Spec_Vol_17_1_W912PL-12-R-0018.pdf

FINAL RFP SUBMITTAL

SOLICITATION NO:W912PL-12-R-0018

P2 PROJECT NO: 352304

SPECIFICATIONS FILE NO: 1858

CADD NO: MB11YL58

VOLUME 17 OF 17

SPECIFICATIONS

FOR

DESIGN AND CONSTRUCTION OF

WATER TREATMENT AND DISTRIBUTION SYSTEM

FORT IRWIN, CALIFORNIA

(SAN BERNARDINO COUNTY)

“BUILDING STRONG”

U.S. ARMY ENGINEER DISTRICT, LOS ANGELES

911 Wilshire Boulevard Los Angeles, CA 90017

Sacramento District

FY12 WATER TREATMENT AND DISTRIBUTION SYSTEM SPECIFICATION NO.: 1858

FT. IRWIN, CA

Table of Contents Page 1

TABLE OF CONTENTS

VOLUME 1 OF 17

BIDDING REQUIREMENTS

STANDARD FORM 1442 – SOLICITATION, OFFER, AND AWARD

BIDDING SCHEDULE

EXPLANATION OF BID ITEMS

ATTACHMENT 1 TO EXPLANATION OF BID ITEMS: GE PROPOSAL, TERMS, AND

CONDITIONS

00 00 10 CERTIFICATE OF CORPORATE PRINCIPAL

00 01 00 INSTRUCTIONS TO OFFEREORS

00 01 10 PERFORMANCE/TECHNICAL-PRICE TRADE-OFF BEST VALUE

00 01 20 PERFORMANCE-PRICE TRADE-OFF BEST VALUE

00 06 00 REPRESENTATIONS, CERTIFICATIONS AND OTHER STATEMENTS OF OFFERORS

00 07 00 CONTRACT CLAUSES

00 08 00 SPECIAL CONTRACT REQUIREMENTS

00 08 50 WAGE RATES

SPECIFICATIONS

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00 GENERAL REQUIREMENTS

PROJECT SIGNS

01 10 10 GENERAL DESIGN REQUIREMENTS

01 10 13 PLANT EQUIPMENT TESTING, FACILITY STARTUP AND COMMISSIONING

01 32 01.00 10 PROJECT SCHEDULE

01 33 00 SUBMITTAL PROCEDURES

ENGINEERING FORM 4025R

SUBMITTAL REGISTER

01 33 16 DESIGN AFTER AWARD, GENERAL

01 42 00 REFERENCE PUBLICATIONS

01 45 00.00 QUALITY CONTROL

01 45 00.10 QUALITY CONTROOL SYSTEM (QCS)

01 78 00 CLOSEOUT SUBMITTALS

DIVISION 31 - EARTHWORK

31 31 16 SOIL TREATMENT FOR SUBTERRANEAN TERMITE CONTROL

APPENDICES

APPENDIX A – WATER TREATMENT PLANT AND SUPPORTING FACILITIES

APPENDIX B - BICYCLE LAKE/IRWIN BASIN TRANSMISSION LINE

APPENDIX C - REPLACEMENT OF EXPIRED WATER PIPE – BID OPTION 1

APPENDIX D - WATER SUPPLY AND DISTRIBUTION IMPROVEMENTS – BID OPTION 2

APPENDIX E - UPGRADES FOR IMPROVED FIRE FLOW – PHASE 1 – BID OPTION 3

APPENDIX F - CONNECT IRWIN WELLS – BID OPTION 4 AND 5

APPENDIX G - NEW WELL, LANGFORD LAKE – BID OPTION 6

APPENDIX H - REPAIR/REPLACE JPL-3 STORAGE TANK

APPENDIX I - REHABILITATE WATER STORAGE TANKS

Table of Contents Page 2

VOLUME 2 OF 17

APPENDICES

Appendix J - Environmental Assessment/Initial Study Appendix K - Fort Irwin Installation Design Guide

VOLUME 3 OF 17

APPENDICES

Appendix L - Comprehensive Energy & Water Masterplan, Fort Irwin, 27 April

Appendix M - Weather Data for Mechanical Design Appendix N - Well Data Appendix O - Southern California Edison (SCE) Savings By Design and Standard

Electrical Details Appendix P - COMM Standards, Army Networthiness Appendix Q - Geotechnical Reports and Survey

VOLUME 4 OF 17

Appendix Q - Geotechnical Reports and Survey: FIO (CONTINUED) Appendix R - Bench and Pilot Testing Investigations: FOR INFORMATION ONLY:

Fort Irwin Water Treatment Process Selection Based on Pilot Testing Results, CH2MHILL, February 2007, and Additional Bench Test Studies

VOLUME 5 OF 17

Appendix S - Ft. Irwin Water Supply Permit, Water Supply Engineering Report by CDHS (now CDPH), 2004, and Compliance Order No. 05-13-12CO-001 To US Army Fort Irwin For Arsenic And Fluoride MCL Exceedance (System No. 3610705)

Appendix T - FOR INFORMATION ONLY: Design Principles of Electrodialysis Reversal and Basis of Design of the Fort Irwin' Water Treatment Plant Technical Engineering Report CIP Project W4

Appendix U - FOR INFORMATION ONLY: DRAFT TECHNICAL MEMORANDUM: Domestic (DO) Water System Hydraulic Model Update, Evaluation, and Required Improvements, dated September 30, 2011 by CH2M Hill

Appendix V - FOR INFORMATION ONLY: Engineer’s Report for Corrosion Engineering Evaluation of the 1.0 MG Welded Steel Water Storage Tank, Harper & Assoc. Engineering, Inc., December 2007: JPL-1 Report, JPL-2 Report, and JPL-3 Report

Appendix W - FOR INFORMATION ONLY: Fort Irwin CIP Project WI Investigation for the Combination of the DO and RO Water Systems, FIO:

Technical Memorandum: Fort Irwin – Bicycle Basin Pipe Spool Examination, and FIO: Draft Water System Master Plan Fort Irwin CIP Project W21

Table of Contents Page 3

VOLUMES 6 - 15 OF 17

APPENDIX

Appendix X - FOR INFORMATION ONLY: Fort Irwin Water Treatment Plant Capital

Improvement Plan – Project W4: Volumes 1 – 10

VOLUME 16 OF 17

APPENDIX

Appendix Y - Ft. Campbell/Ft. Irwin Water and Wastewater Design and

Construction Standards, April 2010, CH2M HILL Constructors, Inc.

