layon landfill construction of cell 3 project no. …

LAYON LANDFILL CONSTRUCTION OF CELL 3

PROJECT NO. GSWA003-18

SPECIFICATIONS

September 2018

Prepared for:

Receiver for:

Guam Solid Waste Authority 542 North Marine Corps Drive

Tamuning, Guam 96913

I hereby certify that these Specifications have been prepared by me or under by direct supervision

(Civil Engineering Design)

Layon Landfill Construction of Cell 3 DIVISIONS

Rev 0 – January 2018 Page 1 of 3 TABLE OF CONTENTS

TECHNICAL SPECIFICATIONS

TABLE OF CONTENTS

Division 1 General Requirements No. Of Pages

Section 01010 Summary of Work ........................................................................... 3

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

Section 01025 Measurement and Payment ........................................................... 4

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

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

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

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

Section 01300 Submittals ....................................................................................... 5

Section 01310 Construction Schedule .................................................................... 4

Section 01320 Health and Safety Plan .................................................................... 9

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

Section 01500 Construction Facilities ................................................................... 12

Section 01535 Temporary Dewatering and Channel Diversion .............................. 4

Section 01545 Tree Preservation ............................................................................ 5

Section 01560 Temporary Controls ........................................................................ 5

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

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

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

Division 2 Sitework

Section 02105 Clearing and Stripping ..................................................................... 3

Section 02110 Structure Demolition ...................................................................... 4

Section 02200 Site Earthwork ............................................................................... 21

Section 02221 Excavating and Stockpiling .............................................................. 5

Section 02222 Engineered and Random Fill, Utility and Anchor Trench Backfill ... 6

Section 02225 Low Permeability Soil Liner ............................................................. 4

Section 02230 Surface Water Drainage Systems .................................................... 4

Section 02270 Erosion and Sediment Control ........................................................ 8

Section 02324 Trenching ........................................................................................ 4

Section 02533 Leachate Pumping Stations ........................................................... 13



Section 02536 Force Main .................................................................................... 10

Section 02710 Corrugated High Density Polyethylene (HDPE) Piping .................... 5

Section 02712 Leachate Collection System ............................................................ 6

Section 02740 Flexible Pavement ........................................................................... 6

Section 02750 High Density Polyethylene (HDPE) Piping ....................................... 5

Section 02771 Geotextile ........................................................................................ 8

Section 02774 Geocomposite Drain Material ...................................................... 10

Section 02778 Geomembrane ............................................................................. 33

Section 02801 Chain link Fence and Gates ............................................................. 6

Section 02924 Seeding and Soil Supplements ........................................................ 5

Division 3 Concrete Section 03200 Concrete Reinforcement ................................................................. 5

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

Section 03461 Precast Concrete Manholes and Box Culverts ................................ 7

Division 4 Masonry

Section 04200 Masonry………………………………………………………………………………………5

Division 9 Finishes

Section 09220 Portland Cement Plaster…………………………………………………….…………5 Section 09900 Paints and Coatings………………….….……………………………………………….7

Division 13 Special Construction Section 13191 Landfill Gas Collection Systems....................................................... 5

Section 13211 Ground Level Steel Leachate Storage Tank ................................... 10

Section 13920 Groundwater Monitoring Well Installation ..................................... 7

Section 13921 Landfill Gas Monitoring Well Installation ....................................... 5

Section 13922 Borehole and Well Abandonment ................................................ 10

Division 16 Electrical Section 16060 Basic Electrical Material & Methods ............................................. 17



Division 25 Integrated Automation Section 253100 Integrated Automation Instrumentation

And Terminal Devices for Facility Equipment ............................... 17

Section 255000 Integrated Automation Facility Control ........................................ 17

Layon MunicipalitySanitary Landfill Cell 3 Design DIVISIONS


Division 25 Integrated Automation

Section 253100 Integrated Automation InstrumentationAnd Terminal Devices for Facility Equipment ............................... 17

Section 255000 Integrated Automation Facility Control ........................................ 17

Layon Landfill Construction of Cell 3 DIVISION 1 GENERAL REQUIREMENTS

Rev 0 – January 2-18 Section 01010 Page 1 of 3 SUMMARY OF WORK

SECTION 01010

SUMMARY OF WORK

18TPART 1 GENERAL

1.1 SECTION INCLUDES

A. Contract Description.

B. Description of work.

C. CONTRACTOR’s Work Scope.

1.2 CONTRACT DESCRIPTION

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

1.3 DESCRIPTION OF WORK

A. The Work includes the completion of all construction required for the construction of Layon Landfill Cell 3, the access roadway and pond 1 as described in the Specifications, Construction Drawings, and Contract Documents.

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

1.4 CONTRACTOR’S WORK SCOPE

A. CONTRACTOR shall furnish all labor, materials, tools, equipment, supervision, transportation, and installation services required for the following primary tasks as summarized below, and as outlined in the Construction Drawings, Specifications, and Contract Documents:

1. Mobilizing and demobilizing equipment, materials, and personnel for the completion of the Work.

2. Management of subcontractors for the completion of the Work.

3. Surveying within the project area for completion of the Work.

4. Demolition of structures and disposal within the project area.

5. Clearing, stripping, stockpiling, and processing of the vegetation as required within the project area.



6. Excavation, regrading, loading, transport, relocation, and placement of solid waste materials within the landfill project area.

7. Excavation, stockpiling, loading, transport, and placement of soils for the construction of engineered and random fill, installation of utilities and anchor trenches, and installation of the final cover system and associated structures for closure.

8. Supply of materials and installation of the leachate collection and control system including seep collectors, interceptor trenches, perimeter trenches, piping, manholes, sumps, tanks, storage ponds, pumps, electrical controls, and other appurtenances.

9. Supply of materials and installation of the Iandfill gas control system including wells, flare(s), trenches, piping, condensate sumps, tanks, storage ponds, pumps, electrical controls, and other appurtenances.

10. Supply of materials and installation of the final cover materials including but not limited to foundation soils, geocomposite, geomembrane, geocell, protective cover, backfill materials, settlement monuments, and other appurtenances.

11. Supply of materials and construction of drainage structures including down chutes, energy dissipaters, channels, ditches, berms, pipes, culverts, rip rap, ponds, basins, and other appurtenances.

12. Supply of materials and installation of the perimeter security fencing including postholes, trenching, concrete, chain link fencing, posts, gates, posts, and other appurtenances.

13. Supply of materials and construction of the channel relocation including channels, pools, waterfalls, basins, erosion control materials, and other appurtenances.

14. Supply of materials and construction of the water diversion trench including piping, backfill, outfall, and other appurtenances.

15. Supply of materials and installation of the Dero Road sewer improvements including trenches, piping, valves, fittings, manholes, backfill materials, pumps, lift stations, gen-sets, electrical controls, asphalt patches, and other appurtenances.

16. Preparing and submitting Work Plans, other project documents and submittals including but not limited to Health and Safety, Storm Water Pollution Prevention, Unexploded Ordinance Monitoring, Erosion Control, site maintenance, temporary controls, and quality control.

17. Abandonment and installation of any specified groundwater monitoring wells and landfill gas monitoring wells.



18. All other work tasks listed in the Technical Specifications or shown on the Construction Drawings.

18TPART 2 PRODUCTS

Not Used.

18TPART 3 EXECUTION

Not Used.

END OF SECTION


Rev 0 – January 2018 Section 01019 Page 1 of 2 CONTRACT CONSIDERATIONS

SECTION 01019

CONTRACT CONSIDERATIONS

18TPART 1 GENERAL


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

1.2 DESCRIPTIONS

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

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

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

1.3 ABBREVIATIONS

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

AASHTO American Association of State Highway and Transportation Officials

ACI American Concrete Institute

ANSI American National Standards Institute


Rev 0 – January 2018 Section 01019 Page 2 of 2 CONTRACT CONSIDERATIONS

ASCE American Society of Civil Engineers

ASTM American Society for Testing and Materials

AWWA American Water Works Association

GRI Geosynthetics Research Institute

FS Federal Specifications

NSF National Sanitation Foundation

OSHA Occupational Safety and Health Administration

PPI Plastic Pipe Institute

18TPART 2 PRODUCTS

Not Used.

18TPART 3 EXECUTION

Not Used.

END OF SECTION


Rev 0 – January 2018 Section 01025 Page 1 of 4 MEASUREMENT AND PAYMENT

SECTION 01025

MEASUREMENT AND PAYMENT

PART 1 GENERAL


A. Measurement and payment methods for contract bid items.

1.2 MEASUREMENT OF QUANTITIES

A. Performed according to United States Measures.

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

1. Measurement by Volume: Measurement shall be by the cubic dimensions using mean lengths, widths, and heights or thickness, or by average end area method. Where applicable, all measurement shall be the difference between the original ground surface and the construction record (“As-Built”) dimensions and grades or the design (“Neat-Line”) dimensions and grades.

2. Measurement by Area: Measurement shall be by the square dimension using mean lengths and widths and/or radius. Where applicable, all measurement shall be the difference between the original ground surface and the construction record (“As-Built”) dimensions and grades or the design (“Neat-Line”) dimensions and grades.

3. Linear Measurement: Measurement shall be by the linear dimension, at the item centerline or mean chord. Where applicable, all measurement shall be the difference between the original ground surface and the construction record (“As-Built”) dimensions and grades or the design (“Neat-Line”) dimensions and grades.

4. Stipulated Lump Sum Measurement: Items shall be measured as a percentage by time, weight, volume, area, or linear means or combination, as appropriate, of completed item or unit of work.

1.3 CALCULATION OF QUANTITIES

A. Initial, Progress and Final Payment Quantities:

1. Within 10 days after Notice to Proceed the CONTRACTOR must perform a Preconstruction Topographic Survey of the area shown on the plans using a surveyor, licensed in Guam, hired by the CONTRACTOR, to resurvey the area, take all measurements and compute volume changes from the design plan topography and the current as-built condition shown in the Preconstruction Survey. The quantity and costs associated with this survey will be incorporated into a change order and the project will proceed as a lump sum project. For all progress and final payment quantities including all measurements, cross-sections and quantities shall be stamped and certified by the licensed surveyor and submitted to the OWNER. OWNER or OWNER’S representative may verify all



quantities of work performed, or materials and equipment delivered to the site for progress and final payment purposes.

1.4 UNIT QUANTITIES SPECIFIED

A. Quantities and measurements indicated in the Bid Schedule are for bidding and contract purposes only. Quantities and measurements supplied by the CONTRACTOR for the detailed Schedule of Values shall determine payment. If the actual work requires more or fewer quantities than those quantities estimated by the CONTRACTOR, the CONTRACTOR shall provide the required quantities at the lump sum cost at no additional cost to the project. No adjustment of the total price will be made for any increases or decreases in the quantities of any of the bid items, unless a change is requested by the OWNER.

B. A Final Pay Item is defined as an item where the Contractor will be paid for the total quantity shown on the CONTRACTOR’S Schedule of Values, unless the ENGINEER or OWNER orders a change in the dimensions of the Work. The CONTRACTOR will not be provided additional payment for quantities that exceed those shown on their Schedule of Values. The OWNER may adjust the Bid Schedule quantity if site conditions (i.e. changes in topography) are different than those shown on the Construction Drawings. As such, a new Final Pay Item quantity will then be established.

C. Volume quantities listed in the project documents and drawings are theoretical embanked quantities and do not consider soil shrinkage, subsidence, or swell.

D. All taxes shall be included in each bid item as appropriate.

1.5 PAYMENT

A. In accordance with lump sum, unit prices, or force account rates shown on the Bid Form.

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

C. All items of work called out for in the Construction Drawings and Specifications that are not specifically included under Section 1.10, shall be considered included in all the items of work and no separate payment shall be made.

1.6 VALUES OF UNIT PRICES

A. The number of units and quantities contained in the Bid Schedule are approximate only, and final payment will be made for the number of units and quantities estimated by the CONTRACTOR in their Schedule of Values and incorporated in the work or made necessary to complete the project.

B. In the event that work and materials or equipment are required to be furnished to a greater or lesser extent than is indicated by the Contract Documents, such work and materials or equipment shall be furnished in greater or lesser quantities at no change in cost to the OWNER.

1.7 CHANGES AND EXTRA WORK



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

1.8 REJECTED MATERIALS

A. Quantities of material wasted or disposed in a manner not called for in the Specifications; rejected loads of material, including material rejected after it has been placed by reasons of the failure of CONTRACTOR to conform to the provisions of the Specifications; material not unloaded from the transporting vehicle; material placed outside the limits indicated by the Construction Drawings or established by OWNER; or material remaining on hand after completion of the Work, will not be paid for, and such quantities will not be included in the final total quantities. No compensation will be made for loading, hauling, and disposing of rejected material.

1.9 FORCE ACCOUNT WORK

A. Payment for Force Account work will be determined as follows:

B. Labor.

1. Payment for labor will be based on the Force Account Labor Rate Schedule submitted with the bid.

2. Payment constitutes full compensation for labor including wages, benefits, overhead, and profit for each individual.

C. Equipment.

1. Payment for equipment will be based on the Force Account Equipment Rate Schedule submitted with the bid.

2. Payment constitutes full compensation for supplying equipment and includes all costs for maintenance, fuel, insurance, overhead, profit and any other costs necessary to provide and operate the equipment. Payment does not include operator labor cost.

D. Materials

1. Payment for materials will be paid for at CONTRACTOR’S invoiced cost plus 10 percent inclusive of all taxes.

2. Payment will be based on invoices from suppliers documenting cost to CONTRACTOR.

3. Where invoices are not available a unit cost must be approved by the OWNER prior to supply of material.

PART 2 PRODUCTS

Not Used.



PART 3 EXECUTION

Not Used.

END OF SECTION


Rev 0 – January 2018 Section 01035 Page 1 of 2 MODIFICATION PROCEDURES

SECTION 01035

MODIFICATION PROCEDURES

18TPART 1 GENERAL


A. Field Orders.

B. Work Directive Changes.

C. Change Orders.

1.2 CHANGE PROCEDURES

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

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

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

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

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

18TPART 2 PRODUCTS

Not Used.

18TPART 3 EXECUTION


Rev 0 – January 2018 Section 01035 Page 2 of 2 MODIFICATION PROCEDURES

Not Used.

END OF SECTION


Rev 0 – January 2018 Section 01050 Page 1 of 2 FIELD ENGINEERING

SECTION 01050

FIELD ENGINEERING

18TPART 1 GENERAL


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

B. Before commencing any surveys, CONTRACTOR will give OWNER two working days advance notice so that OWNER may witness such work.

1.2 RELATED SECTIONS

A. Section 01025 - Measurement and Payment.

1.3 DESCRIPTION

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

B. CONTRACTOR will furnish all necessary detail surveys including all lines, grades, and elevation appropriate to control construction. At a minimum, construction surveys are required for top of subgrade and top of drainage layer.

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

1.4 SURVEYS FOR MEASUREMENT FOR PAYMENT

A. When the Specifications or OWNER require Bid Schedule items of work to be measured by surveying methods, CONTRACTOR shall perform the surveys. All such surveys, including control surveys for establishing the measurement reference lines, shall be performed by a duly qualified and licensed surveyor in the presence of CONTRACTOR who will provide notice so OWNER may witness the surveying operation. OWNER may independently check calculations of final


Rev 0 – January 2018 Section 01050 Page 2 of 2 FIELD ENGINEERING

quantities for payment purposes. A duplicate of the note reductions and calculations will be given to the OWNER. All calculated quantities shall be certified by a licensed surveyor as to accuracy.

1.5 SURVEYING ACCURACY AND TOLERANCES IN SETTING OF SURVEY STAKES

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

B. The tolerances applicable in setting survey stakes are as set forth below. Such tolerances cannot supersede stricter tolerances required by the Construction Drawings or Specifications, and cannot otherwise relieve the CONTRACTOR of responsibility for measurements in compliance therewith.

UType of Mark UHorizontal Position UElevation

Permanent reference points 1 in 10,000 ±0.01 ft.

General excavation and earthwork

1 in 2,000 ±0.10 ft.

C. Tolerances for designed thickness shown on the Construction Drawings and for elevations shown on the Construction Drawings are ±0.10 foot unless otherwise specified.

D. Surveyor must be licensed in Guam.

18TPART 2 PRODUCTS

Not Used.

18TPART 3 EXECUTION

Not Used.

END OF SECTION


Rev 0-January 2018 Section 01052 Page 1 of 3 LAYOUT OF WORKS AND SURVEYS

SECTION 01052

LAYOUT OF WORK AND SURVEYS

18TPART 1 GENERAL

1.1 SUMMARY

A. Section includes requirements for survey work to be provided by the CONTRACTOR for the following:

1. Setting offset stakes, slope stakes, and grade stakes for field layout of features for performance of the Work.

2. Surveys for measurement of quantities for payment.

3. Record Drawings.

1.2 GENERAL

A. The reference points provided by the OWNER include monuments and elevation bench marks in the vicinity of the Project. If displaced during the project, replacement of these reference points will be at the expense of the CONTRACTOR.

B. The OWNER reserves the right to perform any desired checking and correction of the CONTRACTOR’s layout work relative to OWNER's surveys but this does not relieve the CONTRACTOR of the responsibility for adequate performance of their Work.

C. The CONTRACTOR shall provide instruments and other survey equipment that are accurate, suitable for the surveys required in accordance with recognized professional standards, and in proper condition and adjustment at all times.

D. All surveys shall be performed under the direct supervision of a licensed surveyor in Guam

D. All surveys shall be recorded in field notebooks at the time of each survey.

E. The OWNER may at any time use line and grade points and markers established by the OWNER or CONTRACTOR. The CONTRACTOR’s surveys are a part of the Work. The OWNER may perform independent checks of the CONTRACTOR’s Work. The CONTRACTOR shall allow access to and allow proper time for independent checks as requested by the OWNER.




A. Section 01025 – Measurement and Payment

B. Section 01050 – Field Engineering

1.4 SURVEYS FOR LAYOUT AND PERFORMANCE OF WORK

A. CONTRACTOR will perform all surveys for layout of the Work, reduce the field notes, make necessary calculations, and prepare drawings necessary to carry out such work. CONTRACTOR's layout work will include all staking, off-setting and other control staking necessary to perform the Work.

1.5 SURVEYS FOR RECORD DRAWINGS AND MEASUREMENT FOR PAYMENT

A. The Record Drawings shall show all relevant features of the phase, including access roads, contours (2-foot interval), aerial survey control points, hinge lines, coordinates of all riser pipes, channel flow path elevations (top of bank, toe of bank, and centerline of channel every 15 feet and at all structures and grade changes), cross sections (full width of land disturbance) at least every 50 feet and at all pools and widened channel locations, and other permanent design related structures using the coordinate system shown on the Construction Drawings.

B. Provide the OWNER with Record Drawings that show the following items:

1. The existing topography within the project area prior to performing the Work.

2. The finish grade of the foundation layer beneath the final cover.

3. The finish grade of the final cover surface, roads, benches, ditches, and channels within the project area.

4. The finish grade of the soil surface within each pond constructed as part of the Work.

5. The center flow-line alignment and grades of the perimeter leachate collection trench and manholes.

6. The center flow-line alignment and grades of the water diversion trench.

7. The center flow-line alignment and grades of the east side and west side leachate interceptor trenches.



8. The limits, trench center flow-line alignment, and grades of the leachate seep collectors.

9. The alignment of the security fence.

10. The location of the landfill gas probes, landfill gas wells, landfill gas condensate sumps, and groundwater wells,

11. The center flow-line alignment of the landfill gas migration trench, landfill gas laterals, and landfill gas headers.

12. The center flow-line alignment and grades of the leachate force-main.

13. The center flow-line alignment and grades of the Dero Road sewer line.

14. The location and elevation of the settlement monuments, survey monuments, and benchmarks.

15. The center flow-line alignment and grades of the relocated western channel.

C. Submit survey information for buried items (such as pipes and subgrade surface covered by liner) listed above to the OWNER before the items are covered.

D. Provide surveys to measure all the construction items as listed in the bid schedule and as provided for all items generated as a result of project addenda and change orders.

E. Provide Record Drawings on 22-inch x 34-inch size drawings, and on computer disk in an approved version of AutoCAD.

18TPART 2 PRODUCTS

Not Used.

18TPART 3 EXECUTION

Not Used.

END OF SECTION


Rev 0 – January 2018 Section 01200 Page 1 of 4 PROJECT MEETINGS

SECTION 01200

PROJECT MEETINGS

18TPART 1 GENERAL


A. This section includes a description of project meetings that shall be attended in order to carry out the Work.

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

1.2 PRE-CONSTRUCTION MEETING

A. Meeting will be held at a location selected by the OWNER.

B. Attendance:

1. CONTRACTOR’s Office Representative.

2. CONTRACTOR’s On-Site Field Superintendent.

3. Any Subcontractors or Supplier’s representatives whom CONTRACTOR may desire to invite or OWNER may request.

4. ENGINEER and CQA Consultant.

5. OWNER.

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

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

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

3. Liquidated Damages.

4. Procedures for handling submittals.

5. Direction of correspondence, and coordinating responsibility between CONTRACTOR and OWNER.



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

7. Laboratory testing of construction materials.

8. Applications for payment, and progress payment procedures.

9. Change Order procedures.

10. OWNER’s site regulations.

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

1.3 WEEKLY PROGRESS MEETINGS

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

B. Attendance:

1. OWNER’S Representative.

2. ENGINEER, if requested by OWNER’S Representative.

3. CQA Consultant.

4. CONTRACTOR’s superintendent.

5. Subcontractors as appropriate to agenda.

6. Suppliers as appropriate to agenda.

C. Meeting requirements:

1. OWNER’s Representative will administer the following general requirements for progress meetings:

a. Prepare agenda for meetings.

b. Make physical arrangements for meetings.

c. Preside at meetings.



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

a. Prepare the meeting minutes, record significant proceedings and decisions of meeting.

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

D. Suggested Agenda:

1. Review and approval of record of previous meeting.

2. Review of Work progress since previous meeting.

3. Field observations, problems, and conflicts.

4. Problems which impede Work Schedule.

5. Review of off-site delivery schedules.

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

7. Revisions to Construction Progress Schedule.

8. Coordination of schedules between contractors.

9. Review submittal schedules; expedite as required.

10. Maintenance of quality and safety standards.

11. Pending changes and substitutions.

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

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

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

15. Review and update of as-built drawings.



16. Other business.

1.4 DAILY PROGRESS AND SAFETY MEETINGS

A. An informal progress and safety meeting will be held daily before the start of work. At a minimum, this meeting will be attended by the CONTRACTOR’s Project Manager, Job Foreman, other CONTRACTOR staff, and subcontractors. It may also be attended by the OWNER’s Representative or CQA Consultant. The purpose of this meeting is to:

1. Review safety topics.

2. Review scheduled work activities.

3. Discuss problems and resolutions.

4. Review test data.

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

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

B. This meeting will be documented by the CONTRACTOR.

18TPART 2 PRODUCTS

Not Used.

18TPART 3 EXECUTION

Not Used.

END OF SECTION


Rev 0 – January 2018 Section 01300 Page 1 of 5 SUBMITTALS

SECTION 01300

SUBMITTALS

18TPART 1 GENERAL


A. Submittal Procedures.

B. Construction Progress Schedules.

C. Proposed Products List.

D. Shop Drawings.

E. Product Data.

F. Samples.

G. Manufacturer's Installation Instructions.

H. Manufacturers’ Certificates.

I. Qualifications.

J. Work Plans.


A. Section 01310 - Construction Schedule.

B. Section 01400 - Quality Control.

C. Section 01700 - Contract Closeout.

1.3 SUBMITTAL PROCEDURES

A. Transmit each submittal with a transmittal form. Provide a minimum of five copies of each submittal. OWNER will retain three copies of each submittal.

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

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



D. Apply CONTRACTOR’s stamp, signed or initialed certifying review, verifying that the products required, field dimensions, adjacent construction work, and coordination of information, is in accordance with the requirements of the Work and Contract Documents.

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

F. Allow 7 calendar days of review time for each submittal excluding delivery time to and from the CONTRACTOR.

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

H. Provide space for CONTRACTOR, OWNER and/or OWNER’s Representative review stamps.

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

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

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

L. The CONTRACTOR shall prepare a list of all required submittals with the status of review at the pre-construction meeting. This list shall be updated and submitted to the OWNER at the weekly progress meetings.

1.4 SUBMITTAL REGISTER AND CONSTRUCTION PROGRESS SCHEDULES

A. The CONTRACTOR shall submit a proposed submittal register that describes the submittals for the project including status of each submittal.

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

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

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



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

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

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

H. Indicate submittal dates and review periods required for shop drawings, product data, samples, and product delivery dates, including those furnished by OWNER.

1.5 PROPOSED PRODUCTS LIST

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

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

1.6 SHOP DRAWINGS

A. Submit the number of opaque reproductions, which CONTRACTOR requires, plus 3 copies which will be retained by OWNER.

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

1.7 PRODUCT DATA

A. Submit the number of copies, which the CONTRACTOR requires, plus 3 copies that will be retained by the OWNER.

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

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



1.8 SAMPLES

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

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

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

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

1.9 MANUFACTURER INSTALLATION INSTRUCTIONS

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

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

1.10 MANUFACTURER CERTIFICATES

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

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

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

1.11 CONTRACTOR’S AND SUBCONTRACTOR’S QUALIFICATIONS

A. When provided in individual specification sections, submit qualifications of individuals and subcontractors prior to mobilization to the site.

B. The qualifications of all individuals and subcontractors working on the project are subject to review and approval by the OWNER.

1.12 WORK PLANS

A. CONTRACTOR shall prepare written plans for carrying out the Work. These plans shall include as a minimum:



1. A general Work Plan with the sequence of construction including items to be performed in Phase 1 and Phase 2 of the project.

2. An Environmental Protection Plan (EPP) that describes the methods and procedures to be followed to protect existing wetlands, surface waters, air quality, and cultural resources as necessary.

3. A Health and Safety Plan (HSP) that includes protection of the workers and public.

4. An Air Quality Monitoring Plan (AQMP) for monitoring the site for the presence of landfill gases. These requirements maybe incorporated into the HSP.

5. An Unexploded Ordinance (UXO) Monitoring Plan that describes emergency procedures and methods of handling and disposal.

6. An Emergency Response Plan (ERP).

7. A construction Storm Water Pollution Prevention Plan (SWPPP) prepared in accordance with the approved site SWPPP and Section 01560, Temporary Controls.

8. An Erosion Control Plan (ECP) describing the temporary procedures and controls to be implemented for minimizing erosion and sediment transport from the project site. These requirements maybe incorporated into the SWPPP.

9. A Traffic Safety Plan (TSP) prepared in accordance with Section 01560, Temporary Controls.

10. A Spill Prevention Control and Countermeasure Plan (SPCC Plan) in accordance with applicable EPA and other state regulations and Section 01560 Temporary Controls.

END OF SECTION


Section 01310 Rev 0 – June 2018 Page 1 of 3 CONSTRUCTION SCHEDULE

SECTION 01310

CONSTRUCTION SCHEDULE

19TPART 1 GENERAL

1.1 DESCRIPTION

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

B. Unless otherwise approved in writing by the OWNER, the following sequencing of the construction shall be conducted by the CONTRACTOR. Construction items may be conducted concurrently and shall be identified as such. The items listed below consist only of primary work tasks and are intended to provide a general order for the sequence of the construction and not to be considered all encompassing. The CONTRACTOR shall at all times coordinate with the LANDFILL OPERATOR such that there is no interference with the delivery of refuse to the active working face of the landfill. While the sequence provided below is intended to maintain access to the working face by the LANDFILL OPERATOR, the CONTRACTOR is directly responsible for ensuring that waste can be delivered to the working face without interruption. In addition, the LANDFILL OPERATOR requires soil on a daily basis to cover the waste as necessary. The CONTRACTOR shall work with the LANDFILL OPERATOR to ensure that soil is available for daily cover. The general sequence of work is as follows.

1. Perform pre-construction topographic survey of the project area and prepare topographic map. Set up construction facilities and temporary utilities. Submit all required plans and documents per the specifications including but not limited to health and safety, Stormwater Pollution Prevention, Unexploded Ordinance Monitoring, Erosion Control, site maintenance, temporary controls, and quality control.

2. Install primary erosion control structures, wetland perimeter protection fencing and notices, and perform construction erosion control on an ongoing basis. Construct storm water collection Pond No. 1.

3. Construct new access road including all utility, drainage and infrastructure connections (Install non perforated 8” diameter subdrain pipe under new access road) for a complete operable system turned over to the landfill operator for their sole use.



4. Abandonment of monitoring wells, removal of fencing, removal of utilities, and protection of storm drains and catch basins along the southern portion of the Cell 3 excavation.

5. Excavate the southern limits of Cell 3 south of the existing landfill access road. Contractor may undertake excavation work sooner provided they ensure complete access to cells 1 & 2 via the existing access road until the new access road is complete and turned over to the operator.

6. Install stormwater culverts including all inlets, outlets, and appurtenances in all locations shown on the project plans across the new landfill access road.

7. Construct and complete new access road including all utilities, paving, and stormwater controls. When complete, LANDFILL OPERATOR shall use the new access road to deliver waste to the working face of the landfill.

8. Remove existing trees, demolish existing AC pavement from existing access road, abandon underground utilities, remove existing fencing, remove existing handhole, and remove existing signage per Sheet No. C-102, Demolition Plan of the drawing set. AC pavement shall be stockpiled as directed by the ENGINEER.

9. Complete excavation of Cell 3 and temporary Cell 3 access road. Excavate and locate the edge of the existing Cells 1 and 2 liner system.

10. Prepare Cell 3 subgrade and install piping, gravel, and geotextile for underdrain.

11. Install aggregate base on the Cell 3 temporary access road along with all related stormwater controls and culverts.

12. Install underdrain geocomposite.

13. Install Cell 3 Liner System including secondary geomembrane liner, leak detection geocomposite, low permeability soil, primary geomembrane liner, and LCRS geocomposite along with all associated sump structures, piping, and appurtenances.

14. Install operations soil layer with associated gravel windows and geotextile.

15. Install rain cap over liner system as shown on the drawings.



16. Install new leachate pumps and extraction system and power for new electrical systems for cell 3.

C. OWNER will review the preliminary construction schedule and incorporate it into their overall project schedule.

1.2 DELAYS AND RECOVERY

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

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

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

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

3. Reschedule work items to achieve concurrence of accomplishment.

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

1.3 PROJECT UPDATES

A. Update schedule weekly, or as requested by the OWNER.

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

19TPART 2 PRODUCTS

Not Used.

19TPART 3 EXECUTION



Not Used.

END OF SECTION


Rev 0 – January 2018 Section 01320 Page 1 of 9 HEALTH AND SAFETY PLAN

SECTION 01320

HEALTH AND SAFETY PLAN (HSP)

PART 1 GENERAL

1.1 DESCRIPTION

A. The submission of a Bid shall constitute that the CONTRACTOR certifies that he is experienced and qualified to anticipate and meet the safety and health requirements of this project.

B. Portions of the landfill will be exposed during construction operations.

C. Municipal solid waste, contaminated soils, asbestos, ash, and other nonhazardous wastes were primarily disposed at the landfill. Contaminants from the breakdown of these wastes (leachate, VOCs, pathogens, methane, and other landfill gases) may be present during construction.

D. Due to the age of the landfill, it potentially contains hazardous waste and unexploded ordnance from past military clean-up activities.

E. All CONTRACTORS shall be responsible for their own health and safety programs and the health and safety of their own employees.

F. The provisions of this Section are supplementary to other provisions specified elsewhere in the Contract Documents.

1.2 WORK INCLUDED

A. The CONTRACTOR shall prepare and implement a site-specific Site Health and Safety Plan describing all precautions that shall be taken to minimize the site hazards to personnel, visitors, or property. The CONTRACTOR shall ensure that their personnel at the project site follow the Health and Safety Plan.

B. Nothing in this Section shall preclude the CONTRACTOR from complying with the more stringent requirements of the applicable Federal, State, County, OWNER and Industry Standards, rules and regulations.

C. Provide all worker exposure monitoring which is necessary for the protection of personnel. Contractor shall perform real-time air monitoring, including flammable gas, oxygen, organic vapor, and particulate monitoring, as necessary to protect personnel and comply with applicable regulations and Contractor’s HSP.



D. The objective of the health and safety procedures is to minimize worker injury and the risk of exposure to hazardous substances by identifying, evaluating, and controlling potential safety and health hazards. The HSP must address those site activities and factors which impact health, safety, and the environment during the construction period. These include all work as well as site activities which can cause migration of site materials such as dusts, mists, fumes, and vapors to off-site locations.

1.3 SPECIAL SAFETY PRECAUTIONS

A. The CONTRACTOR is advised that the construction of this project is being performed over and adjacent to refuse and that landfill gas may be encountered. Some of the hazards related to landfill gas are:

1. Fires may start spontaneously from exposed and/or decomposing refuse.

2. Fires and explosions may occur from the presence of methane gas.

3. Landfill gases may cause an oxygen deficiency in underground trenches, vaults, conduits, and structures.

4. Hydrogen sulfide, a highly toxic and flammable gas, or other toxic gas may be present.

5. Possible caving of trenches and excavations when working over or in refuse fills.

B. The CONTRACTOR is advised that the construction of this project is being performed over and adjacent to refuse and that leachate may be encountered. The CONTRACTOR shall take all precautionary measures necessary to protect his personnel from exposure to leachate.

C. The CONTRACTOR is advised that the construction of this project is being performed where waste was placed during and after World War II and may contain unexploded ordnance (UXO), which may be encountered. UXO may detonate due to simple disturbance or shock/compression. The CONTRACTOR shall take all precautionary measures necessary to protect his personnel during handling and potential exposure to UXO.

D. In addition to conforming to the safety rules and regulations of governmental authorities having jurisdiction, the CONTRACTOR shall take the following precautionary measures:



1. Smoking shall be prohibited in or near open excavations, exposed refuse, and in the vicinity of underground pipe-laying activities. Smoking will be permitted only in those areas designated by the Health and Safety Monitor.

2. If refuse is exposed during construction activities, it shall be covered as soon as possible after exposure with at least a 6-inch layer of soil. In no event shall the refuse remain exposed overnight, unless otherwise approved by the OWNER and/or the local health authorities.

3. If refuse is excavated during construction activities, it shall be disposed of at the active landfill face, as directed by the OWNER.

4. No welding shall be permitted in trenches, enclosed areas, or over refuse unless performed in areas of the site tested and approved by the Health and Safety Monitor.

5. Construction equipment used in excavating activities and/or refuse removal operations shall be equipped with vertical exhaust and spark arrestors.

6. Electric motors utilized in excavation areas and below ground shall be explosion-proof.

7. As construction progresses, all pipe openings and valves shall be closed as soon as installed to prevent the migration of gases through the pipeline systems.

8. Proper ventilation at connection of existing liner and LCRS with new liner and LCRS components.

E. The CONTRACTOR should include Occupational Health and Safety Act (OSHA) training (29 CFR 1910) and the following measures in his safety program:

1. Shoring shall be installed for all trenches over 5 feet in depth. Safe and suitable ladders that project at least 2 feet above the top of the trench should be provided for all trenches over 5 feet in depth. A minimum of one ladder should be provided for each 100 feet of open trench, or fraction thereof, and be so located that workers in the trench need not move more than 50 feet to a ladder.

2. Workers shall not be allowed to work alone at any time in an excavation. Work parties of at least three shall be mandatory, with one worker



outside of possible gas effects and another worker within hailing distance to assist in an emergency.

3. Inhalation of landfill gases shall be avoided. Such gases or oxygen-deficient air may cause nausea and dizziness, which could lead to accidents. Work upwind of the excavation where possible.

4. Workers shall avoid contact with exposed refuse, condensate or leachate, to the extent feasible.

5. Fire extinguishers with a rating of at least A, B, and C shall be available at all times on the site.

6. Startup and shutdown of equipment shall be avoided in areas of exposed refuse.

7. Assembly of construction Work shall be performed out of trenches or excavations. Prefabricated items shall be lowered into excavations. Only final connections may be made within trenches with the necessary precautions stated within these special safety provisions.

1.4 HEALTH AND SAFETY OFFICER

A. The CONTRACTOR shall provide a person who will be designated as the Health and Safety Officer. The Health and Safety Officer shall be responsible for implementation of the Health and Safety Plan.

B. The Health and Safety Officer shall have the authority to order workers on the project site to comply with the Health and Safety Plan.

1.5 REFERENCES AND STANDARDS

A. Federal Standards and References

1. Code of Federal Regulations, Title 29, Part 1910, General Industry Standards and Interpretations; OSHA 2077; US Department of Labor, Occupational Safety and Health Administration. Most current versions.

Specifically also 29 CFR Sections:

1904 Recordkeeping and Reporting of Occupational Injuries and Illnesses

1910.120 Hazardous Waste Operations and Emergency Response

1910.132 Subpart I, Personal Protective Equipment



1910.146 Permit Required Confined Space

1910.147 Control of Hazardous Energy (Lockout/Tagout Procedures)

1910.301 Subpart S, Electrical Standards

1910.1000 Air Contaminants (PELs)

1910.1001 Asbestos (if encountered)

1910.1025 Lead (if applicable)

1910.1200 Hazard Communication

1990 Identification, Classification, and Regulation of Potential Occupational Carcinogens

2. Code of Federal Regulations, Title 29, Part 1926, Safety and Health

Regulations for Construction; US Department of Labor, Occupational Safety and Health Administration. Specifically also 29 CFR Sections 1926.650, Subpart P, Excavations.

3. Hazardous Waste Inspections Reference Manual; US Department of Labor; Occupational Safety and Health Administration; Most recent edition.

4. OSHA Field Operations Manual; US. Department of Labor; Occupational Safety and Health Administration; Most recent edition.

B. Other References and Standards.

1. A Guide to the Safe Handling of Hazardous Materials Accidents; ASTM Manual Series, MNL10; American Society for Testing and Materials; 2nd Ed.; 1990.

2. Air Sampling Instruments; 9th Ed.; American Conference of Governmental Industrial Hygienists (ACGIH); 2001.

3. Sax’s Dangerous Properties of Industrial Materials, 11th Ed; Lewis, Richard J; Wiley - Interscience; 2004.

4. Fire Protection Guide on Hazardous Materials; 13th Ed.; National Fire Protection Association; 2002.

5. Fundamentals of Industrial Hygiene, 5th Ed.; Chicago, IL; National Safety Council; 2001.



6. Guide to Industrial Respiratory Protection; NIOSH Publication 87-116; US Department of Health and Human Services, Public Health Service, Centers for Disease Control, NIOSH; 1987.

7. Guidelines for the Selection of Chemical Protective Equipment; 3rd Ed.; Schwope, A.D.; American Conference of Governmental Industrial Hygienists; Cincinnati; 1987.

8. Hazardous Waste Handbook for Health and Safety; Martin, W.F.; Lippit, J.M.; Webb, P.J.; Butterworth-Heinemann Publishers; 3rd Ed.; 2000.

9. Hazardous Materials Emergencies Response and Control; Cashmon, J.R.; Technomic Publishing Owner; 2nd Ed.; 1988.

10. NIOSH/OSHA Pocket Guide to Chemical Hazards; U.S. Department of Health and Human Services, Public Health Service, Centers for Disease Control, NIOSH; 2005 or most current edition.

11. Occupational Health Guidelines for Chemical Hazards; NIOSH/OSHA Department of Health and Human Services (NIOSH) Publication 81-113; January 1981; Supplement 1 (1988); Supplement 2 (1989); Supplement (1992).

12. Occupational Safety and Health Guidance Manual for Hazardous Waste Site Activities; NIOSH/OSHA/USCG/EPA; U.S. Department of Health and Human Services, Public Health Service, Centers for Disease Control, NIOSH Publication 85-115; 1985.

13. Protecting Personnel at Hazardous Waste Sites; Levine, S.P., Martin, W.F.; Butterworth-Heinemann; 3rd Ed.; 1999.

14. Quick Selection Guide to Chemical Protective Clothing; 5th Edition; Forsberg, K., Mansdorf, S.Z.; Van Nostrand reinhold; 2007.

15. Standard Operating Safety Guides; USEPA Office of Emergency and Remedial Response; OSWER Directive 9285.1-03; 1992.

16. Threshold Limit Values and Biological Exposure Indices for 2008; American Conference of Governmental Industrial Hygienists (ACGIH).

17. Guam Solid Waste Authority Safety Rules.



PART 2 PRODUCTS

2.1 HEALTH AND SAFETY PLAN

A. The CONTRACTOR shall submit a Health and Safety Plan (HSP) containing all applicable requirements under 29 CFR 1926 and 29 CFR 1910.120 to OWNER for review and approval prior to performing any work at the site. The HSP shall include landfill gas monitoring, leachate management, and provisions for personal protective equipment when working around municipal waste and UXO.

B. Provide documentation of participation in a medical monitoring program for the Contractor and Sub-Contractor(s).

C. Submit documentation of personnel training, including current compliant status.

D. Provide documentation of personnel respirator qualification and fit testing.

E. During construction activities, maintain all submitted records on site.

F. The HSP shall be consistent with all applicable local, state and federal health standards and guidelines including, but not limited to, the Occupational Safety and Health Administration (OSHA) and amendments thereto, the National Institute of Occupational Safety and Health (NIOSH), the U.S. Environmental Protection Agency (EPA), and Cal OSHA. The plan shall be sufficient to protect onsite and offsite personnel from the potential physical, chemical, and/or biological hazards particular to the site. HSP shall follow the recommended format as outlined in reference at Part 1.5 B.12, Occupational Safety and Health Guidance Manual for Hazardous Waste Site Activities unless another format is accepted by the Owner’s Representative.

1. At a minimum the HSP shall:

a. Name key personnel and alternates responsible for site safety and provide an organizational chart.

b. Describe hazards associated with each operation conducted, as well as general hazards at the site.

c. Confirm that personnel are adequately trained to perform their job responsibilities and to handle the specific hazardous situations they may encounter.

d. Describe the protective clothing and equipment to be worn by personnel during various site operations.



e. Describe medical surveillance requirements.

f. Describe the program for personnel monitoring.

g. Describe the actions to be taken to mitigate existing hazards to make the work environment less hazardous.

h. Define site control measures and include a site map depicting the work zones, decontamination areas, and the location and layout of any temporary facilities to be constructed on or near the site.

i. Establish decontamination procedures for personnel and equipment.

j. Set forth the site's Standard Operating Procedures for Health and Safety.

k. Define confined spaces located on the site and procedures for safe entry into these areas by personnel.

l. Outline a lock-out/tag-out procedure for energized equipment.

m. Describe emergency response procedures for the safe and effective response to site emergencies. Describe personal protective equipment and other equipment necessary for a safe response.

C. Emergency Response Plan (ERP) – Submit to OWNER for review and approval prior to excavation of waste to be relocated. At a minimum, ERP shall contain fire prevention and control, and procedures for managing and responding to uncovered UXO in accordance with the UXO Monitoring Plan.

D. UXO Monitoring Plan – Submit to OWNER for review and approval prior to excavation of waste to be relocated. At a minimum, UXO Monitoring Plan shall contain procedures for monitoring for, managing and responding to uncovered unexploded ordnance.

2.2 EQUIPMENT

A. All required health and safety equipment identified in the approved Site Health and Safety Plan shall be supplied and made available by the CONTRACTOR to his personnel, regulatory representatives and all authorized visitors. Such items include protective clothing and equipment, first aid kits, fire extinguishers, warning signs, barricade tape, illumination, potable water, toilet facilities, etc.



PART 3 EXECUTION

3.1 IMPLEMENTATION

A. Within 10 days of the execution of the Contract between the OWNER and the CONTRACTOR, and prior to mobilization, the Site Health and Safety Plan shall be submitted to the OWNER.

B. The CONTRACTOR shall be responsible for the preparation and proper execution of his Site Health and Safety Plan.

1. The Owner’s Safety Policies and Procedures shall be followed and include, but are not limited to:

a. Report all injuries, accidents, near misses, unsafe acts and unsafe conditions to your supervisor immediately.

b. Permits must be obtained before proceeding with any confined space entry, hot work (including electrical), line breaking, or lockout/tagout.

c. All portable ladders must have an inspection I.D. Number affixed/assigned prior to using. Ladders must be inspected prior to each use.

d. Use fall protection when working at elevations six feet above the ground that do not have guard rails and when working off extension ladders when both hands are occupied.

2. The Owner requires the following personal protective equipment be worn at all times, except within the Support Zone:

a. Class B Hard Hat

b. Safety Glasses with side shields

c. Long Sleeve Shirt with sleeves rolled down and buttoned

d. High top (5” minimum) safety-toed work boots.

END OF SECTION


Rev 0 – January 2018 Section 01400 Page 1 of 3 QUALITY CONTROL

SECTION 01400

QUALITY CONTROL

18TPART 1 GENERAL


A. Acceptance or quality assurance testing by OWNER.

B. Quality control testing by CONTRACTOR.

C. Certificates of compliance.

1.2 SOURCE OF MATERIALS

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

1.3 ACCEPTANCE TESTING OR QUALITY ASSURANCE TESTING

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

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

1.4 QUALITY CONTROL TESTING

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



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

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

1.5 CERTIFICATES OF COMPLIANCE

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

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

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

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

18TPART 2 PRODUCTS

Not Used.

18TPART 3 EXECUTION



Not Used.

END OF SECTION


Rev 0 – January 2018 Section 01500 Page 1 of 12 CONSTRUCTION FACILITIES

SECTION 01500

CONSTRUCTION FACILITIES

19TPART 1 GENERAL


A. This section covers the following aspects of the work:

1. Mobilization/demobilization

2. Protection of work and property

3. Project construction sign

4. Construction staging and storage areas

5. Cleaning during construction

B. Temporary Utilities:

1. Temporary electricity.

2. Temporary lighting for construction purposes.

3. Temporary cooling.

4. Temporary ventilation.

5. Internet service.

6. Temporary water service.

7. Temporary sanitary facilities.

C. Construction Facilities:

1. Field offices and sheds.

2. First aid facilities

3. Vehicular access.



4. Parking.

5. Traffic regulation.


A. Section 01560 - Temporary Controls.

1.3 REFERENCES

A. Construct/install, maintain and operate construction facilities in accordance with the applicable federal, state, and local laws, rules, and regulations.

1.4 GENERAL REQUIREMENTS

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

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

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

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

1.5 MOBILIZATION/DEMOBILIZATION

A. Mobilization shall include, but not be limited to, these principal items:

1. Obtaining required permits, including land clearing permit.

2. Moving CONTRACTOR's equipment required for first month operations onto site.



3. Providing on-site sanitary facilities as specified and as required by laws and regulations and governing agencies.

4. Posting OSHA-required notices and establishing safety programs and procedures.

5. Having contractor's superintendent at site full time.

B. Demobilization shall include removal of CONTRACTOR’s equipment, decommissioning of temporary power and lighting, removal of storage facilities and supplies, and removal of any other tools, equipment, supplies, or materials brought to the project site by the CONTRACTOR.

1.6 PROTECTION OF WORK AND PROPERTY

A. The CONTRACTOR shall be responsible for providing all necessary means to protect the work, property, and all equipment, materials, and supplies brought to the project site.

1.7 PROJECT IDENTIFICATION (SIGNAGE)

A. Project Identification Sign: 1. One painted sign, 41T32 sq ft41T area, bottom 41T6 feet41T above ground. 2. Content:

a. Project number, title, logo and name of OWNER as indicated on Contract Documents.

b. Names and titles of authorities. c. Names and titles of Engineer and Consultants. d. Name of Prime CONTRACTOR and major Subcontractors.

3. Graphic Design, Colors, Style of Lettering: Designated by Engineer.

B. Design sign and structure to withstand 41T50 miles/hr41T wind velocity.

C. Sign Painter: Experienced as professional sign painter for minimum three years. D. Finishes, Painting: Adequate to withstand weathering, fading, and chipping for

duration of construction.

E. Show content, layout, lettering, color, foundation, structure, sizes, and grades of members.

F. Sign Materials:



1. Structure and Framing: New wood, structurally adequate.

2. Sign Surfaces: Exterior grade plywood with medium density overlay, minimum 41T3/4 inches41T thick, standard large sizes to minimize joints.

3. Rough Hardware: Galvanized.

4. Paint and Primers: Exterior quality, two coats; sign background of color as selected by the Engineer.

G. Installation:

1. Install project identification sign within 10 working days after date fixed by Notice to Proceed.

2. Erect at designated location.

3. Erect supports and framing on secure foundation, rigidly braced and framed to resist wind loadings.

4. Install sign surface plumb and level, with butt joints. Anchor securely.

5. Paint exposed surfaces of sign, supports, and framing.

H. Maintenance: Maintain signs and supports clean, repair deterioration and damage.

I. Removal: Remove signs, framing, supports, and foundations at completion of Project and restore area.

1.8 CONSTRUCTION STAGING AND STORAGE AREAS

A. The CONTRACTOR shall utilize areas within the project working limits for construction staging and storage of equipment and materials. The CONTRACTOR is not permitted use of properties beyond what is designated on the Drawings without prior approval by the Owner.

B. Make arrangements for storage areas for materials and equipment. Locations and configurations of such facilities are subject to the acceptance of OWNER.

C. CONTRACTOR is liable for any and all damage caused during such use of property of the OWNER or others. Store materials in accordance with manufacturer's instructions when applicable.



D. Storage of gasoline or similar fuels must conform to state and local regulations and be limited to the areas approved for this purpose by the OWNER.

1.9 CLEANING DURING CONSTRUCTION

A. Maintain areas free of waste materials, debris,·and rubbish. Maintain site in clean orderly and safe condition at all times.

B. Provide enough containers for collecting construction debris and construction materials to be recycled.

c. Provide individually marked containers for recycling personal items, such as aluminum cans, newspapers, glass, plastic, corrugated cardboard. These items may be recycled by the CONTRACTOR.

D. Wet down dry materials and rubbish to prevent blowing dust.

E. Keep volatile wastes in covered containers.

F. Utilize excavated material as soon as possible.

G. Remove debris and rubbish from pipe chases, plenums, attics, crawl spaces, and other closed or remote spaces, prior to enclosing spaces.

H. Broom and vacuum clean interior areas prior to start of surface finishing, and continue cleaning to eliminate dust.

I. Open free-fall chutes are not permitted: Terminate closed chutes into appropriate containers with lids.

J. Dispose of excess excavated material including rocks and boulders that cannot be used in construction.

K. Unless otherwise specified, all removed material becomes the property of the CONTRACTOR and shall be disposed of at Guam EPA approved disposal site.

L. Immediately remove hazardous rubbish from project site. Place other construction debris in refuse containers at least daily. Dispose of refuse at least weekly, in a legal manner. Do no burn or bury refuse.



1.10 TEMPORARY UTILITIES

A. The CONTRACTOR shall provide and maintain sanitary and personnel facilities for contractor’s employees, subcontractors, and all other on-site personnel.

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

C. Temporary Electricity:

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

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

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

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

D. Lighting for Construction Purposes:

1. Provide and maintain incandescent lighting for construction operations to achieve minimum lighting level of 2 watts/sq ft.

2. Provide and maintain 1 watt/sq ft lighting to exterior staging and storage areas after dark for security purposes.

3. Provide and maintain 0.25 watts/sq ft HID lighting to interior work areas after dark for security purposes.

4. Provide branch wiring from power source to distribution boxes with lighting conductors, pigtails, and lamps for specified lighti.ng levels.



5. Maintain lighting and provide routine repairs.

6. Permanent building lighting may be utilized during construction.

E. Cooling:

1. Provide and pay for cooling devices and cooling as needed to maintain specified conditions for construction operations.

2. Prior to operation of permanent equipment for temporary cooling purposes, verify installation is approved for operation, equipment is lubricated and filters are in place. Provide and pay for operation, maintenance, and regular replacement of filters and worn or consumed parts.

3. Maintain maximum ambient temperature of 80 degrees F in areas where construction is in progress, unless indicated otherwise in specifications.

F. Ventilation:

1. Ventilate enclosed areas to achieve curing of materials, to dissipate humidity, and to prevent accumulation of dust, fumes, vapors, or gases.

G. Internet/Telephone/Fax Service:

1. Provide, maintain, and pay for high speed internet, telephone, and fax service to CONTRACTOR's, Contracting Officer's, and CQA Consultant field offices at time of project mobilization. This may require wireless service be used until a land line can be brought to the site.

H. Water Service:

1. Provide and pay for suitable quality water service as needed to maintain specified conditions for construction operations.

2. Furnish cool, potable water for construction personnel in locations convenient to work stations.



I. Sanitary Facilities:

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

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

3. Locate sanitary facilities as approved by OWNER, and maintain in a sanitary condition during the entire course of the work.

1.11 FIELD OFFICES AND SHEDS

A. The CONTRACTOR shall provide a field office and testing laboratory, equipped as specified herein, at the site, ready for use by the Contracting Officer, OWNER, ENGINEER, and CQA Consultant within 14 days after the Notice to Proceed.

B. Unless released earlier by the Contacting Officer in writing, the field office shall be maintained in full operation at the site with all utilities connected and operable until the Notice of Completion has been executed or recorded. Upon execution or recordation of the Notice of Completion, or upon early release of the field office by the Construction Manager, the CONTRACTOR shall remove the field office(s) within 14 days from the date of notification, and shall restore the site to its original condition.

C. The CONTRACTOR shall provide all necessary electrical wiring, plumbing, toilet and lavatory fixtures, air conditioning and heating equipment, and shelving, and shall furnish all necessary light, heat, water, and weekly janitorial services in connection with the field office specified herein, for the duration of the Work.

D. The CONTRACTOR shall provide and maintain for the exclusive use of the Contracting Officer, and the OWNER's other representatives and personnel, at a point convenient to the construction operations, one separate, well lighted, air conditioned, electrically heated field office the equivalent to a 12-foot x 60-foot mobile office with a toilet room, containing a water closet and lavatory partitioned off from the working area and outside door lock.

E. The CONTRACTOR shall also provide and maintain for the exclusive use of the CQA Consultant and personnel, at a point convenient to the construction operations, one separate, well lighted, air conditioned, electrically heated field laboratory, the



equivalent to a 8-foot x 28-foot mobile office with a toilet room, containing a water closet and lavatory partitioned off from the working area and outside door lock.

F. The CONTRACTOR shall provide all furnishings, services, and equipment specified herein. The office trailers shall be of the portable trailer type unless otherwise specifically authorized by the Contracting Officer in writing and shall be separate units, not attached or connected to any other structures.

G. The main office will have as a minimum two private offices, one large conference room as a common area large enough for a conference table and 10 chairs.

H. Environmental Controls and Equipment for Offices:

1. Cooling and Ventilating for Offices: Automatic equipment to maintain comfort conditions. 76 degrees F cooling.

2. Storage Spaces: Ventilation as needed to maintain products in accordance with Contract Documents; lighting for maintenance and inspection of products.

