W912QR20R0057Specs_Vol5-0000.pdf

Solicitation For Fort Campbell Middle School Fort Campbell, KY

P2: 372494

Design Bid Build

Specifications Ready To Advertise (RTA) Volume 5 of 5

29 June 2020

W912QR20R0057

ARIMS: 200A

Disposition: Maintain for 15yrs after construction

W912QR20R0057-0000

Fort Campbell Middle School Fort Campbell, Kentucky

Specifications RTA Submittal

Volume 5 – Divisions 31 - 33

March 11, 2020

Project Number: AM00029 WTS Project Number: 1416-3-C

P2 Number: 372494

FORT CAMPBELL MIDDLE SCHOOL AM00029

FORT CAMPBELL, KENTUCKY 3/11/20

PROJECT TABLE OF CONTENTS Page 1

PROJECT TABLE OF CONTENTS

VOLUME ONE

DIVISION 00 – PROCUREMENT AND CONTRACTING REQUIREMENTS

00 10 00 PRICE BREAKOUT SCHEDULE

00 80 00.00 06 SPECIAL PROVISIONS

APPENDIX ALL ATTACHMENTS

PROJECT SUBMITTAL REGISTER

DIVISION 01 – GENERAL REQUIREMENTS

01 03 00 OPTIONS

01 11 00 SUMMARY OF WORK

01 32 01.00 06 PROJECT SCHEDULE

01 33 00.00 06 SUBMITTAL PROCEDURES

01 33 29.00 06 SUSTAINABILITY REPORTING

DODEA LEED CHECKLIST

LEED v4 BD+C; SCHOOLS CHECKLIST

01 35 26.00 06 GOVERNMENT SAFETY PROCEDURES

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.15 10 RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE (RMS CM)

01 45 04.10 06 CONTRACTOR QUALITY CONTROL

01 45 35 SPECIAL INSPECTIONS

STATEMENT OF SPECIAL INSPECTIONS

SCHEDULE OF SPECIAL INSPECTIONS

01 46 00.10 06 TOTAL BUILDING COMMISSIONING (INDEPENDENT CxA)

01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

01 57 19.00 06 TEMPORARY ENVIRONMENTAL CONTROLS AND PERMITS

STORMWATER POLLUTION PREVENTION PLAN (SWPPP)

