6395 - Landfill Cell 3 Liner Construction and Site Improvements, 3.Statement of Work/ Specifications
Project Manual
Denton Landfill Cell 3 Design
TCEQ MSW Permit No. 1590A
Denton, Texas
February 2017
PSC Project # 01017216
EXHIBIT 3
Project Manual
Denton Landfill Cell 3 Design
TCEQ MSW Permit No. 1590A
Denton, Texas
February 2017
PSC Project # 01017216
02/16/17
EXHIBIT 3
01017216 TABLE OF CONTENTS PAGE - 1
02/17
TABLE OF CONTENTS
DIVISION 00 - BIDDING REQUIREMENTS AND CONTRACT INFORMATION (Not Used)
DIVISION 01 - GENERAL REQUIREMENTS
01010 Summary of Work ..................................................................................................................... 2
01019 Contract Considerations ............................................................................................................. 1
01025 Measurement and Payment ........................................................................................................ 3
01039 Coordination and Meetings ........................................................................................................ 3
01090 Reference Standards .................................................................................................................. 7
01230 Alternates ................................................................................................................................... 1
01300 Submittal Procedures ................................................................................................................. 4
01356 Stormwater Pollution Prevention Measures ............................................................................... 2
01400 Quality Control .......................................................................................................................... 2
01420 References ................................................................................................................................. 8
01500 Construction Facilities and Temporary Controls ....................................................................... 2
01550 Material and Equipment ............................................................................................................ 3
01560 Environmental Protection .......................................................................................................... 4
01600 Progress Schedules .................................................................................................................... 4
01700 Contract Closeout ...................................................................................................................... 3
DIVISION 02 - SITE WORK
02200 Excavation and Earthwork ......................................................................................................... 6
02227 Waste Material Disposal ............................................................................................................ 1
02231 Drainage Aggregate ................................................................................................................... 1
02250 Compacted Clay Liner ............................................................................................................... 3
02260 Protective Soil Cover ................................................................................................................. 3
02665 Piping, Valves, and Miscellaneous Items .................................................................................. 5
02741 Hot-Mix Asphalt Paving .......................................................................................................... 10
02745 Leachate Collection System ....................................................................................................... 3
02778 HDPE Geomembrane .............................................................................................................. 12
02751 Concrete Pavement and Sidewalks ............................................................................................ 7
02760 Geotextile Materials ................................................................................................................... 5
02824 Litter Fence ................................................................................................................................ 4
DIVISION 03 - CONCRETE
03300 Cast-in-Place Concrete............................................................................................................. 12
DIVISIONS 04 – 10 (Not Used)
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01017216 TABLE OF CONTENTS PAGE - 2
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DIVISION 11 - SPECIALTIES
11300 Booster Pumps ........................................................................................................................... 7
DIVISION 12 – FURNISHINGS (Not Used)
DIVISION 13 – SPECIAL CONSTRUCTION
13130 Pit Type Truck Scale ................................................................................................................. 4
DIVISIONS 14 – 15 (Not Used)
DIVISION 16 - ELECTRICAL
16000 Electrical General Provisions ..................................................................................................... 4
16111 Conduit ...................................................................................................................................... 3
16123 Wire and Cable .......................................................................................................................... 3
16130 Boxes ......................................................................................................................................... 3
16140 Wiring Devices .......................................................................................................................... 3
16170 Grounding and Bonding ............................................................................................................ 2
16190 Supporting Devices .................................................................................................................... 2
16195 Electrical Identification .............................................................................................................. 2
16441 Enclosed Switches ..................................................................................................................... 2
16461 Dry-Type Transformers ............................................................................................................. 2
16470 Panelboards ................................................................................................................................ 3
16670 Surge Protective Device ............................................................................................................. 4
16990 Electrical System Testing and Startup ....................................................................................... 2
APPENDICES
APPENDIX A – SOIL AND LINER QUALITY CONTROL PLAN
EXHIBIT 3
01017216 DESIGN PROFESSIONAL RESPONSIBILITY SRT - 1
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DESIGN PROFESSIONAL RESPONSIBILITY
The specification sections authenticated by my seal and signature are limited in the following:
DIVISION 16 - ELECTRICAL
16000 Electrical General Provisions
16111 Conduit
16123 Wire and Cable
16130 Boxes
16140 Wiring Devices
16170 Grounding and Bonding
16190 Supporting Devices
16195 Electrical Identification
16441 Enclosed Switches
16461 Dry Type Transformers
16470 Panelboards
16670 Surge Protective Device
16990 Electrical System Testing and Startup
02/16/17
EXHIBIT 3
01017216 SUMMARY OF WORK 01010 - 1
02/17
SECTION 01010 - SUMMARY OF WORK
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Work covered by Contract Documents.
2. Contractor use of site and Owner occupancy.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
1.2 WORK COVERED BY CONTRACT DOCUMENTS
A. Identification: Denton Landfill Cell 3 Design, TCEQ MSW Permit No.1590A.
B. Location: Denton, Texas.
C. Verbal Summary: Without force or effect on requirements of the Contract Documents a brief
description of the Project is as follows:
1. Earthwork excavation, filling, and grading as shown on plans below existing grade.
Topsoil from excavated area is to be stockpiled onsite. Contractor must segregate all clay
and sand or other materials into individual stockpiles.
2. Subgrade preparation to the lines and grades shown on the plans.
3. 2-foot-thick recompacted clay liner.
4. 60 mil high density polyethylene (HDPE) textured liner.
5. Geocomposite drainage layer (dual-sided geotextile).
6. Polyethylene pipe, gravel and geotextile fabric.
7. Construction testing
8. Protective soil cover placement.
9. Erosion control.
10. Access road.
11. SLER and GLER markers.
12. Electrical work. Power and control wiring to each pump and access structure.
13. Storm drainage channel.
14. Asphalt overlay of prepared subgrade roadway.
15. 25-foot fixed litter fence.
16. Precast screening wall.
17. Truck scale pit and scale.
18. Reinforced concrete pavement.
19. Liquid storage tank.
20. Pump station, suction, and discharge piping.
21. Pre-engineered restroom/vending structure and shade structure.
22. Two pre-engineered shade structures, installed on existing truck scale pit walls.
1.3 CONTRACTOR USE OF SITE
A. Limit use of site to allow Owner occupancy.
B. Construction operations limited to areas adjacent to construction site as designated by Owner.
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01017216 SUMMARY OF WORK 01010 - 2
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1.4 PROTECTION OF EXISTING UTLITIES AND STRUCTURES
A. Contractor shall exercise care to prevent damage, and shall be liable for any damage, and for
maintenance and protection of such lines and structures as shown on drawings or otherwise
brought to Contractor attention. Contractor shall not cut, remove, change, or disturb any
existing lines, except as provided by the plans and these specifications, without express
permission of Owner of any such line. Utility adjustments or relocations accomplished by
Owner of each utility, except for water and sewer or as otherwise shown on Drawings.
Contractor shall exactly locate all existing utilities prior to conducting any construction
activities.
1.5 OWNER OCCUPANCY
A. Owner will occupy the site during construction for the conduct of normal operations.
B. Cooperate with Owner to minimize conflict, and to facilitate Owner operations.
C. Schedule the Work to accommodate this requirement.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION
3.1 SOIL LINER QUALITY CONTROL PLAN (SLQCP)
A. Technical project specifications contain requirements for liner system installation and testing.
The Soil Liner Quality Control Plan (SLQCP) approved by the Texas Commission on
Environmental Quality (TCEQ) has also been included in the appendix of the project manual.
Project is required to construct and test in accordance with the SLQCP. If a discrepancy exists
between project technical specifications and SLQCP, the SLQCP shall take precedence.
END OF SECTION
EXHIBIT 3
01017216 CONTRACT CONSIDERATIONS 01019 - 1
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SECTION 01019 - CONTRACT CONSIDERATIONS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Application for Payment.
2. Change procedures.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
1.2 PROJECT DURATION
A. Definitions
1. Substantial Completion (Landfill) – point at which liner system is satisfactorily installed
and all related work complete.
2. Final Completion (Landfill) – point at which Geomembrane Liner Evaluation Report
(GLER) is accepted as complete by the TCEQ.
B. Substantial Completion (Landfill) – Work associated with project shall be substantially
complete within 180 calendar days of Notice-to-Proceed for the liner system.
C. Final Completion (Landfill) – duration of final completion is dependent upon TCEQ review of
the GLER. The balance of retainage will be held until the GLER is accepted by the TCEQ.
D. Substantial Completion (Non-landfill) – 180 days. Final – 270 days.
1.3 APPLICATIONS FOR PAYMENT
A. Submit payment application to Engineer through the Engineer Info-Exchange website.
B. Payment Period: As defined in Owner-Contractor agreement.
C. Waiver of liens from subcontractor.
D. Stored material invoices.
E. Receipted invoices for previously-stored materials.
1.4 CHANGE PROCEDURES
A. Engineer will advise of minor changes in the Work not involving an adjustment to Contract
Sum/Price or Contract Time.
B. Execution of Change Orders: Engineer will issue Change Orders for signatures of parties as
provided in the General Conditions of the Contract.
C. All Change Orders must be approved and signed by Owner. Do not commence with work
included in a Change Order until it has been approved and signed by the Owner.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION
EXHIBIT 3
01017216 MEASUREMENT AND PAYMENT 01025 - 1
02/17
SECTION 01025 - MEASUREMENT AND PAYMENT
PART 1 - GENERAL
1.1 REQUIREMENTS
A. Unit price or lump sum price bid on each item, as stated in the proposal, shall include
furnishing all labor, superintendence, machinery, equipment, and materials necessary or
incidental to complete the various items of work in accordance with the plans and
specifications.
B. All estimated quantities for unit price bid items stipulated in the bid proposal are approximate
and are to be used only (a) as a basis for estimating the cost of the work and (b) for the purpose
of comparing the bids submitted for the work. The actual amount of work done and materials
furnished under unit price items may differ from the estimated quantities. The basis of payment
for unit price work and materials will be the actual amount of work done and material furnished
as measured by the Engineer.
C. All measurements and payments based on completed and accepted work performed in strict
accordance with the Drawings and Specifications and in accordance with contract bid prices.
All incidental work and subsidiary items whether shown or not or listed for measurement or
payment will not be paid for separately, but will be included in the payment for the bid items
stated in the contract and shall be full compensation for all labor, equipment, materials, testing
and incidentals necessary to perform the work in accordance with the Contract Documents.
D. Cost of work or materials shown on the Drawings, called for in the Specifications and on which
no separate payment is made, shall be included in the bid price for the various items for which
they are associated. A claim by the Contractor for extra compensation for an item required but
not shown on the Drawings or described in the Specifications will not be considered.
E. Interconnections between the various items of equipment and the control system will require
coordination and in some cases interface devices such as, but not limited to, couplings, flanges,
reducers, converters, conduit, relays, contacts, wiring, etc., will be required whether or not these
items are shown on the Drawings. General Contractor holds responsibility to provide the
necessary coordination and interface devices at no additional cost to the Owner.
1.2 MOBILIZATION/DEMOBILIZATION
A. Payment will be made for mobilizing and demobilizing all equipment, tools, insurance, bonds
and all other job-related items to and from the job site. Price will be on a lump sum basis and
shall include all equipment, labor, materials, superintendence and all incidentals necessary to
become fully mobilized at the start of the project and demobilized when work is complete. This
bid item shall not exceed 3 percent of the contract price. Mobilization related expenses include
Contractor cost for:
1. Obtaining a construction staging area,
2. Obtaining storage areas for equipment and construction office facilities,
3. Obtaining and setting up construction office facilities,
4. Obtaining and paying for electric power required for construction,
5. Providing sanitary facilities for construction personnel,
6. Obtaining and paying for water needed for construction,
7. Providing and maintaining dust control over the project working area, and
8. All other incidentals required for Contractor to complete mobilization.
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01017216 MEASUREMENT AND PAYMENT 01025 - 2
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1.3 EXCAVATION
A. Payment will be made for providing all necessary labor, equipment, materials, supplies, etc.
Payment will be made for the total excavation on a per-cubic-yard of excavation.
1.4 EMBANKMENT FILL
A. Payment will be made for providing all labor, equipment, materials, supplies, etc., necessary to
fill areas shown. Payment will be made for the actual measured cubic yardage of embankment
fill.
1.5 RECOMPACTED CLAY LINER
A. Payment will be made for providing and installing clay liner, including all necessary labor,
equipment, materials, supplies and superintendence. Payment will be made for the actual
measured cubic yards of the liner installed and in place up to the back edge of the anchor
trench.
1.6 TEXTURED GEOMEMBRANE LINER
A. Payment will be made for providing and installing a 60-mil-thick, textured, high-density
polyethylene liner including all labor, equipment, materials, supplies, etc., for complete
installation. Price includes cost of anchor trench construction and compaction of backfill in
anchor trench after liner installation. Payment will be made for the actual measured square
footage of liner installed and in place up to the back edge of the anchor trench. No additional
pay quantity will be made for the sacrificial membrane. Payment shall be made on the net
quantity of surface area covered. No additional quantity will be paid for material overlap.
1.7 DUAL GEOTEXTILE GEOCOMPOSITE DRAINAGE LAYER
A. Payment will be made for providing and installing the dual geotextile geocomposite drainage
layer, including anchor trench and backfill. Price shall include tie-in to existing geocomposite
layer, all materials, labor, supplies, equipment and superintendence to install dual geocomposite
drainage layer as specified. Payment will be made for the actual measured square footage of the
liner installed and in place. Payment shall be made on the net quantity of surface area covered.
No additional quantity will be paid for material overlap.
1.8 PROTECTIVE SOIL COVER
A. Contractor will place all protective soil on top of the liner system including the soil berm along
the edge liner as shown on the plans. Payment will include all labor, materials, equipment and
superintendence as necessary to install the soil. Payment will be made for actual measured
cubic yards of the 2-foot-thick protective cover up to outside edge of the anchor trench.
1.9 LEACHATE COLLECTION SYSTEM
A. Payment will be made for providing and installing the gravel drainage material as shown on the
plans on a per cubic yard basis. Price shall include all material, labor, supplies, equipment and
superintendence necessary to install the gravel drainage material as specified.
B. Payment will be made for providing and installing the 12-inch, high-density polyethylene (PE)
piping as shown on the plans on a per-linear-foot basis. This item includes all pipe along
EXHIBIT 3
01017216 MEASUREMENT AND PAYMENT 01025 - 3
02/17
landfill floor to collection sump. Price shall include all material, labor, supplies, equipment and
superintendence necessary to install the 12-inch PE piping as specified. Pipe for coupling of
existing and proposed 12-inch HDPE piping is incidental to this bid item.
1.10 REINFORCED CONCRETE PAVEMENT
A. Payment will be made for providing materials and constructing the 6-inch, reinforced concrete
pond bottom and access drive as shown on the plans on a per square yard basis. Price will
include all material, labor, equipment and superintendence necessary to construct the pond
bottom as specified.
1.11 ELECTRICAL SERVICE AND POWER DISTRIBUTION FOR PUMPS
A. Payment will be made for providing and installation of the electrical service, power distribution,
and control wiring for pumps. Work shall include all electrical racks, concrete associated with
electrical racks, panels, enclosures, conduit, wire, pullboxes, supporting devices, service poles,
level indicator, and terminations as outlined in Division 16 and shown on project Drawings.
Price shall include all material, labor, supplies, equipment, coordination and superintendence
necessary to provide a complete and working system. This item will be paid on a lump sum
basis.
1.12 EROSION CONTROL
A. Payment will be made for providing, installing and maintaining erosion control measures as
shown on the plans on a lump sum basis and shall include the following: preparation of a
formal Storm Water Pollution Prevention Plan (SWPPP) by a Texas licensed professional
engineer; submitting and obtaining approval of the formal SWPPP from the required governing
agencies; furnishing, installing, and maintaining the approved SWPPP complete for the
duration of the project; implementing and maintaining best management practices and good-
housekeeping for control of drainage run-off over the project area; silt-fences; soil stabilization;
hay-bales; and all other incidentals required for Contractor to complete and implement the
SW3P requirements.
1.13 LITTER CONTROL BARRIER FENCE
A. Payment will be made for providing and installing a litter control barrier fence along the east
property boundary on a linear foot basis. Payment shall include all costs associated with
providing all labor, equipment, materials, and supervision necessary to install the shown on the
drawings and in accordance with the specifications.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION
EXHIBIT 3
01017216 COORDINATION AND MEETINGS 01039 - 1
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SECTION 01039 - COORDINATION AND MEETINGS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Coordination and field engineering.
2. Site mobilization conference and preinstallation meetings.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
1.2 COORDINATION
A. Coordinate scheduling, submittals, and Work of the various Sections of specifications to assure
efficient and orderly sequence of installation of interdependent construction elements, with
provisions for accommodating items installed later.
B. Verify utility requirements and characteristics of operating equipment are compatible with
building utilities. Coordinate work of various Sections having interdependent responsibilities
for installing, connecting to, and placing in service, such equipment.
C. Coordinate space requirements and installation of mechanical and electrical work which are
indicated diagrammatically on Drawings. Follow routing shown for pipes, ducts, and conduit,
as closely as practicable; place runs parallel with line of building. Utilize spaces efficiently to
maximize accessibility for other installations, for maintenance, and for repairs.
D. In finished areas, except as otherwise indicated, conceal pipes, ducts, and wiring within the
construction. Coordinate locations of fixtures and outlets with finish elements.
E. Large Apparatus: Any large piece of apparatus to be installed in any space in the building, but
too large to permit access through windows, doorways or shafts, shall be brought to the job by
the Contractor involved and placed in the space before the enclosing structure is completed.
F. Items which require electrical connections shall be coordinated with Division 16 for:
1. Voltage.
2. Phase.
3. Ampacity.
4. No. and size of wires.
5. Wiring diagrams.
6. Starter size, details and location.
7. Control devices and details.
G. Coordinate completion and clean up of Work of separate Section in preparation for Substantial
Completion and for portions of work designated for Owner occupancy.
1.3 FIELD ENGINEERING
A. Control datum for survey is shown on Drawings.
B. Provide field engineering services. Establish elevations, lines, and levels, utilizing recognized
engineering survey practices.
1.4 SITE MOBILIZATION CONFERENCE
A. Engineer will schedule a conference at the Project site prior to Contractor occupancy.
B. Attendance Required: Engineer and the Contractor Project Manager, Jobsite Superintendent.
EXHIBIT 3
01017216 COORDINATION AND MEETINGS 01039 - 2
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C. Agenda:
1. Submission of insurance certificates.
2. Distribution of Contract Documents.
3. Submission of list of Subcontractors, list of products, Schedule of Values, and progress
schedule.
4. Designation of personnel representing the parties in Contract and the Engineer.
5. Procedures and processing of field decisions, submittals, substitutions, applications for
payments, proposal request, Change Orders and Contract closeout procedures.
6. Scheduling.
7. Use of premises by Owner and Contractor.
8. Owner's requirements and partial occupancy.
9. Construction facilities and controls provided by Owner, if any.
10. Temporary utilities provided by Owner, if any.
11. Survey layout.
12. Security and housekeeping procedures.
13. Schedules and Coordination.
14. Procedures for testing.
15. Procedures for maintaining record documents.
16. Requirements for start-up of equipment.
17. Inspection and acceptance of equipment put into service during construction period.
D. Engineer or representative will record meeting minutes and distribute copies within three days
after meeting to participants and those affected by decisions made.
1.5 BI-WEEKLY MEETINGS
A. Biweekly meetings will be held at work area on a day agreeable to all parties, once liner
installation has begun. At minimum, meeting will be attended by Contractor, major
subcontractors, and Engineer. Meeting purposes:
1. Review the work activity and location for the week.
2. Discuss the Contractor's personnel assignment for the week.
3. Review the previous week's activity.
4. Review the work schedule.
5. Discuss the possible problem areas and situations.
6. Review of submittals schedule and status of submittals.
7. Review of off-site fabrication and delivery schedules.
8. Maintenance of progress schedule.
9. Corrective measures to regain projected schedules.
10. Planned progress during succeeding work period.
11. Coordination of projected progress.
12. Maintenance of quality and work standards.
13. Effect of proposed changes on progress schedule and coordination.
14. Review status of “as-built” drawings prepared by Contractor to ascertain that Contractor
is keeping “as-built” drawings CURRENT.
15. Other business relating to Work.
B. Engineer or his representative will record meeting minutes and distribute copies within three
days after meeting to participants and those affected by decisions made.
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01017216 COORDINATION AND MEETINGS 01039 - 3
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1.6 PREINSTALLATION MEETING
A. When required in individual specification Section, convene a preinstallation meeting at work
site prior to commencing work of the Section.
B. Require attendance of parties directly affecting, or affected by, work of the specific Section.
C. Notify Engineer four days in advance of meeting date.
D. Prepare agenda and preside at meeting.
1. Review conditions of installation, preparation and installation procedures.
2. Review coordination with related work.
E. Engineer or representative will record meeting minutes and distribute copies within three days
after meeting to participants and those affected by decisions made, with three copies to
Engineer.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION
EXHIBIT 3
01017216 REFERENCE STANDARDS 01090 - 1
02/17
SECTION 01090 - REFERENCE STANDARDS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Quality assurance and schedule of references.
B. Related Sections:
1. Other Division 01 Specification Sections apply to Work of this Section.
2. All construction items not governed by these Technical Specifications shall be governed
by the Standard Specifications for Public Works Construction by the North Central
Texas Council of Governments.
1.2 QUALITY ASSURANCE
A. For products or workmanship specified by association, trade, or Federal Standards; comply with
requirements of the standard, except when more rigid requirements are specified or are required
by applicable codes.
B. Conform to reference standard by date of issue current on date for receiving bids.
C. Obtain copies of standards when required by Contract Documents.
D. Should specified reference standards conflict with Contract Documents, request clarification
from Engineer before proceeding.
E. The contractual relationship duties and responsibilities of the parties in Contract nor those of
the Engineer shall not be altered from the Contract Documents by mention or inference
otherwise in any reference document.
1.3 SCHEDULE OF REFERENCES
AA Aluminum Association
818 Connecticut Avenue, N.W.
Washington, DC 20006
AABC Associated Air Balance Council
1000 Vermont Avenue, N.W.
Washington, DC 20005
AASHTO American Association of State Highway and Transportation Officials
444 North Capitol Street, N.W.
Washington, DC 20001
ACI American Concrete Institute
Box 19150
Reford Station
Detroit, MI 48219
ADC Air Diffusion Council
230 North Michigan Avenue
Chicago, IL 60601
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01017216 REFERENCE STANDARDS 01090 - 2
02/17
AGA American Gas Association
1515 Wilson Blvd.
Arlington, VA 22209
AGC Associated General Contractors of America
1957 E Street, N.W.
Washington, DC 20006
AI Asphalt Institute
Asphalt Institute Building
College Park, MD 20740
AIA American Institute of Architects
1735 New York Avenue, N.W.
Washington, DC 20006
AISC American Institute of Steel Construction
400 North Michigan Avenue
Eighth Floor
Chicago, IL 60611
AISI American Iron and Steel Institute
1000 16th Street, N.W.
Washington, DC 20036
AMCA Air Movement and Control Association
30 West University Drive
Arlington Heights, IL 60004
ANSI American National Standards Institute
1430 Broadway
New York, NY 10018
APA American Plywood Association
Box 11700
Tacoma, WA 98411
ARI Air-Conditioning and Refrigeration Institute
1501 Wilson Boulevard
Arlington, VA 22209
ASHRAE American Society of Heating, Refrigerating and Air Conditioning Engineers
1791 Tullie Circle, N.E.
Atlanta, GA 30329
ASME American Society of Mechanical Engineers
345 East 47th Street
New York, NY 10017
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01017216 REFERENCE STANDARDS 01090 - 3
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ASTM ASTM International
1916 Race Street
Philadelphia, PA 19103
AWI Architectural Woodwork Institute
2310 South Walter Reed Drive
Arlington, VA 22206
AWPA American Wood-Preservers' Association
7735 Old Georgetown Road
Bethesda, MD 20014
AWS American Welding Society
550 LeJeune Road, N.W.
Miami, FL 33135
AWWA American Water Works Association
6666 West Quincy Avenue
Denver, CO 80235
BHMA Builders' Hardware Manufacturer Association
60 East 42nd Street, Room 511
New York, NY 10165
BIA Brick Institute of America
11490 Commerce Park Drive
Reston, VA 22091
CDA Copper Development Association
57th Floor, Chrysler Building
405 Lexington Avenue
New York, NY 10174
CLFMI Chain Link Fence Manufacturers Institute
1101 Connecticut Avenue, N.W.
Washington, DC 20036
CPSC Consumer Product Safety Commission
1111 Eighteenth Street, NW
Washington, DC 20207
CRSI Concrete Reinforcing Steel Institute
933 Plum Grove Road
Schaumburg, IL 60195
DHI Door and Hardware Institute
7711 Old Springhouse Road
McLean, VA 22102
EXHIBIT 3
01017216 REFERENCE STANDARDS 01090 - 4
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EJMA Expansion Joint Manufacturers Association
25 North Broadway
Tarrytown, NY 10591
FGMA Flat Glass Marketing Association
3310 Harrison
White Lakes Professional Building
Topeka, KS 66611
FM Factory Mutual System
1151 Boston-Providence Turnpike
P.O. Box 688
Norwood, MA 02062
FS Federal Specification
General Services Administration
Specifications and Consumer Information
Distribution Section (WFSIS)
Washington Navy Yard, Bldg. 197
Washington, DC 20407
GA Gypsum Association
1603 Orrington Avenue
Evanston, IL 60201
GSI The Geosynthetic Institute
475 Kedron Avenue
Folsom, PA 19033
ICBO International Conference of Building Officials
5360 S. Workman Mill Road
Whittier, CA 90601
IEEE Institute of Electrical and Electronics Engineers
345 East 47th Street
New York, NY 10017
IES Illumination Engineering Society of North America
345 East 47th Street
New York, NY 10017
IMIAC International Masonry Industry All-Weather Council
International Masonry Institute
815 15th Street, N.W.
Washington, DC 20005
MBMA Metal Building Manufacturer's Association
1230 Keith Building
Cleveland, OH 44115
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01017216 REFERENCE STANDARDS 01090 - 5
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MIL Military Specification
Naval Publications and Forms Center
5801 Tabor Avenue
Philadelphia, PA 19120
ML/SFA Metal Lath/Steel Framing Association
221 North LaSalle Street
Chicago, IL 60601
NAAMM National Association of Architectural Metal Manufacturers
221 North LaSalle Street
Chicago, IL 60601
NBS National Bureau of Standards
(U.S. Department of Commerce)
Gaithersburg, MD 20234
NCMA National Concrete Masonry Association
P.O. Box 781
Herndon, VA 22070
NEBB National Environmental Balancing Bureau
8224 Old Courthouse Road
Vienna, VA 22180
NEC National Electrical Code (by NFPA)
NECA National Electrical Contractors Association
7315 Wisconsin Avenue
Bethesda, MD 20814
NEMA National Electrical Manufacturers' Association
2101 'L' Street, N.W.
Washington, DC 20037
NFPA National Fire Protection Association
Battery March Park
Quincy, MA 02269
NFPA National Forest Products Association
1619 Massachusetts Avenue, N.W.
Washington, DC 20036
NPCA National Paint and Coating Association
1500 Rhode Island Avenue N.W.
Washington, D.C. 20005
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NRCA National Roofing Contractors Association
8600 Bryn Mawr Avenue
Chicago, IL 60631
NSF National Sanitation Foundation
3475 Plymouth Road
P.O. Box 1468
Ann Arbor, MI 47106
NSWMA National Solid Wastes Management Association
1730 Rhode Island Ave., N.W.
Washington, DC 20036
NWMA National Woodwork Manufacturers Association
205 W. Touhy Avenue
Park Ridge, IL 60068
OSHA Occupational Safety and Health Administration
(U.S. Department of Labor)
Government Printing Office
Washington, D.C. 20402
PCA Portland Cement Association
5420 Old Orchard Road
Skokie, IL 60077
PPI Plastic Pipe Institute
105 Decker Court #825
Irving, TX 75062
PS Product Standard
U. S. Department of Commerce
Washington, DC 20203
RMA Rubber Manufacturer's Association
1400 K Street, N.W.
Washington, D.C. 20005
SDI Steel Deck Institute
P.O. Box 9506
Canton, OH 44711
S.D.I. Steel Door Institute
712 Lakewood Center North
14600 Detroit Avenue
Cleveland, OH 44107
SGCC Safety Glazing Certification Council
Route 11, Industrial Park
Cortland, NY 13045
EXHIBIT 3
01017216 REFERENCE STANDARDS 01090 - 7
02/17
SIGMA Sealed Insulating Glass Manufacturers Association
111 East Wacker Drive
Chicago, IL 60601
SJI Steel Joist Institute
1205 48th Avenue North, Suite A
Myrtle Beach, SC 29577
SMACNA Sheet Metal and Air Conditioning Contractors' National Association
8224 Old Court House Road
Vienna, VA 22180
SSPC Steel Structures Painting Council
4400 Fifth Avenue
Pittsburgh, PA 15213
TCNA Tile Council of North America, Inc.
Box 326
Princeton, NJ 08540
UL Underwriters' Laboratories, Inc.
333 Pfingston Road
Northbrook, IL 60062
WCLIB West Coast Lumber Inspection Bureau
6980 S.W. Varns Road
Box 23145
Portland, OR 97223
WRI Wire Reinforcement Institute
8361 A Greensboro Drive
McLean, VA 22102
WWPA Western Wood Products Association
1500 Yeon Building
Portland, OR 97204
W.W.P.A. Woven Wire Products Association
2515 N. Nordica Avenue
Chicago, IL 60635
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION
EXHIBIT 3
01017216 ALTERNATES 01230 - 1
02/17
SECTION 01230 - ALTERNATES
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Administrative and procedural requirements for alternates.
B. Related Sections:
1. Other Division 01 Specification Sections apply to Work of this Section.
1.2 DEFINITIONS
A. Alternate: An amount proposed by bidders and stated on the Bid Form for certain work
defined in the bidding requirements that may be added to or deducted from the base bid
amount if Owner decides to accept a corresponding change either in the amount of
construction to be completed or in the products, materials, equipment, systems, or
installation methods described in the Contract Documents.
1. Alternates described in this Section are part of the Work only if enumerated in the
Agreement.
2. Cost or credit for each alternate is the net addition to or deduction from the Contract
Sum to incorporate alternate into the Work. No other adjustments are made to the
Contract Sum.
1.3 PROCEDURES
A. Coordination: Revise or adjust affected adjacent Work as necessary to completely integrate
work of the alternate into Project.
1. Include as part of each alternate, miscellaneous devices, accessory objects, and
similar items incidental to or required for a complete installation whether or not
indicated as part of alternate.
B. Notification: Immediately following award of the Contract, notify each party involved, in
writing, of the status of each alternate. Indicate if alternates have been accepted, rejected,
or deferred for later consideration. Include a complete description of negotiated revisions
to alternates.
C. Execute accepted alternates under the same conditions as other Work of the Contract.
D. Schedule: A schedule of alternates is included at the end of this Section. Specification
Sections referenced in schedule contain requirements for materials necessary to achieve the
Work described under each alternate.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION
EXHIBIT 3
01017216 SUBMITTAL PROCEDURES 01300 - 1
02/17
SECTION 01300 - SUBMITTAL PROCEDURES
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Submittal procedures and construction progress schedules.
2. Proposed products list and shop drawings.
3. Product data, samples, and design data.
4. Test reports and certificates.
5. Manufacturer instructions and field reports.
6. Geosynthetic liner.
B. Related Sections:
1. Other Division 01 Specification Sections apply to Work of this Section.
2. Section 01010 – Summary of Work.
3. Section 01700 - Contract Closeout: Contract warranty, manufacturer's certificates and
closeout submittals.
1.2 SUBMITTAL PROCEDURES
A. Submit to Engineer for review for limited purpose of checking for conformance with
information given and design concept expressed in Contract Documents.
B. Produce copies and distribute in accordance with Submittal Procedures article and for record
documents purposes described in Section 01700 – Contract Closeout.
C. Transmit each submittal separately with Contractor standard transmittal letter including
Contractor name, address, and phone number. Each submittal shall contain only one
specification section.
D. Sequentially number transmittal forms using Section number or Contractors other sequential
numbering system.
E. Identify Project, Contractor, Subcontractor or supplier; pertinent drawing sheet and detail
number(s), and specification Section number, appropriate to submittal.
F. Apply Contractor stamp, signed or initialed certifying that review, verification of Products
required, field dimensions, adjacent construction Work, and coordination of information, is in
accordance with the requirements of the Work and Contract Documents.
G. Schedule submittals to expedite the Project.
H. For each submittal for review, allow 14 calendar days for Engineer Review.
I. Identify variations from Contract Documents and product or system limitations which may be
detrimental to successful performance of completed Work.
J. Allow space on submittals for Contractor and Engineer review stamps.
K. Distribute copies of reviewed submittals to concerned parties. Instruct parties to promptly report
any inability to comply with provisions.
L. Submittals not requested will not be recognized or processed.
M. Format
1. Submit all submittals digitally using .PDF file extension. Each submittal shall be a single
.PDF file including transmittal letter. Multiple files for the same submittal not accepted.
2. Submittals in any other format, including .ZIP files, will be rejected.
3. Hard copies will not be accepted.
EXHIBIT 3
01017216 SUBMITTAL PROCEDURES 01300 - 2
02/17
4. To ensure each page is legible, .PDF pages of drawings shall be the same size/scale as a
hard copy. Where applicable, scale symbols should be provided to indicate scale.
Illegible submittals will be rejected.
5. Submittals will be uploaded to the Engineer Info-Exchange Website.
N. Submittal procedures described in this Article apply to the Construction Progress Schedule,
Products List, Shop Drawings, Product Data, Samples (actual samples to be submitted, not
digital files), Design Data, Test Reports, Certificates, Manufacturer’s Instructions and Field
Reports, Erection Drawings and any other type of submittal submitted to Engineer.
1.3 MASTER SUBMITTAL REGISTRY
A. Submit Master Submittal Registry for review within 15 calendar days of Notice to Proceed.
B. Submittal Registry shall include an itemized listing of all submittals proposed for the Project,
date of when Contractor will submit each, and notification of any critical lead time submittals
requiring an expedited review to maintain Project schedule.
1.4 RESUBMITTAL REQUIREMENTS
A. Revise and resubmit submittals, as required, and resubmit to meet requirements as specified and
as noted on submittal reviews.
B. Mark as RESUBMITTAL.
C. Re-use original transmittal number and supplement with sequential alphabetical or numeric
suffix for each re-submittal.
D. Engineer shall review each submittal and one respective resubmittal at no cost to Contractor.
Costs associated with resubmittal reviews beyond one resubmittal is the Contractor’s
responsibility.
1.5 CONSTRUCTION PROGRESS SCHEDULES
A. Submit initial progress schedule for Engineer’s review within 15 days after date established in
Notice to Proceed.
B. Revise and resubmit as required.
C. Submit revised schedule with each Application for Payment, identifying changes since previous
version.
D. Submit a horizontal bar chart with separate line for each section of Work, identifying first work
day of each week.
E. Show complete sequence of construction by activity, identifying Work of separate stages and
other logically grouped activities. Indicate the early and late start, early and late finish, float
dates, and duration.
F. Indicate estimated percentage of completion for each item of Work at each submission.
G. Submit separate schedule of submittal dates for shop drawings, product data, and samples, and
dates reviewed submittals will be required from Engineer.
H. Revisions To Schedules:
1. Indicate progress of each activity to date of submittal, and projected completion date of
each activity.
2. Identify activities modified since previous submittal, major changes in scope, and other
identifiable changes.
3. Prepare narrative report to define problem areas, anticipated delays, and impact on
Schedule. Report corrective action taken, or proposed, and its effect including effect of
changes on schedules of separate contractors.
EXHIBIT 3
01017216 SUBMITTAL PROCEDURES 01300 - 3
02/17
1.6 SHOP DRAWINGS
A. Indicate special utility and electrical characteristics, utility connection requirements, and
location of utility outlets for service for functional equipment and appliances.
B. Printable Image Size: Minimum 8 1/2 x 11 inches and maximum 24 x 36 inches.
C. Draw details to a minimum scale of 1/2 inches equal to 1 foot.
D. Draw site plans to same scale indicated on contract drawings.
E. Draw all other plans to a minimum scale of 1/8 inch equal to 1 foot.
F. Construction Documents (electronic or paper format) issued by the Engineer cannot be used in
any shape, form or fashion in the creation and development of shop drawings, except that
electronic files containing floor plans or site plans which have been purchased from the
Engineer per other Division 01 sections may be used as “backgrounds” for Contractor,
subcontractors, sub-subcontractors and material suppliers in the Shop Drawing process.
G. Electronic Files
1. Electronic drawing files are available for purchase from the Engineer upon request. Cost
of the files is $100.00 plus applicable taxes per drawing sheet. Only the Contractor or his
subcontractors and sub-subcontractors may purchase an electronic file. An electronic file
will be provided in AUTOCAD format of the release currently used by the Engineer.
File will be provided through Engineer’s Info-Exchange website.
2. Prior to delivery of the file, purchaser shall sign an Electronic File Transfer Release
Form. Payment for an electronic file shall occur upon delivery of file to purchaser.
3. Electronic file shall be used only for the production of information required by this
project and shall not be used in any other form (in whole or part).
4. In the creation and publication of Shop Drawings, under no circumstances shall the
Design Professional’s seal or title block of the drawing be reproduced. All shop
drawings must be original works from the Contractor subcontractors, sub-subcontractors
and material suppliers.
1.7 PRODUCT DATA
A. Mark each copy to identify applicable products, models, options, and other data. Supplement
manufacturers' standard data to provide information unique to this Project.
B. Include recommendations for application and use, and reference to compliance with specified
standards of trade associations and testing agencies.
C. Include notation of special coordination requirements for interfacing with adjacent work and
building utilities where applicable.
D. After review, distribute in accordance with Article titled Submittal Procedures above and
provide copies for Record Documents described in Section 01700 – Contract Closeout.
1.8 DESIGN DATA
A. Submit for Engineer's knowledge as contract administrator or for Owner.
B. Submit for information for limited purpose of assessing conformance with information given
and design concept expressed in Contract Documents.
1.9 TEST REPORTS
A. Submit for Engineer's knowledge as contract administrator or for Owner.
B. Submit test reports for information for limited purpose of assessing conformance with
information given and design concept expressed in Contract Documents.
EXHIBIT 3
01017216 SUBMITTAL PROCEDURES 01300 - 4
02/17
1.10 CERTIFICATES
A. When specified in individual specification sections, submit certification by manufacturer,
installation/application subcontractor, or Contractor to Engineer.
B. Indicate material or product conforms to or exceeds specified requirements. Submit supporting
reference data, affidavits, and certifications as appropriate.
C. Certificates may be recent or previous test results on material or product, but must be
acceptable to Engineer.
1.11 MANUFACTURER'S INSTRUCTIONS
A. When specified in individual specification sections, submit manufacturers' printed instructions
for delivery, storage, assembly, installation, start-up, adjusting, and finishing.
B. Identify conflicts between manufacturers' instructions and Contract Documents.
C. Indicate special procedures, conditions requiring special attention and special environmental
criteria required for application or installation.
1.12 MANUFACTURER'S FIELD REPORTS
A. Submit reports for Engineer’s benefit as contract administrator or for Owner.
B. Submit report within 30 days of observation to Engineer for information.
C. Submit for information for limited purpose of assessing conformance with information given
and design concept expressed in Contract Documents.
1.13 GEOSYNTHETIC LINER
A. Within 15 days after Notice to Proceed, submit one actual sample of the reinforced material for
shear testing. Sample must be representative of the type used.
B. Sample size: One roll width, four feet in length (minimum).
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION
EXHIBIT 3
01017216 STORMWATER POLLUTION PREVENTION MEASURES 01356 - 1
02/17
SECTION 01356 - STORMWATER POLLUTION PREVENTION MEASURES
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Where required, Contractor shall develop a Stormwater Pollution Prevention Plan
(SWPPP), file a Notice of Intent (NOI), and implement stormwater pollution prevention
measures shown on Drawings. Contractor is responsible for any fines or penalties
assessed by the appropriate regulatory agency for failure to make required inspections,
properly document those inspections, and/ adequately implement and adjust the
stormwater pollution prevention measures where a SWPPP is implemented.
B. Related Sections:
1. Other Division 01 Specification Sections apply to Work of this Section.
1.2 SUBMITTALS
A. Inspection Reports.
1.3 EROSION AND SEDIMENT CONTROLS
A. General
1. Structural measures shall be implemented to divert flows from exposed soils, temporarily
store flows, or otherwise limit run-off and the discharge of pollutants from exposed areas
of the site. Structural practices shall be implemented in a timely manner during the
construction process to minimize erosion and sediment runoff.
B. Stabilized Ingress/Egress
1. Stabilized access to and from the construction site shall be installed as soon as practical
where a SWPPP is required.
2. In all cases, Contractor shall ensure that any soil tracked offsite is cleaned from existing
roads, alleys, and any adjacent properties as soon as possible. Contractor or other
responsible party shall check for any pollutants (mud, silt, sand, cement, construction
materials, etc.) tracked or washed offsite and perform necessary clean-up measures at the
end of each work day.
C. Silt Fences/Diversion Berms
1. Where necessary, Contractor shall provide silt fences and/or diversion berms as a
temporary structural practice to minimize erosion and sediment runoff. Silt fences and/or
diversion berms shall be properly installed to effectively retain sediment immediately
after completing each phase of work where erosion would occur in the form of sheet and
rill erosion (e.g. clearing and grubbing, excavation, embankment, and grading).
D. Sand/Gravel Bags
1. Contractor may provide sand/gravel bags as a temporary structural practice to minimize
erosion and sediment runoff. Bags shall be properly placed to effectively retain sediment
immediately after completing each phase of work (e.g., clearing and grubbing,
excavation, embankment, and grading) in each independent runoff area (e.g., after
clearing and grubbing in an area between a ridge and drain, bags shall be placed as work
progresses, bags shall be removed/replaced/relocated as needed for work to progress in
EXHIBIT 3
01017216 STORMWATER POLLUTION PREVENTION MEASURES 01356 - 2
02/17
the drainage area). Sand/gravel bags must remain in good condition, or they shall be
replaced.
E. Site Stabilization
1. Contractor shall disturb the least amount of site area as possible.
2. Stabilization measures may include any of the following measures:
a. Temporary or permanent seeding or sodding.
b. Mulching.
c. Geotextiles.
d. Vegetative buffer strips.
e. Paving.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION
3.1 STORMWATER POLLUTION PREVENTION PLAN
A. A SWPPP is only required if the limits of disturbance exceed 1.0 AC.
1. NOTE: The limits of disturbance for this project will exceed 1.0 AC in size.
Contractor to prepare and submit bid accordingly.
B. If limits of disturbance exceed 1 AC, the Contractor is responsible for meeting requirements of
TPDES. (Contractor shall develop SWPPP, file a NOI and implement SWPPP measures).
C. A completed Construction Site Notice form in accordance with the requirements of the State’s
general permit for storm water discharges from construction sites will be prepared by the
Contractor (where a SWPPP is required).
D. The SWPPP (where required) shall be continually updated as necessary to reflect current and
changing conditions on site. Additional measures not specifically shown in the SWPPP may be
used to control erosion from leaving the site.
END OF SECTION
EXHIBIT 3
01017216 QUALITY CONTROL 01400 - 1
02/17
SECTION 01400 - QUALITY CONTROL
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Quality assurance and control of installation.
2. Tolerances, references, and move-up requirements.
3. Inspection and testing laboratory services.
4. Manufacturer field services.
5. Examination and preparation.
B. Related Sections:
1. Other Division01 Specification Sections apply to Work of this Section.
2. Section 01090 - Reference Standards.
3. Section 01300 - Submittals: Submission of Manufacturers' Instructions and Certificates.
4. Section 01550 - Material and Equipment: Requirements for material and product quality.
1.2 QUALITY ASSURANCE/CONTROL OF INSTALLATION
A. Monitor quality control over suppliers, manufacturers, Products, services, site conditions, and
workmanship, to produce Work of specified quality.
B. Comply fully with manufacturers' instructions, including each step in sequence.
C. Should manufacturers' instructions conflict with Contract Documents, request clarification from
Engineer before proceeding.