VOLUME 17 OF 17

APPENDIX

Appendix Z - FOR INFORMATION ONLY: Fort Irwin, Bicycle Lake Water Main and

Water Line Connections – Project W11: Drawings and Specifications

End of Project Table of Contents

APPENDIX Z

FOR INFORMATION ONLY

FORT IRWIN, CALIFORNIA

BICYCLE LAKE WATER MAIN AND

WATER LINE CONNECTIONS – PROJECT W11

FIR - W11 BICYCLE LAKE WATER MAIN

TABLE OF CONTENTS

00 01 10 - iii

TABLE OF CONTENTS

Pages

SPECIFICATIONS

DIVISIONS 1 THROUGH 30 (NOT USED)

DIVISION 31—EARTHWORK

31 10 00 Site Clearing ............................................................................ 1- 2 31 23 16 Excavation ............................................................................... 1- 4 31 23 16.27 Blasting Controls ..................................................................... 1- 5 31 23 23.15 Trench Backfill ........................................................................ 1- 14 31 41 00 Shoring ..................................................................................... 1- 2

DIVISION 32—EXTERIOR IMPROVEMENTS

32 11 23 Aggregate Base Courses .......................................................... 1- 7 32 12 16 Asphalt Paving ......................................................................... 1- 10 32 13 13 Concrete Paving ....................................................................... 1- 20

DIVISION 33—UTILITIES

33 05 01 Conveyance Piping—General .................................................. 1- 9 33 05 01.02 Ductile Iron Pipe and Fittings .................................................. 1- 8 33 05 01.09 Polyvinyl Chloride (PVC) Pressure Pipe and Fittings ............. 1- 5 33 12 16 Air and Vacuum Release Valve Assemblies ........................... 1- 5 33 13 00 Disinfecting of Water Utility Distribution ............................... 1- 5

DIVISIONS 34 THROUGH 39 (NOT USED)

DIVISION 40—PROCESS INTEGRATION

40 27 02 Process Valves and Operators .................................................. 1- 11

DIVISIONS 41 THROUGH 49 (NOT USED)

DRAWINGS

END OF SECTION

SITE CLEARING

31 10 00 - 1

SECTION 31 10 00

PART 1 GENERAL

1.01 DEFINITIONS

A. Interfering or Objectionable Material: Trash, rubbish, and junk; vegetation and other organic matter, whether alive, dead, or decaying; topsoil.

B. Clearing: Removal of interfering or objectionable material lying on or protruding above ground surface.

C. Grubbing: Removal of vegetation and other organic matter including stumps, buried logs, and roots greater than 2 inches caliper to a depth of 24 inches below subgrade.

D. Stripping: Removal of topsoil remaining after applicable grubbing is completed.

E. Project Limits: Areas, as shown or specified, within which Work is to be performed.

1.02 SUBMITTALS

A. Action Submittals: Drawings clearly showing clearing, grubbing, and stripping limits.

1.03 QUALITY ASSURANCE

A. Obtain DBO Contractor’s approval of staked clearing, grubbing, and stripping limits, prior to commencing clearing, grubbing, and stripping.

1.04 SCHEDULING AND SEQUENCING

A. Prepare Site only after adequate erosion and sediment controls are in place.

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION

3.01 GENERAL

A. Clear, grub, and strip areas actually needed for Site improvements within project limits shown or specified.

31 10 00 - 2

B. Do not injure or deface vegetation that is not designated for removal.

3.02 LIMITS

A. Remove rubbish, trash, and junk from entire area within Project limits.

3.03 CLEARING

A. Clear areas within project limits shown or specified.

B. Cut stumps not designated for grubbing within 12 inches of ground surface.

C. Cut off shrubs, brush, weeds, and grasses to within 6 inches of ground surface.

3.04 GRUBBING

A. Grub areas within project limits shown or specified.

3.05 STRIPPING

A. Do not remove topsoil until after grubbing is completed.

B. Strip topsoil areas (when vegetation is established) to a minimum depth of 8 inches. Do not remove subsoil with topsoil.

C. Stockpile strippings for topsoil, separately from other excavated material.

3.06 DISPOSAL

A. Clearing and Grubbing Debris:

1. Dispose of debris offsite at the nearest landfill legally able to accept the debris.

2. Burning of debris onsite will not be allowed.

3. Limit offsite disposal of clearing and grubbing debris to locations that are approved by federal, state, and local authorities, and that will not be visible from Project.

B. Strippings:

1. Dispose of strippings that are unsuitable for topsoil or that exceed quantity required for topsoil offsite or in waste disposal areas shown or approved by DBO Contractor.

2. Stockpile topsoil in sufficient quantity to meet Project needs. Dispose of excess strippings as specified for clearing and grubbing.

EXCAVATION

31 23 16 - 1

SECTION 31 23 16

EXCAVATION

PART 1 GENERAL

1.01 SUBMITTALS

A. Informational Submittals:

1. Excavation Plan, Detailing:

a. Methods and sequencing of excavation.

b. Proposed locations of stockpiled excavated material.

c. Proposed onsite and offsite spoil disposal sites.

d. Reclamation of onsite spoil disposal areas.

1.02 QUALITY ASSURANCE

A. Provide adequate survey control to avoid unauthorized overexcavation.

1.03 WEATHER LIMITATIONS

A. Material excavated when frozen or when air temperature is less than 32 degrees F shall not be used as fill or backfill until material completely thaws.

B. Material excavated during inclement weather shall not be used as fill or backfill until after material drains and dries sufficiently for proper compaction.

1.04 SEQUENCING AND SCHEDULING

A. Clearing, Grubbing, and Stripping: Complete applicable Work specified in Section 31 10 00, Site Clearing, prior to excavating.