RECORD OF ENVIRONMENTAL CONSIDERATIONS

01 74 19 CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL

01 78 23 OPERATION AND MAINTENANCE DATA

VOLUME 2

DIVISION 02 – EXISTING CONDITIONS

02 06 14 GEOTECHNICAL ENGINEERING REPORT

02 26 00 REPORT OF HAZARDOUS MATERIALS

02 41 00 DEMOLITION

02 82 00 ASBESTOS REMEDIATION

02 83 00 LEAD REMEDIATION

02 84 16 HANDLING OF LIGHTING BALLASTS AND LAMPS CONTAINING PCBs AND

MEUCURY

PROJECT TABLE OF CONTENTS Page 2

VOLUME 3

DIVISION 03 – CONCRETE

03 11 19.00 06 INSULATING CONCRETE FORM (ICF) SYSTEM

03 30 00 CAST-IN-PLACE CONCRETE

03 35 36 POLISHED CONCRETE FLOOR SYSTEM

DIVISION 04 – MASONRY

04 20 00 UNIT MASONRY

04 26 16 ADHERED MASONRY VENEER

DIVISION 05 – METALS

05 12 00 STRUCTURAL STEEL

05 21 00 STEEL JOIST FRAMING

05 30 00 STEEL DECKS

05 40 00 COLD-FORMED METAL FRAMING

05 50 13 MISCELLANEOUS METAL FABRICATIONS

05 51 00 METAL STAIRS

05 51 33 METAL LADDERS

05 52 00 METAL RAILINGS

DIVISION 06 – WOOD, PLASTICS, AND COMPOSITES

06 10 00 ROUGH CARPENTRY

06 20 00 FINISH CARPENTRY

06 41 16.00 10 PLASTIC-LAMINATE-CLAD ARCHITECTURAL CABINETS

06 61 16 SOLID SURFACING FABRICATIONS

DIVISION 07 THERMAL AND MOISTURE PROTECTION

07 05 23 PRESSURE TESTING AN AIR BARRIER SYSTEM FOR AIR TIGHTNESS

07 13 53 ELASTOMERIC SHEET WATERPROOFING

07 21 13 BOARD INSULATION

07 21 16 MINERAL FIBER BLANKET INSULATION

07 22 00 ROOF AND DECK INSULATION

07 27 10.00 10 BUILDING AIR BARRIER SYSTEM

07 27 19.01 SELF-ADHERING AIR BARRIERS

07 41 13 METAL ROOF PANELS

07 42 13 METAL WALL PANELS

07 46 00 FIBER REINFORCED CEMENT PANEL VENEER

07 52 00 MODIFIED BITUMINOUS MEMBRANE ROOFING

07 60 00 FLASHING AND SHEET METAL

07 72 00 ROOF ACCESSORIES

07 76 00 PEDESTAL PAVER ROOFING

07 84 00 FIRESTOPPING

07 92 00 JOINT SEALANTS

07 95 13 EXPANSION JOINT COVER ASSEMBLIES

07 95 13.13 INTERIOR EXPANSION JOINT COVER ASSEMBLIES

PROJECT TABLE OF CONTENTS Page 3

DIVISION 08 – OPENINGS

08 11 13 STEEL DOORS AND FRAMES

08 14 00 WOOD DOORS

08 17 00 INTEGRATED WOOD DOOR OPENING ASSEMBLIES

08 31 00 ACCESS DOORS AND PANELS

08 33 13 COILING COUNTER DOORS

08 34 73 SOUND CONTROL DOOR ASSEMBLIES

08 41 13 ALUMINUM-FRAMED ENTRANCES AND STOREFRONTS

08 44 00 CURTAIN WALL AND GLAZED ASSEMBLIES

08 44 23.00 22 INSULATED TRANSLUCENT FIBERGLASS SANDWICH PANEL SYSTEM

08 62 50 TUBULAR DAYLIGHTING DEVICES

08 71 00 DOOR HARDWARE

HARDWARE SET SCHEDULE

08 81 00 GLAZING

08 87 23.13 DECORATIVE ARCHITECTURAL FILMS

08 91 00 METAL WALL LOUVERS

DIVISION 09 - FINISHES

09 22 00 SUPPORTS FOR GYPSUM BOARD

09 29 00 GYPSUM BOARD

09 30 10 CERAMIC AND QUARRY TILING

09 51 00 ACOUSTICAL CEILINGS

09 62 38 STATIC CONTROL FLOORING

09 64 53 RESILIENT WOOD FLOORING ASSEMBLIES

09 64 66 WOOD ATHLETIC FLOORING

09 65 00 RESILIENT FLOORING

09 66 53 RESINOUS MATRIX TERRAZZO FLOORING

09 68 00 CARPETING

09 72 00 WALLCOVERINGS

09 78 10 ACOUSTICAL WOOD WALLS

09 84 20 ACOUSTICAL WALL PANELS

09 90 00 PAINTS AND COATINGS

DIVISION 10 – SPECIALTIES

10 11 00 VISUAL DISPLAY UNITS

10 14 00.10 EXTERIOR SIGNAGE

10 14 00.20 INTERIOR SIGNAGE

10 21 13 TOILET COMPARTMENTS

10 21 23.16 CUBICLE TRACK, CURTAIN, AND HARDWARE

10 22 39 FOLDING PANEL PARTITIONS

10 26 00 WALL PROTECTION

10 28 13 TOILET ACCESSORIES

10 44 16 FIRE EXTINGUISHERS

10 51 13 METAL LOCKERS

10 73 26.39 PRE-ENGINEERED CANOPY COVER

10 75 00 FLAGPOLES

PROJECT TABLE OF CONTENTS Page 4

DIVISON 11 - EQUIPMENT

11 13 19.13 LOADING DOCK LEVELERS

11 31 13 ELECTRIC KITCHEN EQUIPMENT

11 46 01.06 FOOD SERVICE EQUIPMENT

11 61 43 STAGE CURTAINS

11 66 23 GYMNASIUM EQUIPMENT

11 68 13 PLAYGROUND EQUIPMENT

DIVISION 12 - FURNISHINGS

12 24 13 ROLLER WINDOW SHADES

12 32 00 WOOD LABORATORY CASEWORK AND COUNTERTOP

12 93 00 SITE FURNISHINGS

DIVISION 14 - CONVEYING EQUIPMENT

14 24 23 HYDRAULIC PASSENGER ELEVATORS

VOLUME 4

DIVISION 21 - FIRE SUPPRESSION

21 13 13.00 10 WET PIPE SPRINKLER SYSTEM, FIRE PROTECTION

DIVISION 22 - PLUMBING

22 00 00 PLUMBING, GENERAL PURPOSE

22 07 19.00 40 PLUMBING PIPING INSULATION

22 14 29.00 40 SUMP PUMPS

22 31 00 WATER SOFTENERS, CATION-EXCHANGE (SODIUM CYCLE)

22 33 30.00 10 SOLAR WATER HEATING EQUIPMENT

DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITIONING (HVAC)