D. Perform work by persons qualified to produce workmanship of specified quality.
E. Verify field measurements are as indicated on Shop drawing or as instructed by Manufacturer.
1.3 TOLERANCES
A. Monitor fabrication and installation tolerance control of products to produce acceptable Work.
Do not permit tolerances to accumulate.
B. Comply with manufacturers' tolerances. Should manufacturer tolerances conflict with Contract
Documents, request clarification from Engineer before proceeding.
C. Adjust products to appropriate dimensions; position before securing in place.
1.4 REFERENCES
A. For products or workmanship specified by association, trade, or other consensus standards,
comply with requirements of standard, except when more rigid requirements are specified or
are required by applicable codes.
B. Conform to reference standard by date of issue current on date of Contract Documents except
where a specific date is established by Code.
C. Obtain copy of standards when required by specification section.
D. Neither contractual relationship, duties nor responsibilities of parties in Contract nor those of
the Engineer shall be altered from Contract Documents by mention or inference otherwise in
any reference document.
EXHIBIT 3
01017216 QUALITY CONTROL 01400 - 2
02/17
1.5 INSPECTION AND TESTING LABORATORY SERVICES
A. Contractor will perform quality control testing as necessary on the liner system and other
aspects of the project to ensure construction meets the project specifications. Once the
Contractor meets the specification requirements, the Contractor shall coordinate with the
Owner's representative for quality assurance (QA) testing.
B. Owner will appoint, employ, and pay for services of an independent firm to perform inspection
and quality assurance testing on general construction and the liner system.
C. Contractor or the independent firm will perform inspections, tests, and other services specified
in individual specification Sections and as required by the Engineer.
D. Reports will be submitted by the Contractor or the independent firm to the Engineer, in
triplicate, indicating observations and results of tests and indicating compliance or
non-compliance with Contract Documents.
E. Retesting required because of non-conformance to specified requirements shall be performed by
the same independent firm on instructions by the Engineer. Payment for retesting charged to
Contractor.
1.6 MANUFACTURERS' FIELD SERVICES
A. When specified in individual specification Sections, require material or product suppliers or
manufacturers to provide qualified staff personnel to observe site conditions, conditions of
surfaces and installation, quality of workmanship, start-up of equipment, test, adjust, and
balance of equipment as applicable, and to initiate instructions when necessary.
B. Submit qualifications of observer to Engineer 30 days in advance of required observations.
Observer subject to approval of Engineer.
C. Report observations and site decisions or instructions given to applicators or installers that are
supplemental or contrary to manufacturers' written instructions.
D. Refer to Section 01300 - Submittals, Manufacturers' Field Reports article.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION
3.1 EXAMINATION
A. Verify existing site conditions and substrate surfaces are acceptable for subsequent Work.
Beginning new Work means acceptance of existing conditions.
B. Verify existing substrate is capable of structural support or attachment of new Work being
applied or attached.
C. Examine and verify specific conditions described in individual specification sections.
D. Verify utility services are available, of correct characteristics, and in correct locations.
END OF SECTION
EXHIBIT 3
01017216
02/17
REFERENCES 01420 - 1
SECTION 01420 - REFERENCES
PART 1 - GENERAL
1.1 SUMMARY
A. Related Sections:
1. Other Divisions 01 Specification Sections apply to Work of this Section.
1.2 DEFINITIONS
A. General: Basic Contract definitions are included in the Conditions of the Contract.
B. Approved: When used to convey Engineer action on Contractor submittals, applications,
and requests; "approved" is limited to Engineer duties and responsibilities as stated in the
Conditions of the Contract.
C. Directed: Command or instruction by Engineer; other terms including "requested,"
"authorized," "selected," "required," and "permitted" have same meaning as "directed."
D. Indicated: Requirements expressed by graphic representations or in written form on
Drawings, in Specifications, and in other Contract Documents. Other terms including
"shown," "noted," "scheduled," and "specified" have same meaning as "indicated."
E. Regulations: Laws, ordinances, statutes, and lawful orders issued by authorities having
jurisdiction, and rules, conventions, and agreements within the construction industry that
control performance of the Work.
F. Furnish: Supply and deliver to Project site, ready for unloading, unpacking, assembly,
installation, and similar operations.
1.3 INDUSTRY STANDARDS
A. Applicability of Standards: Unless the Contract Documents include more stringent
requirements, applicable construction industry standards have the same force and effect as
if bound or copied directly into the Contract Documents to the extent referenced. Such
standards are made a part of the Contract Documents by reference.
B. Publication Dates: Comply with standards in effect as of date of the Contract Documents
unless otherwise indicated.
C. Copies of Standards: Each entity engaged in construction on Project should be familiar
with industry standards applicable to its construction activity. Copies of applicable
standards are not bound with the Contract Documents.
1. Where copies of standards are needed to perform a required construction activity,
obtain copies directly from publication source.
1.4 ABBREVIATIONS AND ACRONYMS
A. Industry Organizations: Where abbreviations and acronyms are used in Specifications or
other Contract Documents, they shall mean the recognized name of the entities indicated in
Gale - Encyclopedia of Associations: National Organizations of the U.S., or in Columbia
Books - National Trade & Professional Associations of the United States.
EXHIBIT 3
01017216
02/17
REFERENCES 01420 - 2
B. Industry Organizations: Where abbreviations and acronyms are used in Specifications or
other Contract Documents, they shall mean the recognized name of the entities in the
following list (information is subject to change and believed accurate as of the date of the
Contract Documents):
1. AABC - Associated Air Balance Council; www.aabc.com.
2. AAMA - American Architectural Manufacturers Association; www.aamanet.org.
3. AAPFCO - Association of American Plant Food Control Officials; www.aapfco.org.
4. AASHTO - American Association of State Highway and Transportation Officials;
www.transportation.org.
5. AATCC - American Association of Textile Chemists and Colorists; www.aatcc.org.
6. ABMA - American Bearing Manufacturers Association;
www.americanbearings.org.
7. ABMA - American Boiler Manufacturers Association; www.abma.com.
8. ACI - American Concrete Institute; (Formerly: ACI International); www.abma.com.
9. ACPA - American Concrete Pipe Association; www.concrete-pipe.org.
10. AEIC - Association of Edison Illuminating Companies, Inc. (The); www.aeic.org.
11. AF&PA - American Forest & Paper Association; www.afandpa.org.
12. AGA - American Gas Association; www.aga.org.
13. AHAM - Association of Home Appliance Manufacturers; www.aham.org.
14. AHRI - Air-Conditioning, Heating, and Refrigeration Institute (The);
www.ahrinet.org.
15. AI - Asphalt Institute; www.asphaltinstitute.org.
16. AIA - American Institute of Architects (The); www.aia.org.
17. AISC - American Institute of Steel Construction; www.aisc.org.
18. AISI - American Iron and Steel Institute; www.steel.org.
19. AITC - American Institute of Timber Construction; www.aitc-glulam.org.
20. AMCA - Air Movement and Control Association International, Inc.; www.amca.org.
21. ANSI - American National Standards Institute; www.ansi.org.
22. AOSA - Association of Official Seed Analysts, Inc.; www.aosaseed.com.
23. APA - APA - The Engineered Wood Association; www.apawood.org.
24. APA - Architectural Precast Association; www.archprecast.org.
25. API - American Petroleum Institute; www.api.org.
26. ARI - Air-Conditioning & Refrigeration Institute; (See AHRI).
27. ARI - American Refrigeration Institute; (See AHRI).
28. ARMA - Asphalt Roofing Manufacturers Association; www.asphaltroofing.org.
29. ASCE - American Society of Civil Engineers; www.asce.org.
30. ASCE/SEI - American Society of Civil Engineers/Structural Engineering Institute;
(See ASCE).
31. ASHRAE - American Society of Heating, Refrigerating and Air-Conditioning
Engineers; www.ashrae.org.
32. ASME - ASME International; (American Society of Mechanical Engineers);
www.asme.org.
33. ASSE - American Society of Safety Engineers (The); www.asse.org.
34. ASSE - American Society of Sanitary Engineering; www.asse-plumbing.org.
35. ASTM - ASTM International; www.astm.org.
36. ATIS - Alliance for Telecommunications Industry Solutions; www.atis.org.
37. AWEA - American Wind Energy Association; www.awea.org.
38. AWI - Architectural Woodwork Institute; www.awinet.org.
39. AWMAC - Architectural Woodwork Manufacturers Association of Canada;
www.awmac.com.
40. AWPA - American Wood Protection Association; www.awpa.com.
41. AWS - American Welding Society; www.aws.org.
EXHIBIT 3
01017216
02/17
REFERENCES 01420 - 3
42. AWWA - American Water Works Association; www.awwa.org.
43. BHMA - Builders Hardware Manufacturers Association;
www.buildershardware.com.
44. BIA - Brick Industry Association (The); www.gobrick.com.
45. BICSI - BICSI, Inc.; www.bicsi.org.
46. BIFMA - BIFMA International; (Business and Institutional Furniture Manufacturer's
Association); www.bifma.org.
47. BISSC - Baking Industry Sanitation Standards Committee; www.bissc.org.
48. BWF - Badminton World Federation; (Formerly: International Badminton
Federation); www.bissc.org.
49. CDA - Copper Development Association; www.copper.org.
50. CEA - Canadian Electricity Association; www.electricity.ca.
51. CEA - Consumer Electronics Association; www.ce.org.
52. CFFA - Chemical Fabrics and Film Association, Inc.;
www.chemicalfabricsandfilm.com.
53. CFSEI - Cold-Formed Steel Engineers Institute; www.cfsei.org.
54. CGA - Compressed Gas Association; www.cganet.com.
55. CIMA - Cellulose Insulation Manufacturers Association; www.cellulose.org.
56. CISCA - Ceilings & Interior Systems Construction Association; www.cisca.org.
57. CISPI - Cast Iron Soil Pipe Institute; www.cispi.org.
58. CLFMI - Chain Link Fence Manufacturers Institute; www.chainlinkinfo.org.
59. CPA - Composite Panel Association; www.pbmdf.com.
60. CRI - Carpet and Rug Institute (The); www.carpet-rug.org.
61. CRRC - Cool Roof Rating Council; www.coolroofs.org.
62. CRSI - Concrete Reinforcing Steel Institute; www.crsi.org.
63. CSA - Canadian Standards Association; www.csa.ca.
64. CSA - CSA International; (Formerly: IAS - International Approval Services);
www.csa-international.org.
65. CSI - Construction Specifications Institute (The); www.csinet.org.
66. CSSB - Cedar Shake & Shingle Bureau; www.cedarbureau.org.
67. CTI - Cooling Technology Institute; (Formerly: Cooling Tower Institute);
www.cti.org.
68. CWC - Composite Wood Council; (See CPA).
69. DASMA - Door and Access Systems Manufacturers Association; www.dasma.com.
70. DHI - Door and Hardware Institute; www.dhi.org.
71. ECA - Electronic Components Association; (See ECIA).
72. ECAMA - Electronic Components Assemblies & Materials Association; (See
ECIA).
73. ECIA - Electronic Components Industry Association; www.eciaonline.org.
74. EIA - Electronic Industries Alliance; (See TIA).
75. EIMA - EIFS Industry Members Association; www.eima.com.
76. EJMA - Expansion Joint Manufacturers Association, Inc.; www.ejma.org.
77. ESD - ESD Association; (Electrostatic Discharge Association); www.esda.org.
78. ESTA - Entertainment Services and Technology Association; (See PLASA).
79. EVO - Efficiency Valuation Organization; www.evo-world.org.
80. FCI - Fluid Controls Institute; www.fluidcontrolsinstitute.org.
81. FIBA - Federation Internationale de Basketball; (The International Basketball
Federation); www.fiba.com.
82. FIVB - Federation Internationale de Volleyball; (The International Volleyball
Federation); www.fivb.org.
83. FM Approvals - FM Approvals LLC; www.fmglobal.com.
84. FM Global - FM Global; (Formerly: FMG - FM Global); www.fmglobal.com.
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REFERENCES 01420 - 4
85. FRSA - Florida Roofing, Sheet Metal & Air Conditioning Contractors Association,
Inc.; www.floridaroof.com.
86. FSA - Fluid Sealing Association; www.fluidsealing.com.
87. FSC - Forest Stewardship Council U.S.; www.fscus.org.
88. GA - Gypsum Association; www.gypsum.org.
89. GANA - Glass Association of North America; www.glasswebsite.com.
90. GS - Green Seal; www.greenseal.org.
91. HI - Hydraulic Institute; www.pumps.org.
92. HI/GAMA - Hydronics Institute/Gas Appliance Manufacturers Association; (See
AHRI).
93. HMMA - Hollow Metal Manufacturers Association; (See NAAMM).
94. HPVA - Hardwood Plywood & Veneer Association; www.hpva.org.
95. HPW - H. P. White Laboratory, Inc.; www.hpwhite.com.
96. IAPSC - International Association of Professional Security Consultants;
www.iapsc.org.
97. IAS - International Accreditation Service; www.iasonline.org.
98. IAS - International Approval Services; (See CSA).
99. ICBO - International Conference of Building Officials; (See ICC).
100. ICC - International Code Council; www.iccsafe.org.
101. ICEA - Insulated Cable Engineers Association, Inc.; www.icea.net.
102. ICPA - International Cast Polymer Alliance; www.icpa-hq.org.
103. ICRI - International Concrete Repair Institute, Inc.; www.icri.org.
104. IEC - International Electrotechnical Commission; www.iec.ch.
105. IEEE - Institute of Electrical and Electronics Engineers, Inc. (The); www.ieee.org.
106. IES - Illuminating Engineering Society; (Formerly: Illuminating Engineering
Society of North America); www.ies.org.
107. IESNA - Illuminating Engineering Society of North America; (See IES).
108. IEST - Institute of Environmental Sciences and Technology; www.iest.org.
109. IGMA - Insulating Glass Manufacturers Alliance; www.igmaonline.org.
110. IGSHPA - International Ground Source Heat Pump Association;
www.igshpa.okstate.edu.
111. ILI - Indiana Limestone Institute of America, Inc.; www.iliai.com.
112. Intertek - Intertek Group; (Formerly: ETL SEMCO; Intertek Testing Service NA);
www.intertek.com.
113. ISA - International Society of Automation (The); (Formerly: Instrumentation,
Systems, and Automation Society); www.isa.org.
114. ISAS - Instrumentation, Systems, and Automation Society (The); (See ISA).
115. ISFA - International Surface Fabricators Association; (Formerly: International Solid
Surface Fabricators Association); www.isfanow.org.
116. ISO - International Organization for Standardization; www.iso.org.
117. ISSFA - International Solid Surface Fabricators Association; (See ISFA).
118. ITU - International Telecommunication Union; www.itu.int/home.
119. KCMA - Kitchen Cabinet Manufacturers Association; www.kcma.org.
120. LMA - Laminating Materials Association; (See CPA).
121. LPI - Lightning Protection Institute; www.lightning.org.
122. MBMA - Metal Building Manufacturers Association; www.mbma.com.
123. MCA - Metal Construction Association; www.metalconstruction.org.
124. MFMA - Maple Flooring Manufacturers Association, Inc.; www.maplefloor.org.
125. MFMA - Metal Framing Manufacturers Association, Inc.;
www.metalframingmfg.org.
126. MHIA - Material Handling Industry of America; www.mhia.org.
127. MIA - Marble Institute of America; www.marble-institute.com.
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REFERENCES 01420 - 5
128. MMPA - Moulding & Millwork Producers Association; www.wmmpa.com.
129. MPI - Master Painters Institute; www.paintinfo.com.
130. MSS - Manufacturers Standardization Society of The Valve and Fittings Industry
Inc.; www.mss-hq.org.
131. NAAMM - National Association of Architectural Metal Manufacturers;
www.naamm.org.
132. NACE - NACE International; (National Association of Corrosion Engineers
International); www.nace.org.
133. NADCA - National Air Duct Cleaners Association; www.nadca.com.
134. NAIMA - North American Insulation Manufacturers Association;
www.naima.orgwww.naima.org.
135. NBGQA - National Building Granite Quarries Association, Inc.; www.nbgqa.com.
136. NBI - New Buildings Institute; www.newbuildings.org.
137. NCAA - National Collegiate Athletic Association (The); www.ncaa.org.
138. NCMA - National Concrete Masonry Association; www.ncma.org.
139. NEBB - National Environmental Balancing Bureau; www.nebb.org.
140. NECA - National Electrical Contractors Association; www.necanet.org.
141. NeLMA - Northeastern Lumber Manufacturers Association; www.nelma.org.
142. NEMA - National Electrical Manufacturers Association; www.nema.org.
143. NETA - InterNational Electrical Testing Association; www.netaworld.org.
144. NFHS - National Federation of State High School Associations; www.nfhs.org.
145. NFPA - National Fire Protection Association; www.nfpa.org.
146. NFPA - NFPA International; (See NFPA).
147. NFRC - National Fenestration Rating Council; www.nfrc.org.
148. NHLA - National Hardwood Lumber Association; www.nhla.com.
149. NLGA - National Lumber Grades Authority; www.nlga.org.
150. NOFMA - National Oak Flooring Manufacturers Association; (See NWFA).
151. NOMMA - National Ornamental & Miscellaneous Metals Association;
www.nomma.org.
152. NRCA - National Roofing Contractors Association; www.nrca.net.
153. NRMCA - National Ready Mixed Concrete Association; www.nrmca.org.
154. NSF - NSF International; www.nsf.org.
155. NSPE - National Society of Professional Engineers; www.nspe.org.
156. NSSGA - National Stone, Sand & Gravel Association; www.nssga.org.
157. NTMA - National Terrazzo & Mosaic Association, Inc. (The); www.ntma.com.
158. NWFA - National Wood Flooring Association; www.nwfa.org.
159. PCI - Precast/Prestressed Concrete Institute; www.pci.org.
160. PDI - Plumbing & Drainage Institute; www.pdionline.org.
161. PLASA - PLASA; (Formerly: ESTA - Entertainment Services and Technology
Association); www.plasa.org.
162. RCSC - Research Council on Structural Connections; www.boltcouncil.org.
163. RFCI - Resilient Floor Covering Institute; www.rfci.com.
164. RIS - Redwood Inspection Service; www.redwoodinspection.com.
165. SAE - SAE International; www.sae.org.
166. SCTE - Society of Cable Telecommunications Engineers; www.scte.org.
167. SDI - Steel Deck Institute; www.sdi.org.
168. SDI - Steel Door Institute; www.steeldoor.org.
169. SEFA - Scientific Equipment and Furniture Association (The); www.sefalabs.com.
170. SEI/ASCE - Structural Engineering Institute/American Society of Civil Engineers;
(See ASCE).
171. SIA - Security Industry Association; www.siaonline.org.
172. SJI - Steel Joist Institute; www.steeljoist.org.
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173. SMA - Screen Manufacturers Association; www.smainfo.org.
174. SMACNA - Sheet Metal and Air Conditioning Contractors' National Association;
www.smacna.org.
175. SMPTE - Society of Motion Picture and Television Engineers; www.smpte.org.
176. SPFA - Spray Polyurethane Foam Alliance; www.sprayfoam.org.
177. SPIB - Southern Pine Inspection Bureau; www.spib.org.
178. SPRI - Single Ply Roofing Industry; www.spri.org.
179. SRCC - Solar Rating & Certification Corporation; www.solar-rating.org.
180. SSINA - Specialty Steel Industry of North America; www.ssina.com.
181. SSPC - SSPC: The Society for Protective Coatings; www.sspc.org.
182. STI - Steel Tank Institute; www.steeltank.com.
183. SWI - Steel Window Institute; www.steelwindows.com.
184. SWPA - Submersible Wastewater Pump Association; www.swpa.org.
185. TCA - Tilt-Up Concrete Association; www.tilt-up.org.
186. TCNA - Tile Council of North America, Inc.; www.tileusa.com.
187. TEMA - Tubular Exchanger Manufacturers Association, Inc.; www.tema.org.
188. TIA - Telecommunications Industry Association (The); (Formerly: TIA/EIA -
Telecommunications Industry Association/Electronic Industries Alliance);
www.tiaonline.org.
189. TIA/EIA - Telecommunications Industry Association/Electronic Industries Alliance;
(See TIA).
190. TMS - The Masonry Society; www.masonrysociety.org.
191. TPI - Truss Plate Institute; www.tpinst.org.
192. TPI - Turfgrass Producers International; www.turfgrasssod.org.
193. TRI - Tile Roofing Institute; www.tileroofing.org.
194. UL - Underwriters Laboratories Inc.; www.ul.com.
195. UNI - Uni-Bell PVC Pipe Association; www.uni-bell.org.
196. USAV - USA Volleyball; www.usavolleyball.org.
197. USGBC - U.S. Green Building Council; www.usgbc.org.
198. USITT - United States Institute for Theatre Technology, Inc.; www.usitt.org.
199. WASTEC - Waste Equipment Technology Association; www.wastec.org.
200. WCLIB - West Coast Lumber Inspection Bureau; www.wclib.org.
201. WCMA - Window Covering Manufacturers Association; www.wcmanet.org.
202. WDMA - Window & Door Manufacturers Association; www.wdma.com.
203. WI - Woodwork Institute; www.wicnet.org.
204. WSRCA - Western States Roofing Contractors Association; www.wsrca.com.
205. WWPA - Western Wood Products Association; www.wwpa.org.
C. Code Agencies: Where abbreviations and acronyms are used in Specifications or other
Contract Documents, they shall mean the recognized name of the entities in the following
list. This information is believed to be accurate as of the date of the Contract Documents.
1. DIN - Deutsches Institut fur Normung e.V.; www.din.de.
2. IAPMO - International Association of Plumbing and Mechanical Officials;
www.iapmo.org.
3. ICC - International Code Council; www.iccsafe.org.
4. ICC-ES - ICC Evaluation Service, LLC; www.icc-es.org.
D. Federal Government Agencies: Where abbreviations and acronyms are used in
Specifications or other Contract Documents, they shall mean the recognized name of the
entities in the following list. Information is subject to change and is up to date as of the
date of the Contract Documents.
1. COE - Army Corps of Engineers; www.usace.army.mil.
2. CPSC - Consumer Product Safety Commission; www.cpsc.gov.
EXHIBIT 3
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REFERENCES 01420 - 7
3. DOC - Department of Commerce; National Institute of Standards and Technology;
www.nist.gov.
4. DOD - Department of Defense; www.quicksearch.dla.mil.
5. DOE - Department of Energy; www.energy.gov.
6. EPA - Environmental Protection Agency; www.epa.gov.
7. FAA - Federal Aviation Administration; www.faa.gov.
8. FG - Federal Government Publications; www.gpo.gov.
9. GSA - General Services Administration; www.gsa.gov.
10. HUD - Department of Housing and Urban Development; www.hud.gov.
11. LBL - Lawrence Berkeley National Laboratory; Environmental Energy
Technologies Division; www.eetd.lbl.gov.
12. OSHA - Occupational Safety & Health Administration; www.osha.gov.
13. SD - Department of State; www.state.gov.
14. TRB - Transportation Research Board; National Cooperative Highway Research
Program; The National Academies; www.trb.org.
15. USDA - Department of Agriculture; Agriculture Research Service; U.S. Salinity
Laboratory; www.ars.usda.gov.
16. USDA - Department of Agriculture; Rural Utilities Service; www.usda.gov.
17. USDJ - Department of Justice; Office of Justice Programs; National Institute of
Justice; www.ojp.usdoj.gov.
18. USP - U.S. Pharmacopeial Convention; www.usp.org.
19. USPS - United States Postal Service; www.usps.com.
E. Standards and Regulations: Where abbreviations and acronyms are used in Specifications
or other Contract Documents, they shall mean the recognized name of the standards and
regulations in the following list. This information is subject to change and is believed to be
accurate as of the date of the Contract Documents.
1. CFR - Code of Federal Regulations; Available from Government Printing Office;
www.gpo.gov/fdsys.
2. DOD - Department of Defense; Military Specifications and Standards; Available
from DLA Document Services; www.quicksearch.dla.mil.
3. DSCC - Defense Supply Center Columbus; (See FS).
4. FED-STD - Federal Standard; (See FS).
5. FS - Federal Specification; Available from DLA Document Services;
www.quicksearch.dla.mil.
a. Available from Defense Standardization Program; www.dsp.dla.mil.
b. Available from General Services Administration; www.gsa.gov.
c. Available from National Institute of Building Sciences/Whole Building
Design Guide; www.wbdg.org/ccb.
6. MILSPEC - Military Specification and Standards; (See DOD).
7. USAB - United States Access Board; www.access-board.gov.
8. USATBCB - U.S. Architectural & Transportation Barriers Compliance Board; (See
USAB).
F. State Government Agencies: Where abbreviations and acronyms are used in Specifications
or other Contract Documents, they shall mean the recognized name of the entities in the
following list. This information is subject to change and is believed to be accurate as of the
date of the Contract Documents.
1. CBHF; State of California; Department of Consumer Affairs; Bureau of Electronic
and Appliance Repair, Home Furnishings and Thermal Insulation;
www.bearhfti.ca.gov.
2. CCR; California Code of Regulations; Office of Administrative Law; California
Title 24 Energy Code; www.calregs.com.
3. CDHS; California Department of Health Services; (See CDPH).
EXHIBIT 3
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REFERENCES 01420 - 8
4. CDPH; California Department of Public Health; Indoor Air Quality Program;
www.cal-iaq.org.
5. CPUC; California Public Utilities Commission; www.cpuc.ca.gov.
6. SCAQMD; South Coast Air Quality Management District; www.aqmd.gov.
7. TAS; Architectural Barriers Texas Accessibility Standards;
www.tdlr.texas.gov/ab/abtas.htm.
8. TFS; Texas A&M Forest Service; Sustainable Forestry and Economic Development;
www.txforestservice.tamu.edu.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION
EXHIBIT 3
01017216 CONSTRUCTION FACILITIES 01500 - 1
02/17 AND TEMPORARY CONTROLS
SECTION 01500 - CONSTRUCTION FACILITIES AND TEMPORARY CONTROLS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Temporary Utilities: Electricity, water, and sanitary facilities.
2. Temporary Controls: Barriers, water control, protection of the Work, and security.
3. Construction Facilities: Progress cleaning and removal of utilities.
B. Related Sections:
1. Other Division 01 Specification Sections apply to Work of this Section.
2. Section 01700 - Contract Closeout: Final cleaning.
1.2 CONSTRUCTION ENTRANCE
A. Contractor shall coordinate with Owner and use operations entrance for site ingress/egress.
1.3 TEMPORARY ELECTRICITY
A. Contractor shall contact electric company to provide service for temporary power, if required.
B. Owner will not pay cost of energy used. Exercise measures to conserve energy.
C. Provide power outlets for construction operations, with branch wiring and distribution boxes
located as required by Contractor's operations. Provide flexible power cords as required.
D. Provide main service disconnect and overcurrent protection at convenient location in
conformance with National Electrical Code (NEC).
1.4 TEMPORARY WATER SERVICE
A. Contractor shall provide temporary water service for all purposes (potable and non-potable), if
required.
B. Owner will not pay cost of water used. Exercise measures to conserve water.
C. Contractor must provide a means at Contractor’s expense to pump the water from the source
and load water transport vehicles.
D. Water for construction purposes may be obtained from the City's "gooseneck" re-use water
supply at no cost to Contractor.
1.5 TEMPORARY SANITARY FACILITIES
A. Provide and maintain required facilities and enclosures.
B. Permanent building facilities shall not be used during construction operations. Maintain daily in
clean and sanitary condition.
1.6 BARRIERS/TRAFFIC CONTROL
A. Provide barriers to prevent unauthorized entry to construction areas to allow for Owner's use of
site, and to protect existing facilities and adjacent properties from damage from construction
operations and demolition.
EXHIBIT 3
01017216 CONSTRUCTION FACILITIES 01500 - 2
02/17 AND TEMPORARY CONTROLS
B. Furnish all necessary traffic control signs and flag personnel. The Contractor shall establish a
parking area in a location approved by the engineer and Owner.
C. Protect non-owned vehicular traffic, stored materials, site, and structures from damage.
1.7 STORM WATER CONTROL
A. Grade site to drain. Maintain excavations free of water.
B. Protect site from puddling or running water. Provide water barriers as required to protect site
from soil erosion.
C. Protect all lining materials from water before, during, and after installation.
1.8 PROTECTION OF INSTALLED WORK
A. Protect installed Work and provide special protection where specified in individual
specification Sections.
B. Provide temporary and removable protection for installed Products. Control activity in
immediate work area to minimize damage.
1.9 SECURITY/WORKING HOURS
A. Provide security and facilities to protect Work from unauthorized entry, vandalism, or theft.
Cost for security shall be included in bid price.
B. Normal hours of operation for the landfill are 7 a.m. to 4 p.m. Monday - Saturday. Contractor
will be allowed to work beyond the landfill normal working hours of operation. Contractor will
be responsible for coordinating with Owner and securing the site when doing so.
C. Contractor shall not operate equipment between 7 p.m. and 7 a.m.
1.10 PROGRESS CLEANING
A. Maintain areas free of waste materials, debris, and rubbish. Keep site clean and orderly.
B. Remove waste materials, debris, and rubbish from site and dispose on existing working face at
intervals as required to maintain clean site.
1.11 REMOVAL OF UTILITIES, FACILITIES, AND CONTROLS
A. Remove temporary above grade or buried utilities, equipment, facilities and materials as soon as
permanent facilities can be utilized.
B. Remove underground installations to a minimum depth of 2 feet. Grade site as indicated.
C. Clean and repair damage caused by installation or use of temporary work.
D. Restore existing facilities used during construction to original condition. Restore permanent
facilities used during construction to specified condition.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION
EXHIBIT 3
01017216 MATERIAL AND EQUIPMENT 01550 - 1
02/17
SECTION 01550 - MATERIAL AND EQUIPMENT
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Products and product options.
2. Product delivery, storage, and handling.
3. Equipment list and substitutions.
B. Related Sections:
1. Other Division 01 Specification Sections apply to Work of this Section.
1.2 PRODUCTS
A. Products: New material, components, and systems forming the Work. Does not include
machinery and equipment used for preparation, fabrication, conveying and erection of Work.
B. Provide interchangeable components of the same manufacturer, for similar components.
1.3 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Delivery
1. Deliver materials, products and equipment to project site in undamaged condition in
manufacturer original, unopened containers or packaging, with identifying labels intact
and legible.
2. Promptly inspect shipments to assure that products comply with requirements, quantities
are correct, and products are undamaged.
3. Provide equipment and personnel to handle products by methods to prevent soiling,
disfigurement, or damage.
4. Arrange deliveries in accordance with the construction schedule and in ample time to
facilitate inspection prior to installation to avoid unnecessary delays in the construction
process.
B. Storage
1. 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.
2. For exterior storage of fabricated products, place on sloped supports, above ground.
3. Provide offsite storage and protection when site does not permit onsite storage or
protection.
4. Cover products subject to deterioration with impervious sheet covering. Provide
ventilation to avoid condensation.
5. Store loose granular materials on solid flat surfaces in a well-drained area. Provide cover
to stockpile to prevent windblown contaminants from mixing with the stockpile.
Granular materials shall not be stored on bare ground or asphalt surfaces.
6. Provide equipment and personnel to store products by methods to prevent soiling,
disfigurement, or damage.
7. Arrange storage of products to permit access for inspection. Periodically inspect to verify
products are undamaged and are maintained in acceptable condition.
EXHIBIT 3
01017216 MATERIAL AND EQUIPMENT 01550 - 2
02/17
8. Materials, products, and equipment may be stored offsite in bonded and insured
warehouse approved by Engineer and Owner. Pay all costs incurred for offsite storage
facilities. Products properly stored in offsite storage facilities may be included in
progress pay request with written approval of the Engineer.
C. Handling
1. Handle materials, products and equipment in a manner prescribed by manufacturer or
specified to protect from damage during storage and installation.
1.4 PRODUCT OPTIONS
A. Products Specified by Reference Standards or by Description Only: Any product meeting those
standards or description.
B. Products Specified by Naming One or More Manufacturers: Products of manufacturers named
and meeting specifications, no options or substitutions allowed.
C. Products Specified by Naming One or More Manufacturers with a Provision for Substitutions:
Submit request for substitution for any manufacturer not named in accordance with Article 1.5.
1.5 EQUIPMENT LIST
A. Submit in accordance with Section 01300 - Submittals.
1.6 SUBSTITUTIONS
A. Engineer will consider requests for substitutions only within 30 days after date established in
Notice to Proceed.
B. Substitutions may be considered when product becomes unavailable through no fault of
Contractor.
C. Document each request with complete data substantiating compliance of proposed Substitution
with Contract Documents.
D. A request constitutes a representation that the Bidder:
1. Has investigated proposed product and determined that it meets or exceeds the quality
level of the specified product.
2. Will provide the same warranty for the Substitution as for the specified product.
3. Will coordinate installation and make changes to other Work which may be required for
the Work to be complete with no additional cost to Owner.
4. Waives claims for additional costs or time extension which may subsequently become
apparent.
5. Will reimburse Owner and Engineer for review or redesign services associated with
re-approval by authorities.
E. Substitutions will not be considered when they are indicated or implied on shop drawing or
product data submittals, without separate written request, or when acceptance will require
revision to the Contract Documents.
F. Substitution Submittal Procedure:
1. Submit four copies of request for Substitution for consideration. Limit each request to
one proposed Substitution.
2. Submit shop drawings, product data, and certified test results attesting to the proposed
product equivalence. Burden of proof is on proposer.
3. Engineer will notify Contractor, in writing, of decision to accept or reject request.
EXHIBIT 3
01017216 MATERIAL AND EQUIPMENT 01550 - 3
02/17
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION
EXHIBIT 3
01017216 ENVIRONMENTAL PROTECTION 01560 - 1
02/17
SECTION 01560 - ENVIRONMENTAL PROTECTION
PART 1 - GENERAL
1.1 SUMMARY
A. Related Sections:
1. Other Division 01 Specification Sections apply to Work of this Section.
1.2 REFERENCES
A. Listed publications form a part of this specification to extent referenced. Publications are
referred to in the text by the basic designation only.
1. Code of Federal Regulations (CFR)
a. 29 CFR 1910-SUBPART G: Occupational Health and Environmental Control.
2. Corps OF Engineers (COE)
a. COE EP-1165-2-304: 1976 Flood Plain Regulations for Flood Plain Management.
1.3 DEFINITIONS
A. Sediment: Eroded soil and other debris transported by runoff water or wind.
B. Solid Waste: Rubbish, debris, garbage, and other discarded solid materials resulting from
industrial, commercial, and agricultural operations and from community activities.
C. Rubbish: Combustible and noncombustible wastes such as paper, boxes, glass, crockery, metal,
lumber, cans, and bones.
D. Debris: Combustible and noncombustible wastes such as ashes and waste materials resulting
from construction or maintenance and repair work, leaves, and tree trimmings.
E. Chemical Wastes: This includes salts, acids, alkalies, herbicides, pesticides, organic chemicals,
and spent products which serve no purpose.
F. Sanitary Wastes: Sewage.
G. Wastes characterized as domestic sanitary sewage: Garbage.
1. Refuse and scraps resulting from preparation, cooking, dispensing, and consumption of
food.
H. Oily Waste: Petroleum products and bituminous materials.
1.4 ENVIRONMENTAL PROTECTION REQUIREMENTS
A. During the life of the contract, provide and maintain environmental protection as defined. Plan
for and provide environmental protective measures to control pollution that develops during
normal construction practice. Plan for and provide environmental protective measures required
to correct conditions that develop during construction of permanent or temporary environmental
features associated with the project. Comply with Federal, state, and local regulations pertaining
to the environment, including but not limited to water, air, and noise pollution.
1. Best Management Practices (BMPs)
a. Waste Materials: All waste materials, including construction debris, shall be
collected and stored in a securely lidded metal dumpster. No construction material
shall be buried on site. The transit dumpster shall comply with ordinance
18.52.010 (enclosure and removal of waste materials during construction.) The
dumpster shall be emptied as necessary or as required by ordinance 9.04 (solid
waste management) and the trash shall be hauled to a licensed landfill.
EXHIBIT 3
01017216 ENVIRONMENTAL PROTECTION 01560 - 2
02/17
b. Hazardous Waste: At a minimum, any products in the following categories shall
be considered hazardous: Paint, acids for cleaning masonry surfaces, cleaning
solvents, asphalt products, chemical additives for spill stabilization, curing
compounds and additives. In the event of a spill which may be hazardous, the
Contractor shall take immediate action and contact the fire dept. and TCEQ.
c. Sanitary Waste: All sanitary waste shall be collected from the construction
portable units as necessary or as required, chapter 18.08 (building code), by a
licensed sanitary waste management contractor. All waste material shall be the
responsibility of the Contractor.
d. Spill Prevention - practices used to reduce risk of spills or other accidental
exposures of materials to stormwater runoff:
1) Good Housekeeping
(a) Store only enough products required to do the job.
(b) Neatly store materials on-site in an orderly manner.
(c) Keep products in their original container.
(d) Do not mix substances with one another unless otherwise
recommended by manufacturer.
(e) Use entire contents of a product before disposing the container.
(f) Follow manufacturer recommendations for proper use and disposal.
2) Hazardous Products - practices used to reduce risks:
(a) Keep products in original container if possible.
(b) Retain original labels, product information, and (MSDS).
(c) Dispose surplus product in accordance with manufacturer or local
and state recommended methods.
3) Petroleum Products: All onsite vehicles shall be monitored for leaks and
receive regular preventive maintenance to reduce chance of spills.
Petroleum shall be stored in clearly-labeled, tightly-sealed containers. Any
asphalt substances used onsite shall be applied according to manufacturer
recommendation.
e. Spill Control Practices:
1) Manufacturer recommended methods for spill cleanup shall be clearly
posted and site personnel made aware of the procedures.
2) Materials and equipment necessary for spill cleanup shall be kept in onsite
material storage area.
3) All spills shall be cleaned up immediately after discovery.
4) Spill area shall be well-ventilated and appropriate clothing worn.
5) Any spill shall be reported to the appropriate governmental agency.
6) Measures shall be taken to prevent a spill from reoccurring.
f. Maintenance and Inspection Procedures: All pollution prevention measures shall
be inspected at least once a month and following a storm event of 0.5 inches or
more, best management practices and pollution control procedures shall be
inspected for adequacy. A record of the result of the inspections of the site shall
be kept onsite.
g. Remarks: Disposal areas, stockpiles, and haul roads shall be constructed to
minimize and control amount of sediment that may enter receiving waters or
streambeds. Construction staging areas and vehicle maintenance areas shall be
constructed by Contractor to minimize runoff of pollutants.
2. Stormwater Pollution Prevention Plan (SWPPP)
a. Contractor shall understand and sign certification statement relating to National
Pollutant Discharge Elimination System (NPDES).
EXHIBIT 3
01017216 ENVIRONMENTAL PROTECTION 01560 - 3
02/17
b. Contractor shall install erosion control measures as follows (recommendations
only; Contractor shall make sure the requirements of the NPDES are met.
1) Silt fencing or temporary berms shall be installed prior to start of
construction.
2) Temporary swales and desilting basins will be placed where necessary to
convey stormwater runoff.
3) Stabilized construction entrance will be provided to help reduce vehicle
tracking of sediments. The paved street adjacent to site entrance will be
swept daily to remove any excess mud, dirt, or rock tracked from site.
4) Owner shall be responsible for insuring all erosion control methods are
inspected monthly or after every erodible rainfall (1/2 inch or more). Any
necessary repairs or cleanup to maintain effectiveness of erosion control
shall be made at that time.
5) Temporary berm shall be provided at toe of slope and lot line at time of
grading.
3. Perform preconstruction survey of project site with Engineer assess existing
environmental conditions in and adjacent to the site.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION
3.1 PROTECTION OF NATURAL RESOURCES
A. Preserve the natural resources within the project boundaries and outside the limits of permanent
work. Restore to an equivalent or improved condition upon completion of work. Confine
construction activities to within the limits of the work indicated or specified.
1. Land Resources: Except in areas to clear, do not remove, cut, deface, injure, or destroy
trees or shrubs without Engineer permission. Do not fasten or attach ropes, cables, or
guys to existing nearby trees for anchorages unless authorized by Engineer. Where such
use of attach ropes, cables, or guys is authorized, Contractor shall be responsible for any
resultant damage.
a. Protection: Protect existing trees to remain and may be injured, bruised, defaced,
or otherwise damaged by construction operations. Remove displaced rocks from
uncleared areas. By approved excavation, remove trees with 30 percent or more of
their root systems destroyed.
b. Replacement: Remove trees and other landscape features scarred or damaged by
equipment operations, and replace with equivalent, undamaged trees and
landscape features. Obtain Engineers approval before replacement.
c. Temporary Construction: Remove traces of temporary construction facilities such
as haul roads, work areas, structures, foundations of temporary structures,
stockpiles of excess or waste materials, and other signs of construction. Grade
temporary roads, parking areas, and similar temporarily used areas to conform to
surrounding contours.
2. Water Resources
a. Oily Wastes: Prevent oily or other hazardous substances from entering ground,
drainage areas, or local bodies of water. Surround all temporary fuel oil or
EXHIBIT 3
01017216 ENVIRONMENTAL PROTECTION 01560 - 4
02/17
petroleum storage tanks with temporary earth berm of sufficient size and strength
to contain the contents of the tanks in the event of leakage or spillage.
3. Fish and Wildlife Resources: Do not disturb fish, wildlife, alter water flows, or otherwise
significantly disturb native habitat adjacent to the project and critical to the survival of
fish and wildlife, except as indicated or specified.
3.2 HISTORICAL AND ARCHAEOLOGICAL RESOURCES
A. Carefully protect in-place and report immediately to Engineer historical and archaeological
items or human skeletal remains discovered in the course of work. Stop work in immediate area
of discovery until directed by Engineer to resume work. If historical and archaeological
resources such as artifacts (stone tools), features (stone walls), deposits (sea shells and charcoal
stained soil), human bones, and other cultural remains are encountered, stop that portion of
work and notify Engineer immediately. Within 36 hours, Owner will determine if a change
pursuant to Contract should be issued or to direct Contractor to proceed without change. No
adjustment in contract price or completion time allowed for delays that do not exceed 36 hours
from the time the Contractor is notified to stop work. Owner retains ownership and control over
historical and archaeological resources.
3.3 EROSION AND SEDIMENT CONTROL MEASURES
A. Burnoff of ground cover not permitted.
B. Borrow Areas: Manage and control to prevent sediment from entering nearby streams or lakes.
Restore areas, including those outside borrow areas, disturbed by borrow and haul operations.
Restoration includes grading, topsoil replacement, and establishment of permanent vegetative
cover.
C. Protection of Erodible Soils: Immediately finish earthwork brought to a final grade, as indicated
or specified. Immediately protect the side slopes and back slopes upon completion of rough
grading. Plan and conduct earthwork to minimize the duration of exposure of unprotected soils.
D. Temporary Protection of Erodible Soils: Mechanically-retard and control rate of runoff from the
construction site. This includes construction of diversion ditches, benches, and berms to retard
and divert runoff to protected drainage courses.
3.4 CONTROL AND DISPOSAL OF SOLID AND SANITARY WASTES
A. Pick up solid wastes, and place in containers regularly emptied. Do not prepare, cook, or
dispose of food on project site. Prevent contamination of the site of other areas when handling
and disposing of wastes. On completion, leave the areas clean. Control and dispose of waste.
B. Dispose of rubbish and debris in accordance with area requirements specified as directed by
Owner. Rubbish may be disposed of in current landfill if all rules for disposal are followed.
C. Garbage Disposal: Place garbage in approved containers and move to pickup point or disposal
area, as directed.
3.5 DUST CONTROL
A. Contractor will be fully responsible for dust control along all haul roads and in the project area.
Keep dust down at all times, including during nonworking periods. Sprinkle or treat, with dust
suppressants, the soil at the site, haul roads, and other areas disturbed by operations.
END OF SECTION
EXHIBIT 3
01017216 PROGRESS SCHEDULES 01600 - 1
02/17
SECTION 01600 - PROGRESS SCHEDULES
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Work shall be executed with such progress as required to prevent any delay to other
contractors, contract milestones, or general completion of the project.