3. Windows: Minimum one, with operable sash and insect screens. Locate to provide views of construction area.

4. Electrical Outlets: Minimum four 110 volt duplex, convenience outlets, one on each wall.

5. Internet/Telephone/Fax Service: As specified in Part 1.10.D.

6. Sanitary Facilities: Convenient access to lavatory toilet facilities.

7. Drinking Fountain/Water Cooler: Convenient access by workers.

8. Copy Machine: Full function color copier capable of copying and printing letter, legal, and 11”x17” prints.

9. White Board: One 4’x8’ dry erase white board.

10. Waste Disposal: Two waste baskets.

I. Contracting Officer Office:



1. Separate space for sole use of Contracting Officer, with separate entrance door with new lock and two keys.

2. Area: Minimum 120 sq ft.

3. Contracting Officer Office Furnishings:

a. One desk 54 x 30 inches, with three drawers.

b. One drafting table 36 x 72 inches, or similar table.

c. One metal, double-door storage cabinet under table.

d. Plan rack to hold working Drawings, shop drawings, and record documents.

e. One standard four-drawer legal-size metal filling cabinet with locks and two keys for each lock.

f. Six linear ft of metal bookshelves.

g. Two swivel arm chairs.

i. One tackboard 36 x 30 inches.

j. One waste basket.

k. One dry erase white board.

l. One drafting stool.

J. CQA Consultant Laboratory Trailer:

1. Separate trailer for sole use of CQA Consultant’s laboratory, with two

separate entrance door with new locks and four keys.

2. CQA Consultant Office Furnishings:

a. Two desks 54 x 30 inches, with three drawers (maybe fixed to walls of trailer).

b. One drafting table 36 x 72 inches, or similar table.



c. One metal, double-door storage cabinet under table.

d. Plan rack to hold working Drawings, shop drawings, and record documents.

e. One standard four-drawer legal-size metal filling cabinet with locks and two keys for each lock.

f. Six linear ft of metal bookshelves.

g. Two swivel arm chairs and four fixed leg chairs.

i. One tackboard 36 x 30 inches.

j. Three waste baskets, one for each desk and one for common area.

k. One dry erase white board.

l. One drafting stool.

K. Storage Areas and Sheds: Size to storage requirements for products of individual Sections, allowing for access and orderly provision for maintenance and for inspection of products to requirements of Section 01600.

L. Preparation: Fill and grade sites for temporary structures sloped for drainage away from buildings.

M. Installation:

1. Install office spaces ready for occupancy 15 working days after date fixed in Notice to Proceed.

2. Parking: Two hard surfaced parking spaces for use by the Contracting Officer, connected to the office by hard surfaced walk.

3. Employee Residential Occupancy: Not allowed on property.

N. Maintenance And Cleaning:

1. Weekly janitorial services for offices; periodic cleaning and maintenance for office and storage areas.



2. Maintain approach walks free of mud and water.

O. Removal: At completion of Work remove buildings, foundations, utility services, and debris. Restore areas.

1.12 FIRST AID FACILITIES

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

1.13 VEHICULAR ACCESS

A. Construct temporary all-weather access roads from public thoroughfares to serve construction area, of width and load bearing capacity to accommodate unimpeded traffic for construction purposes.

B. Construct temporary bridges and culverts to span low areas and allow unimpeded drainage.

C. Extend and relocate vehicular access as Work progress requires, provide detours as necessary for unimpeded traffic flow.

D. Location approved by Contracting Officer.

E. Provide unimpeded access for emergency vehicles. Maintain 20 feet wide driveways with turning space between and around combustible materials. If applicable, coordinate all road construction activities with local utilities, fire and police departments.

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

1.14 PARKING

A. Provide temporary gravel surface parking areas to accommodate construction personnel.

B. Locate as approved by Contracting Officer.

C. When site space is not adequate, provide additional off-site parking.

D. Tracked vehicles not allowed on paved areas.



E. Do not allow heavy vehicles or construction equipment in parking areas.

F. Maintenance:

1. Maintain traffic and parking areas in sound condition free of excavated material, construction equipment, products, and mud.

2. Maintain existing and permanent paved areas used for construction; promptly repair breaks, potholes, low areas, standing water, and other deficiencies, to maintain paving and drainage in original, or specified, condition.

H. Removal, Repair:

1. Remove temporary materials and construction at Substantial Completion.

2. Remove underground work and compacted materials to depth of 2 feet; fill and grade site as specified.

3. Repair facilities damaged by use, to specified or original condition, as applicable.

1.15 TRAFFIC REGULATION

A. Haul Routes:

1. Consult with authority having jurisdiction, establish public thoroughfares to be used for haul routes and site access.

2. Confine construction traffic to designated haul routes.

3. Provide traffic control at critical areas of haul routes to regulate traffic, to minimize interference with public traffic.

B. Traffic Signs and Signals:

1. Provide signs at approaches to site and on site, at crossroads, detours, parking areas, and elsewhere as needed to direct construction and affected public traffic.

2. Provide, operate, and maintain traffic control signals to direct and maintain orderly flow of traffic in areas under CONTRACTOR’s control, and areas affected by CONTRACTOR’s operations.



3. Relocate as Work progresses, to maintain effective traffic control.

C. Removal:

1. Remove equipment and devices when no longer required.

2. Repair damage caused by installation.

3. Remove post settings to depth of 2 feet.

19TPART 2 PRODUCTS

Not Used.

19TPART 3 EXECUTION

Not Used.

END OF SECTION


Rev 0 – January 2018 Section 01535 Page 1 of 4 TEMPORARY DEWATERING AND CHANNEL DIVERSION

SECTION 01535

TEMPORARY DEWATERING AND CHANNEL DIVERSION

18TPART 1 GENERAL


A. The work covered under this section includes all methods associated with maintaining dry working conditions and maintaining normal channel flows through the site, including temporary channel diversions during grading and the installation of in-channel structures.

B. It is the responsibility of the CONTRACTOR to maintain dry, workable conditions in areas where work is being performed. This will require the use of dewatering systems including, but not limited to: pumps, hoses, connectors, portable sediment tanks, silt bags and outfalls adequate to discharge clean treated water into the existing downstream conveyance system while maintaining adequate water quality (NPDES standard).

C. Channel flows shall be maintained at all times by the contractor during construction of proposed channels and in-channel structures. To accomplish, the CONTRACTOR will need to construct temporary bypass systems. It is the responsibility of the CONTRACTOR to select, furnish, operate and maintain all necessary equipment, materials and labor to intercept flow, transfer it around and past any non-stabilized work areas, and return the flow to the existing downstream conveyance system while maintaining adequate water quality (NPDES standard).

D. The CONTRACTOR shall prepare and sufficiently stabilize the construction site at the end of each days work prior to successfully convey up to 10-year storm event flows while maintaining adequate water quality (NPDES standard).

E. The CONTRACTOR shall also be responsible for managing aquatic species during the construction period.


A. Section 02221 - Excavating and Stockpiling.

1.3 SUBMITTALS

A. The CONTRACTOR shall provide to the ENGINEER a temporary dewatering and



channel diversion plan, including staging of various phases of work and corresponding measures to manage water entering and leaving the work areas, as necessary to facilitate construction. This plan should consist of: 1) a legible sketch graphic showing the dewatering and diversion measures by phase, and 2) a narrative component describing the phasing of work and corresponding measures to manage water entering and leaving the work areas.

B. The CONTRACTOR’S temporary dewatering and channel diversion plans shall include a plan to divert base flow, as well as a plan to convey storm flows through the construction site while meeting NPDES permit requirements in the case of rainfall events up to a 10-year storm event and associated channel flows exceeding normal base flow.

C. The CONTRACTOR’S temporary dewatering and channel diversion plan must be approved by the ENGINEER prior to initiating channel diversion facilities.

1.4 SCHEDULING AND SEQUENCING

A. The CONTRACTOR shall plan work activities and provide temporary channel diversion and connections as necessary in appropriate sequences to perform the work and provide for the maintenance of the normal base flow.

B. Sequence Constraints: Erosion control provisions, either permanent or approved temporary, must be in place prior to any construction activities in an area served by the erosion control provisions.

1.5 MAINTENANCE

A. Dewatering and Diversion Systems

1. Rock dams, piping, pumps, etc. shall be maintained daily during channel diversion operations.

2. The CONTRACTOR shall pay particular attention to potential erosion which may be created during channel diversion operation. Erosion potential shall be identified and corrected at the earliest possible time.

3. Maintenance Service: Ensure that the temporary pumping system is properly maintained and a responsible operator shall be on hand at all times when pumps are operating.



4. Extra Materials: Spare parts for pumps and piping shall be kept on site as necessary to ensure continuous operation of the diversion system at all times.

5. Adequate hoisting equipment for each pump and accessories shall be maintained on the site.

6. Materials to stabilize and protect disturbed areas from erosion and sediment transport during storm events up to the 10-year event.

PART 2 PRODUCTS

2.1. MATERIALS

A. Where gas/diesel-powered generators are used, the CONTRACTOR must demonstrate measures to minimize public nuisance of noise. This may include, but is not limited to the following: 1) strategic placement of equipment, 2) properly operating/functioning equipment and components, and 3) application of volume suppressing measures.

B. In the event the CONTRACTOR fails to comply with maximum permissible noise level decibels in the operation of temporary dewatering and channel diversion systems, the OWNER or ENGINEER may order the CONTRACTOR to stop operation of the flow bypass pumping system until such time as specified noise levels are achieved. The termination of the flow bypass pumping system for such reason shall not be the basis for any extension of contract time nor for any claim for additional compensation.

PART 3 EXECUTION

3.1. REQUIREMENTS

A. Provide all pumps and piping of adequate size to handle normal flows, and temporary discharge piping to ensure that the flow can be safely diverted around the channel section under construction. Bypass pumping system may be required to be operated 24 hours per day, 7 days per week, including holidays, during bypass pumping operations. Bypass pumping systems shall not create flow rates and velocities which will cause erosion in the downstream drainage system or channels.

B. To prevent flooding during storm events and on weekends, the CONTRACTOR shall provide for a combination of stable existing channel sections, stable constructed/partially constructed channel sections, protecting disturbed areas



and pumped system capable of conveying flow to accommodate for any potential increases in flow while the site is left unattended for up to a 10-year storm event.

C. Bypass pump normal water flows during all phases of the work. CONTRACTOR shall coordinate all bypass pumping operations with the ENGINEER.

D. Operator shall inspect bypass pumping system every hour, or on a schedule approved by ENGINEER.

E. All species of fish, eels, snakes, amphibians, and other aquatic species shall be netted during the dewatering process for each active work phase. The CONTRACTOR shall provide the appropriate nets and other needed equipment to trap and remove aquatic species. The CONTRACTOR shall also provide Government-approved storage facilities for temporary storage and possible transport of aquatic species. The CONTRACTOR shall contact the Government at least 72 hours in advance of commencing each dewatering or diversion operation. The Government shall be present at the first dewatering or diversion operation to approve the means by which aquatic species are trapped, maintained, transported, and released.

F. The CONTRACTOR shall continuously monitor pools and other wetted areas within each active work phase for aquatic species. At any time while working in a dewatered work zone, aquatic species shall be trapped and transported to the approved storage/maintenance facilities. After trapping and during transport, the CONTRACTOR shall maintain water temperature at or below the ambient water temperature of the channel. In addition, the CONTRACTOR shall maintain a dissolved oxygen (DO) level in the transport and storage/maintenance facilities above 8.0 milligrams per liter (mg/l). For pumped diversions, the CONTRACTOR shall maintain approved fish screens at the pump intake at all times.

3.2. REMOVAL AND CLEAN-UP

A. Disturbed Areas: Upon completion of the bypass pumping operation, all areas disturbed by these operations must be restored to a condition at least equal to that which existed prior to the start of the work or as shown on Construction Drawings.

END OF SECTION


Rev 0 –January 2018 Section 01545 Page 1 of 5 TREE PRESERVATION

SECTION 01545

TREE PRESERVATION

18TPART 1 GENERAL

1.1. SUMMARY

A. This work shall consist of protecting existing trees as specified on the Construction Drawings and in the Specifications or as directed by the OWNER or ENGINEER.

B. Construction fencing shall be removed from the project work areas following construction completion, and following the Engineer’s approval to remove such fencing.

1.2. RELATED SECTIONS

A. Section 01052 – Layout of Work and Survey.

B. Section 02105 – Clearing and Stripping.

18TPART 2 PRODUCTS

2.1. TREE PROTECTION FENCE

A. Tree Protection Fence shall be orange barrier fencing (4 feet high), and shall be placed along all sides of the working limits. Construction fencing shall be erected by the CONTRACTOR and maintained for the duration of the construction contract.

18TPART 3 EXECUTION

3.1. REQUIREMENTS

A. Prior to performing any tree preservation activities either described herein or otherwise, the CONTRACTOR must perform the required construction staking as specified in Section 01052.

B. Tree Expert. The CONTRACTOR shall engage a certified arborist or tree expert to perform the following work:

1. Submit for the approval of the OWNER, in writing and accompanied by red lined construction plans, the description and location of any additional trees to be removed greater than 6 inches in diameter that are



not marked for removal on the construction plans. This submittal must be approved by OWNER prior to commencing any clearing, grubbing, or grading activities.

2. Recommend procedures to compensate for loss of roots (if any) and perform initial pruning of branches and stimulation of root growth where removed. These recommendations shall be provided to the OWNER for approval prior to commencing any clearing, grubbing, or grading activities.

3. As construction progresses, inspect damaged trees, assess survivability, and make determination of whether or not to remove damaged trees. Potential risk to life, limb, or property that could result from damaged, dead, or dying trees should be considered when making this determination.

4. Inspect all trees at the completion of construction and perform follow-up care for any damage incurred.

5. Submit a written Tree Protection Certification that trees have been protected during the course of construction in conformance with recognized standards of the industry. Certify that damaged trees were promptly and properly treated. Indicate any damaged trees that are incapable of reaching maturity and those recommended for removal and replacement.

C. The CONTRACTOR and OWNER shall meet on the site to discuss all aspects of tree protection and maintenance prior to the commencement of clearing, grubbing, and grading activities. Prior to this meeting the CONTRACTOR will flag all trees to be saved with red flagging.

D. Protective Fencing. Protective fencing shall be installed to clearly define the protected area as indicated on the Construction Drawings. Prior to commencing with clearing and grubbing or erosion and sediment control, install temporary orange construction fence around areas to be left undisturbed. Temporary orange construction fence shall encompass any significant trees to be protected within and along the area designated as Tree Protection Area. The location of the protective fencing shall be approved on site by the tree expert, the OWNER’S Representative, and the ENGINEER, prior to commencing any construction activities.

E. Wash-Out Area. Any “wash-out” area for trucks shall be located away from Tree Protection Area, as approved by the ENGINEER.



F. Traffic. The CONTRACTOR is prohibited from parking any construction equipment, or from storing building supplies or material within the Tree Protection Area. Foot traffic and vehicular traffic are prohibited within the Tree Protection Area. The CONTRACTOR shall take all reasonable actions, in accordance with the Tree Expert’s written recommendations, to protect those trees shown on the Plans for protection, which are outside the Tree Protection Area.

G. Tree Removal and Damaged Trees. The CONTRACTOR shall not remove any tree that is designated for preservation. Any tree damaged or destroyed within the Limits of Work shall be the responsibility of the CONTRACTOR. The CONTRACTOR shall avoid the following:

1. Placing backfill in protected areas.

2. Felling trees into protected areas.

3. Driving construction equipment into or through protected areas.

4. Burning in or in close proximity to protected areas.

5. Stacking or storing supplies in protected areas.

6. Changing site grades which cause drainage to flow into, or to collect in protected areas.

7. Conducting unauthorized trenching operations in the vicinity of trees.

8. Grading in the vicinity of trees to be protected as indicated on the Contract Documents.

H. Work within the Tree Protection Area, and in the vicinity of other trees marked for protection.

1. Replacing Damaged Trees. Existing trees that have been designated to remain but are damaged beyond repair due to construction operations, as determined by the OWNER, ENGINEER, OR CONTRACTOR’S ISA-certified tree expert shall be removed, upon OWNER approval, and replaced at no additional cost to the Owner. Replacement trees shall be the same genus, species, variety, and size as the removed tree, except those trees having caliper greater than 6 inches diameter at breast height, as measured 4.5 inches from the base of the tree, shall have smaller trees furnished and installed. The replacement trees shall be a caliper and quantity acceptable to the ENGINEER; the minimum caliper



shall be 3 inches. Planting of replacement trees shall be in conformance with Section 02900 and include a one-year warranty period.

2. Repairing Tree Limbs, Branches, and Trunks. The CONTRACTOR shall repair limbs and branches that have been damaged by construction operations as determined by the OWNER, ENGINEER, OR CONTRACTOR’S ISA-certified tree expert.

3. Repairing shall be accomplished by cutting damaged limbs and branches to healthy wood in conformance with this Specification at no additional cost to the OWNER.

4. Pruning Trees: All pruning shall be in conformance with the current edition of the National Arborist Association Standard for Pruning Shade Trees and this Specification. All pruning tools and methods employed shall be in conformance with accepted arboricultural practices performed by competent personnel under the direct supervision of the tree expert. The CONTRACTOR shall notify the ENGINEER 10 days prior to the beginning of any work. Safety ropes shall be used to climb trees to be pruned. Climbing spurs are prohibited. Existing injuries to bark, trunks, and limbs as designated by the ENGINEER, shall be repaired by properly cutting, smoothing the wood if necessary, tracing the bark to the proper shape to ensure rapid healing, and using only approved tools, materials and methods. All pruned material shall be removed and disposed of by means acceptable to the ENGINEER. The CONTRACTOR shall be responsible for all damage or injury to property of any character during the execution of the work resulting from any act, omission, neglect or misconduct, in the manner or method of executing this work satisfactorily.

I. Construction Activities Within the Tree Protection Area

1. When construction activities become necessary within the Tree Protection Area, the CONTRACTOR shall obtain written permission from the ENGINEER prior to working in the area.

3.2. REMOVAL AND CLEAN¬UP

A. Removal: After construction has been completed, protective fencing and all surplus construction materials shall be removed from the site in a manner that will not cause damage within the Tree Protection Area.

B. Clean-up.



1. The CONTRACTOR shall clean up all work areas.

2. Grades shall be restored, stabilized, and blended into the adjacent areas.

3. The CONTRACTOR shall haul away all debris, excess dirt and construction materials and dispose of off-site.

4. The CONTRACTOR shall seed all disturbed areas within 24 hours.

END OF SECTION


Rev 0 – January 2018 Section 01560 Page 1 of 5 TEMPORARY CONTROLS

SECTION 01560

TEMPORARY CONTROLS

PART 1 GENERAL


A. Temporary Controls:

1. Fire Prevention.

2. Barriers.

3. Construction Fencing.

4. Dust control.

5. Noise control.

6. Pest control.

7. Pollution control.

8. Rodent control.

9. Security.

10. Water control.

11. Erosion and sediment control.

B. Removal of utilities, facilities, and controls.

1.2 FIRE PREVENTION

A. Prohibit smoking with buildings under construction. Designate area on site where smoking is permitted. Provide approved ashtrays in designated smoking areas.

B. Establish fire watch for cutting and welding and other hazardous operations capable of starting fires. Maintain fire watch before, during, and after hazardous operations until threat of fire does not exist.

C. Portable Fire Extinguishers: NFPA 10; 10 pound capacity, 4A-60B: C UL rating.



1. Provide one fire extinguisher at each stair on each floor of buildings under construction.

2. Provide minimum one fire extinguisher in every construction trailer and storage shed.

3. Provide minimum one fire extinguisher on roof during roofing operations using heat producing equipment.

1.3 BARRIERS

A. Provide barriers to prevent unauthorized entry to construction areas and to protect existing facilities and adjacent properties from damage from construction operations and demolition.

B. Provide protection for plants designated to remain. Replace damaged plants.

1.

1.4 CONSTRUCTION FENCING

A. Construction fencing shall be orange barrier fencing (4 feet high), and shall be placed along all sides of the working limits. Construction fencing shall be erected by the contractor and maintained for the duration of the construction contract.

B. Construction fencing shall be removed from the project work areas following construction completion, and following the ENGINEER’s approval to remove such fencing.

1.5 DUST CONTROL

A. Execute Work by methods to minimize raising dust from construction operations.

B. Provide positive means to prevent air-borne dust from dispersing into atmosphere.

1.7 NOISE CONTROL

A. Provide methods, means, and facilities to minimize noise produced by construction operations.



1.8 PEST CONTROL

A. Provide methods, means, and facilities to prevent pests and insects from damaging the Work.

1.9 POLLUTION CONTROL

A. Erosion and sediment control shall be the Contractor’s responsibility for compliance, installation, maintenance, and removal as required by the “Guam Soil and Erosion Sediment and Control Regulations,” latest version as published by the Guam Environmental Protection Agency. The Contractor shall become familiar with these specifications prior to any construction activities. The installation of the required erosion and sediment control measures shall be installed as a first step in construction.

B. Do not dispose of volatile wastes such as mineral spirits, petroleum products, oil, chemicals, or paint thinner in any system that conveys stormwater runoff. Disposal of wastes into streams or waterways is prohibited. Provide acceptable containers for collection and disposal of waste materials, debris, and rubbish.

C. Volatile wastes such as mineral spirits, petroleum products, oil, chemicals, or paint thinner must be stored in a double-walled containment system.

1.10 RODENT AND FERAL PIG CONTROL

A. Provide methods, means, and facilities to prevent rodents and feral pigs from accessing or invading premises.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

3.1 SECURITY

A. Security Program:

1. Protect Work and existing premises from theft, vandalism, and unauthorized entry.

2. Initiate program at project mobilization.

3. Maintain program throughout construction period until OWNER occupancy.



B. Entry Control:

1. Restrict entrance of persons and vehicles into Project site.

2. Allow entrance only to authorized persons.

3. Maintain log of visitors, make available to OWNER on request.

3.2 WATER CONTROL

A. Grade site to drain. Maintain excavations free of water. Provide, operate, and maintain pumping equipment.

B. Protect site from puddling or running water. Provide water barriers as required to protect site from soil erosion.

C. Keep ditches, culverts, and natural drainages continuously free of construction materials and debris. Maintain the existing capacity of the drainage system around the work area at all times without increasing upstream tributary water surface elevations.

3.3 EROSION AND SEDIMENT CONTROL

A. Implement approved erosion and sediment control measures as detailed in the Project Environmental Protection Plan, Erosion Control Plan (ECP), and Stormwater Pollution Prevention Plan (SWPPP).

B. Plan and execute construction by methods to control surface drainage from cuts and fills, from borrow and waste disposal areas. Prevent erosion and sedimentation.

C. Minimize surface area of bare soil exposed at one time.

D. Provide temporary measures including berms, dikes, and drains, and other devices to prevent water flow.

E. Construct fill and waste areas by selective placement to avoid erosive surface silts or clays.

F. Periodically inspect earthwork to detect evidence of erosion and sedimentation; promptly apply corrective measures.



3.4 REMOVAL OF UTILITIES, FACILITIES, AND CONTROLS

A. Remove temporary utilities, equipment, facilities, and control materials, prior to Substantial Completion inspection.

B. Remove underground installations to minimum depth of 42T2 feet42T43T.43T Grade site as indicated on the Construction Drawings.

C. Clean and repair damage caused by installation or use of temporary work.

D. Restore existing and permanent facilities used during construction to original condition. Restore permanent facilities used during construction to specified condition.

END OF SECTION


Rev 0 – January 2018 Section 01600 Page 1 of 2 MATERIAL AND EQUIPMENT

SECTION 01600

MATERIAL AND EQUIPMENT

18TPART 1 GENERAL


A. Products.

B. Transportation and handling.

C. Storage and protection.

1.2 PRODUCTS

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

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

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

1.3 TRANSPORTATION AND HANDLING

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

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

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

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


Rev 0 – January 2018 Section 01600 Page 2 of 2 MATERIAL AND EQUIPMENT

1.4 STORAGE AND PROTECTION

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

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

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

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

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

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

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

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

18TPART 2 PRODUCTS

Not Used.

18TPART 3 EXECUTION

Not Used.

END OF SECTION


Rev 0 – January 2018 Section 01630 Page 1 of 2 PRODUCT OPTIONS AND SUBSTITUTIONS

SECTION 01630

PRODUCT OPTIONS AND SUBSTITUTIONS

18TPART 1 GENERAL


This section includes the CONTRACTOR procedures for securing approval of proposed product options and substitutions.

1.2 PRODUCT OPTIONS

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

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

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

B. Materials and/or methods specified by name:

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

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

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


Rev 0 – January 2018 Section 01630 Page 2 of 2 PRODUCT OPTIONS AND SUBSTITUTIONS

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

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

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

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

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

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

F. The decision of the OWNER shall be final.

1.3 DELAYS

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

18TPART 2 PRODUCTS

Not Used.

18TPART 3 EXECUTION

Not Used.

END OF SECTION


Rev 0 – January 2018 Section 01700 Page 1 of 4 CONTRACT CLOSEOUT

SECTION 01700

CONTRACT CLOSEOUT

18TPART 1 GENERAL


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


A. Section 01300 - Submittals.

B. Section 01560 - Temporary Controls.

1.3 MAINTENANCE OF RECORD DOCUMENTS

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

1. Drawings.

2. Specifications.

3. Addenda.

4. Change Orders and Work Change Directives.

5. Field Orders.

6. Reviewed Shop Drawings.

7. Clarifications or Explanatory Drawings and Specifications.

8. Inspection Reports.

9. Laboratory Test Records.

10. Field Test Records.

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

C. File documents in accordance with the Specification sections.



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

E. Do not use record documents for construction purposes.

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

1.4 RECORD DRAWINGS

A. Project Drawings:

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

2. Keep these drawings up-to-date.

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

4. During the course of the construction record as-built information outlined in Section 01052 concurrently with construction.

5. Deliver the final and record set of "as-built" drawings to the OWNER prior to the OWNER's acceptance of the Project.

B. Addenda and Change Orders:

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

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

C. Shop Drawings:

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



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

1.5 RECORD SPECIFICATIONS

A. Project Specifications:

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

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

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

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

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

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

1.6 SUBMISSION OF DOCUMENTS

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

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

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

1. Date of submission.



2. Project title and number.

3. CONTRACTOR's name and address.

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

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

6. Signature of CONTRACTOR or his authorized representative.

18TPART 2 PRODUCTS

Not Used.

18TPART 3 EXECUTION

Not Used.

END OF SECTION

Layon Landfill Construction of Cell 3 DIVISION 2 SITEWORK

Section 02105 Rev A – June 2018 Page 1 of 3 CLEARING AND STRIPPING

SECTION 02105

CLEARING AND STRIPPING

PART 1 GENERAL


Clearing, grubbing and stripping brush, trees, grass, roots and other organic material from the landfill and stockpile areas as defined on the Construction Drawings.

Stockpile cleared, grubbed, and stripped organic material at locations designated by the OWNER.

Removing any existing pipes, culverts, drainage structures or trash within construction and stockpile area.

Removing stumps and roots within the project area as directed by the ENGINEER and CQA Consultant.


Section 02220 – Site Earthwork

Section 02230 – Surface Drainage Water Structures

PART 2 PRODUCTS

NOT USED.

PART 3 EXECUTION

3.1 PREPARATION

A pre‐construction survey shall be performed by the CONTRACTOR to document site conditions prior to starting work. Note that the topography shown on the construction drawings may differ from the topography at the time of construction.

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

Verify plants to be removed and salvaged are tagged and identified.

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



Notify applicable utility companies to locate utilities, as required.

Provide for dust control.

Protect bench marks, existing structures to be preserved, and fences from excavation equipment and vehicular traffic.

Coordinate operations with landfill operations.

Provide for dewatering of the construction area as necessary, which includes but is not limited to diversion, collection, and removal of surface water, seeps, and leachate.

Prior to performing the Work, the CONTRACTOR shall mark all groundwater monitoring wells within the limits of the Work with construction stakes and high visibility flagging. Any damage caused by the CONTRACTOR shall be repaired by the CONTRACTOR at no expense to the OWNER.

3.2 PROTECTION

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

B. Protect survey benchmarks from damage or displacement.

C. Protect all structures such as groundwater wells or piping.

3.3 CLEARING AND STRIPPING

A. Clear the existing trees, stumps, brush, grass, roots, surface vegetation, and other deleterious materials prior to excavating within the construction limits prior to performing work within the construction limits as shown on the Construction Drawings.

B. Strip (as needed) roots and organic soils to a maximum depth of 6‐inches below existing ground surface to remove unsuitable materials in areas designated by the CQA Consultant, Engineer and/or Owner, and in the areas shown on the Construction Drawings.

C. Transport cleared, grubbed, and stripped material to their stockpile locations designated by the Owner. Depending on the organic content of the soil the Owner may choose to have the soil used for operations cover soils or to be weighed for disposal tracking.

D. Surface rocks and boulders encountered during clearing and stripping activities shall be grubbed from the soil, stockpiled in designated areas, and may be reused



in the construction in drainage structures, bank protection or other suitable use, as directed by the ENGINEER.

E. Demolish and remove existing pipes, culverts, and drainage structures within the construction area. Waste and debris may be hauled to and disposed of by the Contractor in the landfill at no charge. All material hauled to the landfill, except for small quantities as approved by the OWNER, must be weighed at the landfill scale prior to disposal in the landfill.

F. Remove all errant refuse in the work area that interferes with the construction. Waste and debris may be hauled to and disposed of by the Contractor in the landfill at no charge. All material hauled to the landfill, except for small quantities as approved by the Owner, must be weighed at the landfill scale prior to disposal in the landfill.

END OF SECTION


Rev 0 – January 2018 Section 02110 Page 1 of 4 STRUCTURE DEMOLITION

SECTION 02110

STRUCTURE DEMOLITION

PART 1 GENERAL


A. Demolition of structures includes but is not limited to the abandoning, deconstruction and removal of buildings, guard house, weighing scale slabs, foundations, septic tank, wells, fencing, utilities, roads, and other existing site infrastructure, both above and below-grade, and including elements to be disposed or salvaged as shown on the Construction Drawings.


A. The work of the following Sections is related to the work of this Section. Other Sections, not referenced below, may also be related to the proper performance of this work. It is the CONTRACTOR’s responsibility to perform all the work required by the Contract Documents.

B. Section 02105 – Clearing and Stripping.

C. Section 02111 – Well Abandonment.

D. Section 02112 – Solid Waste Relocation and Consolidation.

E. Section 02221 – Excavating and Stockpiling.

F. Section 02222 - Engineered and Random Fill, Utility, and Anchor Trench Backfill.

G. Section 02270 – Erosion and Sediment Control.

1.3 SUBMITTALS

A. Contractor shall submit a Health and Safety Plan (HSP) to OWNER for review and approval prior to excavating existing buried waste. The HSP shall include landfill gas monitoring, leachate management, and provisions for personal protective equipment.

B. Emergency Response Plan (ERP) –Submit to OWNER for review and approval prior to excavation of waste to be relocated. At a minimum, ERP shall contain fire prevention and control, and procedures for managing and responding to uncovered unexploded ordnance (UXO) in accordance with the UXO Monitoring Plan.

C. UXO Monitoring Plan – Submit to OWNER for review and approval prior to excavation of waste to be relocated. At a minimum, UXO Monitoring Plan shall



contain procedures for monitoring for, managing and responding to uncovered unexploded ordnance.

D. Storm Water Pollution Prevention Plan (SWPPP) - Submit to OWNER a SWPPP for construction which describes all materials and methods and best management practices (BMPs) proposed to minimize erosion damage to the working area and to prevent unwanted discharge of sediment laden waters from the project site.

38TPART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

3.1 PREPARATION

A. The CONTRACTOR shall perform a complete site reconnaissance and public and private utility location check for the identification and confirmation of all areas designated for underground work. If any underground lines or conduit are detected, the area shall be clearly marked to identify the underground line or conduit.

B. Site reconnaissance shall also include an examination of the structures with the OWNER, ENGINEER, and CQA Consultant to determine the potential for the presence of hazardous materials such as asbestos, chemicals, or other materials that may require special handling and disposal.

C. The CONTRACTOR shall incorporate special handling requirements for all hazardous materials in the site Health and Safety Plan (HSP), UXO Monitoring Plan and the Emergency Response Plan (ERP).

D. All required excavation shall be performed to prevent damage to any of the identified lines or conduit.

E. The CONTRACTOR shall incur all repair costs to make good all damage resulting from an incomplete underground line survey or for any misinterpretations of supplied information.

F. Coordinate with the OWNER to identify known subsurface structures and/or utilities at the site prior to demolition work.

G. Coordinate all demolition with the OWNER and ENGINEER prior to beginning work. Obtain full agreement between project representatives, in writing, prior to demolition of facilities, utilities, or structures.

H. Coordinate with the OWNER regarding corridors and thoroughfares to be kept clear and open.



I. Provide and maintain temporary barriers and security devices at locations designated by the OWNER, including warning signs and lights, and similar measures, for protection of the public, OWNER, CONTRACTOR’s employees and existing improvements to remain.

J. Protect existing landscaping material, trees, appurtenances, structures and any other objects which are not to be demolished.

K. Prevent movement or settlement of adjacent structures. Provide bracing or shoring as required.

L. Clarify with the OWNER the location of disposal sites and debris spoil stockpiles. Note that clarification may be made during pre-bid and pre-construction conferences.

3.2 DEMOLITION REQUIREMENTS

A. Conduct demolition to minimize interference with adjacent structures and occupancies.

B. Conduct demolition in accordance with the approved UXO Monitoring Plan, SWPPP, HSP and ERP.

C. Cease operations immediately if adjacent structures appear to be in danger or in the event that materials of unknown or dangerous nature are discovered during the demolition process. Notify the CQA Consultant, ENGINEER and OWNER of the discovered conditions. Do not resume operations until directed.

D. Conduct operations with minimum interference to public or private accesses.

E. Obtain written permission from adjacent property owners when demolition equipment will traverse, infringe upon or limit access to their property.

F. Sprinkle Work with water to minimize dust. Provide hoses and water connections for this purpose.

G. All demolition shall protect adjacent structures and works to be retained. All survey benchmarks and staking, monitoring wells, and other permanent installations shall be protected from damage during demolition.

3.3 DISPOSAL

A. Disconnect, remove, cap, and identify designated utilities within demolition areas.

B. Remove material to be re-installed, retained, or recycled (e.g., existing asphalt) in such a manner as to prevent damage. Store and protect material that is to be rescued.



C. Backfill all areas excavated as a result of demolition, with engineered fill or random fill in accordance with Section 02222.

D. Rough grade and compact areas affected by demolition to maintain site grades and contours.

E. Continuously clean-up and remove demolished materials from site. Do not allow materials to accumulate on the site.

F. Do not burn or bury materials on site. Leave site in clean condition. Demolition debris that may be disposed in the Dump shall be verified and approved by the ENGINEER for method and location prior to any disposal.

G. Properly dispose of all hazardous materials in accordance with current regulatory and approved project requirements.

H. Dispose of un-recycled materials at an approved onsite disposal stockpile or in a manner approved by the OWNER or ENGINEER.

3.4 RECYCLABLES AND SALVAGE

A. Materials designated for recycling or salvage shall be removed from site in a timely manner.

B. All recycled or salvaged materials shall be approved by the ENGINEER before removal.

3.5 WELL ABANDONMENT

A. The wells to be abandoned shall be abandoned in accordance with Section 02111 of these Specifications.

END OF SECTION


Section 02200 Rev A – June 2018 Page 1 of 21 SITE EARTHWORK

SECTION 02200

SITE EARTHWORK

PART 1 GENERAL

1.1 SUMMARY

Section includes site earthwork for:

1. Excavation

2. Earthfill

3. Prepared Foundation Layer (Floor and Side Slope)

4. Operations Layer (Floor and Side Slope)

5. Class 2 Aggregate Base

6. Anchor Trench Backfill

7. Pipe Bedding

8. Pipe Zone Backfill

9. LCRS Drainage Gravel Windows

10. Disposal of Excess/Unsuitable Excavated Materials

11. Furnishing and Placing Fill Materials Obtained from Contractor’s Sources

12. Exposing and Preparation of Existing Geomembrane and Geocomposite for tie‐in

13. Excavation and hauling of waste from liner tie‐in

Related Sections:

1. Section 02105 – Clearing and Grubbing

2. Section 02230 – Surface Water Drainage Systems

3. Section 02710 – Corrugated High Density Polyethylene (HDPE) Piping

4. Section 02750 – High Density Polyethylene (HDPE) Piping



5. Section 02771 ‐ Geotextile

6. Section 02774 – Geocomposite Drain Material

7. Section 02778 – Geomembrane

1.2 REFERENCES

American Society for Testing and Materials, latest revisions:

1. ASTM C131 ‐ 06 Test Method for Resistance to Degradation of Small‐Size Coarse Aggregate and Impact in the Los Angeles Machine.

2. ASTM C136 ‐ 06 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.

3. ASTM D421 ‐ 85(2007) Standard Practice for Dry Preparation of Soil Samples for Particle Size Analysis and Determination of Soil Constants.

4. ASTM D422 ‐ 63(2007) Standard Test Method for Particle Size Analysis of Soils.

5. ASTM D1140 ‐ 00(2006) Standard Test Methods for Amount of Material in Soils Finer than No. 200 (75 μm) Sieve.

6. ASTM D1556 ‐ 07 Standard Test Method for Density and Unit Weight of Soil in Place by the Sand Cone Method.

7. ASTM D1557 ‐ 12 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft lb/ft3 (2,700 kN m/m3)).

8. ASTM D2167 ‐ 08 Standard Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method.

9. ASTM D2216 ‐ 10 Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass.

10. ASTM D2434 ‐ 68(2006) Standard Test Method for Permeability of Granular Soils (Constant Head).

11. ASTM D2487 ‐ 11 Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System).



12. ASTM D2488 ‐ 09a Standard Practice for Description and Identification of Soils (Visual Manual Procedure).

13. ASTM D4643 ‐ 08 Standard Test Method for Determination of Water (Moisture) Content of Soil by Microwave Oven Heating ASTM D4767 ‐ 11 Standard Test Method for Consolidated Undrained Triaxial Compression Test for Cohesive Soils.

14. ASTM D4959 ‐ 07 Standard Test Method for Determination of Water (Moisture) Content of Soil By Direct Heating.

15. ASTM D5321 / D5321M ‐ 13 Standard Test Method for Determining the Shear Strength of Soil‐Geosynthetic and Geosynthetic‐Geosynthetic Interfaces by Direct Shear.

16. ASTM D6938 ‐ 10 Standard Test Method for In Place Density and Water Content of Soil and Soil Aggregate by Nuclear Methods (Shallow Depth).

1.4 QUALITY CONTROL

A. Suitability of Materials: The suitability of all materials will be verified by the Engineer. Fill material shall be material from required excavations or stockpiles. Contractor shall submit materials not previously identified as meeting the specifications, for review by the Engineer.

B. At their discretion, the Engineer may require trenching or test pit excavation in fills to verify conformance to Specifications. Such trenches or pits shall be limited to a maximum depth of 8 feet, shored or sloped per Cal OSHA guidelines, and sized that a backhoe can excavate, and shall be backfilled with the material excavated therefrom, or other fill material meeting the requirements for the zones cut into, and compacted and moisture conditioned to the required density and moisture content.

C. Engineered fill/earthfill, trench backfill placement, other soil/material placement, compaction, testing, and tolerances, shall be in accordance with Table 02200‐1 of this section.

1.5 QUALITY ASSURANCE

A. A Construction Quality Assurance (CQA) Manual has been developed in conjunction with this Project and is included with these Technical Specifications for the Contractor's reference. The Contractor shall assure that the Engineer and the CQA Engineer, or the Engineer’s designated representative, have safe access to the work for the purpose of monitoring, observation, and CQA Manual implementation at all times.



B. The CQA Officer and/or CQA Monitor will take soil samples and perform moisture, density, gradation, and other tests to ascertain that the work is being performed in compliance with these Specifications. The CQA Officer and/or CQA Monitor will conduct density and other tests on the fill, and related laboratory testing as specified and as outlined in the CQA Manual. The Contractor shall remove surface material and render assistance as necessary to enable sampling and testing.

C. The CQA Officer may direct that inspection trenches or test pits be cut into fills to ascertain whether that the Specifications have been met. Such trenches or pits will be of limited depth and size, and shall be backfilled with the material excavated there from, or other fill material meeting the requirements for the zones cut into. Backfill shall be compacted to a density at least equal to that specified for contiguous fills.

1.6 SUBMITTALS

A. The Contractor shall submit certificates of compliance for the LCRS gravel drainage layer, aggregate base material, and bedding sand to the Engineer for approval at least 14 calendar days before he intends to place these materials. The certificates of compliance testing shall be conducted by an accredited third‐party soils laboratory within the last 12 months and shall include the results of gradation, permeability, carbonate content (ASTM D4373 or other method as approved by the Engineer) and other specified tests as described in these Specifications and as specified in Table 02200‐1.

B. The contractor shall submit soil and rock materials for shear strength testing as described in Section 02778 – Geomembrane.

C. The contractor shall submit the results of the most recent testing of the proposed drainage gravel and tire chip materials within 10 days after notice to proceed.

D. The contractor shall submit a 50‐pound representative sample of the proposed drainage gravel and tire chip materials at least 14 days prior to import to the site for gradation testing by the CQA Consultant.

PART 2 PRODUCTS

2.1 GENERAL

Sources: Materials shall be obtained from identified on‐site stockpiles, on‐site borrow areas, or from Contractor‐selected and Engineer‐approved off‐site sources.



Contractor may take soil samples from the site for analyses during the pre‐bid job walk or before the bid opening date.

The Contractor may visit the project site and assess the various properties of the soil materials that are available within the identified sources.

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

Properties and testing procedures for earthwork materials specified in Part 2 ‐ Products are summarized on Table 02200‐1.

2.2 EARTHFILL

Sources: On‐site borrow areas or excavations as shown on the Construction Drawings.

Earthfill shall:

1. Consist of clean, non‐expansive sand, silt, or clay soils or clay mixtures.

2. Have a maximum particle and soil aggregation (clod) size of 3 inches.

3. Have a plasticity index less than 30.

2.3 LCRS DRAINAGE GRAVEL WINDOWS

Source: Contractor selected off‐site sources. The Contractor shall identify the potential source and provide Certificates of Compliance at least 15 working days prior to intended use. The Contractor shall provide the Engineer a 50 pound sample of the LCRS drainage gravel windows material. The Engineer shall coordinate confirmation testing. Each gravel material shall be sampled and tested at the rate of 1 test per 1,000 cy. Samples shall be subjected to grain size analysis using ASTM D422 and to visual classification using ASTM D2488. The Engineer will bear the responsibility of costs for the confirmation testing. The Contractor shall reimburse the Engineer for the confirmation tests, if such tests indicate that the proposed material does not conform to the Technical Specifications.

Drainage gravel shall consist of a clean, hard, durable, uniform product, free of limestone, organic materials, clay balls, and other deleterious material. The contractor shall provide certification that the material contains no limestone.

Gravel shall conform to the following gradation as determined by Sieve ASTM C136.



U.S. STANDARD SIEVE PERCENT PASSING BY

WEIGHT

1 inch 80 – 100

1/2 inch 0 – 20

No. 4 0 – 5

No. 200 0 – 2

Minimum hydraulic conductivity of 0.5 cm/sec.

Gravel shall conform to the following soundness and durability requirements:

TEST REQUIREMENT

Soundness (Sodium Sulfate Method) (ASTM Standard C88‐83)

Less than 12 percent loss by weight after 5 cycles

Los Angeles Abrasion (ASTM C131)

Percent shall be no greater than 30 after 500 Revolutions

2.4 TIRE CHIPS

A. Chipped or shredded tires with a maximum particle dimension of 6 inches obtained and imported from off‐site.

B. Free of organic or other deleterious material.

C. Having a hydraulic conductivity greater than or equal to 0.5 cm/sec when tested in accordance with ASTM D2434 and placed in accordance with this specification.

2.5 CLASS 2 AGGREGATE BASE

D. Source: Contractor selected off‐site sources.

E. Shall consist of crushed stone, gravel, sand, or other sound, durable, mineral materials free of organic material, processed and blended, and naturally combined.

F. Maximum particle size of 2 inch.

G. Aggregate gradation must be within the percentage passing limits for the sieve sizes shown in the following table:



U.S. SIEVE SIZE

PERCENT PASSING

1‐1/2 inch maximum ¾ inch maximum

Operating range

Contract compliance

Operating range

Contract compliance

2” 100 100 ‐ ‐

1‐1/2” 90‐100 87‐100 ‐ ‐

1” ‐ ‐ 100 100

¾” 50‐85 45‐90 90‐100 87‐100

No. 4 25‐45 20‐50 35‐60 30‐65

No. 30 10‐25 6‐29 10‐30 5‐35

No. 200 2‐9 0‐12 2‐9 0‐12

The aggregate quality characteristics must comply with the requirements shown in the following table

QUALITY CHARACTERISTICS

REQUIREMENT

Operating range Contract compliance

Resistance (R‐value, min) ‐ 78

Sand equivalent (min) 25 22

Durability index (min) ‐ 35

2.6 SUBGRADE SURFACE PREPARATION (FLOOR AND SIDE SLOPE)

A. Source: On‐site existing excavation areas and borrow area identified on the Construction Drawings or approved off‐site borrow source meeting the requirements of this section.

B. Material shall be free of roots, debris, organic material, or other deleterious materials.

C. Maximum protrusion shall be 1/2‐inch.

D. All material considered by the Engineer to be unsuitable for use in the construction of the prepared foundation layer encountered either at the base of the excavation or within the material excavated shall be removed and either mixed with suitable material or stockpiled. Note that clean sands may be encountered within the excavation area. The clean sands are not suitable for use in the prepared foundation layer and should be separated and stockpiled for use in the operations soil layer.



2.7 OPERATIONS LAYER (FLOOR AND SIDE SLOPE)

Source: On‐site stockpiles, borrow areas, or excavation materials identified on the Construction Drawings.

Consist of sands, silts, clays, and mixtures thereof.

Maximum particle and clod size of 3 inches.

Maximum particle and clod size of 1 inch for material placed in contact with geocomposite on side slope.

2.8 PIPE BEDDING

Pipe bedding shall be sand, free of clay or other organic or other deleterious material.

Sand shall meet following gradation:

U.S. SIEVE SIZE PERCENT PASSING

#4 90‐100

#200 0 – 5

2.9 PIPE ZONE BACKFILL

A. Pipe zone backfill to 12 inches above the top of the pipe shall consist of crushed rock conforming to the gradation range specified in the following table.

U.S. SIEVE SIZE PERCENT PASSING

1‐1/2” 100

No. 4 25‐70

No. 50 5‐20

No. 200 0‐5

2.10 ANCHOR TRENCH BACKFILL

B. Source: On‐site stockpiles, borrow areas, or excavation materials identified on the Construction Drawings.

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

Maximum particle and clod size of 2 inches.



Maximum particle and clod size of 1‐inch within 6 inches of geosynthetics.

PART 3 EXECUTION

3.1 SURFACE CONDITIONS

Examine the areas and conditions under which work of this section shall be performed. Correct conditions detrimental to timely and proper completion of the Work. Notify the Engineer of such conditions and proposed corrective actions before correcting unsatisfactory conditions. Do not proceed until unsatisfactory conditions are corrected and verified by the Engineer.

3.2 PROTECTION OF EXPOSED SURFACES

When the Engineer deems it necessary to suspend the work due to unsuitable weather, or any other conditions the Engineer considers unfavorable for the suitable prosecution of the work; the Contractor shall comply with the following provisions:

For excavated or filled areas, or stockpiles placed by the Contractor, the Contractor shall provide labor, materials, and equipment to maintain and protect exposed surfaces of cut and fill areas against wind and water erosion. The Contractor shall be responsible for protective method effectiveness and cost. Repairs to such areas if damage or deterioration occurs will be borne by the Contractor.

The Contractor shall provide labor, material, and equipment to protect the base liner area, as shown on the plans, from rainfall runoff accumulation. Rainfall surface runoff shall be diverted and pumped out of the base liner area to the storm water sump located at the Northwest corner of Cell 3. Runoff infiltration into the base liner area shall be minimized. Methods used for runoff diversion, pump out and infiltration control shall be submitted for approval by the Engineer.

The Contractor shall provide labor, material, and equipment to protect the exposed LCRS Drainage Gravel Windows from stormwater runoff, sediment, and rainfall. Rainfall surface runoff shall be diverted to the storm water sump pond and not allowed to enter the LCRS layer or pipes. Methods used for runoff diversion, pump out and infiltration control shall be submitted for approval by the Engineer.

3.3 EARTHWORK – GENERAL

All earthwork shall conform to the following requirements, where applicable, unless otherwise noted in these Technical Specifications:



1. The Contractor shall be solely responsible for the satisfactory completion of all earthwork in accordance with the Construction Drawings and Technical Specifications.

2. Equipment used in the excavation, transport, stockpiling, processing, placement and compaction of all materials used in earthwork construction of the composite liner system will be standard‐of‐practice grading machinery of known specifications suitable for performing the required work in a timely and efficient manner.

3. All clearing, grubbing, stripping, and site preparation for the Project shall be accomplished to the satisfaction of the Engineer prior to placement of fill material.

4. Identify required lines, levels, contours, and datums before the start of earthwork operations.

5. Earthwork shall conform to lines and grades indicated on the Construction Drawings and as specified in this section.

6. Excavated materials that conform to the Specifications may be used as fill. Excavated materials may be stockpiled for later use.

7. The ground surface prepared to receive earthfill and foundation layer soil shall be moisture conditioned and graded until it is uniform and free from uneven features that may prevent uniform compaction. The exposed subgrade to a depth of 6 inches in areas to receive earthfill shall be brought to at least 1 percent above optimum moisture content, mixed as required, and compacted to a minimum of 90 percent of the maximum dry density as determined by ASTM D 1557. The prepared surface shall be firm and unyielding. Prior to fill placement, the ground surface to receive fill shall be inspected by the Engineer.

8. Earthfill material shall be placed in thin, horizontal (parallel to the bottom floor of the landfill) lifts with a maximum uncompacted thickness not to exceed values indicated in Table 02200‐1. Each layer shall be spread evenly and thoroughly mixed to obtain a near uniform condition. In areas of excess lift thickness, regrading of the surface to the maximum lift thickness will be completed prior to proceeding with compaction in that area.

9. Fill to be placed on slopes steeper than 5 horizontal to 1 vertical shall be keyed and benched prior to fill placement. Keyways and benches must



penetrate through any compressible or loose disturbed materials into competent material.

10. The minimum in‐place relative compaction and moisture content for all fill materials is provided in Table 02200‐1.

11. Where tests by the CQA Engineer indicate that the moisture content or density of any layer of fill, or portion thereof, is below the Project requirements, the particular layer or portion thereof will be reworked until the required moisture/density has been attained. The moisture/density of the reworked fill will be verified by re‐testing by the CQA Engineer. No additional fill shall be placed over an area until the prior fill has been tested horizontally and vertically and meets the requirements of these Technical Specifications to the satisfaction of the Engineer.

12. Where work is interrupted by heavy rains, fill operations shall not be resumed until observations and field tests by the Engineer indicate the moisture content and density of the in‐place fills and/or materials intended for placement are within the limits previously specified. This requirement does not preclude the Contractor from disking or aerating excessively wet areas to enhance drying.

13. As determined by the Engineer, fill over cut slopes shall be properly keyed through top soils, colluvium, or creep material into firm material. All transitions shall be stripped of all loose soils prior to placing fill.

14. Throughout construction, all excavation and/or fill areas shall be graded to provide positive drainage to appropriate collection/transport structures and to prevent ponding of water. Surface water shall be controlled to avoid damage to adjoining properties or to finished work on the site.

15. The Contractor shall assume all responsibility for damage to the installed containment system components arising from sequencing and location of haul routes.

16. Contractor shall construct and maintain temporary drainage ditches to provide drainage during construction.

17. Contractor shall provide siltation control and management during construction.



18. Contractor shall not damage components of the landfill liner including geotextiles, geomembranes, geocomposite material, and all piping. Damage caused by the Contractor shall be repaired at the Contractor’s expense consistent with the applicable specification requirements.

3.4 SOILS EXCAVATION

General:

1. Excavate in areas and to the grades indicated on the Construction Drawings or specified herein.

2. At all times, the Contractor shall conduct operations in such manner as to prevent free‐standing water.

3. Contractor shall remove material that does not meet the specification and disposed of as specified in Article 3.5. The disposed materials shall be replaced with compacted materials meeting the applicable requirements specified in Article 2.2, 2.5, 2.6, and in Table 02200‐1.

4. Provide adequate working space within limits of the excavation for personnel safety.

5. The Contractor shall preserve the material below and beyond the lines of all excavation. Where excavation is carried out below grade, the Contractor shall backfill with earthfill to the required grade and conform to the requirements of Table 02200‐1 for placement, lift thickness, placement tolerance, subgrade and lift density, moisture content, and test methods.

6. Excavation carried out for the convenience of the Contractor shall conform to the limits approved by the Engineer and shall be at no additional expense.

7. Excavated material shall be placed at sufficient distance from the edge of excavations to prevent cave‐ins or bank slides. Side slopes of stockpiles shall not be steeper than 2:1 (horizontal/vertical). Side slopes of excavations shall be as indicated on the Construction Drawings.

8. Excavation of soils is considered to be accomplished by a Caterpillar D8 dozer equipped with a single shank for excavation. Soils not removed by such are considered to be rock excavation, which may require drilling and blasting.

Ditch Excavation:



1. General: Contractor shall cut ditches to cross sections, lines and grades where indicated. All roots, stumps, rock, and foreign matter in the sides and bottom of ditches shall be trimmed and dressed or removed to conform to the slope, grade, and shape of sections indicated. Care shall be exercised not to overexcavate ditches. Overexcavated ditches shall be backfilled to required grade with satisfactory, thoroughly compacted material. Ditches shall be maintained until final acceptance of the work. Where ditches planned in natural materials are overexcavated and do not include erosion protection such as rock slope protection or concrete lining (as shown on the Construction Drawings), the Contractor shall provide erosion protection equivalent to the undisturbed natural material.

2. Excavate ditches at locations shown on the Construction Drawings.

3. Ditches shall be excavated true to line and grade. Any erosion that occurs to ditch excavation before Engineer’s acceptance of project shall be repaired with compacted backfill. All such repairs shall be considered as maintenance costs prior to Engineer’s acceptance and shall not be considered extra work for payment purposes.