B. Dewatering: Provide dewatering as necessary to maintain a completely dewatered excavation.

C. Excavation Support: Install and maintain, as specified in Section 31 41 00, Shoring, as necessary to support sides of excavations and prevent detrimental settlement and lateral movement of existing facilities, adjacent property, and completed Work.

31 23 16 - 2

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION

3.01 GENERAL

A. Excavate to lines, grades, and dimensions shown and as necessary to accomplish Work. Excavate to within tolerance of plus or minus 0.1 foot, except where dimensions or grades are shown or specified as maximum or minimum. Allow for forms, working space, granular base, topsoil, and similar items, wherever applicable. Trim to neat lines where concrete is to be deposited against earth.

B. Do not overexcavate without written authorization of DBO Contractor.

C. Remove or protect obstructions that may interfere with the Work.

D. Use of explosives, if allowed by local authorities, shall conform to requirement of Section 31 23 16.27, Blasting Controls.

3.02 UNCLASSIFIED EXCAVATION

A. Excavation is unclassified. Complete all excavation regardless of the type, nature, or condition of the materials encountered.

B. In landscaped areas where topsoil exists, salvage and stockpile topsoil for reuse at top of trench backfill.

3.03 ROCK EXCAVATION

A. It is expected that most if not all excavation can be accomplished using conventional equipment. Conventional equipment is defined as a 245 Caterpillar excavator (325 brake horsepower) with a medium stick and a rock ripping bucket equipped with two rippers and bucket-mounted ripping tooth, or equivalent equipment, if it can excavate at a production rate of at least 30 bank cubic yards per hour.

B. If material is encountered which the DBO Contractor believes cannot be excavated by conventional equipment, the DBO Contractor shall immediately notify the governing agency as to extent of area affected and proposed methods to be used.

C. Anticipated pipeline construction areas that may qualify as rock excavation as defined above include the following:

1. Schedule A, Bicycle Lake Water Main from approximate Station 13+00 to Station 21+00.

31 23 16 - 3

D. Rock excavation shall be accomplished with the conventional equipment, supplemented as necessary by drilling and blasting or breaking with power-operated hammer, hydraulic rock breaker, expansive compounds, or other similar, approved means. If blasting is used elsewhere, it shall conform to all applicable local, state, federal, BPA, and railroad regulations.

1. Refer to Section 31 23 16.27, Blasting Controls.

E. Removal of naturally occurring boulders larger than two cubic yards will also be classified as rock excavation if the boulder material has unconfined compressive strength of more than 10,000 psi at field moisture content.

F. Payment for rock excavation, if encountered, shall be made in accordance with the General Provisions.

3.04 TRENCH WIDTH

A. Minimum Width of Trenches:

1. Single Pipes, Conduits, Direct-Buried Cables, and Duct Banks:

a. Less than 4-inch Outside Diameter or Width: 24 inches.

b. Greater than 4-inch Outside Diameter or Width: 24 inches greater than outside diameter or width of pipe, conduit, direct-buried cable, or duct bank.

2. Multiple Pipes, Conduits, Cables, or Duct Banks in Single Trench:

24 inches greater than aggregate width of pipes, conduits, cables, duct banks, plus space between.

3. Increase trench widths by thicknesses of sheeting.

B. Maximum Trench Width: Unlimited, unless otherwise shown or specified, or unless excess width will cause damage to existing facilities, adjacent property, or completed Work.

3.05 EMBANKMENT AND CUT SLOPES

A. Shape, trim, and finish cut slopes to conform with lines, grades, and cross-sections shown, with proper allowance for topsoil or slope protection, where shown.

B. Remove stones and rock that exceed 3-inch diameter and that are loose and may roll down slope. Remove exposed roots from cut slopes.

C. Round tops of cut slopes in soil to not less than a 6-foot radius, provided such rounding does not extend offsite or outside easements and rights-of-way, or adversely impacts existing facilities, adjacent property, or completed Work.

31 23 16 - 4

3.06 STOCKPILING EXCAVATED MATERIAL

A. Stockpile excavated material that is suitable for use as fill or backfill until material is needed.

B. Post signs indicating proposed use of material stockpiled. Post signs that are readable from all directions of approach to each stockpile. Signs should be clearly worded and readable by equipment operators from their normal seated position.

C. Confine stockpiles to within easements, rights-of-way, and approved work areas. Do not obstruct roads or streets.

D. Do not stockpile excavated material adjacent to trenches and other excavations, unless excavation side slopes and excavation support systems are designed, constructed, and maintained for stockpile loads.

E. Do not stockpile excavated materials near or over existing facilities, adjacent property, or completed Work, if weight of stockpiled material could induce excessive settlement.

3.07 DISPOSAL OF SPOIL

A. Dispose of excavated native soil materials, which are unsuitable or not needed for fill or backfill, in designated spoil disposal areas. Designated spoil disposal areas include portions of the trench corridor along North Loop Road that will not interfere with drainage or other land use and other areas identified by the DBO Contractor and approved by local authorities.

B. Dispose of debris resulting from removal of underground facilities, pavement, and oversize particles from screening of excavated material in locations approved for such demolition debris. Do not dispose of these materials within the temporary or permanent construction easements.

C. Dispose of debris resulting from removal of organic matter, trash, refuse, and junk as specified in Section 31 10 00, Site Clearing, for clearing and grubbing debris.

BLASTING CONTROLS

31 23 16.27 - 1

SECTION 31 23 16.27

PART 1 GENERAL

1.01 USE OF EXPLOSIVES

A. Use of Explosives: If Subcontractor wishes to use explosives in excavation, Subcontractor shall obtain permission and all required permits from local authorities and adjacent utility and property owners, conform to all requirements for use of same, and be responsible for all consequences. No guarantee is made that permission to use explosives can be obtained.

B. Information in this Specification is presented only as a partial guideline for Subcontractor’s consideration in using explosives. Subcontractor is responsible for determining all additional considerations and requirements.

1.02 DEFINITIONS

A. Air Blast: A transient air pressure impulse generated by explosions.

B. Blaster in Charge: Person authorized to act on behalf of Subcontractor and licensed by the state or local regulatory agency to possess, transport, and use explosives.