2. Contractor shall provide a statement to Engineer describing his computerized
scheduling capability for review and approval. This statement shall include the
following as a minimum:
a. Identification, qualifications, and experience of member(s) of Contractor's
scheduling staff or any other consultant's staff.
b. References of not less than two previous projects on which Contractor or
Consultant utilized computerized CPM scheduling, which were of not less
than one-quarter of the value of the present contract.
c. Name and description of project management software and computer
hardware utilized on this Contract.
B. Related Sections:
1. Other Division 01 Specification Sections apply to Work of this Section.
1.2 CONSTRUCTION SCHEDULE
A. Contractor shall show the sequence and interdependence of activities required for
complete performance of all the work. Contractor's Construction Schedule shall begin with
the date of Notice to Proceed and conclude with the date of Final Completion of the
Contract. Float or slack time accrues to the benefit of Owner but is a resource available to
both parties as needed to meet contract milestones and the contract completion date.
Accordingly, no time extensions will be granted nor delay damages paid until a delay
occurs which extends the work beyond the Contract completion date.
B. Pursuant to the Float Sharing requirements of the Contract Documents, (1) use of float
suppression techniques such as preferential sequencing, use of lead/lag logic restraints,
extended Activity times, or imposed dates and (2) use of Float Time disclosed or implied
by the use of alternate float suppression techniques shall be shared to the proportionate
benefit of Owner, Contractor, and Contractor's subcontractors.
C. Comments made by Engineer on Contractor's Construction Schedule during review will
not relieve Contractor from compliance with requirements of Contract Documents. This
review is only for general conformance with the schedule concept of the project and
general compliance with the information given in the Contract Documents.
1.3 SUBMITTALS
A. Contractor shall submit the following items as specified in this section:
1. Overall schedule.
2. Scheduled reports.
3. Progress Reports.
EXHIBIT 3
01017216 PROGRESS SCHEDULES 01600 - 2
02/17
1.4 PROGRESS OF THE WORK
A. General: Contractor shall execute work at such times and on such parts of the project, and
with such forces, materials, and equipment, to assure completion in the time established by
Contract.
B. Activity Coordination: To ensure consistency with General Contractor's breakdown of
work and nomenclature, each Subcontractor shall work in concert with the General
Contractor throughout all aspects of schedule development.
C. Activities
1. Work activities comprising Contractor's Construction Schedule shall be of sufficient
detail to assure adequate planning and execution of the work, such that the
schedules provide an appropriate basis for monitoring and evaluating the progress of
the work. Work activity is defined as an activity which requires time and resources
(manpower, equipment, and/or material) to complete.
2. Show information in such detail that duration times of activities will range normally
from one to 15 calendar days. However, no activity shall have more than
30 calendar days' duration for any onsite operation. Selected exceptions may be
approved by Engineer where sub-networks will be used. The selection and number
of the Contractor's construction activities shall be subject to review of the Engineer.
3. If requested by Engineer, Contractor, at Contractor sole expense, shall provide
highly-detailed short-term schedules for specific crucial items (work-arounds,
start-up, etc.)
1.5 SCHEDULE
A. Preliminary Network Analysis: Within 15 calendar days after the date of Award of the
Contract the Contractor shall submit a preliminary network analysis indicating the
Contractor's planned operations for the first 60 days after the notice to proceed. This
should also indicate the Contractor's general approach to the remainder of the work and the
cost of activities expected to be completed or partially completed before submittal and
review of the completed network analysis.
B. Completed Network Analysis: Within 45 calendar days after date of Award of the Contract
or ten days after the Notice to Proceed, whichever date is earlier, the Contractor shall
submit a completed CPM network analysis including diagrams, mathematical analysis, and
computer printouts, as determined in consultation with the Engineer. This analysis is for
review and acceptance as a condition precedent to approval of first pay application.
C. Detailed Network Diagram: Contractor's Construction Schedule shall include time-scaled
network diagrams based on calendar days. Network diagrams shall be Critical Path
Method (CPM) precedence format and show sequence and interdependence of activities
required for complete performance of the work. A calendar shall be shown on all sheets.
D. Each activity shall be plotted so the beginning and completion dates of said activity can be
accurately determined by graphical comparison with the calendar scale.
1.6 SCHEDULED REPORTS
A. Contractor shall prepare schedule listings of information in network diagram in tabular
format, sorted according to early start, within responsibility, or as directed by Engineer.
B. Schedule listings shall show activity numbers, description, responsibility, total duration in
work days, percent complete, early-start date, late-start date, early-finish date, and total
float for each activity in the network diagram.
EXHIBIT 3
01017216 PROGRESS SCHEDULES 01600 - 3
02/17
C. Overall Schedule and subsequent revisions shall reflect actual progress of project.
Contractor shall sign and submit one reproducible and three copies of the initial Overall
Schedule and each revision.
D. If initial submittal or a subsequent revision does not meet the requirements specified,
Contractor shall revise Overall Schedule and resubmit until acceptable to Engineer.
Failure to submit and adequately update the Overall Schedule, and schedule reports, will
be considered cause for withholding partial payments otherwise due under the Contract.
1.7 PROGRESS REPORTS
A. Once biweekly on a date mutually agreed upon by the Contractor, Owner's Representative,
and Engineer, a meeting will be held when schedule will be reviewed. Immediately prior
to the meeting the Contractor shall obtain the necessary information to update the Overall
Schedule to reflect progress to date and furnish sufficient copies of the updated schedule at
the meeting for review.
B. Schedule provided by Contractor at the biweekly meetings with Engineer and Owner shall
be a detailed two-week look ahead schedule for the work to be performed during the
current week and subsequent week period. This schedule shall be updated biweekly by the
Contractor with copies available for the biweekly meetings. Contractor shall invite his
subcontractors to participate in the biweekly meetings, or if requested by Engineer.
C. In updating the schedule, progress will be reviewed for the following items:
1. To identify those activities started and completed during the previous period.
2. For remaining duration, from the date of update, required to complete each activity
started but not completed.
3. For review of durations for activities not yet started.
4. For addition of Change Orders and proposed sequencing changes to the network
diagram and schedule listings.
D. At least once a month, and utilizing data accumulated during the previous joint
Owner-Engineer-Contractor reviews, Contractor shall revise the network diagram and
generate updated schedule reports.
E. Whenever revised scheduling documents are submitted, they shall be accompanied by a
written narrative report. The narrative report shall:
1. Describe amount of progress since the last revision in terms of activities started,
continuing, and completed.
2. Describe problem areas, current and anticipated delay factors, and the estimated
impact on performance of other activities and completion dates.
3. Explain corrective action taken or proposed.
1.8 MAINTAINING SCHEDULE
A. If at any time during the project the Contractor fails to complete an activity by its latest
scheduled completion date, which late completion will impact the end date of the work
past the Contract substantial completion due date, the Contractor shall submit within seven
calendar days plans to reorganize the work force to return to the original schedule for
review and approval of owner.
B. Contractor will add equipment, or construction forces, as well as increase working hours,
if operations fall behind schedule at any time.
EXHIBIT 3
01017216 PROGRESS SCHEDULES 01600 - 4
02/17
C. Addition of equipment or construction forces, increasing working hours, or other method,
manner, or procedure to return to the contractually required completion date will not be
justification for an increase in Contract Price or treated as an acceleration.
D. Contractor shall plan, schedule, and coordinate construction operations and activities in a
manner that will facilitate progress of work.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION
EXHIBIT 3
01017216 CONTRACT CLOSEOUT 01700 - 1
02/17
SECTION 01700 - CONTRACT CLOSEOUT
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Closeout procedures and final cleaning.
2. Adjusting and warranties.
3. Hazardous materials affidavit and Project record documents.
4. Operations and maintenance data.
5. Spare parts and maintenance materials.
B. Related Sections:
1. Other Division 01 Specification Sections apply to Work of this Section.
1.2 CLOSEOUT PROCEDURES
A. Submit written certification that Contract Documents have been reviewed, Work inspected, and
Work is complete in accordance with Contract Documents and ready for Engineer inspection.
B. Provide submittals to Engineer required by governing or other authorities.
C. Submit final Application for Payment identifying total adjusted Contract Sum, previous
payments, and sum remaining due.
1.3 FINAL CLEANING
A. Execute final cleaning prior to final inspection.
B. Clean equipment to a sanitary condition.
C. Replace filters of operating equipment.
D. Clean debris from drainage systems.
E. Clean site; sweep pave areas, rake clean landscaped surfaces.
F. Remove waste and surplus materials, rubbish, and construction facilities from the site.
G. Repair, patch and touch-up marred surfaces to match adjacent finishes.
H. Remove waste and surplus materials, rubbish, and construction facilities as Engineer directs.
1.4 ADJUSTING
A. Adjust operating products and equipment to ensure smooth and unhindered operation.
1.5 HAZARDOUS MATERIALS AFFIDAVITS
A. Contractor, each subcontractor, and each material/product supplier to provide a notarized
affidavit declaring that hazardous materials were not incorporated into construction of nor
delivered to the Project.
B. Hazardous materials include asbestos, lead polychlorinated biphenyl (PCB), prohibited termite
eradication chemicals or any substance of any proportion determined or suspected by an agency
of federal or state government to create a health hazard.
C. Provide table of contents listing all affidavits in alphabetical order and assemble with metal
prong binder in durable plastic presentation cover.
EXHIBIT 3
01017216 CONTRACT CLOSEOUT 01700 - 2
02/17
D. Prepare binder cover with printed title “AFFIDAVITS OF NON-INCORPORATED
HAZARDOUS MATERIALS,” title of Project, Project address, Owner names, address and
phone and date of Construction Completion.
E. Provide two complete, identical binders of aforementioned information in prescribed format.
F. Submit prior to final Application for Payment.
1.6 PROJECT RECORD DOCUMENTS
A. Maintain onsite two sets of these record documents, record actual revisions to the Work:
1. Contract Drawings.
2. Specifications.
3. Addenda.
4. Change Orders and other modifications to the Contract.
5. Reviewed shop drawings, product data, and samples.
B. Store Record Documents separate from documents used for construction.
C. Record information concurrent with construction progress.
D. Specifications: Legibly mark and record at each product section description of actual products
installed, including:
1. Manufacturer name and product model and number.
2. Product substitutions or alternates utilized.
3. Changes made by Addenda and Modifications.
E. Record Documents and Shop Drawings: Legibly mark each item to record actual construction
including:
1. Measured depths of foundations in relation to finish first floor datum.
2. Measured horizontal and vertical locations of underground utilities and appurtenances,
referenced to permanent surface improvements.
3. Measured locations of internal utilities and appurtenances concealed in construction,
referenced to visible and accessible features of the Work.
4. Field changes of dimension and detail.
5. Details not on original Contract Drawings.
6. Changes made by addenda and modification.
F. Submit documents to Engineer with claim for final Application for Payment.
1.7 OPERATION AND MAINTENANCE DATA
A. Submit one copy 15 days prior to final inspection, 8 1/2 x 11-inch text pages, bound in three
D-ring binders with durable plastic covers.
B. This copy will be returned after final inspection with Engineer comments. Revise content of
documents as required prior to final submittal.
C. Submit two final volumes revised within ten days after final inspection.
D. Prepare binder covers with printed title "OPERATION AND MAINTENANCE
INSTRUCTIONS," Project title and subject matter of binder when multiple binders required.
E. Internally subdivide binder contents with permanent page dividers, logically organized as
described, with tab titling clearly printed under reinforced laminated plastic tabs.
F. Contents: Prepare a Table of Contents for each volume, with each product or system description
identified, type on 24-lb. white paper.
G. Part 1: Directory, listing names, addresses, and telephone numbers of Engineer, Contractor,
Subcontractors, and major equipment suppliers.
EXHIBIT 3
01017216 CONTRACT CLOSEOUT 01700 - 3
02/17
H. Part 2: Operation and maintenance instructions, arranged by system and subdivided by
specification section. For each category, identify names, addresses, and telephone numbers of
Subcontractors and suppliers. Identify:
1. Significant design criteria.
2. List of equipment.
3. Parts list for each component.
4. Operating instructions necessary for Owner to make full and efficient use of equipment
including recommended maintenance and seasonal changeover procedures for HVAC
systems.
5. Maintenance instructions for equipment and systems.
6. Maintenance instructions for finishes, including recommended cleaning methods and
materials and special precautions identifying detrimental agents.
I. Part 3: Project documents and certificates, including:
1. Shop drawings and product data.
2. Air and water balance reports.
3. Certificates.
4. Photocopies of warranties and bonds.
1.8 WARRANTIES
A. Provide duplicate notarized copies.
B. Execute and assemble documents from Subcontractors, suppliers, and manufacturers.
C. Provide Table of Contents and assemble with metal prong binder in durable plastic presentation
cover.
D. Submit prior to final Application for Payment.
E. For items of Work delayed beyond date of Substantial Completion, provide updated submittal
within ten days after acceptance, listing date of acceptance as start of warranty period.
1.9 SPARE PARTS AND MAINTENANCE MATERIALS
A. Provide products, spare parts, maintenance and extra materials in quantities specified in
individual specification Sections.
B. Deliver to project site and place in location as directed; obtain receipt prior to final payment.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION (Not Used)
END OF SECTION
EXHIBIT 3
01017216 EXCAVATION AND EARTHWORK 02200 - 1
02/17
SECTION 02200 - EXCAVATION AND EARTHWORK
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Project site has been excavated to grades shown on Project Drawings. Earthwork shall
include the following.
a. Miscellaneous grading to repair erosion and proof rolling subgrades for
geocomposite clay liner.
b. General excavation and filling for those areas to new contours (also see
Section 02210 – Soil Stabilization).
c. Excavating for leachate collection system.
d. Excavating and backfilling anchor trenches.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
2. Section 02227 – Waste Material Disposal.
3. Section 02231 –Drainage Aggregate.
4. Section 02250 – Compacted Clay Liner.
5. Section 02745 – Leachate Collection System.
6. Section 02778 – HDPE Geomembrane.
7. Section 02760 – Geotextile Materials.
1.2 REFERENCES
A. The following publications form part of this Specification to the extent referenced. The
publications are referred to in the text by the basic designation or title or are used to establish
criteria. The latest publication in use at the time of the executed contract shall be the one used
on this project.
1. AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)
a. ASTM D698 – Standard Test Methods for Laboratory Compaction Characteristics
of Soil Using Standard Effort (12,400 ft-lb/ft).
b. ASTM D4318 – Standard Test Methods for Liquid Limit, Plastic Limit, and
Plasticity of Soils.
c. ASTM D6938 – Standard Test Method for In-Place Density and Water Content of
Soil and Soil-Aggregate.
2. TEXAS COMMISSION ON ENVIRONMENTAL QUALITY
a. TCEQ, 30 TAC Chapter 330 - Texas Commission on Environmental Quality,
Municipal Solid Waste Regulation.
1.3 DEFINITIONS
A. Backfill - a specified material used in refilling a cut, trench, over excavation or other
excavation, placed at a specified degree of compaction.
B. Compaction - process of mechanically stabilizing a material by increasing density at a
controlled moisture condition. "Degree of Compaction" is expressed as a percentage of the
maximum density obtained by the test procedure described in ASTM D698 for general soil
types abbreviated in this specification as "95 percent ASTM D698 maximum density."
EXHIBIT 3
01017216 EXCAVATION AND EARTHWORK 02200 - 2
02/17
C. Embankment - a "fill" having a top that is higher than adjoining ground.
D. Excavation - consists of the removal of material encountered to subgrade elevations and reuse
or disposal of materials removed.
E. Fill - specified material placed at a specified degree of compaction to obtain an indicated grade
or elevation.
F. Hard Material - weathered rock, dense consolidated deposits or conglomerate materials,
(excluding manmade materials such as concrete) not included in the definition of "rock" but
usually require the use of heavy excavation equipment with ripper teeth or jack hammers.
G. In Situ Soil - existing in place soil.
H. Lift - layer (or course) of soil placed on top of a previously prepared or placed soil.
I. Rock - solid, homogeneous, interlocking crystalline material with firmly cemented, laminated,
or foliated masses or conglomerate deposits, neither of which can be removed without
systematic drilling and blasting, drilling and the use of expansion jacks or feather wedges, or
the use of backhoe-mounted pneumatic hole punchers or rock breakers; also large boulders,
buried masonry, or concrete other than pavement, exceeding 1 cubic yard in volume. Removal
of "hard material" will not be considered rock excavation because of intermittent drilling and
blasting performed merely to increase production.
J. Soil - surface material of earth's crust resulting from chemical and mechanical weathering of
rock and organic material.
K. Subgrade - material in excavation (cuts) and fills (embankments) immediately below any
subbase, base, liner, or other improvement. As a secondary definition, the level below which
work above is referenced.
L. Subgrade - uppermost surface of an excavation or top surface of a fill or backfill immediately
below geocomposite clay liner.
M. Topsoil - in natural or undisturbed soil formations, the fine-grained, weathered material on the
surface or directly below any loose or partially decomposed organic matter. Topsoil may be a
dark-colored, fine, silty, or sandy material with a high content of well-decomposed organic
matter, often containing traces of parent rock material. Gradation and material requirements
specified herein apply to all topsoil references in this contract. The material shall be
representative of productive soils in the vicinity.
N. Unauthorized Excavation - removing materials beyond indicated subgrade elevations or
dimensions without direction by Engineer. Unauthorized excavation, as well as remedial work
directed by Engineer, shall be at Contractor expense.
O. Unsatisfactory Material - existing, in situ soil or other material identified as having insufficient
strength characteristics or stability to carry intended loads in fill or embankment without
excessive consolidation or loss of stability. Unsatisfactory materials also include manmade fills,
refuse, frozen material, uncompacted backfills from previous construction, unsound rock or soil
lenses, or other deleterious or objectionable material.
P. Working Platform - layer of compacted crushed rock or natural stone that replaces in situ soil to
provide stable, uniform-bearing foundation for construction equipment to facilitate further site
construction.
1.4 DELIVERY AND STORAGE
A. Deliver and store materials as needed in a manner to prevent contamination or segregation.
1.5 QUALITY ASSURANCE
A. Codes and Standards: Perform earthwork complying with requirements of authorities having
jurisdiction.
EXHIBIT 3
01017216 EXCAVATION AND EARTHWORK 02200 - 3
02/17
1.6 CRITERIA FOR BIDDING
A. Base bids on the following criteria:
1. Surface elevations as indicated.
2. Character of material to excavate or use for subgrade as indicated. Hard material not
considered as rock and removal of such material shall not give cause for a claim for
additional compensation regardless of hardness or difficulty in removing. Rock as
defined in the paragraph entitled, "Definitions," will not be encountered.
3. Suitable backfill and fill material in the quantities required is available at the project site.
4. Blasting not permitted. Remove material by drilling and use of expansion jacks or
feather wedges, or use of backhoe-mounted pneumatic hole-punchers or rock-breakers,
or as approved by Engineer.
PART 2 - PRODUCTS
2.1 REQUIRED EQUIPMENT
A. Subgrade preparation for areas to receive GCL must include rolling with a self-propelled
smooth drum roller.
B. No equipment allowed within limits of lining system without prior approval from Engineer.
Submit all equipment to use within limits of liner in accordance with Section 01300 –
Submittals, including equipment weights, ground pressures, required lift thickness, etc.
PART 3 - EXECUTION
3.1 PREPARATION
A. Protection and Restoration of Surfaces
1. Protect newly-graded areas from traffic, erosion, and settlements. Repair and reestablish
damaged or eroded slopes, elevations or grades and restore surface construction prior to
acceptance. Protect existing streams, ditches and storm drain inlets from water-borne soil
by means of straw bale dikes or filter fabric dams as needed. Conduct work in
accordance with requirements specified in Section 01560 - Environmental Protection.
B. Stockpile of Excavated Material
1. Stockpile excavated material where shown on plans so it will not obstruct the flow of
runoff, streams, endanger a partly-finished structure, impair the efficiency or appearance
of facilities, or be detrimental to the completed work.
3.2 SURFACE PREPARATION
A. Clearing
1. Brush, refuse, stumps, roots, and un-merchantable timber shall become property of
Contractor and be removed as directed by Engineer. Conduct work in accordance with
requirements specified in Section 01560 - Environmental Protection.
B. Stockpiling Topsoil
1. Strip approved topsoil from the site where excavation or grading indicated and stockpile
separately from other excavated material. Locate topsoil as shown on plans so material
can be used readily for the finished grading. Protect and store in segregated piles until
needed.
EXHIBIT 3
01017216 EXCAVATION AND EARTHWORK 02200 - 4
02/17
C. Unsatisfactory Material
1. Remove organic matter, sod, muck, rubbish, and unsuitable soils under the limits of
construction. Typical depth of removal of such unsuitable material will not be less than
12 inches.
D. Protect structures, utilities, pavements, and other facilities from damage caused by settlement,
lateral movement, undermining, washout, and other hazards created by earthwork operations.
E. Provide erosion control measures to prevent erosion or displacement of soils.
3.3 DEWATERING
A. Prevent surface water from entering excavations, ponding on prepared subgrades, and flooding
Project site and surrounding area.
B. Protect subgrades from softening and damage by rain or water accumulation.
3.4 GENERAL EXCAVATION
A. Excavate to the indicated slopes, lines, depths and elevations. Engineer will verify the
excavation has been performed in accordance with Project Drawings. Stockpile excavated
material in area indicated on Project Drawings. Prepare subgrade in accordance with
Article 3.6 - Preparation of Subgrade and Compacted Berms.
B. In the process of excavating over existing lining system, waste will not likely be encountered. If
waste is encountered, Contractor shall dispose of this waste on active working face, as directed
by Owner, and cover any remaining exposed waste with a minimum of 6 inches of clean soil of
the same type as that used for protective cover.
C. Unclassified Excavation: Excavation is unclassified and includes excavation to required
subgrade elevations regardless of the character of materials and obstructions encountered.
D. Keep excavations free from water while construction is in progress. Notify Engineer
immediately in writing if it becomes necessary to remove rock, hard material, or other material
defined as unsatisfactory to a depth greater than indicated. Refill excavations cut below
required subgrade elevations.
3.5 EXCAVATION FOR ANCHOR TRENCHES AND LEACHATE COLLECTION SYSTEM
A. Excavate trenches to indicated slopes, lines, depths, and elevations. Engineer shall verify trench
has been constructed according to Project Drawings.
B. Excavate anchor trenches to uniform widths as shown on Project Drawings. Excavate trench
walls vertically from trench bottom to top, except rounded edges will be provided where liner
materials enter anchor trenches so as to avoid sharp bends in the geosynthetic materials.
C. If trench is located in clay susceptible to desiccation, only the amount of trench required for one
day of installation shall be excavated to minimize desiccation of trench soils.
3.6 PREPARATION OF SUBGRADE AND COMPACTED BERMS
A. Refer to Section 02210 – Soil Stabilization, for side slope requirements.
B. Fine-grade subgrade to smooth, uniform and compacted conditions, to elevations shown on
Project Drawings. Remove all stones larger than 3/4 inch in diameter and any other objects
which could damage overlying geosynthetic materials.
C. Reconstruct subgrades damaged by freezing temperatures, frost, rain, accumulated water, or
construction activities, as directed by Engineer.
EXHIBIT 3
01017216 EXCAVATION AND EARTHWORK 02200 - 5
02/17
D. Proof roll subgrade with self-propelled smooth drum roller or by methods acceptable to
Engineer to remove clods and non-uniform subgrade.
E. Construct berms to the grades shown. Use suitable fill materials from onsite as directed by
Owner and compact to 95 percent standard proctor density (ASTM D698). Control rill
development, repairing any that occur, and maintain side slopes for duration of Project.
3.7 UNAUTHORIZED EXCAVATION
A. Fill unauthorized excavations as directed by Engineer.
3.8 ANCHOR TRENCH BACKFILL
A. Anchor trench shall be backfilled and compacted in loose lifts not to exceed 8 inches.
Compaction shall be achieved using light, rubber-tired equipment or other light compaction
equipment. Care shall be taken to prevent damage to the geosynthetic materials. At no time
shall construction equipment come into direct contact with the geosynthetic clay liner,
geomembrane or geonet. If damage occurs, Contractor shall repair in accordance with the
specifications, prior to completion of backfilling.
B. Anchor trench shall be compacted to 95 percent Maximum Dry Density as determined by
ASTM D698.
3.9 LEACHATE COLLECTION SYSTEM BACKFILL
A. Excavate trenches for leachate collection and clean out lines to grades and cross sections shown
on plans.
B. Backfill with gravel drainage material in accordance with Section 02231 – Drainage Aggregate.
3.10 MOISTURE CONTROL
A. Uniformly moisten or aerate subgrade or backfill layer before compaction to optimum moisture
content or higher.
1. Do not place backfill or fill material on surfaces that are muddy, frozen, or contain frost
or ice.
2. Remove and replace, or scarify and air-dry satisfactory soil material too wet to compact
to specified density.
a. Stockpile or spread and dry removed wet satisfactory soil material.
3.11 GRADING
A. General: Uniformly grade areas to a smooth surface, free from irregular surface changes.
Comply with compaction requirements and grade to cross sections, lines, and elevations
indicated. Provide a smooth transition between existing adjacent grades and new grades.
Correct and control wind and water erosion.
B. Site Grading: Grade to finished grades indicated within 0.10 foot. No rock will protrude above
the finished grade elevation. Protruding rock will be removed below grade and the void
backfilled and compacted to ASTM D698 (95 percent). Grade areas to drain where possible.
Existing grades to remain but disturbed by Contractor operations shall be restored to
preconstruction condition.
EXHIBIT 3
01017216 EXCAVATION AND EARTHWORK 02200 - 6
02/17
C. Protection of Surfaces: Protect newly-graded areas from traffic, erosion, and settlements that
may occur as required in Section 01560 - Environmental Protection, and as specified in
Article 3.1.B - Protection and Restoration of Surfaces. Repair or reestablish damaged grades,
elevations, or slopes before work will be accepted.
3.12 FIELD QUALITY CONTROL
A. Contractor will allow Engineer to inspect and test each subgrade and each fill or backfill layer.
Do not proceed until test results for previously completed work verify compliance with
requirements.
1. Liner Subgrade: Proof roll to smooth surface such no ruts or other surface indentions
exceed 1 inch in depth.
2. Trench Backfill: In each compacted initial and final backfill layer, perform at least one
field in-place density test for each 150 feet or less of trench, but no fewer than two tests.
3. Access Roadway: One in field density per 200 linear feet of roadway. Density
requirement shall be 95 percent maximum dry density in accordance with ASTM D698.
B. When test results report that subgrades, fills, or backfills are below specified density, scarify
and moisten or aerate, or remove and replace soil to depth required, recompact and retest until
required density is obtained.
3.13 PROTECTION
A. Protecting Graded Areas: Protect newly-graded areas from traffic, freezing, and erosion. Keep
free of trash and debris.
B. Repair and re-establish grades to specified tolerances where completed or partially completed
surfaces become eroded, rutted, settled, or lose compaction due to subsequent construction
operations or weather conditions.
1. Scarify or remove and replace material to depth directed by Engineer; reshape and
recompact at optimum moisture content to the required density.
C. Settling: Where settling occurs during Project correction period, remove finished surfacing,
backfill with additional approved material, compact, and reconstruct surfacing.
1. Restore appearance, quality, and condition of finished surfacing to match adjacent work,
and eliminate evidence of restoration to the greatest extent possible.
3.14 DISPOSAL OF SURPLUS AND WASTE MATERIALS
A. Disposal: Transport surplus satisfactory soil to designated storage areas on Owner property.
Stockpile or spread soil as directed by Engineer.
1. Remove waste material, including unsatisfactory soil, trash, and debris, and dispose of it
on the active face as directed by Engineer.
END OF SECTION
EXHIBIT 3
01017616 WASTE MATERIAL DISPOSAL 02227 - 1
02/17
SECTION 02227 WASTE MATERIAL DISPOSAL
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Offsite waste material disposal consisting of trees, stumps, logs, brush, roots, grass,
vegetation, humus, rubbish, large rocks exceeding a dimension of 6 inches in any
direction, demolished equipment not retained by Owner, and other objectionable matter
from operations such as clearing and grubbing, demolition, excavation, and grading.
Unless otherwise specified, Contractor is responsible for removal and disposal of waste
material in accordance with applicable regulations.
B. Related Sections:
1. Division 01 Specification Section applies to Work of this Section.
C. Payment:
1. No separate payment will be made for handling or disposing waste materials. Include
cost of work in contract bid prices.
PART 2 - PRODUCTS (Not Used)
PART 3 - EXECUTION
3.1 ONSITE DISPOSAL
A. Waste materials resulting from this construction project, acceptable under the City of Denton
Landfill Permit, may be disposed of at the working face at no cost.
3.2 OFFSITE DISPOSAL AREA
A. Waste material removed from work site shall be disposed of in accordance with applicable
regulations and in a manner as not to damage Owner or other persons.
3.3 ONSITE TEMPORARY STOCKPILE AREA
A. Material may be temporarily stockpiled at a designated area approved by Owner. Grade and
slope stockpile for drainage with a maximum 4:1 slope (horizontal to vertical).
3.4 BURNING
A. No burning permitted.
3.5 EQUIPMENT FLUIDS
A. Contractor equipment fluids shall be collected during servicing, removed, and disposed offsite
in accordance with environmental regulations. Flammable or toxic waste shall be contained
and not allowed to spill on the ground. Used filters, batteries, machine parts, tires, and other
waste material shall also be removed from the site and disposed offsite in accordance with
environmental regulations.
END OF SECTION
EXHIBIT 3
01017216 DRAINAGE AGGREGATE 02231 - 1
02/17
SECTION 02231 - DRAINAGE AGGREGATE
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Furnishing and installing the drainage aggregate in the leachate collection system
trench and sump, and in the groundwater underdrain trench.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
1.2 SUBMITTALS
A. Submit aggregate testing results to Engineer no later than seven days prior to site delivery.
1.3 REFERENCE STANDARDS
A. ASTM D422 - Standard Method for Particle-Size Analysis.
B. ASTM D2434 — Standard Test Method for Permeability of Granular Soils (Constant Head).
C. JLT-5-105-89 — Degradation of Landfill Drainage Materials Due to Carbonate Content.
PART 2 - PRODUCTS
2.1 DRAINAGE MATERIAL
A. Gradation requirements are noted in Appendix A. Drainage aggregate shall conform to ASTM
C33 size 57 (or larger). Leachate collection trench D85 size must be greater than 0.85 inch.
B. Permeability: Greater than or equal to 1x10-2 cm/sec as determined by ASTM D2434.
C. Degradation: As noted in Appendix A (not required for underdrain aggregate).
2.2 SOURCE QUALITY CONTROL (BY MANUFACTURER)
A. Perform one permeability test (ASTM D2434) and one degradation test (JLT-5-105-89 or
ASTM D3042) for each aggregate source.
B. Perform one gradation test (ASTM D422) for each 3,000 cubic yards of aggregate placed.
PART 3 - EXECUTION
3.1 INSTALLATION
A. Place aggregate around leachate collection pipes and in leachate collection sump to lines,
grades, and dimensions shown on the Plans.
B. Place only where underlying drainage geocomposite installation is completed and approved.
Place without damaging underlying drainage geocomposite and geomembrane.
END OF SECTION
EXHIBIT 3
01017216 COMPACTED CLAY LINER 02250 - 1
02/17
SECTION 02250 - COMPACTED CLAY LINER
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Construction of the Compacted Clay Liner
B. Related Sections:
1. Section 02200 — Earthwork.
2. Soils and Liner Quality Control Plan (SLQCP)
1.2 REFERENCE STANDARDS
A. ASTM D422: Standard Test Method for Particle Size Analysis of Soils.
B. ASTM D698: Standard Test Method for Moisture-Density Relations of Soils and Soil
Aggregate Mixtures, using 5 -°7lb. Hammer and 12-inch Drop.
C. ASTM D1140: Standard Test Method for Amount of Material in Soils Finer than the No. 200
Sieve.
D. ASTM D2216: Standard Test Method for Laboratory Determination of Water (moisture)
Content of Soil, Rock, and Soil-Aggregate Mixtures.
E. ASTM D2487: Classification of Soils for Engineering Purposes.
F. ASTM D2922: Standard Test Method for Density of Soil and Soil-Aggregate in Place by
Nuclear Methods.
G. ASTM D3017: Standard Test Method for Moisture Content of Soils in Place by Nuclear
Method.
H. ASTM D4318: Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.
I. ASTM D5084: Method of Test for Permeability of Fine Grained Soils.
J. EM 1110-2-1906: U.S. Army Corp of Engineers, Falling-Head Permeability Test with
Permeameter Cylinder
PART 2 - PRODUCTS
2.1 SOIL FOR COMPACTED CLAY LINER
A. Obtain clay for liner construction from onsite stockpile and excavations.
B. Clay for liner construction shall be classified according to United Soil Classification System
(USCS) as ML, MH, CH, or CL (ASTM D2487) based on liquid limit, plasticity index (PI),
and percent passing the No. 200 sieve.
C. Reasonably free of calcareous concentrations and nodules, refuse, roots, or other deleterious
substances at CQA monitor discretion.
D. In Place Permeability: Less than or equal to 1 x 10-7 cm/sec as determined by ASTM D2434.
PART 3 - EXECUTION
3.1 INSTALLATION
A. In preparation for clay liner material placement, subgrade, including any earth fill required to
raise grade, shall be compacted to not less than 90 percent of maximum dry density as
determined by modified proctor methods (ASTM D1557). Compacted lift thicknesses shall
EXHIBIT 3
01017216 COMPACTED CLAY LINER 02250 - 2
02/17
not exceed 6 inches for earth fill. Subgrade shall be firm and non-yielding. Any visible soft or
yielding areas must be over-excavated and replaced with properly-compacted earth materials.
B. Grade elevations must be determined by Owner at points not less than one per 5,000 square
feet prior to placement of subgrade clay liner material. Elevations establish initial elevations
used to verify final clay liner thickness meets minimum requirement.
C. Clay liner material must be processed using appropriate equipment like heavy disc units
and/or pulverizers to reduce clay clod sizes to approximately 1 inch maximum. Thoroughly
mix with clean water to adjust moisture content to within -1 percentage point dry of optimum
to 4 percentage points above optimum. This process intends to produce a uniform material,
free of large, dry, soil clods and can be compacted to required density and permeability.
D. Clay liner material must be placed in uniform loose lifts not exceeding 8 inches thick so final
compacted lift thickness does not exceed 6 inches. Compactor pad feet must fully penetrate
lift compacted.
E. Minimum acceptable density shall be 95 percent of maximum dry density (ASTM D698).
Any area failing to meet moisture and density requirement, must be reworked, as needed, to
obtain acceptable moisture and density conditions as verified through area retests.
F. Clay liner material compaction requires special compaction equipment with sufficient weight
to achieve modified proctor density and pad-footed rollers of sufficient length to fully
penetrate loose lifts and extend into underlying lift. Self-propelled, pad-footed compactors
like Caterpillar 815B prove successful for clay liner construction (40,000 lbs minimum). Do
not use bulldozers or other low-pressure/high-vibration machines to compact clay liner.
G. Do not place successive lifts of clay liner material until area is tested and determined to meet
moisture and density requirements.
H. Contractor must protect completed lift from drying by adding clean water until next lift of
clay liner material can be placed. If lift dries and cracks, entire area affected must be
scarified, moisture adjusted, recompacted, and retested for compliance.
I. Any clay liner section which becomes excessively wet from rainfall must be scarified and
allowed to dry to within required moisture range then recompact and retest.
J. Clay liner segments to be constructed on sideslopes must be constructed monolithically with
bottom clay liner segments to create a single liner unit. Clay liner material for sideslopes shall
be spread, processed, and compacted parallel to slope.
K. Final clay liner surface shall be bladed smooth and/or rolled with steel-wheel roller to
produce final surface free of ruts. Owner shall check final surface for final grade elevations at
points initially set. Clay liner thickness shall meet minimum requirement at each location to
be acceptable.
L. Clay liner and any clay liner lifts shall not be penetrated by survey stakes. Clay liner may
be marked with paint for temporary survey purposes.
M. Construct liner as a single monolithic section unless Engineer-approved otherwise in writing.
3.2 FIELD QUALITY CONTROL QUALITY ASSURANCE
A. Allow Owner to perform quality control tests as specified in SLQCP.
B. An individual lift or section may be sampled upon completion (but prior to subsequent lift or
section placement). Use an approved sampler or investigative tool. Properly backfill resulting
penetration with compacted clay liner material enriched with bentonite. Allow complete
testing of compacted clay liner samples prior to clay liner acceptance.
C. Compacted clay liner thickness: Minimum 24 inches across bottom and up sideslopes.
Thickness of clay liner on sideslopes is measured perpendicular to slope face.
D. Determine as-built thickness of clay liner by survey methods. Survey completed subgrade
surface prior to the placement of clay liner on pre-established grid.
E. Upon completion of clay liner and prior to installation of subsequent elements, survey top of
clay liner to ensure specified thickness of clay liner is achieved. Also verify by survey the top
of clay liner is graded to specified grades, slopes, and thickness tolerance of 0 to +0.2 feet.
EXHIBIT 3
01017216 COMPACTED CLAY LINER 02250 - 3
02/17
F. This work must be performed by a surveyor registered in the State of Texas and employed by
Owner.
END OF SECTION
EXHIBIT 3
01017216 PROTECTIVE SOIL COVER 02260 - 1
02/17
SECTION 02260 - PROTECTIVE SOIL COVER
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Protective soil cover specification and installation.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
1.2 REFERENCES
A. Publications listed form part of this Specification to extent referenced and are referred to in text
by basic designation only.
1. Texas Commission on Environmental Quality (TCEQ) - TCEQ, 30 TAC Chapter 330 -
TCEQ, Municipal Solid Waste Regulations.
2. Owner - MSW Permit - Owner's TCEQ MSW Permit.
1.3 WEATHER LIMITATION
A. Protective soil cover shall be constructed when atmospheric temperature is above 35 degrees F.
When temperature falls below 35 degrees F, Contractor shall protect all areas of completed
protective soil cover by approved methods against detrimental effects of freezing. Areas of
completed protective soil cover damaged by freezing, rainfall, or other weather conditions shall
be corrected to meet specified requirements. Protective soil cover placement shall not occur on
rainy days or when rain is imminent.
1.4 SUBMITTALS
A. Submit list of all equipment proposed for use in placing and maintaining protective cover. No
equipment allowed within limits of liner system without Engineer approval.
B. Submit in accordance with Section 01300 - Submittals, including equipment weight, ground
pressure information, required lift thickness information, etc. Unapproved equipment operating
on liner system floor or side slopes not allowed.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Material used is coarse sand stockpiled onsite near project limits. All material shall be free of
debris and rocks larger than 2 inches in diameter.
2.2 EQUIPMENT
A. Tracked equipment used to place soil cover on horizontal portion of liner system must be low
ground pressure type (5.0 psi maximum track pressure).
B. Equipment that exerts ground pressures of higher than 5.0 psi on lining system not approved
unless Contractor can certify these conditions can be met with specific lift thickness of
protective cover. Submit calculations to document certification.
EXHIBIT 3
01017216 PROTECTIVE SOIL COVER 02260 - 2
02/17
C. Only low ground pressure equipment (<5.0 psi) equipment allowed on sideslope of lining
system. Submit list of equipment to use on sideslopes, including equipment weights, ground
pressures, required lift thicknesses, etc. for Engineer approval prior to placing equipment on
sideslopes. Contractor holds responsibility to demonstrate equipment used on sideslopes will
not damage liner or cause “sliding” failure.
PART 3 - EXECUTION
3.1 STOCKPILING MATERIAL
A. If necessary, materials shall be stockpiled in manner and at locations designated. Prior to
stockpiling, Contractor shall clear, drain, and level storage sites. Approved material available
from excavation or grading shall be stockpiled in manner and at locations designated.
3.2 GRADE CONTROL
A. Finished and completed protective soil cover shall conform to grades, lines, cross sections, and
dimensions shown.
3.3 LAYER THICKNESS
A. Completed thickness of protective soil cover shall be as indicated. Protective soil cover will be
placed so top surface, during spreading operations, is 2 feet minimum above geocomposite
material.
3.4 COMPACTION
A. Compaction control is not required; however, it should be stable for construction and disposal
equipment.
3.5 THICKNESS CONTROL
A. Thickness of select-material subbase course shall be measured at intervals providing at least one
measurement for each 5,000 square feet or major fraction thereof of protective soil cover.
Thickness measurement shall be made by survey. Contractor will provide survey control during
construction. Owner will provide final thickness survey after Contractor notifies protective soil
cover is placed and ready for Owner verification survey. Any areas of inadequate thickness
requiring a resurvey will be done at Contractor expense.
3.6 GRAIN SIZE ANALYSIS
A. Pre-construction and conformance testing for protective cover soils will include maximum size
gradation with minimum conformance testing frequency of one grain-size analysis
(ASTM D422) per 5,000 cubic yards of in-place material.
3.7 PLACEMENT
A. Contractor will take measures to protect completed liner system after installation is complete.
No portion of liner system will remain exposed for more than 15 days after installation is
complete and system accepted by Owner and Engineer.
EXHIBIT 3
01017216 PROTECTIVE SOIL COVER 02260 - 3
02/17
B. Place protective cover material with machinery that, in Engineer opinion, will not damage any
portion of liner or leachate collection system or cause “sliding” of any part of system.
Equipment used to place protective cover must not exert ground pressure load greater than 5 psi
on liner or leachate collection system and must be approved by Engineer prior to utilization on
system.
3.8 MAINTENANCE
A. Protective soil cover shall be maintained in a satisfactory condition until accepted.
END OF SECTION
EXHIBIT 3
01017216 PIPING, VALVES, AND MISCELLANEOUS ITEMS 02665 - 1
02/17
SECTION 02665 - PIPING, VALVES, AND MISCELLANEOUS ITEMS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. All leachate discharge piping, valves, and fittings required for Project. “Piping,” as used
herein, shall include all piping, valves, fittings, and accessories as shown on Plans and/or
as specified.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
1.2 SUBMITTALS
A. Submit all manufacturer data for all pipes, valves, and fittings including all pipe thickness class
calculations.
PART 2 - MATERIALS
2.1 PIPE
A. HDPE Pipe: All buried leachate piping should be HDPE (PE 3408).
1. An approved pipe is Driscoplex 6400 by Performance Pipe, or approved equal. Pipe
shall match IPS dimensions.
2. HDPE shall be DR11.
3. Minimum cell classification number of 3454646 per ASTM D3350-01.
4. Pipe shall be supplied in roll form (where possible) to minimize joints in the line.
B. Polyvinyl Chloride (PVC) Pipe: All exposed leachate piping should be Schedule 80 PVC.
1. PVC Schedule 80 pipe shall be manufactured from Type 1, Grade 1 PVC compound
with a cell classification of 12454 per ASTM D1785.
2. PVC pipe shall be marked with manufacturer name, nominal pipe size, material
designation code, and pressure rating.
3. Pipe shall match IPS dimensions.
C. Flexible hoses shall not be used.
2.2 PIPE FITTINGS
A. General - pipe fittings shall be type and design especially suitable for use with type of piping
with which installed. Pressure rating of fittings shall not be less than that of pipe.
1. Fittings: HDPE and PVC fittings shall be sized to meet IPS requirements. HDPE fittings
shall be butt-fused where possible. Flanged fittings shall be used where shown on Plans.
PVC fittings shall be solvent weld or flanged where shown on Plans. Contractor is
responsible for providing fittings for transition from valves, pumping units, etc.
2.3 PIPE INSULATION
A. Acceptable product is TechLite 379 pipe insulation, or approved equal.
B. Insulation shall be approved for outside use.
EXHIBIT 3
01017216 PIPING, VALVES, AND MISCELLANEOUS ITEMS 02665 - 2
02/17
2.4 VALVES AND MISCELLANEOUS ITEMS
A. Valves for Leachate System
1. General: All valves shall be designed for a working pressure of at least 150 psi unless
otherwise noted.
2. PVC Ball Valves:
a. Provide true union ball valves (Sch 80 PVC) where shown on Plans. Ball valve
shall be capable of servicing 150 psi at 73 degrees F.
b. Provide EPDM O-rings.
c. Valve shall have two-way blocking capability.
d. Include flanged connections.
e. Include Teflon seats.
f. Acceptable manufacturer is ASAHI/America or approved equal.
3. Sewage Combination Air Valves.
a. A.R.I. Combination Air Valve D-025,T,2 for sewage, or approved equal.
b. Valve size is 2-inch. Valve shall be threaded.
c. Material schedule:
1) Body – stainless steel SAE 316.