4. Tolerances: Ditch excavation shall be within 0.1‐foot of the design grades.

Trenching:

1. Excavate to the dimensions shown on the Construction Drawings.

2. Where it becomes necessary to excavate beyond the limits of normal excavation lines to remove boulders or other interfering objects, backfill the voids remaining after removal of the objects in the presence of the Engineer and compact in accordance with the Specifications in this section.

3. Remove boulders and other interfering objects, and backfill voids left by such removals, at no additional cost.

4. Round the inside edge of anchor trenches to receive geosynthetics.

3.5 ROCK EXCAVATION – DRILLING AND BLASTING

jlllegado

Text Box

A.



3.6 DISPOSAL OF EXCAVATED MATERIALS

Materials excavated from the site may be used by the Contractor as fill for construction of various features including site grading, or stockpiled at locations shown on the plans if it meets material specifications.

If required by the Contractor’s schedule or work activities, the material may be placed temporarily in stockpiles at locations approved by the Engineer. Material in stockpiles shall be protected from contamination of any kind that would render it unsuitable for use in fills.

Where used as the base and side slope operations soil, such material may be stockpiled in a location designated by the Engineer for subsequent placements of the base and side slope operations soil layer. The Contractor shall take precautions to prevent contamination of stockpile material which could change its properties.

The Contractor shall ensure that turbid water from the stockpile areas does not enter nearby waterways during construction, until the project is accepted. Provide siltation control and management measures in accordance with the approved storm water pollution prevention plan (SWPPP).

Deposit excavated soil not incorporated into the work in the areas shown on Drawing C101 of the Construction Drawings designated as “Proposed stockpile area” or as directed by the Engineer.

Wheel roll the top surface of all stockpiles, or otherwise provide with a smooth surface to promote run‐off and minimize ponding. Track walk side slopes of all stockpiles.

3.7 SUBGRADE SURFACE PREPARATION FOR FLOOR AND SIDE SLOPE AREAS

Comply with pertinent provisions of related sections and referenced Specifications.

Submit the method of preparing the foundation layer material within 5 working days after approval of contract. Identify any elevation changes that may result from the proposed approach.

Excess excavated materials, oversized materials, or materials unsuitable for use as fill shall be disposed of at a location shown on the plans.



Concrete rubble, garbage, refuse, debris, and any waste material shall be disposed at the site as directed by the Engineer.

The entire Base Area and Side Slope Area shall be processed to meet required particle size specifications, moisture conditioned, if necessary, and compacted in lifts not exceeding 8 inches thick loose measurement. Contractor shall be prepared to process excavated material by screening, pulverizing, hand‐picking during material placement and compaction, and/or by any other method capable of producing a material meeting specified clod size requirements.

Contractor shall prepare the top surface of the foundation layer for geosynthetics using the following techniques or a method approved by the Engineer.

1. Remove rocks, aggregates, debris, cracks, or other structural irregularities that protrude ½‐inch or more above the prepared surface. Contractor shall fill ruts and depressions in excess of ¾‐inch depth with compacted soil.

2. Moisture condition and smooth drum roll surfaces using a steel drum roller not weighing less than 200 pounds per linear inch of drum width.

Prepared surfaces will be inspected by the Engineer prior to placement of overlying geosynthetics.

Contractor shall place geosynthetics after acceptance and approval by the Engineer or CQA Engineer.

3.8 EXPOSE AND PREPARE EXISTING GEOMEMBRANE AND GEOCOMPOSITE

Earth materials shall be removed to expose existing geomembrane and geocomposite on the existing adjacent landfill cells 1 and 2 for tie‐in as shown on the Construction Drawings.

During excavation exposure, the Contractor shall not damage the existing geosynthetics as applicable. In the event the Contractor damages existing geosynthetics, then the Contractor shall repair these items at no cost to the OWNER in accordance with the applicable sections of these Specifications.

Each existing layer shall be prepared in accordance with the appropriate section of the Technical Specifications and as shown on the Construction Drawings.



3.9 REFUSE EXCAVATION AND DISPOSAL

The Contractor may encounter refuse (municipal solid waste) while excavating the existing landfill liner tie‐ins.

The Contractor shall segregate the refuse from the clean soil and haul to the working face of the landfill. There will be no charge for the refuse disposal.

3.10 ACCESS ROAD PAVEMENT SUBGRADE AND PREPARATION OF EARTHFILL SUBGRADE

All access roads to receive aggregate base shall be scarified up to a depth of 6 inches, moisture conditioned, and recompacted as specified in Table 02200‐1.

Subgrade for areas to receive Earthfill shall be scarified up to a depth of 6 inches, moisture conditioned, and recompacted as specified in Table 02200‐1.

3.11 BACKFILLING TRENCHES

General Requirements:

1. Backfill trenches to the ground surface with materials shown on the Construction Drawings.

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

3. If any of the Work be so enclosed or covered up before it has been approved by Engineer, uncover all such work for inspection by Engineer. Subject to acceptance and approval by Engineer, refill and compact as specified at no additional cost to the OWNER.

Pipe Bedding and Pipe Zone Backfill

1. Contractor shall not damage pipe and pipe coatings during bedding and backfilling operations.

2. Excavate trenches to lines and grades shown on the Construction Drawings. Hand trim excavation for accurate placement of pipe to design elevations.

3. Place bedding material at trench bottom, level fill materials in one continuous layer not exceeding compacted depth shown on Construction Drawings.



4. Place initial pipe zone backfill into trench and tamp material under pipe haunches to compact.

5. Place pipe zone backfill material to completely surround pipe without voids.

6. Place backfill material in accordance with the Construction Drawings and Table 02200‐1.

Backfill for Anchor Trenches

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

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

3. Place and compact each lift by wheel rolling with rubber tired equipment or using approved compaction equipment to achieve relative compaction as indicated in Table 02200‐1.

6. Take care not to damage geosynthetics in anchor trenches during backfilling process.

3.12 LCRS DRAINAGE GRAVEL WINDOWS


1. Gravel shall not be placed for the LCRS until the installation and testing of the appropriate sections of the composite liner are completed and accepted by the Engineer.

2. The Contractor shall submit to the Engineer a plan that indicates the proposed sequence of work and the type of equipment to be used in the gravel placement operations. Equipment used to transport or place the drainage gravel shall not damage the underlying geosynthetic materials or result in the breakdown of the gravel.

3. Place materials to the limits, slopes, and thicknesses shown on the Construction Drawings.

4. Place in the cooler part of the day when underlying geosynthetics contain minimal wrinkles.



5. If any portion of the drainage materials does not meet the specified requirements, the Contractor shall remove such material and replace with gravel material meeting the specifications at no additional cost to the OWNER.

6. Maintain gravel to meet the requirements of this specification until final completion and acceptance of the work. This shall include all measures to prevent erosion. During seasonal or other extended shutdowns, the CONTRACTOR shall protect all exposed surfaces. In addition, protect the gravel from any contamination that may reduce permeability. Any contaminated materials shall be removed and replaced at no cost to the OWNER.

7. Any damage to the geotextile/geocomposite/geomembrane caused, in the opinion of the Engineer, by placement of the gravel, shall be repaired at the Contractor's expense before proceeding with further placement. The Contractor shall maintain the integrity of the gravel until it has been covered by the overlying rain cap and has been accepted by the Engineer.

Placing Requirements:

1. CONTRACTOR shall submit method of placement including proposed equipment with ground pressure not to exceed 6 psi to be used for approval by the Engineer prior within 5 working days after approval of contract.

2. Placement of LCRS drainage gravel shall not begin until the testing of appropriate sections of the composite liner are completed and accepted by the engineer.

3. Place gravel bedding under pipe haunches and agitate into place.

Field Quality Control

1. Do not use pointed stakes as grade control devices. Only use devices that will not puncture underlying geosynthetics.

2. Place gravel within a vertical tolerance of +/‐ 0.2 feet and place tire chips within a vertical tolerance of ‐0.2 feet and +0.5 feet.

3. At the completion of construction, the CONTRACTOR shall provide an as‐built survey drawing in digital form to the OWNER that includes the survey point data demonstrating compliance with the Construction Drawings and Specifications.



4. After drainage gravel has been placed, the CONTRACTOR shall protect the drainage materials and geosynthetics (geotextile, geomembrane and geocomposite) to prevent inundation from dirt and to prevent damage from other construction activities until the Work is complete and accepted by the ENGINEER.

Field Quality Assurance

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

2. The CQA Consultant will perform gradation tests of gravel materials before placement in accordance with ASTM C136.

3. The CQA Consultant will perform permeability tests of materials before placement operations in accordance with ASTM D2434.

4. Assist the CQA Consultant as necessary in collecting material samples and conducting tests.

3.13 OPERATIONS LAYER PLACEMENT (FLOOR AND SIDE SLOPE)


1. Operations layer materials shall be placed to the limits, grades, and thicknesses shown on the Construction Drawings.

2. If any portion of the materials placed as operations soil layer does not meet the specified requirements, the Contractor shall remove such material and replace it with materials meeting the Specifications at no additional cost to the OWNER.

3. The constructed operations layer shall be maintained to meet the requirements of this specification until final completion and acceptance of the work. This shall include all measures to prevent erosion. During seasonal or other extended shutdowns, all exposed surfaces shall be protected with special treatments specified in Article 3.2 above.

4. Contractor shall repair any geosynthetic materials and other components damaged during operations soil layer placement at no cost to the OWNER.



5. The Contractor shall take appropriate measures to prevent contamination of the select side slope operations soil layer during placement.

Contractor shall be prepared to use reasonable means, up to and including screening, to process on‐site material, including clods, to meet specified particle size requirements.

Placing Requirements:

Contractor shall submit method of placement including proposed sequence of work, estimated schedule, proposed equipment and equipment ground pressure (not to exceed 6 psi) to be used for approval by the Engineer within 5 working days after approval of contract.

Conform to the requirements of Table 02200‐1 for placement lift thickness, and placement tolerance.

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

Adjacent to slopes, maintain a distance of at least 2 feet minimum between operating equipment and the exposed geosynthetic material.

Placement of operations soil on side slope areas shall proceed upward, from the toe, to the top of the operations soil limit.

Method of dumping and spreading materials shall ensure uniform distribution of the material.

Loose thickness of each lift of materials shall be as specified in Table 02200‐1. Do not operate placement equipment over the geosynthetic materials with less than 24 inches of soil in place.

Do not disk, rip, or otherwise mix the soil within 12 inches of geosynthetic materials.

The final surface of the side slope operations soil layer material shall be track‐walked with a low ground pressure dozer as approved by the Engineer.

Method of dumping and spreading materials shall ensure uniform distribution of the material and shall not cause folds in the underlying geosynthetic materials. Folds or wrinkles shall be unfolded/removed



prior to placement of gravel. If necessary, to reduce wrinkles or folds, the Contractor shall limit placement activities to cooler periods such as early morning and/or late evening. The gravel shall be placed in a manner and with appropriate equipment such that damage does not occur to the underlying geosynthetics. The Contractor shall sequence the gravel placement so that spreading equipment does not operate on less than 12 inches of operations layer overlying the geotextile/geomembrane. The method of placement shall be such that it will not cause segregation of particle sizes. The Contractor is responsible for repairing any geosynthetic or pipe materials damaged during gravel placement at no cost to the OWNER.

TABLE 02200‐1

FILL PLACEMENT, COMPACTION, AND TOLERANCES

FILL TYPE LOOSE LIFT THICKNESS

(IN.) 1

MOISTURE CONTENT

MINIMUM LIFT

DENSITY

METHOD OF TEST

THICKNESS TOLERANCE

(FT)

Prepared Foundation Layer (Liner Base)

8 0 to 4% wet of optimum

90% ASTM D1557

+ 0.1 ‐ 0.0

Prepared Foundation layer (Liner Side Slope)

8 0 to 4% wet of optimum

90% ASTM D1557

+ 0.1 ‐ 0.0

Base Operations Soil Layer 24 Minimum ‐‐ ‐‐‐2 ‐‐‐ +0.2 ‐ 0.0

Side Slope Operations Soil Layer

24 Minimum ‐‐ ‐‐‐2 ‐‐‐ +0.2 ‐ 0.0

Earthfill 83 ‐1 to +3% of optimum

90%(2) ASTM D1557

+0.2 ‐ 0.0

Class 2 Aggregate Base 3 ‐1 to +3% of optimum

95%4 ASTM D1557

+0.1 ‐ 0.0

Pipe Bedding 6 ‐1 to +3% of optimum

90% ASTM D1557

+0.3 ‐ 0.0

Trench and Pipe Zone Backfill

8 ‐1 to +3% of optimum

90%(2) ASTM D1557

+0.3 ‐ 0.0

Notes:

1. Maximum loose lift thickness unless otherwise noted.

2. The final surface of the side slope operations soil layer material shall be track‐walked with a minimum of one pass of a LGP dozer CAT D6 or equivalent smaller lower ground pressure dozer or other equipment, as approved by the Engineer.

3. Anchor trench backfill shall be placed in 12‐inch thick lifts, loose measurement.

4. Unless otherwise stated on the Construction Drawings.

5. Notify and allow the CQA Engineer to perform the tests. Survey all test locations.

END OF SECTION


Rev 0 – January 2018 Section 02221 Page 1 of 5 EXCAVATING AND STOCKPILING

SECTION 02221

EXCAVATING AND STOCKPILING

PART 1 GENERAL


A. Excavating clean soil and rock to construct final subgrade for the capping system, access roads, and stormwater sedimentation basins.

B. Collecting and hauling soil and rock from on-site and off-site sources for engineered fill, protective soil cover, and anchor trench backfill; and stockpiling surplus soils.

C. Excavating soil and rock to construct leachate management elements, including pipe trenches, appurtenances, pump station, and manholes; as well as stormwater conveyance systems, including storm drain and appurtenances, ditches, and diversion berms.

D. Excavating soil and rock to construct relocated western channel, including, but not limited to, dewatering, excavating of material encountered, pumping, draining and handling of water encountered in the excavations, handling, storage, transportation, and disposal of all excavated and unsuitable material, backfilling around channel structures, compacting, preparation of subgrades, final grading, and any other similar, incidental, or appurtenant earthwork operations which may be necessary to properly complete the work.


A. Section 02112 – Solid Waste Relocation and Consolidation.

B. Section 02222 – Engineered and Random Fill, Utility and Anchor Trench Backfill.

C. Section 02223 – Foundation Layer and Protective Cover.

D. Section 02240 – Channel Construction-Grading Complete.

E. Section 02320 – Channel Structures.

F. Section 02330 – Channel Stabilization Blanket and Geotextiles.

G. Section 02773 – Drainage Geocomposite.

H. Section 02778 – Geomembrane.



I. Section 02780 – Geocell.

J. Section 03461 – Precast Concrete Manholes.

1.3 SUBMITTALS


B. Emergency Response Plan (ERP) –Submit to OWNER for review and approval prior to excavation of waste to be relocated. At a minimum, ERP shall contain fire prevention and control, and procedures for managing and responding to uncovered unexploded ordnance (UXO) in accordance with the UXO Monitoring Plan.

C. UXO Monitoring Plan –Submit to OWNER for review and approval prior to excavation of waste to be relocated. At a minimum, UXO Monitoring Plan shall contain procedures for monitoring for, managing and responding to uncovered unexploded ordnance.

D. Storm Water Pollution Prevention Plan (SWPPP) - Contractor shall submit a SWPPP for construction which describes all materials and methods and best management practices (BMPs) proposed to minimize erosion damage to the working area and to prevent unwanted discharge of sediment laden waters from the project site.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

3.1 PREPARATION

A. Contractor shall review existing geologic and geotechnical data to become familiar to his satisfaction with the subsurface site conditions where excavation is to occur. In some areas, bedrock is exposed at the surface. Rock near the surface has been estimated to be rippable, but increases in strength and competency with depth. Contractor shall include all provisions for excavation in his work plan and schedule to account for excavation of both soil and rock, including the potential need for ripping, hammering, and blasting to complete the Work.



B. Set required lines, levels, and datum by construction staking.

C. Locate, identify, and protect existing structures.

D. Notify applicable utility companies to locate utilities, as required.

E. Install all sediment and erosion control BMPs as necessary prior to start-up of excavation and stockpiling as described in the SWPPP and ECP.

F. Provide for dust control.

G. Protect benchmarks, existing structures to be preserved, and fences from excavation equipment and vehicular traffic.

H. Provide for surface water removal and dewatering as necessary for excavation activities. Water removed from areas near the landfill waste boundary shall be assumed to be leachate unless otherwise tested and found to be clean. Leachate shall be disposed of in the temporary leachate storage pond.

I. A pre-construction survey shall be performed by the CONTRACTOR to document site conditions prior to starting work. Note that the topography shown on the Construction Drawings may differ from the topography at the time of construction.

3.2 EXCAVATION

A. Excavate soil and rock as required to the lines, grades, and elevations to construct the capping system, roads, leachate management systems, surface water drainage systems, and relocated western channel as shown on the Construction Drawings.

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

C. Excavate relocated western channel area to lines, grades, and dimensions shown and as necessary to accomplish the work as shown on the Construction Drawings. Excavate to within tolerance of plus or minus 0.1 foot, except where dimensions or grades are shown or specified as a maximum or minimum. Allow for forms, working space, granular base, topsoil, and similar items, wherever applicable.

D. Excavation for channel structures shall consist of removal of all materials necessary for the construction of the in-channel structures. The bottom of the structural excavations shall be true to the lines and grades shown on the Construction Drawings. Faces of excavations shall not be undercut for extended



footings. Except as provided herein for excavation of unsuitable material or rock, where the excavation is carried below the grade elevation shown on the Construction Drawings, the CONTRACTOR shall backfill the void to the proper grade with suitable material at his own expense.

E. Remove lumped subsoil, boulders, and rock larger than 2-inches in largest dimension from completed subgrade surfaces that are to receive geosynthetics. Removed boulders and rocks may be stockpiled and reused for the construction of the relocated western channel if they meet the requirements of Section 02320 of the Specifications.

F. Remove any unsuitable soils as directed by the CQA Consultant and backfill excavated area with engineered fill or random soil in accordance with Section 02222 of the Specifications and as approved by the CQA Consultant and ENGINEER.

G. Notify OWNER of unexpected subsurface conditions and discontinue work in affected area until approval received from OWNER to resume work.

H. Correct areas over excavated into native ground by placing engineered fill or random fill per Section 02222 and as approved by the CQA Consultant and ENGINEER.

I. Haul unsuitable material, remaining material, surplus soils, to segregated stockpiles as designated by CQA Consultant.

J. All excavation activities (including trenching) shall be performed in compliance with the approved HSP and OSHA standards.

3.3 SOIL STOCKPILING

A. Coordinate soil stockpiling with subcontractors and other activities at the site.

B. Stockpiles shall not be located in wetlands, cultural perseveration areas, or other areas specifically designated by the OWNER and as shown on the Construction Drawings.

C. Locations of stockpiles shall be coordinated with and approved by the OWNER.

D. Place soil in stockpiles at a maximum slope of 3H:1V, and minimum slope of 5 percent.

E. Provide uniform final graded surface for any surplus soil stockpiles.



3.4 CONSTRUCTION QUALITY ASSURANCE

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

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

END OF SECTION


Rev 0 – January 2018 Section 02222 Page 1 of 6 ENGINEERED AND RANDOM FILL, UTILITY AND ANCHOR TRENCH BACKFILL

SECTION 02222

ENGINEERED AND RANDOM FILL, UTILITY AND ANCHOR TRENCH BACKFILL

16TPART 1 GENERAL


A. Requirements for the placement of the engineered fill placement for construction of the fills, diversion berms, western channel relocation and associated channel structures, and as necessary for other structures.

B. Requirements for the placement of the backfill within utility trenches.

C. Requirements for the placement of the backfill within anchor trenches.


A. Section 02105 – Clearing and Stripping.

B. Section 02110 – Structure Demolition.

C. Section 02111 – Well Abandonment.

D. Section 02112 – Waste Relocation and Consolidation.

E. Section 02221 – Excavating and Stockpiling.

F. Section 02223 – Foundation Layer and Protective Cover.

G. Section 02240 – Channel Construction-Grading Complete.

H. Section 02320 – Channel Structures.

1.3 REFERENCES

A. ASTM D698-12 — Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort.

B. ASTM D 1556-07 — Standard Test Method for determining soil density, Sand Cone Method.

C. ASTM D 2216-10 — Standard Test Method for determining water content of soil aggregate mixtures.



D. ASTM D 2487-11 — Classification of soils for engineering purposes (Unified Soil Classification System).

E. ASTM D6938-10 — Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth).

1.4 SUBMITTALS


B. Emergency Response Plan (ERP) – Submit to OWNER for review and approval prior to excavation of waste to be relocated. At a minimum, ERP shall contain fire prevention and control, and procedures for managing and responding to uncovered unexploded ordnance (UXO) in accordance with the UXO Monitoring Plan.

C. UXO Monitoring Plan – Submit to OWNER for review and approval prior to excavation of waste to be relocated. At a minimum, UXO Monitoring Plan shall contain procedures for monitoring for, managing and responding to uncovered unexploded ordnance.

D. Storm Water Pollution Prevention Plan (SWPPP) - Contractor shall submit a SWPPP for construction which describes all materials and methods and best management practices (BMPs) proposed to minimize erosion damage to the working area and to prevent unwanted discharge of sediment laden waters from the project site.

16TPART 2 PRODUCTS

2.1 ENGINEERED AND RANDOM FILL

A. Soil obtained from on-site excavations, import, or approved stockpiles.

B. Free of organic material.

C. Maximum particle dimension: 6 inches.

D. Free of excessive moisture.

2.2 UTILITY TRENCH BACKFILL












16TPART 3 EXECUTION

3.1 ENGINEERED FILL PREPARATION

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

B. Notify utility companies to locate utilities, if applicable.

C. Provide for dust control as necessary.

D. Protect bench marks, existing structures, and fences from excavation equipment and traffic.

E. Provide for dewatering as necessary. Water removed from areas near the landfill waste boundary shall be assumed to contain leachate unless otherwise tested and shown to be clean. Leachate shall be disposed of in the temporary leachate storage pond.

F. Note that topography shown on drawings may differ from topography at time of construction. A pre-construction survey shall be performed by the CONTRACTOR to document site conditions prior to starting work.

G. Perform clearing and stripping in accordance with the Specifications.

H. Install all sediment and erosion control BMPs as necessary prior to start-up of excavation and stockpiling as described in the SWPPP and ECP.

I. Construct keyway and key in all engineered fills in accordance to the Construction Drawings.



J. Scarify or otherwise roughen subgrade soils prior to engineered fill placement and between lifts to provide proper bonding of the compacted fill material.

K. Begin engineered fill only when underlying subgrade has been accepted by the CQA Consultant in writing.

L. Prior to placement of engineered fill, verify that no soft areas are present in the fill area.

M. Prior to performing the Work, the CONTRACTOR shall mark all landfill gas and monitoring wells, etc. within the limits of the Work with construction stakes and high visibility flagging. Any damage caused by the CONTRACTOR shall be repaired by the CONTRACTOR at no expense to the OWNER.

3.2 ENGINEERED AND RANDOM FILL PLACEMENT

A. Transport, process, place, and compact engineered and random fill to the lines and grades shown on the Construction Drawings.

B. Remove all unsuitable material and rocks in excess of 6 inches and relocate oversize materials as directed by the CQA Consultant.

C. Place in loose lift thicknesses not exceeding 12 inches.

D. Moisture condition soil and compact each lift of engineered fill to a minimum of 95 percent relative compaction and random fill to a minimum of 85 percent relative compaction as determined by ASTM D698.

E. Key-in (bond) all fills into the existing ground (soil, waste, etc.) to prevent development of a preferential slip-plane as approved by the CQA Consultant and ENGINEER.

3.3 UTILITY TRENCH BACKFILL

A. Transport, process, place, and compact utility trench backfill to the lines and grades shown on the Construction Drawings.


C. Place in loose lift thickness not exceeding 12 inches.

D. Moisture condition soil and compact each lift to a minimum of 90 percent relative compaction as determined by ASTM D698.




A. Transport, process, place, and compact anchor trench backfill to the lines and grades shown on the Construction Drawings.


C. Place in loose lift thickness not exceeding 12 inches.

D. Moisture condition soil and compact each lift to a minimum of 90 percent relative compaction as determined by ASTM D698.

3.5 FIELD QUALITY CONTROL

A. Set lines and grades at all major grade breaks, trench lines, channels, and other key locations, and at a maximum spacing of 100 feet on-center.

B. Maintain all grade stakes and reset as necessary until completion of the grading.

C. Fill within a horizontal and vertical tolerance of +/- 0.1 feet on all slopes flatter than 10% and within a vertical tolerance of +/- 0.2 feet on all slopes 10% or steeper unless otherwise approved by the ENGINEER .

D. At the completion of construction, the CONTRACTOR shall provide an as-built survey drawing in digital form to the CQA Consultant that includes the survey point data UandU the contoured topography of the finished surface.

3.6 FIELD QUALITY ASSURANCE

A. The CQA REPRESENTATIVE will determine optimum moisture content and maximum density for all engineered fills in accordance with ASTM D698.

B. In-place density and moisture content will be determined by one or more of the following methods: ASTM D6938 and ASTM D1556.

C. The CQA Consultant may perform sampling and grain size analysis of stockpiled materials.

D. Cooperate fully with the CQA Consultant in performance of sampling and testing.

E. The CQA Consultant will observe placement of the fill material to ensure that all work is performed in accordance with the Construction Drawings and Specifications.



END OF SECTION


Section 02225 Rev A – June 2018 Page 1 of 4 LOW PERMEABILITY SOIL LINER

SECTION 02225

LOW PERMEABILITY SOIL LINER

PART 1 GENERAL

1.1 SCOPE

A. Work shall consist primarily of moisture conditioning, placing, compacting, grading and protecting select low permeability soil materials for the Cell 3 liner system, as shown on the Construction Drawings.


A. Section 02200 – Site Earhwork

B. Section 02778 – Geomembrane

C. Section 02774 – Geocomposite Drain Material

1.3 REFERENCES

A. Drawings

B. Latest version of American Society for Testing and Materials (ASTM) standards:

1. ASTM D422 ‐ Standard Method for Particle Size Analysis of Soils

2. ASTM D698 ‐ Standard Test Method for Laboratory Compaction

3. ASTM D1140 ‐ Test Method for Amount of Soils Finer Than the No. 200 Sieve

4. ASTM D1556 ‐ Standard Method for Density and Unit Weight of Soil in Place by the Sand‐Cone Method

5. ASTM D2216 ‐ Standard Method for Laboratory Determination of Water (Moisture) Content of Soil, Rock and Soil‐Aggregate Mixtures

6. ASTM D2434 ‐ Standard Test Method for Permeability of Granular Soils (Constant Head)

7. ASTM D2487 ‐ Standard Test Method for Classification of Soils for Engineering Purposes



8. ASTM D2922 ‐ Standard Test Method for Density of Soil and Soil‐Aggregate In‐Place by Nuclear Density Methods

9. ASTM D3017 ‐ Standard Test Method for Water Content of Soil and Rock In‐Place by Nuclear Methods

10. ASTM D5084 ‐ Standard Test Methods for Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter

1.4 SUBMITTALS

A. Contractor shall submit for approval information and test results for proposed soil material as described in Part 2 herein.

B. Contractor shall submit for approval a work plan for the test and method of mixing and constructing the low permeability soil liner.

PART 2 PRODUCTS

2.1 LOW PERMEABILITY SOIL MATERIAL

A. Low permeability soil material shall be classified according to the Unified Soil Classification System as MH, SC, CL or CH.

B. Not less than 30 percent of soil material shall pass sieve number 200 when tested according to ASTM D1140 or D422. Material shall be free of all gravel or clods larger than ½ inch in maximum dimension.

C. Prior to construction of soil liner, soil evaluation tests shall be performed to confirm the adequacy of soil materials from each on‐site or off‐site source area. All tests shall be performed in a qualified geotechnical laboratory approved by the Engineer. The Earthwork Contractor shall submit the results of source evaluation tests to the Engineer. The frequency of source evaluation tests shall be 1‐test for every 2,000 cubic yards of low permeability soil material. Previous testing and evaluation of the soil source may be accepted, at the discretion of the Engineer. Results shall be submitted for the following tests:

1. Moisture content (ASTM D2216)

2. Particle size (ASTM D1140, D422)

3. Atterberg limits (ASTM D4318)

4. Laboratory compaction (ASTM D698)



5. Laboratory Hydraulic Conductivity at a specified compaction (ASTM D5084)

D. Laboratory hydraulic conductivity of a proposed soil material shall be tested according to ASTM D5084 at a compaction of 95% and more than 3% above optimum moisture content according to ASTM D698. The laboratory hydraulic conductivity shall be not greater than 1.0 x 10‐6 cm/sec, subject to an effective confining pressure of 10 psi.

E. If identification of additional soil material sources becomes necessary during construction, the same material qualification and testing procedures shall be applied to each new source.

PART 3 EXECUTION

3.1 GENERAL

A. Contractor’s equipment shall be inspected daily for OSHA requirements and the equipment shall not leak any oil.

B. If soil to be used as keyway material is stockpiled prior to placement and compaction, stockpiles shall be maintained separate from other materials such that soil keyway material is not mixed with other materials.

3.2 PLACEMENT AND COMPACTION

A. Compacted soil shall conform to contours and elevations of the design grades. There shall be no significant lamination between lifts. Contractor’s construction methods shall not disturb or damage other work.

B. Soil material shall be placed in approximately 8 inches loose lifts and 6 inches compacted lifts. Each lift shall be tested and accepted by the QAC prior to placement of a subsequent lift. Total thickness of the completed low permeability soil shall be not less than 36 inches.

C. Contractor shall coordinate construction of low permeability keyway with Soil QAC testing. Contractor is advised that some testing may require tested areas to be left undisturbed for a period of 48 hours or more after testing begins. Soil shall be conditioned (i.e. mixing, moisture conditioned, curing,) prior to placement.

D. Each lift of low permeability soil shall be compacted to a minimum density of 95 percent of maximum dry density at moisture content greater than 3 percent above optimum moisture content in accordance with ASTM D698, or to such



alternate density and moisture as may be determined by the Soil QAC to achieve the required hydraulic conductivity.

E. The average hydraulic conductivity of in‐place low permeability soil shall be not greater than 1x10‐6 cm/sec, and no single sample shall be greater than 2x10‐6 cm/sec as determined by ASTM D5084 testing.

F. Areas of compacted soil having moisture content or density outside the acceptable range as specified herein shall be conditioned and recompacted, or removed and replaced, until acceptable test results are achieved as determined.

G. Finished surface of soil shall be plus 0.5 feet and minus zero feet from design grades shown on the plans. Surface shall be free of all rocks or clods larger than ½ inch in maximum dimension.

H. Water trucks are permitted on the compacted soil for maintaining the work. However, damage or surface irregularities resulting therefrom shall be repaired.

I. The Soil CQA shall observe and record the following during construction of low permeability soil keyway:

1. Moisture content and consistency of the soil during processing, placement and compaction

2. Type and level of compactive effort (roller/compactor type, roller weight, number of passes)

3. Action of compaction equipment on the soil surface (sheepsfoot penetration, pumping, cracking, etc.)

4. Maximum clod size

5. Loose and compacted lift thickness

6. Method of bonding lifts together

7. Areas where damage due to excess moisture or insufficient moisture may occur.

END OF SECTION


Section 02230 Rev A – June 2018 Page 1 of 4 SURFACE WATER DRAINAGE SYSTEMS

SECTION 02230

SURFACE WATER DRAINAGE SYSTEMS

PART 1 GENERAL


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


A. Section 02110 – Clearing and Grubbing

B. Section 02200 – Site Earthwork

C. Section 02710 – Corrugated High Density Polyethylene Pipe

D. Section 03300 – Cast‐In‐Place Concrete

E. Section 03461 – Precast Manholes and Box Culverts

1.3 REFERENCES

A. Division VII and Division VIII, Section 72 of Caltrans Standard Specifications, 2015 Edition.

B. American Association of State Highway and Transportation Officials (AASHTO) Standard Specifications for Transportation Materials and Methods of Sampling and Testing, 32nd Edition.

PART 2 PRODUCTS

2.1 CULVERT

A. As specified in Section 2710 and as shown on Construction Drawings.

2.2 TRENCH BACKFILL

A. Bedding and Trench backfill materials shall conform to the requirements of trench backfill in accordance with Section 02200.

2.3 DRAINAGE STRUCTURES



A. Drainage structures shall be constructed to the size shown on the Construction Drawings.

2.4 CONCRETE

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

2.5 REINFORCEMENT FOR CONCRETE

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

2.6 RIP RAP AND CRUSHED ROCK BEDDING

A. Rip rap and crushed stone bedding shall be supplied in accordance with Section 02270 of these Specifications.

B. CONTRACTOR may use existing oversize material obtained from the site excavations as approved by the ENGINEER/OWNER.

2.7 GEOTEXTILE SEPARATOR

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

2.8 EROSION CONTROL MAT

A. Erosion control shall be supplied in accordance with Section 02270 of these Specifications.

2.9 TRASH RACK

A. Trash rack shall be Contech StormRax, or approved equal, sized to fit the drop inlet pipe or headwall inlet, per manufactures recommendations.

PART 3 EXECUTION

3.1 PREPARATION

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

B. Provide for dust control.



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

D. Perform clearing and stripping in accordance with Section 02105.

3.2 INSTALLATION OF DRAINAGE STRUCTURES

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

B. Place bedding materials for culverts.

C. Install the culverts, drop inlets, headwall structures, outlets, anchors, and all associated appurtenances by fastening all parts together as shown on the Construction Drawings and in accordance with Sections 02710 and 02270, and as recommended by the suppliers.

D. Anchor the structurs as shown on the Construction Drawings or in accordance with AASHTO standards.

E. Backfill the culverts and drop inlets according with Section 02200 and as shown on the Construction Drawings.

F. Concrete or shotcrete shall be placed as shown on the Construction Drawings.

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

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

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

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

G. CONTACTOR shall install all erosion control mat in accordance with the Construction Drawings, Section 02270, and the MANUFACTURER’s guidelines.

H. CONTRACTOR shall install rip rap erosion control in accordance with the Construction Drawings and Section 02270.

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



2. Place rock slope protection in uniform graded mass. Distribute rock slope protection to produce uniform graded mass.

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

4. Provide uniform transition from channel into rock slope protection.

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

6. Install and secure trash rack per manufacturer’s recommendations.


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

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

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

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

3.4 CONSTRUCTION QUALITY ASSURANCE

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

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

END OF SECTION


Section 02270 Rev A1 – June 2018 Page 1 of 8 EROSION AND SEDIMENT CONTROL

SECTION 02270

EROSION AND SEDIMENT CONTROL

PART 1 GENERAL


A. Supply and installation of the following for temporary and permanent erosion protection of all work.

1. Silt Fence.

2. Straw Bale Barrier.

3. Straw Wattle.

4. Rip Rap.

5. Erosion Control Mat.

6. Erosion Control Blanket

B. Areas to receive erosion and sediment controls are as shown on the Project Drawings or as determined in the field by the ENGINEER.

C. Areas requiring erosion and sediment control will include the soil stockpile(s).


A. Section 02221 – Excavating.

B. Section 02222 – Anchor Trench Backfill.

C. Section 02230 – Surface Water Drainage Systems.

1.3 REQUIREMENTS

A. Meet regulatory requirements for construction of this project. Implement erosion control practices and procedures. If the erosion control measures are inadequately maintained, or are found to be inadequate in the field, install additional measures to prevent sediment laden runoff from leaving the site.

1.4 SEQUENCING AND SCHEDULING

A. All erosion control features must be approved by the ENGINEER before beginning site earthwork.



B. Divert runoff from cleared or disturbed areas through temporary sediment traps, straw bale barriers, or silt fences. Place erosion control facilities prior to any earthwork, clearing, and grubbing. It is preferable for construction to progress in an upstream direction starting with downstream erosion control facilities as the first elements of construction.

C. Stabilize disturbed ground at the end of each work day. Perform surface roughening immediately upon reaching final grade of non‐lined areas by uniformly track‐walking up and down the slope with a dozer or sheepsfoot roller, leaving a pattern of cleat imprints that parallel the slope contours. Implement permanent soil stabilization and erosion/sedimentation controls upon reaching final grade.

D. Notify the ENGINEER/OWNER of any soils showing signs of erosion.

E. Ensure that all waters from any dewatering operations reaching existing water courses meet or exceed the existing quality of the water course.

1.5 REMOVAL OF EROSION CONTROL FACILITIES

A. Remove all temporary erosion control facilities, 30 days after final completion of the Work or as necessary to complete other portions of the Work or upon approval of ENGINEER. Dispose of used silt fence and supports, straw bales, and sediment traps off site in accordance with the Contract Documents. Costs for removal of erosion control features are incidental, and shall be included in lump sum or unit costs. Final payment will not be released until this work is completed.

PART 2 PRODUCTS

2.1 GENERAL

A. Product specifications described below pertain to erosion control facilities shown on the Construction Drawings.

2.2 SILT FENCE

A. Woven geotextile supplied in the minimum lengths and widths shown on the Construction Drawings and meeting the minimum requirements of Table 02270‐1:



TABLE 02270‐1

WOVEN SILT FENCE GEOTEXTILE PROPERTIES

TEST ASTM TEST

DESIGNATION UNIT REQUIREMENT

Mass per unit area D5261 oz/sy 3.2

Grab Tensile Strength D4632 lb 120

Grab Tensile Elongation D4632 % 15

Trapezoid Tear D4533 lb 45

CBR Puncture Resistance D6241 lb 300

Permitivity D4491 Sec ‐1 0.1

Apparent Opening Size D4751 mm 0.6

B. Support Fence: 2‐inch by 2‐inch by 14‐gage galvanized wire mesh fencing in the minimum widths shown on the Construction Drawings.

C. Anchor Posts: 1.4‐inch by 1.5‐inch galvanized steel T‐posts weighing a minimum 1.25 pounds per linear foot supplied in the minimum lengths shown on the Construction Drawings. Posts shall have an attached soil stabilization plate with a minimum area of 17 square inches.

D. Fasteners: Heavy duty galvanized hog‐wire rings.

E. Backfill: Native or import soil with a maximum particle size of 3 inches.

2.3 STRAW BALE BARRIER

A. Bales: Straw bales, minimum size 15‐inch x 15‐inch x 36 inch.

B. Anchor Posts: See Part 2.2.C.

2.4 STRAW WATTLE / SEDIMENT LOG EROSION BARRIER

A. Straw Wattles: Wattles, minimum size 6‐inch diameter.

B. Anchor Posts: Wooden stakes, minimum length 30‐inches



2.5 RIP RAP

A. Durable, angular, hard, stone that is free from seams, cracks, or other structural defects.

B. Maximum wear not greater than 40 percent when tested in accordance with AASHTO T 96.

C. Maximum 16 percent weighted loss tested when tested in accordance with AASHTO T 104.

D. Rip rap gradation shall comply with the following requirements.

1. Median stone diameter: 2‐1/2 inch

2. Maximum stone diameter: 3‐3/4 inch

3. Minimum rip rap layer thickness: 6 inch


A. Erosion control mat shall be Landlok S2 for flow velocities up to 6 feet per second or Pyramat (tan in color) for flow velocities exceeding 6 feet per second or other approved equivalent as provided in the Contract Documents.

2.7 HYDROSEEDING

A. Hydroseed shall be supplied in accordance with Section 02924 of these Specifications.

2.8 EROSION CONTROL BLANKETS

A. Manufacturers:

1. Contech Engineered Solutions/Landlok 2. Nilex 3. ACF Environmental 4. Carthage Mills 5. Or approved equal

B. Materials

1. Extended‐term ECB with functional longetivity of 2 years. 2. 100% coconut fiber and two polypropylene nets securely sewn together with UV

stabilized thread.



3. Light penetration – minimum 16% per ASTM D6567. 4. Tensile strength – minimum 100 lb/ft per ASTM D6818. 5. Unvegetated shear stress – minimum 2 lb/ft2 per ASTM D6460.

PART 3 EXECUTION

3.1 PREPARATION AND APPLICABILITY

A. CONTRACTOR shall hydroseed all exposed native soil surfaces once finish grading is complete or as designated by the ENGINEER or OWNER.

3.2 SILT FENCE AND CHECK DAM INSTALLATION

A. Drive fence posts to the depths shown on the Construction Drawings at a maximum spacing of 6 feet for standard silt fence and 3 feet for check dams. The fence line should be at a constant elevation for each continuous length of fence.

B. Excavate a trench to the dimensions shown on the Construction Drawings along the alignment for the silt fence or check dam. Place the wire mesh support fencing and woven geotextile back‐to back (geotextile on the upslope side) and extend it into the trench as shown on the Construction Drawings and fasten the geotextile and wire mesh support fencing to posts. At each post, place fasteners at the top of the fence, at ground level, and halfway in between.

C. Join wire support fence ends by overlapping a minimum of 6‐inches and connecting the two sections with wire rings in four places. If geotextile joints are necessary, cut the wire support fence, sandwich the wire and geotextile ends between two wood posts, and bind the posts tightly together.

D. Lengthwise along the top of the silt fence and at ground level, tie geotextile to wire support fencing with wire rings at a maximum spacing of 3 feet.

E. Backfill and compact trench using the excavated materials or import soil.

3.3 STRAW BALE BARRIER CONSTRUCTION

A. Excavate a strip of soil 4 inches deep and one Straw Bale wide, perpendicular to the flow direction in the channel. Remove all grass and other materials that may allow underflow.

B. Install Straw Bales end‐to‐end, with the bindings oriented horizontally around the sides of the bales. Anchor each bale into trench. Push bales together as firmly as possible.



C. Chink the gaps between bales with straw to prevent water from escaping between bales. This must be done carefully to avoid separating the bales. Place and compact the excavated soils against the upstream side of the straw bale barrier to a height of 4 inches to prevent piping under bales.

3.4 STRAW WATTLES INSTALLATION

A. Install Straw Wattles along the upslope side of all midpoint and toe of slope drainage channels. Excavate a shallow trench no greater than 2 inches in depth for each wattle. Remove all grass and other materials that may allow underflow.

B. Install Straw Wattles with no less than 2 feet of overlap end‐to‐end. The overlapped section shall be bound using no less than two wire binders to prevent separation.

C. Straw Wattles shall be anchored using 18‐inch long wooden stakes positioned on 5‐foot centers along the length of the wattle. Stakes shall be driven through approximately one‐third of the wattle thickness on the downslope side. Wooden stakes shall be driven to within 1 inch of top of wattle.

3.5 RIP RAP

A. Place stones to secure a rock mass, conforming to the grades and dimensions shown on the plans. Distribute and manipulate the stones in a manner that the larger rock fragments are uniformly distributed and the smaller rock fragments serve to fill the spaces between the larger fragments. Place in a manner that results in un‐segregated, densely placed, uniform layers of rip rap of the thickness indicated on the plans.

B. Excavate at the toe of the slope and embed rip rap as shown in the Construction Drawings to protect against undercutting.


A. CONTRACTOR shall install all erosion control mat in accordance with the Construction Drawings and MANUFACTURER’s guidelines.

3.7 MAINTENANCE

A. General Requirements: Observe the facilities during the first storm following construction to ensure that the facilities are properly located, constructed, and operating as designed. Maintain and repair facilities as needed to ensure that they continue to work as designed. Continue post‐storm monitoring periodically (at least monthly) for ongoing performance evaluation.



B. Silt Fence: Check for sagging fences, torn geotextile, and signs of erosion and/or sedimentation downgradient of the fence. Make repairs as necessary. If the silt fence fails due to storm water runoff inundating the fence, construct additional erosion and sediment control measures to remove sediment from and convey the runoff to downstream drainage facilities. Remove accumulated sediment behind silt fences whenever it reaches approximately one‐third the height of the fence.

C. Temporary Sediment Traps: Remove sediment before it reaches the rock weir outlet. The trap bottom may be over‐excavated to provide additional sediment storage.

D. Straw Bale Barriers and Wattles: Check for undercutting, damaged bales and wattles, evidence of erosion or sedimentation between bales and wattles, and "end run" erosion at the ends of the barrier. Make repairs, replace bales and wattles, and remove sediment before it reaches approximately one‐half the height of the barrier.

3.8 EROSION CONTROL BLANKET

6. Install on all slopes 3:1 or steeper and 6 feet or greater in length along the slope.

7. Install per manufacturer’s instructions.

8. Grade and compact area prior to installation. Remove large rocks, soil clods,

vegetation and other sharp objects.

9. Amend soil, add fertilizer, and seed per Section 02924.

10. Dig anchor trench at top of slope. Extend end of blanket 6‐12 inches beyond trench toward slope. Use staples or stakes to fasten blanket into trench at 12 inches on center. Backfill with soil and compact. Cover backfill with blanket roll and fasten on downhill side of trench at 12 inches on center.

11. Continue to unroll blanket down slope, ensuring direct contact with ground. Overlap edges a minimum of 3 to 6 inches.

12. Fasten with stakes or staples per manufacturer’s specifications. Do not stretch the blanket.



END OF SECTION


Rev-0 – January 2018 Section 02324 Page 1 of 4 TRENCHING

SECTION 02324

TRENCHING

PART 1 GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 1 Specification Sections apply to this Section.

1.2 SUMMARY

A. Section Includes:

1. Excavating trenches for utilities.

2. Compacted fill from top of utility bedding to subgrade elevations.

3. Backfilling and compaction.

B. Related Sections:

1. Section 02222 – Engineered and Random Fill, Utility and Anchor Trench Backfill.

2. Section 02536 – Force Main.

3. Section 02538 – Sanitary Sewer Systems.

1.3 REFERENCES

A. American Society for Testing and Materials:

1. ASTM C136 - Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.

2. ASTM D1556 - Standard Test Method for Density of Soil in Place by the Sand-Cone Method.

3. ASTM D1557 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (6,000 ft-lbf/ft3).

4. ASTM D2922 - Standard Test Method for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).



5. ASTM D3017 - Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth).

1.4 SUBMITTALS

A. Not used.


A. Perform Work in accordance with project requirements and the Government of Guam, Department of Public Work’s standards.

1.6 FIELD MEASUREMENTS

A. Verify field measurements prior to fabrication.

PART 2 PRODUCTS

2.1 FILL MATERIALS

A. Select Fill: Utility trench backfill as specified in Section 02222.

B. Bedding shall consist of clean sand or gravel with a maximum particle size of ½ inch.

C. Base Course: Utility trench backfill as specified in Section 02222.

PART 3 EXECUTION

3.1 LINES AND GRADES

A. Lay pipes to lines and grades indicated on Drawings.

1. ENGINEER reserves right to make changes in lines, grades, and depths of utilities when changes are required for Project conditions.

B. Excavate trenches to lines and grades as indicated on the Construction Drawings.

1. CONTRACTOR shall stake the locations of the liner and rain cap trenches for the ENGINEER’s approval prior to excavation work. ENGINEER reserves right to make changes as necessary.

3.2 PREPARATION

A. Identify required lines, levels, contours, and datum locations.



B. Protect bench marks, existing structures, fences and paving from excavating equipment and vehicular traffic.

C. Maintain and protect above and below grade utilities indicated to remain.

D. Establish temporary traffic control when trenching is performed in public right-of-way. Relocate controls as required during progress of Work.

3.3 TRENCHING

A. Excavate subsoil required for utilities trenches.

B. Remove lumped subsoil, boulders, and rock.

C. Perform excavation within 38T24 inches38T of existing utility services in accordance with utility’s requirements.

D. Do not advance open trench more than 38T200 feet38T ahead of installed pipe.

E. Cut trenches sufficiently wide to enable installation and allow inspection. Remove water or materials that interfere with Work.

F. Excavate trenches to depth indicated on Drawings. Provide uniform and continuous bearing and support for bedding material and pipe utilities.

G. Do not interfere with 45 degree bearing splay of foundations.

H. When subsurface materials at bottom of trench are loose or soft, excavate to greater depth as directed by ENGINEER until suitable material is encountered.

I. Cut out soft areas of subgrade not capable of compaction in place. Backfill with base course material and compact to density equal to or greater than requirements for subsequent backfill material.

J. Trim excavation. Hand trim for bell and spigot pipe joints. Remove loose matter.

K. Correct areas over excavated areas with compacted backfill as specified for authorized excavation.

3.4 SHEETING AND SHORING

A. Sheet, shore, and brace excavations to prevent danger to persons, structures and adjacent properties and to prevent caving, erosion, and loss of surrounding subsoil.

3.5 BACKFILLING



A. Backfill trenches to contours and elevations with base course materials.

B. Systematically backfill to allow maximum time for natural settlement. Do not backfill over porous, wet, or spongy subgrade surfaces.

C. Place material in continuous layers of 8-inch loose lifts.

D. Employ placement method that does not disturb or damage utilities in trench.

E. Maintain optimum moisture content of fill materials to attain required compaction density.

F. Do not leave more than 38T10 feet of trench open at the end of working day, provide barriers and cover open trenches to prevent danger to the public.

G. Protect open trench to prevent danger to the public.

3.6 TOLERANCES

A. General: Top Surface of Backfilling: Plus or minus 1 inch from required elevations.

B. Trench backfill within the dump cover system shall conform to lines and grades as shown on the plans or as directed by the ENGINEER.


A. Compaction Testing: In accordance with ASTM D1556, ASTM D1557, ASTM D2922, ASTM D3017.

B. When tests indicate Work does not meet specified requirements, remove Work, replace, compact, and retest.

C. Frequency of Tests: Per individual specification sections.

D. Compaction shall be 90% MDD up to 3 feet beneath surface and 95 % MDD to the surface.

3.8 PROTECTION OF FINISHED WORK

A. Reshape and re-compact fills subjected to vehicular traffic during construction.

END OF SECTION


Rev 0 – January 2018 Section 02533 Page 1 of 13 LEACHATE PUMPING STATION

SECTION 02533

LEACHATE PUMPING STATION

PART 1 GENERAL


A. Section includes construction, supply and installation and operational testing of the leachate pump station at Ordot Dump complete in place and accepted.

1.2 SUMMARY


1. Pumping Station

2. Initial operation of pumping station.



2. Section 02324 ‐ Trenching.

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

1.3 REFERENCES


1. ASTM A48 ‐ Standard Specification for Gray Iron Castings.

2. ASTM A48M ‐ Standard Specification for Gray Iron Castings (Metric).

3. ASTM A123/A123M ‐ Standard Specification for Zinc (Hot‐Dip Galvanized) Coatings on Iron and Steel Products.

4. ASTM A126 ‐ Standard Specification for Gray Iron Castings for Valves, Flanges, and Pipe Fittings.

5. ASTM A307 ‐ Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength.



6. ASTM A709/A709M ‐ Standard Specification for Carbon and High‐Strength Low‐Alloy Structural Steel Shapes, Plates, and Bars and Quenched‐and‐Tempered Alloy.

7. ASTM D698 ‐ Standard Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft‐lbf/ft3 (600 kN‐m/m3)).

8. ASTM D1557 ‐ Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (6,000 ft‐lbf/ft3 (2,700 kN‐m/m3)).

9. ASTM D1785 ‐ Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80, and 120.

10. ASTM D2241 ‐ Standard Specification for Poly (Vinyl Chloride) (PVC) Pressure‐Rated Pipe (SDR Series).

11. ASTM D2466 ‐ Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 40.

12. ASTM D2467 ‐ Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 80.

13. ASTM D2855 ‐ Standard Practice for Making Solvent‐Cemented Joints with Poly (Vinyl Chloride) (PVC) Pipe and Fittings.

14. ASTM D2922 ‐ Standard Test Method for Density of Soil and Soil‐Aggregate in Place by Nuclear Methods (Shallow Depth).

15. ASTM D3017 ‐ Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth).

1.4 SYSTEM DESCRIPTION

A. Pumping Station – above‐ground frame mounted duplex pump assembly which draws down the leachate tank. The pump station includes centrifugal pumps and automatic controls.

1.5 DESIGN REQUIREMENTS

A. Projected peak design influent after closure of the dump is expected at a leachate flow of 50,000 gallons per day. The leachate pumps will be equipped to provide a pumping rate of 80 gallons per minute (gpm).

B. The pumping system shall also conform to the following conditions:



1. High inflow may occur in the first two years,

2. Inflow may decrease over time,

3. Above‐ground frame mounted parallel assembly; Operate @ 276 feet of total dynamic head.

1.6 PERFORMANCE REQUIREMENTS

A. Pumping Station: Capable of pumping effluent at flow rate as indicated above.

B. Operation:

1. Locate four floats consisting of "common stop", "start lead", "start lag", and "high level" in tank. Start one pump automatically when "start lead" float is activated. Start second pump automatically when "start lag" float is activated. Signal alarm condition automatically when "high level" float is activated. Stop both pumps automatically when "common stop" float is activated. Set float elevations in accordance with table below. Set pumps to automatically switch operation from one pump to another after shut off of each pumping cycle.

2. See the manufactures recommendation for the leachate pumps, both primary and secondary, for level sensor pressure control recommendations.

C. Sound, Vibration, and Thermal Control: Dampen or suppress noise, absorb vibration, accommodate thermal expansion and stresses, and adjust or correct for misalignment in piping systems.

ELEVATION (+/‐)

Pumps off 68.50

P1 On 71.00

P2 On 72.00

High Level Alarm 72.50



1.7 SUBMITTALS

A. Section 01300 ‐ Submittals: Requirements for submittals.

1. Miscellaneous metal fabrications.

2. Pump Performance Curves.

3. Wiring diagrams.

4. Pump Outline Drawing.

5. Motor Data.

6. Control Drawing and Data.

7. Operations and Maintenance Data.

B. Shop Drawings: Indicate layout for both leachate pumps. Show size, materials, and components of system. Indicate inlet and discharge location, check valve location, plug valve location, pump location, junction box location, and level control locations.

C. Product Data: Submit for each:

1. Include catalog data for discharge piping, valves, junction box, level controls, and control panel.

2. Include pump catalog data and performance curve.

3. Include control panel data and panel wiring schematic.

D. Test Reports:

1. Submit written report showing factory pump inspections and tests have been successfully performed.

E. Manufacturer's Installation Instructions: Submit manufacturer’s published installation instructions. Submit manufacturer’s published instructions for pump, and panel systems procedures.

F. Operation and Maintenance (O&M) manual. O&M manual must be comprehensive which shall include but not limited to:

1. Maintenance schedule

2. Start up and shot down procedure



3. Information on all process design (design flows, pump capacities, simplified schematic diagrams, etc.)

4. Unit process information ( control measures and monitoring procedures needed to achieve maximum efficiency and reliability)

5. Safety procedures

6. Administrative procedures for spare parts

7. Operating procedure for emergencies

G. Manufacturer's Certificate: Certify products meet or exceed specified requirements.

H. Manufacturer's Field Reports:

1. Submit report of each visit of manufacturer’s representative to provide technical assistance during installation.

2. Submit start‐up report before final acceptance of pumps to document pumping station operation meets performance requirements.