C. Peak Particle Velocity: Maximum of three velocity components measured in three mutually perpendicular directions at a point.

D. Fly Rock: Debris that is ejected or propelled through air by blast.

E. Frequency: Ground vibration oscillation at peak event, expressed in Hertz.

1.03 SUBMITTALS

A. Informational Submittals: The DBO Contractor will not receive or review any blasting submittals. All responsibility for blasting shall remain with the Subcontractor.

1.04 QUALITY ASSURANCE

A. Blast Control Specialist: Shall have minimum of 10 years’ experience with blast design and vibration and air-blast monitoring, and significant involvement as blast control specialist in minimum of five previous projects of similar nature.

31 23 16.27 - 2

1.05 SEQUENCING AND SCHEDULING

A. Blast only during regular working hours and hours as approved by local authorities.

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION

3.01 PREBLAST STRUCTURE SURVEY

A. Conduct preblast structure survey on structures within area affected by Work that may be damaged by blasting. Include aboveground structures within, at least 400 feet of areas to be blasted.

B. Purpose of survey is to document existing condition of structures prior to blasting, and is intended to be used as evidence in ascertaining whether and to what extent damage may have occurred as result of blasting.

C. Conduct survey prior to start of blasting.

D. Record information for each structure surveyed:

1. Age and type of construction.

2. Location and character of cracks.

3. Evidence of settlement and leakage.

4. Other pertinent information.

E. Record preblast survey information on forms prepared specifically for preblast surveys.

F. Supplement written records with photographs or videotape recording.

G. Submit copies of written records and photographs or videotapes to respective property owner, as well as DBO Contractor, prior to start of blasting.

3.02 BLAST DESIGN

A. Design each blast to avoid damage to existing facilities, adjacent property, and completed Work. Consider effects of blast-induced vibrations and air blast, and fly rock potential in design of each blast.

B. Whenever peak particle velocity exceeds vibration limits, change design of subsequent blasts as necessary to reduce peak particle velocity to within limits established by Subcontractor’s Blast Control Specialist.

31 23 16.27 - 3

C. Whenever air blast exceeds limits, change design of subsequent blasts or provide controls necessary to reduce air blast to within specified limits.

D. Include following information with each initial or revised blast design:

1. Number, location, diameter, depth, and inclination of drill holes on scaled drawing of excavation or heading face.

2. Type of explosive, location, and weight of charges in each hole.

3. Total amount of explosives in blast and maximum charge per delay period.

4. Delay arrangement showing delay period in each hole.

5. Method of detonation, including type of blasting cap, and firing source.

6. Measures that will be taken to protect existing facilities, adjacent property, and completed Work from fly rock and air blast.

7. For revised blast designs, clearly identify changes proposed to reduce particle velocities, air blast, and potential for damage.

3.03 VIBRATION LIMITS

A. General: Establish appropriate maximum limit for peak particle velocity for each structure or facility that is adjacent to or near blast sites. Base maximum limits on expected sensitivity of each structure or facility to blast-induced vibrations and federal, state, or local regulatory requirements.

3.04 AIR-BLAST LIMITS

A. Establish appropriate maximum limit for air blast for each structure or facility that is adjacent to or near blast sites. Base maximum limits on expected sensitivity of each structure or facility to air blast, and federal, state, or local regulatory requirements.

3.05 FLY ROCK CONTAINMENT

A. Where fly rock may damage existing facilities, adjacent property, or completed Work, cover area to be blasted with blasting mats or provide other means that will contain and prevent scattering of blast debris.

3.06 VIBRATION AND AIR-BLAST MONITORING

A. Monitor and record blast-induced vibrations and air blast using suitable sensors and recording equipment for each blast.

B. Seismograph Requirements:

1. Designed for monitoring blast-induced vibrations and air blast.

31 23 16.27 - 4

2. Capable of recording particle velocity in three mutually perpendicular directions in range from 0 to 6 inches per second.

3. Flat vibration frequency response between 4 and 200 Hz.

4. Capable of recording air-blast overpressure up to 140 decibels.

5. Flat air-blast frequency response between 2 and 500 Hz.

C. Monitor on, or at, structures or other facilities that are closest to point of blasting. Monitor more distant facilities that are expected to be sensitive to blast-induced vibrations and air blast.

D. Subcontractor’s Blast Control Specialist shall supervise establishment of monitoring programs and initial operation of equipment; review interpretation of records and recommend revisions of blast designs.

E. Include following information with Vibration and Air-blast Monitoring Plan.

1. Vibration and air-blast limits as recommended by Subcontractor’s Blast Control Specialist.

2. Name of qualified Blast Control Specialist who will be responsible for monitoring program and interpretation of records.

3. Types and models of equipment proposed for monitoring.

4. Numbers and locations of proposed monitoring stations.

5. Procedures to be used for coordinating recording of each blast.

6. Steps to be taken if blasting vibrations or air blast exceed limits.

3.07 BLASTING RECORDS

A. For each blast, document following:

1. Location of blast in relation to Project stationing or coordinate system and elevation.

2. Date and times of loading and detonation of blast.

3. Name of person in responsible charge of loading and firing.

4. Details of blast design, as previously specified.

5. Vibration records including location and distance of seismograph geophones to blast and to nearest structure, and measured peak particle velocity. Report peak particle velocity in units of inches per second.

6. Air-blast records. Report peak air blast values in units of pounds per square inch overpressure above atmospheric or in decibels at linear response.

7. Comments by blaster in charge regarding damage to existing facilities, adjacent property, or completed Work, misfires, fly rock occurrences, unusual results, or unusual effects.

31 23 16.27 - 5

3.08 SUSPENSION OF BLASTING

A. In event damage to existing facilities, adjacent property, or completed Work occurs due to blasting, immediately suspend blasting and report damage to DBO Contractor.

B. Before resuming blasting operations, adjust design of subsequent blasts, or take other appropriate measures to control effects of blasting, and submit complete description of proposed changes for reducing potential for future damage.