23 00 00 AIR SUPPLY, DISTRIBUTION, VENTILATION, AND EXHAUST SYSTEMS

23 03 00.00 20 BASIC MECHANICAL MATERIALS AND METHODS

23 05 15 COMMON PIPING FOR HVAC

23 05 48.00 40 VIBRATION AND SEISMIC CONTROLS FOR HVAC PIPING AND

EQUIPMENT

23 05 93 TESTING, ADJUSTING, AND BALANCING FOR HVAC

23 07 00 THERMAL INSULATION FOR MECHANICAL SYSTEMS

23 09 00 INSTRUMENTATION AND CONTROL FOR HVAC

23 09 13 INSTRUMENTATION AND CONTROL DEVICES FOR HVAC

23 09 23.02 BACNET DIRECT DIGITAL CONTROL FOR HVAC AND OTHER BUILDING

CONTROL SYSTEMS

23 09 93 SEQUENCES OF OPERATION FOR HVAC CONTROL

23 11 25 FACILITY GAS PIPING

23 21 23 HYDRONIC PUMPS

23 23 00 REFRIGERANT PIPING

23 25 00 CHEMICAL TREATMENT OF WATER FOR MECHANICAL SYSTEMS

23 52 00 HEATING BOILERS

PROJECT TABLE OF CONTENTS Page 5

23 64 26 CHILLED, CHILLED-HOT, AND CONDENSER WATER PIPING SYSTEMS

23 65 00 COOLING TOWERS

23 81 00 DECENTRALIZED UNITARY HVAC EQUIPMENT

23 81 47 WATER-LOOP AND GROUND-LOOP HEAT PUMP SYSTEMS

DIVISION 25 - INTEGRATED AUTOMATION

25 05 11.01 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS – HVAC

ATTACHMENT – DESIGNER CONTROLS HVAC (CIA L-L-L)

25 05 11.02 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS -

PUBLIC ADDRESS, INTERCOMMUNICATION, PROGRAM BELL/MASTER

CLOCK

DESIGNER CONTROLS LIGHTING/PA/INTERCOMMUNICTIONS/PROGRAM

BELL/MASTER CLOCK (CIA L-L-L)

25 05 11.03 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS - FIRE

ALARM AND MASS NOTIFICATION SYSTEMS

DESIGNER CONTROLS FIRE ALARM AND MASS NOTIFICATION SYSTEMS

25 05 11.04 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS -

ELECTRONIC SECURITY SYSTEMS (ESS)

DESIGNER CONTROLS ELECTRONIC SECURITY SYSTEMS (ESS)

DIVISION 26 - ELECTRICAL

26 05 48.00 10 SEISMIC PROTECTION FOR ELECTRICAL EQUIPMENT

26 08 00 APPARATUS INSPECTION AND TESTING

26 09 13 ENERGY EFFICIENCY EDUCATION DASHBOARDS

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 24 13 SWITCHBOARDS

26 28 01.00 10 COORDINATED POWER SYSTEM PROTECTION

26 29 23 VARIABLE FREQUENCY DRIVE SYSTEMS UNDER 600 VOLTS

26 31 00 SOLAR PHOTOVOLTAIC (PV) COMPONENTS

26 32 23.13 HORIZONTAL-AXIS WIND TURBINES

26 41 00 LIGHTNING PROTECTION SYSTEM

26 51 00 INTERIOR LIGHTING

26 55 61 THEATRICAL LIGHTING

26 56 00 EXTERIOR LIGHTING

DIVISION 27 - COMMUNICATIONS

27 10 00 BUILDING TELECOMMUNICATIONS CABLING SYSTEM

27 51 16 RADIO AND PUBLIC ADDRESS SYSTEMS

27 51 23.10 INTERCOMMUNICATION SYSTEM

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 08 10 ELECTRONIC SECURITY SYSTEM ACCEPTANCE TESTING

28 10 05 ELECTRONIC SECURITY SYSTEMS (ESS)

28 31 76 INTERIOR FIRE ALARM AND MASS NOTIFICATION SYSTEM

PROJECT TABLE OF CONTENTS Page 6

VOLUME 5

DIVISION 31 - EARTHWORK

31 00 00.00 06 EARTHWORK

31 31 16.13 CHEMICAL TERMITE CONTROL

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 05 33 LANDSCAPE ESTABLISHMENT

32 11 23 AGGREGATE BASE COURSES

32 12 16 HOT-MIX ASPHALT (HMA) FOR ROADS

32 13 13.06 PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS AND SITE

FACILITIES

32 16 19 CONCRETE CURBS, GUTTERS AND SIDEWALKS

32 17 23 PAVEMENT MARKINGS

32 18 16.13 PLAYGROUND PROTECTIVE SURFACING

32 31 22 METAL DECORATIVE FENCING

32 92 23 SODDING

32 93 00 EXTERIOR PLANTS

DIVISION 33 - UTILITIES

33 11 00 WATER UTILITY DISTRIBUTION PIPING

33 30 00 SANITARY SEWERAGE

33 32 13.13 PACKAGED SEWAGE LIFT STATIONS, WET WELL TYPE

33 40 00 STORM DRAINAGE UTILITIES

33 71 02 UNDERGROUND ELECTRICAL DISTRIBUTION

33 82 00 TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

-- End of Project Table of Contents --

FORT CAMPBELL, KENTUCKY RTA Submittal 3/11/20

SECTION 31 00 00.00 06

EARTHWORK

07/18

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO T 180 (2017) Standard Method of Test for Moisture-Density Relations of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop

AASHTO T 224 (2010) Standard Method of Test for Correction for Coarse Particles in the Soil Compaction Test

AMERICAN WATER WORKS ASSOCIATION (AWWA)

AWWA C600 (2017) Installation of Ductile-Iron Mains and Their Appurtenances

AMERICAN WELDING SOCIETY (AWS)

AWS D1.1/D1.1M (2015; Errata 1 2015; Errata 2 2016) Structural Welding Code - Steel

AMERICAN WOOD PROTECTION ASSOCIATION (AWPA)

AWPA C2 (2003) Lumber, Timber, Bridge Ties and Mine Ties - Preservative Treatment by Pressure Processes

AWPA P5 (2015) Standard for Waterborne Preservatives

ASTM INTERNATIONAL (ASTM)

ASTM A139/A139M (2016) Standard Specification for Electric-Fusion (ARC)-Welded Steel Pipe (NPS 4 and over)

ASTM A252 (2010) Standard Specification for Welded and Seamless Steel Pipe Piles

ASTM C136/C136M (2014) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C33/C33M (2016) Standard Specification for Concrete

SECTION 31 00 00.00 06 Page 1

Aggregates

ASTM D1140 (2017) Standard Test Methods for Determining the Amount of Material Finer than 75-µm (No. 200) Sieve in Soils by Washing

ASTM D1388 Standard Test Method for Stiffness of Fabrics

ASTM D1556/D1556M (2015; E 2016) Standard Test Method for Density and Unit Weight of Soil in Place by Sand-Cone Method

ASTM D1557 (2012; E 2015) Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3)

ASTM D1883 (2016) Standard Test Method for California Bearing Ratio (CBR) of Laboratory-Compacted Soils

ASTM D2167 (2015) Density and Unit Weight of Soil in Place by the Rubber Balloon Method

ASTM D2434 (1968; R 2006) Permeability of Granular Soils (Constant Head)

ASTM D2487 (2011) Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D2937 (2017; E 2017) Standard Test Method for Density of Soil in Place by the Drive-Cylinder Method

ASTM D422 (1963; R 2007; E 2014; E 2014)

Particle-Size Analysis of Soils

ASTM D4318 (2017) Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D6637 (2011) Standard Test Method for Determining Tensile Properties of Geogrids by the Single or Multi-Rib Tensile Method

ASTM D6938 (2017) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

ASTM D698 (2012; E 2014; E 2015) Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/cu. ft.

(600 kN-m/cu. m.))

SECTION 31 00 00.00 06 Page 2

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2014) Safety and Health Requirements Manual

U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)

EPA 600/4-79/020 (1983) Methods for Chemical Analysis of Water and Wastes

EPA SW-846.3-3a (1999) Test Methods for Evaluating Solid Waste: Physical/Chemical Methods; Third Edition; Final Update III-A

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

FS A-A-203 (Rev C; Notice 2) Paper, Kraft, Untreated

1.2 DEFINITIONS

1.2.1 Satisfactory Materials

Satisfactory materials shall comprise any materials classified by ASTM D2487 as GW, GP, GM, GP-GM, GW-GM, GC, GP-GC, GM-GC, SW, SP.

Satisfactory materials for grading shall be comprised of stones less than 8 inches, except for fill material for pavements and railroads which shall be comprised of stones less than 3 inches in any dimension.

1.2.2 Unsatisfactory Materials

Materials which do not comply with the requirements for satisfactory materials are unsatisfactory. Unsatisfactory materials also include man-made fills; trash; refuse; backfills from previous construction; and material classified as satisfactory which contains root and other organic matter or frozen material. The Contracting Officer shall be notified of any contaminated materials.

1.2.3 Cohesionless and Cohesive Materials

Cohesionless materials include materials classified in ASTM D2487 as GW, GP, SW, and SP. Cohesive materials include materials classified as GC, SC, ML, CL, MH, and CH. Materials classified as GM and SM will be identified as cohesionless only when the fines are nonplastic. Testing required for classifying materials shall be in accordance with ASTM D4318, ASTM C136/C136M, ASTM D422, and ASTM D1140.

1.2.4 Degree of Compaction

Degree of compaction required, except as noted in the second sentence, is expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D1557 abbreviated as a percent of laboratory maximum density. Since ASTM D1557 applies only to soils that have 30 percent or less by weight of their particles retained on the 3/4 inch sieve, the degree of compaction for material having more than 30 percent by weight of their particles retained on the 3/4 inch sieve shall be expressed as a percentage of the maximum density in accordance with AASHTO T 180 Method D and corrected with AASHTO T 224 . To maintain the same percentage of coarse material, the "remove and replace" procedure as described in the NOTE 8 in Paragraph 7.2 of AASHTO T 180 shall be used.

