suitable storage area for the GDM materials as close to the work site aspractical. Under the direction of the Geosynthetic Contractor, the EarthworkContractor shall provide all labor and equipment required to perform the GDM


off-loading when the material arrives at the site. Dow shall pay for theEarthwork Contractor directly for this work.

5.5.2. GDM shall be placed according to the lines and slopes shown on the constructiondrawings. At the time of installation, the GDM shall be rejected if it has defects,rips, holes, flaws, evidence of deterioration, or other damage.

5.5.3. The GDM shall be installed so it is in intimate contact with the subgrade at alltimes, unless shown otherwise on the construction drawings.

5.5.4. The GDM directs flow predominantly in the machine direction (along the rolllength) and, thus, shall be installed in the intended direction of flow (downslope) unless shown otherwise on the construction drawings or specificallydirected otherwise by the Owner’s Representative. Where applicable, the GDMshall be shingled down-slope. The GDM shall be positioned to minimizewrinkles.

5.5.5. The GDM shall be cut, using methods which are pre-approved by the Owner’sRepresentative, as necessary to provide as close a fit as possible around anystructures.

5.5.6. The Geosynthetic Contractor shall install all temporary anchorage required forthe GDM. Temporary anchorage shall be placed to prevent movement duringinstallation. Such anchorage may include sandbags or an equivalent, asapproved by the Owner’s Representative. Bonding of the GDM to the GMB isnot allowed.

5.5.7. The GDM seams and overlaps shall be made as follows:

5.5.7.1. Adjacent (side by side) rolls of GDM shall be placed so the GNT isoverlapped a distance of at least 3 inches and secured using polyethyleneor nylon ties. Ties shall be placed at 5 foot centers on slopes of 1 on 4 orsteeper and at 10 foot centers on slopes flatter than 1 on 4.

5.5.7.2. Overlapping (end to end) rolls of GDM shall be placed so the GNT isoverlapped 12 inches and secured using polyethylene or nylon ties. Tiesshall be placed at 12 inch centers.

5.5.7.3. All ties shall be a color which contrasts to the GDM so they are easy tosee during inspection.

5.5.7.4. The bottom GTX layers of adjacent or overlapping rolls shall beoverlapped.

5.5.7.5. The top GTX layers of adjacent or overlapping rolls shall be sewn. TheGTX shall be overlapped 4 to 6 inches and sewn using either a SSn-1 seamwith a 401 stitch and 3 stitches per inch or a SSn-2 seam with a 101 stitch


and 3 stitches per inch with 1 inch between seams. The stitches shall bea minimum of 1 inch from the edge of fabric. A 12 inch stitch overlapshall be made anytime two rows of stitches cross, the thread breaks, thesewing machine is removed from the fabric, at the ends of fabric sectionsor any other seam discontinuities. The thread to be used shall be TerasynTex 2100 with ultraviolet stabilization or an Engineer’s approved equal.

5.5.7.6. The GTX may also be seamed by overlapping the adjacent panels andheat bonding with a hot air tool if first approved by the Owner’sRepresentative. This shall only be allowed if the Geosynthetic Contractorcan satisfactorily demonstrate that strong, consistent seams can bemade.

5.5.8. End (transverse) GDM joints shall be minimized on liner side slopes and within 50feet of the top of the side slope. End joints in these areas shall be discussed andapproved in advance by the Owner’s Representative. End joints in adjacentpanels shall be staggered as much as practical.

5.5.9. GDM that is torn, crushed, or punctured shall be repaired or replaced by theGeosynthetic Contractor at no additional cost to Dow. The repair shall consist ofa patch of the same GDM placed over the failed area and shall overlap theexisting material a minimum of 12 inches from any point of the rupture. Thepatch shall be connected to the GNT drainage core using ties at a 6 inch centersunless approved otherwise by the Owner’s Representative. The top GTX shall bespot sewn or heat bonded to the upper GTX material using Owner’sRepresentative approved methods. If the hole or tear width is more than 50% ofthe roll width, the damaged area shall be cut out and the two ends of the GDMshall be joined as noted above in Section 5.5.7.