C. Do not resume blasting until authorized by DBO Contractor.

TRENCH BACKFILL

31 23 23.15 - 1

SECTION 31 23 23.15

PART 1 GENERAL

1.01 REFERENCES

A. The following is a list of standards which may be referenced in this section:

1. American Public Works Association (APWA): Uniform Color Code for Temporary Marking of Underground Utility Locations.

2. ASTM International (ASTM):

a. C33, Standard Specification for Concrete Aggregates.

b. C94/C94M, Standard Specification for Ready-Mixed Concrete.

c. C117, Standard Test Method for Materials Finer than

75 Micrometer (No. 200) Sieve in Mineral Aggregates by Washing.

d. C136, Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.

e. C150, Standard Specification for Portland Cement.

f. C618, Standard Specification for Coal Fly Ash and Raw or

Calcined Natural Pozzolan for Use as a Mineral Admixture in Concrete.

g. D698, Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3))

h. D1140, Standard Test Method for Amount of Material in Soils Finer than the No. 200 (75 micrometer) Sieve.

i. D1557, Standard Test Method for Laboratory Compaction Characteristics of Soil using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)).

j. D3776, Standard Test Methods for Mass Per Unit Area (Weight) of Fabric.

k. D4253, Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table.

l. D4254, Standard Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density.

m. D4318, Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

n. D4533, Standard Test Method for Trapezoid Tearing Strength of Geotextiles.

o. D4832, Standard Test Method for Preparation and Testing of Controlled Low Strength Material (CLSM) Test Cylinders.

31 23 23.15 - 2

p. D5034, Standard Test Method for Breaking Strength and Elongation of Textile Fabrics (Grab Test).

3. National Electrical Manufacturers Association (NEMA): Z535.1, Safety Color Code.

1.02 DEFINITIONS

A. Base Rock: Granular material upon which manhole bases and other structures are placed.

B. Bedding Material: Granular material upon which pipes, conduits, cables, or duct banks are placed.

C. Imported Material: Material obtained by Subcontractor from source(s) offsite.

D. Lift: Loose (uncompacted) layer of material.

E. Pipe Zone: Backfill zone that includes full trench width and extends from prepared trench bottom to an upper limit above top outside surface of pipe, conduit, cable or duct bank.

F. Prepared Trench Bottom: Graded trench bottom after excavation and installation of stabilization material, if required, but before installation of bedding material.

G. Relative Compaction: The ratio, in percent, of the as-compacted field dry density to the laboratory maximum dry density as determined by ASTM D1557. Corrections for oversize material may be applied to either as-compacted field dry density or maximum dry density, as determined by DBO Contractor.

H. Relative Density: As defined by ASTM D4253 and ASTM D4254.

I. Selected Backfill Material: Material available onsite that DBO Contractor determines to be suitable for a specific use.

J. Well-Graded: A mixture of particle sizes that has no specific concentration or lack thereof of one or more sizes producing a material type that, when compacted, produces a strong and relatively incompressible soil mass free from detrimental voids. Well-graded does not define any numerical value that must be placed on the coefficient of uniformity, coefficient of curvature, or other specific grain size distribution parameters.

31 23 23.15 - 3

1.03 SUBMITTALS

A. Action Submittals:

1. Shop Drawings: Manufacturer’s descriptive literature for marking tapes.

2. Samples:

a. Trench stabilization material.

b. Bedding and pipe zone material.

c. Earth backfill.

d. Processed earth backfill (Class A backfill).

B. Informational Submittals:

1. Catalog and manufacturer’s data sheets for compaction equipment.

2. Certified Gradation Analysis: Submit not less than 30 days prior to delivery for imported materials or anticipated use for excavated materials, except for trench stabilization material that will be submitted prior to material delivery to Site.

3. Controlled Low Strength Material: Certified mix design and test results.

Include material types and weight per cubic yard for each component of mix.

PART 2 PRODUCTS

2.01 MARKING TAPE

A. Nondetectable:

1. Inert polyethylene, impervious to known alkalis, acids, chemical reagents, and solvents likely to be encountered in soil.

2. Thickness: Minimum 5 mils.

3. Width: 6 inches.

4. Identifying Lettering: Minimum 1-inch high, permanent black lettering imprinted continuously over entire length.

5. Manufacturers and Products:

a. Reef Industries; Terra Tape.

b. Mutual Industries; Non-detectable Tape.

c. Presco; Non-detectable Tape.

31 23 23.15 - 4

B. Color: In accordance with APWA Uniform Color Code for Temporary Marking of Underground Facilities.

Color* Facility

Red Electric power lines, cables, conduit, and lightning cables

Orange Communicating alarm or signal lines, cables, or conduit

Yellow Gas, oil, steam, petroleum, or gaseous materials

Green Sewers and drain lines

Blue Treated (potable) water

White Untreated water

Purple Reclaimed water, irrigation, and slurry lines

*As specified in NEMA Z535.1, Safety Color Code.

2.02 TRACER WIRE

A. Tracer wire shall be plastic covered No. 12 AWG type UF 600V wire. Plastic cover for tracer wires shall be blue for treated water lines and white for untreated water lines.

2.03 TEST STATIONS

A. Flush Mounted:

1. Test Box: Concrete body cast with cast-iron ring, with a minimum weight of 55 pounds and minimum dimensions of 8-inch inside diameter and 12 inches long. Furnish extensions as required to penetrate concrete surfaces by 4 inches minimum. Furnish with a 12-pound cast-iron lid.

2. Terminal Block: Plastic or glass-reinforced, 1/4-inch-thick laminate board with minimum dimensions of 4 inches by 6 inches. Furnish terminal block with five nickel-plated brass studs, washers, and lock washers.

3. Manufacturer and Products: Brooks; Models 1RT or 3RT.

2.04 TRENCH STABILIZATION MATERIAL

A. Base Rock:

1. Clean, hard, durable 3-inch minus crushed rock or gravel, or pit run, free from clay balls, other organic materials, or debris.

31 23 23.15 - 5

2. Uniformly graded from coarse to fine, less than 8 percent by weight passing the 1/4-inch sieve.

B. Granular Backfill:

1. Clean gravel or crushed rock, reasonably well-graded from coarse to fine, containing sufficient fines to bind material when compacted, but with maximum 12 percent by weight passing No. 200 sieve.