SECTION 31 00 00.00 06 Page 3

1.2.5 Topsoil

Material suitable for topsoils obtained from offsite areas, excavations is defined as: Natural, friable soil representative of productive, well-drained soils in the area, free of subsoil, stumps, rocks larger than one inch diameter, brush, weeds, toxic substances, and other material detrimental to plant growth. Amend topsoil pH range to obtain a pH of 5.5 to 7.

1.2.6 Hard/Unyielding Materials

Weathered rock, dense consolidated deposits, or conglomerate materials which are not included in the definition of "rock" with stones greater than 6 inches in any dimension or as defined by the pipe manufacturer, whichever is smaller. These materials usually require the use of heavy excavation equipment, ripper teeth, or jack hammers for removal.

1.2.7 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 1/2 cubic yard in volume. Removal of hard material will not be considered rock excavation because of intermittent drilling and blasting that is performed merely to increase production.

1.2.8 Unstable Material

Unstable material shall consist of materials too wet to properly support the utility pipe, conduit, or appurtenant structure.

1.2.9 Select Granular Material

1.2.9.1 General Requirements

Select granular material shall consist of materials classified as GW, GP, SW, or SP, by ASTM D2487 where indicated. The liquid limit of such material shall not exceed 35 percent when tested in accordance with ASTM D4318. The plasticity index shall not be greater than 12 percent when tested in accordance with ASTM D4318, and not more than 35 percent by weight shall be finer than No. 200 sieve when tested in accordance with ASTM D1140. Coefficient of permeability shall be a minimum of 0.002 feet per minute when tested in accordance with ASTM D2434.

1.2.10 Initial Backfill Material

Initial backfill shall consist of select granular material or satisfactory materials free from rocks 2 inches or larger in any dimension or free from rocks of such size as recommended by the pipe manufacturer, whichever is smaller. When the pipe is coated or wrapped for corrosion protection, the initial backfill material shall be free of stones larger than 1 inch in any dimension or as recommended by the pipe manufacturer, whichever is smaller.

SECTION 31 00 00.00 06 Page 4

1.2.11 Expansive Soils

Expansive soils are defined as soils that have a plasticity index equal to or greater than 30 when tested in accordance with ASTM D4318.

1.3 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for Contractor Quality Control approval. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government.

Submittals with an "S" are for inclusion in the Sustainability eNotebook, in conformance to Section 01 33 29.00 06 SUSTAINABILITY REPORTING. Submit the following in accordance with Section 01 33 00.00 06 SUBMITTAL

PROCEDURES:

SD-01 Preconstruction Submittals

Shoring; G

Dewatering Work Plan; G

Submit 15 days prior to starting work.

Foundations Subgrade Improvements; G

Cap Grouting Procedure; G

SD-03 Product Data

Utilization of Excavated Materials; G

Opening of any Excavation or Borrow Pit

Shoulder Construction

Procedure and location for disposal of unused satisfactory material. Proposed source of borrow material . Notification of encountering rock in the project. Advance notice on the opening of excavation or borrow areas . Advance notice on shoulder construction for rigid pavements.

Geogrid; G

12 by 12 inches.

SD-06 Test Reports

Testing; G

Within 24 hours of conclusion of physical tests, 1 copy of test results, including calibration curves and results of calibration tests. Results of testing at the borrow site.

SD-07 Certificates

Testing; G

Qualifications of the Corps' validated commercial testing

SECTION 31 00 00.00 06 Page 5 laboratory or the Contractor's validated testing facilities.

Pre-Approval For Nuclear Density Gauges Entering Installation; G

Geotechnical Engineer; G

Qualifications of the Contractor's Geotechnical Engineer.

Foundation Subgrade Improvement Contractor Qualifications; G

Cap And Compaction Grouting Contractor Qualifications; G

1.4 SUBSURFACE DATA

Subsurface soil boring logs are shown on the drawings. These data represent the best subsurface information available; however, variations may exist in the subsurface between boring locations.

1.5 CRITERIA FOR BIDDING

Base bids on the following criteria:

a. Surface elevations are as indicated.

b. Pipes or other artificial obstructions, except those indicated, will not be encountered.

c. Ground water elevations indicated by the boring log were those existing at the time subsurface investigations were made and do not necessarily represent ground water elevation at the time of construction.

d. Material character is indicated by the boring logs.

e. Hard materials and rock are not expected to be encountered on this project.

1.6 DEWATERING WORK PLAN

Submit procedures for accomplishing dewatering work.

1.7 QUALITY ASSURANCE

1.7.1 Foundation Subgrade Improvement Contractor Qualifications

Contractor must have experience with installing engineered foundation subgrade improvement systems consisting of stoned columns or rammed aggregate piers. Contractor must have successfully installed four stoned column or rammed aggregate pier foundation improvements systems of a similar size and complexity as specified for this project within the previous two years. Submit qualifications and project experience for review.