2) Inner Parts – stainless steel SAE 316.
PART 3 - EXECUTION
3.1 GENERAL
A. All pipe and accessories shall be unloaded, handled, laid, jointed, tested for defects, leakage,
and disinfected in the manner herein specified.
3.2 INSPECTION
A. Pipe, fittings, valves, and accessories shall be inspected upon delivery and during work progress
and any material found defective will be rejected by Engineer, and Contractor shall remove
such defective material from the site of work.
3.3 RESPONSIBILITY FOR MATERIALS
A. Contractor responsible for all material furnished by him and shall replace, at own expense, all
such material found defective in manufacture or damaged in handling after delivery.
3.4 HANDLING PIPE AND ACCESSORIES
A. All pipe, fittings, valves, and other accessories shall, unless otherwise directed, be unloaded at
point of delivery, hauled to, and distributed at site of work by Contractor. In loading and
unloading, they shall be lifted by hoists/slid or rolled on skidways to avoid shock or damage to
materials. Under no circumstances shall they be dropped. Pipe handled on skidways must not
be skidded or rolled against pipe already on the ground.
B. Pipe, fittings, and accessories shall be placed along site to be kept as free as possible from dirt,
sand, mud, and other foreign matter.
EXHIBIT 3
01017216 PIPING, VALVES, AND MISCELLANEOUS ITEMS 02665 - 3
02/17
3.5 ALIGNMENT AND GRADE
A. All pipe shall be laid and maintained to lines shown on Plans or as established on ground by
Engineer.
B. Wherever necessary to deflect pipe from a straight line either in a vertical or horizontal plane to
avoid obstructions, to plumb valves, or where vertical or horizontal curves are shown or
permitted, degree of deflection at each joint shall not exceed maximum deflection
recommended by manufacturer of particular type of pipe laid. Engineer shall approve degree of
deflection.
3.6 MANNER OF HANDLING PIPE AND ACCESSORIES INTO TRENCH
A. After trench grade is complete, all bell holes dug, and the grade inspected, pipes and
accessories may be placed in trench. All pipe, fittings, and valves shall be carefully lowered
into trench, piece-by-piece, by means of derricks, ropes, or other suitable tools or equipment, to
prevent damage to material in any way. Under no circumstances shall pipe or accessories be
dropped or dumped in to trench.
3.7 CLEANING AND INSPECTING
A. Before lowering into trench, pipe shall be again inspected for defects and while suspended, pipe
shall be lightly hammered to detect cracks. Any defective, damaged, or unsound pipe and
materials shall be rejected.
B. All foreign matter or dirt shall be removed from inside of pipe and from all bells, spigots, or
parts of pipe used in forming joint, before pipe is lowered into trench, and kept clean by
approved means during and after laying.
C. When pipe laying is not in progress, open ends of pipe shall be closed by approved means and
no trench water allowed to enter pipe.
3.8 LAYING AND JOINTING HDPE PIPE
A. General - unless otherwise directed, pipe shall be laid to minimize welds.
1. Cutting of pipe for inserting valves, fittings, or closure pieces shall be done in neat and
workmanlike.
2. Jointing shall be completed for all pipe laid each day, to not leave open joints in trench
overnight. At times when pipe laying is not in progress, open ends of pipe shall be closed
by approved means, and no trench water permitted to enter pipe.
3. No pipe shall be laid in water, or when the trench conditions or weather are unsuitable
for such work, except by permission of Engineer.
4. Flanged joints shall be used where shown on Plans. Welded joints shall be installed in
accordance with manufacturer specifications.
5. Defective welds shall be repaired as directed by Engineer.
B. “Snake” line in trench as recommended by manufacturer to allow for expansion and
contraction in varying temperature.
3.9 SETTING VALVES, VALVE BOXES, AND FITTINGS
A. Valves and fittings shall be set at locations shown on Plans or at locations as established by
Engineer, and shall be set and jointed to pipe in manner heretofore specified for pipe
installations. All valves buried in ground shall have valve box set over valve. All valves shall be
EXHIBIT 3
01017216 PIPING, VALVES, AND MISCELLANEOUS ITEMS 02665 - 4
02/17
thoroughly inspected and checked for operation before installation. Concrete blocking shall be
provided for all buried valves and fittings.
B. Valve boxes shall be firmly supported and maintained centered and plumb over wrench nut of
valve, box cover flush with surface of ground or level as directed and backfilled with gravel and
densified native material as shown on Drawings.
3.10 EXCAVATION AND TRENCHING
A. Trench shall be excavated to lines and grades as established by Engineer and as shown on
Plans. Minimum depth of cover for all pipe shall be 24 inches unless otherwise specifically
shown on Drawings.
B. Trench shall be excavated to an even grade so bottom of pipe will rest on bottom of trench over
entire pipe length. To obtain a true even grade, trench shall be fine graded by hand.
C. Any part of trench excavated below grade shall be corrected by filling with approved material
and compacting thoroughly.
D. If ledge rock, rock fragments, or other unyielding material is encountered in trench bottom, it
shall be removed to 6 inches below grade, refilled with selected material, and thoroughly
compacted.
E. Wherever necessary to prevent caving, trench shall be adequately supported. Contractor is
entirely responsible for assuring trenches are adequately supported to protect both workers and
the public.
F. Trench digging machinery may be used to make trench excavations except in places where
operation of same would cause damages to pipelines, fences, or other existing structures either
above or below ground; in such instances, hand methods shall be employed. Contractor shall
locate all existing underground lines he has been advised of, whether or not they are shown on
Drawings, sufficiently in advance of trenching operations to prevent any damage thereto.
Operators of all oil or gas pipelines shall be notified prior to excavation around such lines so
operators may be present during excavation. Extensive care shall be used to prevent damage to
these lines and Contractor fully responsible for damage to any such line.
G. All excavated material shall be piled to not endanger work or existing structures. Contractor
shall expose of excess trench excavation, not used for backfilling, by spreading in a thin layer
on Owner’s property adjacent to trench.
H. No classification of excavated materials shall exist and “excavation” shall include all materials
encountered in excavating trenches or structural excavations.
I. All new and existing lines shall be properly supported to prevent settlement or line damage both
during and after construction.
3.11 BACKFILLING
A. Backfill material shall be free from cinders, ashes, refuse, vegetable or organic material,
boulders, rocks, or stones, or other unsuitable material. Selected materials from trench
excavations shall be used for backfilling except where special bedding material is required.
B. Pipe Bedding Zone - all pipe shall be backfilled by hand from bottom of trench to top of
conduit with selected backfill material free from rocks or boulders greater than 3/8 inch or other
unsuitable material. Material shall be placed in 3-inch layers, moistened if necessary, and
thoroughly compacted under and on each side of pipe. Backfill material shall be deposited in
trench for its full width on each side of pipe, fitting, and appurtenances simultaneously.
C. Backfilling Over Pipe - from top of conduit to finished grade, trench shall be backfilled by hand
or by approved mechanical methods using materials free from rocks or boulders greater than
2 inches in size. Material shall be moistened and placed in lifts not exceeding 6 inches thick
EXHIBIT 3
01017216 PIPING, VALVES, AND MISCELLANEOUS ITEMS 02665 - 5
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and compacted by tamping to a density of not less than 90 percent of maximum density at
±2 percent of optimum moisture as determined by ASTM D698. Contractor shall use special
care in placing this portion of backfill to avoid injuring or moving pipe.
1. When trench lies within traveled right-of-way, backfill over pipe shall be compacted to
95 percent.
3.12 LINE TESTING (LEACHATE DISCHARGE PIPING)
A. After pipe is laid and joints completed, each section (run) of piping shall be tested as specified
herein. Contractor shall bear all costs of providing equipment, materials, labor, and other
incidentals required to test pipe lines as specified. Contractor shall provide suitable means for
filling lines and developing required pressure in lines. Testing procedure shall be:
1. Duration of hydrostatic test shall be minimum of four hours.
2. Pressure - pipeline shall be tested so pressure at lowest point in test section is at least 100
but not greater than 120 percent of pipe pressure class of pipe, and minimum pressure at
highest point in test section is no less than 85 percent of pipe pressure class of pipe.
3. HDPE Pipe:
a. Allow heat fusion joints to cure before pressure testing.
b. Test medium shall beat the same temperature as the pipe.
c. Test pressure in line shall be from 1 to 1 1/2 the design operating pressure at the
lowest point in the system.
d. Test shall be performed start to finish in eight hours max.
e. Completely fill the test section with water and bleed off trapped air.
f. During the expansion phase, pressurize to test pressure and add water during each
of the first three hours to return to the test pressure.
g. Now reduce the pressure by 10 psi and conduct a one, two, or three hour test
period and record the leakage.
h. For a 4-inch or smaller line, the following leakage amounts are allowed.
1) One-hour testing - .13 gallon per 100 feet of pipe.
2) Two-hour testing - .25 gallon per 100 feet of pipe.
3) Three-hour testing - .40 gallon per 100 feet of pipe.
i. Contractor shall coordinate this testing procedure with manufacturer of
pipe used in Project.
END OF SECTION
EXHIBIT 3
01017216 HOT-MIX ASPHALT PAVING 02741 - 1
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SECTION 02741 - HOT-MIX ASPHALT PAVING
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Hot-mix asphalt paving.
2. Hot-mix asphalt patching.
3. Asphalt surface treatments.
4. Pavement-marking paint.
5. Cold milling of existing hot-mix asphalt pavement.
6. Construction Detours.
7. Asphalt Stabilized Base.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
1.2 DEFINITIONS
A. Hot-Mix Asphalt Paving Terminology: Refer to ASTM D8 for definitions of terms.
B. TxDOT: Texas Department of Transportation - Standard Specifications for Construction
and Maintenance of Highways, Streets, and Bridges, 2004.
1.3 REFERENCES
A. AASHTO T 102 - Spot Test of Asphaltic Materials.
B. AASHTO T 245 - Resistance to Plastic Flow of Bituminous Mixtures Using Marshall
Apparatus.
C. AASHTO M 248 - Standard Specification for Ready-Mixed White and Yellow Traffic
Paints.
D. AI MS-2 (1994) - Mix Design Methods for Asphalt Concrete and Other Hot-Mix Types.
E. AI MS-22 - Construction of Hot Mix Asphalt Pavements.
F. ASTM C29/C29M - (1991; Rev. A) Unit Weight and Voids in Aggregate.
G. ASTM C88 - (1990) Soundness of Aggregates by Use of Sodium Sulfate or Magnesium
Sulfate.
H. ASTM C117 - (1995) Materials Finer than 75-Micrometer (No. 200) Sieve in Mineral
Aggregates by Washing.
I. ASTM C127 - (1988; R 1993) Specific Gravity and Absorption of Coarse Aggregate.
J. ASTM C128 - (1993) Specific Gravity and Absorption of Fine Aggregate.
K. ASTM C131 - (1996) Resistance to Degradation of Small-Size Coarse Aggregate by
Abrasion and Impact in the Los Angeles Machine.
L. ASTM C136 - (1996; Rev. A) Sieve Analysis of Fine and Coarse Aggregates.
M. ASTM C188 - (1995) Density of Hydraulic Cement.
N. ASTM D70 - (1982; R 1990) Specific Gravity of Semi-Solid Bituminous Materials.
O. ASTM D75 - (1987; R 1992) Sampling Aggregates.
P. ASTM D242 - (1995) Mineral Filler for Bituminous Paving Mixtures.
Q. ASTM D546 - (1994) Sieve Analysis of Mineral Filler for Road and Paving Materials.
R. ASTM D692 - (1994; Rev. A) Coarse Aggregate for Bituminous Paving Mixtures.
S. ASTM D854 - (1992) Specific Gravity of Soils.
T. ASTM D946 - (1982; R 1993) Penetration-Graded Asphalt Cement for Use in Pavement
Construction.
EXHIBIT 3
01017216 HOT-MIX ASPHALT PAVING 02741 - 2
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U. ASTM D979 - (1996) Sampling Bituminous Paving Mixtures.
V. ASTM D995 - (1995; Rev. B) Mixing Plants for Hot-Mixed, Hot-Laid Bituminous Paving
Mixtures.
W. ASTM D1073 - (1994) Fine Aggregate for Bituminous Paving Mixtures.
X. ASTM D1075 - (1996) Effect of Water on Cohesion of Compacted Bituminous Mixtures.
Y. ASTM D1188 - (1996) Bulk Specific Gravity and Density of Compacted Bituminous
Mixtures Using Paraffin-Coated Specimens.
Z. ASTM D1559 - (1989) Resistance to Plastic Flow of Bituminous Mixtures Using Marshall
Apparatus.
AA. ASTM D2027 - Standard Specification for Cutback Asphalt (Medium-Curing Type).
BB. ASTM D2041 - (1995) Theoretical Maximum Specific Gravity and Density of Bituminous
Paving Mixtures.
CC. ASTM D2172 - (1995) Quantitative Extraction of Bitumen from Bituminous Paving
Mixtures.
DD. ASTM D2726 - (1996; Rev. A) Bulk Specific Gravity and Density of Non-Absorptive
Compacted Bituminous Mixtures.
EE. ASTM D2950 - Standard Test Method for Density of Bituminous Concrete in Place by
Nuclear Methods.
FF. ASTM D3381 - (1992) Viscosity-Graded Asphalt Cement for Use in Pavement
Construction.
GG. ASTM D3405 - Standard Specification for Joint Sealants, Hot-Applied, for Concrete and
Asphalt Pavements.
HH. ASTM D3549 - Standard Test Method for Thickness or Height of Compacted Bituminous
Paving Mixture Specimens.
II. TEX-126-E - Molding, Testing and Evaluating Bituminous Black Base Materials.
JJ. TEX-204-F - Design of Bituminous Mixtures.
KK. TEX-224-F - Determining Flakiness Index.
LL. TxDOT Item 300 - Asphalt, Oils and Emulsions.
MM. TxDOT Item 301 - Asphalt Antistripping Agents.
NN. TxDOT Item 320 - Equipment for Asphalt Concrete Pavement.
OO. TxDOT Item 340 - Specification for Dense-Graded Hot-Mix Asphalt (Method).
PP. TxDOT Item 662 - Work Zone Pavement Markings.
QQ. TxDOT Item 666 - Reflectorized Pavement Markings.
RR. TxDOT Item 672 - Raised Pavement Markers.
1.4 SUBMITTALS
A. Product Data for each type of product indicated. Include technical data and tested physical
and performance properties.
B. Job-Mix Designs: Submit a job-mix design, for approval prior to preparing and placing
bituminous mixture. Design mix using procedures contained throughout this section with
materials as specified. Formulas shall indicate physical properties of the mixes as shown
by tests made by a commercial laboratory approved by Engineer, using materials identical
to those to be provided on Project. Submit formulas with material samples. Job-mix
formula for each mixture shall be in effect until modified in writing by Contractor and
approved by Engineer. Provide a new job-mix formula for each source change. Job mix
shall be for Project. Job mixes developed for other projects, although they may have
similar requirements, will be subject to review and approved/denied by Engineer.
C. Qualification Data: Submit qualifications for product manufacturers.
D. Material Test Reports
1. Specific gravity test of asphalt.
EXHIBIT 3
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2. Coarse aggregate tests.
3. Weight of slag test.
4. Percent of crushed pieces in gravel.
5. Fine aggregate tests.
6. Specific gravity of mineral filler.
7. Bituminous mixture tests.
8. Aggregates tests.
9. Bituminous mix tests.
10. Pavement courses.
E. Product Submittals: Pavement marking materials.
1.5 QUALITY ASSURANCE
A. Testing Agency Qualifications: Qualified according to ASTM D3666 for testing indicated,
as documented according to ASTM E548.
B. Mock-Up Test Section: Prior to full production of binder and wearing course[s], prepare a
quantity of bituminous mixture according to job-mix formula. Construct a test section
200 feet long by not less than 10 feet wide and of the same compacted depth specified for
construction of course test section represents. Test section may be placed within required
project/plan limits as specified, but Contractor will be required to remove and replace
based on required testing samples or as approved by Engineer. Underlying grade or
pavement structure upon test section to be constructed shall be same as remainder of course
represented by test section. Equipment used in construction of the test section shall be
same type and weight to be used on remainder of course represented by test section. Test
not less than two samples of mixture produced at plant for gradation, asphalt cement
content, stability, flow, air voids, voids in mineral aggregate, and in weight. Obtain not less
than three cores from test strip for density and thickness tests. Check test section for
smoothness and finish surface texture. If test section proves unsatisfactory, make necessary
adjustments to mix design, plant operation, transportation, laydown, and/or rolling
procedures. Additional test sections, as required, shall be constructed and evaluated for
conformance to specified requirements. When test sections do not conform to specified
requirements, remove and replace bituminous pavement. A marginal quality test section
placed in an area of little or no traffic may be left in place. If a second test section also does
not meet specified requirements, remove both sections at Contractor expense. Full
production shall not begin without Engineer approval.
C. Required Data
1. Job-mix formula shall show:
a. Source and proportions, percent by weight, of each ingredient of the mixture;
b. Correct gradation, percentages passing each size sieve listed in specifications
for mixture to use, for aggregate and mineral filler from each separate source
and from each different size to be used in mixture and for composite mixture;
c. Amount of material passing the No. 200 sieve determined by dry sieving;
d. Number of blows of hammer compaction per side of molded specimen;
e. Temperature viscosity relationship of the asphalt cement;
f. Stability, flow, percent voids in mineral aggregate, percent air voids, unit
weight;
g. Asphalt absorption by the aggregate;
h. Effective asphalt content as percent by weight of total mix;
i. Temperature of the mixture immediately upon completion of mixing;
j. Asphalt viscosity grade and/or penetration range; and
k. Curves for the asphalt stabilized base and hot mix asphalt paving courses.
EXHIBIT 3
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1.6 DELIVERY, STORAGE, AND HANDLING
A. Inspect materials delivered to site for damage and store with minimum of handling. Store
aggregates to prevent segregation, contamination or intermixing of different aggregate
sizes. Unless otherwise approved, do not store mixture long enough to affect quality of
mixture, nor longer than 12 hours. If temperature of any HMAC, measured while passing
through lay down machine, is ±25 degrees F from mixing temperature, load is rejected.
1.7 PROJECT CONDITIONS
A. Environmental Limitations: Do not apply asphalt materials if subgrade is wet or
excessively damp or if the following conditions are not met:
1. Prime and Tack Coats: Minimum surface temperature of 60 degrees F.
2. Asphalt Base Course: Minimum surface temperature of 40 degrees F and rising at
time of placement.
3. Asphalt Surface Course: Minimum surface temperature of 60 degrees F at time of
placement.
1.8 MIXING PLANT
A. Provide mixing plant capable of meeting the needs of Project.
B. At no time shall plant hinder progress of Project.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Aggregate General: Use materials and gradations that have performed satisfactorily in
previous installations.
1. Coarse Aggregate – Coarse aggregate shall conform to ASTM D692.
a. Coarse aggregate shall be material retained on No. 4 sieve and consist of
clean, tough, durable fragments of crushed stone or crushed gravel of uniform
quality. Mixing or combining of crushed gravel and crushed stone not
permitted. Coarse aggregate shall be crushed to extent it produces minimum
of 55 percent crushed faces when tested in accordance with ASTM D692.
Course aggregate shall be crushed to extent it produces minimum 85 percent
crushed faces for Type “C” HMAC.
b. Coarse aggregate shall have a maximum loss of 20 percent when subjected to
five cycles of Magnesium Sulfate Soundness Test ASTM C88. Amount of
organic matter, clays, loams, or particles coated therewith, or other
undesirable materials, shall not exceed 2 percent. When subjected to Los
Angeles Abrasion test, coarse aggregate shall not have a loss greater than
40 percent by weight.
c. Coarse aggregate may be enhanced by addition of recycled asphaltic
pavement (RAP). Material shall be clean without any foreign materials to
produce crushed aggregate in conformance with specifications.
2. Fine Aggregate – fine aggregate shall conform to ASTM D1073.
a. Fine aggregate shall be part of material passing No. 10 sieve and be uniform
quality throughout. A maximum 15 percent of total virgin aggregate may be
field sand or other crushed fine aggregate. Screenings shall be same or similar
material as specified for course aggregate.
EXHIBIT 3
01017216 HOT-MIX ASPHALT PAVING 02741 - 5
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b. Sand shall be composed of durable stone particles free from injurious foreign
matter. Screenings shall be same or similar material as specified for coarse
aggregate.
3. Mineral Filler
a. Mineral filler shall conform to ASTM D242 and consist of thoroughly dry
stone dust, Portland cement, or other material dust approved by Engineer.
Mineral filler shall be free of foreign and other injurious matter and shall meet
the following gradation:
1) Percent by Weight Retained on No. 30 Sieve - 95-100.
2) Percent by Weight Retained on No. 80 Sieve - 75 minimum.
3) Percent by Weight Retained on No. 200 Sieve - 55 minimum.
B. Asphalt
1. Performance grade 64-22 or better, AASHTO Performance Graded Binder
Specification (MP1).
2. Contractor shall notify Engineer of asphaltic material source for approval prior to
production of asphaltic mixture.
3. Optimum asphalt content shall be determined by the Test Method Tex 204-F.
4. Asphalt content will be ±0.3 percent of design during production. When asphalt
content falls outside these parameters immediate action is required.
5. If asphalt content falls to 0.5 percent, immediately cease production until Contractor
has provided sufficient evidence of problem being corrected.
C. Prime Coat: Surface shall be primed using an application of 0.20 to 0.30 gallons per square
yard of MC asphalt conforming to ASTM D2027 – MC 30.
D. Tack Coat: Asphaltic material for tack coat shall meet requirements for slow rate cure SS-1
emulsified asphalt, medium rate cure MS-1 emulsified asphalt, or PG grade asphalt as used
in HMAC Surface Course. All vertical joints shall be tack coated.
E. Joint Sealant: ASTM D3405 or AASHTO M 301, hot-applied, single-component,
polymer-modified bituminous sealant.
F. Emulsified Asphalt Sealer: All ASB surface courses shall be sprayed with an emulsified
asphalt sealer consisting of a 15/85 mixture of MS-2, or 20/80 SS-1, liquid anionic asphalt
and distilled water. Emulsified asphalt sealer shall be applied after HMAC surface has
cooled to below 70 degrees F and applied at a rate of 0.10 to 0.12 gallons per square yard
of surface.
G. Mix Design
1. Hot-Mix Asphalt: Dense, hot-laid, hot-mix asphalt plant mixes approved by
authorities having jurisdiction; designed according to procedures in AI MS-2 - Mix
Design Methods for Asphalt Concrete and Other Hot-Mix Types, and complying
with:
a. Provide mixes with history of satisfactory performance in geographical area
where Project is located.
2. Base Course/Temporary Pavement
a. Hot mix base shall consist of compacted mixture of graded gravel aggregate
and asphalt cement mixed hot in mixing plant according to TxDOT Standard
Specifications, 2004, Item 340 Dense-Graded Hot-Mix Asphalt (Method),
Type B (fine base), using Texas gyratory compaction method (TX206-F).
b. Contractor shall provide current mix design using approved materials
indicating gradation and optimum asphalt content. Aggregate mixture shall
conform to the following master gradation:
Sieve Size 1” 7/8” 5/8” 3/8” #4 #10 #40 #80 #200
Percent Retained by Weight 0 95-100 75-95 60-80 40-60 27-40 10-25 3-13 1-6
EXHIBIT 3
01017216 HOT-MIX ASPHALT PAVING 02741 - 6
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1) Material passing #40 sieve shall be known as soil binder and meet these
requirements:
(a) Liquid Limit shall not exceed 45.
(b) Plasticity Index shall not exceed 15.
(c) Linear Shrinkage shall not exceed 5.
c. Mineral aggregate shall not contain more than 0.5 percent moisture prior to
entering the pugmill for mixing with asphalt.
d. ASB mixture shall consist of uniform mixture of mineral aggregate and
asphaltic material. Mineral aggregate shall conform to gradation requirements
specified. Percent asphaltic material shall be determined in accordance with
Test Method Tex.-204-F, with target density of 96.5 percent lab-molded
density. Asphalt content tolerances will be ±.3 percent. Outside these
parameters, corrective action must be taken immediately with over .5 percent
requiring immediate cease of production. No more than 20 percent RAP
allowed in ASB designs. Percent asphaltic material shall be determined in
accordance with Test Method Tex.-236F. Asphalt for mixture shall meet
requirements of TxDOT Item - Asphalt, Oils, and Emulsions, and must be a
performance graded (PG) 64-22 or better. Grade of asphalt and source must
be approved by Engineer prior to use. Contractor shall submit mix design
prepared by qualified lab for Engineer approval. Engineer will approve
asphalt content to use in mixture after design tests have been made with
aggregate to be used. Asphalt content of production mixture during
production shall not vary from design more than 0.2 percent dry weight based
on total mixture.
3. Surface Course
a. Hot-mix asphalt concrete surface shall consist of minimum 1 1/2-inch-thick
compacted mixture of coarse aggregate, fine aggregate, mineral filler and
asphalt cement mixed hot in mixing plant according with specifications.
Unless otherwise specified, materials and construction shall conform to
TxDOT Item 340 Dense Graded Hot Mix Asphalt Method.
b. Mix designs will be in accordance with TX204-F with a lab molded density of
96.0 percent using Texas gyratory compaction method. With target VMA
(voids in mineral aggregate) to be determined according to type of HMAC
utilized. Designs will need to be resubmitted annually or when material
properties change.
c. Contractor’s plant and equipment are subject to Engineer approval, and shall
be appropriate and in suitable condition to produce HMAC surface
consistently in compliance with specifications. Approval of source and
character of materials shall be obtained from Engineer prior to use. Combined
mineral aggregate, after final processing by mixing plant and prior to addition
of asphalt and mineral filler, shall have a sand equivalent value of not less
than 45 when tested in accordance with Test Method Tex 203-F. Percent of
flat and elongated slivers of stone for any aggregate shall not exceed
25 percent when tested in accordance with Test Method Tex 224-F.
d. Asphaltic mixtures with aggregates which exhibit stripping characteristics
shall be conditioned with either lime or liquid anti-stripping agent approved
by Engineer. Anti-stripping agents shall meet requirements of TxDOT Item -
Asphalt Anti-Stripping Agents, and be added at manufacturer recommended
dosage and temperature range.
EXHIBIT 3
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e. Contractor shall provide a current HMAC mix design using approved
materials, indicating gradation and optimum asphalt content as determined by
Test Method Tex 204-F.
1) If approved by Engineer, Contractor may furnish an alternate mix
design based on specific proposed materials. Otherwise, aggregate
mixture shall conform to following master gradation:
Type “C” (Course Graded Surface Course)
Percent passing 7/8” 100
Percent passing ¾” 95-100
Percent passing 3/8” 70-85
Percent passing No. 4 43-63
Percent passing No. 8 32-44
Percent passing No. 30 14-28
Percent passing No. 50 7-21
Percent passing No. 200 2-7
VMA Design min. 12%
2) Lab-molded density will be ±1.0 percent of design before corrective
action is required. ±1.5 percent will require immediate cease in
production operations with removal and replacement of HMAC laid at
that location. Production will cease until Contractor sufficiently proves
corrective actions have been taken. Asphalt content will be ±.3 percent
before corrective action is required. ±.5 percent will require immediate
cease in production in operations with removal and replacement of
HMAC laid at location. Production will cease until Contractor has
sufficiently proven they have taken corrective actions.
3) Material passing No. 40 sieve shall be known as soil binder and shall
meet the following requirements:
(a) Liquid Limit shall not exceed 45.
(b) Plasticity Index shall not exceed 15.
(c) Linear Shrinkage shall not exceed 5.
4) Mineral aggregate shall not contain more than 0.5 percent moisture
prior to entering pugmill for mixing asphalt. HMAC mixture shall
consist of uniform mixture of mineral aggregate and asphalt materials.
5) If approved by Engineer, Contractor may provide an alternate mix
design based on proposed materials. Contractor’s materials and mix
design shall meet all performance criteria addressed in specifications.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Verify subgrade is dry and in suitable condition to support paving and imposed loads.
B. Proof-roll subbase using heavy, pneumatic-tired rollers to locate areas unstable or requiring
further compaction.
C. Proceed with paving only after unsatisfactory conditions have been corrected.
D. Surface shall be clean and free of loose dirt, rock, or any other foreign matter.
EXHIBIT 3
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3.2 PRIME COAT
A. Application: Immediately following surface preparation, apply prime coat by means of
bituminous distributor. Apply bituminous material at a pressure range of 25 - 75 psi within
temperature limits specified, and at rate of not less than 0.20 gallon nor more than
0.30 gallon of bituminous material per square yard. Apply bituminous material so uniform
distribution is obtained over entire surface to be treated with slight puddling on surface.
B. Curing: Following application of bituminous material, allow surface to cure without being
disturbed for not less than 48 hours, or longer as necessary, to attain penetration into
foundation course and evaporation of volatiles from bituminous material. Furnish and
spread enough sand to effectively blot up and cure excess bituminous material. Maintain
primed surface until succeeding layer of pavement is placed by protecting surface against
damage and by repairing and repriming deficient areas.
C. Temperature: Maintain application temperature between 68 and 149 degrees F.
D. Protection: Keep traffic off surfaces freshly treated with bituminous material. Provide
sufficient warning signs and barricades to prevent traffic over freshly treated surfaces.
3.3 TACK COAT
A. Application: Apply tack coat when surface to be treated is dry. Immediately following
preparation of surface for treatment, apply bituminous material by means of bituminous
distributor, within limits of temperature specified and at a rate of not less than 0.05 gallon
nor more than 0.15 gallon of diluted emulsion per square yard. Apply bituminous material
so uniform distribution is obtained over entire surface to be treated. Treat lightly coated
areas and spots missed by distributor with bituminous material. Following application of
bituminous material, allow surface to cure without being disturbed for time necessary to
permit setting of tack coat. Apply bituminous tack coat only as far in advance of placing
the overlying layer as required for that day's operation. Maintain and protect treated surface
from damage until the succeeding course of pavement is placed.
B. Temperature: Maintain application temperature between 122 and 185 degrees F.
C. Material Test: Perform spot test for asphalt in accordance with AASHTO T102 on each
shipment.
D. Traffic Controls: Keep traffic off surfaces freshly treated with bituminous material. Provide
sufficient warning signs and barricades so traffic will not travel over freshly treated
surfaces.
3.4 ASPHALT STABILIZED BASE COURSE (ASB)
A. ASB shall not be placed when air temperature as reported by the National Weather Service
is below 45 degrees F and falling.
B. ASB shall be placed at temperature 255 to 285 degrees F during June, July, and August.
During other months, ASB shall be placed at temperatures 275 to 325 degrees F.
C. Any ASB material above or below specified temperature range, may be rejected. No
payment will be made for any rejected material.
D. ASB shall be placed and compacted in 2-inch lifts unless otherwise directed by Engineer.
Material shall be placed so when properly compacted, finished course is smooth, of
uniform density, and in conformance with required cross-sections and grades.
EXHIBIT 3
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E. ASB shall be compacted thoroughly and uniformly with approved rollers to density of 90.1
to 97.3 percent in place air voids with a lab molded target of 96.5 percent ±1 percent. All
results will be calculated using maximum theoretical rice gravity. Lab molding will take
place in accordance to asphalt manufacturer recommended temperature.
1. Rolling patterns shall be set by using a thin lift nuclear gauge to ensure maximum
compaction. All roller marks shall be removed and compaction completed prior to
the ASB mixture cooling below 185 degrees F.
3.5 JOINTS
A. Construct joints to ensure continuous bond between adjoining paving sections. Construct
joints free of depressions with same texture and smoothness as other sections of hot-mix
asphalt course.
1. Clean contact surfaces and apply tack coat to all joints.
2. Offset longitudinal joints, in successive courses, a minimum of 6 inches.
3. Offset transverse joints, in successive courses, a minimum of 24 inches.
4. Construct transverse joints as described in AI MS-22 - Construction of Hot Mix
Asphalt Pavements.
5. Compact joints as soon as hot-mix asphalt will bear roller weight without excessive
displacement.
6. Compact asphalt at joints to a density within 2 percent of specified course density.
3.6 COMPACTION
A. General: Begin compaction as soon as placed hot-mix paving will bear roller weight
without excessive displacement. Compact hot-mix paving with hot, hand tampers or
vibratory-plate compactors in areas inaccessible to rollers.
1. Complete compaction before mix temperature cools to 185 degrees F.
B. Breakdown Rolling: Complete breakdown or initial rolling immediately after rolling joints
and outside edge. Examine surface immediately after breakdown rolling for indicated
crown, grade, and smoothness. Correct laydown and rolling operations to comply with
requirements.
C. Intermediate Rolling: Begin intermediate rolling immediately after breakdown rolling
while hot-mix asphalt is still hot enough to achieve specified density. Continue rolling until
hot-mix asphalt course has been uniformly compacted to the following density:
1. 95 to 98 percent of Marshall density with 2 to 5 percent air voids.
D. Finish Rolling: Finish roll paved surfaces to remove roller marks while hot-mix asphalt is
still warm.
E. Edge Shaping: While surface is being compacted and finished, trim edges of pavement to
proper alignment. Bevel edges while asphalt is still hot; compact thoroughly.
F. Repairs: Remove paved areas that are defective or contaminated with foreign materials and
replace with fresh, hot-mix asphalt. Compact by rolling to specified density and surface
smoothness.
G. Protection: After final rolling, do not permit vehicular traffic on pavement until it has
cooled and hardened.
H. Erect barricades to protect paving from traffic until mixture has cooled enough not to
become marked.
3.7 INSTALLATION TOLERANCES
A. Thickness: Compact each course to produce thickness indicated within these tolerances:
1. Base Course: ±1/2 inch.
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2. Surface Course: +1/4 inch, (no minus).
B. Surface Smoothness: Compact each course to produce a surface smoothness within
following tolerances as determined by using a 10-foot straightedge applied transversely or
longitudinally to paved areas:
1. Base Course: 1/4 inch.
2. Surface Course: 1/8 inch.
3. Crowned Surfaces: Test with crowned template centered and at right angle to crown.
Maximum allowable variance from template is 1/4 inch.
3.8 FIELD QUALITY CONTROL
A. Testing Agency: Contractor shall perform field tests and inspections and prepare test
reports.
1. Testing agency will conduct and interpret tests and state in each report whether
tested work complies with or deviates from specified requirements.
B. Additional testing and inspecting, at Contractor expense, will be performed to determine
compliance of replaced or additional work with specified requirements.
C. Thickness: In-place compacted thickness of hot-mix asphalt courses will be determined
according to ASTM D3549.
D. Surface Smoothness: Finished surface of each hot-mix asphalt course will be tested for
compliance with smoothness tolerances.
E. In-Place Density: Testing agency will take samples of uncompacted paving mixtures and
compacted pavement according to ASTM D979 or AASHTO T 168.
1. Reference maximum theoretical density determined by averaging results from four
samples of hot-mix asphalt-paving mixture delivered daily to site, prepared
according to ASTM D2041, and compacted according to job-mix specifications.
2. In-place density of compacted pavement will be determined by testing core samples
according to ASTM D1188 or ASTM D2726.
a. One core sample will be taken for every 2000 square yards or less of installed
pavement.
F. Remove and replace or install additional hot-mix asphalt where test results or
measurements indicate that it does not comply with specified requirements.
G. Owner may elect to take confirmation tests at Owner expense. Contractor shall cooperate
with Owner’s testing agency. Failing tests taken at Owner direction shall be charged to
Contractor. Failing test charges shall include pro-rata technician charges, actual failing test
charge, pro-rata mileage charge, and other pro-rated charges.
3.9 DISPOSAL
A. Dispose of excess materials in accordance with requirements of Section 01700 – Execution
Requirements.
1. Do not allow excavated materials to accumulate onsite.
END OF SECTION
EXHIBIT 3
01017216 LEACHATE COLLECTION SYSTEM 02745 - 1
02/17
SECTION 02745 - LEACHATE COLLECTION SYSTEM
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Materials and installation for leachate collection piping trench (other than aggregate).
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
2. Section 02231 - Drainage Aggregate.
3. Section 02760 – Geotextile Materials.
1.2 QUALITY ASSURANCE
A. Quality assurance shall be in accordance with Appendix A.
1.3 REFERENCES
A. ASTM D3350 - Polyethylene Plastics Pipe and Fittings Materials.
1.4 SUBMITTALS
A. Pipe Product Data:
1. Unit Weight.
2. SDR.
3. Diameter.
4. Physical dimensions.
5. Method of jointing with instructions.
6. Recommended bedding and instillation details.
B. Manufacturer’s certificate of compliance. Certified lab data from manufacturer to verify the
physical properties of the materials comply with this specification.
PART 2 - PRODUCTS
2.1 LEACHATE COLLECTION PIPE
A. Leachate collection pipe shall be high density polyethylene (HDPE) SDR-17 pipe with an
integrally-formed smooth interior for leachate collection.
B. All pipe and fitting resins shall be manufactured by the same company, manufacturing the
pipe itself, in accordance with these specifications, to ensure complete resin compatibility and
total product accountability. Fittings supplied under this specification shall be molded or
manufactured from a polyethylene compound with a cell classification equal to or
exceeding the compound used in the pipe.
C. Materials - Resins used in the manufacture of the leachate collection pipe shall conform to
cell classification PE 324420C or better per ASTM D3350.
D. Minimum parallel plate pipe stiffness values for leachate piping shall be 50 psi.
E. Polyethylene pipe and fittings not meeting specification requirements, shall be rejected.
F. Perforations shall be factory-machined and -trimmed by manufacturer or pipe supplier in the
shop under controlled conditions. No pipe perforation allowed in the field. All perforated pipe
shall be free of trimmings and debris when delivered and prior to installation.
EXHIBIT 3
01017216 LEACHATE COLLECTION SYSTEM 02745 - 2
02/17
2.2 SOURCE QUALITY CONTROL
A. HDPE pipe shall contain no recycled compound except what is generated in manufacturer’s
plant from same raw material. Pipe shall be homogenous throughout and free of visible
cracks, holes, foreign inclusions, or other deleterious defects, as well as identifiable in color,
density, melt flow, and other physical properties throughout. Polyethylene resin used shall
have all ingredients compounded prior to extrusion of pipe.
B. Contractor shall submit certification that pipe, fittings, and equipment is represented by
quality assurance data.
2.3 DELIVERY, STORAGE, AND HANDLING
A. HDPE pipe shall be stored on clean, level ground to prevent undue scratching and gouging.
Pipe shall be protected from direct sunlight. If pipe must be stacked for storage, stack
according to pipe manufacturer recommendations. Pipe handling shall be done so as not to
damage by dragging over sharp objects or cut by chokers or lifting equipment.
PART 3 - EXECUTION
3.1 PIPE INSTALLATION
A. Install all HDPE pipe in accordance with manufacturer recommendations and requirements of
specifications.
B. Perforations shall be constructed by manufacturer as detailed in Drawings. No field
perforating of HDPE pipe allowed. Perforated leachate pipe shall be laid in trench as detailed
in Drawings. Engineer allowed to observe the perforated leachate pipe prior to backfilling.
C. Pipe shall be kept clean before installation by proper storage and handling. Cover any open
pipe ends with fabric or a pipe cap.
D. Sections of HDPE pipe with cuts or gouges in excess of 10 percent of the wall thickness of
pipe shall be removed.
3.2 PIPE JOINING
A. Joining method shall be butt-fusion method and performed by qualified persons in strict
accordance with pipe manufacturer recommendations. Butt-fusion equipment used in joining
procedures shall be capable of meeting all conditions recommended by pipe manufacturer,
including but not limited to temperature requirements, alignment, and fusion pressures. Pipe
will be fused at approximately 500 degrees F with 150 psi fusion pressure. Bead height for
18-inch riser shall not exceed 1/4 inch.
3.3 REPAIR OF DAMAGED SECTIONS
A. Remove sections of HDPE pipe with cuts or gouges in excess of 10 percent of the wall
thickness of pipe. Rejoin new pipe sections using butt-fusion joining method. Engineer
intends to reduce number of joints. Engineer shall reject pipe installations where, in his
opinion, installation methodology of Contractor does not meet this objective.
3.4 HANDLING OF FUSED PIPE
A. Fused segments of polyethylene pipe shall be handled to avoid pipe damage. When lifting
fused sections of pipe, chains or cable type chokers must be avoided. Nylon slings are
required. Spreader bars are recommended when lifting long fused sections. Care shall be
exercised to avoid cutting or gouging the pipe.
EXHIBIT 3
01017216 LEACHATE COLLECTION SYSTEM 02745 - 3
02/17
3.5 FIELD QUALITY CONTROL
A. Contractor shall test each leachate transmission line section prior to backfilling and entire
piping system after completed. Conduct pressure tests with water at a maximum pressure of
100 psi. Initially, a pressure of 100 psi shall be applied and allowed to stand for two hours
with makeup pressure to allow pipe to reach equilibrium. Following this period, pressure
should be returned to 100 psi for final test and allowed to stand for four hours. A passing test
occurs with no leaks or pressure drops during final test. If no pressure drop occurs during
the initial two hours, this period may be counted as part of the final test. CQA Monitor will
observe all hydrostatic testing.
PART 4 - MEASUREMENT AND PAYMENT
4.1 MEASUREMENT
A. Measurement for the work covered under this section will be made by the lump sum basis.
4.2 PAYMENT
A. Leachate Collection System: Payment for work covered under this Section shall be made at
Lump Sum price bid for "Leachate Collection Trench," which payment shall constitute full
compensation for materials, labor, equipment, tools, and incidentals necessary to complete
work specified herein.
END OF SECTION
EXHIBIT 3
01017216 CONCRETE PAVEMENT AND SIDEWALKS 02751 - 1
02/17
SECTION 02751 - CONCRETE PAVEMENT AND SIDEWALKS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Exterior concrete pavement and sidewalks.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
2. Section 03300 - Cast-in-Place Concrete, for general building applications of concrete.
1.2 DEFINITIONS
A. Cementitious Materials: Portland cement alone or in combination with blended hydraulic
cement, expansive hydraulic cement, fly ash and other pozzolans, ground granulated
blast-furnace slag, and silica fume.
1.3 SUBMITTALS
A. Product Data: For each type of manufactured material and product indicated.
B. Design Mixes: Submit concrete mix design in accordance with Section 03300 - Cast-in-Place
Concrete.
C. Material Certificates: Signed by manufacturer certifying that the following materials comply
with requirements:
1. Cementitious materials and aggregates.
2. Steel reinforcement and reinforcement accessories.
3. Admixtures.
4. Curing compounds.
5. Bonding agent or adhesive.
6. Joint fillers.
D. Submit a plan showing location of pavement joints.
1.4 QUALITY ASSURANCE
A. Installer Qualifications: Experienced installer who completed pavement work similar in
material, design, and extent to that indicated for this Project and whose work resulted in
construction with a record of successful inservice performance.
B. Manufacturer Qualifications: Manufacturer of ready-mixed concrete products complying with
ASTM C94 requirements for production facilities and equipment.
1. Manufacturer must be certified according to National Ready Mix Concrete
Association’s Plant Certification Program.
C. Testing Agency Qualifications: Independent testing agency, acceptable to authorities having
jurisdiction, qualified according to ASTM C1077 and ASTM E329 to conduct the testing
indicated, as documented according to ASTM E548.
D. Source Limitations: Obtain each type or class of cementitious material of the same brand
from the same manufacturer’s plant and each aggregate from one source.
E. ACI Publications: Comply with ACI 301 - Specification for Structural Concrete, unless
modified by the requirements of the Contract Documents.
F. Concrete Testing Service: Engage a qualified independent testing agency to perform material
evaluation tests and to design concrete mixes.
EXHIBIT 3
01017216 CONCRETE PAVEMENT AND SIDEWALKS 02751 - 2
02/17
1.5 PROJECT CONDITIONS
A. Traffic Control: Maintain access for vehicular and pedestrian traffic as required for other
construction activities.
PART 2 - PRODUCTS
2.1 FORMS
A. Form Materials: Plywood, metal, metal-framed plywood, or other approved panel-type
materials to provide full-depth, continuous, straight, smooth exposed surfaces.
1. Use flexible or curved forms for curves of a radius 100 feet or less.
B. Form-Release Agent: Commercially-formulated form-release agent that will not bond with,
stain, or adversely affect concrete surfaces, and will not impair subsequent treatments of
concrete surfaces.