1.8 CLOSEOUT SUBMITTALS

A. Execution Requirements: Requirements for submittals.

B. Record actual locations of packaged pumping stations including control panel.

C. Submit executed certification of pumping station after performance testing.

D. Submit spare parts list and rebuild kits.

E. Provide Operations and Maintenance Manual containing operating and maintenance requirements for pumping station and schedule of recommended maintenance. (2 Sets)


A. Perform Work in accordance with GWA standards.

1.10 QUALIFICATIONS

A. Manufacturer: Company specializing in manufacturing Products specified in this section with minimum five years experience. The pumps shall be products of a manufacturer experienced in the design and manufacture of such equipment. Manufacturer shall have a minimum of 1,000 wastewater pumps currently



installed in the U.S. and operating for no less than three years.

1.11 PRE‐INSTALLATION MEETINGS

A. Convene minimum one week prior to commencing work of this section.

1.12 DELIVERY, STORAGE, AND HANDLING

A. Product Requirements: Requirements for transporting, handling, storing, and protecting products.

B. Provide temporary end caps and closures on piping and fittings. Maintain in place until installation.

C. Protect piping system pieces from entry of foreign materials and water by temporary covers, completing sections of work, and isolating parts of completed system.

D. Accept system components on site in manufacturer’s original containers or configuration. Inspect for damage.

E. Store sensitive materials for field assembly in dry area in original shipping containers.

1.13 ENVIRONMENTAL REQUIREMENTS

A. Product Requirements: Environmental conditions affecting products on site.

1.14 WARRANTY

A. Execution Requirements: Requirements for warranties.

B. Furnish five year prorated manufacturer’s warranty on pump seals.

PART 2 PRODUCTS

2.1 MATERIALS

A. Bedding and Backfill.

1. Bedding: Limestone Aggregate.

2. Aggregate Backfill: Limestone Aggregate, 3” minus, uniformly graded.

2.2 PUMP SYSTEM

A. Furnish materials in accordance with these specifications.



B. Above ground pipe: Ductile Iron Pipe, AWWA C151, ANSI A21.15

Fittings: Ductile iron, AWWA C104, A21.4, ANSI A21.10, AWWA C110.

Joints: AWWA C111, rubber gasket with rods.

Jackets: AWWA C105 polyethylene jacket.

C. Plug Valves: Eccentric plug valves shall be non‐lubricated type rated for 175 psig and bubble tight shut‐off with pressure from either direction. Valves 6 inches and smaller shall have manual wrench lever operator, unless otherwise shown. Larger valves shall have totally enclosed, geared, manual operator with handwheel, unless otherwise shown. Valve body and plug shall be cast iron, ASTM A 126, Class B with 125 pound flanged ends. Valves with mechanical joints shall be used when shown. Plug shall be round or rectangular port of at least 80 percent of adjacent pipe. Plug shall have resilient coating. Valve seats shall be nickel. All external and internal surfaces shall be epoxy coated, 8 mils minimum. Stem bearings shall be self‐lubricating stainless steel or reinforced Teflon. Grit seals shall be provided on the stem to prevent grit from entering bearing. Manufacturers shall be Milliken, DeZurik, or equal.

D. Check Valves: Unless otherwise shown on the Plans, shall be iron body, bronze facing swing check valves, with external spring or lever weighted. Ends shall be as shown or as required for the connection. Check valves shall be Mueller No. A‐2600, Kennedy Figure 106LS, or equal.

E. Sewage Air Vacuum Valves: Sewage air vacuum valves be installed wherever shown on the Plans and shall allow unrestricted venting or re‐entry of air through it during filling or draining of the force main to prevent vacuum. Valves shall be APCO No. 401, Val‐Matic Valve & Mfg. Co. of Chicago, Illinois, Crispin by Valve and Primer Corporation of Chicago, Illinois, or equal. The Sewage Air/Vacuum Valve shall incorporate (2) stainless steel floats directly connected by a stainless steel stem, to maintain an air gap between the bottom concave float and top shut‐off float. The air gap shall retard waste solids from fouling or clogging the top shut‐off float. The internal baffle shall be fitted with a guide bushings and act to protect the shut‐off float from direct air flow. The baffle shall retain the seat in place, without distortion for tight shut‐off. All internals shall be easily removed thru the top cover without removing the main valve from the line. The complete valve shall withstand 500 psi test. Valves shall be designed for a maximum working pressure of 150 psi and have a 1‐inch orifice diameter. The discharge orifice area shall be equal or greater than the inlet of the valve. The valve shall consist of a body, cover, baffle, float and seat. The float shall be stainless steel, and shall be center guided into the seat. The valves shall be equipped with a 1‐inch inlet gate valve, a blow‐off valve, an air vent fitted to receive 1‐inch pipe and a factory installed metal plug in the backflushing inlet



when installed in a box. When installed above ground, the backflushing inlet and blowoff outlet openings shall be plugged with factory installed threaded metal plugs.

F. Junction Box: NEMA 250 Type 6 with cable grips for incoming cable in electrical duct bank.

G. Electrical: Cable grips for direct burial cable for field installation.

H. Level Controls: Four mechanical float type or mercury type pilot duty liquid level controls with AWG 18‐2 SJOW‐A cable in polypropylene housing for mounting to storage tank.

2.3 PUMPS

A. Manufacturers:

1. Grundfos Model CRIE 15‐6 as indicated on Plans, or approved equal (by Project Engineer.)

B. Product Description:

1. Multistage, pumps with horizontal discharge, fittings, and piping.

2. Discharge Size: minimum 2‐inch.

3. Stainless steel housing, base plates, flanges, motor stool, and impeller.

4. Any proposed substitution shall have all elements of the pump and motor of equivalent or better quality than the Grundfos models either indicated on the plans or meeting the flow performance requirements indicated above.

2.4 CONTROL PANEL

A. Manufacturers:

1. As provided by Pump Manufacturer

2. Substitutions: Not Permitted.

B. Product Description.

1. Factory fabricated, self‐contained duplex including common stop, start lead pump, start lag pump, and high level alarms motor control panel at remote location with short circuit and overload protection for pumps and alternator to alternate pump duty between pumps on successive cycles



or switch operation of pumps on pump failure. Include high water alarm light and run light to warn of high water condition or failure of pumps.

2. Enclosure Size: As per MFR.

3. Horsepower Rating: as required to meet the flow requirements listed above.

4. Phase: 3.

5. Voltage: 460‐480 volts.

C. Enclosure: NEMA 4X raintight, outdoor mounting G90 galvanized steel, gray polyester powder finish, padlock hasp/staple with captive stainless screws for door closure. Door‐within‐Door design. Continuous stainless piano hinge with stainless removable pin. Aluminum panel drilled and tapped, machine screw mounted components.

D. Circuit Breaker: For short circuit protection.

E. Starter: Electromagnetic.

F. Overload Relay: Bimetal type, ambient compensated.

G. Heater Element: Class 10 quick trip, one heater for each motor phase.

H. Switch: Hand‐Off‐Automatic, 1/2 inch NEMA 1.

I. Light: Pump motor run, 1/2 inch NEMA 1.

J. Sub Plate: Switch and light mounting.

K. Transformer: For 115 volt control on 3 phase.

L. Fuse: Control transformer primary when used. Meet requirements of NEC.

M. Fuse: Control circuit, meet requirements of NEC.

N. Terminal Strip: Box lugs for wiring.

O. Wiring: Color coded to NEC requirements; black power wiring, red numbered control wiring, white numbered neutral wiring, green ground wiring.

P. Alternator: For duplex only, automatic.

Q. Cabling: Install in PVC sleeves. Type and size as recommended by pump manufacturer.



2.5 ACCESSORIES

A. Sealant: Industrial silicon sealant for pipe penetrations in secondary containment walls.

B. Anchor Bolts, Nuts, and Washers: ASTM A709/A709M, Grade 36, bent anchor bolts; ASTM A307, Grade A, nuts; ASTM A126, gray iron washers. Stainless steel bolts, nuts and washers in accordance with ASTM A316.

2.6 EXTRA MATERIALS

A. The model of pump/motor shall have the following spare parts provided.

1. One wear ring

2. One O‐ring kit

2.7 SOURCE QUALITY CONTROL

A. Section 01400 ‐ Quality Control: Testing, inspection and analysis requirements.

B. Perform the following factory inspections and tests:

1. Motor voltage and frequency check as shown on name plate.

2. Motor and cable insulation test for moisture content or insulation defects in accordance with UL criteria

3. Pump run test to determine pump meets hydraulic performance requirements.

PART 3 EXECUTION

3.1 EXAMINATION

A. Verify inlet and discharge piping connection are size, location, and elevation on Drawings.

3.2 PREPARATION

A. Establish location and elevations of pumping station to within 0.10 foot.

3.3 EXCAVATION

A. Excavate electrical duct trench in accordance with trenching specifications.



B. Excavate to required elevation to install secondary containment and pump support pad on protective cover material (base course) in accordance with specifications.

3.4 PUMP INSTALLATION

A. Install pump including fittings, supports, discharge piping, check valve, and plug valve. Wire pump to junction box. The pumps shall be installed in strict accordance with the manufacturer's instructions. Pumps shall be set plumb with no stresses on the suction and discharge nozzles

3.5 CONTROL PANEL INSTALLATION

A. Mount and wire control panel for pumping station operation including duplex motor controls, circuit breaker, starter, control transformer, fuse box, terminal block, alternator, alarm and running lights.

B. Wire in accordance with requirements of National Electrical Code.

C. Use 16 AWG control wiring for control circuits and white for neutral grounded conductors.

D. Use minimum 14 AWG black power wiring.

E. Number each conductor.

F. Tin ends of wires with 60/40 lead tin alloy solder.

G. Locate and connect direct burial cable from control panel to junction box.

3.6 BACKFILL

A. Backfill direct burial cable in accordance with protective cover material.

B. Maintain optimum moisture content of fill material to attain 95% maximum dry density.

C. Do not use wheeled or tracked vehicles for tamping.

3.7 STATION STARTUP, INITIAL TESTING AND OPERATION

A. Notify Project Engineer three (3) days prior to flow rate testing.

B. Provide startup and initial testing of system. Coordinate and operate pumps in conjunction with other construction of discharge force main.



C. Hydraulically test station to performance requirements by receiving, pumping and discharging 250 gallons of water from storage tank.

D. Correct failures during test by repairing or replacing malfunctioning parts or equipment or faulty workmanship, regardless of cause, within 72 hours after notification from Engineer.

E. After correcting failures caused by defective equipment, material, or faulty workmanship, retest until failures are eliminated.

F. Confirm general sequencing of pump and float operations at basin and control panel are in accordance with performance requirements.

G. Document and certify startup results in start up report.

3.8 MANUFACTURER'S FIELD SERVICE

A. Quality Requirements: Requirements for manufacturer’s field services.

B. Furnish factory trained representative and field technical assistance during the following periods of pumping station installation:

1. Unloading of station materials and components.

2. Start‐up, testing, and demonstration of station systems‐ pump and control panel.

3.9 ADJUSTING

A. Execution Requirements: Requirements for starting and adjusting.

B. Adjust pump and control panel systems so station operates to performance requirements and in accordance with specifications and plans.

3.10 DEMONSTRATION

A. Execution Requirements: Requirements for demonstration and training.

B. Demonstrate operation of pumping station components, pump system, and control panel.


A. Maintain and protect work until accepted for operation by Government. All debris, grit, petroleum products, rust scale, construction by‐products, and foreign matter shall be removed and damaged coatings shall be repaired prior to final acceptance. All cleaning regimen suggested by the manufacturer of



products or equipment supplied under the terms of this Contract shall be utilized.

END OF SECTION


Rev 0 – January 2018 Section 02536 Page 1 of 9 FORCE MAIN

SECTION 02536

FORCE MAIN

PART 1 GENERAL

1.1 SUMMARY


1. Force mains.

2. Bedding and cover materials.

3. Electromagnetic flow meter



2. Section 02324 - Trenching.

3. Section 03300 - Cast-in-Place Concrete.

1.2 REFERENCES

A. American Association of State Highway and Transportation Officials:

1. AASHTO T180 - Standard Specification for Moisture-Density Relations of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop.

B. American Society for Testing and Materials:

1. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)).

2. ASTM D1557 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (6,000 ft-lbf/ft3 (2,700 kN-m/m3).

3. ASTM F714 Specification for Polyethylene Pipe (SDR-PR) Based on Outside Diameter.

4. ASTM D1248 Specification for Polyethylene Plastics Molding and Extrusion.



5. ASTM D1785 - Standard Specification for Rigid Poly (Vinyl Chloride) (PVC) Compounds and Chlorinated Poly (Vinyl Chloride) (CPVC) Compounds.

6. ASTM D2657 Standard Practice for Heat Fusion Joining of Polyolefin Pipe and Fittings.

7. ASTM D3261 Butt Heat Fusion PE Fittings for PE Pipe & Tubing.

8. ASTM D3035 Specification for Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Controlled Outside Diameter.

9. ASTM D3350 Specification for Polyethylene Plastic Pipe and Fitting Materials

10. ASTM D2922 - Standard Test Method for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).

11. ASTM D3017 - Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth).

1.3 SUBMITTALS

A. Contractor shall submit certificates of compliance for pipe materials and fittings to be furnished for each lot or batch of pipe.

B. Contractor shall submit to the Engineer proposed equipment and methods to be used for welding pipe.

C. Manufacturer's Installation Instructions: Indicate special procedures required to install Products specified.

D. Manufacturer's Certificate: Certify products meet or exceed specified requirements.

E. Closeout Submittals

1. Section 01700 – Contract Closeout: Requirements for submittals.

2. Project Record Documents: Record location of pipe runs, connections, and invert elevations.

3. Identify and describe unexpected variations to subsoil conditions or discovery of uncharted utilities.



PART 2 PRODUCTS

2.1 MATERIAL

A. Pipe Materials:

1. Pipe shall be high density polyethylene, HDPE SDR 9, or PVC C900 (DR 18) Class 150 pipe as shown on the drawings.

2. HDPE pipe shall conform to the applicable requirements of ASTM D3350 as having a cell classification of PE 3408 (black with 2% minimum carbon black). Dimensions and workmanship shall be as specified by ASTM F714. Fittings shall be molded from or manufactured using a polyethylene compound having a cell classification equal to or exceeding the compound used in the pipe specified herein. To ensure compatibility of polyethylene resins, all fittings shall be of the same manufacture as the pipe being supplied.

3. PVC fittings shall be ductile iron conforming to ANSI/AWWA C153 compact ductile iron fittings.

4. The pipe supplied as specified shall have a nominal IPS (Iron Pipe Size) outside dimension unless otherwise specified. Pipe shall have the SDR (Standard Dimensional Ratio, as defined in ASTM F714) rating shown on the Drawings.

B. Bedding and Backfill Materials

1. Bedding: Clean sand or gravel with a maximum particle size of 1/2 inch.

2. Trench backfill: Backfill materials shall conform to the requirements of utility trench backfill in accordance with Section 02222.

3. Soil Backfill: Soil backfill from Above Pipe to Finish Grade: Subsoil with no rocks over 6 inches in diameter or foreign matter.

C. Concrete: Supply concrete in accordance with Section 03300.

D. Underground Pipe Markers

1. Marking Tape: Magnetic detectable conductor, brightly colored plastic covering, imprinted with "caution – force main buried below" in large letters.



F. Electromagnetic Flow Meter

1. Leachate flow meter shall be a velocity sensing electromagnetic type flanged tube meter with sealed housing for 150 PSI working pressure. The meter shall be a 4-inch Ultra Mag™ MODEL UM06, or approved equal, with a digital indicator having a range of 0 to 200 and shall be equipped with a 9 digit digital totalizer reading in units of gallons and shall be accurate within 0.5% of actual flow. The meter assembly shall operate within a range of 0.2 FPS to 32 FPS and be constructed as follows:

a. METER TUBE (SENSOR) shall be fabricated stainless steel pipe and use 150 lb. AWWA Class “D” flat face steel flanges (UM06). The internal and external of the meter tube shall be blasted and lined with a NSF approved fusion bonded epoxy. Meter tubes shall have a constant nominal inside diameter offering no obstruction to the flow. Electrodes shall be 316 stainless steel.

b. MAG SHIELD shall be welded to the tube providing a completely sealed environment for all coils, electrode connections and wiring harness capable of NEMA 6P/IP68 operation.

c. SIGNAL CONVERTER shall be pulsed DC coil excitation type with auto zeroing. The converter shall indicate direction of flow and provide a flow rate indication and a totalization of flow volume for both forward and reverse directions. Both forward and reverse totalizers shall be electronically resettable. The flow meter converter shall be microprocessor based with a keypad for instrument set up and LCD displays for totalized flow, flow rate engineering units and velocity. The converter shall power the flow sensing element and provide galvanically isolated dual 4-20mA outputs. It shall be possible, in the test mode, to easily set the converter outputs to any desired value within the range. The 4-20mA scaling, time constants, pipe size, flow proportional output, engineering units and test mode values shall be easily set via the keypad and display. Four separate fully programmable alarm outputs shall be provided to indicate empty pipe, forward/reverse polarity (normally open/close), analog over-range, fault conditions, high/low flow rates, percent of range and pulse cutoff. The converter shall periodically perform self-diagnostics and display and resulting error messages. All set up and data and totalizer values may be protected by a password. The converter shall be integrally mounted or remotely mounted up to 200 feet from the sensor, and shall be supplied in a sealed



IP67 rated enclosure. Calibration will be completed at the manufacturer's location in accordance with customer supplied application-based requirements.

d. GROUNDING RINGS shall be 316 stainless steel and shall be supplied with the meter tube. Exception: On sensor models which use grounding electrodes, grounding rings are optional.

e. SERVICE & SUPPORT: Supplier must have flow calibration laboratories and personnel to perform testing and certify calibration. Personnel must also provide instruction or training as required assuring meters are supported and maintained throughout the guarantee period.

f. VOLUMETRIC TESTING of all meters must be performed and approved prior to shipment. The complete meter assembly and signal converter must be wet accuracy tested and calibrated. The test facility must be rigorously traceable to an accuracy of ±0.15% with the National Institute of Standards and Technology. If desired, the test shall be witnessed by the customer or their selected agent. A copy of the certified accuracy test record must be furnished at no charge to the customer.

g. ONE MANUFACTURER shall make all meter sizes and styles required for this contract. The meters shall be manufactured and tested in the U.S.A.

PART 3 EXECUTION

3.1 EXAMINATION

A. Verify trench cut excavation base is ready to receive work and excavations, dimensions, and elevations are as indicated on Drawings.

3.2 PREPARATION

A. Correct over excavation with coarse aggregate.

B. Remove large stones or other hard matter capable of damaging pipe or impeding consistent backfilling or compaction.

3.3 BEDDING

A. Excavate pipe trench in accordance with Section 02324.



B. Place bedding material at trench bottom, level materials in continuous layer not exceeding 8-inch.

C. Maintain optimum moisture content of bedding material to attain required compaction density.

3.4 INSTALLATION

A. Install pipe, fittings, and accessories in accordance with Drawings.

B. Route piping in straight line.

C. Install bedding at sides and over top of pipe to minimum compacted thickness of 12 inches.

D. Refer to Section 02324 for backfilling and compacting requirements. Do not displace or damage pipe when compacting.

E. Install detectable underground utility marking tape continuous over top of pipe buried 6 inches below finish grade, above pipe line; coordinate with Section 02324.

F. Installation shall conform to pipe manufacturer’s instructions and recommendations unless otherwise specified. Contractor shall furnish QAC the manufacturer’s data on pipe and fittings and printed installation instructions before pipe installation.

G. Pipe shall be stored on clean, level ground to prevent undue scratching or gouging of the pipe. If the pipe must be stacked for storage, such stacking shall be done in accordance with the pipe manufacturer’s recommendations. Handling of pipe shall be done in such a manner that the pipe is not damaged. Segments of pipe having cuts or gouges in excess of 10 percent of the wall thickness of the pipe should be cut out and removed.

H. If HDPE is selected, sections of HDPE pipe should be joined in continuous lengths on the job site above ground. The joining method shall be the butt fusion method in conformance with ASTM D3261 and the pipe manufacturer’s recommended written instructions including, but not limited to, temperature requirements, alignment and fusion pressures.

I. Pipe interior shall be maintained smooth after joining is complete.

J. Whenever pipe laying is stopped, the open end of the line shall be sealed with an approved mechanical watertight or airtight plug.



K. Pipe shall be supported in a manner which permits construction and accommodates expansion due to temperature changes, and/or as noted on the drawings.

L. Pipe and fittings shall be carefully inspected for cracks and other defects while suspended immediately before installation in final position. Spigot ends of pipe shall be examined with particular care. Defective, damaged, or unsound pipe and fittings shall be rejected and removed from the site of the work. Complete specifications, data and detailed drawings covering the items furnished and placed under this specification shall be submitted for approval and records.

M. The QAC shall observe, monitor and document that the pipe has been handled, installed, joined and protected in conformance to these project specifications.


A. Section 01400 - Quality Control: Field inspecting, testing, adjusting, and balancing.

1. Test Procedures for Pressure Lines: Force main pressure testing shall be to 150% of the working pressure at point of test, but not less than 125% of normal working pressure at highest elevation. After completion of force main pipeline installation, including backfill, but prior to final connection to existing system, conduct, in presence of Engineer, concurrent hydrostatic pressure and leakage tests in accordance with AWWA C600.

2. Provide equipment required to perform leakage and hydrostatic pressure tests.

3. Test Pressure: Not less than 1528T0 psi28T or 28T50 psi28T in excess of maximum static pressure, whichever is greater.

4. Conduct hydrostatic test for at least two-hour duration.

5. No pipeline installation will be approved when pressure varies by more than 28T5 psi28T29T ([34 kPa])29T at completion of hydrostatic pressure test.

6. Before applying test pressure, completely expel air from section of piping under test. Provide corporation cocks so air can be expelled as pipeline is filled with water. After air has been expelled, close corporation cocks and apply test pressure. At conclusion of tests, remove corporation cocks and plug resulting piping openings.



7. Slowly bring piping to test pressure and allow system to stabilize prior to conducting leakage test. Do not open or close valves at differential pressures above rated pressure.

8. Examine exposed piping, fittings, valves, hydrants, and joints carefully during hydrostatic pressure test. Repair or replace damage or defective pipe, fittings, valves, hydrants, or joints discovered, following pressure test.

9. No pipeline installation will be approved when leakage is greater than that determined by the following formula:

L = USD\/¯¯P

133,200

L = allowable, in gallons per hour

S = length of pipe tested, in inches

D = nominal diameter of pipe, in inches

p = average test pressure during leakage test, in pounds per square inch (gauge)

10. When leakage exceeds specified acceptable rate, locate source and make repairs. Repeat test until specified leakage requirements are met.

11. Compaction Testing: In accordance with ASTM D1557, compact to 95% of the maximum dry density for backfill materials.

12. When tests indicate Work does not meet specified requirements, remove work, replace and retest.

13. Frequency of Compaction Tests: One test for each 12 inches of fill in each 100 feet of trench.

14. General: The Engineer will conduct field inspections and witness all field tests specified in this section. The Contractor shall perform all field tests and provide all labor, equipment, and incidentals required for testing.

15. The Contractor shall be able to produce evidence, when required, that any item of work has been constructed properly in accordance with the drawings and specifications.

B. Request inspection prior to and immediately after placing bedding.



C. When tests indicate Work does not meet specified requirements, remove work, replace and retest.


A. Perform Work in accordance with Guam Waterworks Authority requirements.

3.7 PRE-INSTALLATION MEETINGS

A. Convene minimum one week prior to commencing work of this section.


A. Verify field measurements and elevations are as indicated.


A. Section 01600 – Material and Equipment: Requirements for transporting, handling, storing, and protecting products.

B. Do not place materials on private property without written permission of property owner.

C. During loading, transporting and unloading, exercise care to prevent damage to materials.

D. Do not drop pipe or fittings.

E. Avoid shock or damage to pipe.

F. Take measures to prevent damage to exterior surface or internal lining of pipe.

G. Do not stack pipe higher than recommended by pipe manufacturer.

H. Store gaskets for mechanical and push-on joints in cool, dry location out of direct sunlight and not in contact with petroleum products.


A. Section 01700 – Contract Closeout: Requirements for protecting finished Work.

B. Protect pipe and aggregate cover from damage or displacement while backfilling operation is in progress.

END OF SECTION


Section 02710 Rev A – June 2018 Page 1 of 5 CORRUGATED HIGH DENSITY POLYETHYLENE (HDPE) PIPING

SECTION 02710

CORRUGATED HIGH DENSITY POLYETHYLENE (HDPE) PIPING

PART 1 GENERAL


A. Install water‐tight corrugated, double wall, High Density Polyethylene (HDPE) pipe and associated pipe fittings and connections for surface water drainage culvert.


A. Section 02200 – Site Earthwork

B. Section 02230 – Surface Water Drainage Structures

C. Section 02239 – Trenching and Backfilling

1.3 REFERENCES

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

1. ASTM D1238‐13 ‐ Standard Test Method for Flow Rates of Thermoplastics by Extrusion Plastometer.

2. ASTM D1505‐18 ‐ Standard Test Method for Density of Plastics by the Density‐Gradient Technique.

3. ASTM D1603‐14 ‐ Standard Test Method for Carbon Black in Olefin Plastics.

4. ASTM D3350‐14 ‐ Standard Specification for Polyethylene Plastics Pipe and Fittings Materials.

5. ASTM F2306/F2306M‐14e1 Standard Specification for 12 to 60 in. [300 to 1500 mm] Annular Corrugated Profile‐Wall Polyethylene (PE) Pipe and Fittings for Gravity‐Flow Storm Sewer and Subsurface Drainage Applications

6. ASTM F2648/F2648M‐17 Standard Specification for 2 to 60 inch [50 to 1500 mm] Annular Corrugated Profile Wall Polyethylene (PE) Pipe and Fittings for Land Drainage Applications



1.4 SUBMITTALS

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

PART 2 PRODUCTS

2.1 CORRUGATED HDPE PIPE

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

B. Pipe materials shall comply with one of the following requirements:

1. HDPE resin that is new, first quality, compounded, and manufactured specifically for producing HDPE pipe, conforming with the minimum requirements of cell classification 424420C for 4‐ through 10‐inch diameters, and 435400C for 12‐ through 60‐inch diameters, as defined and described in the latest version of ASTM D3350, except that carbon black content should not exceed 4%. The 12‐ through 60‐inch virgin pipe material shall comply with the notched constant ligament‐stress (NCLS) test as specified in Sections 5.1 of and ASTM F2306 respectively; or

2. An engineered compound of virgin and recycled high density polyethylene conforming with the minimum requirements of cell classification 424420C (ESCR Test Condition B) for 4‐ through 10‐inch diameters, and 435420C (ESCR Test Condition B) for 12‐ through 60‐inch diameters, as defined and described in the latest version of ASTM D3350, except that carbon black content should not exceed 4%.

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

2.2 FITTINGS



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

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

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

D. Provide flared culvert ends compatible with the supplied pipe.

2.3 BACKFILL MATERIALS

A. Bedding and backfill materials shall meet the requirements of Earthfill ‐ Section 02200.

PART 3 EXECUTION

3.1 PIPE INSTALLATION GENERAL REQUIREMENTS

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

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

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



3.2 PLACING PIPE

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

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

C. Take precautions to prevent damage to the pipe.

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

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

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

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

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

I. Backfill shall be carefully placed and compacted over the pipe in a manner acceptable to the OWNER/Engineer and in accordance with Section 02200.

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

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

L. Anchor flared culvert ends per manufacturer’s recommendations.

3.3 JOINING PIPE

A. Join the HDPE pipe using water‐tight couplers or bell‐spigot joints as recommended by the pipe Manufacturer.

3.3 BACKFILLING PIPE

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



accordance with Section 02200.

END OF SECTION


Rev 0 – January 2018 Section 02712 Page 1 of 6 LEACHATE COLLECTION SYSTEM

SECTION 02712

LEACHATE COLLECTION SYSTEM

PART 1 GENERAL

1.1 DESCRIPTION

A. The furnishing of all the products and labor required for the installation of the leachate collection system and leachate seep drains, including excavation, trenching, leachate management, leachate collection pipes and fittings, manholes, drainage gravel or chipped tires, and geotextile as shown on the Construction Drawings.


A. Section 02222 – Engineered Fill, Utility, and Anchor Trench Backfill.

B. Section 02223 – Foundation Layer and Protective Cover.

C. Section 02227 –Drainage Material.

D. Section 02710 – High Density Polyethylene Pipe.

E. Section 02771 – Geotextile.

F. Section 02773 – Drainage Geocomposite.

G. Section 02778 – Geomembrane.

H. Section 03461 – Precast Concrete Manholes.

1.3 SUBMITTALS

A. Contractor shall submit a Health and Safety Plan (HSP) to OWNER for review and approval prior to excavating existing buried waste. The HSP shall include leachate management, landfill gas monitoring and provisions for personal protective equipment.





PART 2 PRODUCTS

2.1 CONCRETE MANHOLES

A. The CONTRACTOR shall supply precast concrete manholes of the size and type shown on the Construction Drawings.

B. Manholes shall be manufactured and supplied in accordance with Section 03461 of these Specifications.

C. Knock-outs shall be placed at the flow line of the pipes, at the locations indicated, and the sizes shown on the Construction Drawings.

2.2 HDPE PIPE AND FITTINGS

A. HDPE pipe shall be manufactured and supplied in accordance with Section 02710 of these specifications.

B. HDPE Fittings shall be made of the type and size recommended by the MANUFACTURER.

2.3 MANHOLE FOUNDATION

A. The CONTRACTOR shall provide the materials for the manhole foundation as required by the MANUFACTURER and as otherwise shown on the Construction Drawings.

2.4 DRAINAGE MATERIAL

A. The drainage materials shall be supplied in accordance with Section 02227 of these specifications.

2.5 GEOMEMBRANE

A. The geomembrane shall be supplied in accordance with Section 02778 of these specifications.



2.6 GEOTEXTILE

A. The geotextile wrap shall be supplied in accordance with Section 02771 of these specifications.

PART 3 EXECUTION

3.1 TRANSPORTATION, DELIVERY, HANDLING AND STORAGE

A. Manholes

1. Care shall be taken during transportation of the manholes such that they are not damaged.

2. Ropes, fabric, rubber-protected slings, straps, or other approved method shall be used when handling the manholes.

B. Piping:

1. Care shall be taken during transportation of the manhole and piping that it is not cut, kinked, or otherwise damaged.

2. Ropes, fabric, rubber-protected slings, straps, or other approved method shall be used when handling the manhole.

3. Manhole shall be stored on level ground, preferable turf or sand, free of sharp objects which could damage the materials.

3.2 PREPARATION

A. Survey the alignment and place construction staking as required for the installation of the leachate collection trench and manholes.

B. The foundation for each manhole shall be compacted to a level firm surface. The manhole shall be constructed such that the structure will not transmit dead or live loads to piping. Care shall be taken to prevent earth and other material from entering the manhole.

D. The interior of manholes shall be thoroughly cleaned of all foreign material before being set into position and shall be kept clean placement by means of plugs, or other industry-approved methods.

E. The CONTRACTOR shall prepare a HSP that includes provisions for handling and managing leachate management during the installation of the leachate collection system for review and approval by the ENGINEER.



F. The CONTRACTOR shall be responsible for safe handling of all leachate such that leachate is not discharged from the site during construction. This may include but is not limited to dewatering of trenches, pumping, storage, and off-site treatment as necessary.

3.3 LEACHATE SEEP DRAINS

A. The CONTRACTOR shall construct leachate seep drains at the locations designated by the ENGINEER.

B. Construct the seeps and manage the leachate in accordance with the approved HSP.

C. Excavate existing waste to 5 feet beyond the limits of the seep and to a depth of one foot as shown on the Construction Drawings or to a depth defined by the ENGINEER.

D. Excavate a trench in the existing waste to the depth and dimensions shown on the Construction Drawings or to a depth defined by the ENGINEER.

E. Waste excavation and handling shall be performed in accordance with Section 02112 and the approved HSP.

F. Place perforated pipe in the excavated seep area as shown on the Construction Drawings and backfill the seep with the leachate collection gravel or chipped tires in accordance with Section 02227.

G. Place non-perforated pipe in the trench, connect to the perforated pipe, and backfill the pipe with trench backfill in accordance with Sections 02222 of these specifications.

H. Cover the leachate collection gravel with geotextile and anchor in accordance with the Construction Drawings.

I. Connect the non-perforated pipe to the perimeter leachate collection trench pipe.

3.4 MANHOLE INSTALLATION

A. Manholes shall be examined for damage before being set and defective or damaged sections shall not be used.

B. Manholes shall be placed in the locations and at the elevations indicated on the Construction Drawings.



C. The handling of the manholes shall be in such a manner that the manholes and pipe are not damaged.

D. Any adapters for joining the pipes to the manholes shall be in accordance with the MANUFACTURER's printed instructions.

E. Install the collection pipe(s) stub-outs to each manholes in accordance with the Construction Drawings.

F. Fill annulus around knock-out of the pipe and manhole opening with grout in accordance with the MANUFACTURER’S recommendations.

G. Pipe connected to the manhole shall be supported in such a manner that no subsequent relative movement between the pipe and the joint with the rigid structures is possible.

H. All stub-outs on the manhole as shown on the Construction Drawings shall be made and necessary caps shall be installed by the CONTRACTOR.

I. Joining of the fittings to the pipe and manhole shall be accomplished by standard methods in accordance with the MANUFACTURER's recommendations.

J. Backfill the manholes with drainage gravel as shown on the Construction Drawings and as described in Section 02227.

3.5 PERIMETER LEACHATE COLLECTION AND INTERCEPTOR TRENCHES

A. The CONTRACTOR shall construct the perimeter leachate and interceptor trenches to the depths, dimensions, and at the locations shown on the Construction Drawings.

B. Construct the trenches and manage the leachate in accordance with the approved HSP.

C. If waste is discovered in the alignment of the perimeter trenches, stop work and notify the ENGINEER to determine whether modifications to the alignment and trench construction need to be made.

D. Waste excavation and handling shall be performed in accordance with Section 02112.

E. Place the materials (geomembrane, geocomposite, geotextile, and perforated pipes, etc.) in the perimeter leachate collection and interceptor trenches and backfill with drainage material in accordance with Sections 02222, 02227, 02771, 02773, and 02778 of these Specifications.



3.6 LEACHATE COLLECTION SYSTEM ACCEPTANCE

A. CONTRACTOR retains all ownership and responsibility for the leachate collection system until acceptance by the OWNER.

B. OWNER will accept installation when:

1. All required documentation from the MANUFACTURERs and INSTALLERs has been received and accepted.

2. The installation is finished.

3. Test reports verifying completion of all field activities and repairs have been provided in accordance with these Specifications.

4. Written certification documents and drawings have been received by the OWNER.

3.7 CONSTRUCTION QUALITY CONTROL (CQC) AND QUALITY ASSURANCE (CQA)

A. Contractor shall be responsible for CQC. Contractor shall engage and pay for the services of qualified staff or a qualified subcontractor to perform CQC for monitoring and documenting the quality of the leachate collection system in accordance with the Contract Documents.

B. Unless otherwise specified, the Contractor shall complete CQC inspection, sampling, testing or any other action, as considered necessary by the Contractor to ensure that the Work has been completed in accordance with the Contract Documents. Notwithstanding the results of the Contractor’s CQC program, compliance of the Work with the Contract Documents shall be defined by the results of the CQA program.

C. Any Work that does not satisfy the requirements of the Contract Documents shall be corrected in accordance with the requirements of the Contract Documents or as directed by the CQA Consultant at the sole expense of the Contractor.

D. The Owner and the CQA Consultant shall be permitted to review the pipe and gasket manufacturing processes and test results at any time.

END OF SECTION


BC Team Section 02740 Rev 0 – July 2013 Page 1 of 4 FLEXIBLE PAVEMENT

SECTION 02740

FLEXIBLE PAVEMENT

PART 1 GENERAL

1.1 SUMMARY


1. Asphaltic concrete paving, wearing course.

2. Aggregate backfill and base course.

B. Related Sections.


2. Section 02324 - Trenching.

1.2 REFERENCES

A. Asphalt Institute:

1. AI MS-2 - Mix Design Methods for Asphalt Concrete and Other Hot- Mix Types.

2. AI MS-19 - Basic Asphalt Emulsion Manual.

B. American Society for Testing and Materials:

1. ASTM D946 - Standard Specification for Penetration-Graded Asphalt Cement for Use in Pavement Construction.

2. ASTM D3381 - Standard Specification for Viscosity-Graded Asphalt Cement for Use in Pavement Construction.

C. Federal Highway Administration

1. FP-03 – Standard Specifications for Highways and Bridges

1.3 PERFORMANCE REQUIREMENTS

A. Paving Patching: Designed for bus and truck vehicle traffic.



1.4 SUBMITTALS

A. Section 01300 - Submittals: Requirements for submittals.

B. Product Data: Submit product information and mix design.

C. Manufacturer's Certificate: Certify Products meet or exceed specified requirements.


A. Perform Work in accordance with Government of Guam Department of Public Work’s standards.

B. Mixing Plant: Conform to Government of Guam, Department of Public Work's standards.

C. Obtain materials from same source throughout.

1.6 QUALIFICATIONS

A. Installer: Company specializing in performing work of this section with minimum 5 years documented experience.


A. Do not place asphalt when surface is wet.

B. Place bitumen mixture when temperature is not more than 38T15 degrees F38T39T below 39Ttemperature at when initially mixed and not more than maximum specified temperature.

PART 2 PRODUCTS

2.1 MATERIALS

A. Asphalt Cement: In accordance with FP-03.

B. Aggregate for Wearing Course Mix: In accordance with FP-03.

C. Fine Aggregate: In accordance with FP-03.

D. Mineral Filler: Finely ground particles of limestone, hydrated lime or other mineral dust, free of foreign matter.

2.2 ASPHALT PAVING MIX



A. Use dry material to avoid foaming. Mix uniformly.

B. Wearing Course: 5 to 7 percent of asphalt cement by weight in mixture in accordance with FP-03 and Government of Guam, Department of Public Work’s standards.

C. Mix Temperature: 300 degrees F (+/- 25).

2.3 SOURCE QUALITY CONTROL AND TESTS

A. Verify compacted subgrade, subbase and trench backfill is dry and ready to support paving and imposed loads.

PART 3 EXECUTION

3.1 EXAMINATION

A. Verify compacted subgrade, subbase and trench backfill is dry and ready to support paving and imposed loads.

B. Verify gradients and elevations of base are correct.

3.2 BACKFILL AND BASE COURSE

A. Aggregate backfill and base course: Install as specified in Section 02222 and Section 02324.

3.3 PLACING ASPHALT PAVEMENT – UTILITY TRENCH PATCHING

A. Install Work in accordance with FP-03 and Government of Guam, Department of Public Works standards.

B. Place asphalt wearing coarse 3 inch compacted thickness.

C. Compact pavement by rolling to specified density. Do not displace or extrude pavement from position. Hand compact in areas inaccessible to rolling equipment.

D. Perform rolling with consecutive passes to achieve even and smooth finish without roller marks.

3.5 TOLERANCES

A. Flatness: Maximum variation of 38T1/4 inch measured with 10 foot straight edge.

B. Scheduled Compacted Thickness: Within 38T1/4 inch.




A. Take samples and perform tests in accordance with FP-03 and Government of Guam, Department of Public Works standards.


A. Immediately after placement, protect pavement from mechanical injury for 12 hours or until surface temperature is less than 38T140 degrees F38T

END OF SECTION


Section 02750 Rev A – June 2018 Page 1 of 5 HIGH DENSITY POLYETHYLENE (HDPE) PIPING

SECTION 02750

HIGH DENSITY POLYETHYLENE (HDPE) PIPING

PART 1 GENERAL

1.1 SUMMARY

Section includes furnishing and installing the high density polyethylene (HDPE) piping, couplings and fittings, and associated materials and appurtenances for the leachate collection and removal system (LCRS), LCRS leak detection system, and the subdrain system pipes as shown on the Construction Drawings, as specified herein and as needed for complete installations.

Related Sections

1. Section 02200 – Site Earthwork

2. Section 02771 – Geotextile


4. Section 02778 – Geomembrane

1.2 REFERENCES

ASTM International, latest version:

1. ASTM A492‐95(2013) ‐ Standard Specification for Stainless Steel Rope Wire

2. ASTM D1505 ‐ 18 Standard Test Method for Density of Plastics by the Density Gradient Technique D1603 Standard Test Method for Carbon Black in Olefin Plastics

3. ASTM D1693 ‐ 15 Standard Test Method for Environmental Stress Cracking of Ethylene Plastics

4. ASTM D3035 ‐ 15 Standard Specification for Polyethylene (PE) Plastic Pipe (DR PR) Based on Controlled Outside Diameter

5. ASTM D3261 ‐ 16 Standard Specification for Butt Heat Fusion Polyethylene (PE) Plastic Fittings for Polyethylene (PE) Plastic Pipe and Tubing



6. ASTM D3350 ‐ 14 Standard Specification for Polyethylene Plastics Pipe and Fittings Materials

7. ASTM F714 ‐ 13 Standard Specification for Polyethylene (PE) Plastic Pipe (DR PR) Based on Outside Diameter

1.3 DEFINITIONS

Refer to Section 01075 –Technical Specification Definitions.

1.4 SUBMITTALS

The Contractor shall submit the Manufacturer’s specifications, and Manufacturer’s laboratory certification to the Engineer for review in accordance with Section 01300 – Submittals. The submittal shall include one (1) sample of each type of piping, with proposed perforations where applicable. The submittal shall document the pipe and fittings meet or exceed the requirements presented in this Section and as shown on the Construction Drawings. The Contractor shall obtain the Engineer’s acceptance of applicable submittals before pipe shipment.

The Contractor shall submit, prior to installation of the pipe, a welding certification certificate for each individual intended to be used for pipe welding demonstrating that they meet the minimum qualifications per Article 1.5.

1.5 QUALIFICATIONS

A. The pipe welding technician shall have a minimum of 5 years of experience welding HDPE pipe utilizing the equipment and/or procedure proposed for use by the Installer or Manufacturer.


A. Contractor shall prevent damage by abrasion or puncturing, or both.

B. Store HDPE pipe with support to prevent developing a permanent set.

C. Stack the heaviest series of HDPE pipe on the bottom.

D. Stack HDPE pipe no more than eight layers high or consistent with the Manufacturer’s recommendations.

E. HDPE Pipe damaged during transportation, loading, unloading, delivery, storage, or during construction shall be documented by the Engineer and the Contractor.



F. Contractor shall repair or replace damaged HDPE pipe at no cost and to the satisfaction of the Engineer.

1.7 QUALITY CONTROL

A. Use adequate numbers of skilled workman who are trained and experienced in the necessary crafts and who are familiar with the specified requirements and the methods needed for proper performance of the work of this Section.

B. Render assistance as necessary for CQA Monitor to collect product samples for Quality Assurance testing as necessary.

PART 2 PRODUCTS

2.1 PIPE

All HDPE pipe and fittings shall have a Standard Dimension Ratio (SDR) of 11 unless otherwise noted on the drawings, and comply with ASTM F714.

All HDPE pipe and fittings shall be comprised of PE 3608 polyethylene that has a grade of PE 36 with a minimum cell classification of Type III, PE 345464C, as defined in ASTM D3350.

HDPE pipe shall be homogeneous throughout, uniform in color, and free of cracks, holes (except where specified), foreign materials, blisters, or deleterious faults.

Segments of HDPE pipe having cuts of gouges in excess of 20 percent of wall thickness of the pipe shall be cut out and removed.

2.2 MANUFACTURER SOURCE QUALITY CONTROL

The delivered pipe shall be HDPE and shall meet the requirements in Article 2.1 and the SDR indicated in the Specifications.

Provide HDPE pipe with holes or slots with dimensions and locations shown on Construction Drawings.

HDPE pipe shall be cleaned of mill cuttings prior to delivery to the site.

2.3 PIPE COUPLINGS AND FITTINGS

HDPE couplings, fittings and caps shall conform to the Construction Drawings and ASTM D3261.



HDPE couplings, fittings, and end caps, and removable access caps at riser pipes shall be prefabricated. Fabricate, transport, and install consistent with the Manufacturer’s recommendations and the Construction Drawings.

Fittings and couplings shall be marked with the Manufacturer’s name or logo, size, and material from which they were molded.

All fittings and couplings, which shall be fusion welded to the pipe, shall be manufactured using the same resin and additives and shall be from the same Manufacturer as the HDPE pipe.

Fasteners (bolts, nuts, washers, etc.) for riser pipe supports and riser pipe caps shall be stainless steel.

Mechanical connections must be approved by the Engineer and may consist of sleeves, socket, screw, or heat‐shrink connections.

2.3 EQUIPMENT

Equipment for handling, welding, and laying HDPE pipe shall be as recommended by the Pipe Manufacturer.

PART 3 EXECUTION


Examine the areas and conditions under which work of this Section shall be performed. Correct conditions detrimental to timely and proper completion of the Work. Notify the Engineer of such conditions and proposed corrective actions before correcting unsatisfactory conditions. Do not proceed until unsatisfactory conditions are corrected.

3.2 PIPE INSTALLATION

The HDPE pipe couplings and fittings shall be cleaned of all foreign material such as dirt, grease, oil, or moisture prior to placement.

The HDPE pipe shall be laid in a manner that does not damage pipe or underlying geosynthetics.

The HDPE pipe shall be laid to the lines and grades shown on the plans.

HDPE Pipe installation procedures shall provide for the least possible amount of lifting and moving.



HDPE fittings shall not be used as the point of attachment for a lifting or pulling line.

The HDPE should be installed and backfilled in accordance with the Construction Drawings.

3.3 PIPE CONNECTIONS

Fusion weld all HDPE pipe connections in accordance with the Manufacturer’s recommendations unless otherwise shown on the Construction Drawings or approved by the Engineer.

END OF SECTION


Section 02771 Rev A – June 2018 Page 1 of 8 GEOTEXTILE

SECTION 02771

GEOTEXTILE

PART 1 GENERAL

1.1 SUMMARY

Section includes furnishing and installing geotextile in areas as shown on the Construction Drawings and described in this Section.

Related Sections:

1. Section 02200 – Site Earthwork

2. Section 02225 – Low Permeability Soil Liner

3. Section 02771 ‐ Geotextile


5. Section 02778 –Geomembrane

1.2 REFERENCES

ASTM International, latest version:

1. ASTM D4491/D4491M‐17 Standard Test Methods for Water Permeability of Geotextiles by Permittivity

2. ASTM D4533‐15 Standard Test Method for Trapezoid Tearing Strength of Geotextiles

3. ASTM D4632/D4632M‐15a Standard Test Method for Grab Breaking Load and Elongation of Geotextiles

4. ASTM D4751‐16 Standard Test Method for Determining Apparent Opening Size of a Geotextile

5. ASTM D4759‐11(2018) Standard Practice for Determining the Specification Conformance of Geosynthetics

6. ASTM D4873/D4873M‐17 Standard Guide for Identification, Storage, and Handling of Geosynthetic Rolls and Samples



7. ASTM D5199‐12 Standard Test Method for Measuring the Nominal Thickness of Geosynthetics

8. ASTM D5261‐10 Standard Test Method for Measuring Mass per Unit Area of Geotextiles

9. ASTM D6241‐14 Standard Test Method for the Static Puncture Strength of Geotextiles and Geotextile‐Related Products Using a 50‐mm Probe

1.3 SUBMITTALS

The Contractor shall submit geotextile samples, Manufacturer’s specifications, and a complete description of geotextile fabric and thread proposed for use to the Engineer for review in accordance with Section 01300 – Submittals, a maximum of five (5) calendar days after approval of contract.

The Contractor shall submit the Manufacturer’s specifications, and quality control certificates to the Engineer for review in accordance with Section 01300 – Submittals. The submittal shall include a certification that geotextile fabric and thread materials meet or exceed parameters provided in this Section and as shown on the Construction Drawings. The Contractor shall obtain the Engineer’s acceptance of applicable submittals before geotextile shipment.

The Contractor shall furnish written instructions from the Manufacturer for storage and handling of the geotextile a minimum of seven (7) work days prior to geotextile shipment.

The Contractor shall submit Manufacturer and Contractor’s warranties to the Engineer within fifteen (15) calendar days following installation completion.

1.4 DELIVERY, STORAGE AND HANDLING

The geotextiles shall be labeled, delivered and stored in accordance with ASTM D4873 unless otherwise agreed upon by the Engineer. The protective wrapping shall be maintained during periods of shipment and storage.

Roll numbers, Manufacturer’s name, product identification, lot number and roll dimensions shall be marked on protective covering.

During shipment and storage, the geotextile rolls shall be elevated off the ground and adequately covered to protect them from the following:

1. Site construction

2. Damage



3. Precipitation

4. Extended ultraviolet radiation including sunlight

5. Chemicals that are strong acids or strong bases

6. Flames including welding sparks

7. Temperatures in excess of 160F (71C)

8. Any other environmental condition that may damage the property values of the geotextile

The Contractor shall ensure the appropriate unloading straps are provided with rolls when delivered to the site from the manufacturer.

If the Engineer determines material is damaged or has excessive sunlight (UV) exposure, the Contractor shall immediately make all repairs and replacements at no additional cost.

Geotextile damaged during transportation, loading, unloading, delivery, and storage shall be documented by the Engineer and the Contractor.

Damaged geotextile shall be repaired, if possible, to the satisfaction of the Engineer.

Damaged geotextile rejected by the Engineer shall be replaced at no cost.

1.5 QUALITY CONTROL

Use adequate numbers of skilled workman who are trained and experienced in the necessary crafts and who are familiar with the specified requirements and the methods needed for performance of the work of this Section.

Render assistance as necessary for Engineer to collect product samples for Quality Assurance testing.

1.6 WARRANTY

Geotextile and thread shall be provided with Manufacturer and Contractor’s warranties and the material and workmanship shall meet the warranty provisions of this Contract.



PART 2 PRODUCTS

2.1 GEOTEXTILE

8 oz. Separator Geotextile (Non‐Woven)

1. Products comprised of non‐woven, continuous‐filament polypropylene or polyester fabric that maintains its structure during handling, placement, and long‐term service.

2. The product must be resistant to soil chemicals.

3. New product made from virgin materials.

4. The geotextiles shall be manufactured in North America, unless otherwise approved in writing by the Engineer.

5. Conforming to the following minimum average roll values shown in Manufacturer Source Quality Control Section of these geotextile specifications.


The Contractor shall ensure the that quality control tests have been performed on the geotextiles, at the minimum frequencies shown in Tables 02771‐1, and that the specified minimum average roll value (MARV) requirements were achieved at the manufacturer’s facility, with the exception of AOS which is maximum average roll value (MaxARV) and UV resistance which is a minimum average value.



TABLE 02771‐1 GEOTEXTILE SEPARATOR/FILTER (NON‐WOVEN) PROPERTY VALUES

PROPERTY TEST

DESIGNATION ACCEPTANCE REQUIREMENT

FREQUENCY

Mass per Unit Area ASTM D5261 ≥ 8.0 oz/yd2 1 per 100,000 sf

Grab Tensile Strength 1 ASTM D4632 ≥ 203 lbs 1 per 100,000 sf

Grab Tensile Elongation 2 ASTM D4632 ≥ 50% 1 per 100,000 sf

Trapezoidal Tear 1 ASTM D4533 ≥ 79 lbs 1 per 100,000 sf

CBR Puncture Resistance ASTM D6241 ≥ 440 lbs 1 per 100,000 sf

Apparent Opening Size (AOS) ASTM D4751 < 0.024 in (0.6 mm)

1 per 540,000 sf

UV Resistance ASTM D4355 80% strength at

500 hours 1 per 540,000 sf

Permittivity ASTM D4491 ≥ 0.02 sec‐1 (3)

Notes:

1. Measured in weakest direction. 2. Measured in direction of lower elongation. 3. Provide certification and test results. Test results may be for geotextile type, in lieu of actual product

shipped.

The Contractor shall provide the Engineer with quality control certificates from the Manufacturer for each lot and each shift’s production of geotextile. The quality control certificates shall include:

1. Roll numbers and identification.

2. Sampling procedures.

3. Results of quality control tests, including a description of test methods used.

2.3 EQUIPMENT

Sewing equipment and accessories shall meet the following requirements:

1. Maintained in adequate number in order to avoid delaying work.

2. Supplied by a power source capable of providing constant voltage under a combined‐line load.

3. Provided with a protective lining and splash pad large enough to catch spilled fuel under an electric generator, if used on geotextile.



PART 3 EXECUTION


Examine the areas and conditions under which work of this Section shall be performed. Correct conditions detrimental to timely and proper completion of the Work. Notify the Engineer of such conditions and proposed corrective actions before correcting unsatisfactory conditions. Do not proceed until unsatisfactory conditions are corrected.

3.2 APPROVAL TO DEPLOY

Prior to installation of geotextile, Contractor shall obtain approval to deploy from the Engineer. If required, deficiencies in the underlying materials shall be corrected as applicable.

3.2 DEPLOYMENT

The geotextiles shall be secured during deployment by placing sandbags as ballast. Ballast shall be left in place until the geotextile is covered. Installer shall be responsible for the geotextile until the geotextile is covered. Material used to fill sandbags shall be the same as the material to be placed over the geotextile.

Care shall be taken to protect other in‐place geosynthetic materials when cutting geotextile. Installer shall repair, or replace, at the Engineer’s discretion, underlying geosynthetic components damaged during geotextile installation at no cost.

During deployment, the Installer shall not entrap excessive dust, stones, or moisture in geotextile that could damage or clog drains or filters, or hamper subsequent seaming.

The geotextile shall be examined over its entire surface to ensure that no potentially harmful foreign objects, such as needles, are present. Foreign objects, if encountered, shall be removed.

Unless ultraviolet‐light stabilized, geotextiles shall be covered within a time frame acceptable to the Manufacturer or within 48 hours.

3.3 SEAMS AND OVERLAPS

Seam geotextile by sewing or heat bonding. Geotextiles shall be overlapped 6 inches prior to seaming. The Installer shall not seam horizontally on slopes greater than 10 horizontal to 1 vertical (i.e., seam up and down, not across slopes). Geotextiles placed on the side slopes can be seamed by heat bonding.



The Installer shall ensure that no soil materials are present within the seams.

Polymeric thread with chemical resistance properties equal to or exceeding those of the geotextile, shall be used if the geotextile is joined by sewing. The geotextile shall be sewn with a 401 two‐thread chain stitch, with a minimum of 4 stitches per inch or Engineer‐approved equivalent.

3.4 REPAIRS

Holes or tears in geotextiles shall be repaired as follows:

1. On 10 horizontal to 1 vertical (10:1) or steeper slopes: patch from the same geotextile material and continuously sew or heat bond in place.