5.5.10. The anchor trenches shall be constructed, maintained and backfilled under thedirection of the Geosynthetic Contractor. All labor and equipment required toperform this work shall be supplied, at Dow’s expense, by the EarthworkContractor and coordinated through the Owner’s Representative. The anchortrench shall be backfilled as shown on the construction drawings using Owner’sRepresentative approved methods. Where the backfill is clay, it shall be placedin 9 inch thick lifts and mechanically compacted. If the excavated clay becomestoo dry or wet to reuse, as determined by the Owner’s Representative, new clayfrom the site shall be used. In either case, the clay to be used for anchor trenchbackfill shall be moist and moldable. The compaction equipment shall not comeinto contact with the GDM.

5.5.11. Placement of any soil materials over the GDM shall be performed by theEarthwork Contractor in close coordination with the Owner’s Representative andthe Geosynthetic Contractor. All labor and equipment required to perform thiswork shall be supplied, at Dow’s expense, by the Earthwork Contractor and


coordinated through the Owner’s Representative. The soil shall be placed in amanner that will ensure the GDM and the underlying geosynthetics are notdamaged; minimal slippage of GDM on the underlying geosynthetics occurs; noexcess tensile stresses occur in the GDM; and that no portion of the GDMdevelops excessive wrinkles or crimp. Wrinkles that exceed approximately 6inches in height and cannot be eliminated by amended placement and coveringmethods or GDM that becomes crimped shall be cut and repaired by theGeosynthetic Contractor in a method approved by the Owner’s Representativeat no additional cost to Dow.

5.6. GDM ACCEPTANCE

5.6.1. The Geosynthetic Contractor shall retain ownership and responsibility for theGDM until formal written acceptance is issued by the Owner’s Representative.The GDM Acceptance form, shown as Figure 5-2 at the end of thesespecifications, shall be signed by the Owner’s Representative (or his authorizedrepresentative) and the Geosynthetic Contractor to act as the formal writtenacceptance. Acceptance may be provided in sections or for the overallinstallation, as agreed to by the Geosynthetic Contractor and the Owner’sRepresentative.

5.6.2. Upon completion of the GDM installation and prior to acceptance, the Owner’sRepresentative and QAE will make a final inspection. The GeosyntheticContractor shall clean the entire surface of the GDM just prior to the time of thisinspection. Each damaged location found during this inspection shall be repairedby the Geosynthetic Contractor, in the presence of the QAE.


5.6.3.1. Verification of all repairs is complete;

5.6.3.2. All of the submittals required by these specifications have beensubmitted to the Owner’s Representative; and



TABLE 5-1REQUIRED GDM PROPERTIES

PROPERTY TEST METHODS UNITS VALUEBi-Planar (SB &DB)

Thickness (GNT) ASTM D 5199 inches 0.200 (min.)

Resin Density(GNT)

ASTM D 1505 g/cm3 ≥ 0.94

Resin Melt Index(GNT)

ASTM D 1238 g/10 min 1.0 (max.)

Carbon Black Content(GNT)

ASTM D 4218 % 2.0

Tensile Strength - MachineDirection (GNT) ASTM D 5035 lb/in 45

Ply Adhesion (GDM) ASTM D 7005 lb/in 1.0

Transmissivity1,2 (GDM) ASTM D 4716 m3/m/sec SB - 9.2x10-4

DB - 9.2x10-4

Notes:

1. Conduct test for transmissivity on GDM in the machine direction at a normalcompressive load of 1,000 psf and at a hydraulic gradient of 0.25 after a seatingperiod of at least 15 minutes between steel plates.

2. TR GDM samples shall always be tested for transmissivity with the diagonalstrand side facing upward and the straight strand side facing downward. TRGDM samples shall be tested in the machine direction.