2.2 STEEL REINFORCEMENT
A. Plain-Steel Welded Wire Fabric: ASTM A185, fabricated from as-drawn steel wire into flat
sheets.
B. Reinforcement Bars: ASTM A615/A615M, Grade 60 (Grade 420), deformed.
C. Plain Steel Wire: ASTM A82, as drawn.
D. Joint Dowel Bars: Plain steel bars, ASTM A615/A615M, Grade 60(Grade 420). Cut bars true
to length with ends square and free of burrs.
E. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and
fastening reinforcement bars, welded wire fabric, and dowels in place. Manufacture bar
supports according to CRSI - Manual of Standard Practice, from steel wire, plastic, or precast
concrete or fiber-reinforced concrete of greater compressive strength than concrete, and:
1. Equip wire bar supports with sand plates or horizontal runners where base material will
not support chair legs.
2.3 CONCRETE MATERIALS
A. General: Use same brand and type of cementitious material from the same manufacturer
throughout Project.
B. Portland Cement: ASTM C150, Type I or II.
1. Fly Ash: ASTM C618, Class F or C.
2. Ground Granulated Blast-Furnace Slag: ASTM C989, Grade 100 or 120.
3. Fly ash may be used for pavement concrete with prior approval of Owner. Maximum
cement reduction shall not exceed 20 percent by weight per cubic yard of concrete, and
fly ash replacement shall be 1.25 pounds per pound of cement.
C. Aggregate: ASTM C33, uniformly-graded, from single source, with coarse aggregate as:
1. Class: 4S.
2. Maximum Aggregate Size: 1 inch nominal.
3. Do not use fine or coarse aggregates containing substances that cause spalling.
D. Water: ASTM C94.
2.4 ADMIXTURES
A. General: Admixtures certified by manufacturer to contain no more than 0.1 percent
water-soluble chloride ions by mass of cement and to be compatible with other admixtures.
B. Air-Entraining Admixture: ASTM C260.
EXHIBIT 3
01017216 CONCRETE PAVEMENT AND SIDEWALKS 02751 - 3
02/17
2.5 CURING MATERIALS
A. Water: Potable.
B. Evaporation Retarder: Waterborne, monomolecular film forming, manufactured for
application to fresh concrete.
C. White Waterborne Membrane-Forming Curing Compound: ASTM C309, Type 2, Class B.
D. Products: Subject to compliance with requirements, provide one of the following:
1. Evaporation Retarder:
a. Finishing Aid Concentrate; Burke Group, LLC (The).
b. Eucobar; Euclid Chemical Co.
c. E-Con; L&M Construction Chemicals, Inc.
d. SikaFilm; Sika Corporation.
2. White Waterborne Membrane-Forming Curing Compound:
a. Aqua Resin Cure; Burke Group, LLC (The).
b. L&M Cure R-2; L&M Construction Chemicals, Inc.
c. 1200-White; W.R. Meadows, Inc.
2.6 RELATED MATERIALS
A. Expansion- and Isolation-Joint-Filler Strips: ASTM D1751, asphalt-saturated cellulosic fiber.
B. Bonding Agent: ASTM C1059, Type II, non-redispersible, acrylic emulsion or styrene
butadiene.
2.7 CONCRETE MIXES
A. Prepare design mixes, proportioned according to ACI 211.1 and ACI 301, for each type and
strength of normal-weight concrete determined by laboratory trial mixes or field experience.
B. Proportion mixes to provide concrete with the following properties:
1. Compressive Strength (28 Days): 4,000 psi for pavement and 3,000 psi for sidewalks.
2. Slump Limit: 4 inches.
C. Cementitious Materials: Limit percentage, by weight, of cementitious materials other than
Portland cement according to ACI 301 requirements for concrete exposed to deicing
chemicals.
D. Add air-entraining admixture at manufacturer prescribed rate to result in concrete at point of
placement having an air content of 2.5 to 4.5 percent.
2.8 CONCRETE MIXING
A. Ready-Mixed Concrete: Comply with requirements and with ASTM C94.
PART 3 - EXECUTION
3.1 SUBGRADE PREPARATION
A. Scarify subgrade and compact to a minimum dry density (ASTM D698) at 0 to
4 percent above optimum moisture content.
B. Where P.1 of subgrade materials is 20 or greater, subgrade shall be lime stabilized in
accordance with Item 301.2 of NCTCOG Specifications. Apply hydrated lime at a minimum
rate of 6 percent by weight.
C. Apply emulsified asphalt 55-1 at 0.25 gallon per square yard if subgrade is treated with lime.
EXHIBIT 3
01017216 CONCRETE PAVEMENT AND SIDEWALKS 02751 - 4
02/17
3.2 EDGE FORMS AND SCREED CONSTRUCTION
A. Set, brace, and secure edge forms, bulkheads, and intermediate screed guides for pavement to
required lines, grades, and elevations. Install forms to allow continuous progress of work and
so forms can remain in place at least 24 hours after concrete placement.
B. Clean forms after each use and coat with form release agent to ensure separation from
concrete without damage.
3.3 STEEL REINFORCEMENT
A. General: Comply with CRSl - Manual of Standard Practice, for fabricating reinforcement and
with recommendations in CRSl - Placing Reinforcing Bars, for placing and supporting
reinforcement.
B. Clean reinforcement of loose rust and mill scale, earth, ice, or other bond-reducing materials.
C. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position
during concrete placement. Maintain minimum cover to reinforcement.
D. Install welded wire fabric in lengths as long as practicable. Lap adjoining pieces at least one
full mesh, and lace splices with wire. Offset laps of adjoining widths to prevent continuous
laps in either direction.
3.4 JOINTS
A. General: Construct construction, isolation, contraction joints, and tool edgings true-to-line
with faces perpendicular to surface plane of concrete. Construct transverse joints at right
angles to centerline, unless otherwise indicated.
1. When joining existing pavement, place transverse joints to align with previously
placed joints, unless otherwise indicated.
B. Construction Joints: Set construction joints at side and end terminations of pavement and
locations where pavement operations stop for more than .5 hour, unless pavement terminates
at isolation joints.
1. Provide preformed galvanized steel or plastic keyway-section forms or bulkhead forms
with keys, unless otherwise indicated. Embed keys at least 1-1/2 inches into concrete.
2. Continue reinforcement across construction joints, unless otherwise indicated. Do not
continue reinforcement through sides of pavement strips, unless otherwise indicated.
3. Provide tie bars at sides of pavement strips where indicated.
4. Use bonding agent where fresh concrete is placed against hardened or
partially-hardened concrete surfaces.
C. Isolation Joints: Form isolation joints of preformed joint-filler strips abutting concrete curbs,
catch basins, manholes, inlets, structures, walks, other fixed objects, and where indicated.
1. Locate expansion joints at intervals of 20 feet, unless otherwise indicated.
2. Extend joint fillers full width and depth of joint.
3. Terminate joint filler less than 1/2 inch or more than 1 inch below finished surface if
joint sealant is indicated.
4. Furnish joint fillers in one-piece lengths. Where more than one length is required, lace
or clip joint-filler sections together.
D. Install dowel bars and support assemblies at joints where indicated. Lubricate or asphalt-coat
half of dowel length to prevent concrete bonding to one side of joint.
E. Contraction Joints: Form weakened-plane contraction joints, sectioning concrete into areas as
indicated. Construct contraction joints for a depth equal to at least one-fourth of the concrete
thickness, as follows:
1. Grooved Joints: Form contraction joints after initial floating by grooving and finishing
each edge of joint with groover tool to the following radius. Repeat grooving of
EXHIBIT 3
01017216 CONCRETE PAVEMENT AND SIDEWALKS 02751 - 5
02/17
contraction joints after applying surface finishes. Eliminate groover marks on concrete
surfaces.
a. Radius: 1/4 inch.
2. Sawed Joints: Form contraction joints with power saws equipped with shatterproof,
abrasive, or diamond-rimmed blades. Cut 1/8-inch-wide joints into concrete when
cutting action will not tear, abrade, or otherwise damage surface and before developing
random contraction cracks.
F. Edging: Tool edges of pavement, gutters, curbs, and joints in concrete after initial floating
with an edging tool to the following radius. Repeat tooling of edges after applying surface
finishes. Eliminate tool marks on concrete surfaces.
1. Radius: 1/4 inch.
3.5 CONCRETE PLACEMENT
A. Inspection: Before placing concrete, inspect and complete formwork installation,
reinforcement steel, and items to embed or cast. Notify other trades to permit installation of
work.
B. Remove snow, ice, or frost from subbase surface and reinforcement before placing concrete.
Do not place concrete on frozen surfaces.
C. Moisten subgrade or subbase to provide a uniform, dampened condition when concrete is
placed. Do not place concrete around manholes or other structures until they are at the
required finish elevation and alignment.
D. Comply with requirements and with recommendations in ACI 304R for measuring, mixing,
transporting, and placing concrete.
E. Do not add water to concrete during delivery, at Project site, or during placement.
F. Deposit and spread concrete in a continuous operation between transverse joints. Do not push
or drag concrete into place or use vibrators to move concrete into place.
G. Consolidate concrete by mechanical vibrating equipment supplemented by hand-spading,
rodding, or tamping. Use equipment and procedures to consolidate concrete according to
recommendations in ACI 309R.
1. Consolidate concrete along face of forms and adjacent to transverse joints with internal
vibrator. Keep vibrator away from joint assemblies, reinforcement, or side forms. Use
only square-faced shovels for hand-spreading and consolidation. Consolidate with care
to prevent dislocating reinforcement, dowels, and joint devices.
H. Screed pavement surfaces with a straightedge and strike off. Commence initial floating using
bull floats or darbies to form open-textured and uniform surface plane before excess moisture
or bleed water appears on surface. Do not further disturb concrete surfaces before beginning
finishing operations or spreading dry-shake surface treatments.
I. Cold-Weather Placement: Cold-weather concreting shall be in accordance with
Section 03300 - Cast-in-Place Concrete.
J. Hot-Weather Placement: Hot-weather concreting shall be in accordance with Section 03300 -
Cast-in-Place Concrete.
3.6 CONCRETE FINISHING
A. General: Concrete surface wetting during screeding, initial floating, or finishing operations is
prohibited.
EXHIBIT 3
01017216 CONCRETE PAVEMENT AND SIDEWALKS 02751 - 6
02/17
B. Float Finish: Begin floating operation when bleed-water sheen disappears and concrete
surface stiffens sufficiently to permit operations. Float surface with power-driven floats or
hand-floating if area is small or inaccessible to power units. Finish surfaces to true planes.
Cut down high spots, fill low spots. Refloat surface immediately to uniform granular texture.
1. Medium-to-Fine-Textured Broom Finish: Draw soft bristle broom across float-finished
concrete surface perpendicular to line of traffic to provide uniform, fine-line texture.
3.7 CONCRETE PROTECTION AND CURING
A. General: Protect freshly-placed concrete from premature drying and excessive cold or hot
temperatures. Comply with ACI 306.1 for cold-weather protection and follow
recommendations in ACI 305R for hot-weather protection during curing.
B. Evaporation Retarder: Apply evaporation retarder to concrete surfaces if hot, dry, or windy
conditions cause moisture loss approaching 0.2 pound per square foot x h before and during
finishing operations. Apply according to manufacturer-written instructions after placing,
screeding, and bull-floating or darbying concrete, but before float finishing.
C. Begin curing after finishing concrete but not before free water disappears from concrete
surface.
D. Curing Methods: Cure concrete by moisture curing, moisture-retaining-cover curing, curing
compound, or a combination:
1. Curing Compound: Apply uniformly in continuous operation by power-spray or roller
according to manufacturer-written instructions. Recoat areas subjected to heavy
rainfall within three hours after initial application. Maintain continuity of coating and
repair damage during curing period.
3.8 PAVEMENT TOLERANCES
A. Comply with tolerances of ACI 117 and as follows:
1. Elevation: 1/4 inch.
2. Thickness: +3/8 inch, -1/4 inch.
3. Surface: Gap below 10-foot-long, unleveled straightedge not to exceed 1/4 inch.
4. Lateral Alignment and Spacing of Tie Bars and Dowels: 1 inch.
5. Vertical Alignment of Tie Bars and Dowels: 1/4 inch.
6. Alignment of Dowel-Bar End Relative to Line Perpendicular to Pavement Edge:
Length of dowel 1/4 inch per 12 inches.
7. Joint Spacing: 3 inches.
8. Contraction Joint Depth: +1/4 inch (no minus).
9. Joint Width: +1/8 inch (no minus).
3.9 FIELD QUALITY CONTROL
A. Testing Agency: Owner or Owner-designated agent will engage a qualified testing and
inspection agency to sample materials, perform tests, and submit test reports during concrete
placement. Contractor is responsible for all concrete testing cost. Sampling and testing for
quality control may include those specified.
B. Testing Services - shall be performed according to these requirements:
1. Sampling Fresh Concrete: Representative samples of fresh concrete shall be obtained
according to ASTM C172, except modified for slump to comply with ASTM C94.
2. Slump: ASTM C143; one test at point of placement for each compressive-strength test
but not less than one test for each day’s pour of each type of concrete. Additional tests
required when concrete consistency changes.
EXHIBIT 3
01017216 CONCRETE PAVEMENT AND SIDEWALKS 02751 - 7
02/17
3. Air Content: ASTM C231; pressure method; one test for each compressive-strength
test, but not less than one test for each day’s pour of each type of air-entrained
concrete.
4. Concrete Temperature: ASTM C1064; one test hourly when air temperature is
40 degrees F and below and when 80 degrees F and above, and one test for each set of
compressive-strength specimens.
5. Compression Test Specimens: ASTM C31/C31M; and as specified in Section 03300 –
Cast-in-Place Concrete.
6. Compressive-Strength Tests: As specified in Section 03300 – Cast-in-Place Concrete.
Test results shall be reported in writing to Owner, concrete manufacturer, and
Contractor within 24 hours of testing. Reports of compressive-strength tests shall
contain Project identification name and number, date of concrete placement, name of
concrete testing agency, concrete type and class, location of concrete batch in
pavement, design compressive strength at 28 days, concrete mix proportions and
materials, compressive breaking strength, and type of break for both seven- and 28-day
tests.
C. Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be
permitted by Owner but not used as sole basis for approval or rejection.
D. Additional Tests: Testing agency shall make additional tests of concrete when test results
indicate slump, air entrainment, concrete strengths, or other requirements have not been met,
as directed by Owner. Testing agency may conduct tests to determine adequacy of concrete
by cored cylinders complying with ASTM C42, or by other methods as directed.
3.10 REPAIRS AND PROTECTION
A. Remove and replace concrete pavement broken, damaged, defective, or does not meet Section
requirements.
B. Drill test cores where directed by Owner when necessary to determine magnitude of cracks or
defective areas. Fill drilled core holes in satisfactory pavement areas with Portland cement
concrete bonded to pavement with epoxy adhesive.
C. Protect concrete from damage. Exclude traffic from pavement for at least 14 days after
placement. When construction traffic is permitted, maintain pavement as clean as possible by
removing surface stains and spillage of materials as they occur.
D. Maintain concrete pavement free of stains, discoloration, dirt, and other foreign material.
Sweep concrete pavement not more than two days before date scheduled for Substantial
Completion inspections.
END OF SECTION
EXHIBIT 3
01017216 GEOTEXTILE MATERIALS 02760 - 1
02/17
SECTION 02760 - GEOTEXTILE MATERIALS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes
1. Furnish and install geotextile separator.
2. Furnish and install geocomposite drainage layer.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
2. Section 02200 - Excavation and Earthwork.
3. Section 02227 - Waste Material Disposal.
1.2 REFERENCES
A. ASTM D4751 - Standard Test Method for Determining Apparent Opening Size of a
Geotextile.
B. ASTM D4716 - Standard Test Method for Constant Head Hydraulic Transmissivity (in- place
flow) of Geotextiles and Geotextile Related Products.
C. ASTM D4632 - Standard Test Method for Breaking Load and Elongation of Geotextiles
(Grab Method).
D. ASTM D4533 - Standard Test Method for Trapezoid Tearing Strength of Geotextiles.
E. ASTM D4833 - Standard Test Method for Index Puncture Resistance of Geotextiles,
Geomembranes, and Related Products.
F. ASTM D3786 - Standard Test Method for Hydraulic Bursting Strength of Knitted Goods and
Non-woven Fabrics - Diaphragm Bursting Strength Tester Method.
G. ASTM D4355 - Standard Test Method for Deterioration of Geotextiles from Exposure to
Ultraviolet Light and Water (Xenon - ARC Type Apparatus).
H. ASTM D5261 - Standard Test Method for Measuring Mass per Unit Area of Geotextiles.
I. ASTM D4595 - Standard Test method for wide width tensile strength of geotextiles.
1.3 SUBMITTALS
A. In addition to requirements of Section 01300 - Submittals, provide these for geotextiles:
1. Samples of the material to use.
2. Written instructions for storage, handling, and installation.
3. Written instructions for repair of geotextiles.
4. Manufacturer certificates of compliance with specified product requirements. This
submittal includes Manufacturer's Quality Control (MQC) testing. Perform MQC
testing at a frequency of one test per 10,000 square feet of geotextile produced for
this Project for all product requirements listed in Part 2 of this section. Submit results
to CQA monitor with each shipment of material.
1.4 PROJECT CONDITIONS
A. When weather threatens to endanger the integrity and quality of installation due to rain, high
winds, cold temperatures, or other weather elements, installation of geotextiles shall be halted
at direction of, or with concurrence of, Owner, until the weather conditions are satisfactory.
B. Contractor shall maintain natural surface water drainage diversions around work area and
provide for disposal of water collecting in work area as the result of precipitation falling
within the area or from inadequate diversion structures or practices.
EXHIBIT 3
01017216 GEOTEXTILE MATERIALS 02760 - 2
02/17
C. Vehicles not allowed on liner area unless sufficient protective soil cover is placed over liner
(see SLQCP).
1.5 DELIVERY, STORAGE, AND HANDLING
A. Refer to appropriate specifications for requirements for delivery, storage, and handling.
PART 2 - PRODUCTS
2.1 ACCEPTABLE MANUFACTURERS
A. Subject to compliance with Contract Documents, the following manufacturers are acceptable:
1. Geotextiles:
a. Manufacturers may qualify by providing references for a minimum of 5,000,000
SF of geotextile installations.
2. Drainage Composites:
a. GSE.
b. Tenax.
c. Other manufacturers may qualify by providing products meeting project
specification, and references for a minimum of 10,000,000 SF of
geonet/geotextile drainage composite installations.
B. Submit requests for substitution in accordance with Section 01600 - Material and Equipment.
2.2 MATERIALS
A. Geotextile Filter Fabric:
1. Geotextile filter fabric materials shall conform to physical values described in SLQCP
and Table 02760A – Geotextile Filter Fabric Properties.
Table 02760A - GEOTEXTILE FILTER FABRIC PROPERTIES
Property Test Method Typical Test Value
Fabric Weight (oz/yd)2 ASTM D5261 oz.
Thickness (mils) ASTM D5199 75
Grab Tensile Strength ASTM D4632 180
(lbs)
Grab Elongation (%) (MD/CD)1
ASTM D4632
50/80
Puncture Resistance (lbs) ASTM D4833 80
Permeability (cm/sec) ASTM D4491 0.3
1MD/CD = MD - Machine Direction/CD - Cross Direction
2 Minimum Average Roll Value (MAR)
2. Geotextile materials shall consist of non-woven material. Geotextile placed above
drainage material shall have a minimum weight of 8 ounces per square yard.
3. Geotextile shall be manufactured free of holes, undispersed raw materials, any sign of
contamination by foreign matter, or variation in thickness of more than 10 percent.
Any such defect shall be cause for rejection of defective geotextile. Minor defects may
be repaired in accordance with manufacturer recommendations if repair is approved by
Engineer.
EXHIBIT 3
01017216 GEOTEXTILE MATERIALS 02760 - 3
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B. Double-Sided Geonet/Geotextile Drainage Composites:
1. Geocomposite:
a. Geocomposite shall be manufactured by heat-bonding non-woven, polyester or
polypropylene geotextile to both sides of formed, solid rib, HDPE drainage net.
b. No burn through either component permitted. No glues or adhesives permitted.
c. Geonet shall consist of non-foamed, extruded HDPE material forming two or
three sets of strands arranged to form a 3D structure providing planar water flow.
2. Geonet/geotextile drainage composite materials shall conform to specifications
described in SLQCP and meet:
a. Geotextile on both sides of geonet shall be minimum 8 ounces per square yard
non-woven material meeting/exceeding physical properties of Table 02760B –
Geonet Core Properties.
Table 02760B - GEONET CORE PROPERTIES
Property Test Method Test Value
Thickness (mils) ASTM D5199 275-300
Carbon Black Content (%) ASTM D1603/4218 2.0 to 3.0
Tensile Strength (machine
direction) (lb/in) ASTM D5035/7179 55
Creep Reduction Factor GRI-GC8 1.2
b. Double-sided geocomposite for use in LCS shall have a minimum
Transmissivity (m2/sec) conforming to these values (ASTM D4716):
Table 02760C – GEOCOMPOSITE VALUES
Confining Pressure (psf) (m2/sec)
2,140 8.10E-04
9,250 5.42E-04
12,175 4.04E-04
c. Double-sided geocomposite for use in groundwater underdrain applications shall
have a minimum thickness of 175 mil, 6 oz geotextile, and transmissivity of
9E-05 m2/sec.
3. Submit manufacturer quality control certificate of materials and performance
characteristics for every 50,000 square feet of material delivered to the site and for
each lot.
C. Resin:
1. Resin shall be new, first quality, compounded polyethylene resin.
2. Natural resin shall meet the following minimum requirements:
Table 02760D - RESIN PROPERTIES
Property Test Method Test Value
Density (g/cm') ASTM D1505 >0.94
Melt Flow Index (g/10 min) ASTM D 1238 ≤1.0
EXHIBIT 3
01017216 GEOTEXTILE MATERIALS 02760 - 4
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PART 3 - EXECUTION
3.1 CONSTRUCTION METHODS - GEOTEXTILES
A. Geotextile Filter Fabric:
1. Take care to keep geotextile clean and free from debris prior to installation. If
geotextile is not free of soil and debris before geotextile installation, Contractor shall
clean just prior to installation.
2. On slopes, geotextile shall be anchored into a trench as detailed on Contract Drawings.
3. Adjacent rolls of geotextile shall be overlapped approximately 12 inches and sewn
tightly along the roll length, or as recommended by manufacturer, whichever is more
stringent. Roll ends shall be overlapped and sewn in same manner or as recommended
by the manufacturer, whichever is more stringent. Any other proposed method of
attachment shall be approved by Owner.
4. Installer shall handle all geotextile rolls to ensure they are not damaged in any way
and the following shall be complied with:
a. Repair holes or tears in geotextile by placing a patch of same material over
defective area with patch extending a minimum of 24 inches beyond edges of
repair area. Sew into place using polymeric thread with chemical resistance and
strength properties equal to or exceeding those of geotextile.
B. Geotextiles shall be deployed, seamed, and protected in accordance with manufacturer
recommendations.
1. Position geotextile by hand if necessary, after unrolling to minimize wrinkles.
2. In wind, all geotextile in place shall be weighted with sandbags or equivalent.
Sandbags shall be installed during placement and remain until replaced with cover
material.
3. Contractor shall place all cover materials to ensure geotextile and underlying materials
are not damaged.
3.2 CONSTRUCTION METHODS - GEONET/GEOTEXTILE DRAINAGE COMPOSITES
A. Drainage Composite:
1. Take care to keep drainage composite clean and free from debris prior to installation.
If drainage composite is not free of soil and debris before drainage composite
installation, Contractor shall clean just prior to installation.
2. Geocomposite roll should be installed in direction of slope and in intended direction
of flow.
3. On slopes, drainage composite shall be anchored into trench as detailed on Contract
Drawings.
4. Use only full length rolls at top of slopes, or partial rolls so there are no horizontal
seams on the slopes.
5. Adjacent edges of the geocomposite along the length shall be placed so edges
butt against each other and secure by plastic ties approximately every 5 feet along
roll length. Roll ends shall be shingled down in direction of slope, with minimum
overlap of 12 inches, and tied every 6 inches. Plastic ties shall be white or a bright
color for easy inspection. Metallic ties not allowed.
6. Installer shall handle all geonet/geotextile drainage composite rolls to ensure they are
not damaged in any way, and the following shall be complied with:
a. Geonet/geotextile drainage composite shall be positioned by hand, if necessary,
after unrolling to minimize wrinkles.
b. In wind, all geonet/geotextile drainage composite in place shall be weighted
with sandbags or equivalent. Sandbags shall be installed during placement and
remain until replaced with protective cover material.
EXHIBIT 3
01017216 GEOTEXTILE MATERIALS 02760 - 5
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c. Contractor shall place all protective cover materials to ensure geonet/geotextile
drainage composite and underlying materials are not damaged.
7. Geonet/geotextile drainage composite shall be deployed, seamed, and protected in
accordance with manufacturer recommendations.
8. Repair holes or tears in drainage geocomposite by placing a patch extends 2 feet
beyond edges of hole or tear and tie every 6 inches. If a tear extends more than
50 percent of width of geocomposite section, remove entire width of damaged portion
and join two remaining sections as described.
9. Repair any damage to underlying geomembrane caused by placement of drainage
geocomposite at no additional cost to Owner.
3.3 GEOSYNTHETIC INSTALLATION ACCEPTANCE
A. Installer shall retain all ownership and responsibility for the installed geosynthetics until final
acceptance by Owner. Owner will accept installation upon completion and all required
documentation from Installer is received and approved.
END OF SECTION
EXHIBIT 3
01017616 HDPE GEOMEMBRANE 02778 - 1
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SECTION 02778 - HDPE GEOMEMBRANE
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Furnishing and installing textured HDPE geomembrane
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
2. Section 02200 – Excavation and Earthwork.
1.2 REFERENCES
A. ASTM D0638 - Standard Test Method for Tensile Properties of Plastics.
B. ASTM D0746 - Standard Test Method for Brittleness Temperature of Plastics and Elastomers
by Impact.
C. ASTM D0792 - Standard Test Methods for Specific Gravity and Density of Plastics by
Displacement.
D. ASTM D1004 - Test Method for Initial Tear Resistance of Plastic Film and Sheeting.
E. ASTM D1204 - Test Method for Linear Dimensional Changes of Non-rigid Thermoplastic
Sheeting or Film at Elevated Temperature.
F. ASTM D1238 - Standard Test Method for Flow Rates of Thermoplastics by Extrusion
Plastometer.
G. ASTM D1505 - Test Method for Density of Plastics by the Density Gradient Technique.
H. ASTM D1593 - Specification for Non-rigid Vinyl Chloride Plastic Sheeting.
I. ASTM D1603 Test Method for Carbon Black in Olefin Plastics.
J. ASTM D3015 - Standard Practice for Microscopical Examination of Pigment Dispersion in
Plastic Compounds.
K. ASTM D3083 - Standard Specification for Flexible Plastic Sheeting for Pond, Canal, and
Reservoir Lining.
L. ASTM D3895 - Standard Test Method for Copper Induced Oxidative Induction Time of
Polyolefins by Thermal Analysis.
M. ASTM D4437 - Standard Practice for Determining the Integrity of Field Seams Used in
Joining Flexible Polymeric Sheet Geomembranes.
N. Federal Test Method Standards: 101C Puncture Resistance.
O. Geosynthetic Research Institute (GRI):
1. Test Method GM 4 - Multiaxial Burst Test.
2. Test Method GM 5 - Notched Constant Tensile Load Test.
1.3 QUALITY ASSURANCE
A. Comply with the SLQCP.
1.4 SUBMITTALS
A. In addition to the requirements of Section 1300 - Submittals, submit information for:
1. Resin.
a. Statement of production date or dates.
b. Certification stating that the resin meets the product requirements of these
specifications.
c. Certification stating that all resin is from the same manufacturer.
d. Copy of quality control certificates issued by manufacturer.
EXHIBIT 3
01017616 HDPE GEOMEMBRANE 02778 - 2
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e. Test reports from manufacturer.
2. Geomembrane Roll data
a. Statement of production date or dates.
b. Laboratory test results and certification stating that the Geomembrane meets the
product requirements of these specifications.
c. 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.
d. Copy of quality control certificates issued by manufacturer.
e. Test reports from the manufacturer
f. Typical results of complete notched constant tensile load test (GRI-GM-5) for
specified resin and sheet thickness.
g. Statement certifying that no reclaimed polymer is added to the resin.
h. Statement listing percentages of processing aids, antioxidants, and other
additives other than carbon black added to or in the resin.
i. Geomembrane delivery, storage, and handling instructions.
j. Geomembrane installation instructions.
k. Sample warranties for review.
3. Extrudate beads and/or rod.
a. Statement of production date or dates.
b. Laboratory certification stating that the extrudate meets the product
requirements (outlined below).
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 manufacturer.
e. Test reports from the manufacturer.
f. Certification stating that the extrudate bead or rod resin is the same type, from
the same manufacturer, and compatible with the resin used to manufacture the
geomembrane supplied for this project.
4. Drawings
a. Installation layout drawings. Submit drawings showing the panel layout
indicating both fabricated and field seams. Upon acceptance, use these drawings
for Geomembrane installation.
5. Installation Contractor
a. A list of completed facilities, totaling a minimum of 2,000,000 square feet, for
which the installer has installed polyethylene geomembrane. For each
installation, the following information shall be provided
1) Name and purpose of facility, location, and date of installation.
2) Name of owner, design engineer, manufacturer, and name and telephone
number of contact at the facility who can discuss the project.
3) Thickness and quantity of the installed geomembrane.
4) Resume of the field installation supervisor and master seamer.
PART 2 - PRODUCTS
2.1 MATERIALS
A. Geomembrane for the landfill cell shall be 60miI High-Density Polyethylene (HDPE)
(Textured both sides)
B. Gasket material shall be neoprene, closed cell medium, 1/4-inch thick, 2 inches wide with
adhesive on one side, or other compatible gasket materials as required.
C. Metal battens or banding and hardware shall be stainless steel.
EXHIBIT 3
01017616 HDPE GEOMEMBRANE 02778 - 3
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D. Water cut-off mastic shall be Neoprene Flashing Cement as supplied by Manufacturer, or as
required.
E. Sealant shall be General Electric Silicone, RTV 103, or equivalent.
2.2 GEOMEMBRANE RAW MATERIALS
A. Geomembrane shall be manufactured of polyethylene resins produced in the United States
and shall be compounded and manufactured specifically for the intended purpose.
2.3 ROLLS
A. Geomembrane shall be a minimum 20.0-foot seamless width.
1. Acceptable manufacturers include:
a. Poly-Flex, Inc.
b. GSE Environmental
c. Approved equal.
2. Carbon black shall be added to the resin if the resin is not compounded for ultra- violet
resistance.
B. Surface of the smooth geomembrane shall not have striations, roughness, pinholes, or
bubbles.
C. Geomembrane shall be supplied in rolls. Labels on each roll shall identify the thickness of the
material, the length and width of the roll, lot and roll numbers, and name of manufacturer.
D. Contractor shall supply one additional roll to the city for their future use. It shall be properly
handled and stored as directed by City.
2.4 QUALITY CONTROLL SPECIFICATIONS
A. Raw Materials
1. Resin: All resins for use in geomembrane must pass a candidate pre-approval process
before being eligible for use. Each incoming railcar shall be sampled by compartment
with the following testing performed and compared to Manufacturer specifications.
a. Density: ASTM D1505.
b. Melt Index: ASTM D1238.
c. Oxidative Induction Time (OIT): ASTM D3895.
2. Additives: All incoming materials are to be tested and approved prior to use with the
following testing performed and compared to Manufacturer specifications.
a. Carbon Black Content: ASTM D1603.
b. Oxidative Induction Time (OIT): ASTM D3895.
B. Finished product - during production:
1. Inspection
a. Performed on each roll during manufacturing.
b. Sheet surface appearance shall be monitored for flaws.
c. A full-width sample shall be cut from the end of each roll for thickness
measurement thickness.
2. Roll Identification
a. Four tags per roll shall be used:
1) Outside the core.
2) On the core plug.
3) On the roll surface.
4) On the production roll sample.
3. Out-of-Spec Material
a. Any roll not meeting specifications for any noted inspections shall be separated
from other rolls and placed on hold.
EXHIBIT 3
01017616 HDPE GEOMEMBRANE 02778 - 4
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C. Manufacturer’s Quality Control and Quality Assurance Testing
1. Sampling: Full-width samples shall be taken as retains from the end of each roll to
the manufacturer’s laboratory.
2. Testing: Geomembrane quality control testing shall meet the following frequency
requirements:
Property Test Method HDPE
Requirements
LLDPE
Requirements
Density, g/cc ASTM D1505 or ASTM D792 0.935 – 0.940 0.915 – 0.926
Melt Index, g/10 min. ASTM D1238 Condition E <0.4 <0.6
3. Welding Rod - sample of welding rod shall be tested at the frequency of once per
25 rolls of welding rod. Perform these tests on the sample:
a. Diameter - ASTM D5199.
b. Density - ASTM D1505.
c. Melt Index - ASTM D1238.
d. Carbon Black Content - ASTM D1603.
4. Reporting: Test results shall be reviewed by QC manager. Material not meeting
specifications shall be identified and placed on hold. Transfer test data to the product
data file for roll certification.
PART 3 - EXECUTION
3.1 PREPARATION OF SUBGRADE
A. Verify in writing to Engineer, the surface where geomembrane will be installed is acceptable.
B. Grade changes rounded to minimum 6-inch radius.
C. Further information provided in the SLQCP.
3.2 PREPARATION
A. Repair damage caused to subgrade during deployment.
B. Round edges of anchor trenches or cushion with geotextiles.
C. Perform trial seam welds as follows:
1. Perform trial welds on samples of geomembrane to verify the performance of welding
equipment, seaming methods, and conditions.
2. Frequency of trial welds:
a. Minimum of two trial welds per day with one prior to the start of work and one
at mid shift.
b. When directed by CQA Monitor.
c. Every two hours when using a wedge weld to weld across seams.
d. Minimum one trial weld per person per shift.
e. When ambient temperature changes more than 10 degrees F since previous trial
weld.
3. Make trial welds in the same surroundings and environmental conditions as production
welds, (i.e., in contact with subgrade).
4. Make trial weld sample at least 2 feet long, 3 feet long for double wedge welding
machines, and 12 inches wide with the seam centered lengthwise.
5. Cut two, 1-inch wide test strips from opposite ends of the trial weld.
6. Quantitatively test specimens, first for peel adhesion, and then for bonded seam
strength (shear) (ASTM D4437).
EXHIBIT 3
01017616 HDPE GEOMEMBRANE 02778 - 5
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7. A specimen is considered passing when the following results are achieved. For
double-wedge welding, both welds must pass in peel.
a. Break is a film tearing bond (FTB).
b. Break is ductile.
c. Peel strength is 62 percent of the specified shield yield strength or greater for
wedge welded seams and 70 pounds per inch or greater for extrusion welded
seams and no greater than 10 percent of the seam width peels.
d. Shear strength is 95 percent of the specified sheet yield strength for shear test for
all weld types. When testing set grips back 2 inches from the edge of the weld.
Minimum elongation between the grips must be 2 inches.
8. Trial weld sample is considered passing when all specimens pass peel and shear tests.
9. Repeat trial weld in entirety when any trial weld samples fail in either peel or shear.
10. When repeated trial weld fails, do not use welding apparatus and welder until
deficiencies or conditions are corrected and two consecutive successful trial welds are
achieved.
3.3 INSTALLATION
A. Deployment.
1. Give careful consideration to timing and temperature during deployment. Ideally,
deployment, welding, and covering would all occur at the same temperature. In a
practical sense, Contractor should strive to perform these activities within as narrow a
temperature range as practical, and avoid these activities during peak hot or cold
conditions.
2. Assign each panel a unique identifying code number or letter consistent with
Contractor-submitted panel layout drawing. Coding is subject to approval by CQA
Monitor.
3. Deploy no more panels in one shift than can be welded or secured during same day.
4. Do not deploy in the presence of excessive moisture, precipitation, ponded water, or
high winds.
5. Do not damage geomembrane by handling, by trafficking, or leakage of hydrocarbons
or any other means.
6. Do not wear damaging shoes or engage in activities that could damage geomembrane.
7. Unroll geomembrane panels using methods to not damage, stretch, or crimp
geomembrane. Protect underlying surface from damage.
8. Use methods that minimize wrinkles and differential wrinkles between adjacent panels.
9. Place ballast on geomembrane to prevent uplift from wind. Use ballast that will not
damage geomembrane.
10. Protect geomembrane in area of heavy traffic by placing protective cover, compatible
with and will not damage flexible membrane.
11. Repair damage to subgrade or other underlying materials prior to completing
deployment of geomembrane.
12. Do not allow vehicle traffic directly on flexible membrane.
13. Remove heavily wrinkled or folded material.
14. Visually inspect geomembrane for imperfections. Mark faulty or suspect areas for
repair.
15. Install material to account for shrinkage and contraction while avoiding wrinkles.
Install material stress-free with no bridging before covering. Add material as needed
to avoid bridging.
16. Before wrinkles fold over, attempt to push out. For wrinkles that cannot be pushed out,
cut them out and repair cuts prior to burial or at the direction of CQA monitor.
EXHIBIT 3
01017616 HDPE GEOMEMBRANE 02778 - 6
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B. Seam Layout.
1. Orient seams parallel to line of a maximum slope, ( i.e., orient down not across
slope).
2. Minimize number of field seams in corners, odd-shaped geometric locations, and
outside corners.
3. Keep horizontal seams (seams running approximately parallel to slope contours) at
least 5 feet away from toe or crest of slope.
4. Use seam numbering system compatible with panel number system. Each seam must
have a unique number.
5. Shingle panels on all slopes and grades so upgradient panel is on top.
C. Seam Welding Personnel.
1. Provide at least one welder (master welder) with experience welding over 5 million
square feet of geomembrane using the same type of welding apparatus in use at site.
2. Qualify personnel performing welding operations by experience and by successfully
passing field welding tests performed onsite.
3. Master welder will provide direct supervision over other welders.
D. Seam Welding Equipment.
1. Extrusion welder must be equipped with gauges showing temperatures in extruder
apparatus and at nozzle. Temperature at nozzle may be measured by external
temperature gauges.
2. Hot wedge welder shall be automated variable speed vehicular mounted devices with
pressure controlled by spring, pneumatic, or other system that allows for variation in
sheet thickness. Rigid frame fixed position equipment is not acceptable.
3. Maintain adequate quantity of welding apparatus to avoid delaying the project.
4. Use power source capable of providing constant voltage under combined line load.
E. General welding procedures:
1. Do not commence welding until trial weld test sample, made by that equipment, passes
test.
2. Clean surface of grease, moisture, dust, dirt, debris, or other foreign material.
3. Overlap panels a minimum of 3 inches for extrusion and 4 inches for hot wedge
welding.
4. Do not use solvents or adhesives unless product is approved in writing by Engineer.
5. Provide adequate material on weld to allow peel testing of both sides of double wedge
weld.
6. Extend welding to the outside edge of all panels.
7. If required, provide a firm substrata by using flat board, conveyor belt, or similar hard
surface directly under the weld overlap to achieve firm support.
8. Provide adequate illumination if welding operations are carried out at night.
9. Cut fishmouths or wrinkles along ridge of wrinkle to achieve a flap overlap. Extrusion
weld the cut fishmouths or wrinkles where overlap is more than 3 inches. Where less
than 3-inch overlap, patch with an oval or round patch extending a minimum of 6
inches beyond the cut in all directions.
10. Log this following every two hours:
a. Temperature directly on the geomembrane surface being welded.
b. Extrudate temperatures in barrel and at nozzle (extrusion welder).
c. Operating temperature of hot wedge (hot wedge welder) and any pressure
adjustments made.
d. Preheat temperature.
e. Speed of hot wedge welder in feet per minute
11. Weld only when ambient temperature, measured 6 inches above the geomembrane is
between 40 and 104 degrees F unless other limits are accepted, in writing, by Design
Engineer.
EXHIBIT 3
01017616 HDPE GEOMEMBRANE 02778 - 7
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12. If Installer wishes to use methods to allow seaming at ambient temperatures below
40 or above 104 degrees F, Installer shall demonstrate and certify such methods
produce seams entirely equivalent to seams produced at ambient temperatures above
40 and below 104 degrees F, and overall quality of geomembrane is not adversely
affected. In addition, a change order to the contract between Owner and Installer is
required, specifically stating the seaming procedure does not cause any physical or
chemical modification to geomembrane to generate any short or long term damage to
the geomembrane. Then, temperatures in the noted quality assurance procedure shall be
modified accordingly.
F. Defects and Repairs
1. Examine all welds and nonweld areas of the geomembrane for defects, holes, blister,
undispersed raw materials, and any sign of contamination by foreign matter. The
surface of the flexible membrane shall be clean at the time of the examination.
2. Repair and nondestructively test each suspect location both in weld and nonweld areas.
Do not cover geomembrane at locations repaired until test results with passing values
are available.
G. Extrusion Welding
1. Use procedures to tack bond adjacent panels together not damaging flexible membrane.
Perform CQA tests not detrimental to final welding.
2. Purge welding apparatus of heat-degraded extrudate before welding.
3. Bevel top edges of geomembrane a minimum of 45 degrees and full thickness of
flexible membrane before extrusion welding.
4. Clean seam welding surfaces of oxidation by disc grinder or equivalent not more than
one hour before extruding weld. Change grinding discs frequently. Do not use clogged
discs.
5. Do not remove more than 4 mils of material when grinding.
6. Grind across, not parallel to, welds.
7. Cover entire width of grind area with extrudate.
8. When restarting welding, grind ends of all welds that are more than one hour old.
H. Interface Extrudate Welding
1. Mount components necessary to weld on mobile unit.
2. Include the following accessories on mobile unit:
a. Variable speed control.
b. Wheels with nonskid surface.
c. Directional control.
d. Automatic hot air system for preheating welding surfaces.
e. Extruder system with appropriate die.
f. Adjustable contact pressure rollers.
3. Test and set "hot air system" using scrap material each day prior to commencing
welding.
4. Adjust hot air velocity to preclude wind effects.
5. Adjust contact pressure rollers to prevent surface ripples in panels.
6. Protect against moisture build-up between panels.
I. Hot Wedge Welding.
1. Place smooth insulating plate or fabric beneath hot welding apparatus after usage.
2. Protect against moisture build-up between panels.
3. If welding across cross seams, conduct field test welds at least every two hours,
otherwise, once prior to start of work and once at mid-day.
4. Bevel edges of top and bottom panels on cross seams.
5. Do not weld on flexible membrane until equipment passes trial weld test.
6. Extrusion-weld a patch over or spot weld all seam intersections as described in
Article 3.3E.
EXHIBIT 3
01017616 HDPE GEOMEMBRANE 02778 - 8
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3.4 FIELD QUALITY CONTROL AND QUALITY ASSURANCE
A. Conformance Testing (Performed by Construction Quality Assurance Laboratory)
1. Allow 14 days for conformance testing following date material is available to CQAC.
2. Perform conformance testing on flexible membrane rolls.
3. Obtain samples at specified frequency. CQA Monitor will obtain samples.
4. Forward samples to Construction Quality Assurance Laboratory.
5. Test samples for conformance with design specifications and guaranteed properties.
6. Perform, as a minimum, following tests to determine flexible membrane characteristics:
a. Density: ASTM D792, Method A or ASTM D1505.
b. Thickness: Measured with appropriate micrometer.
c. Tensile Strength: ASTM D638.
d. Carbon Black Content: ASTM D1603.
e. Carbon Black Dispersion: ASTM D3015.
f. Where optional procedures are noted in the test method, specification
requirements prevail.
g. Additional tests may be performed at discretion of CQAC.
7. Sampling Procedures
a. Sample across the entire width of the roll excluding the first 3 feet.
b. Cut sample 3 feet long by width of roll.
c. Mark machine direction on the samples with an arrow. CQA Monitor
responsible for markings
d. Sample at a rate of one per batch or one per 100,000 square feet of material
supplied, whichever results in greatest number.
B. Nondestructive Testing (Performed by Installer).
1. Nondestructively test all field seams over their full length using a vacuum test unit, air
pressure (for double fusion seams only), spark testing, or other approved methods.
Perform testing as the seaming progresses and not at the completion of all the field
seaming. Complete all required repairs in accordance with this specification.