2. Remove all sheets with tears exceeding 20 percent of the roll width and replace with new material.

3. On slopes flatter than 10:1 patch from the same geotextile material, spot‐seam in place with a minimum overlap of 24 inches in all directions.

Remove soil and other material which may have penetrated through the torn geotextile before repairing.


General:

1. The Contractor shall participate in and conform with all terms and requirements of the Engineer’s quality assurance program. Quality assurance requirements are as specified in this Section.

Conformance Testing (Performed by the Engineer or Third Party CQA Laboratory):

1. Conformance samples shall be obtained at a frequency of one sample every 100,000 sf or one per lot. The Engineer shall obtain samples for testing. Samples shall be obtained across the entire roll width, excluding the first 2 feet of the roll. Sample size shall be 3‐feet long by the roll width. The Engineer shall mark the machine direction on the sample.

2. The following tests shall be performed on the conformance samples to determine geotextile characteristics and results shall be evaluated according to ASTM D4759.

a. Mass per unit area (ASTM D5261)



b. Grab tensile strength (ASTM D4632)

c. Puncture resistance (ASTM D6241)

d. Water Flow Rate (ASTM D4491)

e. Apparent opening size (ASTM D4751)

3.6 ACCEPTANCE

Contractor shall retain ownership and responsibility for geotextile until acceptance by the Engineer.

The Engineer shall accept the geotextile installation when:


2. All required documentation regarding the manufacturing and installation has been received and approved.

3. Verification of the adequacy of all field seams and repairs, including associated testing, is complete.

4. Written certification documents have been received by the Engineer.

END OF SECTION


Section 02774 Rev A – June 2018 Page 1 of 10 GEOCOMPOSITE DRAIN MATERIAL

SECTION 02774

GEOCOMPOSITE DRAIN MATERIAL

PART 1 GENERAL

1.1 SUMMARY

A. Section includes furnishing and installing double‐sided geocomposite drain material consisting of a high density polyethylene (HDPE) geonet core with a non‐woven geotextile heat bonded to both sides as shown on the Construction Drawings and described in this Section.


A. The work of the following Sections is related to the work of this Section. Other Sections, not referenced below, may also be related to the proper performance of this work. It is the CONTRACTOR’s responsibility to perform all the work required by the Contract Documents.

B. Section 02200 – Site Earthwork.

C. Section 02225 – Low Permeability Soil Liner.

D. Section 02771 – Geotextile.

E. Section 02778 – Geomembrane.

1.3 REFERENCES

A. ASTM International, latest version:

1. ASTM D792‐13 Standard Test Methods for Density and Specific Gravity (Relative Density) of Plastics by Displacement D1505 Standard Test Method for Density of Plastics by the Density‐Gradient Technique.

2. ASTM D1505‐18 Standard Test Method for Density of Plastics by the Density Gradient Technique.

1. ASTM D1603‐14 Standard Test Method for Carbon Black Content in Olefin Plastics.

2. ASTM D1621‐16 Standard Test Method for Compressive Properties Of Rigid Cellular Plastics.



3. ASTM D4218‐15 Standard Test Method for Determination of Carbon Black Content in Polyethylene Compounds By the Muffle Furnace Technique.

4. ASTM D4491/D4491M‐17 Standard Test Methods for Water Permeability of Geotextiles by Permittivity.

5. ASTM D4632/D4632M‐15a Standard Test Method for Grab Breaking Load and Elongation of Geotextiles.

6. ASTM D4716/D4716M‐14 Standard Test Method for Determining the (In plane) Flow Rate per Unit Width and Hydraulic Transmissivity of a Geosynthetic Using a Constant Head.

7. ASTM D4751‐16 Standard Test Method for Determining Apparent Opening Size of a Geotextile.

8. ASTM D4759‐11(2018) Standard Practice for Determining the Specification Conformance of Geosynthetics.

9. ASTM D4873/D4873M‐17 Standard Guide for Identification, Storage, and Handling of Geosynthetic Rolls and Samples.

10. ASTM D5035‐11(2015) Standard Test Method for Breaking Force and Elongation of Textile Fabrics (Strip Method).

11. ASTM D5199‐12 Standard Test Method for Measuring the Nominal Thickness of Geosynthetics.

12. ASTM D5261‐10 Standard Test Method for Measuring Mass per Unit Area of Geotextiles.

13. ASTM D5321/D5321M‐17 Standard Test Method for Determining the Shear Strength of Soil‐Geosynthetic and Geosynthetic‐Geosynthetic Interfaces by Direct Shear.

14. ASTM D6364‐06(2018) Standard Test Method for Determining Short‐Term Compression Behavior of Geosynthetics

15. ASTM D7005/D7005M‐16 Standard Test Method for Determining the Bond Strength (Ply Adhesion) of Geocomposites.

1.4 SUBMITTALS

A. The Contractor shall submit samples, Manufacturer’s specifications and a complete description of the Geocomposite Drain Material prepared for use to



the Engineer for review in accordance with Section 01300 – Submittals, within five (5) calendar days after contract approval. The Geocomposite Drain Material shall meet or exceed requirements of this section.

B. The Contractor shall submit the following Manufacturer data to the Engineer for review in accordance with Section 01300 – Submittals. The Contractor shall obtain the Engineer’s acceptance of applicable submittals before geocomposite material shipment.

3. Geotextile:

a. Certification stating that the geotextile used in the production of the geocomposite meets the product requirements (Table 02774‐2).

b. Copy of quality control tests performed by geotextile manufacturer (prior to heat bonding to the geonet core).

4. Geocomposite:

a. Certification stating that the geonet core of the geocomposite meets the product requirements specified in Table 02774‐1 and the geocomposite meets the product requirements specified in Table 02774‐3.

b. Copy of quality control tests performed by geocomposite manufacturer to include all tests specified in Table 02774‐3.

c. Samples of the geocomposite used for interface strength testing required in Section 02778. Submitted geocomposite samples shall be a minimum dimension of one foot by one foot square and come from the same roll as the actual geocomposite samples used in the interface strength tests.

C. The Contractor shall submit a copy of the Manufacturer’s Quality Control Plan and recommended installation procedures in accordance with Section 01300.

D. The Contractor shall furnish written instructions from the Manufacturer for storage and handling of the geocomposite a minimum of seven (7) work days prior to geocomposite shipment to the Site.




A. The geocomposite shall be labeled, delivered and stored in accordance with ASTM D4873 unless otherwise agreed upon by the Engineer. The protective wrapping shall be maintained during periods of shipment and storage.

B. Roll numbers, Manufacturer’s name, product identification, lot number and roll dimensions shall be marked on protective covering.

C. During shipment and storage, the geocomposite rolls shall be elevated off the ground and adequately covered to protect them from the following:

1. site construction

2. damage precipitation

3. extended ultraviolet radiation including sunlight

4. chemicals that are strong acids or strong bases

5. flames including welding sparks

6. temperatures in excess of 160 degrees F (71 degrees C)

7. any other environmental condition that may damage the property values of the geotextile.

D. Manufacturer shall provide unloading straps with rolls delivered to the site.

E. If the Engineer determines material is damaged or has excessive sunlight (UV) exposure, the Contractor shall immediately make all repairs and replacements at no additional cost.

F. Geocomposite damaged during transportation, loading, unloading, delivery, and storage shall be documented by the Engineer.

G. Damaged geocomposite shall be repaired, if possible, to the satisfaction of the Engineer.

H. Damaged geocomposite rejected by the Engineer shall be replaced at no cost.

1.6 QUALITY CONTROL

A. Use adequate numbers of skilled workers who are trained and experienced in the necessary crafts and who are familiar with the specified requirements and the methods needed for performance of the work of this Section.



B. Render assistance as necessary for Engineer to collect product samples for Quality Assurance testing.

1.7 WARRANTY

A. The Contractor shall provide geocomposite material with the Manufacturer’s and Contractor’s warranty and the material and workmanship shall meet the warranty provisions of this Contract.

PART 2 PRODUCTS

2.1 GEOCOMPOSITE

A. Product comprised of double sided, non‐woven, needle‐punched, continuous or staple filament, polyester or polypropylene geotextile, heat‐bonded to both sides of an integrally formed, solid rib, extruded, HDPE, geonet core. Geocomposite shall be manufactured by Skaps Industries, GSE, or approved equivalent.

B. The bonding process shall not introduce adhesives or other foreign products.

C. The geonet shall have uniform channels and open areas to provide uniform flow of water.

D. The geonet shall maintain the design transmissivity performance under the site specific normal load as described in Paragraph 2.2 C of this Section.

E. The geocomposite shall be resistant to biological, chemical, and ultraviolet degradation such that long‐term performance (i.e. transmissivity) is not disrupted or significantly reduced.


A. The geonet core shall conform to the following minimum requirements:

TABLE 02774‐1 PROPERTIES FOR GEONET CORE

PROPERTY TEST DESIGNATION REQUIREMENT TESTING

FREQUENCY

Thickness ASTM D5199 300 mil (min) 1 per 50,000 sf

Density ASTM D1505 0.935 g/cm 1 per 100,000 sf

Percent Carbon Black

ASTM D1603 2‐3% 1 per 100,000 sf



B. The geotextile (prior to being heat bonded to the geonet core) shall conform to the following minimum average roll value (MARV) requirements:

TABLE 02774‐2 PROPERTIES FOR GEOTEXTILE (PRIOR TO HEAT BONDING)

PROPERTY TEST DESIGNATION REQUIREMENT TESTING

FREQUENCY

Mass Per Unit Area ASTM D5261 8 oz/yd2 1 per 100,000 sf

Grab Tensile Strength ASTM D4632 225 lbs. 1 per 100,000 sf

Apparent Opening Size

ASTM D4751 >0.18 mm to <0.22

mm 1 per 540,000 sf

C. The geocomposite shall conform to the following minimum requirements:

TABLE 02774‐3 PROPERTIES FOR GEOCOMPOSITE

PROPERTY TEST DESIGNATION REQUIREMENT FREQUENCY

Hydraulic Transmissivity Note 1

ASTM D4716

>1x10‐3 m2/sec – LCRS layer

>5x10‐4 m2/sec – subdrain and leak detection layers

1 per 540,000 sf

Ply Adhesion ASTM D7005 1.0 lb/in 1 per 50,000 sf

Compressive Strength ASTM D6364 > 38,250 psf 1 per 540,000 sf

Interface Shear Strength Note 2 Note 2 Note 2

Notes:

1. Transmissivity shall be conducted under the following conditions: Gradient = 0.33 Normal Load = 1,000 psf Boundary Conditions = (top) stainless steel plate / geocomposite / stainless steel plate (bottom) Seat Time = 15 minutes

2. Interface shear strength shall be tested in accordance with Section 02778 – Geomembrane of the Specifications.

2.3 EQUIPMENT

A. Equipment and accessories shall meet the following requirements:

1. Maintained in adequate number in order to avoid delaying work.

2. Supplied by a power source capable of providing constant voltage under a combined‐line load.



3. Provided with a protective lining and splash pad large enough to catch spilled fuel under an electric generator, if used.

PART 3 EXECUTION


A. Examine the areas and conditions under which work of this Section shall be performed. Correct conditions detrimental to timely and proper completion of the Work. Notify the Engineer of such conditions and proposed corrective actions before correcting unsatisfactory conditions. Do not proceed until unsatisfactory conditions are corrected.

3.2 APPROVAL TO DEPLOY

A. Prior to installation of geocomposite, approval to deploy shall be obtained from the Engineer. If required, deficiencies in the subsurface shall be corrected as specified.

3.3 DEPLOYMENT

A. Follow manufacturer’s recommendations, standards and guidelines unless otherwise stated in this Specification.

B. Place geocomposite with the long dimension down the slope.

C. On slopes, the geocomposite shall only be deployed using full length rolls placed in the direction of the slope. No end seams shall be placed on the slopes. Reposition geocomposite by hand, if necessary, after unrolling to minimize wrinkles.

D. Geocomposite shall be laid smooth and free of tension, stress, folds, wrinkles, or creases.

E. The geocomposite shall be secured during deployment by placing sandbags as ballast. Ballast shall be left in place until the geocomposite is covered. Material used to fill sandbags shall be the same as the material to be placed over the geocomposite.

F. Care shall be taken to protect other in‐place geosynthetic materials when cutting geocomposite. Contractor shall repair, or replace, at the Engineer’s discretion, landfill components damaged during geocomposite installation at no cost.



G. During deployment, the Contractor shall not entrap excessive dust, stones, or moisture in geocomposite component that could damage or clog the polymer net, or hamper subsequent seaming.

H. The geocomposite shall be examined over its entire surface to ensure that no potentially harmful foreign objects, such as needles, are present. Foreign objects, if encountered, shall be removed.

3.4 SEAMS AND OVERLAPS

A. The geotextile and geonet shall be secured or seamed to the adjacent edge of the geocomposite drainage layer at all overlaps.

B. Geonet Components:

1. The geonet components shall be overlapped by at least 4 inches. These overlaps shall be secured by tying.

2. Tying shall be achieved by plastic cable ties. Tying devices shall be white or yellow for easy inspection. Metallic devices shall not be used.

3. Tying shall be at a minimum of every 4 feet along the length, every 12‐inches across the width, and every 12‐ inches in any anchor trench.

4. No horizontal seams shall be allowed on slopes steeper than 10 horizontal to 1 vertical (10H:1V). Seams perpendicular to slopes greater than 10H:1V shall be located on flat areas at least six (6) feet away from the crest or toe of the slope.

C. Geotextile Components:

1. The bottom layers of geotextile (if present) shall be overlapped. Geotextiles shall be overlapped a minimum of 6 inches. The top layers of geotextiles shall be continuously sewn or heat bonded (i.e., spot sewing is not allowed). Use polymeric thread as specified in Section 02771.

3.5 REPAIRS

A. Any holes or tears in the geocomposite shall be repaired by placing a patch extending 2 feet beyond the edges of the hole or tear. The patch shall be secured by tying approved tying devices every 6 inches through the geonet of the patch, and through the geotextile and geonet components of the geocomposite needing repair. The geotextile component of the patch shall be heat sealed to the geotextile of the geocomposite needing repair.



B. Any method of underpatching shall require approval from the Engineer. If the hole or tear width across the roll is more than 50 percent of the width of the roll, the damaged area shall be cut out and the two portions of the geonet shall be joined in accordance with Article 3.5, Paragraph A above.


A. General:

1. The Contractor shall ensure that the manufacturing and installation conform with all terms and requirements of the Engineer’s quality assurance program. The Contractor shall be responsible for assuring this participation. Quality assurance requirements are as specified in this Section.

B. Conformance Testing (Performed by the Engineer):

1. Contractor shall ensure conformance samples shall be obtained at a frequency of one sample every 100,000 sf or one per lot. The Engineer shall obtain samples from the Contractor. Samples shall be obtained across the entire roll width, excluding the first 2 feet of the roll. Sample size shall be 3‐feet long by the roll width. The Engineer shall mark the machine direction on the sample.

2. The following tests shall be performed on the conformance samples to determine geocomposite characteristics and results shall be evaluated according to ASTM D4759.

a. Transmissivity (ASTM D4716)

b. Ply Adhesion (ASTM D7005)

3.7 PROTECTION

A. When placing soil materials over geocomposite ensure the following:

1. No damage to geocomposite.

2. No slippage of geocomposite over underlying layers.

3. No excessive tensile stresses in geocomposite.

3.8 ACCEPTANCE

A. Contractor shall retain ownership and responsibility for geocomposite until acceptance by the Engineer.



B. The Engineer shall accept the geocomposite installation when:


2. All required documentation regarding the manufacturing and installation has been received and approved.

3. Verification of the adequacy of all field seams and repairs, including associated testing (were required), is complete.

4. All written certification documents shall have been received and accepted by the Engineer.

END OF SECTION

Layon Landfill

Construction of Cell 3 DIVISION 2 GEOMEMBRANE

Section 02778 Rev A – June 2018 Page 1 of 33 GEOMEMBRANE

SECTION 02778

GEOMEMBRANE

PART 1 GENERAL


A. Section includes furnishing and installing:

1. Smooth high density polyethylene (HDPE) geomembrane for the geomembrane rain cap in accordance with the Specifications and the Construction Drawings.

2. Double‐sided textured (DT) 80 mil HDPE geomembrane in accordance with the Specifications and the Construction Drawings.

3. Double‐sided textured (DT) 60 mil HDPE geomembrane in accordance with the Specifications and the Construction Drawings


A. Section 02200 – Site Earthwork.

B. Section 02225 – Low Permeability Soil Liner.

C. Section 02771 – Geotextile.

D. Section 02774 – Geocomposite Drain Material.

1.3 REFERENCES

A. The publications listed below form a part of this Specification to the extent referenced. The publications are referred to in the text by basic designation only. The most recent version of the publication and test method shall be applicable in all cases.

B. ASTM D1004‐13 Standard Test Method for Tear Resistance (Graves tear) of Plastic Film and Sheeting.

C. ASTM D1238‐17 Standard Test Method for Melt Flow Rate of Thermoplastics by Extrusion Plastometer.

D. ASTM D1505‐18 Standard Test Method for Density of Plastics by the Density Gradient Technique.

Layon Landfill



E. ASTM D4218‐15 Standard Test Method for Determination of Carbon Black Content in Polyethylene Compounds by the Muffle‐furnace Technique.

F. ASTM D4439‐18 Standard Terminology for Geosynthetics.

G. ASTM D4833‐D4833M‐07(2013)e1 Standard Test Method for Index Puncture Resistance of Geomembranes and Related Products.

H. ASTM D4873/D4873M‐17 Standard Guide for Identification, Storage, and Handling of Geosynthetic Rolls and Samples.

I. ASTM D5321/D5321M‐17 Standard Test Method for Determining the Coefficient of Soil and Geosynthetic or Geosynthetic and Geosynthetic Friction by Direct Shear Method.

J. ASTM D5596‐03(2016) Standard Test Method for Microscopic Evaluation of the Dispersion of Carbon Black in Polyolefin Geosynthetics.

K. ASTM D5641/D5641M‐16 Standard Practice for Geomembrane Seam Evaluation by Vacuum Chamber.

L. ASTM D5820‐95(2018) Standard Practice for Pressurized Air Channel Evaluation of Dual Seamed Geomembranes.

M. ASTM D6365‐99(2018) Nondestructive Testing of Geomembrane Seams using the Spark Test.

N. ASTM D5885/D5885M‐17 Standard Test Method for Oxidation Induction Time of Polyolefin Geosynthetics by High Pressure Differential Scanning Calorimetry.

O. ASTM D5994/D5994M‐10(2015)e1 Standard Test Method for Measuring Core Thickness of Textured Geomembranes.

P. ASTM D6392‐12(2018) Standard Test Method for Determining the Integrity of Non‐reinforced Geomembrane Seams Produced Using Thermo Fusion Methods.

Q. ASTM D6693/D6693M‐04(2015)e1 Standard Test Method for Determining Tensile Properties of Non‐reinforced Polyethylene and Non‐reinforced Flexible Polypropylene Geomembranes.

R. ASTM D7238‐06(2017) Standard Test Method for Effect of Unreinforced Polyolefin Geomembrane Using Fluorescent UV Condensation Apparatus.

S. ASTM D7466/D7466M‐10(2015)e1 Standard Test Method for Measuring Asperity Height of Textured Geomembranes.

Layon Landfill



1.4 PRE‐CONSTRUCTION SUBMITTALS

A. Prior to the manufacture of the geomembrane sheet, the CQA Consultant shall visit the manufacturing plant and conduct a plant audit. The plant audit shall consist of a review of the quality control procedures employed by the manufacturer including resin production, storage, and testing, roll production, testing, and storage, and seaming. Following a successful audit of the manufacturing plant, production of the geomembrane material may commence.

B. At least 10 working days prior to shipping geomembrane to the site, the CONTRACTOR shall notify the CQA Consultant of the date of shipping.

C. Prior to shipping the geomembrane to the site, the CONTRACTOR shall submit the following Product Data.

1. Resin Data

a. Statement of production date or dates.

b. Certification stating that the resin meets the product requirements (see below).

c. Certification stating that all resin is from the same MANUFACTURER.

d. Copy of the quality control certificates issued by the MANUFACTURER.

e. Test reports from the MANUFACTURER.

f. A statement that no post‐consumer reclaimed polymer is added to the resin during manufacture of actual geomembrane to be used in this project. Clean reprocessed edge trim of the same material will be allowed to a maximum of 5%.

2. Geomembrane Roll Data

a. Statement of production dates;

b. Laboratory test results and certification stating that the geomembrane meets the product requirements;

c. Laboratory test results that demonstrate the interface friction between the geomembrane and proposed geocomposite meets the product requirements;

Layon Landfill



d. Certification stating that all geomembrane rolls are furnished by one supplier, and that all rolls are manufactured from one resin type obtained from one resin supplier;

e. Copy of quality control certificates indicating compliance with requirements of this specification;

f. Test reports from the Manufacturer;

g. Statement listing the percentages/total of processing aids, antioxidants, and other additives other than carbon black added to or in the resin;

h. Manufacturer’s recommended geomembrane delivery, storage, and handling instructions;

i. Manufacturer’s recommended geomembrane installation instructions (which should be consistent with the installation guidelines of IAGI, the International Association of Geosynthetics Installers); and

j. Sample warranties for review by the CQA Consultant.

3. Rod Data

a. Statement of production date or dates;

b. Laboratory certification stating that the extrudate meets the product requirements;

c. Certification stating that all extrudate is manufactured by one manufacturer and resin is supplied from one supplier;

d. Copy of quality control certificates issued by the MANUFACTURER;

e. Test reports from the MANUFACTURER; and

f. A certification stating that the extrusion rod resin is the same type, from the same MANUFACTURER and compatible with the resin used to manufacture the geomembrane supplied for this project.

D. Qualifications

Layon Landfill



1. Submit, four weeks prior to installation, the name of INSTALLER, and resume of installation supervisor to be assigned to the project.

2. Submit, four weeks prior to installation, resume of master seamers, including IAGI accreditations.

3. Equipment and Personnel: Submit the following four weeks prior to installation:

a. Equipment list stating quantity and types.

b. List of personnel to perform field seaming operations.

1.5 SUBMITTALS DURING CONSTRUCTION

A. Daily, prior to the start of installation, subgrade acceptance certificate signed by the installation supervisor for each area to be covered by geosynthetics.

1.6 SUBMITTALS UPON COMPLETION OF THE INSTALLATION

A. Quality control documentation prepared during the installation. Documentation shall include materials inventory logs, deployment logs, trial seam logs, seaming logs, panel logs, non‐destructive test logs, destructive test logs, and repair logs.

B. Certificate stating that the liner has been installed in accordance with the Construction Drawings and Specifications.

C. The warranty obtained from the MANUFACTURER and the installation warranty.

D. As built drawings, showing the locations of panels, seams, repairs, patches, and destructive samples, including measurements.

1.7 QUALIFICATIONS

A. MANUFACTURER: Must have produced a minimum of 100,000,000 square feet of polyethylene geomembrane (with at least 50,000,000 square feet being high density polyethylene) for waste containment with documented references.

B. INSTALLER: Must have successfully installed a minimum of 10,000,000 square feet of welded polyethylene geomembrane (with at least 5,000,000 square feet being high density polyethylene) with documented references.

C. Master Welder Qualifications: Must have completed a minimum of 5,000,000 square feet of polyethylene geomembrane (with at least 2,000,000 square feet

Layon Landfill



being high density polyethylene) seaming work using the type of seaming apparatus proposed for use on this project and be accredited by IAGI.

D. Other Seamer’s Qualifications: Must have seamed a minimum of 1,000,000 square feet of polyethylene geomembrane with at least 500,000 square feet being high density polyethylene.

1.12 WARRANTY

A. Provide a MANUFACTURER’s warranty for the geomembrane material in compliance with provisions of the General Terms and Conditions of the Contract. Provide a minimum 20 year pro rata warranty for the materials against deterioration.

B. Provide an installation warranty for geomembrane material in compliance with the conditions of the Contract. Provide a minimum 2 year, non‐pro rata warranty for the installation against defects.

C. The warranties shall be provided to the OWNER and shall be signed by authorized representatives of the geomembrane MANUFACTURER and Installer. The terms of the warranties shall, at a minimum, include, in addition to the requirements of this section, the applicable provisions of GRI GM13.

PART 2 PRODUCTS

2.1 GEOMEMBRANE RESIN

A. High density Polyethylene (HDPE), new, first quality, and manufactured specifically for producing HDPE geomembrane.

B. Do not mix resin types during manufacturing.

C. Do not use recycled materials or seconds in manufacturing.

D. Meeting the following requirements unless otherwise approved:

Layon Landfill



TABLE 02778‐1

HDPE RESIN PROPERTIES

TEST TEST DESIGNATION REQUIREMENT FREQUENCY

Density(1) ASTM D792 Method B or

ASTM D 1505 0.932 g/cm3 minimum

1 per Resin lot (i.e. Batc, Railcar, etc.)

Melt Flow Index ASTM 1238 1g per 10 minutes

maximum 1 per Resin lot

(i.e. Batc, Railcar, etc.)

Notes: 1. Measured on resin prior to addition of carbon black.

2.3 HDPE GEOMEMBRANE

A. Manufacturing.

1. Do not exceed a combined maximum total of 1 percent by weight of additives other than carbon black or pigment. Identify percentage of processing aids, antioxidants, and other additives other than carbon black.

2. Do not exceed 3.5 percent by weight of finished geomembrane for total combined processing aids, antioxidants, carbon and other additives. Do not exceed 3% carbon black by weight.

3. All additives for UV protection, thermal stability, color, or processing agents must not "bloom" to the surface over time or inhibit welding.

4. Provide finished product free from blemishes, holes, pin holes, bubbles, blisters, excessive gels, undispersed resins, and/or carbon black, contamination by foreign matter and nicks or cuts on edges.

5. Roll, do not fold, manufactured sheets or panels for shipment.

B. Geomembrane shall conform to the physical requirements in Table 02778‐2, ‐3, and ‐4.

C. In addition to the requirements of Table 02778‐2, ‐3, and ‐4, the HDPE geomembranes shall have interface friction angles as follows, see Part 2.8 of these specifications for specific interfaces to be tested:

Layon Landfill



Between the 80‐mil geomembrane and geocomposite that has a minimum peak and post‐peak strength of 12 degrees.

Between the 80‐mil geomembrane and the low permeability soil layer that has a minimum peak and post‐peak strength of 12 degrees.

Between the 60‐mil geomembrane and geocomposite that has a minimum peak and post‐peak strength of 12 degrees.

The interface friction angle shall be measured in accordance with Part 2.8 of these specifications. The geocomposite shall be as per Section 02774 – Geocomposite Drain Material.

2.4 EXTRUDATE ROD OR BEAD

A. Extrudate rod or bead shall:

1. Meet the HDPE geomembrane MANUFACTURER’s requirements;

2. Be made from same resin as the geomembrane;

3. Have thoroughly dispersed additives throughout the rod or bead;

4. Contain 2 to 3 percent carbon black; and

5. Be free of contamination by moisture or any other foreign matter.

2.5 GEOMEMBRANE LABELING

A. Mark or tag all geomembrane rolls with the following information:

1. Manufacturer’s name;

2. Product identification;

3. Lot number;

4. Roll number;

5. Roll dimensions; and

6. Roll weight.

Layon Landfill



TABLE 02778‐2

PROPERTIES FOR 30 MIL SMOOTH HDPE GEOMEMBRANE(1)

PHYSICAL CHARACTERISTIC

UNITS ASTM TEST METHOD

REQUIRMENT

Thickness mil D5199 27‐mil lowest indiv. of 10

Density (minimum)

g/cc D1505 0.940

Tensile Strength at Break (minimum average)

lb/in D6693

Type IV 114

Elongation at Break (minimum average)

% D6693 700

Tear Resistance (minimum average)

lb D1004 21

Puncture Resistance (minimum average)

lb D4833 54

Carbon Black Content % D4218 2.0‐3.0

Carbon Black Dispersion Category D5596 9 of 10 different views in Categories 1 or 2, and 1 of 10 in Category 3. Only

near spherical agglomerates.

High Pressure OIT (minimum average)

% ret. D5885 50% retained after 1,600 hrs.

Notes:

1. There are no interface shear strength requirements for 30 mil HDPE single‐sided textured geomembrane.

2. UV resistance is based on percent retained value regardless of the original HP‐OIT value.

Layon Landfill



TABLE 02778‐3

PROPERTIES FOR 60 MIL DOUBLE‐SIDED TEXTURED HDPE GEOMEMBRANE(1)



REQUIRMENT

Thickness mil D5199 57‐mil min. average

54‐mil lowest 8 out of 10 51‐mil lowest indiv. any of the 10

Density (minimum)

g/cc D1505 0.940

Asperity Height (minimum average)

mil D7466 16


lb/in D6693

Type IV 90


% D6693 100


lb D1004 42


lb D4833 90






Notes:

1. Requirements for 60 mil Double‐Sided Textured HDPE‐Geocomposite interface strength testing is provided in Part 2.8 of Section 02778 of these specifications.


Layon Landfill



TABLE 02778‐4

PROPERTIES FOR 80 MIL DOUBLE‐SIDED TEXTURED HDPE GEOMEMBRANE(1)



REQUIRMENT

Thickness mil D5199 76‐mil min. average

72‐mil lowest 8 out of 10 68‐mil lowest indiv. any of the 10

Density (minimum)

g/cc D1505 0.940

Asperity Height (minimum average)

mil D7466 16


lb/in D6693

Type IV 120


% D6693 100


lb D1004 56


lb D4833 120






Notes:

1. Requirements for 80 mil Double‐Sided Textured HDPE‐Geocomposite interface strength testing is provided in Part 2.8 of Section 02778 of these specifications.


Layon Landfill



2.6 EQUIPMENT FOR INSTALLATION

A. The only approved processes for welding seams are:

1. Fusion welding – all production seams, where possible, shall be constructed using fusion apparatus, creating a double‐track seam with an air space between the seam tracks, which can be tested utilizing air pressure techniques; and

2. Extrusion welding – all production seams that cannot be welded (due to access or other constraints) using fusion apparatus, including repairs, shall be welded using extrusion apparatus. The physical properties of the type of resin used in extrusion welding shall be the same as those of the resin used in the geomembrane.

B. The CONTRACTOR shall provide extrusion welding equipment that is equipped with gauges showing temperatures in the extruder apparatus and at the nozzle (temperature at the nozzle may be measured by external temperature gauge).

C. The CONTRACTOR shall provide fusion welding equipment that is an automated variable speed vehicular mounted apparatus equipped with devices adjusting and giving temperatures at wedge. The pressure shall be controlled by a spring, pneumatic control, or other system that allows for variation in sheet thickness. Rigid frame fixed position equipment is not acceptable.

D. The CONTRACTOR shall provide a sufficient number of welding apparatus to complete the work if equipment becomes damaged or requires maintenance. At least two spare apparatus of each kind shall be available at all times on site.

E. Seam welding accessories shall meet the following requirements.

1. The CONTRACTOR shall maintain sufficient operational seaming equipment to continue work without delay.

2. Only apparatus that the CQA Consultant has specifically approved by make and model shall be used.

3. Equipment shall be powered by an electric generator(s) capable of providing constant voltage under the maximum anticipated combined load.

4. Electric generators shall not be placed on the geomembrane, unless a protective lining and splash pad large enough to catch spilled fuel is provided by the CONTRACTOR.

Layon Landfill



F. Equipment used for seaming shall not damage the geomembrane.

G. The CONTRACTOR shall provide a tensiometer for onsite shear and peel testing of geomembrane seams. The tensiometer shall be:

1. Motor driven and have jaws capable of traveling at a measured rate of 20 inches per minute;

2. Be in good working order, be built to ASTM specifications, and be accompanied by evidence of calibration within the last 12 months; and

3. Be equipped with a gauge that measures the force exerted between the jaws to an accuracy of less than 1 pound and has a digital readout.

H. The CONTRACTOR shall provide a punch press for the onsite preparation of specimens for testing. The press shall be capable of cutting specimens in accordance with ASTM D6392.

I. The CONTRACTOR shall provide a vacuum box for onsite testing of geomembrane seams as per the following requirements. In addition to the vacuum box, the CONTRACTOR shall provide a soapy solution and applicator.

1. The vacuum box shall have a transparent viewing window on top and a soft, closed‐cell neoprene gasket attached to the bottom.

2. The housing shall be rigid and equipped with a bleed valve and vacuum gauge.

3. A separate vacuum source shall be connected to the vacuum box.

4. The equipment shall be capable of inducing and holding a vacuum of 5 psi gauge pressure.

J. The CONTRACTOR shall provide the following equipment for pressure testing of geomembrane seams.

1. An air pump (manual or motor driven) equipped with a pressure gauge capable of generating and sustaining pressures over 30 psi and mounted on a cushion to protect the geomembrane;

2. A sharp hollow needle or other approved pressure feed device;

3. A rubber hose with fittings and connections between the pump and needle or other approved pressure feed device; and

Layon Landfill



4. A gauge with an accuracy of 1 psi.


A. The Manufacturer shall perform source quality control testing on the geomembrane at the manufacturing plant as indicated on Table 02778‐5.

TABLE 02778‐5

MANUFACTURING HDPE GEOMEMBRANE QUALITY CONTROL TESTS

TEST ASTM TEST METHOD MINIMUM FREQUENCY

Sheet Thickness D5199/D5994 1 per roll

Asperity Height(3) D7466 Every 2nd roll

Density D1505 200,000 lb

Tensile Strength at Break D6693 200,000 lb

Elongation at Break D6693 200,000 LB

Tear Resistance D1004 200,000 lb

Puncture Resistance D4833 200,000 lb

Carbon Black Content D4218 200,000 lb

Carbon Black Dispersion D5596 200,000 lb

Notes:

1. Alternate measurement side for the double‐sided textured geomembrane.

B. The objective of the MANUFACTURER’s source quality control testing shall be to confirm the MANUFACTURER’s published material characteristics and demonstrate the materials compliance with this Specification.

C. The MANUFACTURER shall reject rolls for which quality control requirements are not met.

D. The MANUFACTURER shall certify the quality of all rolls of geomembrane shipped to the site.

E. The CONTRACTOR shall provide the results of the MANUFACTURER’s source quality control tests to the CQA Consultant for all rolls of geomembrane shipped to site.

Layon Landfill



2.8 SHEAR STRENGTH TESTING REQUIREMENTS

A. Upon award of the contract, the MANUFACTURER and/or INSTALLER shall provide to the third‐party laboratory a minimum 3‐foot by the roll width sample of the geomembrane and drainage geocomposite for the project for testing of the interface strength between the overlying and underlying geocomposite in contact with the geomembrane for the project.

B. The following interfaces shall be tested for the project:

1. 60‐mil double‐sided textured HDPE geomembrane in contact with the geocomposite.

2. 80‐mil double‐sided textured HDPE geomembrane in contact with the geocomposite.

3. 80‐mil double‐sided textured HDPE geomembrane in contact with the low permeability soil layer.

C. Prior to performing the shear testing, the third party laboratory shall sample and test textured geomembrane for asperity height in accordance with this specification, and geocomposite ply adhesion, in accordance with Section 02774.

D. The testing of the interfaces shall be performed by the third party laboratory in general accordance with ASTM D5321 using properly calibrated equipment and shall incorporate the following test requirements unless otherwise approved by the CQA Consultant.

1. Interface strength shall be determined using 3 test specimens tested under 3 normal loads of 5,000 psf, 10,000 psf, and 15,000 psf. These normal loads shall be used for the consolidation loading.

2. The test against the geocomposite material shall be set up with the geomembrane clamped to the upper box and the geocomposite securely clamped in the bottom box of the direct shear apparatus.

3. The test against the low permeability soil layer shall be set up by compacting the low permeability soil layer to at least the minimum relative density and within the range of optimum moisture indicated in the specification for the low permeability soil layer; Section 02225 of these specifications.

4. All specimens shall be tested in a flooded condition.

Layon Landfill



5. Flooding shall be performed immediately after the placement of the initial consolidating load and shall be maintained throughout the specimen consolidation and testing period.

6. Each specimen shall be sheared at a strain rate of 0.04 inches per minute.

7. The shear load and the shear displacement shall be logged continuously throughout the duration of the test.

8. Each test shall be terminated after 3 inches of displacement. Note if the test was terminated for any cause prior to reaching the 3‐inch requirement.

9. At the completion of the test, photograph or otherwise record the location where shearing occurred, and the general conditions of the samples.

10. The results of the test shall be reported in graphical and tabular forms including:

a. shear force versus shear displacement curves for all normal loads;

b. peak and post‐peak or residual (at 3 inches shear displacement) shear strengths versus normal stress curves;

c. best‐fit straight lines to the shear versus normal stress curves;

d. actual values of normal stresses along with peak and post‐peak shear strengths for each normal load;

e. friction angle and adhesion determined from the best fits to peak and post‐peak shear strengths versus normal stress curves; and,

f. friction angles determined as the Secant to the specified normal stress point on the actual peak and the post‐peak shear strength versus normal stress curves.

PART 3 EXECUTION


A. Delivery, storage and handling of the geomembrane shall conform to ASTM D4873 and the MANUFACTURER’s recommendations.

Layon Landfill



B. CONTRACTOR shall be responsible for coordination and payment of shipping, delivery, unloading, storing, handling and installing the geomembrane.

C. Each roll shall be labeled with the lot number, roll number, and other information necessary to identify it for inventory and CQC and CQA testing.

D. Delivery:

1. Deliver materials to the site only after the CQA Consultant accepts required submittals and has obtained passing conformance test results;

2. Damaged rolls, as determined by the CQA Consultant, shall be removed from the site; and

3. Deliver in rolls, do not fold.

E. Upon delivery at the site, the CONTRACTOR and the CQA Consultant shall inspect the surfaces of all rolls for defects and for damage. This inspection shall be conducted without unrolling rolls unless defects or damages are found or suspected. The CQA Consultant will determine:

1. Rolls, or portions thereof, which should be rejected and removed from the site because they have severe flaws;

2. Rolls or factory panels which include repairable flaws; and

3. Rolls that are not properly labeled: No unlabelled rolls shall be used for any application. Unlabelled rolls shall be removed from the site and replaced at the CONTRACTOR’s expense.

F. Immediately repair any damaged protective covering. Preserve integrity and legibility of geomembrane roll labels.

G. Storage on Site:

1. Store geomembrane rolls to protect from puncture, dirt, grease, water, moisture, mud, mechanical abrasions, vandalism, excessive heat or any other deleterious condition;

2. Store geomembrane rolls on prepared surface;

3. Do not stack geomembrane more than 3 rolls high;

4. Leave sufficient space between roll ends for access to read core labels

Layon Landfill



5. CONTRACTOR is responsible for off‐loading, storage, and transporting material from storage area to area of installation.

H. Handling on Site:

1. Use appropriate handling equipment to load, move, and deploy geomembrane rolls. Appropriate handling equipment includes cloth chokers, straps, spreader bars and roll bars;

2. Dragging panels on ground surface shall not be permitted; and

3. Do not fold geomembrane material. Folded geomembrane shall be rejected.

3.2 GEOMEMBRANE SUBSTRATE

A. In the capping cross sections, the geomembrane will be installed directly above a drainage geocomposite). The geocomposite shall be installed in accordance with Section 02774 – Geocomposite Drain Material.

B. The Installer shall provide to the CONTRACTOR a written acceptance of the geomembrane substrate for each day of geomembrane installation.

C. Once the geomembrane substrate is accepted by the Installer, it shall be the Installer’s responsibility to indicate to CQA Consultant any change in the condition of the geomembrane substrate that may require repair.

3.3 PREPARATION

A. Repair damage caused to the underlying geocomposite during deployment.

B. Round edges of anchor trenches.

3.4 TRIAL SEAMS

A. Perform trial seams on samples of geomembrane to verify the performance of seaming equipment, seaming methods, and conditions.

B. No seaming equipment or welder (person operating the seaming equipment) will be allowed to perform production seams until equipment and welders have successfully completed a trial seam.

C. Frequency of trial seams:

Layon Landfill



1. Perform a minimum of two trial seams per day per apparatus and welder, with one prior to the start of work and one at mid‐shift.

2. When directed by the CQA Monitor.

3. Perform a minimum of one trial seam per person per shift.

4. When the ambient temperature changes more than 20°F since the previous trial seam.

D. Perform the trial seams in the same surroundings and environmental conditions as the production seams. i.e. on the flat, on a slope, in the sun, in the wind, etc)

E. Make trial seam samples at least 3 feet long and 12 inches wide with the seam centered lengthwise.

F. Cut three test specimens from within the trial seam using a punch press with a 1‐inch by 6‐inch cutting die.

G. Test the specimens for peel adhesion and shear strength in accordance with ASTM D 6392 in the presence of the CQA representative.

H. A specimen is considered to have passed when the following results are achieved.

1. The break is a film tear bond (FTB).

2. The break is ductile not brittle.

3. The requirements of Table 02778‐6 are met.

Layon Landfill



TABLE 02778‐6

MINIMUM GEOMEMBRANE SEAM PROPERTIES (Test Method ASTM D6392)


UNIT 30 mil SMOOTH REQUIREMENT

60 mil TEXTURED REQUIREMENT

80 mil TEXTURED REQUIREMENT

Shear Strength lb/in. width 57 and FTB1 120 and FTB1 160 and FTB1

Peel Adhesion (Fusion Weld)

lb/in. width 45 and FTB1 91 and FTB1 121 and FTB1

Peel Adhesion (Extrusion Weld)

lb/in. width 39 and FTB1 78 and FTB1 104 and FTB1

Notes:

1. Film Tear Bond (FTB) is defined as failure of one of the sheets by tearing, instead of separating from the other sheet at the weld interface area (i.e., the sheet fails before the weld fails).

4. There is no visible separation of the seam.

5. For double wedge seaming, both seams must be tested separately and must pass in peel. The double wedge seams maybe tested at the same time in shear and must pass and the air channel must be open.

I. Repeat the trial weld in its entirety when any of the trial seam samples fail in either peel or shear.

If the second trial seam fails, do not use that seaming apparatus and welder until deficiencies or conditions are corrected and two consecutive successful trial seams are achieved.

J. Maintain an up‐to‐date and complete record of the trial welds on an appropriate trial weld log form. Log shall include the date, time, QC technician, welder, welding machine number, ambient/liner temperatures, speed, and pass/fail results. Record failing results.

3.5 DEPLOYMENT

A. Installation each day shall not begin until the CONTRACTOR has submitted to the CQA Consultant the previous working day’s quality control documentation.

B. Ambient conditions: Give careful consideration to the timing and temperature during deployment. Ideally, deployment, welding, and covering should all occur at the same temperature. In a practical sense, the CONTRACTOR shall strive to

Layon Landfill



perform these activities within as narrow a temperature range as practical, and avoid these activities during peak temperature conditions.

C. Panel Identification: Assign each panel an identifying code number or letter consistent with the CONTRACTOR's submitted panel layout drawing. The coding is subject to approval by the CQA Monitor.

D. Daily Panel Deployment: Deploy no more panels in one shift than can be welded and secured during that same day.

E. Do not deploy in the presence of excessive moisture, precipitation, ponded water, or high winds. Due to the potential for high winds, the CONTRACTOR shall strive to minimize the time that the geomembrane remains exposed.

F. Whenever the texturing is different on the two sides of the geomembrane, it shall be determined by the CQA Consultant as to which side shall be installed up. All geomembranes shall be installed with the same side up..

G. Do not damage the geomembrane by driving on the geomembrane, handling, by leakage of hydrocarbons, or any other means.

H. Do not wear damaging shoes or engage in activities that could damage the geomembrane.

I. Unroll geomembrane panels under control using methods that will not damage, stretch or crimp the geomembrane (i.e. the geomembrane rolls should not be unrolled freely down‐slope). Protect the underlying geocomposite from damage. Repair any damage to the geocomposite prior to completing deployment of the geomembrane.

J. Use methods that minimize wrinkles and differential wrinkles between adjacent panels.

K. Place ballast on the geomembrane to prevent uplift from wind. In particular, secure exposed edges against wind intrusion below the geomembrane.

L. Use ballast that will not damage the geomembrane, such as sand bags.

M. Protect the geomembrane in areas of equipment or repeated foot traffic by placing protective cover which is compatible with and will not damage geomembrane.

N. After deployment, visually inspect the geomembrane for imperfections. Mark faulty or suspect areas for repair.

Layon Landfill



3.6 SEAM LAYOUT

A. Seams shall be oriented perpendicular to the line of the slope crest (i.e., down and not across slope).

B. Minimize the number of field seams in corners, odd‐shaped geometric locations and outside corners.

C. Unless otherwise approved by the CQA Consultant, do not place horizontal seams on slopes steeper than 6 : 1 (horizontal to vertical), and keep horizontal seams (seams running approximately parallel to slope contours) at least 5 feet away from toe of slope.

D. Use a seam numbering system that is compatible with the panel number system.

E. Panels shall be shingled on all slopes such that the upslope panel is overlapped above the down‐slope panel.

3.7 SEAMING PERSONNEL (WELDERS)

A. Provide at least one welder (master welder) meeting the experience requirements of these Specifications.

B. Qualify personnel performing seaming operations by experience and by successfully passing field seaming tests performed on site.

C. The master welder will provide direct supervision over other welders.

3.8 SEAMING EQUIPMENT

A. Fusion apparatus: An automated variable speed vehicular mounted devices capable of adjusting and displaying the temperatures of the wedges. It is pressure controlled by a spring, pneumatically, or other system that adjusts for variations in sheet thickness. Rigid frame fixed position equipment is not acceptable. All fusion apparatus shall be of the double‐track type that provides an air space between the two tracks. Whenever possible, all production seaming shall be completed using these apparatus.

B. Extrusion apparatus: A seaming apparatus equipped with gauges showing temperatures in the extruder at the barrel and at the nozzle. The temperature at the nozzle may be measured by external temperature gauges.

C. Maintain adequate quality and condition of seaming apparatus in order to avoid delaying the project.

Layon Landfill



D. Use a power source capable of providing constant voltage under combined line load.

3.9 GENERAL WELDING PROCEDURES

A. Do not deploy in the presence of excessive moisture, precipitation, ponded water, or high winds.

B. Do not commence seaming before the trial seam test sample, made by that specific apparatus and operator, has passed the trial seam.

C. Clean all geomembrane surfaces of grease, moisture, dust, dirt, debris, or other foreign material.

D. Overlap panels a minimum of 6 inches for seaming.

E. Do not use solvents or adhesives, including temporary tacking of materials.

F. Provide adequate material on each seam to allow peel testing of both sides of fusion seams and for extrusion seams.

G. Extend seaming to the outside edge of all panels.

H. If required, provide a firm substrate by using a flat board or similar hard surface directly under the overlap to achieve support.

I. Provide adequate illumination, if seaming operations are carried out at night.

J. Cut fishmouths or wrinkles along the ridge of the wrinkle in order to achieve a flap overlap. Extrusion weld the cut fishmouths or wrinkle repair areas where the overlap is more than 3 inches. When there is less than 3 inches of overlap, repair with a patch extending a minimum of 6 inches beyond the cut in all directions.

K. Make a round hole cut at the end of the original straight cut before patching.

L. Log (document) the following every two hours:

1. Temperature directly on the geomembrane surface being seamed.

2. Extrudate temperatures in barrel and at the nozzle of extrusion apparatus.

3. Operating temperature of the fusion apparatus and any pressure adjustments made.

Layon Landfill



4. Preheat temperature.

5. Speed of fusion apparatus in feet per minute.

M. Conduct seaming only when the ambient temperature, measured 6 inches above the geomembrane, is between 40°F and 110°F.

N. If the INSTALLER wishes to use methods which may allow seaming at ambient temperatures above 110°F, then the INSTALLER shall demonstrate and certify that such methods produce seams which are entirely equivalent to seams produced at ambient temperatures below 110°F, and that the overall quality of the geomembrane is not adversely affected. Then, the temperatures in the above quality assurance procedure shall be modified accordingly.

3.10 SEAMING WITH FUSION APPARATUS

A. Place a smooth insulating plate or fabric beneath apparatus after usage so as to not damage the geomembrane.

B. Protect against moisture build‐up between panels.

C. If forming cross seams, conduct field trial seams at least every two hours, otherwise, once prior to start of work and once at mid‐day.

D. Bevel edges of top and bottom panels on cross seams.

E. Do not seam geomembrane until equipment has passed trial weld test.

F. Extrusion seam over all “cross” or “tee” intersection welds and extrusion‐weld a patch over all seam intersections.

Layon Landfill



3.11 SEAMING WITH EXTRUSION APPARATUS

A. Extrusion apparatus shall not be used for production seaming except in circumstances where access or configuration preclude fusion seaming.

B. Use procedures, such as using a hot air gun, to tack‐seam adjacent panels together that do not damage the geomembrane and allow quality control tests to be performed. Do not tack seam with extruded beads.

C. Purge the apparatus of heat‐degraded extrudate before seaming. Remove any heat‐degraded extrudate from the liner surface.

D. Bevel the top edges of the top geomembrane a minimum of 45° and full thickness of the geomembrane before extrusion seaming.

E. Clean geomembrane surfaces to be seamed of oxidation by disc grinder or equivalent not more than 30 minutes before seaming. Change grinding discs frequently. Do not use clogged discs.

F. Do not remove more than 6 mils of material when grinding.

G. Grind across, not parallel to, seams.

H. Cover entire width of grind area with extrudate.

I. When restarting seaming, grind ends of all seams that are more than five minutes old.

J. Do not do more than two overlapping welds at any one location.

3.12 QUALITY CONTROL AND QUALITY ASSURANCE

A. CONTRACTOR’s Responsibilities:

1. CONTRACTOR shall be responsible for CQC. CONTRACTOR shall engage and pay for the services of qualified staff or a qualified subcontractor to perform CQC for monitoring and documenting the quality of the geomembrane in accordance with the Contract Documents.

2. The subcontractor and/or staff performing CQC on behalf of the CONTRACTOR shall have appropriate education and prior experience in conducting the specific quality control activities. All CQC staff shall be approved prior to starting work at the site by the CQA Consultant.

Layon Landfill



3. The CONTRACTOR and each agency engaged by the CONTRACTOR to perform inspections, tests and similar services shall coordinate the sequence of activities to accommodate required services with minimal delay.

B. CQA Consultant shall be responsible for CQA. The CQA Consultant shall be responsible for observing and documenting periodic verification, checking, or testing for confirming that the quality of the installed geomembrane is in accordance with the Contract Documents. The CQA Consultant shall be contracted by, and shall report to, the OWNER/ENGINEER.

C. Defective Work:

1. Remove and replace any work found defective or not complying with requirements of Contract Documents, at no additional cost.

2. Work will be observed as it progresses, but failure to detect any defective work or materials shall not in any way prevent later rejection if such defect is discovered, nor shall it obligate OWNER for final acceptance.

3. All observation and testing required because of defective work or ill‐timed notices shall be performed at the CONTRACTOR's expense.

D. Repair and Protection:

1. General: Upon completion of observation, testing, sampling, and similar services, repair damaged construction and restore substrates and finishes to eliminate deficiencies, including deficiencies in visual qualities of exposed finishes.

2. Protect construction exposed by or for quality control and quality assurance activities, and protect repaired construction.

3. Repair and protection is the CONTRACTOR’s responsibility, regardless of the assignment of responsibility for observation, testing or similar services.

E. The CONTRACTOR shall be responsible for completing CQC inspection, sampling, testing or any other action, as considered necessary by the Installer to ensure that the Work has been completed in accordance with the Construction Drawings and Specifications. Notwithstanding the results of the CONTRACTOR’s CQC program, compliance of the Work with the Construction Drawings and Specifications shall be defined by the results of the CQA program.

Layon Landfill



F. Any Work that does not satisfy the requirements of the Construction Drawings and Specifications shall be corrected in accordance with the requirements of the Specification or as directed by the CQA Consultant at the sole expense of the CONTRACTOR.

G. The OWNER will engage and pay for the services of (1) Construction Quality Assurance (CQA) Consultant, and (2) CQA Laboratory for monitoring the quality and installation of geomembrane material being installed unless otherwise specified.

H. MANUFACTURER and INSTALLER will participate in and conform with all terms and requirements of the OWNER's quality assurance program as described herein and in the CQA Plan. The CONTRACTOR is responsible for assuring this participation.

3.13 DEFECTS AND REPAIRS

A. Examine all seams and unseamed areas of the geomembrane for defects, holes, blisters, undispersed raw materials, and any sign of contamination by foreign matter. The surface of the geomembrane shall be clean at the time of the examination.

B. Repair and non‐destructively test each suspect location both in seamed and unseamed areas. Do not cover the geomembrane at locations which have been repaired until test results with passing values are available.

C. Extrusion seam over all “cross” or “tee” welds.

3.14 CONFORMANCE TESTING

A. Allow 7 days for conformance testing following the date material is available to the CQA Laboratory. All conformance testing shall have been completed and passed prior to the shipment of any geomembrane.

B. The CQA Monitor will perform conformance testing on geomembrane rolls.

C. Manufacturer shall provide 3‐foot samples across the entire roll width. Forward all samples to the CQA Laboratory. These samples shall be clearly identified with respect to the roll. One way to match the sample with the roll at a later date is to cut the sample free‐hand with an irregular edge. Thus, the sample can be confirmed to be from that roll if necessary.

D. Test samples for conformance with the Specifications and guaranteed properties in accordance with the CQA Plan.

Layon Landfill



3.15 FIELD NON‐DESTRUCTIVE TESTING

A. General: Non‐destructively test all field seams over their full length using air pressure methods (for double fusion seams only) or a vacuum test unit. Production seams produced using fusion apparatus shall be air tested wherever possible. Vacuum testing shall be performed on repairs, and any fusion welds that cannot be air tested for any reason. Perform testing as the seaming progresses daily and not at the completion of all the field seaming. Complete all required repairs daily in accordance with this specification.

B. Maintain an up‐to‐date and complete record of all field seam testing and repairs. The record shall include the seam number, length, welding date, welding time, QC technician, welder, machine number, non‐destructive test date, pass/fail results, and repair information.

C. Air pressure testing :

1. Air pressure testing equipment shall consist of:

a. An air pump (manual or motor driven) equipped with a pressure gauge capable of generating and sustaining a pressure over 40 psi and mounted on a cushion to protect the geomembrane.

b. A rubber hose with fittings and connections.

c. A sharp hollow needle, or other approved pressure feed device.

d. A pressure gauge with an accuracy of +/‐ 1 psi.