1.7.2 Cap and Compaction Grouting Contractor Qualifications

Contractor must have experience with installing engineered subgrade improvement systems consisting of cap and compaction grouting. Contractor must have successfully installed four cap and compaction grouting foundation improvements systems of a similar size and complexity as

SECTION 31 00 00.00 06 Page 6 specified for this project within the previous two years. Submit qualifications and project experience for review.

1.8 ADDITIONAL BORINGS

Contractor shall obtain the services of a geotechnical engineer and soil testing company to conduct additonal geotechnical exploration after building demolition and clearing for building pad, and before installation of soil improvement measures (stone columns or rammed Aggregate piers). Conduct twelve (12) geotechnical borings to a depth of 50 feet below existing grades. Coordinate location of borings with subgrade improvement requirements on Drawing Sheet S-040 and in locations indicated on Drawing Sheet AD-100.

Obtain soil samples and standard resistance (spt) n values. Classify and test soils in laboratory and prepare boring logs. Backfill boring holes with auger cuttings or grout. Submit boring logs and summary of results in a Geotechnical report prepared and signed by a professional Engineer.

Submit report four weeks before submitting soil Improvement design and procedure.

PART 2 PRODUCTS

2.1 REQUIREMENTS FOR BORROW AND EXCESS SOIL

Test offsite soils brought in for use as backfill for Total Petroleum Hydrocarbons (TPH), Benzene, Toluene, Ethyl Benzene, and Xylene (BTEX) and full Toxicity Characteristic Leaching Procedure (TCLP) including ignitability, corrosivity and reactivity. Backfill shall contain a maximum of 100 parts per million (ppm) of total petroleum hydrocarbons (TPH) and a maximum of 10 ppm of the sum of Benzene, Toluene, Ethyl Benzene, and Xylene (BTEX) and shall pass the TCPL test. Determine TPH concentrations by using EPA 600/4-79/020 Method 418.1. Determine BTEX concentrations by using EPA SW-846.3-3 Method 5030/8020. Perform TCLP in accordance with EPA SW-846.3-3 Method 1311. Provide Borrow Site Testing for TPH, BTEX and TCLP from a composite sample of material from the borrow site, with at least one test from each borrow site. Do not bring material onsite until tests have been approved by the Contracting Officer.

2.2 BURIED WARNING AND IDENTIFICATION TAPE

Polyethylene plastic and metallic core or metallic-faced, acid- and alkali-resistant, polyethylene plastic warning tape manufactured specifically for warning and identification of buried utility lines.

Provide tape on rolls, 3 inch minimum width, color coded as specified below for the intended utility with warning and identification imprinted in bold black letters continuously over the entire tape length. Warning and identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Color and printing shall be permanent, unaffected by moisture or soil.

Warning Tape Color Codes

Red: Electric Yellow: Gas, Oil; Dangerous Materials Orange: Telephone and Other Communications Blue: Water Systems Green: Sewer Systems

SECTION 31 00 00.00 06 Page 7

Warning Tape Color Codes White: Steam Systems Gray: Compressed Air

2.2.1 Warning Tape for Metallic Piping

Acid and alkali-resistant polyethylene plastic tape conforming to the width, color, and printing requirements specified above. Minimum thickness of tape shall be 0.003 inch. Tape shall have a minimum strength of 1500 psi lengthwise, and 1250 psi crosswise, with a maximum 350 percent elongation.

2.2.2 Detectable Warning Tape for Non-Metallic Piping

Polyethylene plastic tape conforming to the width, color, and printing requirements specified above. Minimum thickness of the tape shall be

0.004 inch. Tape shall have a minimum strength of 1500 psi lengthwise and 1250 psi crosswise. Tape shall be manufactured with integral wires, foil backing, or other means of enabling detection by a metal detector when tape is buried up to 3 feet deep. Encase metallic element of the tape in a protective jacket or provide with other means of corrosion protection.

2.2.3 Geogrid

A biaxial polymeric grid formed by a regular network of integrally connected tensile elements with apertures of sufficient size to allow interlocking with surrounding soil, rock, or earth to function primarily as reinforcement. Geotextile materials will not be considered as an alternate. The grid shall have the following performance criteria:

a. Subgrade Improvement Applications: The reinforcement benefit attributed to the geogrid shall be as derived by the Giroud-Han, Method. Appropriate partial safety factors shall be applied to results obtained using geogrids having properties or characteristics outside the range of rigorous model validation (Giroud and Han, 2001).

b. Base Reinforcement Applications: The Traffic Benefit Ratio (TBR) attributed to the proposed geogrid material shall be supported by evaluation and documentation IDH_FT8 of testing of the specific geogrid conducted in representative, full-scale laboratory conditions with repetitive loading applied by a passing wheel load of at least 4,500 pounds per single wheel or 9,000 pounds per dual wheel.

Submit geogrid product sample approximately 4 inches by 7 inches or larger.