2. Vacuum testing.
a. Equipment, composed of:
1) Vacuum box assembly consisting of rigid housing, transparent viewing
window, soft neoprene gasket attached to the bottom, port hole or valve
assembly, and vacuum gauge.
2) Vacuum pump assembly equipped with a pressure control.
3) Rubber pressure/vacuum hose with fittings and connections.
4) Soapy solution and applicator.
b. Test Procedures
1) Place box over wetted seam area (soapy solution).
2) Ensure a leak-tight seal is created.
3) Energize vacuum pump and reduce vacuum box pressure to
approximately 5 psi gauge (measured in inches of Hg).
4) Examine geomembrane through viewing window for presence of soap
bubbles caused by seam leaks for not less than ten seconds.
5) Mark and repair all areas where soap bubbles appear in accordance with
repair procedures described in this specification.
3. Air pressure testing for seaming processes producing a double seam with enclosed
channel
a. Equipment, composed of:
1) Air pump (manual or motor-driven) equipped with pressure gauge
capable of generating and sustaining a pressure over 30 psi, and mounted
on a cushion to protect geomembrane.
2) Rubber hose with fittings and connections.
EXHIBIT 3
01017616 HDPE GEOMEMBRANE 02778 - 9
02/17
3) Sharp, hollow needle or other approved pressure feed device.
4) Pressure gauge with an accuracy of 1 psi.
b. Test Procedures
1) Seal both ends of welded seam to be tested.
2) Insert needle or other approved pressure feed device into tunnel created by
the weld.
3) Energize air pump to a minimum pressure of 30 psi or 1/2 psi per mil of
liner thickness, whichever is greater, close valve, and sustain pressure for
at least five minutes.
4) Allow a two-minute relaxation period when pressure may drop no more
than 2 psi.
5) If loss of pressure after relaxation period exceeds 2 psi within five minutes
or does not stabilize, locate faulty area and repair in accordance with
repair procedures described in this specification.
6) Puncture opposite end of seam to release air. If blockage is present, locate
and test seam on both sides of blockage.
7) Remove needle or other approved pressure feed device and seal
penetration holes.
4. Spark Testing for penetrations or other difficult areas not accessible for vacuum testing.
a. Equipment and Materials.
1) 24 gauge copper wire
2) Low-amperage electric detector, 20,000 to 30,000 volt, with brush-type
electrode capable of causing visible arc up to 3/4 inch from copper wire
b. Procedures.
1) Place copper wire within 1/4 inch of extrusion seam or clamp seal edge
2) Pass electrode over seam or clamp area and observe for spark. Perform
repair if spark is detected.
C. Destructive Testing (performed by CQAC and the Installer)
1. Location and Frequency of Testing.
a. Collect destructive test samples at a minimum frequency of one test location per
500 feet of seam length.
b. Determine test locations during welding. Locations may be prompted by
suspicion of excess crystallinity, contamination, offset welds, or suspected
defect. CQA Monitor responsible for choosing the locations. Monitor will not
notify installer in advance of selecting locations where weld samples are taken.
2. Sampling Procedures.
a. Cut samples at locations designated by CQA Monitor as the welding progresses.
Verify laboratory test results are obtained before flexible membrane is covered
by another material.
b. CQA Monitor will number each sample then mark sample number and location
in compliance with the CQA program.
3. Immediately repair all holes in geomembrane resulting from destructive test sampling.
Repair in accordance with repair procedures described in Article 3.5. Test continuity of
repair in accordance with this Section.
4. Size of Samples: minimum 12 inches wide by 44 inches long with seam centered
lengthwise. Die-cut four 1-inch-wide strips from sample and test for shear and peel in
the field. Cut remaining sample into three parts for distribution:
a. One portion for Installer: 12 x 12 inches.
b. One portion for Construction Quality Assurance Laboratory: 12 x 18 inches.
c. One portion to Owner for archive storage: minimum 12 x 12 inches.
EXHIBIT 3
01017616 HDPE GEOMEMBRANE 02778 - 10
02/17
5. Testing Procedures (Performed by Installer).
a. Test four, 1-inch wide strips specified in Article 3.4.C.4 by tensiometer for peel
and shear, respectively. Two test strips must meet peel and two must meet shear
requirements for welded seams specified in Article 3.2.C.7.
b. If any field test sample fails, follow outlined failed weld procedures.
D. Laboratory Testing (Performed independently by Construction Quality Assurance [CQA]
Laboratory and Installer).
1. Test "seam strength" and "peel adhesion" (ASTM D4437).
2. Minimum acceptable values obtained for these tests are specified in Article 3.2.C.7.
3. Test at least five specimens for each test method. Four of five specimens must meet
minimum requirements. None of the peel may peel 100 percent or entire sample will
be considered as failing.
4. Select specimens alternately by test from the samples (i.e., peel, shear, peel, shear...).
5. Provide test results no more than 48 hours after receiving samples.
6. For double-wedge-welded samples, test both sides in peel.
E. Failed Weld Procedures - follow with destructive test failure. Procedures apply when test
failure is determined by Construction Quality Assurance Laboratory, Installer, or by field
tensiometer. Follow one of the following two options:
a. First Option: Reconstruct seam between any two passing test locations.
b. Second Option.
1) Trace weld at least 10 feet minimum in both directions from location of
failed test or to end of welds in question.
2) Obtain a small sample at both locations for an additional field test.
3) If additional test samples pass field tests, take laboratory samples.
4) If laboratory samples pass, reconstruct weld or cap between the two test
sample locations that bracket the failed test location.
5) If any sample fails, repeat the process to establish the zone where weld
must be reconstructed.
F. Acceptable Welded Seams.
1. Bracketed by two locations from which samples have passed destructive tests.
2. For reconstructed seams exceeding 50 feet, take sample from within the reconstructed
weld passes destructive testing.
3. When a sample fails, provide additional testing for seams welded by the same welder
and welding apparatus or welded during the same time shift.
G. Seams that cannot be Nondestructively Tested.
1. If weld is accessible to testing equipment prior to final installation, nondestructively
test weld prior to final installation.
2. If weld cannot be tested prior to final installation, cap strip the weld. Welding and
cap-stripping operations must be observed by CQA Monitor and installer for
uniformity and completeness.
3.5 REPAIR PROCEDURES
A. Remove damaged geomembrane and replace with acceptable geomembrane materials if damage
cannot be satisfactorily repaired.
B. Repair, removal, and replacement is at Contractor expense if damage results from Contractor,
Installer, or Contractor's subcontractor activities.
C. Repair any portion of geomembrane exhibiting a flaw or failing destructive or nondestructive
test. Agreement upon appropriate repair method will be determined between Owner and
CQAC. Do not commence welding on liner until trial weld test sample, made by that
equipment and operator, passes trial test. Repair procedures available include:
1. Patching: Used to repair large holes (over 3/8-inch diameter), tears (over 2 inches long),
undispersed raw materials, and contamination by foreign matter.
EXHIBIT 3
01017616 HDPE GEOMEMBRANE 02778 - 11
02/17
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 these procedures:
1. Abrade flexible membrane surfaces to be repaired (extrusion welds only) no more than
one hour prior to repair.
2. Clean and dry all surfaces at time of repair.
3. Extend patches or caps at least 6 inches beyond the edge of defect and round all corners
of material to be patched and patches to a radius of at least 3 inches.
4. Unless otherwise instructed by Engineer, cut flexible membrane below large caps to
avoid water or gas collection between the sheets.
E. Verification of repair.
1. Number and log each patch repair.
2. Non-destructively test each repair using methods specified in Article 3.4.
3. Reconstruct repairs until tests indicate passing results.
3.6 GEOMEMBRANE ACCEPTANCE
A. Contractor retains all ownership and responsibility for geomembrane until acceptance by
Owner.
B. Owner will accept geomembrane installation when:
1. All required documentation from manufacturer, fabricator, and installer are received
and accepted.
2. Installation is finished.
3. Test reports verify completion of all field seams and repairs.
4. Written certification documents and drawings have been received by Owner.
5. Owner received acceptance of the GLER by TCEQ.
3.7 MANUFACTURERS
A. HDPE Geomembrane shall be manufactured by:
1. Poly-Flex, Inc.
2. GSE Environmental.
3. Approved equal.
3.8 WORKMANSHIP AND EXPERIENCE
A. Manufacturer shall have at least five years continuous experience in manufacturing
polyethylene geomembrane and/or experience totaling 10,000,000 square feet of
manufactured polyethylene geomembrane.
B. Installation Contractor shall be manufacturer or dealer trained to install manufacturer’s
geomembrane.
C. Installation shall be performed under constant direction of field installation supervisor who
shall remain onsite and be responsible, throughout liner installation, for liner layout, seaming,
testing, repairs, and all other activities by Installer. Field installation supervisor shall have
installed or supervised installation of a minimum of 2,000,000 square feet of polyethylene
geomembrane. Seaming shall be performed under direction of a master seamer (who may also
be the field installation supervisor) with a minimum of 2,000,000 square feet of polyethylene
geomembrane, using same type of seaming apparatus specified for this project. Field
installation supervisor and/or master seamer shall be present whenever seaming is performed.
EXHIBIT 3
01017616 HDPE GEOMEMBRANE 02778 - 12
02/17
Treatment plant manufacturer shall, wherever possible, transfer original supplier warranty to
Owner for any items purchased by the manufacturer to this system.
END OF SECTION
EXHIBIT 3
01017216 LITTER FENCE 02824 - 1
02/17
SECTION 02824 - LITTER FENCE
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Provide labor, equipment, and materials necessary to install and complete the
litter fence specified herein and as shown on Drawings, approximately
2,400 LF x 25 feet high.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
1.2 SUBMITTALS
A. Submit drawings, data, bonding, insurance certificate, information and a registered
engineered stamped drawings in Texas within ten days of “Notice to Award.”
B. Manufacturer's descriptive literature and catalog information on poles, net material,
and hardware as applicable.
C. Netting sample with rope border including independent lab test results using testing
methodology ISO 1806 indicating a minimum average single mesh breaking strength
of 116.7 lbs.
D. Shop Drawings: Include plans, elevations, sections, details, and attachments to other
work.
E. List of five references for other similar type installations by Contractor. Must include
names, contact information, phone numbers, and email addresses.
PART 2 - PRODUCTS
2.1 BARRIER NETTING
A. Netting: Polyester netting shall made using four-needle Rachel, knotless construction,
manufactured with UV-treated yarn and additionally coated with a black resin dye and
bonding treatment.
B. Size: 2 1/2-inch stretch mesh, 1-inch single bar measure. 116.7 average single mesh
break strength, determined in accordance with ISO standard1806.
C. Attachment Twine: Black #48 braided polyester twine, 375 lb tensile strength,
impregnated with UV inhibitor.
D. Rope Boarder and Interior Riblines: Black, 3/8-inch braided synthetic cover, parallel
synthetic core, 3,500 lb. tensile strength. Rope boarder shall be attached to net using a
black, UV, dye-treated #48 braided polyester twine with a minimum 375 lb. tensile
strength. Attachment twine shall not be continuously tied to net, but tied at 6 inches on
center for the full length of the rope border.
E. The netting shall include manufacturer ten-year limited warranty.
EXHIBIT 3
01017216 LITTER FENCE 02824 - 2
09/16
2.2 WOOD POLES
A. Wood poles are to be full-length Penta or CCA pressure-treated wood poles in
accordance with current AWPA standards. All poles shall conform to and be installed
in accordance with the ANSI 05-1 2002 and AWPA 2005 specifications.
B. Wood poles shall be new and burn-branded in accordance with ANSI 05-1 2002.
Owner will inspect poles prior to installation to assure correct size is installed.
C. Wood poles shall be sized to withstand 50 percent solid wind loading in accordance
with ACSE 7-05. Stamped engineered drawing shall be provided with submittal.
D. Minimum acceptable unguyed poles shall be a class H-3 40-foot pole for 50 percent
solid.
1. Note: Transverse guying of poles towards origin of litter, if at all possible, can
reduce required capacity of poles. Transverse guying or changes to pole size
must be approved by City Engineer.
2.3 HARDWARE
A. All hardware shall be considered “pole line hardware” and hot-dipped galvanized
unless specified differently, and shall conform to ANSI, ASTM, IEEE, and/or NEMA.
Hardware components shall be matched to meet or exceed load capacity of cable.
B. Bolts: All bolts will be 5/8-inch-diameter with minimum tensile strength of 13,550 lbs.
C. Cable Clamps: Three-bolt cable clamps are required at each pole to support all
horizontal cables. One-bolt clamps are required to support vertical cable on every pole
at every horizontal cable intersection except for top and bottom horizontal cable.
D. Vertical Rollers: Used to terminate vertical cables at top and bottom of each pole.
Rollers shall be 1 7/8 inch in diameter and 7/8-inch-thick with an 11/16-inch-hole in
the center.
E. 2 1/4- x 3/16-inch Square Washers: Used to reinforce both sides of bolt holes in poles.
F. Guy Wires: Anchored using a Maclean Power Systems single helix-hub assembly or
approved equal. Anchors shall be a minimum 10-inch strait hub, single helix anchor
attached to 3/4-inch x 7-foot anchor rods with twin-eye nut-end. All guy wires shall
include a high-visibility, yellow, guy guard.
G. All end horizontal cables shall terminate at pole using a 5/8-inch thimble eye-nut.
H. Attachment clips shall be 9/32-inch cadmium-plated steel, carabineer attachment snap.
Zinc- or nickel-coated clips are not to be used.
I. All cable shall be5/16-inch, 1 by 7 EHS (extra high strength), galvanized steel strand
with a minimum breaking strength of 11,200 lbs.
PART 3 - EXECUTION
3.1 DELIVERY, STORAGE, AND HANDLING
A. New Wood Poles, Net Materials, and Accessories
1. Protect, support, and handle to prevent damage to poles, net materials, and
accessories.
2. Use implements, tools, facilities, and equipment suitable for proper and safe
protection and handling of poles, fence materials, and accessories.
3. Remove poles, net materials, and accessories damaged beyond repair, in opinion
of Engineer.
EXHIBIT 3
01017216 LITTER FENCE 02824 - 3
09/16
3.2 PREPARATION
A. New Poles, Net Materials, and Accessories
1. Inspect before poles, net materials, and accessories are installed.
3.3 EXCAVATION AND BACKFILL
A. Excavate and backfill for Litter Fence in accordance with Article 3.4.B - Wood Pole
Installation.
3.4 INSTALLATION
A. Qualifications: Contractor shall have a minimum of five years’ experience installing
netting of a similar type construction, and submit five references for similar
installations.
B. Wood Pole Installation
1. Poles shall inclined 5 degrees toward plane of netting and must be otherwise
placed plumb and true with spacing not to exceed 50 feet on center; embedment
shall be a minimum of 9 feet, 6 inches in depth. Poles shall be trimmed so top
cable hardware runs 6 inches below top of pole. In no instance shall table cable
hardware be installed closer than 6 inches from top of pole.
2. Poles borings shall be of sufficient size and orientation to ensure entire area of
boring can be properly backfilled and compacted with pole leaning 5 degrees
toward landfill.
3. Poles shall be backfilled using suitable excavated spoil materials placed in
compacted lifts not to exceed 18 inches in depth. Excess spoils materials to
place in a mound around base of pole to provide excess material for settling and
for positive drainage away from pole base. Poles shall not be backfilled with
concrete or other non-porous materials.
4. Poles shall be guyed at all end conditions and any turns in line of netting to
prevent deformation of pole. Additionally, each pole shall be transverse guyed
in direction of landfill.
C. Hardware Installation
1. Install all hardware using through-bolted connections properly reinforced on
each side of pole with square washers.
2. Spring-lock washers shall be installed at each bolted connection.
3. Guy hooks shall be used to attach guy cables to poles.
4. Attachment clips are to be attached to rope boarder at 2 feet on center. Clips
shall be installed to attach to support cable and rope boarder only. Clip shall not
be attached to encompass net or attachment twine. Continuously sewn rope
boarders and riblines that require clipping net with rope boarder, not allowed.
5. Vertical cables shall be installed on each pole.
6. Horizontal cables shall be installed parallel to the ground and each other.
Minimum of two horizontal cables shall be used to support netting.
7. Cables shall be tensioned to force of 1,000 to 1,500 lbs, and terminated using
5/16-inch preformed cable grips. Turnbuckles and/or cables clamps shall not be
used to secure cable.
8. Cross or X-bracing cables shall not be used between poles.
9. Net panels shall be individually made for each pole span. Multi-span net panels
not allowed.
EXHIBIT 3
01017216 LITTER FENCE 02824 - 4
09/16
10. Rope border shall be installed at net perimeter and all horizontal cable
locations. Rope boarders shall be constructed using 3/8-inch rope with black
synthetic cover and minimum tensile strength of 3,500 lbs.
D. Installation Clean-Up - clean-up debris and unused material, and remove from site.
PART 4 - PAYMENT
4.1 GENERAL
A. Lump sum payment shall constitute full compensation for furnishing all labor,
materials, equipment, and incidentals; and for performing all operations necessary to
complete all work covered under this Section shall be completed on a lump sum basis,
unless otherwise specifically required or allowed. Lump sum payment items shall be
included in the Base Bid and not measured.
B. Base bid payment shall constitute full compensation for all labor, materials, and
equipment necessary for furnishing and installing all chain link fence and accessories,
including all QC documentation, manufacturer services, and all other work pertaining
to furnishing and installing litter fence and accessories as required in this Section.
PART 5 - SOURCES
5.1 MATERIALS
A. Company must provide all approved materials including but not limited to, poles,
cable, hardware, netting, attachment snaps, bolts, clamps, anchors, etc.
5.2 INSTALLATION
A. Company must provide approved installation of the materials.
5.3 ENGINEERING
A. A certified engineer must provide signed and stamped engineered drawings.
END OF SECTION
EXHIBIT 3
01017216 CAST-IN-PLACE CONCRETE 03300 - 1
02/17
SECTION 03300 - CAST-IN-PLACE CONCRETE
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. All work required for constructing all concrete structures, foundations, equipment
pads, etc.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
2. Section 02200 – Excavation and Earthwork: Excavation or filling for concrete
structures and other miscellaneous concrete work shall conform to lines and grades
as shown on Plans or as established in the field and shall be as specified herein.
1.2 SCOPE
A. Concrete for this project shall conform to requirements of this Section. Contractor shall
furnish all materials, equipment, tools, labor, superintendence, and incidentals necessary to
perform the work in accordance with the drawings and these specifications.
1.3 REFERENCES
A. Latest editions of these specifications and references govern Work of this Section and
constitute minimum requirements. Where specific requirements in this Section of the
Specifications are more stringent, they shall supersede corresponding requirements of
these referenced Specifications and latest edition of each governing standard applies:
1. American Concrete Institute (ACI)
a. ACI 301 - Specifications for Structural Concrete Buildings.
b. ACI 301 - Manual of Standard Practice for Detailing Reinforced Concrete
Structures.
c. ACI 318 - Building Code Requirements for Reinforced Concrete.
d. ACI 347 - Recommended Practice for Concrete Formwork.
e. ACI 613 - Recommended Practice for Concrete Formwork.
f. ACI 614 - Recommended, Practice for Measuring, Mixing, and Placing
Concrete.
g. ACI Comm - Selection and Use of Aggregates for Concrete 621.
h. SP-7 ACI - Manual of Concrete Inspection.
i. ACI 305R - Hot Weather Concreting.
2. American Society for Testing Materials (ASTM)
a. ASTM A82 - Cold Drawn Steel Wire for Concrete Reinforcement.
b. ASTM A615 - Deformed and Plain Billet-Steel Bars for Concrete
Reinforcement.
c. ASTM A616 - Rail-Steel Deformed and Plain Bars for Concrete
Reinforcement.
d. ASTM A706 - Low-Alloy Steel Deformed Bars for Concrete Reinforcement.
e. ASTM C31 - Making & Curing Concrete Compression and Flexure Test
Specimens in the Field.
f. ASTM C33 - Concrete Aggregates.
g. ASTM C39 - Compressive Strength of Molded Concrete Cylinders.
EXHIBIT 3
01017216 CAST-IN-PLACE CONCRETE 03300 - 2
02/17
h. ASTM C40 - Organic Impurities in Fine Aggregates for Concrete.
i. ASTM C42 - Standard Method of Obtaining and Testing Drilled Cores and
Sawed Beams of Concrete.
j. ASTM C94 - Standard Method of Obtaining and Testing Drilled Cores and
Sawed Beams of Concrete.
k. ASTM C136 - Standard Method of Test for Sieve or Screen Analysis of Fine
and Coarse Aggregate.
l. ASTM C138 - Standard Method of Test for Weight per Cubic Foot, Yield
and Air Content (Gravimetric) of Concrete.
m. ASTM C143 - Standard Method of Test for Slump of Portland Cement
Concrete.
n. ASTM C150 - Standard Specification for Portland Cement.
o. ASTM C171 - Sheet Material for Concrete Curing.
p. ASTM C172 - Standard Method of Sampling Fresh Concrete.
q. ASTM C173 - Air Content of Freshly Mixed Concrete by the Volumetric
Method.
r. ASTM C192 - Standard Method of Making and Curing Concrete
Compression and Flexure Test Specimens in the Laboratory.
s. ASTM C231 - Standard Method of Test for Air Content of Freshly Mixed
Concrete by the Pressure Method.
t. ASTM C260 - Air-Entraining Admixture for Concrete.
u. ASTM C309 - Liquid Membrane-Forming Compounds for Curing Concrete.
v. ASTM C494 - Chemical Admixtures for Concrete.
w. ASTM C618 - Fly Ash and Raw or Calcined Natural Pozzolan for use as a
Mineral Admixture in Portland Cement Concrete.
3. Portland Cement Association (PCA)
a. Design and Control for Concrete Mixtures.
4. American Welding Society (AWS)
a. AWS D12.1 Recommended Practices for Welding Reinforcing Steel, Metal
Inserts and Connections in Reinforced Concrete Construction.
5. U.S. Army Corps of Engineers
a. CRD C-572 Specification of Water Stops.
6. Texas Department of Transportation
a. Standard Specifications for Construction of Highways, Streets and Bridges.
1.4 SUBMITTALS
A. Product Data: For each type of manufactured material and product indicated.
1. Fiber reinforcement.
2. Admixtures.
3. Curing materials.
B. Design Mixes: For each concrete mix. Include alternate mix designs when characteristics
of materials, project conditions, weather, test results, or other circumstances warrant
adjustments. Submitted compressive test results must be less than six months old.
1. Indicate amounts of mix water to be withheld for later addition at Project site.
EXHIBIT 3
01017216 CAST-IN-PLACE CONCRETE 03300 - 3
02/17
1.5 QUALITY ASSURANCE
A. Installer Qualifications: Experienced installer who has completed concrete Work similar in
material, design, and extent to that indicated for this Project and whose work has resulted
in construction with a record of successful in-service performance.
B. Manufacturer Qualifications: Firm experienced in manufacturing ready-mixed concrete
products complying with ASTM C94 requirements for production facilities and
equipment.
1. Manufacturer must be certified according to the National Ready Mixed Concrete
Association's Certification of Ready Mixed Concrete Production Facilities.
C. Testing Agency Qualifications: Independent testing agency, acceptable to authorities
having jurisdiction, qualified according to ASTM C1077 and ASTM E329 to conduct the
testing indicated, as documented according to ASTM E548.
1. Personnel conducting field tests shall be qualified as ACI Concrete Field Testing
Technician, Grade 1, according to ACI CP-1 or an equivalent certification program.
PART 2 - PRODUCTS
2.1 CEMENT
A. Portland cement shall conform to the latest revisions of ASTM C150, Type II, and be of an
approved brand. Only one brand of cement permitted in any one structure. Plant tests and
certificates of conformity with specification shall be furnished with each cement carload.
2.2 FINE AGGREGATE
A. Fine aggregate shall consist of hard, strong, durable, and uncoated particles of natural
sand, washed, and screened. Aggregate shall be free from injurious amounts of clay, soft
or flaky materials, loam, or organic impurities and grading shall conform to:
Percentage Passing Square Openings
No. 4 No. 16 No. 50 No. 100 No. 200
95-100 45-70 15-30 3-8 0-3
B. Fineness modulus shall not vary more than ±0.20 from that of approved sample, which
shall be between 2.20 and 2.90.
2.3 COARSE AGGREGATE
A. Coarse aggregate shall consist of hard, tough, durable, and uncoated particles of washed
and screened gravel or crushed stone. It shall be free of vegetation, soft, friable, thin, or
elongated particles.
B. Maximum size of coarse aggregate shall be governed by conditions of concrete placement
and not be greater than 3/4 of the distance between reinforcing bars. In no case shall
maximum size be greater than 2 inches. All aggregates shall be approved before use.
2.4 WATER
A. Water shall be clean, clear, free from oil, acid, or organic matter and free from injurious
amounts of alkali, salts, or other chemicals.
EXHIBIT 3
01017216 CAST-IN-PLACE CONCRETE 03300 - 4
02/17
2.5 FORMS
A. Forms shall be of wood or metal, of sufficient strength to support concrete without bulging
between supports, and sufficiently watertight to hold concrete mortar. Forms shall be
constructed so finished concrete shall be of form and dimensions shown on Plans. All
formwork for exposed surfaces shall be of such material and so constructed to produce
smooth, even surface when concrete is placed. All forms shall be oiled before use. In
general, wall forms may be removed after concrete is in place 24 hours. All exposed edges
shall have a 3/4-inch chamfer whether or not shown on details. Immediately upon removal
of forms, any honeycombed sections shall be repaired as directed.
2.6 CONCRETE MIX
A. Class "A" concrete shall contain not less than 5.5 sacks of cement per cubic yard. No more
water shall be used than required to produce a workable mix and in no case will water
content exceed 5 gallons per sack of cement. Proportioning of concrete constituents shall
produce dense and workable mixture, and mix be approved before placing any concrete.
B. The minimum 28-day compressive strength for Class A concrete shall be 4000 psi.
C. Pipe embedment concrete shall contain not less than four sacks of cement per cubic yard.
No more water than 8 gallons of water per sack of cement shall be used. Proportioning of
concrete constituents shall produce dense and workable mixture, and mix approved before
any concrete is placed.
D. Cement stabilized backfill shall contain a minimum two sacks of cement per cubic yard.
No more water than 10 gallons per sack of cement shall be used.
2.7 EXPANSION JOINTS
A. Where pre-molded expansion joint material is shown on Plans, such material shall be 1/2-
or 3/4–inch bituminous type preformed joint filler, AASHTO M-33 as shown on
Drawings. Contractor shall submit on proposed expansion joint material and submit
documentation that certifies it meets AASHTO M-33 requirements.
PART 3 - EXECUTION
3.1 MIXING
A. All aggregates shall be accurately weighed or measured by volume. Concrete shall be
mixed in an approved batch mixer equipped with accurate water measuring tank, and
mixed for one-and-one-half minutes after all materials are in mixer. "Ready Mixed" or
"Transit Mix" concrete may be used. If used, it shall conform to specifications and
"Standard Specifications for Ready Mixed Concrete," ASTM C94.
B. Each mixer and agitator shall attach in a prominent place, a metal plate(s), plainly marked,
for various uses for which equipment is designed, capacity of drum or container in terms
of volume of mixed concrete and speed of rotation of mixing drum, blades or paddles.
Stationary mixers shall be equipped with an acceptable timing device that will not permit
batch to be dispatched until specified mixing time is elapsed. Truck mixers shall be
equipped with means so number of revolutions of drum blades or paddles are readily
verified.
C. When loaded to capacity, mixer shall be capable of combining concrete ingredients within
specified time into a thoroughly-mixed and uniform mass and of discharging concrete with
EXHIBIT 3
01017216 CAST-IN-PLACE CONCRETE 03300 - 5
02/17
a satisfactorily degree of uniformity. No mixer or agitator shall be used if slump test
results of individual samples taken at approximately one- and three-quarter points of
placement differ by more than 2 inches. Mixers and agitators shall be inspected frequently
for changes in condition due to accumulations of hardened concrete or mortar or wear of
blades.
D. Truck mixers shall have adequate water supply and metering devices. No water can be
added to the concrete after the initial mixing without the permission of Engineer.
E. After mixing, concrete shall be transported to forms to prevent separation or segregation of
aggregates and placed without undue delay. It shall be deposited as nearly as practicable in
final position to avoid re-handling or flowing of concrete. As concrete is placed, it shall be
vibrated with a submerged vibrator.
F. Mixing at mixing speed shall begin immediately after all ingredients are in mixer. For
complete mixing in truck, each batch shall be mixed not less than 70 or more revolutions
of drum. For partial mixing in truck, each batch shall be mixed not less than 50 nor more
than 100 revolutions of drum. Mixing speed shall be as designated by manufacturer. All
revolutions after prescribed mixing time shall be at agitating speed. Agitating speed shall
be not less than one nor more than four revolutions per minute. Drum shall be kept in
continuous motion from the time mixing is started until the discharge is completed.
G. Maximum time interval between introduction of mixing water to cement and aggregates
and placing of concrete in forms shall not exceed:
H. Concrete shall not be placed when ambient temperature is less than 40 degrees F and
falling but may be placed if temperature is 40 degrees F and rising. Concrete shall not be
placed when temperature will drop below 35 degrees F within 24 hours after placement as
projected by National Weather Service unless properly protected. Concrete temperature at
time of placement in forms shall not be less than 50 degrees F nor more than 90 degrees F.
When placing concrete in freezing weather, means shall be provided for keeping concrete
at a temperature of at least 50 degrees F for not less than 72 hours after placing or until
concrete has thoroughly hardened. Concrete shall not be placed when weather conditions
are unsuitable for such work.
3.2 TRANSPORTING
A. Concrete shall be handled from mixer to place of final deposit to prevent segregation and
when practicable, deposited in final position without re-handling or flowing. All
equipment used in transporting concrete shall be maintained in a clean condition. Concrete
shall not be delivered from hoists, by spout, by trough, or dumped into carts with a free
fall of more than 4 feet. Every precaution shall be taken to prevent separation or loss of
ingredients while transporting concrete. Runways for carts/buggies shall not bear upon
reinforcing or fresh concrete. Concrete pumping and conveying shall be done only after
Engineer approval and with equipment that will insure continuous flow without
segregation.
AIR OR CONCRETE TEMPERATURE MAXIMUM TIME
(Whichever is higher)
90°F or above (air only) 45 minutes
75°F to 89°F 60 minutes
35°F to 74°F 90 minutes
EXHIBIT 3
01017216 CAST-IN-PLACE CONCRETE 03300 - 6
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3.3 PLACING
A. Do not place concrete until all reinforcement is securely and properly fastened in correct
position. Form ties shall be checked and retightened where necessary. Forms and
reinforcement shall be inspected and approved by Engineer before beginning placement of
concrete. All embedded items shall be in place and cleanout openings closed before
inspection. A procedure for inspection of forms reinforcing, inserts, etc., prior to all
concrete placement will be instituted and coordinated by Engineer. At least 24 hours prior
to concrete placement, Contractor shall submit an inspection sheet to Engineer. Inspection
sheet, to be developed, shall show location and quantity of concrete to be placed, time and
date schedule for placement, and be signed by Contractor representative. Signing of this
sheet will certify all items necessary have been inspected and area is ready for final review
by Engineer. If Engineer determines corrections are excessive, placement should be
rescheduled and Engineer notified 12 hours before scheduled placement after corrections
are made. Engineer representative will be on the job during concrete placement and
concrete shall not be placed unless Engineer or representative is present.
B. Concrete shall be placed to prevent segregation, thoroughly embed all reinforcement and
fixtures, fill all angles in forms, and prevent formation of aggregate pockets or
honeycomb. Placement in walls columns or other deep forms shall be done through form
openings, spaced at frequent intervals, or through tremies so free fall shall not exceed
4 feet. Points of depositing concrete shall be spaced so surfaces can be kept level without
using vibrators or other equipment to cause it to flow into place.
C. Concrete shall be placed with aid of approved mechanical vibrating equipment. Vibration
shall be applied to concrete and be of sufficient intensity and duration to cause flow or
settlement of concrete, thoroughly compacting, and complete embedment of reinforcement
and fixtures. Supplemental forking and spading by hand may be required to secure dense
uniform surfaces and complete filling of corners and angles.
D. Excessive spading or vibrating causing undue water gain or segregation not permitted. If
moderate working causes excessive water gain, mix shall be adjusted. Excess water shall
be removed when it appears. When concrete in floors or slabs are deposited on the ground,
subgrade shall be thoroughly compacted and moistened before placement. A grill tamp
shall be used on floor slabs. Completed sections shall conform to details on contract
drawings and concrete shall be dense, uniform, and free of aggregate pockets or
honeycomb.
E. Concrete in vertical walls shall be placed in continuous horizontal layers approximately
18 inches deep. Not more than one hour shall elapse between the placing of successive
layers of concrete in any portion of a structure included in a continuous placement.
F. Contractor shall adhere to ACI 306 and ACI 605 requirements for cold and hot weather
concreting respectively.
G. Concrete shall generally not be placed during high winds with blowing dust that will
contaminate surface and cause entrapment of sand and dust particles in finished surfaces.
3.4 SLUMP
A. Slump of all concrete shall be 3 to 6 inches with condition of placement governing slump
to use. In all cases, Engineer shall specify slump to be used prior to placement. When a
3-inch slump is specified, allowable tolerance shall be .5-inch. When specified tolerance is
greater than 3 inches, tolerance shall be 1 inch. In general, flat work will require a slump
of approximately 3 inches and concrete for vertical members, (i.e. walls columns, etc.),
shall be 5 inches. Slump for concrete to be added to CMU units shall be 6 inches.
EXHIBIT 3
01017216 CAST-IN-PLACE CONCRETE 03300 - 7
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3.5 WEATHER
A. Mixed concrete from plant shall be transported in truck mixers. Elapsed time from
addition of cementitious material to mix until concrete is deposited in place at worksite
shall not exceed 90 minutes when concrete is hauled in truck mixers. Re-tempering
concrete by adding water or by other means not permitted. With transit mixers, additional
water may be added to batch materials and additional mixing performed to increase slump
to meet specified requirements provided addition of water is performed within 45 minutes
after initial mixing operations and water/cementitious ratio specified in approved mix
design is not exceeded and approved by Engineer
B. No concrete shall be mixed, placed, or finished when the natural light is insufficient,
unless an adequate and approved artificial lighting system is operated.
C. Cold Weather
1. Unless authorized in writing by Engineer, mixing and concreting operations shall be
discontinued when descending air temperature in shade and away from artificial
heat reaches 40 degrees F and not resumed until an ascending air temperature in
shade and away from artificial heat reaches 35 degrees F.
2. Aggregate shall be free of ice, snow, and frozen lumps before entering mixer.
Temperature of mixed concrete shall not be less than 50 degrees F at time of
placement. Concrete shall not be placed on frozen material nor shall frozen
aggregates be used in concrete.
3. When concreting is authorized during cold weather, water and/or aggregates may be
heated to not more than 150 degrees F. Apparatus used shall heat mass uniformly
and be arranged to preclude possible occurrence of overheated areas which might be
detrimental to the materials.
D. Hot Weather
1. During periods when maximum daily air temperature exceeds 90 degrees F,
Contractor shall perform all concrete placement during nighttime hours unless
temperature controls are implemented and approved by Engineer. During periods of
hot weather when maximum daily air temperature exceeds 85 degrees F, the
following precautions shall be taken:
a. Forms and/or underlying surface shall be sprinkled with water immediately
before placing concrete. Concrete shall be placed at coolest temperature
practicable and in no case shall concrete temperature when placed exceed
90 degrees F. Aggregates and/or mixing water shall be cooled as necessary to
maintain concrete temperature at or not more than specified maximum. If
concrete temperature exceeds 95 degrees F as measured in accordance with
ASTM C1064, it shall be rejected.
b. Finished surfaces of newly-laid concrete surface shall be kept damp by
applying water-fog or mist with approved spraying equipment until concrete
surface is covered by curing medium. If necessary, wind screens shall be
provided to protect concrete from an evaporation rate in excess of 0.2 pounds
per square feet per hour as determined in accordance with Figure 2.1.5 in ACI
305R - Hot Weather Concreting, which takes into consideration relative
humidity, wind velocity, and air temperature. When conditions cause
problems with plastic cracking, particularly if any plastic cracking begins to
occur, Contractor shall immediately take additional measures as necessary to
protect concrete surface. Such measures shall consist of wind screens, more
effective fog sprays, and similar measures commencing immediately behind
EXHIBIT 3
01017216 CAST-IN-PLACE CONCRETE 03300 - 8
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concrete placement. If these measures are not effective in preventing plastic
cracking concreting, operations shall be immediately stopped.
c. Contractor shall submit a Hot Weather Concrete Construction Plan and have
it reviewed by the Engineer 30 calendar days prior to concrete placements
when the ambient temperature exceeds 85 degrees F. This plan shall conform
to ACI 305R and other requirements specified herein and include, but not be
limited to, demonstration of how concrete temperature during batching and
mixing will be kept below 90 degrees F, how concrete will be protected from
rapid evaporation of surface moisture, proper use of water reducers with
re-dosing charts and procedures, and curing procedures.
d. Concrete placement shall be limited to nighttime hours when average daily
air temperature is or is forecasted to exceed 90 degrees F.
e. Prior to start of concreting operation for each day of placement, Contractor
shall provide Engineer with a Temperature Management Program for
concrete to be placed to assure uncontrolled cracking is avoided. As a
minimum, program shall address:
1) Anticipated tensile strains in fresh concrete as related to heating and
cooling of concrete material.
2) Anticipated weather conditions such as ambient temperatures, wind
velocity, and relative humidity.
3) Anticipated timing of initial sawing of joints, when specified.
E. Documentation of Weather Data
1. Contractor shall provide continuous and accurate record of air temperature, relative
humidity, concrete temperature, and wind velocity at project site with portable
weather station, adjacent to the concrete work area(s). Data shall be collected and
documented by Contractor continuously for full duration of project. Contractor
quality control staff shall document weather data in daily Quality Control Reports,
use, and implement data to eliminate potential for plastic cracking of concrete by
estimating evaporation rate from Figure 305R.
2. Protection of Concrete from Plastic Cracking
a. Finished surfaces of newly-laid concrete shall be kept damp by applying
water-fog or mist with approved spraying equipment until concrete is finished
and covered by curing medium. When evaporation rate is less than
0.2 pounds per square foot per hour, one coat of liquid concrete curing
compound shall be applied at a minimum rate of 150 square feet per gallon.
When evaporation rate is 0.2 to 0.4 pounds per square foot per hour, one coat
of liquid concrete curing compound shall be applied, at a minimum rate of
100 pounds per square feet per gallon. When evaporation rate is greater than
0.4 but less than 0.6 pounds per square foot per hour, two coats of liquid
concrete curing compound shall be applied, each coat at 100 square feet per
gallon. When evaporation rate is 0.6 pounds per square foot per hour,
concreting operations shall be terminated or not initiated. Evaporation rates
shall be determined in accordance with Figure 305R which takes into
consideration relative humidity, wind velocity and air temperature.
b. Forms and/or underlying surface shall be sprinkled with water immediately
before placing concrete. Concrete shall be placed at coolest temperature
practicable and in no case shall temperature of concrete, when placed, exceed
90 degrees F. Aggregates and/or mixing water shall be cooled as necessary to
maintain concrete temperature at or not more than specified maximum.
EXHIBIT 3
01017216 CAST-IN-PLACE CONCRETE 03300 - 9
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Chilled water shall be used to ensure concrete temperature is below
90 degrees F.
c. When conditions are such that problems with plastic cracking can be
expected, particularly if any plastic cracking begins to occur, Contractor shall
immediately take additional measures as necessary to protect concrete
surface. Such measures shall consist of requirements as shown in Table 3. If
these measures are not effective in preventing plastic cracking, concreting
operations shall be immediately stopped, and all cracked Portland cement
concrete shall be removed and replaced by Contractor at no additional cost to
the City of Denton.
d. Based on results of Contractor’s Quality control data as collected and
documented from portable weather station, the following criteria shall apply:
Table 3 – CURING COMPOUND REQUIREMENTS FOR CONCRETE
Evaporation Rate
(pounds per square foot per hour) Minimum Curing Requirements
Less than 0.20 One coat membrane, each at 150 square feet per gallon.
0.20 to 0.40 One coat membrane, each at 100 square feet per gallon.
0.40 to 0.60 Two coats membrane, each at 100 square feet per gallon.
Greater than 0.60 Paving operations shall be terminated or not initiated if
conditions are anticipated or measured.
3.6 FINISHING
A. Exposed Vertical Surfaces: Such surfaces shall have all tie rod holes filled, fins and rough
edges removed, and all defects removed or patched. Following this, surfaces shall be
rubbed with carborundum stones and clean, clear water until a smooth surface, uniform in
color and texture is obtained. This finishing shall be done as soon as is practical after
removal of forms.
B. Unexposed Vertical Surfaces: Such surfaces shall be finished as specified for exposed
vertical surfaces except that no rubbing will be required.
C. Access Ramps: Access ramps and drivable surface on spillways shall be troweled, after
floating, then lightly brushed to provide a "non-skid" surface.
3.7 EMBEDDED ITEMS
A. All bolts, pipe, pipe sleeves, inserts, or other fixtures required by Plans or Specifications to
be embedded in concrete, shall be set accurately in place and maintained in such positions
during concreting operations.
3.8 TESTS
A. Test certificates for cement shall be furnished as specified. Contractor shall furnish results
of tests made by a competent commercial laboratory on each material source proposed to
be used before start of construction, and material shall not be shipped until Engineer
examines such results and source of material approved. Laboratory mix designs and
conformation cylinders not required for this Project. However, proposed mix for each class
of concrete shall be submitted to Engineer for approval prior to placing any concrete. Cost
of all preconstruction tests shall be borne by Contractor. Additional test certificates shall
be furnished on aggregate if material source is changed.
EXHIBIT 3
01017216 CAST-IN-PLACE CONCRETE 03300 - 10
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B. Seven- and 28-day compressive tests shall be conducted on all cylinders. Set of four
cylinders shall be taken for each placement of 50 cubic yards, or portion thereof.
3.9 REINFORCING
A. Bar Reinforcing: Except where plain bars are specifically shown on Plans, all bar
reinforcing shall be deformed bars. Deformed bar reinforcing shall conform to
ASTM A615 Grade 60 requirements. Plain steel bars including 1/4-inch diameter bars
shall conform to requirements of ASTM A307, grade 60. Weldable reinforcing bars shall
conform to ASTM A706.
B. Welded Wire Fabric: As designated on Drawings and shall conform to requirements of the
Texas State Department of Transportation - Standard Specifications for Construction of
Highways, Streets and Bridges, Item 440.2 - Materials.
C. Storing Reinforcing: Reinforcing stored at site shall be protected from accumulation of
grease, mud, or other foreign matter and from rust-producing conditions. Bars shall be free
from loose flaky rust, scale, oil, mud, or structural defects when incorporated in structures.
D. Fabrication and Placing: Reinforcement shall be accurately fabricated to dimensions and
shapes shown on Plans in accordance with ACI Manual of Standard Practice unless
variations are specifically shown on Plans.
E. Reinforcement shall be accurately placed and adequately supported by concrete, metal, or
other approved chairs, spacers, or ties and secured against displacement. Reinforcement
shall be placed in specified positions within the following tolerances:
1. Depth in structural slabs, flexural members, walls and columns: +1/4 inch.
2. Longitudinal location of bends and ends of bars: +2 inches except required concrete
cover at ends of members shall not be reduced.
F. Unless noted otherwise on Contract Drawings, concrete cover for reinforcing shall be in
accordance with requirements of ACI Building Code Requirements for Reinforced
Concrete (ACI 318).
G. Splices shall be made as shown on Contract Drawings by lapping bars the required amount
and securely wiring together. Where details of splices are not shown or where
unanticipated splices required, they shall be made in a location approved by Engineer and
length of lap as required by the ACI Building Code Requirements for Reinforced Concrete
(ACI 318).
H. Reinforcing bars partially embedded in concrete shall not be field bent, except as indicated
on Contract Documents or permitted by Engineer.
I. Torch cutting of reinforcing bars not allowed.
J. Mats of wire fabric shall overlap each other sufficiently to maintain a uniform strength and
fastened securely at ends and edges.