2. Maximum Particle Size: 1 inch.

3. Dry sand, accepted by DBO Contractor, may be provided for trenches above maximum groundwater level.

2.05 BEDDING MATERIAL AND PIPE ZONE MATERIAL

A. Unfrozen, friable, and no clay balls, roots, or other organic material.

B. Clean or gravelly sand with less than 12 percent passing No. 200 sieve, as determined in accordance with ASTM D1140, or gravel or crushed rock within maximum particle size and other requirements as follows unless otherwise specified.

1. Duct Banks: 3/4-inch maximum particle size.

2. PVC Irrigation System Piping and Ductile Iron Pipe with Polyethylene

Wrap: 3/8-inch maximum particle size.

3. Pipe 18-Inch Diameter and Under: 3/4-inch maximum particle size, except 1/4 inch for stainless steel pipe, copper pipe, tubing, and plastic pipe under 3-inch diameter.

4. Pipe Greater than 18-Inch Diameter: 1-1/2-inch maximum particle size for ductile iron pipe and concrete pipe.

5. Perforated Pipe: Granular drain material.

6. Conduit and Direct-Buried Cable:

a. Sand, clean or clean to silty, less than 12 percent passing No. 200 sieve.

b. Individual Particles: Free of sharp edges.

c. Maximum Size Particle: Pass a No. 4 sieve.

d. If more than 5 percent passes No. 200 sieve, the fraction that passes No. 40 sieve shall be nonplastic as determined in accordance with ASTM D4318.

C. Processed excavated material or imported material meeting the requirements in Paragraphs A and B.

2.06 EARTH BACKFILL

A. Soil, loam, or other excavated material suitable for use as backfill.

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B. Free from roots or organic matter, refuse, boulders and material larger than 1/2 cubic foot, or other deleterious materials.

2.07 PROCESSED EARTH BACKFILL

A. Class A Backfill: Earth backfill, meeting the following additional requirement.

1. Cohesionless, free-draining material with 100 percent passing the 3-inch sieve, at least 70 percent passing the 1-1/2-inch sieve, and less than 15 percent passing the No. 200 sieve.

B. In lieu of processed earth backfill for use as Class A backfill, imported material conforming to the same requirement may be used.

2.08 CONTROLLED LOW STRENGTH FILL

A. Select and proportion ingredients to obtain compressive strength between 50 and 150 psi at 28 days in accordance with ASTM D4832.

B. Materials:

1. Cement: ASTM C150, Type I or Type II.

2. Aggregate: ASTM C33, Size 7.

3. Fly Ash (if used): ASTM C618, Class C.

4. Water: Clean, potable, containing less than 500 ppm of chlorides.

2.09 CONCRETE BACKFILL

A. Mix: ASTM C94/C94M, Option A.

1. Cement: ASTM C150, Type I or Type II.

2. Coarse Aggregate Size: 1-1/2 inches.

3. Design for Minimum Compressive Strength at 28 Days: 3,000 psi.

2.10 GRAVEL SURFACING ROCK

A. As specified in Section 32 11 23, Aggregate Base Courses.

2.11 TOPSOIL

A. Salvaged material from the trench excavation as specified in Section 31 23 16, Excavation.

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2.12 SOURCE QUALITY CONTROL

A. Perform gradation analysis in accordance with ASTM C136 for:

1. Earth backfill, processed earth backfill, including specified class.

2. Trench stabilization material.

3. Bedding and pipe zone material.

B. Certify Laboratory Performance of Mix Designs:

1. Controlled low strength fill.

2. Concrete.

C. Subcontractor shall pay all costs for testing.

PART 3 EXECUTION

3.01 TRENCH PREPARATION

A. Water Control:

1. Promptly remove and dispose of water entering trench as necessary to grade trench bottom and to compact backfill and install manholes, pipe, conduit, direct-buried cable, or duct bank. Do not place concrete, lay pipe, conduit, direct-buried cable, or duct bank in water.

2. Remove water in a manner that minimizes soil erosion from trench sides and bottom.

3. Provide continuous water control until trench backfill is complete.

B. Remove foreign material and backfill contaminated with foreign material that falls into trench.

3.02 TRENCH BOTTOM

A. Firm Subgrade: Grade with hand tools, remove loose and disturbed material, and trim off high areas and ridges left by excavating bucket teeth. Allow space for bedding material as shown or specified.

B. Soft Subgrade: If subgrade is encountered that may require removal to prevent pipe settlement, notify DBO Contractor. DBO Contractor will determine depth of overexcavation, if any required.

3.03 TRENCH STABILIZATION MATERIAL INSTALLATION

A. Rebuild trench bottom with trench stabilization material.

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B. Place material over full width of trench in 6-inch lifts to required grade, providing allowance for bedding thickness.

C. Compact each lift so as to provide a firm, unyielding support for the bedding material prior to placing succeeding lifts.

D. Compact each lift to 90 percent relative compaction as determined in accordance with ASTM D1557.

3.04 BEDDING

A. Furnish imported bedding material where, in the opinion of DBO Contractor, processed excavated material is unsuitable for bedding or insufficient in quantity.

B. Place over the full width of the prepared trench bottom.

C. Hand grade and compact to provide a firm, unyielding surface. Compact to 90 percent relative compaction in accordance with ASTM D1557.

D. Minimum Thickness: As follows, except increase depths listed by 2 inches in areas of rock excavation:

1. Pipe 18 Inches and Smaller: 4 inches.

2. Pipe 20 Inches to 36 Inches: 6 inches.

3. Conduit: 3 inches.

4. Direct-Buried Cable: 3 inches.

5. Duct Banks: 3 inches.

E. Check grade and correct irregularities in bedding material. Loosen top 1 inch to 2 inches of compacted bedding material with a rake or by other means to provide a cushion before laying each section of pipe, conduit, direct-buried cable, or duct bank.

F. Install to form continuous and uniform support except at bell holes, if applicable, or minor disturbances resulting from removal of lifting tackle.