2. Air pressure test procedures.

a. Seal both ends of the welded seam to be tested.

b. Insert needle or other approved pressure feed device into the tunnel created by the weld.

c. Energize the air pump to a minimum pressure of 30 psi or 1/2 psi per mil of liner thickness, whichever is greater, close valve and sustain pressure for at least 5 minutes.

d. If loss of pressure exceeds 3 psi, or otherwise approved, or does not stabilize, locate faulty area and repair in accordance with repair procedures described in this Specification.

Layon Landfill



e. Puncture opposite end of seam to release air. If blockage is present, locate and test seam on both sides of blockage.

f. Remove needle or other approved pressure feed device and seal the penetration holes.

D. Vacuum box testing:

1. Vacuum box testing shall consist of:

a. A vacuum box assembly consisting of a rigid housing, a transparent viewing window, a soft neoprene gasket attached to the bottom, port hole, or valve assembly, and a vacuum gauge.

b. A vacuum pump assembly equipped with a pressure control.

c. A rubber pressure/vacuum hose with fittings and connections.

d. A soapy solution and an applicator.

2. Vacuum box test procedures

a. Place the box over the wetted seam area (soapy solution).

b. Ensure that a leak‐tight seal is created.

c. Energize the vacuum pump and reduce the vacuum box pressure to approximately 5 psi gauge.

d. Examine the geomembrane through the viewing window for the presence of soap bubbles for a period of not less than 10 seconds.

e. All areas where soap bubbles appear shall be marked and repaired in accordance with repair procedures described in this specification.

f. Extrusion welds that cannot be vacuum box tested due to difficult access should be spark tested.

3.16 SEAM DESTRUCTIVE TESTING

A. Destructive testing of the field production seams will be performed on‐site under the supervision of the CQA Consultant or at the CQA Laboratory using a calibrated tensiometer.

Layon Landfill



B. Specimens will be tested for peel adhesion and shear strength in general accordance with ASTM D 6392.

C. Sampling and testing will be conducted at the frequency and in the manner described in the CQA Plan, but initially with a spacing no less than 500 feet of seam, on average.

D. The INSTALLER shall cut samples at locations designated by the CQA Consultant as the seaming progresses in accordance with the following criteria.

1. The CQA Consultant shall initially mark the sample location and the INSTALLER shall cut a one‐inch wide strip from each end of the proposed sample location and test these for shear and peel in the field.

2. Unless otherwise directed by the CQA Consultant, samples shall be a minimum of 12 inches wide by 42 inches long with the seam centered lengthwise. Additional sample materials may be obtained for archiving at the OWNER’s request or for testing by the INSTALLER.

3. Upon passing, the INSTALLER shall cut the main sample out of the seam, and divide it into three parts for distribution as follows:

a. One portion for the INSTALLER: 12 inches by 12 inches.

b. One portion for the CQA Consultant: 12 inches by 18 inches.

c. One portion to the OWNER for archive storage: minimum 12 inches by 12 inches.

4. Upon failing, the INSTALLER shall follow the failed test procedures outlined in this Section.

E. A sample shall pass when all coupons meet the criteria described in these Specifications.

F. The INSTALLER and CONTRACTOR shall verify that passing test results have been obtained before the geomembrane is covered.

G. If any destructive test sample fails, the INSTALLER shall follow the failed test procedures outlined in this Section.

3.17 FAILED WELD PROCEDURES

A. Follow these procedures when there is a destructive test failure. Procedures apply when the test failure is determined by the CQA Consultant, the INSTALLER,

Layon Landfill



or using a field tensiometer. Follow one of the following two options:

1. First Option.

a. Reconstruct or cap strip the seam between any two passing test locations.

2. Second Option.

a. Trace the weld at least 10 feet in both directions from the location of the failed test, or to the end of the weld.

b. Obtain a specimen from both locations for an additional field test.

c. If these additional test samples pass field tests, then take laboratory samples.

d. If the laboratory samples pass, then reconstruct the weld or cap between the two passing test sample locations that bracket the failed test location.

e. If any sample fails, then repeat the process to establish the zone in which the weld must be reconstructed.

B. Whenever a sample fails, also provide additional testing for seams that were welded by the same welder, welding apparatus, and welded during the same time shift.

3.18 ACCEPTABLE WELDED SEAMS

A. Acceptable seams are those bracketed by two locations from which samples have passed destructive tests.

B. For reconstructed seams exceeding 50 feet, a sample taken from within the reconstructed weld passes destructive testing.

3.19 REPAIR PROCEDURES

A. Remove damaged geomembrane and replace with acceptable geomembrane materials if damage cannot be satisfactorily repaired.

B. Repair, removal, and replacement are at CONTRACTOR's expense if the damage results from the CONTRACTOR's or its subcontractor’s activities.

Layon Landfill



C. Repair any portion of the geomembrane exhibiting a flaw, or failing a destructive or non‐destructive test. Agreement upon the appropriate repair method will be determined between the CQA Consultant’s Representative and the INSTALLER. Do not commence seaming on the liner until a trial weld test sample, made by that apparatus and operator, passes the trial weld test. Repair procedures available include:

1. Patching: Used to repair large holes (over 3/8‐inch diameter), tears (over 2 inches long), undispersed raw materials, contamination by foreign matter, and to cover cross and tee connections.

2. Abrading and re‐welding: Used to repair small sections of seams.

3. Spot welding or seaming: Used to repair small tears (less than 2 inches long), pin holes or other minor, localized flaws.

4. Capping: Used to repair large lengths of failed seams.

5. Removing the seam and replacing with a strip of new material.

D. In addition, satisfy the following procedures:

1. Abrade geomembrane surfaces to be repaired (extrusion welds only) no more than 30 minutes prior to the repair.

2. Clean and dry all surfaces immediately prior to the repair.

3. The repair procedures, materials, and techniques must be accepted in advance for the specific repair by the CQA Consultant's Representative and INSTALLER.

4. Extend patches or caps at least 6 inches beyond the edge of the defect, and round all corners of material to be patched and the patches to a radius of at least 3 inches.

5. Unless otherwise instructed by the CQA Consultant, cut geomembrane below large caps to avoid water or gas collection between the sheets (which, in extreme cases of pressure buildup, could cause seam bursting).

E. Verification of repair:

1. Number and log each patch repair.

2. Non‐destructively test each repair using methods specified in this Section.

Layon Landfill



3. Destructive tests may be required at the discretion of the CQA Consultant's Representative.

4. Reconstruct repairs until tests indicate passing results.

3.20 GEOMEMBRANE ACCEPTANCE

A. CONTRACTOR retains all ownership and responsibility for the geomembrane until acceptance by the OWNER.

B. OWNER will accept geomembrane installation when:

1. All required documentation from the MANUFACTURER, fabricator, and INSTALLER has been received and accepted.


3. Test reports verifying completion of all field seams and repairs, including associated geomembrane leak detection testing, have been provided in accordance with these Specifications.


5. Record drawing has been received that shows all panel numbers, type of weld, locations of repairs, types of repairs, crest and toe locations, destructive sample locations and number.

END OF SECTION


Rev 0 – January 2018 Section 02801 Page 1 of 6 CHAIN LINK FENCE AND GATES

SECTION 02801

CHAIN LINK FENCE AND GATES

PART 1 GENERAL


A. This work consists of all labor, materials, and equipment necessary for furnishing and installing chain link fence, gates and accessories in conformance with the lines, grades, and details as shown.

1.2 RELATED WORK

A. Section 02221 – Excavation and Stockpiling.

B. Section 02222 - Engineered and Random Fill, Utility and Anchor Trench Backfill.

C. Section 03300 – Cast-In-Place Concrete.

1.3 REFERENCES

A. The publications listed below form a part of this specification to the extent referenced. The publications are referenced in the text by the basic designation only.

1. ASTM A121-07 - Metallic Coated Carbon Steel Barbed Wire

2. ASTM A392-07 - Zinc-Coated Steel Chain-Link Fence Fabric

3. ASTM A817-07 - Metal-Coated Steel Wire for Chain-Link Fence Fabric and Marcelled Tension Wire

4. ASTM C94/C94M–07 - Ready-mix Concrete

5. ASTM F567-07 - Installation of Chain-Link Fence

6. ASTM F626-(R2003) - Fence Fittings

7. ASTM F900-05 - Industrial and Commercial Swing Gates

8. ASTM F1043-06 - Strength and Protective Coatings on Metal Industrial Chain-Link Fence Framework

9. ASTM F1083-08 - Pipe, Steel, Hot-Dipped Zinc-Coated (Galvanized) Welded, for Fence Structures



1.4 SUBMITTALS

A. In accordance with the contract documents, furnish the following:

1. MANUFACTURER's Literature and Data: Fencing, gates and all accessories.

2. MANUFACTURER's Certificates showing that:

a. Zinc-coating complies with specifications;

b. Structural characteristics comply with indicated and criteria; and

c. Connections comply with requirements indicated.

B. Certification that fence alignment meets requirements of contract documents.

PART 2 PRODUCTS

2.1 GENERAL

A. Materials shall conform to ASTM F1083 and ASTM A392 ferrous metals, zinc-coated; and detailed specifications forming the various parts thereto; and other requirements specified herein. Zinc-coated metal members (including fabric, gates, posts, rails, hardware and other ferrous metal items) after fabrication shall be reasonably free of excessive roughness, blisters and sal ammoniac spots.

2.2 CHAIN-LINK FABRIC

A. Chain-link fabric shall be ASTM A392-conformant 9 gauge wire woven in a 2 inch mesh. Top and bottom selvage shall have twisted and barbed finish. Zinc-coating weight shall be 2.0 ounces per square foot minimum.

2.3 POST, FOR GATES AND FENCING

A. Posts shall be ASTM F1083, Intermediate Grade (50,000 psi) Schedule 40, round, zinc-coated steel. Dimensions and weights of posts shall conform to the tables in the ASTM Specification. Provide post braces and truss rods for each gate, corner, pull or end post. Provide truss rods with turnbuckles or other equivalent provisions for adjustment.

2.4 TOP AND BOTTOM TENSION WIRE

A. Top and bottom tension wires shall be in accordance with ASTM A817 and ASTM F626, zinc-coated, having a minimum coating the same as the fence fabric.



2.5 ACCESSORIES

A. Accessories as necessary caps, rail and brace ends, wire ties or clips, braces and tension bands, tension bars, truss rods, and miscellaneous accessories conforming to ASTM F626

2.6 BARBED WIRE SUPPORT ARMS

A. When barbed wire is required, use ASTM F626, single arm type, steel or malleable iron for supports.

2.7 BARBED WIRE

A. Where barbed wire is required, use ASTM A121, zinc-coated steel wire and barbs; standard size and construction: 0.099-inch diameter line wire with 0.080-inch diameter, 2-point barbs.

2.8 GATES

A. Gates shall conform to ASTM F900, type as shown. Gate framing, bracing, latches, and other hardware zinc-coating weight shall be the same as the fabric.

B. Attach gate fabric to the gate frame by method standard with the MANUFACTURER, except that welding will not be permitted. Arrange latches for padlocking so that padlock will be accessible from both sides of the gate regardless of the latching arrangement.

C. When required, extend each end member of gate frame sufficiently above the top member or provide three strands of barbed wire in horizontal alignment with barbed wire strands on the fence.

2.9 GATE HARDWARE

A. Gate hardware shall be MANUFACTURER's standard products, installed complete. The type of hinges shall allow gates to swing through 180 degrees, from closed to open position. Hang and secure gates in such a manner that, when locked, they cannot be lifted off hinges.

B. Provide stops and keepers for all double gates. Latches shall have a plunger-bar arranged to engage the center stop. Arrange latches for locking. Center stops shall consist of a device arranged to be set in concrete and to engage a plunger bar. Keepers shall consist of a mechanical device for securing the free end of the gate when in full open position.



C. Padlocks: Conforming to Fed Spec FF-P-110H, Type EPC, size 2 inch. Padlocks shall have chains that are securely attached to the gate or gate post.

2.10 CONCRETE AND GROUT

A. Concrete and grout shall be provided in accordance with Section 03300.

PART 3 EXECUTION

3.1 INSTALLATION

A. Install fence using a properly trained crew, on previously prepared surfaces, to lines and grades as shown on the Construction Drawings. Install fence in accordance with ASTM F567 and with the MANUFACTURER's printed installation instructions, except as modified herein. Maintain all equipment, tools, and machinery while on the project in sufficient quantities and capacities for proper installation of posts, fencing and accessories.

B. A Registered Professional Land Surveyor shall stake out and certify the fence alignment to meet the requirements as shown.

3.2 POST HOLES

A. Excavation for concrete-embedded fence posts shall be of the dimensions shown, except in bedrock. If bedrock is encountered before reaching the required depth, continue the excavation to the depth shown or 18 inches into the bedrock, whichever is less, and provide a minimum of 2 inches larger diameter than the outside diameter of the post. Clear loose material from post holes. Grade area around finished concrete footings as shown and dispose of excess earth as directed by ENGINEER.

3.3 POST SETTING

A. Install posts plumb and in alignment. Set post in concrete footings of dimensions as shown, except in bedrock.

B. Thoroughly compact concrete so it is free of voids and finished in a slope or dome to divert water running down the post away from the footing. Straight runs between braced posts shall not exceed 500 feet. Install posts in bedrock with a minimum of one inch of non-shrinking grout around each post.

C. Thoroughly work non-shrinking grout into the hole so as to be free of voids and finished in a slope or dome.

D. Cure concrete and grout in accordance with Section 03300.



3.4 CORNER AND BRACE POSTS

A. CONTRACTOR shall set corner posts with bracing at each corner of the fence where the horizontal alignment changes more than 30 degrees.

B. CONTRACTOR shall also set brace posts with bracing every 500 feet and at the tops and toes of each slope where the hinge line breaks more than 10 degrees.

3.5 POST CAPS

A. Fit the exposed ends of posts with caps. Provide caps that fit snugly and are weathertight. Where a top rail is used, provide caps to accommodate the top rail. Install post caps as recommended by the MANUFACTURER.

3.6 SUPPORTING ARMS

A. Design supporting arms, when required, to be weathertight. Where top rail is used, provide arms to accommodate the top rail. Install supporting arms as recommended by the MANUFACTURER.

3.7 ACCESSORIES

A. Supply accessories (post braces, tension bands, tension bars, truss rods, and miscellaneous accessories), as required and recommended by the MANUFACTURER, to accommodate the installation of a complete fence, with fabric that is taut and attached properly to posts, rails, and tension wire.

3.8 BARBED WIRE

A. Install barbed wire, when required, on supporting arms above the fence posts. Extend each end member of gate frames sufficiently above the top member to carry three strands of barbed wire in horizontal alignment with barbed wire strands on the fence. Pull each strand taut and securely fasten to each supporting arm and extended member.

3.9 GATES

A. Install gates plumb, level, and secure for full opening without interference.

B. Set keepers, stops and other accessories into concrete as required by the MANUFACTURER and as shown.

C. Adjust hardware for smooth operation and lubricate where necessary.



3.10 REPAIR OF GALVANIZED SURFACES

A. Use galvanized repair compound, stick form, or other method, where galvanized surfaces need field or shop repair.

B. Repair surfaces in accordance with the MANUFACTURER's printed directions.

3.11 FINAL CLEAN-UP

A. Remove all debris, rubbish and excess material from the site in accordance with the Contract Documents.

END OF SECTION


Rev 0 – January 2018 Section 02924 Page 1 of 5 SEEDING AND SOIL SUPPLEMENTS

SECTION 02924

SEEDING AND SOIL SUPPLEMENTS

PART 1 GENERAL

1.1 SUMMARY


1. Preparation of subsoil.

2. Seeding.

3. Mulching.

4. Soil testing and fertilizer.

1.2 RELATED SECTIONS:

A. Section 02221 — Excavating and Stockpiling.

B. Section 02222 — Engineered and Random Fill, Utility and Anchor Trench Backfill.

C. Section 02270 – Erosion and Sediment Control.

1.3 SUBMITTALS

A. Product Data: Submit data for seed mix, fertilizer, mulch, and other accessories.

B. Manufacturer's Certificate: Certify Products meet or exceed specified requirements.

1.4 QUALIFICATIONS

A. Seed Supplier. Company specializing in manufacturing Products specified in this section with minimum three years documented experience.

B. Installer: Company specializing in performing work of this section with minimum three years documented experience.


A. Section 01600 - Product Requirements: Product storage and handling requirements.



B. Deliver grass seed mixture in sealed containers. Seed in damaged packaging is not acceptable.

C. Deliver fertilizer in waterproof bags showing weight, chemical analysis, and name of manufacturer.

PART 2 PRODUCTS

2.1 SEED MIXTURE

A. Furnish materials in accordance with Government of Guam, Department of Public Works standards.

B. Seed Mixture:

1. Cynodon Dactylon, Common Bermuda Grass

2. Minimum Percent Pure Seed 95 Percent.

3. Minimum Percent Germination and Hard Seed 85 Percent

4. Maximum Percent Weed Seed 0.5 Percent

C. Native Seed Mixture for Western Channel:

1. (20%) Oplismenus compositus, basket grass

(15%) Centotheca lappacea, no common name

(10%) Lindsaea ensifolia, graceful necklace fern

(10%) Machaerina mariscoides, tropical twigrush

(10%) Nephrolepis biserrata, amaru/coarse sword fern

(10%) Scleria lithosperma, keys nutrush

(10%) Scleria polycarpa, nutrush

(5%) Desmodium triflorum, apson

(5%) Nephrolepis hirsutula, amaru/rough sword fern

(5%) Polypodium scolopendria, kahlao/wart fern



2. Minimum Percent Pure Seed 90 Percent.

3. Minimum Percent Germination and Hard Seed 80 Percent

4. Maximum Percent Weed Seed 0.5 Percent

2.2 ACCESSORIES

A. Mulching Material: Wood cellulose fiber, free of growth or germination inhibiting ingredients.

B. Mulching Material for Western Channel: Oat or wheat straw mulch, free of noxious weeds, weed seeds, mature seed-bearing stalks, roots of prohibited or noxious weeds, rot and mildew, and other materials detrimental to plant growth.

C. Fertilizer: Commercial grade; recommended for grass; of proportion necessary to eliminate deficiencies of topsoil to the following proportions: Nitrogen 14 percent, phosphoric acid 14 percent, soluble potash 14 percent.

D. Lime: ASTM C602, Agricultural limestone containing a minimum 80 percent calcium carbonate equivalent.

E. Water. Clean, fresh and free of substances or matter capable of inhibiting vigorous growth of grass.

2.3 SOURCE QUALITY CONTROL

A. Analyze the soil where seed is to be applied to ascertain percentage of nitrogen, phosphorus, potash, soluble salt content, organic matter content, and pH value.

B. Provide recommendation for fertilizer and lime application rates for specified seed mix as result of testing.

C. Testing is not required when recent tests and certificates are available. Submit these test results to CQA Consultant. Indicate, by tests results, information necessary to determine suitability.

PART 3 EXECUTION

3.1 EXAMINATION

A. Verify prepared soil base is ready to receive the Work of this section.

3.2 PREPARATION OF SUBSOIL AND TOPSOIL



A. Prepare sub-soil to eliminate uneven areas and low spots. Maintain lines, levels, profiles and contours. Make changes in grade gradual. Blend slopes into level areas.

B. Remove foreign materials, weeds and undesirable plants and their roof. Remove contaminated sub-soil.

C. Scarify or otherwise roughen the surface of the subsoil where seed is to be placed. Repeat cultivation in areas where equipment, used for hauling and spreading topsoil, has compacted sub-soil.

D. The CONTRACTOR shall place and compact a minimum of 12 inches of topsoil on all disturbed areas of the western channel relocation as shown on the Construction Drawings.

3.3 FERTILIZING

A. Apply lime at application rate recommended by soil analysis.

B. Apply fertilizer at application rate recommended by soil analysis.

C. Apply after smooth raking of topsoil.

D. Do not apply fertilizer at same time or with same machine used to apply seed.

E. Mix fertilizer thoroughly into upper 2 inches of topsoil.

F. Lightly water soil to aid dissipation of fertilizer. Irrigate top level of soil uniformly.

3.4 SEEDING

A. Apply seed evenly in two intersecting directions. Rake in lightly.

B. Do not seed areas in excess of that which can be mulched and stabilized with channel stabilization blanket, if required, on same day.

C. Do not sow immediately following rain, when ground is too dry, or when winds are over 12 mph.

D. Roll seeded area with roller not exceeding 112 lbs/linear foot.

E. Immediately following seeding, apply mulch to thickness of 1/8 inch. Maintain clear of shrubs and trees.

F. Immediately following seeding of western channel relocation area, apply mulch to cover approximately 75% of the surface area prior to placing Channel



Stabilization Blanket according to Section 02330. Maintain clear of shrubs and trees.

G. Apply water with fine spray immediately after each area has been mulched. Saturate top 4 inches of soil.

3.5 HYDROSEEDING

A. Apply fertilizer, mulch and seeded slurry with hydraulic seeder evenly in one pass.

B. After application, apply water with fine spray immediately after each area has been hydroseeded. Saturate top 4 inches of soil and maintain moisture levels two to four inches.


A. Provide seed mixture in containers showing percentage of seed mix, germination percentage, inert matter percentage, weed percentage, year of production, net weight, date of packaging, and location of packaging.

B. Perform Work in accordance with Government of Guam, Department of Public Works standards.

END OF SECTION

Layon Landfill

Construction of Cell 3 DIVISION 3 CONCRETE

Rev 0 – January 2018 Section 03200 Page 1 of 5 CONCRETE REINFORCEMENT

SECTION 03200

CONCRETE REINFORCMENT

PART 1 GENERAL


A. This section includes materials for reinforcing steel and welded wire fabric and installation where required on the Construction Drawings.


A. Section 02230 – Surface Water Drainage Systems.

B. Section 03461 – Precast Concrete.

C. Section 03300 – Cast-In-Place Concrete.

1.3 REFERENCES

A. American Concrete Institute (ACI) SP-66 (04) ACI Detailing Manual

B. ACI 318-11 – Building Code requirements for Structural Concrete

C. American Welding Society (AWS) D1.4/D1.4M - (2011) Structural Welding Code -Reinforcing Steel

D. ASTM International (ASTM) A82/A82M-07 – Standard Specification for Steel Wire, Plain, for Concrete Reinforcement

E. ASTM A184/A184M-06 (2011) - Standard Specification for Welded Deformed Steel Bar Mats for Concrete Reinforcement

F. ASTM A185/A185M-07 - Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete

G. ASTM A370-12a - Standard Test Methods and Definitions for Mechanical Testing of Steel Products

H. ASTM A496/A496M-07 - Standard Specification for Steel Wire, Deformed, for Concrete Reinforcement

I. ASTM A497/A497M-07 - Standard Specification for Steel Welded Wire Reinforcement, Deformed, for Concrete

Layon Landfill



J. ASTM A615/A615M-12 – Standard Specification for Deformed and Plain Carbon Steel Bars for Concrete Reinforcement

K. ASTM A675/A675M-03(2009) – Standard Specification for Steel Bars, Carbon, Hot Wrought, Special Quality, Mechanical Properties

L. ASTM A706/A706M-09b – Standard Specification for Low Alloy Steel Deformed and Plain Bars for Concrete Reinforcement

M. ASTM A1035/A1035M-11 - Standard Specification for Deformed and Plain, Low-carbon, Chromium, Steel Bars for Concrete Reinforcement

N. Concrete Reinforcing Steel Institute (CRSI) 10MSP – Manual of Standard Practice 28P

thP edition

PART 2 PRODUCTS

2.1 DOWELS

A. Dowels shall conform to ASTM A675/A675M, Grade 80 or ASTM A1035/A1035M.

2.2 FABRICATED BAR MATS

A. Fabricated bar mats shall conform to ASTM A184/A184M.

2.3 REINFORCING STEEL

A. Reinforcing steel shall be deformed bars conforming to ASTM A615/A615M, ASTM A706/A706M, or ASTM A1035/A1035M grades and sizes as indicated. Cold drawn wire used for spiral reinforcement shall conform to ASTM A82/A82M.

B. In highly corrosive environments or when directed by the Engineer, reinforcing steel shall conform to ASTM A1035/A1035M.

2.4 WELDED WIRE FABRIC

A. Welded wire fabric shall conform to ASTM A185/A185M, ASTM A496/A496M, or ASTM A497/A497M.

2.5 WIRE TIES

A. Wire ties shall be 16 gauge or heavier black annealed steel wire

2.6 SUPPORTS

Layon Landfill



A. Bar supports for formed surfaces shall be designed and fabricated in accordance with CRSI 10MSP and shall be steel or precast concrete blocks. Precast concrete blocks shall have wire ties and shall be not less than 4 inches square when supporting reinforcement on ground. Precast concrete block shall have compressive strength equal to that of the surrounding concrete.

B. Where concrete formed surfaces will be exposed to weather or where surfaces are to be painted, steel supports within 1/2 inch of concrete surface shall be galvanized, plastic protected or of stainless steel.

C. Concrete supports used in concrete exposed to view shall have the same color and texture as the finished surface.

D. For slabs on grade, supports shall be precast concrete blocks, plastic coated steel fabricated with bearing plates, or specifically designed wire-fabric supports fabricated of plastic.

PART 3 EXECUTION

3.1 PREPARATION

A. Structures that require piping or other appurtenances shall be properly checked for alignment prior to concrete placement over the reinforcement. Pipe grade and alignment shall also be verified immediately upon placement of concrete to assure that the pipelines are in proper position prior to the concrete taking an initial set. The invert elevation and flow line of piping shall be as shown on the Construction Drawings.

B. Cast-in-place structures shall set a minimum of 24 hours before additional construction is continued. In certain critical situations, the setting time may be reduced upon approval of the ENGINEER.

3.2 REINFORCEMENT INSTALLATION

A. Reinforcement steel and accessories shall be fabricated and placed as specified and shown on the Construction Drawings and approved shop drawings. Fabrication and placement details of steel and accessories not specified or shown shall be in accordance with ACI SP-66 and ACI 318.

B. Reinforcement shall be cold bent unless otherwise authorized. Bending may be accomplished in the field or at the mill. Bars shall not be bent after embedment in concrete.

C. Safety caps shall be placed on all exposed ends of vertical concrete

Layon Landfill



reinforcement bars that pose a danger to life safety. Wire tie ends shall face away from the forms.

D. Submit detail drawings showing reinforcing steel placement, schedules, sizes, grades, and splicing and bending details. Drawings shall show support details including types, sizes and spacing.

E. Reinforcement shall be free from loose rust and scale, dirt, oil, or other deleterious coating that could reduce bond with the concrete.

F. Reinforcement shall be placed in accordance with ACI 318 at locations shown plus or minus one bar diameter. Reinforcement shall not be continuous through expansion joints and shall be as indicated through construction or contraction joints.

G. Concrete coverage shall be as indicated or as required by ACI 318.

H. If bars are moved more than one bar diameter to avoid interference with other reinforcement, conduits or embedded items, the resulting arrangement of bars, including additional bars required to meet structural requirements, shall be approved by Engineer before concrete is placed.

I. Splices of reinforcement shall conform to ACI 318 and shall be made only as required or indicated. Splicing shall be by lapping or by mechanical or welded butt connection; except that lap splices shall not be used for bars larger than No. 11 unless otherwise indicated.

J. Welding shall conform to AWS D1.4/D1.4M. Welded butt splices shall be full penetration butt welds.

K. Lapped bars shall be placed in contact and securely tied or spaced transversely apart to permit the embedment of the entire surface of each bar in concrete. Lapped bars shall not be spaced farther apart than one-fifth the required length of lap or 6 inches.

L. Mechanical butt splices shall be in accordance with the recommendation of the manufacturer of the mechanical splicing device. Butt splices shall develop 125 percent of the specified minimum yield tensile strength of the spliced bars or of the smaller bar in transition splices. Bars shall be flame dried before butt splicing. Adequate jigs and clamps or other devices shall be provided to support, align, and hold the longitudinal centerline of the bars to be butt spliced in a straight line.

Layon Landfill



3.3 WELDED-WIRE FABRIC PLACEMENT

A. Welded-wire fabric shall be placed in slabs as indicated. Fabric placed in slabs on grade shall be continuous between expansion, construction, and contraction joints. Fabric placement at joints shall be as indicated.

B. Lap splices shall be made in such a way that the overlapped area equals the distance between the outermost cross wires plus 2 inches. Laps shall be staggered to avoid continuous laps in either direction.

C. Fabric shall be wired or clipped together at laps at intervals not to exceed 4 feet.

D. Fabric shall be positioned by the use of supports.

3.4 DOWEL INSTALLATION

A. Dowels shall be installed in slabs on grade at locations indicated and at right angles to joint being doweled.

B. Dowels shall be accurately positioned and aligned parallel to the finished concrete surface before concrete placement.

C. Dowels shall be rigidly supported during concrete placement. One end of dowels shall be coated with a bond breaker.

END OF SECTION

Layon Landfill Construction of Cell 3 DIVISION 3 CONCRETE

Rev 0 – January 2018 Section 03300 Page 1 of 10 CAST‐IN‐PLACE CONCRETE

SECTION 03300

CAST‐IN‐PLACE CONCRETE

PART 1 GENERAL


This section includes materials, mix requirements, testing, and installation of cast‐in‐place concrete.


A. Section 02221 – Excavation and Grading.


C. Section 02230 – Surface Water Drainage Systems.

D. Section 02785 – Settlement Monuments.

E. Section 02801 – Chain Link Fence and Gates.

F. Section 03200 – Concrete Reinforcement.

G. Section 03461 – Precast Concrete Manholes.

1.3 REFERENCES

A. American Concrete Institute (ACI) SP‐66 ACI Detailing Manual

B. ACI 117‐10 ‐ Specification for Tolerances for Concrete Construction, Materials and Commentary

C. ACI 211.1‐91(R2009) ‐ Standard Practice for Proportions for Normal, Heavyweight, and Mass Concrete

D. ACI 211.2‐98(R2004) ‐ Standard Practice for Selecting Proportions for Structural Lightweight Concrete

E. ACI 301‐10 ‐ Specifications for Structural Concrete

F. ACI 305.1‐06 ‐ Specification for Hot Weather Concreting

G. ACI 306.1‐90(R2002) ‐ Standard Specification for Cold Weather Concreting


Section 03300 Rev 0 – Page 2 of 10 CAST‐IN‐PLACE CONCRETE

H. ACI 318 ‐ Building Code Requirements for Reinforced Concrete.

I. ACI 347‐04 ‐ Guide to Formwork for Concrete

J. ASTM A185/A185M‐07 ‐ Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete Reinforcement

K. ASTM A615/A615M‐09 ‐ Standard Specification for Deformed and Plain Carbon Steel Bars for Concrete Reinforcement

L. ASTM A996/A996M‐09 ‐ Standard Specification for Rail Steel and Axle Steel Deformed Bars for Concrete Reinforcement

M. ASTM C31/C31M‐10 ‐ Standard Practice for Making and Curing Concrete Test Specimens in the Field

N. ASTM C33/C33M‐11a ‐ Standard Specification for Concrete Aggregates

O. ASTM C39/C39M‐12 ‐ Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

P. ASTM C94/C94M‐12 ‐ Standard Specification for Ready Mixed Concrete

Q. ASTM C143/C143M‐10 ‐ Standard Test Method for Slump of Hydraulic Cement Concrete

R. ASTM C150‐11 ‐ Standard Specification for Portland Cement

S. ASTM C171‐07 ‐ Standard Specification for Sheet Material for Curing Concrete

T. ASTM C172‐10 ‐ Standard Practice for Sampling Freshly Mixed Concrete

U. ASTM C173‐10 ‐ Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method

V. ASTM C192/C192M‐07 ‐ Standard Practice for Making and Curing Concrete Test Specimens in the Laboratory

W. ASTM C231‐10 ‐ Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

X. ASTM C260‐10 ‐ Standard Specification for Air‐Entraining Admixtures for Concrete



Y. ASTM C330‐09 ‐ Standard Specification for Lightweight Aggregates for Structural Concrete

Z. ASTM C476‐10 – Standard Specification for Grout for Masonry

AA. ASTM C494/C494M‐11 ‐ Standard Specification for Chemical Admixtures for Concrete.

BB. ASTM C1019 – Test Method for Sampling and Testing Grout

CC. ASTM C1116/C1116M – 10a Standard Specification for Fiber‐Reinforced Concrete.

DD. JIS R5210 – Japanese Industrial Standard for Portland Cement, 2009 Edition

1.4 SUBMITTALS

A. Concrete Mix Design.

B. Shop Drawings.

C. Manufacturer's Certificates: Fiber‐reinforcement, chemical admixtures, and curing compounds.

PART 2 PRODUCTS

2.1 FORMS

A. Wood, plywood, metal, or other materials, approved by ENGINEER, of grade or type suitable to obtain type of finish specified.

2.2 MATERIALS

A. Unless otherwise noted on the Construction Drawings, concrete for the project will be fiber‐reinforced concrete that is mixed, proportioned and prepared in accordance with ASTM C1116/C1116M. The following material requirements shall apply as applicable to ASTM C1116/C116M. Should there be a conflict between the following material specifications and ASTM C1116/C1116M, the ASTM specification shall apply unless otherwise approved by the ENGINEER.

B. Portland cement: ASTM C150, Type I or II or Japanese Industrial Standard (JIS 5210).



C. Fly Ash: ASTM C618, Class C or F including supplementary optional requirements relating to reactive aggregates and alkalis, and loss on ignition (LOI) not to exceed 5 percent.

D. Coarse Aggregate: ASTM C33, Size 67. Size 467 may be used for footings and walls over 12 inches thick. Coarse aggregate for applied topping shall be Size 7.

E. Fine Aggregate: ASTM C33.

F. Lightweight Aggregate for Structural Concrete: N/A

G. Mixing Water: Fresh, clean, and potable.

H. Air‐Entraining Admixture: N/A.

I. Chemical Admixtures: ASTM C494.

J. Vapor Barrier: ASTM D4397, //0.25 mm (10 mil)//0.38 mm (15 mil).

K. Reinforcing Steel: ASTM A615 or ASTM A996, deformed. See structural drawings for grade.

L. Welded Wire Fabric: ASTM A185.

M. Expansion Joint Filler: ASTM D1751.

N. Sheet Materials for Curing Concrete: ASTM C171.

O. Liquid Hardener and Dustproofer: Fluosilicate solution or magnesium fluosilicate or zinc fluosilicate. Magnesium and zinc may be used separately or in combination as recommended by manufacturer.

P. Liquid Densifier/Sealer: 100 percent active colorless aqueous siliconate solution.

Q. Grout, Non‐Shrinking: Premixed ferrous or non‐ferrous, mixed and applied in accordance with manufacturer's recommendations and ASTM C476. Grout shall show no settlement or vertical drying shrinkage at 3 days or thereafter based on initial measurement made at time of placement, and produce a compressive strength of at least 2500 psi at 3 days and 5000 psi at 28 days when tested in accordance with ASTM C1019.



2.3 CONCRETE MIXES

A. Unless otherwise noted on the Construction Drawings, concrete for the project will be fiber‐reinforced concrete that is mixed and prepared in accordance with ASTM C1116/C1116M.

B. Design of concrete mixes using materials specified shall be the responsibility of the CONTRACTOR as set forth under Option C of ASTM C94.

C. Compressive strength at 28 days shall be not less than 3000 psi for ordinary concrete and 4000 psi for structural concrete.

D. Establish strength of concrete by testing prior to beginning concreting operation. Test consists of average of three cylinders made and cured in accordance with ASTM C192 and tested in accordance with ASTM C39.

E. Maximum slump for vibrated concrete is 4 inches tested in accordance with ASTM C143. The ENGINEER may designate a lesser slump in order to carry out portions of the work.

F. Cement and water factor: See Table 03300‐1 below.

G. Air‐entrainment is required for all concrete. Air content shall conform with Table 03300‐2 below.

TABLE 03300 ‐1

CEMENT AND WATER FACTORS FOR CONCRETE3

28‐DAY COMPRESSIVE STRENGTH

NON‐AIR‐ENTRAINED AIR‐ENTRAINED

Minimum(Psi) Minimum Cement lbs/cy

Maximum Water/Cement

Ratio

Minimum Cement lbs/cy

Maximum Water/Cement

Ratio

5,0001,2 630 0.45 N/A N/A

34001,2 550 0.55 N/A N/A

3,0001,2 470 0.65 N/A N/A

Notes:

1. If trial mixes are used, the proposed mix design shall achieve a compressive strength 1,200 psi in excess of f'c. For concrete strengths above 5,000 psi, the proposed mix design shall achieve a compressive strength 1,400 psi in excess of f’c.

2. For concrete exposed to high sulfate content soils, maximum water cement ratio is 0.44.

3. All values shall be determined by Laboratory in accordance with ACI 211.1.



TABLE 03300‐2

TOTAL AIR CONTENT FOR VARIOUS SIZES OF COARSE AGGREGATES

NOMINAL MAXIMUM SIZE OF COARSE AGGREGATE

TOTAL AIR CONTENT PERCENTAGE BY VOLUME

3/8 in. 6 to 10

1/2 in. 5 to 9

3/4 in. 4 to 8

1 in. 3.5 to 6.5

1‐1/2 in. 3 to 6

2.4 BATCHING & MIXING:

A. Store, batch, and mix materials as specified in ASTM C94 and ASTM C1116/C116M.

1. Job‐Mixed: Concrete mixed at job site shall be mixed in a batch mixer in manner specified for stationary mixers in ASTM C94.

2. Ready‐Mixed: Ready‐mixed concrete shall comply with ASTM C94, except use of non‐agitating equipment for transporting concrete to the site will not be permitted. With each load of concrete delivered to project, ready‐mixed concrete producer shall furnish, in duplicate, certification as required by ASTM C94.

PART 3 EXECUTION

3.1 FORMWORK

A. Installation shall conform to ACI 347, sufficiently tight to hold concrete without leakage, sufficiently braced to withstand vibration of concrete, and to carry, without appreciable deflection, all dead and live loads to which they may be subjected.

B. Treat or wet contact forms as follows:

1. Coat plywood and board forms with non‐staining form sealer. In hot weather cool forms by wetting with cool water just before concrete is placed.



2. Clean and coat removable metal forms with light form oil before reinforcement is placed. In hot weather cool metal forms by thoroughly wetting with water just before placing concrete.

3. Use sealer on reused plywood forms as specified for new material.

C. Inserts, sleeves, and similar items: Flashing reglets, masonry ties, anchors, inserts, wires, hangers, sleeves, boxes for floor hinges and other items specified as furnished under this and other sections of specifications and required to be in their final position at time concrete is placed shall be properly located, accurately positioned and built into construction, and maintained securely in place.

D. Construction Tolerances:

1. CONTRACTOR is responsible for setting and maintaining concrete formwork to assure erection of completed work within tolerances specified to accommodate installation or other rough and finish materials. Remedial work necessary for correcting excessive tolerances is the responsibility of the CONTRACTOR. Erected work that exceeds specified tolerance limits shall be remedied or removed and replaced, at no additional cost to the Government.

2. Permissible surface irregularities for various classes of materials are defined as "finishes" in specification sections covering individual materials. They are to be distinguished from tolerances specified which are applicable to surface irregularities of structural elements.

3.2 REINFORCEMENT

A. Details of concrete reinforcement, unless otherwise shown on the Construction Drawings, in accordance with ACI 318 and ACI SP‐66. Support and securely tie reinforcing steel to prevent displacement during placing of concrete.

3.3 MIXING CONCRETE

A. Transmit mix the concrete in accordance with provisions of ASTM C94.

B. Mixing Water:

1. At the batch plant, withhold 2‐1/2 gallons of water per cubic yard of concrete.

2. Upon arrival at the Site, add all or part of the withheld water (as required for proper slump) before the concrete is discharged from the mixer.



3.4 PLACING CONCRETE

A. Remove water from excavations before concrete is placed. Remove hardened concrete, debris and other foreign materials from interior of forms, and from inside of mixing and conveying equipment. Obtain approval of ENGINEER before placing concrete.

B. Before placing new concrete on or against concrete which has set, existing surfaces shall be roughened and cleaned free from all laitance, foreign matter, and loose particles.

C. Convey concrete from mixer to final place of deposit by method which will prevent segregation or loss of ingredients. Do not deposit in work concrete that has attained its initial set or has contained its water or cement more than 1‐1/2 hours. Do not allow concrete to drop freely more than 5 feet in unexposed work or more than 3 feet in exposed work. Place and consolidate concrete in horizontal layers not exceeding 12 inches in thickness. Consolidate concrete by spading, rodding, or mechanical vibrator. Do not secure vibrator to forms or reinforcement. Vibration shall be carried on continuously with placing of concrete.

D. Hot weather placing of concrete: Follow recommendations of ACI 305R to prevent problems in the manufacturing, placing, and curing of concrete that can adversely affect the properties and serviceability of the hardened concrete.

3.5 PROTECTION AND CURING

A. Protect exposed surfaces of concrete from premature drying, wash by rain or running water, wind, mechanical injury, and excessively hot temperatures. Curing method shall be subject to approval by ENGINEER.

3.6 FORM REMOVAL

A. Forms remain in place until concrete has a sufficient strength to carry its own weight and loads supported. Removal of forms at any time is the CONTRACTOR's sole responsibility.

3.7 SURFACE PREPARATION

A. Immediately after forms have been removed and work has been examined and approved by ENGINEER, remove loose materials, and patch all stone pockets, surface honeycomb, or similar deficiencies with cement mortar made with 1 part Portland cement to 2‐3 parts sand.



3.8 FINISHES

A. Unfinished Areas

1. Vertical and overhead concrete surfaces exposed in unfinished areas, above suspended ceilings in manholes, and other unfinished areas exposed or concealed will not require additional finishing.

3.9 RETAINING WALLS

A. Concrete for retaining walls shall be as shown.

B. Install and construct expansion and contraction joints, waterstops, weep holes, reinforcement and railing sleeves as shown.

C. Finish exposed surfaces to match adjacent concrete surfaces, new or existing.

D. Porous backfill shall be placed as shown.

3.10 PRECAST CONCRETE ITEMS

A. Precast concrete items, not specified elsewhere, shall be cast using 3,000 psi concrete to shapes and dimensions shown. Finish surfaces to match corresponding adjacent concrete surfaces. Reinforce with steel as necessary for safe handling and erection.

3.11 QUALITY CONTROL/QUALITY ASSURANCE

A. Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the necessary crafts and who are completely familiar with the specified requirements and the method needed for proper performance of the work of this Section.

B. The OWNER will engage and pay for the services of a CQA Consultant for monitoring the quality and placement of concrete.

C. The CONTRACTOR will engage and pay for the services of an independent testing firm/laboratory for quality control testing of concrete.

D. The CONTRACTOR shall submit the certificate of compliance for concrete mix design within 14 days of its intended use in the Work for review and approval by the OWNER/ENGINEER.

E. Do not commence placement of concrete until required mix designs have been reviewed and approved by the OWNER/ENGINEER.



F. For cast‐in‐place concrete and grout, three (3) concrete test cylinders will be taken by an independent testing laboratory for every 50 cubic yards of concrete or grout placed or for every day of placement. One of the test cylinders shall be tested at 7 days for 70 percent of design strength and the remaining two shall be tested at 28 days for full design strength.

G. For prefabricated concrete structures, sampling and testing of the concrete shall be performed in accordance with the fabricator’s written quality control and quality assurance (QC/QA) program. The QC/QA program shall be submitted to the ENGINEER and OWNER for approval prior to fabrication.

END SECTION


Rev 0 – January 2018 Section 03461 Page 1 of 7 PRECAST CONCRETE MANHOLES AND BOX CULVERTS

SECTION 03461

PRECAST CONCRETE MANHOLES AND BOX CULVERTS

PART 1 GENERAL


A. This section includes materials, testing, and installation of precast concrete manholes and box culverts for storm water collection and transport, leachate collection and associated appurtenances.


A. Section 02221 – Excavating and Stockpiling.


C. Section 02227 – Drainage Material.

D. Section 02230 – Surface Water Drainage Systems.

E. Section 02710 – High Density Polyethylene Pipe.

F. Section 03300 – Cast–In-Place Concrete.

1.3 REFERENCES

A. ASTM International (ASTM) A48/48M-03(2012) – Standard Specification for Gray Iron Castings

B. ASTM C478-12a – Standard Specification for Precast Reinforced Concrete Manhole Sections

C. ASTM C858-10e1 – Standard Specification for Underground Precast Concrete Utility Structures

D. ASTM C923-08 – Standard Specification for Resilient Connectors Between Reinforced Concrete Manhole Structures, Pipes, and Laterals

E. ASTM C1433-13a – Standard Specification for Precast Reinforced Concrete Monolithic Box Sections for Culverts, Storm Drains, and Sewers



PART 2 PRODUCTS

2.1 MANHOLES

A. Precast components and other appurtenant materials shall be of the type and size indicated on the Construction Drawings.

B. Precast concrete manhole components shall be in accordance with ASTM C478, C858, and the Construction Drawings.

C. Manhole components shall be designed for HS-20 highway wheel loading and specific site conditions.

D. Manhole bases may be either precast or cast-in-place, as appropriate for the application, with a formed recess shaped to match the first precast riser section. The manhole base shall extend 10 inches below the bottom of the lowest pipe and 6 inches above the top of the largest pipe.

E. Manhole risers shall be fabricated only from precast riser sections, cone sections (as required) and grade rings as shown on the Construction Drawings unless otherwise approved by the ENGINEER

F. Pipe penetrations shall incorporate a watertight flexible pipe connector or ring-type seal according to the method of manhole construction as shown in the Construction Drawings. Precast manholes shall utilize either an integrally-cast embedded pipe connector, or a boot-type connector installed in a circular block out opening in accordance with ASTM C923. Connections to existing manholes shall utilize a boot-type connector in accordance with ASTM C923 installed in a cored opening. Cast-in-place bases shall incorporate a ring-type seal on the pipe to be embedded in the concrete

2.2 BOX CULVERTS

A. Precast components and other appurtenant materials shall be of the type and size indicated on the Construction Drawings.

B. Precast concrete box culvert components shall be in accordance with ASTM C1433 and the Construction Drawings.

C. Box culvert components shall be designed for HS-20 highway wheel loading in accordance with ASTM C1433 and specific site conditions.

2.3 CRUSHED ROCK BASE AND BACKFILL MATERIALS

A. Crushed coral base and backfill materials shall be in accordance with Section



02320.

B. The leachate manholes shall be backfilled with gravel drainage material to be provided in accordance with Section 02227.

C. The storm water manholes shall be backfilled with engineered fill to be provided in accordance with Section 02222.

D. The manhole bases shall be set in concrete to be supplied in accordance with Section 03300.

2.4 MANHOLE FRAMES AND COVERS

A. Manhole frames shall be 36 inches in diameter with two concentric covers, made of cast-iron in accordance with ASTM A48 Class 30, the Construction Drawings and the Approved Materials List. Covers shall incorporate a “pic-hole” for lifting purposes.

B. Locking frames and covers, in accordance with the Project Drawings, are required in areas located outside of the public right of way, in remote areas or when determined by the ENGINEER.

C. Frames and covers shall be designed for HS-20 highway wheel loading.

D. Covers for manholes shall be cast with the word “SEWER" for leachate lines and “STORMDRAIN” for storm drainage lines. No other lettering will be permitted on the top portion of the cover.

E. Castings shall be smooth, clean, and free from blisters, blowholes, and shrinkage. Mating surfaces of the frame and cover shall be machined to prevent movement of the lid. Frames and covers shall be match marked in sets before shipping to the site.

F. All castings shall be dipped twice in a preparation of asphalt or coal tar and oil applied at a temperature not less than 290°F or more than 310°F and in such a manner as to form a firm and tenacious coating.

2.5 CONCRETE

A. Concrete used for manholes, box culverts, and appurtenances shall be in accordance with Section 03300.

2.6 JOINT SEALING COMPOUND

A. Joint sealing compound shall be a mastic-type material in a flexible rope or rolled



form with removable wrapper sized to fit into the key of manhole or vault sections.

2.7 REPAIR MORTAR AND EPOXY BONDING AGENT

A. Repair mortar and an epoxy bonding agent shall be used to repair minor surface damage to precast sections or cast-in-place manhole bases and box culverts at the discretion of the ENGINEER.

B. Repair mortar and an epoxy bonding agent shall be a type suitable for the intended use in the application and environment as approved by the ENGINEER.

2.8 MORTAR

A. Mortar for use on joints between precast sections, for setting manhole cover frames, sealing box culverts, and for sealing around pipe inlets shall be a type suitable for the intended use in the application and environment as approved by the ENGINEER.

2.8 DAMP-PROOFING

A. Damp-proofing material shall be a type suitable for the intended use in the application and environment as approved by the ENGINEER.

2.9 BEDDING

A. Bedding material for box culverts shall consist of clean sand or gravel with a maximum particle size of 1/2-inch.

PART 3 EXECUTION

3.1 WORK WITHIN EXISTING AND NEW MANHOLES

A. Contractor shall comply with all Federal and State regulations for confined space entry. Work inside confined spaces, as defined by the applicable regulations, shall not be undertaken until all the tests and safety provisions of the Code of Federal Regulations 1910.146, and applicable GEPA regulations, for confined space entry have been performed and the area is verified as safe to enter.

3.2 EARTHWORK

A. Manhole excavation, placement of base material, backfill and compaction shall be performed in accordance with Sections 02221, 02222, 02227, and 02230.



3.3 MANHOLE BASE

A. The invert of precast and cast-in-place bases shall be filled with concrete to the flow line of the pipe and hand-worked to provide channels conforming in size to the inside diameter of the piping as indicated on the Construction Drawings. The concrete base shall be shaped with a wood float and shall receive a hard steel trowel finish before the concrete sets. A template shall be used to accurately form the level surface that will receive the first precast section.

B. Knockouts or stub outs shall be installed to the proper size in the manhole bases at the locations where the pipes enter the bases as shown on the Construction Drawings.

C. During construction of cast-in-place bases, all stub piping shall be in place, including ring-type seals, before concrete placement. Pipe grade and alignment shall be verified immediately upon placement of concrete to assure that the pipelines are in proper position prior to the concrete taking an initial set. The invert elevation and flow line of piping shall be as shown on the Construction Drawings. The manhole base shall extend 10 inches below the bottom of the lowest pipe and 6 inches above the top of the largest pipe.

D. Cast-in-place bases shall set a minimum of 24 hours before the manhole construction is continued. In certain critical situations, the setting time may be reduced upon approval of the ENGINEER.

3.4 INSTALLING MANHOLE SECTIONS

A. The concrete manhole base and successive precast sections will receive a mastic joint sealing compound prior to setting the precast sections in place as shown on the Construction Drawings.

B. Mortar and tool exterior joints to a smooth finish such that they are free of voids as approved by the CQA Consultant.

C. Assemble the precast sections to the elevation required by the location of the manhole in accordance with the Construction Drawings and as follows:

1. Paved Areas: Top of cover shall be flush with the finished paving surface.

2. Traveled Way: Top of cover shall be flush with the existing surface where it is in a traveled way.

3. Shoulder Areas: Top of cover shall be 1 inch above the existing surface where outside the limits of a traveled way. Vaults shall not be placed in



roadside ditches without the prior approval of the ENGINEER.

4. Unpaved easements: Top of cover shall be 16 inches above the ground surface. Bollards around the vault may be required in this area as directed by the ENGINEER.

D. Secure the manhole frame to the grade ring with mortar in accordance with the Construction Drawings.

E. Locking manholes shall have covers locked to the frame. The frame shall be attached to the top precast section by drilling four, 316 stainless steel, all-thread anchor bolts set in epoxy in addition to the mortar collar around the frame in accordance with the Construction Drawings.

F. After the frame is securely set the cover shall be installed. All necessary cleaning of foreign materials from the frames and covers shall be accomplished to ensure a satisfactory fit.

G. Where manholes are to be given a protective coating, they shall be free of seepage and surface moisture.

H. Piping installation adjacent to the manhole and connection to the base or riser sections shall be performed as shown on the Construction Drawings. Piping installation into flexible pipe connectors shall be in accordance with the manufacturer's recommendations for assembly, lubricants and limits of deflection.

I. In order to prevent accidental use of the new system before completion and acceptance, the new inlet to existing tie-in manholes and the outlet of the first new upstream manhole shall be sealed with expandable plugs. The ENGINEER shall approve the specific location of these plugs. Plugs shall be removed at the time of final inspection or as directed by the CQA Consultant. Removal of all construction debris and water shall be completed prior to removal of plugs.

J. Brick or mortar bulkheads shall be installed by the Contractor at the manhole end of all unused stub channels over 36 inches beyond the manhole base. The bulkheads are intended to prevent ponding of leachate and debris in the unused channels until such time as the manhole stub is connected and normal flow can occur.

K. New connections to existing manholes, where stubs have not been provided, shall be made by core drilling through the walls or base as directed by the ENGINEER. Flexible seals selected from the Approved Materials List and installed in accordance with the Project Drawings shall be used for the pipe penetration.



Apply a protective epoxy coating to the cored concrete and the ends of any exposed reinforcing steel.

L. A concrete ring shall be cast around manhole frames within paved and traveled areas in accordance with the Construction Drawings.

M. Replacement of asphalt or concrete pavement shall be in accordance with the requirements of the Guam Department of Public Works.

3.5 INSTALLING BOX CULVERT SECTIONS

A. Place and compact a minimum of 6 inches of bedding material prior to installing each segment of precast box culvert.

B. Apply mastic joint sealing compound prior to setting the precast sections in place as shown on the Construction Drawings.

C. Mortar and tool exterior joints to a smooth finish such that they are free of voids as approved by the CQA Consultant.

D. Assemble the precast sections to the elevation required by the location of the box culvert in accordance with the Construction Drawings.

E. Form, cast-in-place, and test concrete headwalls and wing walls in accordance with the Construction Drawings and in accordance with Section 03300.

3.6 DAMP-PROOFING

A. At the discretion of the ENGINEER, damp-proofing material shall be applied to the exterior surfaces of manholes in accordance with the Manufacturer's recommendations. The material shall be applied to all exterior surfaces below a point 12 inches above the water table or indications of seepage or moisture as directed by the CQA Consultant.

END OF SECTION

Layon Landfill Construction of Cell 3 DIVISION 4 MASONRY

Rev-0 –January 2018 Section 04200 Page 1 of 5 MASONRY

SECTION 04200

MASONRY

16TPART 1 GENERAL

1.1 REFERENCES

A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by basic designation only.