3.10 JOINTS
A. Construction and expansion joints shall be constructed at locations and in accordance with
details shown on Drawings. If necessary to stop placement of concrete between joints or if
Contractor desires for convenience to construct joints other than those shown, such joints
shall be made only at locations approved by Engineer and all such joints constructed in
accordance with Plans and Specifications.
B. All horizontal joints shown on Plans shall be made truly horizontal and chamfered.
Vertical joints shall be truly vertical.
C. Before concreting operations are resumed at any construction joint or wherever fresh
concrete is to be bonded to hardened concrete, hardened concrete surface shall be cut or
EXHIBIT 3
01017216 CAST-IN-PLACE CONCRETE 03300 - 11
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chipped to remove laitance and expose aggregate. Surface of concrete shall be thoroughly
cleaned, saturated, then sloshed with a coating of neat cement grout against which fresh
concrete shall be placed before grout has attained initial set. Care shall be taken to insure
first layer of new concrete contains sufficient mortar for adequate bond.
D. All joints shall be constructed in workman-like manner with joints truly vertical or
horizontal, as required, and at right angles to axis of member where joint occurs.
Expansion joint material shall be accurately positioned and nailed onto existing concrete
to lines and dimensions shown on Drawings so expansion joint material is accurately held
in place during placement of new concrete.
3.11 CURING AND PROTECTING
A. All concrete shall be cured by applying a liquid membrane coating to all exposed surfaces,
provided materials and method of application are first approved by Engineer. Coating shall
conform to ASTM C309 and care taken to prevent mechanical injury to concrete work
during curing period and until the work is accepted. Any work damaged prior to
acceptance shall be repaired to the satisfaction of Engineer.
B. All concrete work shall be protected until it has set up sufficiently to prevent damage by
vandals.
C. Suitable means shall be provided to prevent concrete from freezing for not less than
72 hours after placing. Any concrete damaged by freezing shall be removed and replaced
by Contractor at his expense. Addition of any admixture of chemicals to concrete to
prevent freezing not allowed, unless specifically approved by Engineer.
3.12 DEFECTIVE WORK
A. Any defective work disclosed after forms are removed shall be immediately removed and
replaced. If any dimensions are deficient, any section is not constructed to proper grade, or
surface of concrete is bulged, uneven, or shows honeycomb, which in Engineer opinion
cannot be repaired satisfactorily, entire section shall be removed and replaced at
Contractor expense.
3.13 FORMWORK REMOVAL
A. Forms may be removed within 24 hours only upon Engineer approval. Adequate reshoring
shall be placed when forms are removed and backfilling begun, and remain in place until
designated 28-day compressive strength attained. Attained strength shall be determined
from standard test cylinders molded, cured, and broken in accordance with ASTM C31.
Concrete strength shall be assumed to be average strength of two cylinders tested. If
Contractor wishes to determine concrete strength prior to 28-day tests, Contractor shall
bear cost as well as responsibility of obtaining additional cylinders as well as tests.
B. Contractor holds responsibility in all forms of removal to prevent damage or marring of
concrete surfaces.
3.14 BACKFILLING
A. Backfill behind and adjacent to all concrete work shall be made from good quality topsoil.
This material shall be free from organic material such as leaves, grass, roots, and other
unsuitable materials and free of rocks or stones. Contractor shall provide a smooth, even
slope between existing ground and top of curb or other concrete structure.
EXHIBIT 3
01017216 CAST-IN-PLACE CONCRETE 03300 - 12
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B. Care shall be taken during backfill and cleanup process not to scrape, chip, crack, or
otherwise damage concrete including tire marks from equipment or trucks. Any damaged
concrete will be removed and replaced at Contractor expense.
END OF SECTION
EXHIBIT 3
01017216 BOOSTER PUMPS 11300 - 7
02/17
SECTION 11300 – BOOSTER PUMPS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Variable Speed Packaged Pumping System.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
1.2 REFERENCE STANDARDS
A. The work in this section is subject to the requirements of applicable portions of the
following standards:
1. Hydraulic Institute.
2. ANSI – American National Standards Institute.
3. ASTM – American Society for Testing and Materials.
4. IEEE – Institute of Electrical and Electronics Engineers.
5. NEMA – National Electrical Manufacturers Association.
6. NEC – National Electrical Code.
7. ISO – International Standards Organization.
8. UL – Underwriters Laboratories, Inc.
PART 2 - PRODUCTS
2.1 VARIABLE SPEED PACKAGED PUMPING SYSTEM
A. Furnish and install a prefabricated and tested variable speed packaged pumping system to
maintain constant water delivery pressure.
B. Packaged pump system shall be a standard product of a single pump manufacturer. Entire
pump system including pumps and pump logic controller, shall be designed, built, and
tested by the same manufacturer.
C. Complete packaged water booster pump system shall be certified and listed by UL
(Category QCZJ – Packaged Pumping Systems) for conformance to U.S. and Canadian
Standards.
D. Complete packaged pumping system shall be NSF61 / NSF372 Listed for drinking water
and low lead requirements.
E. Packaged pump system shall be ASHRAE 90.1 – 2010 compliant without the need of a
remote mounted sensor. Control logic used to simulate a remote mounted sensor shall be
proportional pressure control with squared or linear adaptation. An actual flow rate or
calculated flow rate based on performance curves (5th order polynomial) loaded into the
controller; shall be used to adjust setpoint pressure in proportional pressure control.
2.2 PUMPS
A. Pumps shall be of the in-line vertical multi-stage design.
B. Head-capacity curve shall have a steady rise in head from maximum to minimum flow
within the preferred operating region. Shut-off head shall be a minimum of 20 percent
higher than the head at the best efficiency point.
EXHIBIT 3
01017216 BOOSTER PUMPS 11300 - 7
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C. Large In-line Vertical Multi-Stage Pumps (Nominal flows 130 to 500 gallons per minute)
shall have the following features:
1. Pump impellers shall be secured directly to the smooth pump shaft by means of a
split cone and nut design.
2. Suction/discharge base shall have ANSI Class 125 or Class 250 flange connections
in a slip ring (rotating flange) design as indicated in the drawings or pump schedule.
3. Pump Construction.
a. Suction/discharge base, pump head: Ductile Iron (ASTM 65-45-12).
b. Shaft couplings, flange rings: Ductile Iron (ASTM 65-45-12).
c. Shaft: 431 Stainless Steel.
d. Motor Stool: Cast Iron (ASTM Class 30).
e. Impellers, diffuser chambers, outer sleeve: 304 Stainless Steel.
f. Impeller wear rings: 304 Stainless Steel.
g. Intermediate Bearing Journals: Silicon Carbide.
h. Intermediate Chamber Bearings: Leadless Tin Bronze.
i. Chamber Bushings: Graphite Filled PTFE.
j. O-rings: EPDM.
4. Shaft seal shall be a balanced O-ring cartridge type with the following features:
a. a. Collar, Drivers, Spring: 316 Stainless Steel
b. b. Shaft Sleeve, Gland Plate: 316 Stainless Steel
c. c. Stationary Ring: Silicon Carbide
d. d. Rotating Ring: Silicon Carbide
e. e. O-rings: EPDM
5. Silicon Carbide shall be imbedded with graphite.
6. Shaft seal replacement shall be possible without removal of any pump components
other than the coupling guard, motor couplings, motor and seal cover. Entire
cartridge shaft seal shall be removable as a one-piece component. Pumps with
motors equal to or larger than 15 HP shall have adequate space within motor stool so
that shaft seal replacement is possible without motor removal.
2.3 INTEGRATED VARIABLE FREQUENCY DRIVE MOTORS
A. Each motor shall be Integrated Variable Frequency Drive design consisting of a motor and
a Variable Frequency Drive (VFD) built and tested as one unit by the same manufacturer.
B. VFD shall be PWM (Pulse Width Modulation) design using current IGBT (Insulated Gate
Bipolar Transistor) technology.
C. VFD shall convert incoming fixed frequency three-phase AC power into a variable
frequency and voltage for controlling the speed of motor. Motor current shall closely
approximate a sine wave. Motor voltage shall be varied with frequency to maintain desired
motor magnetization current suitable for centrifugal pump control and to eliminate need for
motor derating.
D. VFD shall utilize an energy optimization algorithm to minimize energy consumption.
Output voltage shall be adjusted in response to the load, independent of speed.
E. VFD shall automatically reduce switching frequency and/or output voltage and frequency
to motor during periods of sustained ambient temperatures higher than normal operating
range. Switching frequency shall be reduced before motor speed is reduced.
F. Integral RFI filter shall be standard in the VFD.
G. VFD shall have a minimum two skip frequency bands, field adjustable.
H. VFD shall have internal solid-state overload protection designed to trip within range of
125 – 150 percent of rated current.
I. Integrated VFD motor shall include protection against input transients, phase imbalance,
loss of AC line phase, over-voltage, under-voltage, VFD over-temperature, and motor
over-temperature. Three-phase integrated VFD motors shall be capable of providing full
output voltage and frequency with a voltage imbalance of up to 10 percent.
EXHIBIT 3
01017216 BOOSTER PUMPS 11300 - 7
02/17
J. Integrated VFD motor shall have, as a minimum, these input/output capabilities:
1. Speed Reference Signal: 0-10 VDC, 4-20mA.
2. Digital remote on/off.
3. Fault Signal Relay (NC or NO).
4. Fieldbus communication port (RS485).
K. Motor shall be Totally Enclosed Fan Cooled (TEFC) with a standard NEMA C-Face,
Class F insulation with a temperature rise no higher than Class B.
L. Cooling design of motor and VFD shall be so a Class B motor temperature rise is not
exceeded at full rated load and speed at a minimum switching frequency of 9.0 kHz.
M. Motor drive end bearings shall be adequately sized so minimum L10 bearing life is
17,500 hours at minimum allowable continuous flow rate for the pump at full rated speed.
2.4 PUMP SYSTEM CONTROLLER
A. Pump system controller shall be a standard product developed and supported by the pump
manufacturer.
B. Controller shall be microprocessor based capable of having software changes and updates
via personal computer (notebook). The controller user interface shall have a color display
with a minimum screen size of 3-1/2 x 4-5/8 inches for easy viewing of system status
parameters and for field programming. The display shall have a back light with contrast
adjustment. Password protection of system settings shall be standard.
C. Controller shall provide internal galvanic isolation to all digital and analog inputs as well
as all fieldbus connections.
D. Controller shall have the ability to be connected to a battery to maintain power on
controller during periods of loss of supply power.
E. Controller shall have built in data logging capability. Logged vales shall be graphically
displayed on the controller and able to be exported. A minimum 3,600 samples per logged
value with the following parameters available for logging:
1. Estimated flow-rate.
2. Speed of pumps.
3. Inlet pressure.
4. Process Value (usually discharge pressure of differential pressure depending on
application).
5. Power consumption.
6. Controlling parameter (process value).
F. Controller shall display the following as status readings from a single display on the
controller (this display shall be the default):
1. Current value of the control parameter, (typically discharge pressure).
2. Most recent existing alarm (if any).
3. System status with current operating mode.
4. Status of each pump with current operating mode and rotational speed as a
percentage.
5. Estimated flow-rate, (not requiring flow meter connection).
G. Controller shall have as a minimum the following hardware inputs and outputs:
1. Three analog inputs (4-20mA or 0-10VDC).
2. Three digital inputs.
3. Two digital outputs.
4. Ethernet connection.
5. Field Service connection to PC for advanced programming and data logging.
H. Pump system programming (field adjustable) shall include these as a minimum:
1. Water shortage protection (analog or digital).
2. Sensor Settings (suction, discharge, differential pressure analog supply/range).
3. PI Controller (proportional gain and integral time) settings.
4. High system pressure indication and shut-down.
EXHIBIT 3
01017216 BOOSTER PUMPS 11300 - 7
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5. Low system pressure indication and shut-down.
6. Low suction pressure/level shutdown (via digital contact).
7. Low suction pressure/level warning (via analog signal).
8. Low suction pressure/level shutdown (via analog signal).
9. Flow meter settings (if used, analog signal).
I. System controller shall be able to accept up to seven programmable set-points via a digital
input, (additional input/output module may be required).
J. Controller shall have advanced water shortage protection. When analog sensors (level or
pressure) are used for water shortage protection, there shall be two indication levels. One
level is for warning indication only (indication that the water level/pressure is getting lower
than expected levels) and the other level is for complete system shut-down (water or level
is so low that pump damage can occur). System restart after shut-down shall be manual or
automatic (user selectable).
K. System pressure set-point shall be capable of being automatically adjusted by using an
external set-point influence. Set-point influence function enables the user to adjust the
control parameter (typically pressure) by measuring an additional parameter.
1. Example: Lower the system pressure set-point based on a flow measurement to
compensate for lower friction losses at lower flow rates.
L. Controller shall be capable of receiving a remote analog set-point (4-20mA or 0-10 VDC)
as well as a remote system on/off (digital) signal.
M. Controller shall adjust ramp time of a change in set point on both an increase or decrease
change in set point.
N. Pump system controller shall store up to 24 warning and alarms in memory. Time, date,
and duration of each alarm shall be recorded. A potential-free relay shall be provided for
alarm notification to the building management system. Controller shall display these alarm
conditions:
1. High System Pressure: Low system pressure.
2. Low suction pressure (warning and alarm): Individual pump failure.
3. VFD trip/failure: Loss of sensor signal (4-20 mA).
4. Loss of remote set-point signal (4-20mA): System power loss.
O. Pump system controller shall be mounted in a UL Type 3R rated enclosure. A self-certified
NEMA enclosure rating not considered equal. Entire control panel shall be UL 508 listed
as an assembly. Control panel shall include a main disconnect, circuit breakers for each
pump, and control circuit and control relays for alarm functions. Control panel options
shall include, but not be limited to:
1. Pump Run Lights: System Fault Light.
2. Audible Alarm (80 db[A]): Surge Arrestor.
3. Emergency/Normal Operation Switches: Service Disconnect Switches.
4. Nine Configurable Digital Outputs available for monitoring.
P. Controller shall be capable of receiving a redundant sensor input to function as a backup to
the primary sensor (typically discharge pressure).
Q. Controller shall have a pump “Test Run” feature such that pumps are switched on during
periods of inactivity (system is switched to the “off” position but with electricity supply
still connected). Inoperative pumps shall be switched on for two to three seconds every
24 hours, 48 hours, or once per week and at specific time of day (user selectable).
R. Controller shall be capable of changing the number of pumps available to operate or have
the ability limit the maximum power consumption by activation of a digital input for
purposes of limited generator supplied power.
S. Controller shall be capable of displaying instantaneous power consumption (watts or
kilowatts) and cumulative energy consumption (kilowatt-hours).
T. Controller shall be capable of displaying instantaneous specific energy use (kW/gpm),
(optional flow meter must be connected).
EXHIBIT 3
01017216 BOOSTER PUMPS 11300 - 7
02/17
U. Actual pump performance curves (5th order polynomial) shall be loaded (software) into
pump system controller. Pump curve data shall be used for:
1. Display and data logging of calculated flow rate (not requiring flow measurement).
2. Proportional pressure control.
3. Pump outside of duty range protection.
4. Pump cascade control based on pump efficiency.
V. Controller is capable of displaying an estimated flow-rate on the default status screen.
W. Controller shall have proportional pressure control to compensate for pipe friction loss by
decreasing pressure set-point at lower flow-rates and increasing pressure set-point at higher
flow-rates by using actual flow rate or calculated flow rate. Proportional pressure control
that uses pump speed or power consumption only shall not be considered equal to
proportional pressure control that uses actual or calculated flow rate.
X. Controller shall communicate common field-bus protocols, (BACnet, Modbus, Profibus,
and LON), via optional communication expansion card installed inside controller.
Y. Controller shall have Ethernet connection with built-in server allowing for connection to a
network with read/write access to controller via web browser and internet.
Z. Controller shall have a programmable Service Contact Field to populate with service
contact information including contact name, address, phone number(s), and website.
2.5 SEQUENCE OF OPERATION
A. System controller shall operate equal capacity variable speed pumps to maintain a constant
discharge pressure or differential pressure (system set-point), depending on application.
System controller shall receive an analog signal [4-20mA] from factory installed pressure
transducer on discharge manifold, indicating actual system pressure.
1. Standard Cascade Control (Pumping Efficiency Based): Pump system controller
shall adjust pump speed as necessary to maintain system set-point pressure as flow
demand increases. Utilizing the pump curve information (5th order polynomial),
pump system controller shall stage on additional pumps when pump hydraulic
efficiency will be higher with additional pumps in operation. Exception: When flow
and head are outside the operating pump(s) allowable operating range, controller
shall switch on an additional pump thus distributing flow and allowing all pump(s)
to operate in allowable operating range. When system pressure is equal to system
set-point, all pumps in operation shall reach equal operating speeds. Pump system
controller shall have field adjustable Proportional Gain and Integral time (PI)
settings for system optimization.
2. Optional Cascade Control (Pump Start Speed Based): As flow demand increases,
pump speed shall be increased to maintain system set-point pressure. When
operating pump(s) reaches 96 percent of full speed (adjustable), an additional pump
will be started and will increase speed until system set-point is achieved. When
system pressure is equal to system set-point all pumps in operation shall reach equal
operating speeds. Pump system controller shall have field adjustable Proportional
Gain and Integral time (PI) settings for system optimization.
B. System controller shall switch pumps on and off to satisfy system demand without the use
of flow switches, motor current monitors or temperature measuring devices.
C. All system pumps can alternate automatically based on demand, time and fault. If flow
demand is continuous (no flow shut-down does not occur), system controller can alternate
the pumps every 24 hours, 48 hours, or once per week. Interval and actual time of pump
changeover shall be field adjustable.
D. System controller can control a pressure maintenance pump, (jockey pump), in system in
pressure boosting applications. Pressure maintenance pump set point can be any value
above or below pump system’s set point. Pressure maintenance pump cano be staged on as
back-up pump when capacity of pump system is exceeded.
EXHIBIT 3
01017216 BOOSTER PUMPS 11300 - 7
02/17
2.6 LOW FLOW STOP FUNCTION (CONSTANT PRESSURE APPLICATIONS)
A. System controller can stop pumps during periods of low- or zero-flow without wasting
water or adding unwanted heat to liquid. Temperature-based, no-flow shut-down methods
with potential to waste water and add unwanted temperature rise to pumping fluid are not
acceptable and shall not be used.
1. Standard Low-Flow Stop and Energy Saving Mode: If a low- or no-flow shutdown
is required (periods of low or zero demand), install a bladder-type diaphragm tank
with precharge pressure of 70 percent of system setpoint. Tank shall be piped to
discharge manifold or system piping downstream of pump system. When only one
pump is in operation, system controller can detect low flow (less than 10 percent of
pump nominal flow) without additional flow-sensing devices. When low flow is
detected, system controller shall increase pump speed until discharge pressure
reaches stop pressure (system setpoint +50 percent of programmed on/off band,
adjustable). Pump shall remain off until discharge pressure reaches start pressure
(system set-point -50 percent of programmed on/off band, adjustable). Upon
low-flow shut-down, restart pump in one of two ways:
a. Low-Flow Restart: If low flow condition still exists, pump shall start and
speed again be increased until stop pressure is reached and pump again is
switched off.
b. Normal-Flow Restart: If pump system controller determines low-flow
condition no longer exists, start pump and increase speed until system
pressure reaches system set-point.
2. [OPTIONAL] Low-Flow Stop and Energy Saving Mode: Pump system controller
can receive a digital signal from a flow switch or analog signal from a flow meter to
indicate low-flow condition. Install bladder-type diaphragm tank with precharge
pressure of 70 percent of system setpoint. Pipe tank to discharge manifold or system
piping downstream of pump system. When low-flow is detected (signal from flow
switch or meter), system controller shall increase pump speed until discharge
pressure reaches stop pressure (system setpoint +50 percent of programmed on/off
band). Pump shall remain off until discharge pressure reaches start pressure (system
setpoint -50 percent of programmed on/off band). Pump shall remain in
energy-saving on/off mode during low- flow indication. When low flow is no longer
present (low flow indication ceases), pump(s) shall resume constant pressure
operation.
3. Changing from standard low-flow stop to optional low-flow stop (and vice-versa)
via user interface is possible.
2.7 SYSTEM CONSTRUCTION
A. Suction and discharge manifold construction shall be in a way to ensure minimal pressure
drops, minimize corrosion potential, and prevent bacteria growth at intersection of piping
into manifold. Manifold construction including sharp-edge transitions or interconnecting
piping protruding into manifold, is not acceptable. Manifold construction shall be so water
stagnation cannot exist in manifold during operation to prevent bacteria growth inside
manifold.
B. Suction and discharge manifolds material shall be 316 stainless steel. Manifold connection
sizes shall be:
1. 3-inch and smaller: Male NPT threaded.
2. 4- to 8-inch: ANSI Class 150 rotating flanges.
3. 10-inch and larger: ANSI Class 150 flanges.
C. Pump Isolation valves shall be provided on suction and discharge of each pump. Isolation
valve sizes 2 inches and smaller shall be nickel-plated brass, full-port ball valves. Isolation
valve sizes 3 inches and larger shall be full-lug-style butterfly valve. Valve disk shall be
EXHIBIT 3
01017216 BOOSTER PUMPS 11300 - 7
02/17
stainless steel. Valve seat material shall be EPDM and body cast iron, coated internally and
externally with fusion-bonded epoxy.
D. Spring-loaded, non-slam-type check valve shall be installed on discharge of each pump.
Valve shall be wafer-style-type fitted between two flanges. Head loss through check valve
shall not exceed 5 psi at pump design capacity. Check valves 1-1/2 inches and smaller shall
have a POM composite body and poppet, stainless steel spring with EPDM, or NBR seats.
Check valves 2 inches and larger shall have body material of stainless steel or
epoxy-coated iron (fusion-bonded) with EPDM- or NBR-resilient seat. Spring material
shall be stainless steel. Disk shall be stainless steel or leadless bronze.
E. For systems requiring diaphragm tank, connection of no smaller than 3/4-inch shall be
provided on discharge manifold.
F. Pressure transducer shall be factory-installed on discharge manifold (or field-installed as
specified on plans). Systems with positive inlet gauge pressure shall have factory-installed
pressure transducer on suction manifold for water shortage protection. Pressure transducers
shall be made of 316 stainless steel. Transducer accuracy shall be ±1.0 percent full scale
with hysteresis and repeatability of no greater than 0.1 percent full scale. Output signal
shall be 4-20 mA with a supply voltage range of 9-32 VDC.
G. Bourdon tube pressure gauge, 2.5 inches diameter, shall be placed on suction and discharge
manifolds. Gauge shall be liquid filled with copper alloy internal parts in stainless steel
case. Gauge accuracy shall be 2/1/2 percent. Gauge can withstand a pressure of 30 percent
above maximum span without requiring recalibration.
H. Systems with flooded-suction inlet or suction-lift configuration shall have factory-installed
water shortage protection device on suction manifold.
I. Base frame shall be constructed of corrosion-resistant, 304 stainless steel. Rubber vibration
dampers shall be fitted between each pumps and baseframe to minimize vibration.
J. Depending on system size and configuration, control panel shall be mounted::
1. On a 304 stainless steel fabricated control cabinet stand attached to the system skid;
2. On a 304 stainless steel fabricated skid, separate from the main system skid; or
3. On its own base (floor-mounted with plinth).
2.8 TESTING
A. Entire pump station shall be factory-tested for functionality. Functionality testing shall
include:
1. Dry run protection,
2. Minimum pressure and maximum pressure alarms (where applicable),
3. Setpoint operation, and
4. Motor rotation.
B. System shall undergo factory hydrostatic test at end of production cycle. System shall be
filled with water and pressurized 1.5 times nameplate maximum pressure. Systems with
150 lb. flange connections shall be tested at 350 psig and systems with 300 lb. flange
connections shall be tested at 450 psig. Pressure shall be maintained a minimum of
15 minutes with no leakage (slight leakage around pump(s) mechanical seal is acceptable)
prior to shipment.
2.9 WARRANTY
A. Warranty period shall be a non-prorated period of 24 months from date of installation,
PART 3 - EXECUTION (Not Used)
END OF SECTION
EXHIBIT 3
01017216 PIT TYPE TRUCK SCALE 13130 - 1
02/17
SECTION 13130 – PIT TYPE TRUCK SCALE
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Load receiver, lever system, electronic instrumentation, and painting.
2. All labor, materials, equipment, and incidentals required and install scales in locations
as shown on Drawings.
B. Scope:
1. Furnish and install one mechanical motor truck scales with dual tandem axle capacity of
80,000-pound dual tandem axle rating, 40 tons per section on 4-foot centers, a gross 60-
ton capacity, and weighing platform of 70 x 12 feet wide. Platform shall be installed “at
grade.” Above-grade installation not acceptable.
2. Scale platform assembly consists of reinforcing rods for concrete deck, weighbridge
steel, and cast-iron lever system, delivering weight force to single tension load cell.
a. Scale weighbridge, lever system, load cell, instrumentation, platform reinforcing
rods and channels along with pit coping, foundation bolts, nuts and bumper plates
should be furnished by manufacturer.
C. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
1.2 QUALIFICATIONS
A. All scale components shall be supplied by a single manufacturer, fully experienced, reputable,
and qualified in manufacture of items to furnish. Design, construct, and install equipment in
accordance with best practices and methods and comply with these Specifications and
manufacturer instructions.
B. Equipment to consist of parts designed to act as a unit by a manufacturer experienced in design,
construction, and operation of equipment for required purpose.
1.3 SUBMITTALS
A. Shop drawings shall be submitted to Engineer for approval in accordance with Division 01 and
include dimensioning, methods, and locations of supports, and technical specifications for all
equipment to be furnished.
PART 2 - PRODUCTS
2.1 ACCEPTABLE MANUFACTURERS
A. Fairbanks Scales: Kansas City, Missouri.
1. Local Representative:
Nicol Scales, LP
Ted Tobolka
7239 Envoy Court.
Dallas, Texas 75247
214.428.8181
EXHIBIT 3
01017216 PIT TYPE TRUCK SCALE 13130 - 2
02/17
2.2 MATERIALS
A. Load Receiver
1. Scale is Fairbanks Type S Series truck scale with cast-iron levers. Truck scale shall have
reinforced concrete deck. Concrete deck shall have a 60,000-pound dual tandem axle
rating on 4-foot centers. Minimum 80,000 pound CLC ratings.
2. Scales shall each have three 24-inch manholes (one on each scale), provided by
manufacturer.
3. Weighbridge shall be I-beam design and protected with one coat of epoxy ester primer,
applied to a minimum 3 mil thickness.
4. All in-house welding on structure shall be gas-to-metal, submerged, or shielded arc. All
welding procedures to be in compliance with the American Welding Society D1.1-88
Structural Welding Code.
5. Deck surface shall be a 6-inch-thick concrete poured on site, using 4,000-psi
compressive strength concrete. Line deck along bottom with corrugated steel, reinforcing
mat set into place the length and width of scale deck, and deck channel with studs welded
to the steel to form a composite structure when concrete is added. Reinforcing mat and
deck channel studs are to relieve surface tension in concrete caused by expansion and
contraction. Approximately 13 cubic yards of concrete is required per scale deck.
6. Scale shall be completely self-checking. DO NOT use check rods. Scale deck and
weighbridge shall be free-floating.
B. Lever System
1. Rust-resistant, cast-iron construction for long lever life and double-web design to allow
load transmission on lever true centerline, reducing side-loading which can cause wear.
2. Parallel link suspension to transmit weight from weighbridge main girders to cast-iron
levers, allowing platform to be free-floating and self-aligning, reducing effects of inertial
shock caused by truck traffic, and absorbing effects of platform motion on pivots and
bearings, reducing critical component wear and guaranteeing longer, more accurate scale
life.
3. Adjustable vertical connections lie between all levers in system. In addition, elevation
adjustment screws (two at each main lever) for vertical alignment of scale deck with
concrete walls, preventing shock caused by trucks hitting a deck not properly aligned
with approach walls. This vertical adjustment also insures proper distribution of load
over each load point. Shimming to achieve this elevation alignment not deemed
acceptable.
4. Removable bearing block on each lever stand to provide easy replacement without stand
removal of load bearings.
5. Pivots and bearings directly supporting platform weight and load applied to platform
shall be parallel with traffic direction, providing protection against damaging
side-loading shocks.
6. Support pivots over entire length by self-aligning bearings, eliminating stress, while
prolonging pivot and bearing life.
7. Pivots and bearings shall be high carbon steel and properly heat-treated to a minimum
Rockwell hardness of 58-62 to reduce wear. All pivots and bearings will be machined
for easy field replacement.
8. Lever system shall be protected with one coat of epoxy ester primer, applied to a
minimum of 3 mil thickness.
9. Cast-iron lever system shall deliver reduced weight force to a single tension load cell,
helping reduce damage caused by lightning/power surges and other environmental
problems which can lead to load cell damage.
EXHIBIT 3
01017216 PIT TYPE TRUCK SCALE 13130 - 3
02/17
10. Load cell, junction boxes, and scale checking must be accessible and held in position by
easily accessible hardware, meeting the following criteria:
a. Load cell shall be Fairbanks Model 1111 S-type tension design with isolation
modules and manufactured assemblies. (one load cell required per truck scale).
b. No Junction Boxes utilized in operation or installation of scales.
C. Electronic Instrumentation, Weight Displays:
1. FB460 Digital Indicator or equal (Standard) one unit per scale system.
2. Indicator designed to operate in a single load cell environment.
3. Simple five-button controls.
4. Front panel calibration.
5. Programmable output functions to allow interface to Customer Landfill Software
System.
a. Display: 0.8 inch high, six digit, 11 annunciations.
b. Enclosure: Stainless Steel Nema 4X.
c. Units: lb/Kg.
d. Capacity Selectable: 0 to 999,990.
e. Grad. Size: 0.001 to 50 pounds.
f. Approvals: NTEP.
D. Painting - Type "S" motor truck combination scale paint process shall meet these requirements:
1. Clean weighbridge steel to an SSPC-SP6 finish. Give weighbridge surfaces one
minimum 3-mil coat of Robinson Coatings 14-R- 862 epoxy ester primer, or equal.
2. Paint shall meet the following specifications:
Red primer Coat
Product 14-R-862 Red Epoxy Ester Primer
Type Epoxy Modified
Color Red
Substrate Steel
Application Spray
Viscosity 45 sec @ 78°F
Solids 63% by weight
V.O.C. 3.30 lb/gal
Reduction As Required
Clean Up Xylene of Appropriate Solvent Film
Gloss 50-60 Matte
Preparation SSPC SP6
Total dry mil thickness: 3 mils red primer
2.3 WARRANTIES
A. All scale system components manufactured and/or supplied by Fairbanks Scales shall be
warranted for two years from date of approved inspection and testing. All lever systems shall
be warranted 15 years from date of approved inspection and testing.
PART 3 - EXECUTION
3.1 INSTALLATION
A. Scale system installation shall be strictly in accordance with manufacturer's technical data and
printed instructions.
EXHIBIT 3
01017216 PIT TYPE TRUCK SCALE 13130 - 4
02/17
3.2 INSPECTION AND TESTING
A. Contractor shall test and certify scale system to be accurate within manufacturer-acceptable
limits. Contractor shall provide any temporary power required for testing
END OF SECTION
EXHIBIT 3
01017216 ELECTRICAL GENERAL PROVISIONS 16000 - 1
02/17
SECTION 16000 - ELECTRICAL GENERAL PROVISIONS
PART 1 - GENERAL
1.1 SUMMARY
A. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
2. Requirements of the General Conditions, Special Conditions, and General Requirements
of these specifications are applicable and part of every section in Division 16 - Electrical.
Contractor shall furnish all labor, material, service, equipment, appliances, and shall
perform all operations in connection with the installation and testing of electrical work in
accordance with Contract Drawings and Specifications. Any material found defective
will be rejected by Engineer, and Contractor shall remove such defective material from
site of work.
3. Contractor is responsible for all such material furnished by him and he shall replace, at
his own expense, all such materials found defective in manufacture or damaged after
delivery.
1.2 REQUIREMENTS OF REGULATORY AGENCIES AND STANDARDS
A. Regulatory Agencies: Installation, materials, equipment, and workmanship shall conform to
applicable provisions of:
1. National Electrical Code (NEC).
2. National Electrical Safety Code (NESC).
3. Terms and conditions of electrical utility and other authorities having lawful jurisdiction
pertaining to work required.
1.3 MODIFICATIONS
A. All modifications required by these applicable codes, rules, regulations, and authorities shall be
made by Contractor without additional charge to Owner.
B. Underwriter's Laboratories, Inc. (UL): All materials, appliances, equipment or devices shall
conform to applicable standards of UL. Label of, or listing by UL is required.
C. Standards: Where referenced in these Specifications or on Drawings, publications and standards
of these organizations shall apply:
1. American Society of Testing and Materials (ASTM).
2. Institute of Electrical and Electronic Engineers (IEEE).
3. Insulated Power Cable Engineers Association (IPCEA).
4. National Electrical Manufacturers Association (NEMA).
5. National Fire Protection Association (NFPA).
6. American National Standards Institute (ANSI).
7. Illuminating Engineering Society of North America (IESNA).
D. If Contractor observes any conflict or variation in Plans and/or Specifications, he shall notify
Engineer in writing no later than 10 days prior to date of bid opening. Failure to clarify such
variations will result in Electrical Contractor bearing all costs arising from electrical work done
contrary to Specifications or Drawings.
E. Electrical Contractor shall coordinate all conduit runs, control wiring, and electrical
connections to equipment items furnished by Mechanical Contractor, General Contractor,
Instrumentation Contractor, Owner, and other contractors under Specifications.
EXHIBIT 3
01017216 ELECTRICAL GENERAL PROVISIONS 16000 - 2
02/17
1.4 SUBMITTALS
A. Materials List: Within 15 days after Award of Contract, Contractor shall submit to Engineer a
list of all equipment to be furnished. Where substitutions are proposed, complete data must be
furnished showing performance, quality, and dimensions. Written approval of Engineer must be
obtained before purchasing any substitute equipment.
B. Shop Drawings: As per section 01300 – Submittal Procedures, submit for approval all Shop
Drawings after material list is approved, and prior to ordering. Show complete outlines,
dimensions, electrical services, control diagrams, electrical characteristics of a special nature or
critical to the installation, and pertinent data required for installation. All descriptive data,
technical data, and Shop Drawings shall bear signed certification that they have been carefully
examined and found correct with respect to dimension, space available, non-interference with
other trades, and equipment complies with all specification requirements. Where catalog data
are submitted, proposed items shall be clearly "flagged," or otherwise identified, so no
confusion exists. In addition to specific references or requests, submit Shop Drawings motor
starters, switches, control devices, control systems, and sensing equipment.
C. Substitutions: Submit proposed substitutions of electrical equipment, control devices, and other
equipment with other submittal data. This request shall be accompanied by complete
descriptions of substitutes offered, including catalog cuts. Entire burden of proof of equality
shall be placed on Contractor and Engineer decision shall be final.
D. Test Data: Provide one copy of all data obtained during tests required in Specifications. Data
shall be organized, typed, and indicate each test result. This shall be submitted for Engineer
Review within three days of performing required tests.
PART 2 - PRODUCTS
2.1 EQUIPMENT REQUIREMENTS
A. Electrical requirements for equipment specified or indicated on Drawings are based on
information available at time of design. If equipment furnished for installation has electrical
requirements other than indicated on electrical drawings, Contractor shall make any required
changes to wire and conduit size, controls, over current protection and installation, as required
to accommodate equipment supplied, without additional charge to Owner. Complete
responsibility and costs for such adjustments shall be assigned to this Specification where
equipment is furnished.
2.2 MATERIALS
A. All similar materials and equipment shall be the product of the same manufacturer unless
specified otherwise. Where no specific material, apparatus, or appliance is mentioned, any
first-class product, with Engineer approval, may be used. Materials and equipment shall be
standard products of manufacturers regularly engaged in production of such material and shall
be manufacturer's current and standard design. Equipment affected by altitude shall perform
satisfactorily for function intended at altitude of project site.
EXHIBIT 3
01017216 ELECTRICAL GENERAL PROVISIONS 16000 - 3
02/17
PART 3 - EXECUTION
3.1 GENERAL
A. Fabrication, erection, and installation of complete electrical system shall be done in accordance
with accepted good practice by qualified personnel experienced in such work and orderly
proceed so not to impede project progress. Electrical Contractor shall check all areas and
surfaces where electrical equipment material is to be installed, removed, or relocated, and report
any unsatisfactory conditions before starting work. Commencement of work signifies
Contractor acceptance of existing conditions. In acceptance or rejection of the finished
installation, no allowance will be made for lack of skill on the part of workmen.
3.2 TEMPORARY POWER AND LIGHTING
A. Furnish and install temporary electrical facilities, if required, for construction and safety
operations. No part of the permanent electrical systems or existing electrical system may be
used for temporary service unless approved by Engineer. Provide separate electrical metering
for temporary power.
3.3 PERFORMANCE TESTS
A. Thoroughly test all control circuits, fixtures, services, and all circuits for proper operating
condition and freedom from grounds and short circuits before requesting acceptance. All
equipment, appliances, and devices shall be operated under load conditions. After completing
interior wiring system installation and when Engineer may direct, conduct operating tests for
approval. When requested, test all wire, cable, devices, and equipment after installation to assure
all material possesses original characteristics as required by governing codes and standards listed
in specifications.
B. Perform such tests as required by specifications or as requested to prove acceptability. Furnish
all instruments and labor for testing.
3.4 RECORD DRAWINGS
A. During work progress, maintain a clean, full set of project plans to use in recording accurate
red-lined changes to system installation. Upon completion of installation, submit full set of
red-lined drawings with all record data to Engineer.
3.5 OPERATING INSTRUCTIONS AND MANUALS
A. Without additional charge to Owner, furnish complete instruction to Owner in care, adjustment,
and operation of all parts of electrical equipment and systems. Upon completion of work,
prepare and deliver to Owner, four complete sets of Operating and Maintenance manuals for the
systems and major equipment installed. Include catalog data, shop drawings, wiring diagrams,
performance curves and rating data, spare parts lists, and manufacturer operating maintenance
data. A copy of testing data collected during field tests shall also be included in manuals.
B. Noted requirements are in addition to specific instructions and manuals specified for individual
systems or equipment.
3.6 DRAWINGS
A. General: Electrical drawings show general arrangement of all conduit, equipment, etc. and shall
be followed as closely as actual building construction and work of other trades will permit.
EXHIBIT 3
01017216 ELECTRICAL GENERAL PROVISIONS 16000 - 4
02/17
Structural drawings shall be considered part of the work insofar these drawings furnish
Contractor with information relating to building design and construction. Because of the small
scale of electrical drawings, indicating all offsets, fittings, and accessories required is not
possible. Contractor shall investigate structural and finish conditions affecting work and arrange
his work accordingly, providing such fittings, elbows, pull boxes, and accessories as may be
required to meet such conditions.
B. Field Measurements: Contractor shall verify dimensions governing electrical work at facility.
No extra compensation shall be claimed or allowed on account of differences between actual
dimensions and those indicated on Drawings.
C. Coordination Drawings: In locations where several trades' work must be sequenced and
positioned with precision to fit into available space, prepare coordination drawings (shop
drawings) showing actual physical dimensions (at accurate scale) required for installation, if
Engineer deems necessary. Prepare and submit these coordination drawings, if required, prior to
purchase-fabrication-installation of any elements involved in coordination.
3.7 LOCATION OF EQUIPMENT AND OUTLETS
A. Approximate locations of cabinets, conduits, controllers, power outlets, etc., are indicated on
Drawings, although not intended to give complete and detailed information. Determine exact
location after thoroughly examining general building plans and by actual measurements during
construction, subject to Engineer approval.
3.8 EXISTING ELECTRICAL
A. Existing electrical system information has been obtained from the most up-to-date source and
documents, but accuracy is not guaranteed. Contractor shall familiarize himself with existing
conditions before preparing bid.
B. Only existing electrical affected by this Contract is shown on Drawings. Existing electrical not
shown in Drawings is to remain in place and in operation. All existing electrical damaged
during construction shall be repaired or replaced.
C. Contractor is responsible for damage to existing walls or ceilings from electrical construction.
Repairing of damage to existing building shall be done by proper trades involved.
3.9 ELECTRIC UTILITY SERVICE
A. Denton Municipal Electric is the local electric utility company providing service to existing
facility. Design and installation of overhead and underground facilities will be done by Denton
Municipal Electric.
B. Contractor shall be familiar and comply with requirements of latest version of Service
Requirements book from each service provider. Any equipment in the Service Requirements
book stated to be provided or installed by Customer, Contractor shall provide and install.
C. Contractor shall coordinate with service provider to establish exact location and spacing
requirements of the service pole.
END OF SECTION
EXHIBIT 3
01017216 CONDUIT 16111 - 1
02/17
SECTION 16111 - CONDUIT
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Metal and nonmetal conduit.
2. Liquidtight flexible metal conduit.
3. Fittings and conduit bodies.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
2. Section 16130 - Boxes.
3. Section 16190 – Supporting Devices.
1.2 SCOPE
A. Inspect conduit, fittings, conduit bodies, and accessories upon delivery and during work
progress. Any material found defective will be rejected by Engineer, and Contractor shall
remove such defective material from site of work.
B. Contractor is responsible for all materials furnished by him and shall replace, at his own
expense, all such materials found defective in manufacture or damaged after delivery.
1.3 REFERENCES
A. ANSI C80.1 - Rigid Steel Conduit, Zinc-Coated.
B. ANSI C80.3 - Electrical Metallic Tubing, Zinc-Coated.
C. ANSI/NEMA FB 1 - Fittings, Cast Metal Boxes, and Conduit Bodies for Conduit and
Cable assemblies.
D. ANSI/NFPA 70 - National Electrical Code.
E. NECA - Standard of Installation.
F. NEMA RN 1 - Polyvinyl Chloride (PVC) Externally-Coated Galvanized Rigid Steel
Conduit and Intermediate Metal Conduit.
G. NEMA TC 3 - PVC Fittings for Use with Rigid PVC Conduit and Tubing.
H. NEMA VE1 – Metal Cable Tray Systems
I. NEMA VE2 – Cable Tray Installation Guidelines
1.4 PROJECT RECORD DOCUMENTS
A. Submit under provisions of Section 01400 – Quality Control. Accurately record actual
routing of all conduits.
1.5 REGULATORY REQUIREMENTS
A. Conform to requirements of ANSI/NFPA 70. Furnish products listed and classified by
Underwriters Laboratories, Inc. as suitable for purpose specified and shown.
1.6 DELIVERY, STORAGE AND HANDLING
A. Deliver, store, protect, and handle Products to site under provisions of General Conditions.
Accept conduit onsite and inspect for damage. Protect conduit from corrosion and entrance
EXHIBIT 3
01017216 CONDUIT 16111 - 2
02/17
of debris by storing above grade and providing appropriate covering. Protect PVC conduit
from sunlight.
1.7 PROJECT CONDITIONS
A. Verify field measurements are as shown on Drawings. Verify routing and termination
locations of conduit prior to rough-in. Conduit routing is shown on Drawings in
approximate locations unless dimensioned. Route as required to complete wiring system.
PART 2 - PRODUCTS
2.1 CONDUIT REQUIREMENTS
A. Conduit Minimum Size: 3/4 inch unless otherwise specified.
B. Rigid Metallic Conduit (RGS): Galvanized Rigid Steel, ANSI C80.1. Fittings and Conduit
Bodies: ANSI/NEMA FB 1; material to match conduit.
C. Liquidtight Flexible Metal Conduit: Interlocked steel construction with PVC jacket.
Flexible conduit shall be used only for connection to devices and structures subject to
vibration. Maximum length of flexible conduit shall be 3 feet.
D. Rigid Nonmetallic Conduit: NEMA TC 2; Schedule 80 PVC. PVC Fittings and Conduit
Bodies: NEMA TC
2.2 UNDERGROUND INSTALLATIONS
A. At 18 inches below grade and lower utilize Rigid Nonmetallic Conduit. If underground
conduit run is not encased in concrete, place 4 inches of sand below and above conduit,
and install a 2-inch red detectable ribbon 6 inches above top of conduit for entire length of
underground run.
B. Any conduit located less than 18 inches below grade shall be PVC-coated Rigid Metallic
Conduit, or Rigid Nonmetallic Conduit encased in concrete.
C. When transferring from below grade to above grade, use PVC-coated Rigid Metallic
Conduit.