TABLE 5-2REQUIRED GTX PROPERTIES

PROPERTY TEST METHOD UNITS VALUE1

Mass per Unit Area ASTM D 5261 oz/yd2 6

AOS ASTM D 4751 US sieve 70

Permittivity ASTM D 4491 sec-1 1.5

Flow Rate ASTM D 4491 gal/ft2 110

Grab Tensile Strength ASTM D 4632 lbs 160

Grab Tensile Elongation ASTM D 4632 % 50

UV Resistance - 500 hours ASTM D 4355 % 70

CBR Puncture Strength ASTM D 6241 lbs 435

Trapezoidal Tear Strength ASTM D 4533 lbs 65

Notes:

1. All values are Minimum Average Roll Value (MARV) except for AOS which isMaximum Average Roll Value (MaxRV).


TABLE 5-3REQUIRED MANUFACTURER’S GDM QUALITY CONTROL TEST DATA

PROPERTY TEST METHOD MINIMUM TEST FREQUENCY

Thickness (GNT) ASTM D 5199 50,000 ft2

Resin Density (GNT) ASTM D 1505 50,000 ft2

Carbon Black Content (GNT) ASTM D 4218 50,000 ft2

Tensile Strength - MD (GNT) ASTM D 5035 50,000 ft2

Mass per Unit Area (GTX) ASTM D 5261 100,000 ft2

AOS (GTX) ASTM D 4751 540,000 ft2

Permittivity (GTX) ASTM D 4491 540,000 ft2

Grab Tensile Strength (GTX) ASTM D 4632 100,000 ft2

UV Resistance - 500 hours (GTX) ASTM D 4355 1 per formulation

Puncture Strength (GTX) ASTM D 4833 100,000 ft2

Ply Adhesion (GDM) ASTM D 7005 50,000 ft2

Transmissivity1,2 (GDM) ASTM D 4716 540,000 ft2

Notes:

1. Conduct test for transmissivity on GDM in the machine direction at a normalcompressive load of 1,000 psf and at a hydraulic gradient of 0.25 after a seatingperiod of at least 15 minutes between steel plates.



TABLE 5-4CONFORMANCE TESTING PROGRAM FOR GDM


PROPERTY TEST METHOD TEST FREQUENCY

Thickness (GNT) ASTM D 5199 100,000 ft2

Resin Density (GNT) ASTM D 1505 100,000 ft2

Mass per Unit Area (GTX) ASTM D 5261 100,000 ft2

Grab Tensile Strength (GTX) ASTM D 4632 100,000 ft2

Puncture Strength (GTX) ASTM D 4833 100,000 ft2

AOS (GTX) ASTM D 4751 100,000 ft2

Ply Adhesion (GDM) ASTM D 413 100,000 ft2

Transmissivity1, 2 (GDM) ASTM D 4716 100,000 ft2

Notes:

1. Conduct test for transmissivity on GDM in the machine direction at a normalcompressive load of 1,000 psf and at a hydraulic gradient of 0.25 after a seatingperiod of at least 15 minutes.



Figure 5-1

SALZBURG LANDFILL CELLS 20-22 FINAL CAP INSTALLATION

GDM SUBGRADE ACCEPTANCEby the



______________________________________________________________________________

______________________________________________________________________________

______________________________________________________________________________


representative of the Geosynthetic Contractor, do hereby agree that the subgrade asdelineated above is suitable for installation of the GDM. I shall be responsible for ensuring theintegrity and suitability of the accepted subgrade in accordance with these specifications fromthis date until completion my work and acceptance of the GDM installation by The DowChemical Company.




Figure 5-2

SALZBURG LANDFILL CELLS 20-22 FINAL CAP INSTALLATION

GDM ACCEPTANCEby

DOW CHEMICAL


______________________________________________________________________________

______________________________________________________________________________

______________________________________________________________________________


of the Dow Chemical, do hereby accept the GDM as delineated above. Dow will now beresponsible for maintaining the integrity and suitability of the accepted GDM.



dailey, daniel (deq) - som - state of michigan · 2016-06-22 · dailey, daniel (deq) from: davis,...

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