G. Bell or Coupling Holes: Excavate in bedding at each joint to permit proper assembly and inspection of joint and to provide uniform bearing along barrel of pipe or conduit.

3.05 BACKFILL PIPE ZONE

A. Upper limit of pipe zone shall not be less than following:

1. Pipe: 12 inches, unless shown otherwise.

2. Conduit: 3 inches, unless shown otherwise.

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3. Direct-Buried Cable: 3 inches, unless shown otherwise.

4. Duct Bank: 3 inches, unless shown otherwise.

B. Restrain pipe, conduit, cables, and duct banks as necessary to prevent their movement during backfill operations.

C. Place material simultaneously in lifts on both sides of pipe and, if applicable, between pipes, conduit, cables, and duct banks installed in same trench.

1. Pipe 10-Inch and Smaller Diameter: First lift less than or equal to 1/2 pipe diameter.

2. Pipe Over 10-Inch Diameter: Maximum 6-inch lifts.

D. Adjust moisture content as necessary to obtain specified compaction.

E. Thoroughly tamp each lift, including area under haunches, with handheld tamping bars supplemented by “walking in” and slicing material under haunches with a shovel to ensure that voids are completely filled before placing each succeeding lift.

F. After the full depth of the pipe zone material has been placed as specified, compact the material to 90 percent relative compaction in accordance with ASTM D1557 with a vibratory plate compactor only over the area between the sides of the pipe and the trench walls and between the two pipes where two pipes are placed in the same trench.

G. Do not use power-driven impact compactors to compact pipe zone material.

3.06 TRACER WIRE INSTALLATION

A. Install tracer wire to be electrically continuous at centerline top of pipe as shown for all buried piping. All costs of testing tracer wire continuity shall be borne by the Subcontractor.

B. The DBO Contractor shall observe the tests of all tracer wire prior to paving and acceptance by the DBO Contractor. The DBO Contractor shall be provided all information necessary to “as-built” the location of all tracer wire and connection stations.

C. The tracer wire and connection stations shall be detailed on the water main construction plans.

3.07 WIRE SPLICES

A. Handle wires with care. Splices for damage to wire insulation shall be required by spirally wrapping (50 percent overlap, minimum) with two coats

31 23 23.15 - 10 of high-voltage rubber splicing tape and two layers of vinyl electrical tape.

Make wire splices with suitably sized compression connectors or mechanically secure and solder with rosin cored 50/50 solder. Splices shall be approved by DBO Contractor.

3.08 TEST STATIONS

A. Test stations shall be located as shown on the Drawings directly over the centerline of the pipe. Test stations can be moved at a maximum of 30 feet to suit field conditions, with prior approval by the DBO Contractor. Test stations shall be installed in strict accordance with the manufacturer’s recommendations.

3.09 MARKING TAPE INSTALLATION

A. Continuously install marking tape along centerline of all buried piping, on top of last lift of pipe zone material. Coordinate with piping installation drawings.

1. Nondetectable Marking Tape: Install with all piping, both metallic and nonmetallic.

3.10 BACKFILL ABOVE PIPE ZONE

A. General:

1. Process excavated material to meet specified gradation requirements.

2. Adjust moisture content as necessary to obtain specified compaction.

3. Do not allow backfill to free fall into the trench or allow heavy, sharp pieces of material to be placed as backfill until after at least 2 feet of backfill has been provided over the top of pipe.

4. Do not use power driven impact type compactors for compaction until at least 2 feet of backfill is placed over top of pipe.

5. Backfill to grade with proper allowances for topsoil, base course, crushed rock surfacing, and pavement thicknesses, wherever applicable.

6. Backfill around structures with same class backfill as specified for adjacent trench unless otherwise shown or specified.

B. Class A Backfill:

1. Place in lifts not exceeding thickness of 9 inches.

2. Mechanically compact each lift to a minimum of 95 percent relative compaction prior to placing succeeding lifts.

3. Backfill trench above pipe zone to a depth of 10 inches below original ground surface.

4. Fill remainder of trench with base course, gravel surfacing, leveling course, and asphalt or concrete paving as shown.

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5. Compact base course, gravel surfacing, and leveling course as specified in Section 32 11 23, Aggregate Base Courses.

C. Class C Backfill:

1. Backfill with earth backfill.

2. Compact backfilled trench by at least three passes with the wheels of a loaded 10-yard dump truck or other approved equipment over the entire trench surface.

3. Leave trench with backfill material neatly mounded across the entire trench width, but not more than 6 inches above the adjacent ground surface.

4. In landscaped or similar type areas, maintain trench level with the existing adjacent grade.

5. At Other Locations:

a. Estimate and provide amount of backfill material required so that after normal settlement, the settled surface will match the adjacent ground surface.

b. Neatly windrow material over trench, and remove excess.

c. Correct excess or deficiency of backfill material apparent after settlement and within correction period by regrading, and disposing of excess material or adding additional material where deficient.

D. Concrete Backfill:

1. Place above bedding.

2. Minimum Concrete Thickness: 6 inches on top and sides of pipe. Where shown, place to greater depth and areal extent indicated.

3. Do not allow dirt or foreign material to become mixed with concrete during placement.

4. Allow sufficient time for concrete to reach initial set before additional backfill material is placed in trench.

5. Prevent flotation of pipe.

6. Begin and end concrete backfill within 4 inches of a pipe joint on each end.

7. Do not encase pipe joints except within the limits of the concrete backfill.

E. Controlled Low Strength Fill:

1. Discharge from truck mounted drum type mixer into trench.

2. Place in lifts as necessary to prevent uplift (flotation) of new and existing facilities.

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3. Where designated, in traveled areas fill entire trench section to pavement finish grade for a temporary driving surface, and screed off excess and finish with a float.

4. In other areas fill the trench section as shown.

3.11 REPLACEMENT OF TOPSOIL

A. Replace topsoil in top 8 inches of backfilled trench in areas of established vegetation.

B. Maintain the finished grade of topsoil even with adjacent area and grade as necessary to restore drainage.

3.12 MAINTENANCE OF TRENCH BACKFILL

A. After each section of trench is backfilled, maintain the surface of the backfilled trench even with the adjacent ground surface until final surface restoration is completed.