Property Test Method Units Specification

Aperture Stability Modulus at 20 cm-kg

Kinney -01 cm-kg/deg 6.5

Rib Shape Observation N/A Rectangular or Square

Rib Thickness Calipered in (mm) 0.05 (1.27)

Nominal Aperture Size I.D. Calipered in (mm) 1.0 to 1.5 (25 to 33)

SECTION 31 00 00.00 06 Page 8

Junction Efficiency GRI-GG2-87

Flexural Rigidity ASTM D1388-96 mg-cm 750,000

Minimum True Initial Modulus in Use

ASTM D6637-01

- MD lb/ft (kN/m) 27,420 (410)

- CMD lb/ft (kN/m) 44,550 (620)

Geotextile materials will not be considered as an alternate to geogrid materials for subgrade improvement or base/subbase reinforcement applications.

2.3 DETECTION WIRE FOR NON-METALLIC PIPING

Detection wire shall be insulated single strand, solid copper with a minimum of 12 AWG.

2.4 MATERIAL FOR RIP-RAP

2.4.1 Bedding Material

Consisting of sand, gravel, or crushed rock, well graded, with a maximum particle size of 2 inches. Material shall be composed of tough, durable particles. Fines passing the No. 200 standard sieve shall have a plasticity index less than six.

2.4.2 Grout

Composed of cement, water, an air-entraining admixture, and sand mixed in proportions of one part portland cement to two parts of sand, sufficient water to produce a workable mixture, and an amount of admixture which will entrain sufficient air to produce durable grout, as determined by the Contracting Officer. Mix grout in a concrete mixer. Mixing time shall be sufficient to produce a mixture having a consistency permitting gravity flow into the interstices of the rip-rap with limited spading and brooming.

2.5 POROUS FILL

Provide porous fill of clean, poorly graded crushed rock, crushed gravel, or uncrushed gravel placed beneath a building slab with a vapor retarder to cut off the capillary flow of pore water to the area immediately below. Aggregate shall conform to ASTM C33 Size Number 57 or 67 with a maximum of 2 percent by weight passing the No. 4 sieve. A suitable separation layer shall be provided below the clean aggregate to prevent migration of stone into cohesive soils.

2.6 PIPE CASING

2.6.1 Casing Pipe

ASTM A139/A139M , Grade B, or ASTM A252, Grade 2, smooth wall pipe. Casing size shall be of the outside diameter and wall thickness as indicated.

Protective coating is not required on casing pipe.

SECTION 31 00 00.00 06 Page 9

2.6.2 Wood Supports

Treated Yellow Pine or Douglas Fir, rough, structural grade. Provide wood with nonleaching water-borne pressure preservative (ACA or CCA) and treatment conforming to AWPA P5 and AWPA C2, respectively. Secure wood supports to carrier pipe with stainless steel or zinc-coated steel bands.

PART 3 EXECUTION

3.1 STRIPPING OF TOPSOIL

Where indicated or directed, topsoil shall be stripped to a depth of 4 inches. Topsoil shall be spread on areas already graded and prepared for topsoil or transported and deposited in stockpiles convenient to areas that are to receive application of the topsoil later, or at locations indicated or specified. Topsoil shall be kept separate from other excavated materials, brush, litter, objectionable weeds, roots, stones larger than 2 inches in diameter, and other materials that would interfere with planting and maintenance operations. Any surplus of topsoil from excavations and grading shall be removed from the site.

3.2 CLEARING AND GRADING

Within an area of 5’-0” beyond the perimeter of the building pad for the addition, remove topsoil, root mat, concrete walkways, existing building foundations, and other unsuitable material. Base bid on a 32” depth of removal of all soil and materials below finish floor. Do not undermine existing foundations to remain. Bench excavations adjacent to existing foundations to prevent undermining.

3.3 GENERAL EXCAVATION

The Contractor shall perform excavation of every type of material encountered within the limits of the project to the lines, grades, and elevations indicated and as specified. Grading shall be in conformity with the typical sections shown and the tolerances specified in paragraph FINISHING. Satisfactory excavated materials shall be transported to and placed in fill or embankment within the limits of the work.

Unsatisfactory materials encountered within the limits of the work shall be excavated below grade and replaced with satisfactory materials as directed. Such excavated material and the satisfactory material ordered as replacement shall be included in excavation. Surplus satisfactory excavated material not required for fill or embankment shall be disposed of in areas approved for surplus material storage or designated waste areas. Unsatisfactory excavated material shall be disposed of in designated waste or spoil areas. During construction, excavation and fill shall be performed in a manner and sequence that will provide proper drainage at all times. Material required for fill or embankment in excess of that produced by excavation within the grading limits shall be excavated from the borrow areas indicated or from other approved areas selected by the Contractor as specified.

3.3.1 Ditches, Gutters, and Channel Changes

Excavation of ditches, gutters, and channel changes shall be accomplished by cutting accurately to the cross sections, grades, and elevations shown. Ditches and gutters shall not be excavated below grades shown.