1. ACI INTERNATIONAL (ACI)

a) ACI 530.1(1999) Specifications for Masonry Structures and Related Commentaries

b) ACI SP-66(1994) ACI Detailing Manual

2. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM

a) ASTM A 615/A 615M Deformed and Plain Billet-Steel Bars for Concrete Reinforcement

b) ASTM C 90(2002) Load bearing Concrete Masonry Units

c) ASTM C 91(2001) Masonry Cement

d) ASTM C 94/C 94M Ready-Mixed Concrete

e) ASTM C 140 Sampling and Testing Concrete Masonry Units and Related Units

f) ASTM C 144 Aggregate for Masonry Mortar

g) ASTM C 150 Portland Cement

h) ASTM C 270 Mortar for Unit Masonry

i) ASTM C 476 Grout for Masonry

j) ASTM E 447 Compressive Strength of Masonry Prisms

1.2 SUBMITTALS



A. Section 01330 - Procedures for Submittals

1.2.1 Shop Drawings

A. Structural Masonry

1. Shop Drawings including plans, elevations, and details of wall reinforcement; details of reinforcing bars at corners and wall intersections; offsets; tops, bottoms, and ends of walls; control and expansion joints; lintels; and wall openings. Bar splice locations shall be shown.

2. Bent bars shall be identified on a bending diagram and shall be referenced and located on the drawings.

3. No approval will be given to the shop drawings until the Contractor certifies that all openings, including those for mechanical and electrical service, are shown.

1.3 DELIVERY, HANDLING, AND STORAGE

A. Materials shall be delivered, handled, stored, and protected to avoid chipping, breakage, and contact with soil or contaminating material.

PART 2 PRODUCTS


A. The source of materials which will affect the appearance of the finished work shall not be changed after the work has started.

B. Rebar shall not be cut, bent or eliminated to fit into the inch-pound CMU products module.

2.2 CONCRETE MASONRY UNITS (CMU)

A. Cement shall have a low alkali content and be of one brand. Units shall be of modular dimensions and air, water, or steam cured.

B. Hollow Load-Bearing Units: ASTM C 90, Type I or II, made with normal weight aggregate. Provide load-bearing units for exterior walls, foundation walls, load-bearing walls, and shear walls.

2.3 MASONRY MORTAR



A. Type M mortar shall conform to ASTM C 270 and shall be used for foundation walls.

2.4 GROUT AND READY-MIXED GROUT

A. Grout shall conform to ASTM C 476. Cement used in grout shall have a low alkali content. Grout slump shall be between 8 and 10 inches. Minimum grout strength shall be 2000 psi in 28 days, as tested by ASTM C 1019.

2.5 REINFORCING STEEL BARS AND RODS

A. Reinforcing steel bars and rods shall conform to ASTM A 615/A 615M, Grade 60 or ASTM A 616/A 616M.

PART 3 EXECUTION

3.1 PREPARATION

A. Prior to start of work, masonry inspector shall verify the applicable conditions as set forth in ACI 530.1, inspection.

3.2 LAYING MASONRY UNITS

A. Coordinate masonry work with the work of other trades to accommodate built-in items and to avoid cutting and patching.

B. Masonry units shall be laid in running bond pattern. Facing courses shall be level with back-up courses, unless the use of adjustable ties has been approved in which case the tolerances shall be plus or minus 1/2 inch.

C. Each unit shall be adjusted to its final position while mortar is still soft and plastic. Units that have been disturbed after the mortar has stiffened shall be removed, cleaned, and relaid with fresh mortar.

3.3 MORTAR

A. Mortar shall be mixed in a mechanically operated mortar mixer for at least 3 minutes, but not more than 5 minutes.

B. Measurement of ingredients for mortar shall be by volume. Ingredients not in containers, such as sand, shall be accurately measured by the use of measuring boxes.

C. Water shall be mixed with the dry ingredients in sufficient amount to provide a workable mixture which will adhere to the vertical surfaces of masonry units.



D. Mortar that has stiffened because of loss of water through evaporation shall be retempered by adding water to restore the proper consistency and workability. Mortar that has reached its initial set or that has not been used within 2-1/2 hours after mixing shall be discarded.

3.4 REINFORCING STEEL

A. Reinforcement shall be cleaned of loose, flaky rust, scale, grease, mortar, grout, or other coating which might destroy or reduce its bond prior to placing grout.

B. Bars with kinks or bends not shown on the drawings shall not be used.

C. Reinforcement shall be placed prior to grouting. Unless otherwise indicated, vertical wall reinforcement shall extend to within 2 inches of tops of walls.

3.5 PLACING GROUT

A. All cells shall be filled with grout. Hollow masonry units in walls or partitions supporting plumbing, heating, or other mechanical fixtures, voids at door and window jambs, and other indicated spaces shall be filled solid with grout.

B. Cells under lintel bearings on each side of openings shall be filled solid with grout for full height of openings. Walls below grade, lintels, and bond beams shall be filled solid with grout.

C. Units other than open end units may require grouting each course to preclude voids in the units.

D. Grout not in place within 1-1/2 hours after water is first added to the batch shall be discarded.

E. Sufficient time shall be allowed between grout lifts to preclude displacement or cracking of face shells of masonry units.

F. If blowouts, flowouts, misalignment, or cracking of face shells should occur during construction, the wall shall be torn down and rebuilt.

3.6 BOND BEAMS

A. Bond beams shall be filled with grout and reinforced as indicated on the drawings.

B. Reinforcement shall be continuous, including around corners, except through control joints or expansion joints, unless otherwise indicated on the drawings.



C. Where splices are required for continuity, reinforcement shall be lapped 48 bar diameters. A minimum clearance of 1/2 inch shall be maintained between reinforcement and interior faces of units.

END OF SECTION

Layon Landfill Construction of Cell 3 DIVISION 9 FINISHES

Rev 0 – January 2018 Section 09220 Page 1 of 5 PORTLAND CEMENT PLASTER

SECTION 09220

PORTLAND CEMENT PLASTER

PART 1 GENERAL

1.1 SUMMARY A. Section includes Portland cement plaster system.


1. Section 03300 – Cast-in-Place: Wall substrate surface.

2. Section 09900 – Paints and Coatings.

1.2 REFERENCES


1. ASTM C150 - Standard Specification for Portland Cement.

2. ASTM C206 - Standard Specification for Finishing Hydrated Lime.

3. ASTM C897 - Standard Specification for Aggregate for Job-Mixed Portland Cement-Based Plasters.

4. ASTM C926 - Standard Specification for Application of Portland Cement-Based Plaster.

5. ASTM C932 - Standard Specification for Surface-Applied Bonding Agents for Exterior Plastering.

6. ASTM C1116 - Standard Specification for Fiber-Reinforced Concrete and Shotcrete.

B. Portland Cement Association:

1. PCA - Portland Cement Plaster (Stucco) Manual.

1.3 SUBMITTALS

A. Section 01300 - Submittals: Submittal procedures.

B. Product Data: Submit data on plaster materials, characteristics and limitations of products specified.




A. Perform Work in accordance with ASTM C926 and PCA Portland Cement Plaster (Stucco) Manual.

1.5 QUALIFICATIONS

A. Manufacturer: Company specializing in manufacturing products specified in this section with minimum three years documented experience.

B. Installer: Company specializing in performing Work of this section with minimum three years documented experience.


A. Section 01600 – Material and Equipment.

PART 2 PRODUCTS

2.1 PORTLAND CEMENT PLASTER

A. Manufacturers:

1. W.R. Bonsal Co.

2. The Quikrete Companies.

3. United States Gypsum Co.

4. Substitutions: Section 01630 - Product Options and Substitutions.

2.2 COMPONENTS:

A. Plaster Base Materials:

1. Cement: ASTM C150, Type I Portland cement.

2. Lime: ASTM C206, Type S.

3. Aggregate: In accordance with ASTM C897 or PCA Plaster (Stucco) Manual.

4. Water: Clean, fresh, potable and free of mineral or organic matter capable of affecting plaster.



5. Bonding Agent: ASTM C932; type recommended for bonding plaster to concrete and concrete masonry surfaces.

6. Fibers: 1/2 inch nominal length glass fibers meeting requirements of ASTM C1116.

B. Plaster Finish Materials:

1. Cement: As specified for plaster base coat, white color.

2. Lime: As specified for plaster base coat.

3. Water: Clean, fresh, potable, and free of matter capable of affecting plaster.

2.3 MIXES

A. Base Coats: Mix and proportion cement plaster base coat in accordance with PCA Portland Cement Plaster (Stucco) Manual.

B. Finish Coat: Mix and proportion cement plaster finish coat in accordance with PCA Portland Cement Plaster (Stucco) Manual.

C. Mix only as much plaster as can be used prior to initial set.

D. Mix materials dry, to uniform color and consistency, before adding water.

E. Protect mixtures from contamination, and excessive evaporation.

F. Do not retemper mixes after initial set has occurred.

PART 3 EXECUTION

3.1 EXAMINATION

A. Masonry: Verify joints are cut flush and surface is ready to receive work of this section. Verify no bituminous or water repellent coatings exist on masonry surface.

B. Concrete: Verify surfaces are flat, honeycomb are filled flush, and surfaces are ready to receive work of this section. Verify no bituminous, water repellent, or form release agents exist on concrete surface that are detrimental to plaster bond.



3.2 PREPARATION

A. Dampen masonry surfaces to reduce excessive suction.

B. Clean concrete surfaces of foreign matter. Clean surfaces using acid solutions, solvents, or detergents. Wash surfaces with clean water.

C. Roughen smooth concrete surfaces and apply bonding agent in accordance with manufacturer’s instructions.

3.3 INSTALLATION

A. Control Joints:

1. Install interior control joints every 20 feet.

2. Establish control joints with back to back casing beads, set 1/4 inch apart.

3. Coordinate joint placement with other related work.

B. Plastering:

1. Apply plaster in accordance with ASTM C926 or PCA Plaster (Stucco) Manual.

2. Apply brown coat to nominal thickness of 3/8 inch and finish coat to nominal thickness of 1/8 inch over masonry concrete surfaces.

3. Moist cure base and brown coats. Apply brown coat immediately following initial set of scratch coat.

4. After curing, dampen previous coat prior to applying finish coat.

5. Apply finish coat medium sand float texture in accordance with PCA Portland Cement Plaster (Stucco) Manual.

6. Avoid excessive working of surface. Delay troweling as long as possible to avoid drawing excess fines to surface.

7. Moist cure finish coat for minimum period of 48 hours.

3.4 ERECTION TOLERANCES

A. Maximum Variation from Flat Surface: 1/8 inch in 10 feet.



3.5 ADJUSTING

A. Remove damaged or defective plaster by cutting and replace with specified materials to match adjacent plaster.

END OF SECTION


Rev 0 – January 2018 Section 09900 Page 1 of 7 PAINTS AND COATINGS

SECTION 09900

PAINTS AND COATINGS

PART 1 GENERAL

1.1 SUMMARY

A. Section includes surface preparation and field application of paints.

1.2 REFERENCES

A. American Conference of Governmental Industrial Hygienists (ACGIH):

1. ACGIH TLV-BKLT - Threshold Limit Values (TLVs) for Chemical Substances and Physical Agents and Biological Exposure Indices (BEIs).

2. ACGIH TLV-DOC - Documentation of Threshold Limit Values and Biological Exposure Indices.

B. American Society for Testing and Materials (ASTM):

1. ASTM D16 – Standard Terminology Relating to Paint, Varnish, Lacquer, and Related Products.

C. Federal Specifications (FS):

1. FS TT-P-19 – (Rev. D; Am. 1) Paint, Latex (Acrylic Emulsion, Exterior Wood and Masonry).

D. Master Painters Institute (MPI):

1. MPI 31 – Polyurethane, Moisture Cured, Clear Gloss.

1.3 DEFINITIONS

A. Conform to ASTM D16 for interpretation of terms used in this section.

1.4 SUBMITTALS

A. Section 01300 – Submittals: Submittal Procedures.

B. Product Data: Submit data on finishing products.

C. Submit manufacturer’s samples of paint colors.



1.5 QUALIFICATIONS

A. Manufacturer: Company specializing in manufacturing products specified in this section with minimum three years documented experience.

B. Applicator: Company specializing in performing work of this section with minimum 3 years documented experience.


A. Section 01600 – Material and Equipment: Product Storage and Handling Requirements.

B. Deliver products to site in sealed and labeled containers; inspect to verify acceptability.

C. Container Label: Include manufacturer's name, type of paint, brand name, lot number, brand code, coverage, surface preparation, drying time, cleanup requirements, color designation, and instructions for mixing and reducing.

D. Paint Materials: Store at minimum ambient temperature of 45 degrees F and maximum of 90 degrees F, in ventilated area, and as required by manufacturer's instructions.


A. Section 01600 – Material and Equipment.

B. Do not apply materials when surface and ambient temperatures are outside temperature ranges required by paint product manufacturer.

C. Do not apply exterior coatings during rain when relative humidity is outside humidity ranges, or moisture content of surfaces exceed those required by paint product manufacturer.



1.9 REGULATORY REQUIREMENTS

A. Lead Content: Do not use coatings having a lead content over 0.06 percent by weight of nonvolatile content.

B. Chromate Content: Do not use coatings containing zinc-chromate or strontium-chromate.

C. Asbestos Content: Materials shall not contain asbestos.

D. Mercury Content: Materials shall not contain mercury or mercury compounds.

E. Silica Sand: The use of silica sand is prohibited.

F. Human Carcinogens: Materials shall not contain ACGIH TLV-BKLT or ACGIH TLV-DOC confirmed human carcinogens (A1) or suspected human carcinogens (A2).

1.10 SEQUENCING

A. Sequence application to the following:

1. Do not apply finish coats until paintable sealant is applied.

1.11 WARRANTY

A. Furnish five-year manufacturer warranty for paints and coatings.

1.12 EXTRA MATERIALS

A. Supply 1 gallons of each color, type, and surface texture; store where directed.

A. Label each container with color and type, in addition to manufacturer's label.

PART 2 PRODUCTS

2.1 PAINTS AND COATINGS

A. Manufacturers: Paint

1. Sherwin Williams.

2. Benjamin Moore.

3. Vista Paint

4. Substitutions: Section 01630 – Product Options and Substitutions.



2.2 COMPONENTS

A. Coatings: Ready mixed, except field-catalyzed coatings. Prepare coatings:

1. To soft paste consistency, capable of being readily and uniformly dispersed to homogeneous coating.

2. For good flow and brushing properties.

3. Capable of drying or curing free of streaks or sags.

4. Fungicide: Materials specified for all coats shall contain a fungicide that will not adversely affect the color, texture, or durability of the coating. The paint shall contain a fungicide incorporated into the paint by the manufacturer and will meet the fungus resistance specified in FS-TT-P-19. Mercurial fungicide shall not be used.

B. Patching Materials: Latex filler.

C. Fastener Head Cover Materials: Latex filler.

PART 3 EXECUTION

3.1 EXAMINATION

A. Verify surfaces are ready to receive Work as instructed by product manufacturer.

B. Examine surfaces scheduled to be finished prior to commencement of work. Report conditions capable of affecting proper application.

C. Test shop applied primer for compatibility with subsequent cover materials.

D. Measure moisture content of surfaces using electronic moisture meter. Do not apply finishes unless moisture content of surfaces are below the following maximums:

1. Masonry, Concrete, and Concrete Unit Masonry: 12 percent.

3.2 PREPARATION

A. Surface Appurtenances: Remove or mask electrical plates, hardware, light fixture trim, escutcheons, and fittings prior to preparing surfaces or finishing.

B. Surfaces: Correct defects and clean surfaces capable of affecting work of this section.



C. Marks: Seal with shellac those, which may bleed through surface, finishes.

D. Aluminum Surfaces Scheduled for Paint Finish: Remove surface contamination by steam or high-pressure water. Remove oxidation with acid etch and solvent washing. Apply etching primer immediately following cleaning.

E. Concrete and Unit Masonry Surfaces Scheduled to Receive Paint Finish: Remove dirt, loose mortar, scale, salt or alkali powder, and other foreign matter. Remove oil and grease with solution of tri-sodium phosphate; rinse well and allow to dry. Remove stains caused by weathering of corroding metals with solution of sodium metasilicate after thoroughly wetting with water. Allow to dry.

F. Plaster Surfaces: Fill hairline cracks, small holes, and imperfections with latex patching plaster. Make smooth and flush with adjacent surfaces. Wash and neutralize high alkali surfaces.

G. Uncoated Steel and Iron Surfaces: Remove grease, mill scale, weld splatter, dirt, and rust. Where heavy coatings of scale are evident, remove by wire brushing or sandblasting; clean by washing with solvent. Apply treatment of phosphoric acid solution, ensuring weld joints, bolts, and nuts are similarly cleaned. Spot prime paint after repairs.

H. Shop Primed Steel Surfaces: Sand and scrape to remove loose primer and rust. Feather edges to make touch-up patches inconspicuous. Clean surfaces with solvent. Prime bare steel surfaces.

3.3 APPLICATION

A. Do not apply finishes to surfaces that are not dry. Allow applied coats to dry before next coat is applied.

B. Apply each coat to uniform appearance. Apply each coat of paint slightly darker than preceding coat unless specified otherwise.

C. Sand surfaces lightly between coats to achieve required finish.

D. Vacuum clean surfaces of loose particles. Use tack cloth to remove dust and particles just prior to applying next coat.

E. Finishing Mechanical And Electrical Equipment:

1. Paint shop primed equipment.

2. Remove unfinished louvers, grilles, covers, and access panels on mechanical and electrical components and paint separately.



3. Prime and paint insulated and exposed pipes, conduit, boxes, insulated and exposed ducts, hangers, brackets, collars and supports, except where items are shop finished.

4. Paint interior surfaces of air ducts visible through grilles and louvers with one coat of flat black paint to visible surfaces. Paint dampers exposed behind louvers, and grilles to match face panels.

5. Paint exposed conduit and electrical equipment occurring in finished areas.

6. Paint both sides and edges of plywood backboards for electrical and telephone equipment before installing equipment.

7. Color code equipment, piping, conduit, and exposed duct work in accordance with requirements indicated. Color band and identify with numbering.

8. Reinstall electrical cover plates, hardware, light fixture trim, escutcheons, and fittings removed prior to finishing.

3.4 CLEANING

B. Collect waste material, which may constitute fire hazard, place in closed metal containers, and remove daily from site.

3.5 SCHEDULE - EXTERIOR SURFACES

A. Concrete, Plaster, and Concrete Masonry Units

1 Coat: Sherwin-Williams Loxon Block Surfacer (Masonry).

1 Coat Acrylic Primer/Finish: Sherwin-Williams Loxon Acylic Primer (Concrete, Plaster).

2 Coats Exterior Acrylic Emulsion: Sherwin-Williams Superpaint Exterior Latex Flat.

Conventional or Airless Spray Application. Not less than 13 mils total dry film thickness.

3.6 SCHEDULE – INTERIOR SURFACES

A. Concrete, Plaster, and Masonry



1 Coat: Sherwin-Williams Loxon Block Surfacer (Masonry).

1 Coat Primer Undercoat: Sherwin-Williams PrepRite Masonry Primer (Concrete, Plaster).

2 Coats Interior Acrylic Emulsion (Walls): Sherwin-Williams ProMar Interior Latex Eg-Shel.

2 Coats Interior Acrylic Emulsion (Ceiling): Sherwin-Williams ProMar Interior Latex Flat.

Brush or spray application not less than 5 mils total dry film thickness.

B. Exposed Ferrous Surface, Unless Otherwise Specified

1 Coat Alkyd Primer: Sherwin-Williams KEM KROMIK Metal Primer B50 W1.

2 Coats Alkyd Enamel: Sherwin-Williams ProMar 200 Alkyd Gloss Enamel.

Brush or spray applicable not less than 5 mils total dry film thickness.

END OF SECTION

Layon Landfill Construction of Cell 3 DIVISION 13 SPECIAL CONSTRUCTION

Rev 0 – January 2018 Section 13191 Page 1 of 9 LANDFILL GAS COLLECTION SYSTEM

SECTION 13191

LANDFILL GAS COLLECTION SYSTEM

PART 1 GENERAL

1.1 DESCRIPTION

A. The furnishing of all the products and labor required for the installation of the landfill gas collection system, condensate sumps, and landfill gas migration control trench, including excavation, trenching, solid waste management, landfill gas collection pipes and fittings, valves, condensate sumps and all other materials as shown on the Construction Drawings and described in these specifications.


A. Section 02112 – Solid Waste Relocation and Consolidation.

B. Section 02222 – Engineered Fill, Utility, and Anchor Trench Backfill.

C. Section 02223 – Foundation Layer and Protective Cover.

D. Section 02225 – Low Permeability Soil

E. Section 02227 – Drainage Material.

F. Section 02710 – High Density Polyethylene Pipe.

G. Section 02712 – Leachate Collection System.

H. Section 02771 – Geotextile.

1.3 DEFINITIONS

A. UStandard Dimension Ratio (SDR)U: is defined as the outside pipe diameter divided by the minimum wall thickness.

B. UConstruction Quality Assurance (CQA) Monitor:U The person responsible for observing and documenting activities related to quality assurance of work outlined in this specification.

1.4 SUBMITTALS

A. Contractor shall submit a Health and Safety Plan (HSP) to OWNER for review and approval prior to excavating existing buried waste. The HSP shall include solid



waste management, landfill gas monitoring and provisions for personal protective equipment.



1.5 CONSTRUCTION QUALITY CONTROL (CQC)

A. Contractor shall be responsible for CQC. Contractor shall engage and pay for the services of qualified staff or a qualified subcontractor to perform CQC for monitoring and documenting the quality of the landfill gas collection system in accordance with the Contract Documents.

B. Unless otherwise specified, the Contractor shall complete CQC inspection, sampling, testing or any other action, as considered necessary by the Contractor to ensure that the Work has been completed in accordance with the Contract Documents. Notwithstanding the results of the Contractor’s CQC program, compliance of the Work with the Contract Documents shall be defined by the results of the CQA program.

C. Any Work that does not satisfy the requirements of the Contract Documents shall be corrected in accordance with the requirements of the Contract Documents or as directed by the CQA Consultant at the sole expense of the Contractor.

D. The Owner and the CQA Consultant shall be permitted to review the pipe and gasket manufacturing processes and test results at any time.

PART 2 PRODUCTS

2.1 HDPE PIPE AND FITTINGS

A. High density polyethylene (HDPE) pipe shall be manufactured and supplied in accordance with Section 02710 of these specifications. All HDPE pipe used in the



landfill gas collection system shall be SDR-17 with the exception of horizontal gas collector pipe as shown on the Construction Drawings.

B. HDPE Fittings shall be made of the type and size recommended by the MANUFACTURER.

2.2 DRAINAGE GRAVEL

A. The drainage gravel shall be supplied in accordance with Section 02227 of these specifications.

2.3 BENTONITE

A. The bentonite shall be medium chips or 3/8-inch round pellets.

2.4 LOW PERMEABILITY SOIL

A. The low permeability soil shall in supplied and installed in accordance with Section 02225 of these specifications.

2.5 SOIL BACKFILL

A. Soil backfill shall conform to the requirements of Foundation Layer Soil in accordance with Section 02223 of these specifications.

2.6 METALLIC WARNING RIBBON

A. Metallic Warning Ribbon shall be polyethylene tracer tape as manufactured by Allen Systems, W. H. Brady Co., Seton Name Plate Corporation, Marking Services Inc., or equal. Tape shall be acid and alkali-resistant, 3 inches wide, 0.005 inch thick, and have 1500 psi strength. The tape shall be yellow and shall be inscribed with the words "CAUTION PIPE BURIED BELOW" and the name of the piping system.

2.7 GEOTEXTILE

A. Geotextile shall conform to the requirements of Section 02771 of these specifications.

2.8 VALVES

A. Valves shall be butterfly valves manufactured of the following materials unless otherwise specified:



COMPONENT MATERIAL

Shaft Stainless steel, ASTM A582, Type 416

Disc Polypropylene

Seat sealing surface Neoprene or Buna N--air and gas services

Body Rigid polyvinylchloride (PVC)

B. Valves shall be the stub or through shaft design. Wafer type valves are not acceptable for buried service.

C. Valves shall be rated at 175 psig and provide driptight shutoff up to the full valve rating on dead-end or isolation service. Seat shall be mechanically held in place and shall be field replaceable. Valves, size 2 through 20 inches, shall have seats that are bonded to a rigid reinforcing ring. Valves, size 24 through 36 inches, shall have adjustable seats bonded to a bronze or stainless steel retention ring that is held in place by Type 304 stainless steel retaining screws.

D. Manual operators shall be designed in accordance with AWWA C504 and shall have a disc position indicator designating the opened and closed position of the valve. Operators for valves 6 inches in diameter and smaller shall be latch lock levers. Valves shall be capable of being locked in at least five intermediate positions between fully open and fully closed. Operators for valves 8 inches in diameter and larger shall be the traveling nut or worm gear Type. Operators for exposed service shall be gasketed for weatherproof service. A handwheel or chain wheel shall be provided for each operator.

2.9 WELLHEADS

A. Wellheads shall be Accu-Flo Model 200 supplied by Landtec or an Engineer-approved equal capable of passing 5 to 125 scfm of landfill gas with a pressure drop between 0.1 and 5.0 inches of water column. The wellhead housing and couplings shall be Schedule 80 PVC.

B. Each wellhead shall be furnished complete as a unit with a built-in gas flow measurement device, gas temperature monitoring port, quick connect gas sample and pressure measurement ports, flow control gate valve, 2-inch diameter flexible hose (minimum of 5-feet in length) and flexible interconnect couplings.



PART 3 EXECUTION


A. Piping:

1. Care shall be taken during transportation of the pipe that it is not cut, kinked, or otherwise damaged.

2. Ropes, fabric, rubber-protected slings, straps, or other approved method shall be used when handling pipe.

3. Pipe shall be stored on level ground, preferable turf or sand, free of waste and sharp objects which could damage the materials.

3.2 PREPARATION

A. Survey the alignment and place construction staking as required for the installation of the landfill gas extraction wells, landfill gas header pipe, horizontal collector, condensate sumps and landfill gas migration control trench.

B. The CONTRACTOR shall prepare a HSP that includes provisions for handling and managing solid waste and leachate during the installation of the landfill gas collection system for review and approval by the ENGINEER.

C. The CONTRACTOR shall be responsible for safe handling of all leachate such that leachate is not discharged from the site during construction in accordance with the Environmental Protection Plan and the Storm Water Pollution Prevention Plan. This may include but is not limited to dewatering of trenches, pumping, storage, and off-site treatment as necessary.

3.3 LANDFILL GAS COLLECTION PIPE TRENCHES

A. The CONTRACTOR shall construct the landfill gas collection header and lateral pipe trenches to the depths, dimensions, and at the locations shown on the Construction Drawings.

B. Construct the trenches and manage any encountered leachate in accordance with the approved HSP.

C. Waste excavation and handling shall be performed in accordance with Section 02112 of these specifications.

D. Pipe shall be installed at a minimum slope of 5-percent unless as otherwise noted on the Construction Drawings.



E. Prepare uniform grade along the bottom of the trench prior to installation of pipe and trench materials. Place a pipe bedding layer composed of Soil Backfill a minimum of 3-inches in depth, prior to placement of pipe.

F. Place the pipe on the pipe bedding and backfill with Soil Backfill. Place Metallic Warning Ribbon 4-inches from the top of the trench during the installation of Soil Backfill.

G. Pressure test all installed landfill gas collection header and lateral pipe in accordance with Section 02710 of these specifications.

3.4 HORIZONTAL COLLECTOR TRENCHES

A. The CONTRACTOR shall construct the horizontal collector trenches to the depths, dimensions, and at the locations shown on the Construction Drawings.



D. Prepare uniform grade along the bottom of the trench prior to installation of pipe and trench materials. Place a pipe bedding layer composed of Drainage Gravel a minimum of 12-inches in depth, prior to placement of pipe.

E. Place the pipe on the pipe bedding and backfill with Drainage Gravel. Place Metallic Warning Ribbon 4-inches from the top of the trench during the installation of Drainage Gravel backfill.

3.5 LANDFILL GAS MIGRATION CONTROL TRENCH

A. The CONTRACTOR shall construct the landfill gas collection header and lateral pipe trenches to the depths, dimensions, and at the locations shown on the Construction Drawings.



D. Excavate the trench to the depths and install Drainage Gravel to depths indicated on the Construction Drawings before placing the perforated landfill gas collector pipe.



E. Place the remaining materials (perforated collector pipe, Drainage Gravel, geotextile, low permeability soil layer, backfill, solid collection header and Metallic Warning Ribbon, etc.) in the landfill gas migration control trench.

G. Pressure test the solid collection header in accordance with Section 02710 of these specifications.

3.6 VERTICAL GAS EXTRACTION WELLS

A. CONTRACTOR shall fabricate the well casings in accordance with the Construction Drawings and these specifications. The well casing shall be perforated in accordance with the Construction Drawings. Well casings shall be capped or blind – flanged at the surface connection prior to installation to prevent gas from escaping and to prevent backfill material from entering the pipe.

B. CONTRACTOR shall drill the gas collection well bores using an appropriate drilling unit capable of boring to the depths indicated in the Construction Drawings. Coring buckets and augers are accepted drilling devices. Drilling methods using liquids are prohibited, unless specifically deemed acceptable by the ENGINEER.

C. The boring depths shown on the Construction Drawings are estimated and may be adjusted in the field by the ENGINEER. Two reasons for adjusting depth may be as follows:

1. If water is encountered in a boring, the Contractor may be directed to drill beyond the point at which it was encountered. If wet conditions remain, the boring may be terminated and the length of borehole and/or perforated pipe adjusted by the ENGINEER, or the well may be relocated. If wet conditions cease (e.g. due to trapped water layer), then drilling will continue to the design depth.

2. If an obstruction is encountered in the boring, and the driller is unable to drill more than five feet after one hour of continuous drilling, drilling will cease. If the boring is more than 3/4 of the design depth of the final well, the well shall be installed at the depth obtained. If the boring is less than 3/4 of the design depth, a new well shall be installed adjacent to the original location. OWNER/ENGINEER approval is required for either of these options when an obstruction is encountered.

D. Drilling shall be performed by the CONTRACTOR only at locations approved by the OWNER or ENGINEER.



E. The LFG well borings will be as noted on the Construction Drawings. In no case shall the borings be advanced into the native soils beneath the refuse prism. Should native soils be encountered during drilling, all drilling operations on that hole will cease and the OWNER or ENGINEER shall be immediately notified. The bottom of the hole will be sealed with high solids bentonite clay to at least 10 feet above the depth at which the native soils were first encountered. Final casing depths shall be adjusted at the completion of drilling to accommodate any deviation from specified depths.

F. A steel grate or similar barrier will be placed over the borehole at all times that drilling activities are not taking place. At no time are open well borings to be uncovered and/or unattended.

G. Install initial gravel backfill below the well casing to the depth indicated on the Construction Drawings.

H. Well casings shall be set and the annular space backfilled in accordance with the Construction Drawings and these specifications. Well casings shall be installed immediately after completion of the holes by lifting the casing and lowering the casing into the hole. Install gravel backfill in the annular space. When the pipe is “supported” by the gravel in the hole, then the dill rig can be moved to the next location. Wells shall be completely backfilled with the designated amounts and levels of gravel, soil and bentonite. If bentonite chips are utilized for a seal the chips shall be allowed to hydrate thoroughly prior to addition of clean backfill. Placement of backfill material in the boring shall be done in a manner to limit bridging of backfill in the borehole.

I. No well boring shall remain unfinished at the end of the workday. At no time are open well borings to be left uncovered and/or unattended.

J. Install wellhead as indicated on the Construction Drawings.

K. All refuse removed from drilling operations must be removed and managed in accordance with Section 02112 of these specifications.

L. The CONTRACTOR shall be responsible for any grading, leveling, towing and/or restoration that may be necessary for movement of the drill rig on the site.

3.6 LANDFILL GAS COLLECTION SYSTEM ACCEPTANCE

A. CONTRACTOR retains all ownership and responsibility for the landfill gas collection system until acceptance by the OWNER.




1. All required documentation from the MANUFACTURERs and INSTALLERs has been received and accepted.


3. Test reports verifying completion of all field activities and repairs have been provided in accordance with these Specifications.


END OF SECTION


Rev 0 – January 2018 Section 13211 Page 1 of 17 LEACHATE STORAGE TANK

SECTION 13211

GROUND LEVEL STEEL LEACHATE STORAGE TANK

PART 1 GENERAL

1.1 SUMMARY

A. Section Includes

1. Design, fabrication, and erection of a ground level, glass lined and coated, bolted-steel leachate storage tank, complete with low cone roof, foundation, cathodic protection systems, and all appurtenances.


A. Section 02221 – Excavating and Stockpiling.


C. Section 02533 – Leachate Pumping Station.

D. Section 02710 – High Density Polyethylene Pipe.

E. Section 02712 – Leachate Collection System.

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


A. Referenced Standards:

1. American National Standard Institute (ANSI).

2. American Society for Testing and Material (ASTM).

a. A6, General Requirements for Rolled Steel Plates, Shapes, Sheet piling and Bars for Structural Use.

b. A36, Structural Steel.

c. A325, Structural Bolts, Steel, Heat-Treated, 120/105 ksi Minimum Tensile Strength.

d. A490, Heat-Treated Steel Structural Bolts, 150 ksi Minimum Tensile Strength.



e. A570, Hot Rolled Carbon Steel, Sheet and Strip, Structural Quality.

f. A1008, Steel, Sheet, Sold-Rolled, Carbon, Structural, High-Strength Low-Allow and High-Strength Low Alloy with Improved Formability,

g. D1751, Specification for Performed Expansion Joint Fillers for Concrete Paving and Structural Construction (Non-extruding and Resilient Bituminous Types).

3. American Water Works Association (AWWA)

a. D101, inspecting Steel Tanks, Standpipes, Reservoirs, and Elevated Tanks for Water Storage.

b. D103-09, Factory Coated Bolted-Steel Tanks for Water Storage.

4. American Welding Society (AWS):

a. A5.1, Specifications for Mild Steel Covered Arc Welding Electrodes.

5. Steel Structures Painting Council:

a. SP6, Commercial Blast Cleaning.

b. SP8, Pickling.

c. SP10, Near White Blast Cleaning.

6. International Building Code (IBS) – 2009 Edition

7. International Organization for Standardization (ISO):

a. 2859-1: 1999 sampling procedures for inspection by attributes – Part 1: Sampling schemes indexed by acceptance quality limit (AQL) for lot-by-lot inspection.

8. U.S. Department of Labor, Occupational Safety and Health Administration (OSHA).

B. Qualifications:

1. Manufacturer shall have its own fabricating plant and shall have designed, fabricated and erected at least five ground level glass lined bolted steel storage reservoirs of at least 100,000G capacity in United Sates of America within the last five years.



C. Acceptable Manufacturers:

1. A.O.Smith

2. Fusion Tanks & Silos

3. CST Industries, Inc.

4. Aquastore

D. Inspection:

1. Prior to shipment, all coated materials shall be checked for coating holidays or flaws using an electric spark tester, as described in the manufacturer’s installation manual or other applicable technical memoranda. Reservoir manufacturer shall provide certification to show compliance with ISO 9001.

2. All materials shall be inspected for color uniformity and coating thickness.

3. Coated sheets shall be inspected for mol thickness in accordance with ISO-2859 Part 1.

1.3 SUBMITTALS

A. Shop Drawings:

1. See Section 01330.

2. Fabrication and/or erection drawings.

a. Include construction details and materials of construction.

3. Product technical data including:

b. Acknowledgement that products submitted meet requirements of standards referenced.

c. Manufacturer’s installation instructions.

d. Design data:

1. Design calculations or analysis on reservoir signed and sealed by a licensed civil or structural engineer registered in the Territory of Guam.



2. Design calculations and detailed construction drawings of reinforced concrete ring wall foundation (including reservoir anchorage) and floor mat sealed and signed by a licensed civil or structural Engineer registered in the Territory of Guam.

e. Manufacturers list of five similar size reservoirs. Include location, size, configuration and owner data (contact person, address, and phone number).

f. Cathodic protection system design, calculations and details.

4. Test reports: Hydrostatic.

B. Operation and Maintenance Manuals: See Section 01700.

C. Samples: Provide a 12-IN by 12-IN glass-fused-to-steel reservoir sample showing actual color prior to fabrication of reservoirs.

1.4 DELIVERY, STORAGE AND HANDLING

A. All materials shall be protected from damage prior to packing for shipment.

B. Individual stacks of panels shall be wrapped in heavy mil black plastic and steel banded to special wood pallets conforming to the roll-radius of the reservoir panels. This procedure shall eliminate contact or movement of finished panels during shipment.

1.5 WARRANTY

A. Structure:

1. The reservoir manufacturer shall warrant the reservoir against any defects in material for a period of five (5) years from the date of completion.

2. The reservoir manufacturer or manufacturer’s authorized dealer/installer shall warrant the reservoir against any defects in workmanship for a period of two (2) years from the date of completion.

3. Any part(s) proved to be defective in material or workmanship shall be repaired or replaced.

4. All costs arising from required warranty work shall be paid by the warranty provider.

B. Glass Coating System:



1. The reservoir manufacturer shall warrant the coating system against any defects in material for a period of ten years from the date of completion.

1. If any portion of the coating system chips, cracks, spalls, or undercuts of if any corrosion occurs, the reservoir manufacturer shall repair or replace the defective parts.

2. All costs arising from required warranty work shall be paid by the warranty provider.

PART 2 PRODUCTS

2.1 MATERIALS

A. Steel Water Reservoir: Per AWWA D103

1. Plates and Sheets:

a. Plates and sheets used in the construction of the reservoir shall comply with the minimum standards of AWWA D103, Section 2.4.

b. Design requirements for mild strength steel shall be ASTM A570 Grade 30/33 (Class 2) with a maximum allowable tensile stress of 15,000 psi.

c. Design requirements for high strength steel shall be ASTM 1008 Grade 50/55 (Class 2) with a maximum allowable tensile stress of 26,000 psi.

d. The annealing effect created from the glass coated firing process shall be considered in determining ultimate steel strength. In no event shall a yield strength greater than 50,000 psi be utilized for calculations detailed in AWWA D103, Sections 3.4 and 3.5.

e. When multiple vertical bolt line sheets and plates of ASTM A 1008 Grade 50/55 (Class 2) are used, the effective net section area shall not be taken as greater than 85 percent of the gross area.

f. The maximum thickness of shell plates shall be 0.375 IN.

2. Rolled structural shapes: Material for hot-rolled structural shapes shall conform to minimum standards of ASTM A36 or ANSI 1010.

3. Horizontal wind stiffeners:



a. Intermediate horizontal wind stiffeners shall be of the “web truss” design with extended tail to create multiple layers to stiffener, and shall distribute wind loads around the perimeter of the reservoir.

b. Web truss stiffeners shall be steel with hot dipped galvanized coating.

c. Rolled steel angle stiffeners shall not be permitted for intermediate stiffeners.

4. Bolt fasteners:

a. Bolts used in reservoir lap joints shall be ½ IN – 13 UNC-2A rolled thread and shall meet the minimum requirements of AWWA D103, Section 2.2 and ASTM A325 and A490.

b. Bolt material:

1. SAE Grade 2 (1 IN bolt length)

a. Tensile strength – 74,000 psi minimum

b. Proof load – 55,000 psi minimum

c. Allowable shear stress – 18,164 psi (AWWA D103)

2. SAE Grade 8/ASTM A325 (1.5 IN – 2.25 IN bolt length) heat treated to:

a. Tensile strength – 150,000 psi minimum

b. Proof load – 120,000 psi minimum

c. Allowable shear stress – 36,818 psi (AWWA D103)

3. Bolt finish – zinc, mechanically deposited.

a. 2.0 mils minimum – under bolt head, on shank and threads

4. Bolt head encapsulation:

a. High impact polyethylene copolymer shall encapsulate the entire bolt head up to the splines on the shank.



b. Resin shall be stabilized with an ultraviolet light-resistant material such that the color shall appear black. The bolt head encapsulation shall be certified to meet the ANSI/NSF Standard 61 for indirect additives. Bolts shall be NSF approved for use in the NSF approved structures.

5. All bolts shall be installed such that the head portion is located inside the reservoir, and the washer and nut are on the exterior.

6. All lap joint bolts shall be properly selected such that threaded portions will not be exposed in the “shear plane” between reservoir sheets.

7. Bolt lengths shall be sized to achieve a neat and uniform appearance. Excessive threads extending beyond the nut after torquing shall not be permitted.

8. All lap joint bolts shall include a minimum of four (4) splines on the underside of the bolt head at the shank in order to resist rotation during torquing.

B. Coating

1. Reservoir wall interior: Glass-fused.

2. Reservoir wall exterior: Glass-fused.

3. Reservoir roof: Glass-fused.

C. Ductile Iron Pipe: Per Specification Section 02512.

D. Ladders, Guardrail and Platforms.

1. Exterior: 6061-T6 or 6063-T6 aluminum.

2. Dissimilar metals shall be galvanically isolated.

E. Foundation:

1. Foundation shall be installed by Contractor.

2. Concrete and reinforcement per Specification Section 03300.

2.2 PERFORMANCE AND DESIGN REQUIREMENTS

A. Reservoir Type: Ground level, bolted-steel



B. Structural:

1. General: conform to the requirements of AWWA D103-97.

2. Roof live load: 20 psf.

3. Seismic Load:

a. Seismic load as determined by AWWA D103 is to multiplied by the applicable coefficients, of the 2009 IBC.

b. Zone 4.

c. Soil Profile Type A per AWWA D103.

d. Do not include pressure stability with seismic loading.

e. Use AWWA D103 for computing hoop stress.

3. Wind load: 170 mph.

4. Design temperature: 25 F minimum

5. Minimum thickness: Greatest of the following:

a. Design thickness per AWWA D103 or as required to resist design loads.

6. Project location: Ordot Dump, Guam, M.I.

7. Reservoir manufacturer is responsible for verifying reservoir height (freeboard) based on sloshing due to seismic forces.

8. Allowable soil bearing pressure:

a. 1,500 psf (dead plus live loads).

b. 2,000 psf for total design loads (dead plus live plus seismic loads).

9. Footings: Minimum of 18 IN deep below the lowest adjacent grade and minimum of 24 IN wide.

10. Additional foundation design criteria can be found in Geotechnical Investigation Report

11. Accommodate anticipated settlement per the Geotechnical Investigation Report.



C. Dimensional:

1. Operational capacity not less than 16,000 gallons.

2. Nominal reservoir diameter of 22 FT +/-.

Glass Coating:

1. Surface preparation:

a. Following the decoiling and shearing process, sheets shall be steel grit-blasted on both sides to the equivalent of SSPC-10. Sand blasting or chemical pickling of steel sheets is not acceptable.

b. The surface anchor pattern shall be not less than 1.0 mil.

c. Sheets shall be evenly treated on both sides to protect them from corrosion during fabrication.

2. Cleaning:

a. After fabrication and prior to application of the coating system, all sheet shall be thoroughly cleaned by a caustic wash and hot rinse process followed immediately by hot air drying.

3. Coating:

a. All sheets shall be primed on both sides with catalytic nickel oxide glass ground coat and then air-dried per section 10.4.2.1 of AWWA D103.

b. An intermediate coat of cobalt blue glass grit shall be applied to both sides of the sheets.

c. The sheets shall then be fired at a minimum temperature of 1500 Deg F in strict accordance with the manufacturer’s quality process procedures, including firing time, furnace humidity, temperature control, etc. Sheets with visual spray or glass defects shall be rejected at this point.

d. Dry film interior coating thickness shall be 6.0 – 11.0 mils.

e. Dry film exterior coating thickness shall be 6.0 – 11.0 mils.

f. The finished exterior color shall be forest green.



g. The finished interior color shall be cobalt blue or white.

4. Inspection:

a. All coated sheets shall be inspected for mil thickness (Mikrotest or equal).

b. All coated sheets shall be checked for color uniformity by an electronic colorimeter.

c. Following fabrication, the inside surface of all coated sheets shall be checked for coating holidays or other flaws using an electric spark tester. The electric spark test shall be as described in the manufacturer’s installation manual or other applicable technical memoranda. Sheets with any failures shall be rejected.

E. Sealants:

1. Lap joint sealant shall be a one component moisture cured, polyurethane. The sealant shall be suitable for contact with potable water and meet applicable FDA Title 21 Regulations, as well as, ANSI/NSF Additives Standard 61.

2. The sealant shall be used to seal lap joints, bolt connections, and sheet edges. The sealant shall cure to a rubber-like consistency, have excellent adhesion to the glass coating, low shrinkage, and be suitable for interior and exterior use with a useful life of 20 years to exterior exposure.

3. Sealant curing rate at 73 DegF and 50 percent.

a. Tack-free time: 6-8 hours.

b. Final cure time: 10-12 days.

4. Sealant shall be resistant to ozone and ultraviolet light.

5. Sealant shall remain flexible when subjected to any temperature between -70 DegF to 170 DegF.

6. Neoprene gaskets and tape type sealer shall not be used.

F. Roof:

1. Design to support live load of 20 psf, minimum.

2. The roof design shall allow for thermal expansion.



3. The design surface shall be watertight under all design load and temperature conditions.

4. The roof and reservoir shall be designed to act as an integral unit. The reservoir shall be designed to support roof, including all specified live loads.

5. Fasteners shall be designed with a safety factor of 2.4 on ultimate strength and 1.7 on yield strength.

6. Dissimilar materials which are not compatible from each other by means of gaskets shall be physically separated.

7. Steel cone design, slope 1” in 12”.

G. Accessories: Per AWWA D103 except as shown on the drawings and modified herein:

1. Manways:

a. Provide one 30 IN diameter minimum.

b. Within bottom ring of reservoir shell.

c. Locations indicated on drawings.

d. Corrosion resistant swing away hinge.

2. Inlet, outlet, overflow and drain connections:

a. As shown on drawings.

b. Provide supports and anchors as required.

3. Roof hatch:

a. Bilco type hatch.

b. Provide hasp and padlock. Key padlock to match GWA standard.

c. Provide ladder-up device.

4. Guardrail/Safety cage:

a. In accordance with OSHA.

b. Around ladder, roof hatch, adjacent vent, and platform.



5. Vents:

a. Size in accordance with AWWA D103.

b. Locate a vent adjacent to access hatch.

6. Sight level gauge:

a. Float, pulley, and cable type: ½ full-scale.

b. Location as shown on drawings.

c. Baked enamel coated steel, black numbers and gradations on white background.

d. Scale in feet and tenths of feet.

7. Cathodic protection:

a. Supply a passive sacrificial magnesium anode cathodic protection system.

b. Electrical continuity shall be maintained between all reservoir side wall panels.

c. The anodes shall be suspended from fiberglass deck mounts which shall be installed using silicone sealant to prevent leakage through the roof.

d. A corrosion engineer shall design the system and submit the design calculations for review by the Engineer. The cathodic protection system shall be designed for 10-year protection prior to anode replacement, based on the conductivity of the liquid stored and the exposed metallic surfaces.

8. Sample tap: Install in manway as shown on drawings.

9. Safety eyes:

a. 3/8 IN eyebolts with minimum 1 IN inside diameter and 3 IN long shaft.

b. Welded perpendicular to roof.

c. Provide one in or near center of reservoir roof.



10. Ladders:

a. As shown on drawings.

b. In accordance with AWWA D103-97, OSHA and UBC.

c. Ladders shall be fabricated of aluminum and shall utilize grooved, skid-resistant rungs.

d. Exterior ladder:

1. Provide fall protection device as shown on drawings.

11. Platform: Aluminum serrated grating attached to reservoir roof as shown on drawings.

12. Identification Plate: A manufacturer’s nameplate shall list the reservoir diameter and height, maximum design capacity, intended storage use, and date of approximately five feet from grade elevation in a position of unobstructed view.

13. Instrumentation:

a. Reservoir manufacturer shall provide 6IN sections of SS unistrut up the side of reservoir near the hatch 5FT on center for conduit support as noted on drawings.

b. Reservoir manufacturer shall provide 12 IN sections of SS unistrut mounted 4FT up from reservoir foundation for flow transmitters.

c. Electrical contractor shall be responsible for penetration through roof and installation and mounting of instrumentation.

d. Provide grounding lug near bottom of reservoir near discharge line for #4/0 cable.

PART 3 EXECUTION

3.1 INSTALLATION

A. Erect reservoir in accordance with AWWA D103.

1. Field erection of the glass-coated, bolted steel reservoir

shall be in strict accordance with the procedures outlined in the manufacturer’s erection manual, and performed by an authorized



dealer/installer of the reservoir manufacturer, regularly engaged in erection of these reservoirs.

2. Specialized erection jacks and building equipment developed and supplied by the reservoir manufacturer shall be used to erect the reservoirs.

3. Particular care shall be taken in handling and bolting of the reservoir panels and members to avoid abrasion of the coating system. Prior to a liquid test, all surface areas shall be visually inspected by the Engineer.

4. The inside surface of all coated sheets below the maximum water level shall be field-checked for coating holidays or other flaws using an electric spark tester. The electric spark test shall be as described in the manufacturer’s installation manual or other applicable technical memoranda. Any failures shall be repaired in accordance with the manufacturer’s recommendations

5. The placement of sealant on each panel may be inspected prior to placement of adjacent panels. However the Engineer’s inspections shall not relieve the bidder from his responsibility for liquid tightness.

6. No backfill shall be placed against the reservoir sidewall.

B. One-Year and Two-Year Anniversary Inspections:

1. Scheduled prior to expiration of the eleventh and twenty third month following acceptance of the work.

2. Participate in inspection and provide coating repair and other remedial actions required.

3. Inspect cathodic protection system and adjust, if necessary.

3.2 QUALITY CONTROL

A. Factory Inspection:

1. Reservoir manufacturer shall provide certification verifying that coating thickness meets specification (Mikrotest or equal).

B. Field Testing:

1. Upon completion of erection and disinfection, the reservoir shall be filled to its overflow elevation and held for 24 HRS.



2. If any leaks are detected, they shall be repaired, and the reservoir shall be retested. This procedure shall be repeated until no leaks are detected. If leaks are detected in the floor, the reservoir shall be emptied, repaired, and retested by filling and holding for 24 HRS.

3. Water required for testing shall be furnished by the owner at no cost to the contractor for the passing test. Contractor is responsible for water used for all failing tests.

4. Engineer reserves the right to provide independent testing services. Such services will be paid for the Government.

C. A manufacturer’s service representative(s) shall be present during construction to:

1. Supervise on-site operations and assembly throughout erection.

2. Provide a qualified representative to be present during testing and one year and two year anniversary inspection.

3. Examine installation and components to ensure installation is in accordance with manufacturer’s recommendations.

4. Supervise final adjustments and field check units in installed condition

5. Conduct startup.

6. Instruct Government personnel regarding normal and emergency operation and maintenance.

END OF SECTION


Rev 0 – January 2018 Section 13920 Page 1 of 10 GROUNDWATER MONITORING WELL INSTALLATION

SECTION 13920

GROUNDWATER MONITORING WELL INSTALLATION

PART 1 GENERAL

1.1 DESCRIPTION

A. The furnishing of all the products and labor required for the drilling and installation of the groundwater monitoring wells and all other materials as shown on the Construction Drawings and described in these specifications.


A. Section 01052 – Layout of Work and Survey

B. Section 01300 – Submittals

C. Section 01310 – Health and Safety Plan

D. Section 01400 – Quality Control

E. Section 01600 – Material and Equipment

F. Section 02107 – Construction Surveying and Stakeout

1.3 DEFINITIONS

A. UGroundwater Monitoring Well:U A subsurface well utilized for the measurement of static water levels and collection of representative formation water in a particular screened depth interval and at a particular location.


1.4 SUBMITTALS

A. Health and Safety Plan (HASP) - Potential physical and chemical hazards will need to be addressed when planning monitoring well installation. A health and safety plan that addresses known and anticipated field conditions must be prepared prior to field work and be followed during well installation. The HASP shall include solid waste management, and provisions for personal protective equipment. Contractor shall submit a Health and Safety Plan (HASP) to Owner for review prior to well construction.



B. UXO Monitoring Plan - Submit to OWNER for review and approval prior to excavation of waste to be relocated. At a minimum, UXO Monitoring Plan shall contain procedures for monitoring for, managing and responding to uncovered unexploded ordnance.

C. Guam EPA Drilling Permits – Submit to OWNER for review and approval Guam EPA Drilling Permit Applications for construction of all monitoring wells. Submit approved well drilling permits prior to initiation of drilling at the Site.

D. Guam EPA Well Operating Permits - Submit to the OWNER for review and approval to include drafted well logs, well completion logs and sample logs.


A. Borehole drilling and well construction details will be documented in detail in the field. Field documentation forms will consist of a lithologic borehole log, a well construction log, and daily field note forms. Deviations from project-specific planning documents will be documented and explained in daily field notes.

B. Field quality control can be maintained through 1) making sure employees are properly trained to conduct the work being implemented, and 2) performing routine field audits to evaluate how well employees are following procedures.

C. Contractor shall be responsible for CQC. Contractor shall either employ or engage and pay for the services of qualified staff or a qualified subcontractor to perform CQC for monitoring and documenting the quality of the groundwater monitoring wells in accordance with the Contract Documents.

D. Unless otherwise specified, the Contractor shall complete CQC inspection, sampling, testing or any other action, as considered necessary by the Contractor to ensure that the Work has been completed in accordance with the Contract Documents. Notwithstanding the results of the Contractor’s CQC program, compliance of the Work with the Contract Documents shall be defined by the results of the CQA program.

E. Any Work that does not satisfy the requirements of the Contract Documents shall be corrected in accordance with the requirements of the Contract Documents or as directed by the CQA Consultant at the sole expense of the Contractor.

F. The Owner and the CQA Consultant shall be permitted to review the well construction methods, completion techniques, and test results at any time.



PART 2 PRODUCTS

2.1 PVC WELL CASING AND SCREENS

A. The 2-inch Schedule 40 PVC casing and factory slotted screen shall meet the requirements of ASTM Standard F480-06B and the National Sanitation Foundation (NSF) International Standard Number 14-1990, Plastic Piping System Components and Related Materials. Plastic well casing and liners must be Standard Dimension Ratio (SDR)-rated and conform to the minimum requirements given in Table 2 of the above-referenced ASTM Standard.

2.2 WELL FILTER PACK

A. Certified environmentally clean sand appropriately sized for the well screen.

2.3 BENTONITE

A. The bentonite shall be medium chips or 3/8-inch round pellets and/or bentonite slurry.

2.4 WELLHEADS

A. Wellheads shall be PVC lockable, watertight well caps. The section of well casing that sticks up above ground will be a Schedule 80 PVC protective pipe.

PART 3 EXECUTION

3.1 PLANNING AND PREPARATION

A. Planning the well installation work is important to smooth and timely execution, including having the proper quantities of materials. The following aspects will need to be determined when planning a well installation:

1. Borehole drilling method

2. Construction materials

3. Well depth

4. Screen length

5. Well construction materials

6. Location, thickness, and composition of annular seals, and

7. Well completion and protection requirements.

B. Groundwater monitoring well installation and development shall be performed in accordance with applicable Guam Environmental Protection Agency well



standards and permits for the area of the investigation, and the project-specific planning documents. Drilling methods employed to pilot the borehole for monitoring well installation are dependent on the physical nature of the subsurface materials (unconsolidated materials and/or consolidated materials) at the site. The drilling contractor shall be a Licensed Water Well Driller, in accordance with local and Guam requirements, and a qualified drilling contractor for the installation of groundwater monitoring wells for environmental investigations.