2.3 ABOVEGROUND INSTALLATIONS
A. Wet and Damp Locations: Use Rigid Metallic Conduit.
B. Dry Locations: Use Electrical Metallic Tubing, zinc-coated, where conduit will be
concealed. Use Rigid Metallic Conduit where conduit will be exposed.
PART 3 - EXECUTION
3.1 INSTALLATION
A. Install conduit in accordance with NECA - Standard of Installation. Install nonmetallic
conduit in accordance with manufacturer instructions. Arrange supports to prevent
misalignment during wiring installation. Support conduit using coated steel or malleable
iron straps, lay-in adjustable hangers, clevis hangers, and splint hangers. Group related
conduits; support using conduit rack. Construct rack using steel channel; provide space on
each for 25 percent additional conduits. Fasten conduit supports to building structure and
concrete surfaces with galvanized hardware. Do not support conduit with wire or
perforated pipe straps. Remove wire used for temporary supports.
EXHIBIT 3
01017216 CONDUIT 16111 - 3
02/17
B. Arrange conduit to maintain headroom and present neat appearance. Route exposed
conduit parallel and perpendicular to walls. Maintain adequate clearance between conduit
and piping. Maintain 12-inch clearance between conduit and surfaces with temperatures
exceeding 104 degrees F. Remove all sharp edges from ends after cutting. Do not use
“pipe” cutters for cutting conduit. Bring conduit to shoulder of fittings; fasten securely.
C. Join nonmetallic conduit using cement as recommended by manufacturer. Wipe
nonmetallic conduit dry and clean before joining. Apply full, even coat of cement to entire
area inserted in fitting. Allow joint to cure for 20 minutes, minimum.
D. Use conduit hubs to fasten conduit to sheet metal boxes in damp and wet locations and to
cast boxes. Install no more than equivalent of three 90-degree bends between boxes. Use
conduit bodies to make sharp changes in direction, as around beams. Conduit bends shall
be made so as not to alter the cross-sectional area of the conduit.
E. Use suitable caps to protect installed conduit against entrance of dirt and moisture. Avoid
moisture traps; provide junction box with drain fitting at low points in conduit system.
Provide suitable fittings to accommodate expansion and deflection where conduit crosses,
control and expansion joints. Provide suitable pull string in each empty conduit except
sleeves and nipples.
F. All conduits identified on a conduit schedule shall be tagged at each end with metal tags
engraved or stamped to identify conduit according to identification on “schedule.”
3.2 PAYMENT
A. Payment will be made for all work covered in this section at Contract unit price per unit or
included in the lump sum price per job for items, as shown on Proposal. Either payment
shall be complete compensation for the complete performance of work in accordance with
Drawings and specification provisions.
END OF SECTION
EXHIBIT 3
01017216 WIRE AND CABLE 16123 - 1
02/17
SECTION 16123 - WIRE AND CABLE
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Power wire and cable.
2. Underground feeder and branch circuit cable.
3. Service entrance and control cable.
4. Wiring connectors and connections.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
2. Section 16111 - Conduit.
3. Section 16130 - Boxes.
1.2 REFERENCES
A. ANSI/NFPA 70 - National Electrical Code.
1.3 SUBMITTALS
A. Submit under provisions of General Conditions.
B. Product Data: Provide for each cable assembly type.
C. Test Reports: Indicate procedures and values obtained.
1.4 REGULATORY REQUIREMENTS
A. Conform to requirements of ANSI/NFPA 70.
B. Furnish products listed and classified by Underwriters Laboratories, Inc. as suitable for
purpose specified and shown.
1.5 PROJECT CONDITIONS
A. Verify field measurements are as shown on Drawings.
B. Wire and cable routing shown on Drawings is approximate unless dimensioned. Route wires
and cables as required meeting Project Conditions.
C. Where wire and cable routing is not shown, and destination only is indicated, determine exact
routing and lengths required.
1.6 COORDINATION
A. Coordinate work with other trades.
B. Determine required separation between cable and other work.
C. Determine cable routing to avoid interference with other work.
EXHIBIT 3
01017216 WIRE AND CABLE 16123 - 2
02/17
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Power Wire and Cable: Cable as manufactured by Carol Cable, Triangle PWC, Inc., Capital
Wire & Cable Corp. or equal.
B. Control Cable: Belden or equal
2.2 POWER WIRE AND CABLE
A. Description: Single or multi-conductor insulated wire.
B. Conductor: Copper.
C. Insulation Voltage Rating: 600 volts.
D. Insulation: ANSI/NFPA 70; Type THHN/THWN, 90 degrees C insulation for service
entrance, feeders, and branch circuits.
2.3 CONTROL CABLE
A. Analog I/O wiring shall be 16 AWG, twisted pair shielded, Belden 8719 or equal.
B. Discrete I/O wiring shall be 16AWG, 600V, stranded copper, THWN. Use multi-conductor
cable when possible.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Verify mechanical work likely to damage wire has been completed.
3.2 INSTALLATION
A. Install products in accordance with manufacturer instructions.
B. Use copper conductor not smaller than 12 AWG for power and lighting circuits.
C. Use copper conductor not smaller than 16 AWG for control circuits.
D. Pull all conductors into raceway at same time.
E. Use suitable wire-pulling lubricant for building wire 8 AWG and larger or runs longer than
50 feet.
F. Use suitable cable fittings and connectors.
G. Neatly train and lace wiring inside boxes, equipment, and panelboards.
H. Clean conductor surfaces before installing lugs and connectors.
I. Make splices, taps, and terminations to carry full ampacity of conductors with no perceptible
temperature rise.
J. Use split bolt connectors for copper conductor splices and taps, 8 AWG and larger. Tape
uninsulated conductors and connector with electrical tape to 150 percent of insulation rating
of conductor.
K. Use solderless pressure connectors with insulating covers or spring wire connectors for copper
conductor splices and taps, 10 AWG and smaller.
3.3 INTERFACE WITH OTHER PRODUCTS
A. Identify each conductor with destination terminal block.
EXHIBIT 3
01017216 WIRE AND CABLE 16123 - 3
02/17
3.4 FIELD QUALITY CONTROL
A. Perform field inspection and testing under provisions of General Conditions.
B. Inspect wire for physical damage and proper connection.
C. Measure tightness of bolted connections.
D. Utilize accurate torque wrench to tighten bolts and nuts on MCC.
E. Verify continuity of each branch circuit conductor.
F. Verify that all non-grounded conductors have an open circuit to ground.
3.5 PAYMENT
A. Payment will be made for all work covered in this section at Contract unit price per unit or
included in the lump sum price per job for items, as shown on Proposal. Such payment shall
be complete compensation for complete performance of work in accordance with Drawings
and specification provisions.
END OF SECTION
EXHIBIT 3
01017216 BOXES 16130 - 1
02/17
SECTION 16130 - BOXES
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Wall and ceiling outlet boxes.
2. Pull and junction boxes.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
2. Section 16140 - Wiring Devices: Wall plates in finished areas.
1.2 REFERENCES
A. NECA - Standard of Installation.
B. NEMA FB 1 - Fittings and Supports for Conduit and Cable Assemblies.
C. NEMA OS 1 - Sheet-steel Outlet Boxes, Device Boxes, Covers, and Box Supports.
D. NEMA 250 - Enclosures for Electrical Equipment (1000 Volts Maximum).
E. NFPA 70 - National Electrical Code.
1.3 SUBMITTALS FOR CLOSEOUT
A. Section 01700 - Contract Closeout: Submittals for Project closeout.
B. Record actual locations and mounting heights of outlet, pull, and junction boxes on project
record documents.
1.4 REGULATORY REQUIREMENTS
A. Conform to requirements of NFPA 70.
B. Provide Products listed and classified by Underwriters Laboratories, Inc., as suitable for
purpose specified and indicated.
PART 2 - PRODUCTS
2.1 OUTLET BOXES
A. Sheet Metal Outlet Boxes: NEMA OS 1, galvanized steel.
B. Equipment Supporting Boxes: Rated for weight of equipment supported; include .5-inch male
fixture studs where required.
C. Cast Boxes: NEMA FB 1, Type FD, cast feralloy. Provide gasketed cover by box manufacturer.
D. Wall Plates for Finished Areas: As specified in Section 16140 – Wiring Devices.
2.2 PULL AND JUNCTION BOXES
A. Sheet Metal Boxes: NEMA OS 1, galvanized steel.
B. Surface-Mounted Cast Metal Box: NEMA 250, Type 4; flat-flanged, surface-mounted junction
box:
1. Material: Galvanized cast iron.
2. Cover: Furnish with flange, neoprene gasket, and stainless steel cover screws.
EXHIBIT 3
01017216 BOXES 16130 - 2
02/17
PART 3 - EXECUTION
3.1 EXAMINATION
A. Verify locations of outlets in all locations areas prior to rough-in.
3.2 INSTALLATION
A. Install boxes in accordance with NECA - Standard of Installation.
B. Install in locations as shown on Drawings and required for splices, taps, wire pulling,
equipment connections, and compliance with regulatory requirements.
C. Set wall-mounted boxes at elevations to accommodate mounting heights specified for outlet
device.
D. Electrical boxes are shown on Drawings in approximate locations unless dimensioned. Adjust
box location up to 10 feet if required to accommodate intended purpose.
E. Orient boxes to accommodate wiring devices oriented as specified in Section 16140 – Wiring
Devices.
F. Maintain headroom and present neat mechanical appearance.
G. Install pull boxes and junction boxes above accessible ceilings and in unfinished areas only.
H. Inaccessible Ceiling Areas: Install outlet and junction boxes no more than 6 inches from ceiling
access panel or from removable recessed luminaire.
I. Install boxes to preserve fire resistance rating of partitions and other elements, using materials
and methods specified.
J. Coordinate mounting heights and locations of outlets mounted above counters, benches, and
backsplashes.
K. Locate outlet boxes to allow luminaires positioned as shown on reflected ceiling plan.
L. Align adjacent wall-mounted outlet boxes for switches, thermostats, and similar devices. All
such devices shall be mounted at the same elevation.
M. Use flush-mounting outlet box in finished areas.
N. Locate flush-mounting box in masonry wall to require cutting of masonry unit corner only.
Coordinate masonry cutting to achieve neat opening.
O. Do not install flush-mounting box back-to-back in walls; provide minimum 6 inches separation.
Provide minimum 24 inches separation in acoustic-rated walls.
P. Secure flush-mounting box to interior wall and partition studs. Accurately position to allow for
surface finish thickness.
Q. Use stamped steel bridges to fasten flush-mounting outlet box between studs. In lieu of bridges,
provide boxes with brackets that limited box travel by contacting adjacent wall.
R. Install flush-mounting box without damaging wall insulation or reducing effectiveness.
S. Use adjustable steel channel fasteners for hung ceiling outlet box.
T. Do not fasten boxes to ceiling support wires.
U. Support boxes independently of conduit.
V. Use gang box where more than one device is mounted together. Do not use sectional box.
W. Use gang box with plaster ring for single device outlets.
X. Use cast outlet box in exterior locations exposed to weather and wet locations. Non-metallic
boxes shall not be used.
Y. Large Pull Boxes: Use hinged enclosure in interior dry locations, surface-mounted cast metal
box in other locations.
3.3 INTERFACE WITH OTHER PRODUCTS
A. Coordinate installation of outlet box for equipment connected.
EXHIBIT 3
01017216 BOXES 16130 - 3
02/17
3.4 ADJUSTING
A. Section 01700 - Contract Closeout: Adjusting installed work.
B. Adjust flush-mounting outlets to make front flush with finished wall material.
C. Install knockout closures in unused box openings.
3.5 CLEANING
A. Section 01700 - Contract Closeout: Cleaning installed work.
B. Clean interior of boxes to remove dust, debris, and other material.
C. Clean exposed surfaces and restore finish.
END OF SECTION
EXHIBIT 3
01017216 WIRING DEVICES 16140 - 1
02/17
SECTION 16140 - WIRING DEVICES
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Wall switches, receptacles, device plates, and covers.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
2. Section 16130 - Boxes.
1.2 REFERENCES
A. NECA - Standard of Installation.
B. NEMA WD 1 - General Requirements for Wiring Devices.
C. NEMA WD 6 - Wiring Device -- Dimensional Requirements.
D. NFPA 70 - National Electrical Code.
1.3 SUBMITTALS FOR REVIEW
A. Section 01300 - Submittals: Procedures for submittals.
B. Product Data: Provide manufacturer catalog information showing dimensions, colors, and
configurations.
1.4 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing the Products specified with minimum
three years’ documented experience.
1.5 REGULATORY REQUIREMENTS
A. Conform to requirements of NFPA 70.
B. Provide Products listed and classified by Underwriters Laboratories, Inc., as suitable for
purpose specified and indicated.
PART 2 - PRODUCTS
2.1 WALL SWITCHES
A. Manufacturers:
1. Hubbell 1221-I.
2. Leviton 1221-I.
3. General Electric 5951-2G
B. Description: NEMA WD 1, 20 amp, Heavy-duty, AC only general-use snap switch.
C. Body and Handle: nylon ivory handle.
D. Utilize equivalent series of manufacturer numbers for three- and four-way and two-pole
applications.
EXHIBIT 3
01017216 WIRING DEVICES 16140 - 2
02/17
2.2 RECEPTACLES
A. Manufacturers:
1. Hubbell.
2. Leviton.
3. Cooper/Eaton.
B. Description: NEMA WD 1, Heavy-duty, receptacles with triple wipe contacts and grounding
contacts integral with the backstop (no rivets).
C. Device Body: Ivory plastic.
D. Configuration: NEMA WD 6, type as specified and indicated.
E. Convenience Receptacle: Type 5-20.
F. GFCI Receptacle: Convenience receptacle with integral ground fault circuit interrupter to meet
regulatory requirements. Hubbell 5352-I or equivalent.
2.3 WALL PLATES
A. Weatherproof Cover Plate: Gasketed cast metal with gasketed device cover on exterior devices.
B. Surface-Mounted Plates: Galvanized steel plates
PART 3 - EXECUTION
3.1 EXAMINATION
A. Section 01039 - Coordination and Meetings: Verification of existing conditions prior to
beginning work.
B. Verify that outlet boxes are installed at proper height.
C. Verify that wall openings are neatly cut and will be completely covered by wall plates.
D. Verify branch circuit wiring installation is completed, tested, and ready for connection to wiring
devices.
3.2 PREPARATION
A. Provide extension rings to bring outlet boxes flush with finished surface.
B. Clean debris from outlet boxes.
3.3 INSTALLATION
A. Install in accordance with NECA - Standard of Installation."
B. Install devices plumb and level.
C. Install switches with OFF position down.
D. Install receptacles with grounding pole on top.
E. Connect wiring device grounding terminal to branch circuit equipment grounding conductor.
F. Connect wiring devices by wrapping conductor around screw terminal.
G. Use jumbo size plates for outlets installed in masonry walls.
H. Install galvanized steel plates on outlet boxes and junction boxes in unfinished areas, above
accessible ceilings, and on surface-mounted outlets.
3.4 FIELD QUALITY CONTROL
A. Section 01400 - Quality Control: Field inspection, testing, adjusting, and balancing.
B. Inspect each wiring device for defects.
EXHIBIT 3
01017216 WIRING DEVICES 16140 - 3
02/17
C. Operate each wall switch with circuit energized and verify proper operation.
D. Verify each receptacle device is energized.
E. Test each receptacle device for proper polarity.
F. Test each GFCI receptacle device for proper operation.
3.5 ADJUSTING
A. Section 01700 - Contract Closeout: Adjusting installed work.
B. Adjust devices and wall plates to be flush and level.
3.6 CLEANING
A. Section 01700 - Contract Closeout: Cleaning installed work.
B. Clean exposed surfaces to remove splatters and restore finish.
END OF SECTION
EXHIBIT 3
01017216 GROUNDING AND BONDING 16170 - 1
02/17
SECTION 16170 - GROUNDING AND BONDING
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Grounding electrodes and conductors.
2. Equipment grounding conductors and bonding.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
1.2 REFERENCES
A. Section 01400 - Quality Control: Requirements for references and standards.
B. NETA ATS - Acceptance Testing Specifications for Electrical Power Distribution Equipment
and Systems (International Electrical Testing Association).
C. NFPA 70 - National Electrical Code.
1.3 GROUNDING SYSTEM DESCRIPTION
A. Metal underground water pipe.
B. Metal frame of the building.
C. Rod electrode.
1.4 PERFORMANCE REQUIREMENTS
A. Maximum Grounding System Resistance: 10 ohms.
1.5 SUBMITTALS FOR REVIEW
A. Section 01300 - Submittals: Procedures for submittals.
B. Product Data: Provide for grounding electrodes and connections.
1.6 SUBMITTALS FOR CLOSEOUT
A. Section 01700 - Contract Closeout: Procedures for submittals.
B. Project Record Documents: Record actual locations of components and grounding electrodes.
C. Certificate of Compliance: Indicate approval of installation by authority having jurisdiction.
1.7 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing specified Products with minimum three
years’ documented experience, and with service facilities within 100 miles of Project.
1.8 REGULATORY REQUIREMENTS
A. Conform to requirements of NFPA 70.
B. Products: Listed and classified by UL as suitable for purpose specified and indicated.
EXHIBIT 3
01017216 GROUNDING AND BONDING 16170 - 2
02/17
PART 2 - PRODUCTS
2.1 ROD ELECTRODES
A. Material: Copper.
B. Diameter: 3/4 inch.
C. Length: 10 feet.
2.2 MECHANICAL CONNECTORS
A. Material: Bronze.
2.3 EXOTHERMIC CONNECTIONS
A. Manufacturers: Cadweld.
2.4 WIRE
A. Material: Stranded copper.
B. Grounding Electrode Conductor: Minimum size to meet NFPA 70 requirements or as indicated
on Drawings.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Section 01039 - Coordination and Meetings: Verification of existing conditions prior to
beginning work.
B. Verify final backfill and compaction is complete before driving rod electrodes.
3.2 INSTALLATION
A. Section 01400 - Quality Control: Manufacturer's instructions.
B. Install rod electrodes. Install additional rod electrodes as required to achieve a minimum
resistance to ground of 10 ohms.
C. Provide bonding to meet Regulatory Requirements.
D. Bond together metal siding not attached to grounded structure; bond to ground.
E. Equipment Grounding Conductor: Provide separate, insulated conductor within each feeder and
branch circuit raceway. Terminate each end on suitable lug, bus, or bushing.
F. Provide bonding of reinforcing steel in concrete foundation, building steel, steel water pipes,
and any supplemental electrodes (rods) in accordance with NEC and Drawings.
3.3 FIELD QUALITY CONTROL
A. Section 01400 - Quality Assurance: Field inspection, testing, adjusting.
B. Inspect and test in accordance with NETA ATS, except Section 4.
C. Perform inspections and tests listed in NETA ATS, Section 7.13.
END OF SECTION
EXHIBIT 3
01017216 SUPPORTING DEVICES 16190 - 1
02/17
SECTION 16190 - SUPPORTING DEVICES
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Conduit and equipment supports.
2. Anchors and fasteners.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
1.2 REFERENCES
A. NECA - National Electrical Contractors Association.
B. ANSI/NFPA 70 - National Electrical Code.
1.3 REGULATORY REQUIREMENTS
A. Conform to requirements of ANSI/NFPA 70.
B. Furnish products listed and classified by Underwriters Laboratories, Inc. as suitable for purpose
specified and shown.
PART 2 - PRODUCTS
2.1 PRODUCT REQUIREMENTS
A. Materials and Finishes: Provide adequate corrosion resistance.
B. Provide materials, sizes, and types of anchors, fasteners, and supports to carry loads of
equipment and conduit. Consider weight of wire in conduit when selecting products.
C. Anchors and Fasteners:
1. Concrete Structural Elements: Use expansion anchors, powder-actuated anchors, and
preset inserts.
2. Steel Structural Elements: Use beam clamps, spring steel clips, and steel ramset
fasteners.
3. Concrete Surfaces: Use self-drilling anchors and expansion anchors.
4. Sheet Metal: Use sheet metal screws.
5. Wood Elements: Use wood screws.
PART 3 - EXECUTION
3.1 INSTALLATION
A. Install products in accordance with manufacturer instructions.
B. Provide anchors, fasteners, and supports in accordance with NECA - Standard of Installation.
C. Do not fasten supports to pipes, ducts, mechanical equipment, and conduit.
D. Obtain permission from Engineer before drilling or cutting structural members.
EXHIBIT 3
01017216 SUPPORTING DEVICES 16190 - 2
02/17
E. Fabricate supports from structural steel as indicated on drawings. Rigidly weld members or use
hexagon head bolts to present neat appearance with adequate strength and rigidity. Use lock
washers under all nuts.
F. Install surface-mounted cabinets and panelboards with minimum of four anchors.
G. In wet and damp locations, use steel channel supports to stand cabinets and panelboards 1 inch
off wall.
H. Install conduit supports a maximum spacing specified in the NEC.
I. Items mounted on hollow metal walls shall be provided with full blocking or heavy gauge
strapping that spans the entire width between structural members.
END OF SECTION
EXHIBIT 3
01017216 ELECTRICAL IDENTIFICATION 16195 - 1
02/17
SECTION 16195 - ELECTRICAL IDENTIFICATION
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Nameplates and labels.
2. Wire and cable markers.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
1.2 REFERENCES
A. ANSI/NFPA 70 - National Electrical Code.
PART 2 - PRODUCTS
2.1 NAMEPLATES AND LABELS
A. Nameplates and Labels: Engraved three-layer laminated plastic, white letters on black
background.
B. Locations:
1. Each electrical distribution and control equipment enclosure.
2. Field disconnects, start stop stations, control panels, transformers.
C. Letter Size:
1. Use 1/4-inch letters for identifying individual equipment and loads.
2. Use 1/4-inch letters for identifying grouped equipment and loads.
3. Use 3/8-inch letters for identifying Main Disconnect equipment.
2.2 BOX MARKERS
A. All junction boxes in accessible location shall have the box cover labeled to indicate which
circuit and panel they are served from.
PART 3 - EXECUTION
3.1 PREPARATION
A. Degrease and clean surfaces to receive nameplates and labels.
3.2 APPLICATION
A. Install nameplate and label parallel to equipment lines.
B. Secure nameplate to equipment front using screws or rivets.
C. Identify underground conduits with underground warning tape. Install one tape per trench at
3 inches below finished grade. Identify all conduit at exposed locations into all boxes, cabinets,
etc.
EXHIBIT 3
01017216 ELECTRICAL IDENTIFICATION 16195 - 2
02/17
D. Identify all conductors at every termination indicating endpoints of termination and tag
identification as required.
E. Color-coding for phase identification:
120/208 volts Phase 277/480 volts
Black A Brown
Red B Orange
Blue C Yellow
White Neutral Gray
Green Ground Green
F. Conductor phase and voltage identification shall be made by color-coded insulation for all
conductors smaller than No. 6 AWG. For conductors No. 6 AWG and larger, identification
shall be made by color-coded insulation, or conductors with black insulation may be furnished
and identified by colored electrical tape. Conductor identification shall be provided within each
enclosure where a tap, splice, or termination is made.
END OF SECTION
EXHIBIT 3
01017216 ENCLOSED SWITCHES 16441 - 1
02/17
SECTION 16441 - ENCLOSED SWITCHES
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Fusible and non-fusible switches.
2. Fuses.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
1.2 REFERENCES
A. NEMA KS 1 - Enclosed Switches.
B. NFPA 70 - National Electrical Code.
C. UL 198C - High-Interrupting Capacity Fuses; Current Limiting Type.
D. UL 198E - Class R Fuses.
1.3 SUBMITTALS
A. Submit under provisions of Section 01300 – Submittal Procedures.
B. Product Data: Provide switch ratings and enclosure dimensions.
1.4 QUALITY ASSURANCE
A. Perform Work in accordance with NECA Standard of Installation.
1.5 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing Products specified in this Section with
minimum three years documented experience.
1.6 REGULATORY REQUIREMENTS
A. Conform to requirements of NFPA 70.
B. Furnish products listed and classified by UL as suitable for purpose specified and shown.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Square D
B. General Electric
C. Siemens
EXHIBIT 3
01017216 ENCLOSED SWITCHES 16441 - 2
02/17
2.2 ENCLOSED SWITCHES
A. Fusible or non-fusible as indicated.
B. Switch Assemblies: NEMA KS 1, Type HD load interrupter enclosed knife switch with
externally operable handle interlocked to prevent opening front cover with switch in ON
position. Handle lockable in OFF position.
C. Fuse Clips: Designed to accommodate NEMA FU1, class R fuses.
D. Enclosures: NEMA KS 1.
1. Interior Dry Locations: Type 1.
2. Exterior Locations: Type 3R or 4.
E. Current rating of switch to be equal to or greater than that of the circuit it is interrupting.
2.3 FUSES
A. Manufacturers:
1. Bussman
2. Littlefuse
3. Gould Shawmut
B. Dimensions and Performance: NEMA FU 1, Class as specified or indicated.
C. Voltage: Provide fuses with suitable voltage ratings for phase-to-phase voltages.
D. Service Entrance: Class L, Bussman Low-peak or equivalent.
E. General Purpose Loads: Class RK1, Bussman Low-peak or equivalent.
F. Motor Loads: Class RK5, Bussman Fusetron or equivalent.
PART 3 - EXECUTION
3.1 INSTALLATION
A. Install in accordance with NECA - Standard of Installation.
B. Install fuses in all fusible disconnects.
C. Apply adhesive tag inside of door of all disconnects indicating NEMA class fuse and size
installed.
D. Provide a disconnect switch for all equipment where indicated or required by the N Electrical
Code. Coordinate with other disciplines to determine where disconnects are furnished with
equipment.
END OF SECTION
EXHIBIT 3
01017216 DRY-TYPE TRANSFORMERS 16461 - 1
02/17
SECTION 16461 – DRY-TYPE TRANSFORMERS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Dry-type two-winding transformers.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
2. Section 16111 - Conduit: Flexible conduit connections.
3. Section 16170 - Grounding and Bonding.
4. Section 16190 - Supporting Devices.
1.2 REFERENCES
A. NEMA ST 1 - Specialty Transformers.
B. NEMA ST 20 - Dry Type Transformers for General Applications.
C. NFPA 70 - National Electrical Code.
1.3 SUBMITTALS
A. Submit under provisions of Section 01300 – Submittal Procedures.
B. Product Data: Provide outline and support point dimensions of enclosures and accessories, unit
weight, voltage, KVA, and impedance ratings and characteristics, tap configurations, insulation
system type, and rated temperature rise.
C. Test Reports: Indicate loss data, efficiency at 25, 50, 75, and 100 percent rated load, and sound
level.
1.4 QUALITY ASSURANCE
A. Perform Work in accordance with NECA Standard of Installation. Maintain one copy of each
document onsite.
1.5 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing Products specified in this Section with
minimum ten years' experience.
1.6 REGULATORY REQUIREMENTS
A. Conform to requirements of NFPA 70. Furnish products listed and classified by UL as suitable
for purpose specified and shown.
1.7 DELIVERY, STORAGE, AND HANDLING
A. All equipment onsite shall be stored, protected, and handled to insure when placed in operation,
it is in original condition. Deliver transformers individually wrapped for protection and
mounted on shipping skids. Accept transformers onsite. Inspect for damage. Store in a clean,
dry space. Maintain factory wrapping or provide additional heavy canvas or heavy plastic cover
to protect units from dirt, water, construction debris, and traffic. Handle in accordance with
EXHIBIT 3
01017216 DRY-TYPE TRANSFORMERS 16461 - 2
02/17
manufacturer written instructions. Lift only with lugs provided for the purpose. Handle
carefully to avoid damage to transformer, internal components, enclosure, and finish.
PART 2 - PRODUCTS
2.1 TWO-WINDING TRANSFORMERS
A. Manufacturers: As specified or equal approved by Engineer. Description: NEMA ST 20,
factory-assembled, air cooled dry type transformers. Insulation system and average winding
temperature rise for rated KVA as follows:
1. 1-15 KVA: Class 185 with 80 degrees C rise.
2. 16-500 KVA: Class 220 with 80 degrees C rise.
B. Case temperature: Do not exceed 35 degrees C rise above ambient at warmest point. Winding
Taps: Transformers Less than 15 KVA: Two 2-1/2 percent above and below rated voltage,
full-capacity taps on primary winding. Transformers 15 KVA and Larger: NEMA ST 20.
C. Sound levels shall conform to NEMA ST 20. Basic impulse level shall be 15 KVA. Ground
core and coil assembly to enclosure by means of a visible flexible copper grounding strap.
Dry-type transformer shall be mounted as an integral part to the MCC.
D. Coil Conductors: Continuous windings with terminations brazed or welded or brackets.
E. Nameplate: Include transformer connection data and overload capacity based on rated allowable
temperature rise.
2.2 SOURCE QUALITY CONTROL
A. Provide production testing of each unit in accordance with NEMA ST20.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Verify condition under provisions of General Provisions.
3.2 INSTALLATION
A. Install Products in accordance with manufacturer instructions. Set transformer plumb and level.
Provide grounding and bonding in accordance with Section 16170 – Grounding and Bonding.
3.3 FIELD QUALITY CONTROL
A. Perform field inspection and testing under provisions of General Conditions. Check for damage
and tight connections prior to energizing transformer. Measure primary and secondary voltages
and make appropriate tap adjustments.
3.4 PAYMENT
A. Payment will be made for all work covered in this section at Contract unit price per unit or will
be included in the lump sum price per job for items, as shown on Proposal. Such payment shall
be complete compensation for complete performance of work in accordance with Drawings and
specification provisions.
END OF SECTION
EXHIBIT 3
01017216 PANELBOARDS 16470 - 1
02/17
SECTION 16470 - PANELBOARDS
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Distribution panelboards.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
2. Section 16190 - Supporting Devices.
1.2 REFERENCES
A. NECA - Standard of Installation.
B. NEMA AB 1 - Molded Case Circuit Breakers.
C. NEMA PB 1 - Panelboards.
D. NEMA PB 1.1 - Instructions for Safe Installation, Operation, and Maintenance of
Panelboards.
E. Rated 600 Volts or Less.
F. NFPA 70 - National Electrical Code.
1.3 SUBMITTALS
A. Submit under provisions of Section 01300 – Submittal Procedures.
B. Shop Drawings: Indicate outline and support point dimensions, voltage, main bus
ampacity, integrated short circuit ampere rating, circuit breaker and fusible switch
arrangement and sizes.
1.4 MANUFACTURER INSTALLATION INSTRUCTIONS
A. Indicate application conditions and limitations of use stipulated by Product testing agency.
B. Include instructions for storage, handling, protection, examination, preparation,
installation, and starting of Product.
1.5 PROJECT RECORD DOCUMENTS
A. Submit under provisions of General Conditions. Record actual locations of Products;
indicate actual branch circuit arrangement.
1.6 OPERATION AND MAINTENANCE DATA:
A. Submit under provisions of General Conditions.
B. Maintenance Data: Include spare parts data listing; and recommended maintenance
procedures and intervals.
1.7 QUALITY ASSURANCE
A. Perform Work in accordance with NECA Standard of installation.
EXHIBIT 3
01017216 PANELBOARDS 16470 - 2
02/17
1.8 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing of products specified in this section
with minimum five years' experience.
1.9 REGULATORY REQUIREMENTS
A. Conform to requirements of NFPA 70. Furnish products listed and classified by UL as
suitable for purpose specified and indicated.
1.10 GENERAL CONDITIONS
A. Provide two of each panelboard key if required.
1.11 FIELD QUALITY CONTROL
A. Field inspection and test for grounds on each circuit after installation is completed.
Measure steady state load currents at each panelboard feeder; rearrange circuits in the
panelboard to balance the phase loads to within 20 percent of each other. Maintain proper
phasing for multi-wire branch circuits. Visual and Mechanical Inspection: Inspect for
physical damage, proper alignment, anchorage, and grounding. Check proper installation
and tightness of connections for circuit breakers, fusible switches, and fuses.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Independently-mounted panelboards shall be manufactured by:
1. Siemens.
2. Square D.
3. Or equal.
2.2 DISTRIBUTION PANELBOARDS
A. Panelboards 240/480 VAC, one-phase, three-wire, 60 Hertz.
1. Service Conditions.
a. Temperature: 105 degrees F.
b. Altitude: 4,000 feet.
2. Bus: Copper.
a. Provide copper ground bus in each panelboard.
b. Minimum integrated short circuit rating: 20 amperes RMS symmetrical at
480 VAC.
c. Molded Case Circuit Breakers: NEMA AB1, bolt-on type. Provide circuit
breakers with integral thermal and instantaneous magnetic trip in each pole.
Provide circuit breaker accessory trip units and auxiliary switches as
indicated.
d. Provide nameplate and locate near top of front trim on exterior surface listing
panel type. Ratings as required by UL.
e. Enclosure: NEMA 4.
f. Enclosure provided with provisions for locking cover of panel closed with a
padlock.
EXHIBIT 3
01017216 PANELBOARDS 16470 - 3
02/17
PART 3 - EXECUTION
3.1 INSTALLATION
A. Install panelboards in accordance with NEMA PB 1.1. Install panelboards plumb. Provide
supports in accordance with Drawings and Section 16190 – Supporting Devices. Height:
6 feet maximum to top of panelboard. Provide filler plates for unused spaces in
panelboards. Provide typed circuit directory for each branch circuit panelboard. Revise
directory to reflect circuiting changes required to balance phase loads. Label spare slots in
erasable pencil on directory. Provide black-on-white engraved plastic nameplates.
END OF SECTION
EXHIBIT 3
01017216 SURGE PROTECTIVE DEVICE 16670 - 1
02/17
SECTION 16670 - SURGE PROTECTIVE DEVICE
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Surge Protective Device (SPD), (former Transient Voltage Surge Suppression devices,
abbreviated as TVSS). SPD will be used in this Specification and on all Drawings.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
2. Section 16123 - Wire and Cable.
3. Section 16170 - Grounding and Bonding.
1.2 REFERENCES
A. Specified system shall be designed, manufactured, tested, and installed in compliance with:
1. Canadian Standards Association (CSA).
2. American National Standards Institute.
3. National Electrical Manufacturer Association (NEMA).
B. Institute of Electrical and Electronic Engineers:
1. ANSI/IEEE C62.11.
2. C62.41.
3. C62.45.
C. Federal Information Processing Standards Publication 94:
1. FIP PUB 94.
D. National Fire Protection Association:
1. NFPA 20.
2. NFPA 70.
3. NFPA 75.
4. NFPA 780.
E. Underwriters Laboratories - UL 1449 3rd. Ed., UL 1283: MIL-STD-220A.
1.3 SYSTEM DESCRIPTION
A. Includes electrical and mechanical requirements for a high-energy transient voltage surge
suppression system. Specified system shall provide effective high energy surge current
diversion, sine wave tracking for electrical line noise filtering and be suitable for application
in ANSI/IEEE C62.41 Category A, B, and C environments, as tested by ANSI/IEEE C62.11,
C62.45, and MIL-STD-220A.
B. System shall be connected in parallel with the protected system; no series connected elements
used which limit load current or kVA capability.
1.4 SUBMITTALS FOR REVIEW
A. Submit under provisions of Section 01300 – Submittal Procedures.
B. Provide dimensions and materials of each component. Include isolation switch data.
C. Documentation of specified system's UL 1449 Listing and clamping voltage ratings of all
protection modes included as required product data submittal information.
EXHIBIT 3
01017216 SURGE PROTECTIVE DEVICE 16670 - 2
02/17
D. Documentation of the specified system's UL 1283 Complimentary Listing included as
required product data submittal information.
E. Independent fuse coordination tests from nationally-recognized, independent testing
laboratory.
1.5 PROJECT CLOSEOUT SUBMITTALS
A. Manufacturer shall furnish an installation manual with installation, start up, trouble-shooting
guide and operating instructions for the specified system.
B. Electrical and mechanical drawings provided by manufacturer showing unit dimensions,
weights, component and connection locations, mounting provisions, connection details, and
wiring diagram.
C. Record actual location of SPD.
1.6 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacture of SPD equipment with minimum
five years' experience.
1.7 REGULATORY REQUIREMENTS
A. Product Listing: UL listed under UL 1449 (Rev 09/2009) Standard for Surge Protective
Device (SPD); surge ratings permanently affixed to SPD.
B. Complimentary listed to UL 1283 Standard for EMI/RFI Facility Filters.
1.8 FIELD QUALITY CONTROL
A. Inspect each wiring device for defects.
B. Verify all connections a properly bonded.
1.9 WARRANTY
A. Manufacturer shall provide full, five-year warranty from date of shipment against any failure
when installed in compliance with manufacturer-written instructions, UL listing requirements,
and any applicable national or local electrical codes.
PART 2 - PRODUCTS
2.1 MANUFACTURERS
A. Erico Critec.
B. MVC.
C. Square D.
D. Or approved equal.
E. All manufacturers shall submit independent test data from nationally-recognized testing
laboratory for current protection, protection modes, and compliance with UL 1449 ratings.
2.2 ENVIRONMENTAL REQUIREMENTS
A. Storage temperature range shall be -67 to +187 degrees F.
B. Operating temperature range shall be -40 to +122 degrees F.
EXHIBIT 3
01017216 SURGE PROTECTIVE DEVICE 16670 - 3
02/17
C. Operation shall be reliable in an environment with 0 to 95 percent non-condensing relative
humidity.
D. SPD shall not generate any appreciable audible noise.
E. Unit shall not generate any appreciable magnetic fields and shall be suitable for use directly
inside computer rooms.
2.3 ELECTRICAL REQUIREMENTS
A. Nominal system operating voltage, phase, connection type, and number of wired shall match
that required on Plans.
B. Maximum Continuous Operating Voltage (MCOV) shall be greater than 115 percent of the
nominal system operating voltage to ensure the ability of the system to withstand temporary
RMS overvoltage (swell) conditions.
C. Operating frequency range of the system shall be at least 47 to 63 Hertz.
D. All protection modes (including Neutral-to-Ground) of SPD, shall be internally fused at
component level with fuses I x I x T capability to allow suppressor's maximum rated transient
current to pass through suppressor without fuse operation. If rated I x I x T characteristic of
fusing is exceeded, fusing capable of opening in less than one millisecond and clear both high
and low impedance fault conditions. Fusing shall be capable of interrupting up to 100-kA
symmetrical fault current with 600 VAC applied. This over-current protection circuit shall be
monitored and provide indication of suppression failure/operability. Conductor level fuses or
circuit breakers internal or external to SPD, not acceptable. Contractor to furnish submittal
documentation on proper fuse coordination of actual fault tests from nationally recognized
testing laboratory for product approval.
E. SPD unit shall be supplied with factory-installed disconnect and over-current protection that
eliminated external fusing requirement.
2.4 PROTECTION MODES
A. Protection Modes:
1. Line-to-Neutral Protection.
2. Neutral-to-Ground Protection.
3. Line-to-Ground Protection.
4. Line-to-Line Protection.
B. SPD surge current capacity shall be 100 kA per phase.
C. SPD system shall provide a joule rating meeting/exceeding ANSI/IEEE C62.41 Category C
requirements delivery capability.
D. Typical response time of all suppression components shall be less than one nanosecond.
2.5 SURGE SUPPRESSION COMPONENTS
A. TVSS unit shall display combined total number of transient voltage surges detected from L-N,
L-G, N-G, and L-L since counter was last reset.
B. Provide dry contacts to monitor ON/OFF and alarm status.
C. Alarm silence, reset, and test functions.
D. Indication of full or partial loss of protection.
E. Individually-fused suppression modules.
F. AC Tracking Filter: EMI/RFI filtering up to –50dB from 100 kHz to 100 MHz.
G. Unit to include isolation switch, module status indicator lights, form C summary alarm
contact.
EXHIBIT 3
01017216 SURGE PROTECTIVE DEVICE 16670 - 4
02/17
PART 3 - EXECUTION
3.1 INSTALLATION
A. SPD shall be installed as a Type 2 device.
B. Contractor shall follow SPD manufacturer-recommended installation practices and comply
with all applicable codes.
C. Manufacturer shall furnish an installation manual with installation, start up, trouble-shooting
guide, and operating instructions for specified system.
D. Manufacturer shall provide electrical and mechanical drawings which show unit dimensions,
weights, component and connection locations, mounting provisions, connection details, and
wiring diagram.
E. No sharp bend allowed in wiring from SPD unit to ground.
F. Install SPD so wiring between SPD and Point of Connection is kept to a minimum.
END OF SECTION
EXHIBIT 3
01017216 ELECTRICAL SYSTEM TESTING AND STARTUP 16990 - 1
02/17
SECTION 16990 - ELECTRICAL SYSTEM TESTING AND START-UP
PART 1 - GENERAL
1.1 SUMMARY
A. Section Includes:
1. Testing procedures and methods required prior to acceptance of electrical systems by
Owner. Electrical system start-up procedures.
B. Related Sections:
1. Division 01 Specification Sections apply to Work of this Section.
2. Section 16000 - Electrical General Provisions
3. Section 16441 - Enclosed Switches
1.2 REFERENCES
A. National Electrical Code - NEC
B. National Electrical Manufacturer's Association - NEMA
C. American Society for Testing and Materials - ASTM
D. Institute of Electrical and Electronic Engineers - IEEE
E. American National Standards Institute - ANSI
F. ANSI C2 - National Electrical Safety Code
G. ANSI Z244-1 - American National Standard for Protection
H. Manufacturer instruction manuals applicable to each particular apparatus.
1.3 PROJECT RECORD DOCUMENTS
A. Submit under provisions of Section 01400 – Quality Control. Calibration of all equipment
utilized in electrical system tests must be documented and capable of being verified. Accuracy
of test instruments shall be directly traceable to the National Bureau of Standards. Analog field
instruments shall be calibrated within 6 months of use. Digital field instruments shall be
calibrated within 12 months of use. Leased instruments shall be calibrated within 12 months of
use where the accuracy is guaranteed by the lessor.
B. Accurately record field data obtained during tests in a manner acceptable to Owner. Provide
three copies of tests summary to Owner in a form acceptable to Owner.
C. A copy of all test reports shall be included in the Operating and Maintenance Manuals that will
be provided to the Owner by Contractor at project close out.
PART 2 - TEST REQUIREMENTS
2.1 CABLE TESTS
A. Visually inspect cables for physical damage and proper connection in accordance with single
line diagram. Verify all cables are permanently numbered. Check cable color-coding with
applicable Engineer specifications and the NEC standards.
B. After installation and before rated voltage is applied to any power cable #8 AWG or larger,
make a DC insulation check for each cable with megohmmeter. Applied potential shall be
1,000 Volts DC for one minute. Minimum acceptable resultant value shall be 100 megohms.
Individually test each conductor with all other conductors and shields grounded at both ends.
EXHIBIT 3
01017216 ELECTRICAL SYSTEM TESTING AND STARTUP 16990 - 2
02/17
Properly corona suppress terminations by guard ring, field reduction sphere, or other suitable
method. If any power cable fails, replace entire length of cable.
2.2 GROUNDING SYSTEMS
A. Inspect ground system for compliance with Plans and Specifications. Perform three-point
fall-of-potential test per IEEE Standard No. 81, Section 9.04 on main grounding electrode.
Resistance to ground shall be no greater than 5 ohms. Contractor responsible for installing
additional electrodes as required to lower resistance to 5 ohms, if greater, at no additional
expense to Owner.
B. Contractor shall perform a three-point fall-of-potential test at each location indicated by
Engineer at completion of the Project.
2.3 FIELD DEVICE TESTS
A. Visually inspect field devices for physical damage and proper installation. Calibrate devices per
manufacturer recommendations. Verify proper operation of all field devices prior to start-up.
PART 3 - EXECUTION
3.1 GENERAL
A. Purpose of start-up procedures is to assure equipment and systems utilized are ready for
operation and use by City of Denton.
B. Contractor shall perform start-up with Engineer and City of Denton representative (if desired)
present.
C. Contractor shall be responsible for recording the results and providing a report to Engineer.
3.2 PROCEDURE
A. Field devices and other equipment utilized will be operated as required for efficient system
operation. Contractor shall demonstrate field devices work as specified. Upon effectively
demonstrating satisfactory operation of all electrical systems, Contractor will energize all
equipment not adversely affected for seven days. Any controls or other equipment found
defective shall be replaced prior to acceptance by Owner.
B. Contractor shall provide "Certification of Proper Operation" to Engineer upon start-up
completion.
END OF SECTION
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