B. Gravel Surfacing Rock: Add gravel surfacing rock where applicable and as necessary to keep the surface of the backfilled trench even with the adjacent ground surface, and grade and compact as necessary to keep the surface of backfilled trenches smooth, free from ruts and potholes, and suitable for normal traffic flow.

C. Topsoil: Add topsoil where applicable and as necessary to maintain the surface of the backfilled trench level with the adjacent ground surface.

D. Concrete Pavement: Replace settled slabs as specified in Section 32 13 13, Concrete Paving.

E. Asphaltic Pavement: Replace settled areas or fill with asphalt as specified in Section 32 12 16, Asphalt Paving.

F. Other Areas: Add excavated material where applicable and keep the surface of the backfilled trench level with the adjacent ground surface.

3.13 SETTLEMENT OF BACKFILL

A. Settlement of trench backfill, or of fill, or facilities constructed over trench backfill will be considered a result of defective compaction of trench backfill.

3.14 INTERFERING UTILITIES

A. Utility lines that are cut or otherwise damaged during installation of the new water mains shall be replaced with new pipe or product of the same type

31 23 23.15 - 13 material (e.g. reinforced concrete, ductile iron, copper, etc.) as that removed unless otherwise approved in writing by the utility owner.

B. Protect from damage and keep in service private and public utilities encountered during the work. Utilities shall include, but are not limited to, sewer and storm drain systems, water distribution systems, electrical distribution systems, propane and natural gas distribution systems, telephone, telegraph, fiberoptics and CATV systems, traffic control systems, power lines and appurtenances, service connections to residences or buildings from these systems, and similar facilities and systems.

C. The Subcontractor shall, a minimum of 2 working days before an excavation, call the local Utilities Underground Location Center.

D. The right is reserved to the DBO Contractor and the owners of utilities, or their authorized agents, to enter upon the Subcontractor’s work area for the purpose of making changes, connections, or repairs to their facilities. The Subcontractor shall cooperate with forces engaged in this work and shall avoid any unnecessary delay or hindrance to work being performed by other forces.

E. It shall be the Subcontractor’s responsibility to make whatever notifications and applications as may be necessary in coordinating utility and Subcontractor work. Directly inform individual owners or household residents at least 48 hours in advance of beginning the work to minimize or eliminate inconveniences to the public. Inform owners of work which blocks the use of the property in any way by construction or equipment or which interferes with water or sewer service.

F. In the event any existing utility lines are cut or otherwise disrupted per requirements of the Work, or unintentionally cut or disrupted, the Subcontractor shall coordinate directly with the utility affected to restore service as quickly as possible without delay. Subcontractor shall bear all costs associated with removal and replacement of interfering utilities, which Subcontractor intentionally or unintentionally cuts, damages, or disrupts, that are not required to be cut and replaced as part of Work.

G. The locations shown on the Drawings for existing utilities are in accordance with available information obtained, for the most part, without uncovering, measuring or other verification.

H. Existing buried street light power and traffic control loops and wiring are generally not shown, and it is the Subcontractor’s responsibility to identify their location and protect them during construction. The Subcontractor shall make necessary arrangements for removal and replacement or repair of these

31 23 23.15 - 14 utilities as necessary to facilitate water main construction, and the Subcontractor shall bear all related costs.

I. Attention is directed to the possible existence of other underground facilities, such as belowgrade vaults, which may not be shown on the Drawings. When the removal and/or relocation of these facilities is necessary to accommodate the Work, the DBO Contractor will provide for this additional work by other forces, or this additional work shall be performed by the Subcontractor as extra work pursuant to a Change Order.

J. Where trenching is close to power poles or if guys must be removed temporarily during construction, the Subcontractor shall coordinate with the power company to provide temporary supports, as necessary, to support electric power poles during construction. Replace permanent guys in original locations unless directed otherwise by the power company or the DBO Contractor. The Subcontractor shall include costs to support poles and/or relocate guy wires and utility poles as incidental to his trench excavation work.

K. Installation of Replacement Utility Lines:

1. Install replacement utility lines in accordance with the utility owner’s requirements.

2. The Subcontractor shall provide temporary pumps and piping as required to maintain storm and sanitary sewer flows past reaches of sewers temporarily interrupted by the water main construction.

3. Excavation, bedding and backfill shall conform to the requirements specified herein for water main construction and as approved by the utility owner.

4. Backfill materials at the location of the utility crossing shall be as specified for the adjacent trench condition identified on the Drawings for the new water main.

3.15 FIELD QUALITY CONTROL

A. In-Place Density Tests:

1. Subcontractor shall arrange for and pay all costs of testing laboratory services to perform in-place density tests.

2. Provide testing laboratory at least 2 hours advance notification prior to testing.

3. Show proof that areas meet specified requirements before identifying density test locations.

SHORING

31 41 00 - 1

SECTION 31 41 00

PART 1 GENERAL

1.01 SUBMITTALS

A. Informational Submittals:

1. Excavation support plan.

2. Trench excavation plan.

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION

3.01 GENERAL

A. Design, provide, and maintain shoring, sheeting, and bracing as necessary to support the sides of excavations and to prevent detrimental settlement and lateral movement of existing facilities, adjacent property, and completed the Work.

3.02 EXCAVATION SUPPORT PLAN AND TRENCH EXCAVATION PLAN

A. Prepare excavation support and trench excavation plan addressing following topics:

1. Details of shoring, bracing, sloping, or other provisions for worker protection from hazards of caving ground.

2. Design assumptions and calculations.

3. Methods and sequencing of installing excavation support.

4. Proposed locations of stockpiled excavated material.

5. Minimum lateral distance from the crest of slopes for vehicles and stockpiled excavated materials.

6. Anticipated difficulties and proposed resolutions.

3.03 REMOVAL OF EXCAVATION SUPPORT

A. Remove excavation support in a manner that will maintain support as excavation is backfilled.

B. Do not begin to remove excavation support until support can be removed without damage to existing facilities, completed Work, or adjacent property.

31 41 00 -…