C. The borehole diameter must be a minimum of four (4) inches greater than the outside diameter of the well screen or riser pipe used to construct the well. This is necessary so that sufficient annular space is available to install filter packs and grout seals. All boreholes will be cleared for UXO, shallow obstructions and utilities prior to initiation of drilling.

D. Survey and place construction staking as required for the installation of the monitoring wells. Obtain utility clearance if location requires.

E. The CONTRACTOR shall review the HASP and conduct daily tailgate safety meetings prior to each day’s work activity.

F. The CONTRACTOR shall be responsible for safe handling of all development water, drilling fluids, and drill cuttings in accordance with the Environmental Protection Plan and the Storm Water Pollution Prevention Plan.


A. Well Casing:

1. Care shall be taken during transportation of the pipe that it is not cut, kinked, in contact with contaminants, sealed in plastic, or otherwise damaged.

2. Ropes, fabric, rubber-protected slings, straps, or other approved method shall be used when handling casing.

3. Pipe shall be stored in contaminant- free conditions and free of sharp objects which could damage the materials.

3.3 DRILLING METHOD

A. Several drilling methods are available for use in creating a borehole for well installation. The preferred method in this case is hollow stem auger drilling based on site history.

B. Hollow Stem Auger Methods: Hollow stem auger uses continuous flight hollow stem auger with a bit on the bottom to drill and maintain an open borehole. The



continuous flight auger drives the drill cuttings to the surface as drilling progresses. Intact soil samples are collected by pounding a sampler ahead of the auger. The well casing, filter pack and seal are installed inside the auger.

C. Borehole Logging: Boreholes will be logged using cuttings and samples collected during drilling activities. After drilling has been completed, the field geologist/engineer will measure the total open depth of the borehole with a weighted, calibrated tape measure and document the depth. The Field CQA Geologist will then collaborate with the Supervising Geologist by reviewing lithologic units encountered, water levels, if any, and other logged information to finalize the well construction details. Boreholes/well locations should be clearly designated in the field notes using notes and a hand- sketched layout and should include the following information:

1. 25TMeasurements of each boring/sample point relative to fixed objects (building, structures, etc.)

2. 25TBoring/sample location with their identification number noted

3. 25TNorth arrow or other compass directional indicator

4. 25TOther essential site features and/or investigation features (underground storage tanks, piping, above ground tanks, etc.).

5. Measurements of each boring/sample point relative to fixed objects (building, structures, etc.)

6. Boring/sample location with their identification number noted

7. North arrow or other compass directional indicator, and

8. Other essential site features and/or investigation features (underground storage tanks, piping, above ground tanks, etc.).

D. Monitoring Well Construction Procedures: Monitoring wells will be constructed in accordance with Guam requirements, and will include at a minimum the following materials. 1. 25TBorehole backfill for overdrilled boreholes prior to well installation

2. 25TWell casing and screen

3. 25TFilter pack materials

4. 25TWell sealing materials (e.g., bentonite pellets, cement, powdered bentonite), and

5. 25TSurface seals and materials for well surface completion (e.g., concrete, protective steel casing, steel posts, surface boxes, etc.).



E. A discussion of these materials and how they are used is provided in more detail in the following sections.

1. UWell Casing and Screen

CONTRACTOR shall fabricate the well casings in accordance with the Construction Drawings and these specifications. The well casing shall be screened in accordance with the Construction Drawings.

The monitoring well shall consist of factory-sealed commercially available well screen and casing. Well screens and casing will be constructed of 2-inch Schedule 40 polyvinyl chloride (PVC) with factory slotted screen. PVC casing and screens shall meet the requirements of ASTM Standard F480-06B and the National Sanitation Foundation (NSF) International Standard Number 14-1990, Plastic Piping System Components and Related Materials. Evidence of compliance shall be included in the current NSF listing and display of the NSF seal on each section of casing, and marking the casing in accordance with the requirements of ASTM Standard F480-06B. PVC well casing and screens must be Standard Dimension Ratio (SDR)-rated and conform to the minimum requirements given in Table 2 of the ASTM Standard.

The well screens shall be permanently joined to the well casing and shall be centered in the borehole with centralizers. The anticipated length of each screen can be found on the Drawings. Modification can be made in the field, but will be done in consultation with the Supervising Geologist, or their designee such as the Field CQA Geologist.

Screen slot type and size are dependent on the sand pack material and the aquifer formation material. Casing will be connected by flush-threaded or coupled joints and will be completed with a bottom cap. A collection sump may be installed below the screen and will vary in length depending on lithology and project needs. The collection sump and bottom cap will be connected to the well screen by flush threaded or coupled joints. Plastic casing must have threaded joints and O-ring seals. Solvent, glue, or anti-seize compounds must not be used on the joints.

The screens should be placed such that some of the screened interval is above the water table, and some section is below the water table. This allows for seasonal fluctuations. The amount of split should be determined by the Supervising Geologist and be based upon local conditions.



Casing and screen (well string) must be clean, free of rust, grease, oil or contaminants and be composed of materials that will not affect the quality of the water sample. All casing shall be watertight. The casing shall be plumb and centered in the borehole, be free of any obstructions and allow sampling devices to be lowered into the well. The well string shall be hung in the borehole during installation so that the well is sufficiently plumbed and straight after completion.

2. UDrilling

a. CONTRACTOR shall drill the groundwater monitoring wells using an appropriate hollow-stem auger drilling method capable of boring to the depths indicated in the Construction Drawings.

b. The boring depths shown on the Construction Drawings are estimated and may be adjusted in the field by the CQA Field Geologist; however, deviations need to be approved by the OWNER or their representative.

c. Drilling shall be performed by the CONTRACTOR only at locations approved by the OWNER or ENGINEER. Install initial backfill below the well casing to the depth indicated on the Construction Drawings.

d. A steel grate or similar barrier will be placed over the borehole at all times that drilling activities are not taking place. At no time are open well borings to be uncovered and/or unattended.

e. No well boring shall remain unfinished at the end of the workday.

3. UInstalling Casing and Filter Pack

Well casings shall be set and the annular space backfilled in accordance with the Construction Drawings and these specifications. Well casings shall be installed immediately after completion of the holes by lifting the casing and lowering the casing into the hole. Install sand backfill in the annular space. When the pipe is “supported” by the sand in the hole, then the drill rig can be moved to the next location. Wells shall be completely backfilled with the designated amounts and levels of sand and bentonite. If bentonite chips are utilized for a seal the chips shall be allowed to hydrate thoroughly prior to addition of clean backfill. Placement of backfill material in the boring shall be done continuously in a manner to limit bridging of backfill in the borehole.



Monitoring wells installed in unconsolidated material will be constructed with filter packs. When used, the filter pack will be the only material in contact with the well screen. The filter pack will consist of clean environmental sand. The sand used for filter pack material shall be sized to match the screen slot size and the surrounding lithology to prevent subsurface materials from penetrating through the sand or filter pack, and preventing the sand or filter pack from entering the well. The sand shall be free of clay, dust, and organic material. Crushed limestone, dolomite, or any material containing clay or any other material that will adversely affect the performance of the monitoring well shall not be used as filter pack.

The well will be gently bailed and surged with a bailer and surge block after the filter pack has been added to the borehole and before the seal is placed in the annular space. A surge block consists of a clean rubber or leather and metal plunger attached to a rod or pipe of sufficient length to reach the bottom of the screen. Surging should be maintained for at least five minutes and the entire length of saturated screen will be surged to help settle the filter pack. The top of the filter pack will need to be gauged after surging and additional filter pack material may need to be added if settling has occurred.

4. UWell Sealing Material

The wells shall have an annular space seal that extends from the top of the filter pack to the surface. The annular sealing material above the filter pack will prevent the migration of fluids from the surface and between aquifers. Sealing material will be chemically compatible with anticipated contaminants. Hydrated bentonite chips or pellets are typically used as an annular seal directly above the filter pack. The annular seal should be a minimum of 3 feet thick unless site-specific requirements dictate otherwise.

Cement and/or bentonite grout are typically used as annular fill above the seal. Above the sealant material a bentonite grout mixture is often used as an annular fill to complete the well installation to within 2 feet of the surface. Grouting emplacement needs to be accomplished in a continuous manner so that the grout fills the annular space from the bottom to the surface without allowing air pockets to form in the filled zone.

5. USurface Completions



6. UAbove Grade or Monument Surface Well Head Completion

With above-grade well completions, the well casing shall extend to 3 feet above the ground surface. A well cap shall be placed at the top of the casing and the cap will be watertight. The section of well casing that sticks up above ground shall be protected by a Schedule 80 PVC protective pipe, set at least 2 feet deep into a concrete surface seal. A concrete pad should be constructed around the protective pipe. The pad should be square, approximately 4 feet by 4 feet, sloped slightly away from the well, and the top of the pad should be approximately 4 inches off the ground. The top of the protective pipe will have a vented lockable cap. Protective steel posts will be installed in areas where the well could be struck by vehicles or heavy equipment. In addition, a “weep” hole should be drilled in the bottom of the protective pipe. A “V” notch or other permanent mark will be placed at the north edge of the top of the well casing that will be used as the reference point for well elevation surveying and water level monitoring.

F. Monitoring Well Location and Surveying: Monitoring wells will be located by parcel coordinates required by local permit requirements. Each well will be surveyed by a Licensed Land Surveyor in the Territory of Guam where the well has been installed and tied to an established local benchmark. The vertical survey will be accurate to 0.01 foot relative to mean sea level. Both the top of casing and ground surface elevation near the well will be surveyed for vertical control. The “V” notch cut on the north side of each well casing will be used as the Surveyor’s reference mark. For horizontal control, each well will be tied to an existing site coordinate system and will be surveyed to a horizontal accuracy of 0.1 foot.

G. Well Development: Monitoring well development is necessary to ensure that complete hydraulic connection is made and maintained between the well and the aquifer material surrounding the well screen and filter pack. The appropriate development method will be selected for each project based on the lithology, objectives, and requirements of that project. In general, most wells will be developed by using surge block and bailing methods to draw the coarse and/or fine material out of the sand pack. Other development methods that may be used include airlift and submersible pump methods, subject to the approval of the Field CQA Geologist.

H. Well development should begin no sooner than 48 hours after well installation. Generally a phased process is used to develop wells, starting with a gentle bailing phase to remove sand, followed by a surging phase, and then a pumping phase after the well begins to clear up. Care should be taken to not surge too strongly



with subsequent casing deformation or collapse; the well screen interval is often the weakest part of a well. Surging should be followed by additional bailing to remove fine materials that may have entered the well during the surging effort. The decisions regarding when to cease development where silty conditions exist should be made between the Field CQA Geologist and Supervising Geologist.

3.4 GROUNDWATER MONITORING WELL ACCEPTANCE

A. All refuse removed from drilling operations must be removed and managed in accordance with Guam regulations.

B. The CONTRACTOR shall be responsible for any grading, leveling, towing and/or restoration that may be necessary for movement of the drill rig on the site.

C. CONTRACTOR retains all ownership and responsibility for the groundwater monitoring well until acceptance by the OWNER.

D. OWNER will accept installation when:

1. All required documentation from the MANUFACTURER(s) and INSTALLER has been received and accepted.


3. Reports verifying completion of all field activities and repairs have been provided in accordance with these Specifications.


5. Guam EPA drilling and well operation permits have been obtained.

END OF SECTION


Rev 0 – January 2018 Section 13921 Page 1 of 9 LANDFILL GAS MONITORING WELL INSTALLATION

SECTION 13921

LANDFILL GAS MONITORING WELL INSTALLATION

PART 1 GENERAL

1.1 DESCRIPTION

A. The furnishing of all the products and labor required for the drilling and installation of the landfill gas (LFG) monitoring wells and all other materials as shown on the Construction Drawings and described in these specifications.




C. Section 01310 – Health and Safety



F. Section 02105 – Construction Surveying and Stakeout

1.3 DEFINITIONS

A. ULandfill Gas Monitoring Well:U A subsurface well utilized for the measurement of soil gas principal constituents and temperature and collection of representative LFG samples in a particular screened depth interval and at a particular location.


1.4 SUBMITTALS

A. Health and Safety Plan (HASP) - Potential physical and chemical hazards will need to be addressed when planning monitoring well installation. A health and safety plan that addresses known and anticipated field conditions must be prepared prior to field work and be followed during well installation. The HASP shall include solid waste management, and provisions for personal protective equipment. Contractor shall submit a Health and Safety Plan (HASP) to Owner for review prior to well construction.



B. UXO Monitoring Plan - Submit to OWNER for review and approval prior to LFG well drilling. At a minimum, UXO Monitoring Plan shall contain procedures for monitoring for, managing and responding to uncovered unexploded ordnance.

C. Guam EPA Drilling Permits – Submit to OWNER for review and approval Guam EPA Drilling Permit Applications for construction of all monitoring wells. Submit approved well drilling permits prior to initiation of drilling at the Site.

D. Guam EPA Well Operating Permits - Submit to the OWNER for review and approval to include drafted well logs, well completion logs and sample logs.


A. Borehole drilling and well construction details will be documented in detail in the field. Field documentation forms will consist of a lithologic borehole log, a well construction log, and daily field note forms. Deviations from project-specific planning documents will be documented and explained in daily field notes.


C. Contractor shall be responsible for CQC. Contractor shall either employ or engage and pay for the services of qualified staff or a qualified subcontractor to perform CQC for monitoring and documenting the quality of the groundwater monitoring wells in accordance with the Contract Documents.



F. The OWNER and the CQA Consultant shall be permitted to review the well construction methods, completion techniques, and test results at any time.



PART 2 PRODUCTS

2.1 PVC WELL CASING AND SCREENS

A. The 2-inch Schedule 40 PVC casing and factory slotted screen shall meet the requirements of ASTM Standard F480-06B and the National Sanitation Foundation (NSF) International Standard Number 14-1990, Plastic Piping System Components and Related Materials. Plastic well casing and liners must be Standard Dimension Ratio (SDR)-rated and conform to the minimum requirements given in Table 2 of the above-referenced ASTM Standard.

2.2 WELL FILTER PACK

A. Certified environmentally clean pea gravel or #5 OSIS black pebbles appropriately sized for the well screen.

2.3 BENTONITE

A. The bentonite shall be medium chips or 3/8-inch round pellets and/or bentonite slurry.

2.4 WELLHEADS

A. Wellheads shall be PVC lockable, watertight well caps. The section of well casing that sticks up above ground will be a Schedule 80 PVC protective pipe.

2.5 PORTLAND CEMENT

A. Portland Cement shall meet ASTM C150 “Standard Specification for Portland Cement.”

PART 3 EXECUTION

3.1 PLANNING

Planning the well installation work is important to smooth and timely execution, including having the proper quantities of materials. The following aspects will need to be determined when planning a well installation:

• Borehole drilling method

• Construction materials

• Well depth

• Screen length



• Well construction materials

• Location, thickness, and composition of annular seals, and

• Well completion and protection requirements.

LFG monitoring well installation and development shall be performed in accordance with applicable Guam Environmental Protection Agency well standards and permits for the area of the investigation, and the project-specific planning documents. Drilling methods employed to pilot the borehole for monitoring well installation are dependent on the physical nature of the subsurface materials (unconsolidated materials and/or consolidated materials) at the site. The drilling contractor shall be a Licensed Water Well Driller, in accordance with local and Guam requirements, and a qualified drilling contractor for the installation of monitoring wells for environmental investigations.

The borehole diameter must be a minimum of four (4) inches greater than the outside diameter of the well screen or riser pipe used to construct the well. This is necessary so that sufficient annular space is available to install filter packs and grout seals. All boreholes will be cleared for UXO, shallow obstructions and utilities prior to initiation of drilling.

3.2 PREPARATION

A. Survey and place construction staking as required for the installation of the monitoring wells. Obtain UXO clearance and utility clearance if location requires.

B. The CONTRACTOR shall review the HASP and conduct daily tailgate safety meetings prior to each day’s work activity.

C. The CONTRACTOR shall be responsible for safe handling of all development water, drilling fluids, and drill cuttings in accordance with the Environmental Protection Plan and the Storm Water Pollution Prevention Plan.


A. Well Casing:

1. Care shall be taken during transportation of the pipe that it is not cut, kinked, in contact with contaminants, sealed in plastic, or otherwise damaged.

2. Ropes, fabric, rubber-protected slings, straps, or other approved method shall be used when handling casing.

3. Pipe shall be stored in contaminant- free conditions and free of sharp objects which could damage the materials.



3.4 DRILLING METHOD

A. Several drilling methods are available for use in creating a borehole for well installation. The preferred method in this case is hollow stem auger drilling based on site history.

B. Hollow Stem Auger Methods: Hollow stem auger uses continuous flight hollow stem auger with a bit on the bottom to drill and maintain an open borehole. The continuous flight auger drives the drill cuttings to the surface as drilling progresses. Intact soil samples are collected by pounding a sampler ahead of the auger. The well casing, filter pack and seal are installed inside the auger.

C. Borehole Logging: Boreholes will be logged using cuttings and samples collected during drilling activities. After drilling has been completed, the field geologist/engineer will measure the total open depth of the borehole with a weighted, calibrated tape measure and document the depth. The CQA Field Geologist will then collaborate with the Supervising Geologist by reviewing lithologic units encountered, water levels, if any, and other logged information to finalize the well construction details. Boreholes/well locations should be clearly designated in the field notes using notes and a hand- sketched layout and should include the following information:

1. 25TMeasurements of each boring/sample point relative to fixed objects (building, structures, etc.)

2. 25TBoring/sample location with their identification number noted

3. 25TNorth arrow or other compass directional indicator

4. 25TOther essential site features and/or investigation features (underground storage tanks, piping, above ground tanks, etc.)

5. Measurements of each boring/sample point relative to fixed objects (building, structures, etc.)

6. Boring/sample location with their identification number noted 7. North arrow or other compass directional indicator, and 8. Other essential site features and/or investigation features (underground

storage tanks, piping, above ground tanks, etc.).

D. Monitoring Well Construction Procedures: Monitoring wells will be constructed in accordance with Guam requirements, and will include at a minimum the following materials.

1. 25TBorehole backfill for overdrilled boreholes prior to well installation

2. 25TWell casing and screen



3. 25TFilter pack materials

4. 25TWell sealing materials (e.g., bentonite pellets, cement, powdered bentonite), and

5. 25TSurface seals and materials for well surface completion (e.g., concrete, protective steel casing, steel posts, surface boxes, etc.).

E. A discussion of these materials and how they are used is provided in more detail in the following sections.

1. UWell Casing and Screen The monitoring well shall consist of factory-sealed commercially available well screen and casing. Well screens and casing will be constructed of 2-inch Schedule 40 polyvinyl chloride (PVC) with factory slotted screen. CONTRACTOR shall fabricate the well casings in accordance with the Construction Drawings and these specifications. The well casing shall be screened in accordance with the Construction Drawings.

The well screens shall be permanently joined to the well casing and shall be centered in the borehole with centralizers. The anticipated length of each screen can be found on the Drawings. Modification can be made in the field, but will be done in consultation with the Supervising Geologist, or their designee such as the CQA Field Geologist.

Screen slot type and size are dependent on the filter pack material and the aquifer formation material. Casing will be connected by flush-threaded or coupled joints and will be completed with a bottom cap. A collection sump may be installed below the screen and will vary in length depending on lithology and project needs. The collection sump and bottom cap will be connected to the well screen by flush threaded or coupled joints. Plastic casing must have threaded joints and O-ring seals. Solvent, glue, or anti-seize compounds must not be used on the joints.

Casing and screen (well string) must be clean, free of rust, grease, oil or contaminants and be composed of materials that will not affect the quality of the LFG sample. All casing shall be watertight. The casing shall be plumb and centered in the borehole, be free of any obstructions and allow sampling devices to be lowered into the well. The well string shall be hung in the borehole during installation so that the well is sufficiently plumbed and straight after completion.



2. Filter Pack

Monitoring wells for LFG will be constructed with filter packs. The filter pack will be the only material in contact with the well screen. The filter pack will consist of clean pea gravel or #5 OSIS black pebbles. The material used for filter pack material shall be sized to match the screen slot size and the surrounding lithology to prevent subsurface materials from penetrating through the filter pack, and preventing the sand or filter pack from entering the well. The filter pack shall be free of clay, dust, and organic material. Crushed limestone, dolomite, coral or any material containing clay or any other material that will adversely affect the performance of the monitoring well shall not be used as filter pack.

3. Well Sealing Material

The wells shall have an annular space seal that extends from the top of the filter pack to the surface. The annular sealing material above the filter pack will prevent the migration of fluids from the surface and between aquifers. Sealing material will be chemically compatible with anticipated contaminants. Hydrated bentonite chips or pellets are typically used as an annular seal directly above the filter pack. The annular seal should be a minimum of 3 feet thick unless site-specific requirements dictate otherwise.

Neat Portland cement and/or bentonite grout are typically used as annular fill above the seal. The bentonite-cement grout mixture will consist of a 94-pound sack of Portland cement to 7 gallons of potable water with 2 to 3 percent bentonite by dry weight. Above the sealant material a bentonite grout mixture is often used as an annular fill to complete the well installation to within 2 feet of the surface. Grouting emplacement needs to be accomplished so that the grout fills the annular space from the bottom to the surface without allowing air pockets to form in the filled zone.

4. Surface Completions Above Grade or Monument Surface Well Head Completion

With above-grade well completions, the well casing shall extend to 3 feet above the ground surface. A well cap shall be placed at the top of the casing and the cap will be watertight. The section of well casing that sticks up above ground shall be protected by Schedule 80 PVC protective pipe, set at least 2 feet deep into a concrete surface seal. A concrete pad should be constructed around the protective pipe. The pad should be square, approximately 4 feet by 4 feet, sloped slightly away from the



well, and the top of the pad should be approximately 4 inches off the ground. The top of the protective pipe will have a vented lockable cap. Protective steel posts will be installed in areas where the well could be struck by vehicles or heavy equipment. In addition, a “weep” hole should be drilled in the bottom of the protective pipe. A “V” notch or other permanent mark will be placed at the north edge of the top of the well casing that will be used as the reference point for well elevation surveying and water level monitoring.

F. CONTRACTOR shall drill the groundwater monitoring wells using the hollow-stem auger drilling method capable of boring to the depths indicated in the Construction Drawings.

G. The boring depths shown on the Construction Drawings are estimated and may be adjusted in the field by the CQA Field Geologist; however, deviations need to be approved by the OWNER or their representative.

H. Drilling shall be performed by the CONTRACTOR only at locations approved by the OWNER or ENGINEER.

I. A steel grate or similar barrier will be placed over the borehole at all times that drilling activities are not taking place. At no time are open well borings to be uncovered and/or unattended. No well boring shall remain unfinished at the end of the workday.

J. Install initial backfill below the well casing to the depth indicated on the Construction Drawings.

K. Well casings shall be set and the annular space backfilled in accordance with the Construction Drawings and these specifications. Well casings shall be installed immediately after completion of the holes by lifting the casing and lowering the casing into the hole. Install filter pack backfill in the annular space. When the pipe is “supported” by the filter pack in the hole, then the drill rig can be moved to the next location. Wells shall be completely backfilled with the designated amounts and levels of sand and bentonite. If bentonite chips are utilized for a seal the chips shall be allowed to hydrate thoroughly prior to any covering. Install wellhead as indicated on the Construction Drawings.

L. All refuse removed from drilling operations must be removed and managed in accordance with Guam regulations.

M. The CONTRACTOR shall be responsible for any grading, leveling, towing and/or restoration that may be necessary for movement of the drill rig on the site.



N. Monitoring Well Location and Surveying: Monitoring wells will be located by parcel coordinates required by local permit requirements. Each well will be surveyed by a Licensed Land Surveyor in the Territory of Guam where the well has been installed and tied to an established local benchmark. The vertical survey will be accurate to 0.01 foot relative to mean sea level. Both the top of casing and ground surface elevation near the well will be surveyed for vertical control. The “V” notch cut on the north side of each well casing will be used as the Surveyor’s reference mark. For horizontal control, each well will be tied to an existing site coordinate system and will be surveyed to a horizontal accuracy of 0.1 foot.

3.5 LANDFILL GAS MONITORING WELL ACCEPTANCE

A. CONTRACTOR retains all ownership and responsibility for the landfill gas monitoring well until acceptance by the OWNER.


1. All required documentation from the MANUFACTURER(s) and INSTALLER has been received and accepted.


3. Reports verifying completion of all field activities and repairs have been provided in accordance with these Specifications.


5. Guam EPA well drilling and well operation permits have been obtained.

END OF SECTION


Rev 0 – January 2018 Section 13922 Page 1 of 5 BOREHOLE AND WELL ABANDONMENT

SECTION 13922

BOREHOLE AND WELL ABANDONMENT

PART 1 GENERAL

1.1 DESCRIPTION

A. The furnishing of all the products and labor required for the methods to be used to “abandon” or “destroy” soil borings and monitoring wells. Abandonment or destruction as used is the permanent decommissioning, destruction, or backfill of a soil boring or monitoring well that is no longer useful as shown on the Construction Drawings and described in these specifications.




C. Section 01310 – Health and Safety Plan



1.3 DEFINITIONS

A. UConstruction Quality Assurance (CQA) Monitor:U The person responsible for observing and documenting activities related to quality assurance of work outlined in this specification.

B. UAbandoned Well or BoreholeU: Abandoned wells or boreholes shall be destroyed by the Contractor in such a way that they will not produce or act as a channel for the interchange of waters, when such interchange will result in a waterbearing formations penetrated, or present a hazard to the safety and well being of people and animals.

1.4 SUBMITTALS

A. Health and Safety Plan (HASP) - Potential physical and chemical hazards will need to be addressed when planning monitoring well or borehole abandonment. A health and safety plan that addresses known and anticipated field conditions must be prepared prior to field work and be followed during this work. The HASP shall include provisions for personal protective equipment. Contractor



shall submit a Health and Safety Plan (HASP) to Owner for review prior to well or borehole abandonment.

B. UXO Monitoring Plan - Submit to OWNER for review and approval prior to excavation of waste to be relocated. At a minimum, UXO Monitoring Plan shall contain procedures for monitoring for, managing and responding to uncovered unexploded ordnance.

C. Guam EPA Drilling Permits – Submit to OWNER for review and approval Guam EPA Drilling Permit Applications for abandonment of all monitoring wells prior to drilling.

D. The CONTRACTOR shall notify the Administrator of the Guam Environmental Protection Agency (GEPA) at least forty-eight (48) hours in advance of his intent to commence work.


A. Borehole and well abandonment details will be documented in detail in the field. Field documentation forms will consist of field logs documenting borehole/well name, location and abandonment procedures. Deviations from project-specific planning documents will be documented and explained in daily field notes.


C. Contractor shall be responsible for CQC. Contractor shall engage and pay for the services of qualified staff or a qualified subcontractor to perform CQC for monitoring and documenting the quality of the monitoring well or borehole abandonment in accordance with the Contract Documents.





F. The Owner and the CQA Consultant shall be permitted to review the well abandonment methods, materials, completion techniques, and test results at any time.

PART 2 PRODUCTS

2.1 CEMENT

A. The Portland cement shall meet ASTM C150 “Standard Specification for Portland Cement.”

B. Water mixed with cement shall be potable.

PART 3 EXECUTION


A. CONTRACTOR shall abandon boreholes/wells by overdrilling and sealing with an impervious material in accordance with the Construction Drawings and these specifications.

B. CONTRACTOR shall overdrill monitoring wells using an appropriate drilling method capable of boring to the depths indicated in the Construction Drawings.

C. Drilling shall be performed by the CONTRACTOR only at locations approved by the OWNER or ENGINEER.

D. A steel grate or similar barrier will be placed over the borehole at all times that drilling activities are not taking place. At no time are open well borings to be uncovered and/or unattended.

E. All refuse removed from drilling operations must be removed and managed in accordance with Section 02112 of these Specifications.

F. The CONTRACTOR shall be responsible for any grading, leveling, towing and/or restoration that may be necessary for movement of the drill rig on the site.

3.2 PREPARATION

A. The CONTRACTOR shall review the HASP and conduct daily tailgate safety meetings prior to each day’s work activity.

B. The CONTRACTOR shall be responsible for safe handling of all water, drilling fluids, and drill cuttings in accordance with the Environmental Protection Plan and the Storm Water Pollution Prevention Plan.



C. Review all appropriate permit requirements.

3.3 INSPECTION AND OVERDRILLING

A. Before the hole is filled, the well shall be investigated by a Licensed Well Driller to determine its condition, details of construction, and whether there are obstructions that will interfere with the process of filling and sealing.

B. If there are any obstructions, they shall be removed if possible, by cleaning out the hole.

C. To insure that sealing material fills not only the well casing but also any annular space or nearby voids, the casing should be removed (if possible), perforated, or otherwise punctured, by overdrilling prior to placing the sealing material.

D. Monitoring wells shall be over-drilled using an approved hollow-stem auger drilling method. All well material within the original borehole, including the well casing, filter pack, and sealing material will be removed.

3.4 SEALING

A. The general approach to well destruction presented below is to seal the entire well depth with some impervious material that will prevent migration between permeable layers in the subsurface and prevent surface material from short circuiting to depth in the subsurface, per 22 GAR § 7128.

B. The borehole shall be backfilled with bentonite-cement to within 2-feet of the surface. The bentonite-cement grout mixture will consist of a 94-pound sack of Portland cement to 7 gallons of potable water with 2 to 3 percent bentonite by dry weight. The Portland cement will meet ASTM C150 “Standard Specification for Portland Cement.” The grout will be installed into borehole using a tremie pipe or equivalent to prevent bridging and dilution of sealing materials. The borehole will be backfilled proceeding upward from the bottom of the boring in a continuous manner. The upper 2-feet of the boring will be completed with a concrete seal.

C. To assure that the well is filled and that there has been no jamming or bridging of the material, Contractor shall verify the volume of impervious material placed into the borehole at least equals the volume of the empty hole.

3.5 DOCUMENTATION AND RECORDS

A. Borehole/monitoring well abandonment will be documented in the field logbooks. The following information will be recorded for each well



decommissioned:

1. Drilling contractor(s)

2. Name of field person(s)

3. Well number, depth and location, and static water-level UorU boring number, depth, and location

4. Drilling equipment and method employed

5. Date and time of abandonment

6. Type and volume of sealant material (volume should be consistent with anticipated borehole volume

3.6 BOREHOLE/WELL ABANDONMENT ACCEPTANCE

A. CONTRACTOR shall maintain open line of communication with GEPA staff for well abandonments. All destroyed wells shall be inspected during and after sealing or filling operation, by the GEPA Administrator or his authorized representative to insure that proper procedures have been carried out.

B. CONTRACTOR retains all ownership and responsibility for the abandonments until acceptance by the OWNER.

C. OWNER will accept installation when:

1. The abandonment is finished.

2. Reports verifying completion of all field activities have been provided in accordance with these Specifications.

3. GEPA approval, and written certification documents and drawings have been received by the OWNER.

END OF SECTION

Layon Landfill Construction of Cell 3 DIVISION 16 ELECTRICAL

Rev 0 – January 2018 Section 16060 Page 1 of 15 BASIC ELECTRICAL MATERIAL & METHODS

SECTION 16060

BASIC ELECTRICAL MATERIALS AND METHODS

PART 1 GENERAL

1.1 THE REQUIREMENT

A. This section includes grounding electrodes and conductors; equipment grounding conductors; bonding methods and materials; conduit and equipment supports; anchors and fasteners; sealing and fireproofing of sleeves and openings between conduits and wall.

1.2 REFERENCE SPECIFICATIONS, CODES AND STANDARDS

A. The standards referred to, except as modified in the Contract Documents, shall have full force and effect as though printed in these Specifications. These standards are not furnished to the Contactor since manufacturers and trades involved are assumed to be familiar with their requirements. The Contractor shall obtain copies of reference standards direct from publication sources as needed for proper performance and completion of the work.

B. ASTM B 187 - Specifications for Copper Bus, Rod, and Shapes.

C. IEEE 142 - Recommended Practice for Grounding of Industrial and Commercial Power Systems.

D. IEEE 1100 - Recommended Practice for Powering and Grounding Electronic Equipment.

E. NECA - Standard of Installation.

F. NETA ATS - Acceptance Testing Specifications for Electrical Power Distribution Equipment and Systems.

G. NFPA 70 - National Electrical Code (NEC). Latest edition.

H. UL 467 - Electrical Grounding and Bonding Equipment.

1.3 SYSTEM DESCRIPTION

A. Grounding electrode system consists of the following elements: 1. Metal underground water pipe 2. Metal frame of the building 3. Concrete encased electrode 4. Metal underground gas piping system



5. Rod electrodes 6. Service equipment 7. Enclosures 8. Separately derived systems.

B. Anchor and fasten electrical products to building elements and finishes as follows: 1. Concrete Structural Elements: Provide preset inserts. 2. Concrete Surfaces: Provide expansion anchors. 3. Interior Structural Steel: Provide appropriate size beam clamps. 4. Solid Masonry Walls: Use expansion anchors and preset inserts. 5. Sheet Metal: Provide sheet metal screws.

1.4 DESIGN REQUIREMENTS

A. Furnish products listed and classified by Underwriters Laboratories, Inc. (UL), Electrical Testing Laboratories, Inc. (ETL), or other recognized, acceptable testing and listing agencies as suitable for purpose specified and shown.

B. Grounding shall be in accordance with the National Electrical Code (NEC). Where size, type, rating and quantities indicated or specified are in excess of NEC requirements, the more stringent requirements and the greater size, rating, and quantity indications govern.

C. Select materials, sizes, and types of anchors, fasteners, and supports to carry at least twice the loads of equipment and raceway, including weight of wire and cable in raceway.

1.5 CONTRACTOR SUBMITTALS

A. In accordance with Division 1 requirements.

B. Product Data: Submit grounding electrodes and connections for fastening components.

C. Test Report: Measure overall resistance to ground. Provide certified test report for Engineer’s Review.

1.6 CLOSEOUT SUBMITTALS


B. Project Record Documents: Record actual locations of components and grounding electrodes.



1.7 QUALIFICATIONS

A. Manufacturer: Company specializing in manufacturing products specified in this section with minimum three years’ experience.

B. Installer: A firm with at least five years of successful installation experience on projects with electrical grounding work similar to that required for this project.


A. Verify field measurements prior to fabrication.

PART 2 PRODUCTS

2.1 GROUNDING SYSTEM

A. Except as otherwise indicated, provide for each electrical grounding indicated, an assembly of materials, including, but not necessarily limited to, cable/wire, connectors, terminals (solderless lugs), grounding rods/electrodes, bonding jumper braid, and other items and accessories needed for a complete installation. Where more than one type meets indicated requirements, selection is Installer's option. Where materials or components are not otherwise indicated, provide products as recommended by the accessories manufacturers and in compliance with the NEC, and established industry standards.

B. All grounding materials required shall be furnished new and undamaged in accordance with the following requirements:

2.2 WIRE

A. Service Equipment Grounding Electrode Conductor: Bare, soft-drawn copper, Class AA stranding, ASTM B 8. Size per the NEC, Article 250, unless otherwise noted.

B. Electrical Equipment Grounding Conductor: Insulated, soft-drawn copper, Class B stranding or solid, with green-colored polyvinyl chloride insulation, UL 83, sized according to the NEC, unless otherwise noted.

2.3 BUS AND BARS

A. Soft copper, cross section not less than 1/4-inch thick by 1-inch wide, ASTM B 187.



2.4 MECHANICAL CONNECTORS

A. Description: Bolt-on bronze connectors, suitable for grounding and bonding applications in configurations required for the particular installation.

B. Manufacturer 1. Burndy Corp. 2. Anderson 3. Thomas & Betts 4. 3-M Co.

2.5 CONTROL DEVICES

A. Selector Switches and Push Buttons: 1. Product Description: NEMA ICS 5, heavy-duty oil-tight. 2. Contact Ratings: Class A150 or minimum 10 amperes continuous. 3. Selector switches: Rotary type. Allen-Bradley Bulletin 800H, Square D

Class 9001 Type K, or approved equal. 4. Toggle switches: Honeywell Micro Switch Type TL or approved equal. 5. Each switch shall have a legend plate - "Hand-Off-Auto", "Local- Remote",

"Start - Stop", etc. as required to describe the control mode or function.

B. Indicating Lights: 1. Cluster type Light Emitting Diode (LED) suitable for operation at 120-Volt

AC control voltage, or as required. The LED color shall be coordinated with the alarm or indicated function.

Lens Color Status and Alarm Condition Indication Red Equipment Energized - Motor Running, Valve

Open or Circuit Breaker Closed. Alarm Indication - Abnormal Condition.

Green Equipment De-Energized - Motor Stopped, Valve Closed, Circuit Breaker Open.

Amber Equipment Control in "Auto" Mode. Controlled by Internal 0 External Control or Sensing Device(s).

Blue Equipment Control in "Remote" Mode. Controlled from Remote Location - PLC or Remote Panel

White Power On Indication

C. Magnetic Relays 1. Product Description: NEMA ICS 5, Class A300 magnetic control relay.



2. Contacts: Form A or B (normally open / normally closed or both) as required.

3. Contact Ratings: Class A150 or minimum 10 amperes continuous. 4. Coil Voltage: 120-volts, 60 Hz or as required. 5. Enclosure: NEMA ICS 6, Type 1 as required to meet conditions of

installation.

D. Solid State Relays 1. Product Description: NEMA ICS 5, solid-state electronic relay. 2. Contacts: Form A or B (normally open / normally closed or both) as

required. 3. Contact Ratings: Class A150 or minimum 10 amperes continuous. 4. Coil Voltage: 120-volts, 60 Hz or as required. 5. Enclosure: NEMA ICS 6, Type 1 as required to meet conditions of

installation.

E. Time Delay Relays (On-Time Delay and Off-Time Delay) 1. Product Description: NEMA ICS 5, solid-state time delay relay - time delay

after Energization or after De-Energization as specified or shown on drawings.

2. Contacts: Form A or B (normally open / normally closed or both) as required.

3. Contact Ratings: Class A150 or minimum 10 amperes continuous. 4. Coil Voltage: 120-volts, 60 Hz. or as required. 5. Enclosure: NEMA ICS 6, Type 1 as required to meet conditions of

installation.

F. Plug-in Relays 1. Product Description: NEMA ICS 5, miniature, hermetically sealed relay. 2. Contacts: 4 pole double throw (4PDT) Form A or B (normally open /

normally closed). 3. Contact Ratings: Class A150 or minimum 5 amperes continuous. 4. Coil Voltage: 120-volts, 60 Hz. or as required. 5. Enclosure: Hermetically sealed, suitable for Class 1, Division 1 and 2

installations. 6. Socket: To match relay and meet conditions of installation.

G. Limit Switch 1. Product Description: NEMA ICS 5, heavy-duty, lever-operated limit

switch. 2. Contacts: Form A or B (normally open / normally closed or both) as

required. 3. Contact Ratings: Class A150 or minimum 10 amperes continuous.



4. Enclosure: NEMA ICS 6, Type 1 as required to meet conditions of installation.

2.6 EXOTHERMIC CONNECTIONS

A. Product Description: Exothermic materials, accessories, and tools for preparing and making permanent field connections between grounding system components. Molds, cartridges, materials, and accessories as recommended by the manufacturer of the molds for the items to be welded.

B. Manufacturer: 1. Cadweld (Erico Products) "Exolon" Low Emission or acceptable equal.

Molds and powder shall be furnished by the same manufacturer.

2.7 FLUSH GROUND PLATES

A. Cadweld B-162 series, B-164 series, or acceptable equal.

2.8 FLEXIBLE JUMPER STRAP

A. Flexible flat conductor, 480 strands of 30-gauge, bare copper wire; ¾-inch width, 9-1/2-inch-long; 48.25 kcMil, minimum. Protect braid with copper bolt-hole ends with holes sized for 3/8-inch diameter bolts.

2.9 BONDING PLATES, CONNECTIONS, TERMINALS AND CLAMPS

A. Provide electrical bonding plates, connectors, terminals and clamps, and all accessories as recommended by bonding plate, connector, terminal and clamp manufacturer for indicated applications to obtain a complete system. Components shall be high-strength, high-conductivity copper alloy.

2.10 UFER GROUND

A. In accordance with the latest edition of the National Electrical Code.

2.11 ROD ELECTRODES

A. Material: Copper

B. Diameter: 5/8-inch (16 mm)

C. Length: 10 feet (3,000 mm)



2.12 GROUNDING WELL COMPONENTS

A. Well Pipe: 8 inches NPS (DN200) by maximum 12 inches (300-mm) long, concrete or fiberglass pipe with belled end.

B. Well Cover: Cast iron with legend "GROUND" embossed on cover.

2.13 ANCHORS AND FASTENERS

A. Materials and Finishes: Corrosion resistant, Heavy-duty expansion type.

2.14 FORMED STEEL CHANNEL

A. Manufacturers: 1. Unistrut 2. Kindorf 3. Superstrut 4. B-Line 5. Approved Equal

B. Description: Galvanized steel.

2.15 SEALING AND FIREPROOFING

A. Fire and Smoke Rated Surfaces: 1. Manufacturers:

a. 3M CP 25WB + Caulk b. 3M FS 195 wrap or strip with restricting collar c. 3M CS 195 composite sheets d. Proset Systems fire rated floor and wall penetrations e. Dow Corning Fire Stop System f. Substitutions: Not permitted.

2. Non-Rated Surfaces: a. Use stamped steel, chrome plated, hinged, split ring escutcheons

or floor/ceiling plates for covering openings in occupied areas where conduit is exposed.

b. In exterior wall openings below grade, use a modular mechanical type seal consisting of interlocking synthetic rubber links shaped to continuously fill the annular space between the conduit and the cored opening or a water-stop type wall sleeve.

c. At interior wall or floor openings use Tremco Fyre-Sil, Sika Corp. Sikaflex la, Sonneborn Sonolastic NPT, or Mameco Vulkem 116 urethane caulk or approved equal.

3. General:



a. Furnish UL listed products or products tested by an independent testing laboratory.

b. Select products with rating not less than rating of wall or floor being penetrated.

PART 3 EXECUTION

3.1 EXAMINATION

A. Verify that final backfill and compaction have been completed before driving rod electrodes.

B. Verify that abandoned wiring and equipment serve only abandoned facilities.

3.2 EXISTING WORK

A. Modify existing grounding system to maintain continuity to accommodate renovations.

B. Extend existing grounding system using materials and methods as specified.

C. Install temporary wiring and connections to maintain existing systems in service during construction.

D. Perform work on energized equipment or circuits with experienced and trained personnel following all safety rules and procedures.

E. Remove, relocate, and extend existing installations to accommodate new construction.

F. Repair adjacent construction and finishes that were damaged during demolition and extension work.

G. Remove exposed abandoned grounding and bonding components, fasteners, supports and electrical identification components. Cut embedded support elements below surface of walls and floors. Patch surfaces damaged by removal of existing components to match surrounding finishes.

3.3 GROUNDING AND BONDING INSTALLATION

A. Verify that final backfill and compaction has been completed before driving rod electrodes.

B. Installation: 1. Remove paint, rust, mill-oils, and surface contaminants at connection

points.



2. Install grounding electrode conductor and connect to reinforcing steel in slab or foundation.

3. Bond together metal siding not attached to grounded structure; bond to ground.

4. Bond together reinforcing steel and metal accessories. 5. Bond together each metallic raceway, pipe, duct and other metal object

entering enclosures and exiting slabs. Install minimum # 12 AWG bare copper conductor.

6. Install isolated grounding conductor for circuits supplying electronic equipment in accordance with IEEE 1100.

7. Equipment Grounding Conductor: Install separate, insulated conductor within each feeder and branch circuit raceway. Terminate each end on suitable lug, bus, or bushing.

8. Connect to site grounding system. 9. Bond to lightning protection system. 10. Install continuous grounding using underground cold water system and

building steel as grounding electrode. Where water piping is not available, install artificial station ground by means of driven rods or buried electrodes.

11. Permanently ground entire light and power system in accordance with NEC, including service equipment, distribution panels, lighting panel boards, switch and starter enclosures, motor frames, grounding type receptacles, and other exposed non-current carrying metal parts of electrical equipment.

12. Install branch circuits feeding isolated ground receptacles with separate insulated grounding conductor, connected only at isolated ground receptacle, ground terminals, and at ground bus of serving panel.

13. Accomplish grounding of electrical system by using insulated grounding conductor installed with feeders and branch circuit conductors in conduits. Size grounding conductors in accordance with NEC. Install from grounding bus of serving panel to ground bus of served panel, grounding screw of receptacles, lighting fixture housing, light switch outlet boxes or metal enclosures of service equipment. Ground conduits by means of grounding bushings on terminations at panel boards with installed # 12 AWG conductor to grounding bus.

14. Ground electrical system using continuous metal raceway system enclosing circuit conductors in accordance with NEC.

15. Permanently attach equipment and grounding conductors prior to energizing equipment.

3.4 GROUND CONDUCTORS

A. Grounding conductors shall be located and connected as indicated on drawings.



B. Ground conductors under buildings or structures shall be buried with at least 6 inches of earth cover. Buried grounding conductors extending beyond the foundations of buildings or structures shall have at least 18 inches of earth cover.

C. Exposed conductors shall be installed inconspicuously in vertical or horizontal positions on supporting structures. When located on irregular supporting surfaces or equipment, the conductors shall run parallel to or normal to dominant surfaces.

D. Conductors routed over concrete, steel, or equipment surfaces shall be kept in close contact with those surfaces by using fasteners located at intervals not to exceed 3 feet.

E. Conductors passing through floor slabs shall be installed in conduit sleeves that extend above the floor slab, a minimum of 1-1/2 inches to provide protection. Sleeves shall be sealed to maintain fireproof integrity.

F. Provide isolated grounding conductor for circuits supplying equipment and systems as shown on the drawings.

G. Provide a separate equipment-grounding conductor for low voltage distribution systems, single or three phase feeder circuit and each branch circuit with single or three phase protective devices. Install a grounding conductor in conduit with phase and neutral conductors. Single-phase branch circuits for 120 and 277 volt lighting, receptacles, and motors shall have a phase, neutral, and ground conductors installed in the common conduit. Provide suitable bonding jumpers and approved grounding type bushings for flexible conduits used for equipment connection utilized in conjunction with the above branch circuits with. Single-phase circuits for equipment and all branch circuits installed in non-metallic or flexible conduits shall be provided with a separate grounding conductor.

H. Ground the neutral of the various transformers of separately derived systems with a bare copper conductor, installed in conduit, from the neutral directly to the building interior cold water pipe or nearest solidly grounded structural reinforcing steel, in accordance with the provisions of NEC Article 250-24. Use bolted accessible connections to the ground system so that the neutral ground can be disconnected for test. Ground the system ground conduit as detailed on drawing. Size the grounding electrode conductors in accordance with the NEC, Table 250-66, or as indicated.

3.5 CONNECTIONS

A. All connections shall be made by the exothermic welding process, except where otherwise indicated on the drawings or in these specifications. The



manufacturer's instructions on the use of exothermic welding materials shall be followed in all details. All surfaces to be joined by the welds shall be thoroughly cleaned. Paint, scale, and other deleterious substances shall be removed from surfaces of ungalvanized structural steel members by grinding. Galvanized steel surfaces shall be cleaned with emery paper. Powder and molds shall be kept dry and warm until used. Worn or damaged molds shall not be used.

B. All exothermic welded connections shall successfully resist moderate hammer blows. Any connection which fails such test or which, upon inspection, indicates a porous or deformed weld shall be remade.

C. All exothermic welds shall encompass 100 percent of the ends of the materials being welded. Welds, which do not meet this requirement, shall be remade.

D. Worn, damaged, incorrectly sized, or improperly shaped molds which, in the opinion of the Engineer, do not make satisfactory welds, shall be removed from the jobsite after being physically rendered inoperable.

E. All contact surfaces of bolted and screwed connections shall be thoroughly cleaned and coated with oxide inhibitor before being securely tightened.

3.6 CONDUIT GROUNDING

A. All grounding bushings within all enclosures, including equipment enclosures, shall be wired together and connected internally to the enclosure grounding lug or grounding bus with a bare copper conductor. Grounding bushings shall be grounded with conductors sized in accordance with NEC, but not smaller than #8 AWG.

3.7 EQUIPMENT GROUNDING

A. Comply with NEC 250, except where larger sizes or more conductors are indicated. 1. All electrical equipment shall be connected to the grounding system with

an insulated, green, stranded or solid copper equipment-grounding conductor.

2. Terminate each end on suitable lug, bus, or bushing. The term "electrical equipment", as used in this article, shall include, but not be limited to, all enclosures containing electrical connections or bare conductors, except that individual devices, such as solenoids, pressure switches, and limit switches, shall be exempt from this requirement, unless the device requires grounding for proper operation.



3. Large equipment, such as metal-clad or metal-enclosed switchgear, will be furnished with a grounding bus that shall be connected to the grounding system.

4. Most other equipment will be furnished with grounding pads and/or grounding lugs which shall be connected to the grounding system. All ground connection surfaces shall be cleaned immediately prior to connection.

5. Contractor shall furnish all grounding material required, but not furnished with the equipment.

B. Install equipment grounding system such that all metallic structures, enclosures, raceways, junction boxes, outlet boxes, cabinets, machine frames, portable equipment and other conductive items in close proximity with electrical circuits will operate continuously at ground potential and provide a low impedance path for possible ground fault currents.

C. Where grounding system extension stingers are indicated on the drawings to be provided for connection to electrical equipment, the Contractor shall connect the bare grounding conductor to the equipment ground bus, pad, or lug. Except where otherwise indicated on the drawings, all equipment ground conductors that are not an integral part of a cable assembly, shall be sized in accordance with the requirements of NEC. All ground conductors installed in conduit shall be insulated.

D. Suitable grounding facilities, acceptable to the Engineer, shall be furnished on electrical equipment not so equipped. The grounding facilities shall consist of compression type terminal connectors bolted to the equipment frame or enclosure and providing a minimum of joint resistance.

E. The conduit system is not considered to be a grounding conductor, except for lighting fixtures. No grounding conductor shall be smaller in size than # 12 AWG, unless it is a part of an acceptable cable assembly.

3.8 GROUND SYSTEM RESISTANCE

A. All ground resistance measurements shall be made with a three-terminal "Megger" type ground tester which applies alternating current to the electrodes and which gives a reading in direct current ohms. Two reference ground probes shall be used, and all tests shall be made in accordance with the instrument manufacturer's instructions for ground resistance testing. Some of the acceptable instruments are as follows: 1. Megger Null Balance Earth Tester, James G. Biddle and Company. 2. Vibroground, Associated Research, Inc. 3. Ground-Ohmer, Herman H. Sticht Co., Inc.



B. Submit final certified test reports of all grounding tests.

3.9 ANCHORS, FASTENERS AND SUPPORT

A. Installation: 1. Locate and install anchors, fasteners, and supports in accordance with

NECA “Standard of Installation”. 2. Do not fasten supports to pipes, ducts, mechanical equipment, or

conduit. 3. Do not use spring steel clips and clamps. 4. Do not use powder-actuated anchors. 5. Do not drill or cut structural members.

B. Supports: 1. Fabricate supports from structural steel or formed steel members. Rigidly

weld members or install hexagon head bolts to present neat appearance with adequate strength and rigidity. Install spring lock washers under nuts.

2. Install surface-mounted cabinets and panel board with minimum of four anchors.

3. In wet and damp locations use steel channel supports to stand cabinets and panel boards 1 inch off wall.

4. Use sheet metal channel to bridge studs above and below cabinets and panel boards recessed in hollow partitions.

3.10 SEALING AND FIREPROOFING

A. Fire-Rated Surface: 1. Seal opening at floor and wall as follows:

a. Opening through a fire rated wall, floor, ceiling or roof, must be sealed.

b. Install galvanized sheet metal sleeves (minimum 12-gage) through opening and extending beyond minimum of 1 inch on each side of building element.

c. Size sleeve allowing minimum of 1-inch void between sleeve and building element.

d. Pack void with backing material. e. Seal ends of sleeve with UL listed fire-resistive silicone compound

to meet fire rating of structure penetrated. 2. Where conduit penetrates fire-rated surface, install fire-stopping product

in accordance with manufacturer’s published instructions.

B. Non-Rated Surfaces:



1. Opening through a non-fire rated wall, floor, ceiling or roof must be sealed using an approved type of material.

2. Use galvanized sheet metal sleeves in hollow wall penetrations to provide a backing for the sealant. Grout area around sleeve in masonry construction.

3. Install escutcheons or floor/ceiling plates where raceway, penetrates non-fire rated surfaces in occupied spaces.

4. Install rubber links of mechanical seal tighten in place and sized for the pipe, in exterior wall openings below grade, in accordance with the manufacturer’s instructions.

5. All pipe penetrations at interior partitions and/or walls, laboratory spaces, telephone, data and communication rooms and similar spaces where the room pressure or odor transmission must be controlled, shall be sealed. Sealant shall be applied to both sides of the penetration in such a manner that the annular space between the pipe sleeve and the pipe is completely filled.

3.11 ACCEPTANCE TESTING


B. Grounding and Bonding: Perform inspections and tests as outlined below (NETA ATS, Section 7.13 – Grounding Systems). 1. Visual and Mechanical Inspection

a. Inspect ground system for compliance with drawings and specifications.

b. Electrical Tests (Small Systems) 1) Perform ground-impedance measurements utilizing the

fall-of-potential method per ANSI/IEEE Standard 81 “IEEE Guide for Measuring Earth Resistivity, Ground Impedance, and Earth Surface Potential of a Ground System.” Instrumentation utilized shall be as defined in section 12 of the above guide and shall be specifically designed for ground impedance testing. Provide sufficient spacing so that the plotted curves flatten in the 62% area of the distance between the item under test and the current electrode.

c. Electrical Tests (Large Systems) 1) When sufficient spacing of electrodes per Electrical Tests

(Small Systems) is impractical, perform ground impedance measurements utilizing either the intersecting curves method or the slope method. (Ref. Nos. 40 and 41 in IEEE Std. 81).

d. Equipment Grounds



1) Utilize two-point method of IEEE Std. 81. Measure between equipment ground being tested and known low-impedance grounding electrode or system.

2. Test Values a. The main ground electrode system impedance-to-ground shall be

no greater than five (5) ohms for commercial or industrial systems and one (1) ohm or less for generating stations, transmission stations, and large industrial systems. Equipment grounds, depending on size and length of grounding conductor, should be only fractionally higher than system ground.

END OF SECTION