Excessive open ditch or gutter excavation shall be backfilled with satisfactory, thoroughly compacted, material or with suitable stone or

SECTION 31 00 00.00 06 Page 10 cobble to grades shown. Material excavated shall be disposed of as shown or as directed, except that in no case shall material be deposited less than 4 feet from the edge of a ditch. The Contractor shall maintain excavations free from detrimental quantities of leaves, brush, sticks, trash, and other debris until final acceptance of the work.

3.3.2 Drainage Structures

Excavations shall be made to the lines, grades, and elevations shown, or as directed. Trenches and foundation pits shall be of sufficient size to permit the placement and removal of forms for the full length and width of structure footings and foundations as shown. Rock or other hard foundation material shall be cleaned of loose debris and cut to a firm, level, stepped, or serrated surface. Loose disintegrated rock and thin strata shall be removed. When concrete or masonry is to be placed in an excavated area, the bottom of the excavation shall not be disturbed.

Excavation to the final grade level shall not be made until just before the concrete or masonry is to be placed.

3.3.3 Drainage

Provide for the collection and disposal of surface and subsurface water encountered during construction. Completely drain construction site during periods of construction to keep soil materials sufficiently dry.

The Contractor shall establish/construct storm drainage features (ponds/basins) at the earliest stages of site development, and throughout construction grade the construction area to provide positive surface water runoff away from the construction activity and/or provide temporary ditches, swales, and other drainage features and equipment as required to maintain dry soils. When unsuitable working platforms for equipment operation and unsuitable soil support for subsequent construction features develop, remove unsuitable material and provide new soil material as specified herein. It is the responsibility of the Contractor to assess the soil and ground water conditions presented by the plans and specifications and to employ necessary measures to permit construction to proceed.

3.3.4 Dewatering

Groundwater flowing toward or into excavations shall be controlled to prevent sloughing of excavation slopes and walls, boils, uplift and heave in the excavation and to eliminate interference with orderly progress of construction. French drains, sumps, ditches or trenches will not be permitted within 3 feet of the foundation of any structure, except with specific written approval, and after specific contractual provisions for restoration of the foundation area have been made. Control measures shall be taken by the time the excavation reaches the water level in order to maintain the integrity of the in situ material. While the excavation is open, the water level shall be maintained continuously, at least 2 feet below the working level. Operate dewatering system continuously until construction work below existing water levels is complete.

3.3.5 Trench Excavation Requirements

The trench shall be excavated as recommended by the manufacturer of the pipe to be installed. Trench walls below the top of the pipe shall be sloped, or made vertical, and of such width as recommended in the manufacturer's installation manual. Where no manufacturer's installation manual is available, trench walls shall be made vertical. Trench walls

SECTION 31 00 00.00 06 Page 11 more than 3 feet high shall be shored, cut back to a stable slope, or provided with equivalent means of protection for employees who may be exposed to moving ground or cave in. Vertical trench walls more than 2 feet high shall be shored. Trench walls which are cut back shall be excavated to at least the angle of repose of the soil. Special attention shall be given to slopes which may be adversely affected by weather or moisture content. The trench width below the top of pipe shall not exceed 24 inches plus pipe outside diameter (O.D.) for pipes of less than 24 inches inside diameter and shall not exceed 36 inches plus pipe outside diameter for sizes larger than 24 inches inside diameter. Where recommended trench widths are exceeded, redesign, stronger pipe, or special installation procedures shall be utilized by the Contractor. The cost of redesign, stronger pipe, or special installation procedures shall be borne by the Contractor without any additional cost to the Government.

3.3.5.1 Bottom Preparation

The bottoms of trenches shall be accurately graded to provide uniform bearing and support for the bottom quadrant of each section of the pipe.

Bell holes shall be excavated to the necessary size at each joint or coupling to eliminate point bearing. Stones of 2 inches or greater in any dimension, or as recommended by the pipe manufacturer, whichever is smaller, shall be removed to avoid point bearing.

3.3.5.2 Removal of Unyielding Material

Where unyielding material is encountered in the bottom of the trench, such material shall be removed 6 inches below the required grade and replaced with suitable materials as provided in paragraph BACKFILLING AND

COMPACTION.

3.3.5.3 Removal of Unstable Material

Where unstable material is encountered in the bottom of the trench, such material shall be removed to the depth directed and replaced to the proper grade with select granular material as provided in paragraph BACKFILLING AND COMPACTION. When removal of unstable material is required due to the Contractor's fault or neglect in performing the work, the resulting material shall be excavated and replaced by the Contractor without additional cost to the Government.

3.3.5.4 Excavation for Appurtenances

Excavation for manholes, catch-basins, inlets, or similar structures shall be sufficient to leave at least 12 inches clear between the outer structure surfaces and the face of the excavation or support members.

Rock shall be cleaned of loose debris and cut to a firm surface either level, stepped, or serrated, as shown or as directed. Loose disintegrated rock and thin strata shall be removed. Removal of unstable material shall be as specified above. When concrete or masonry is to be placed in an excavated area, special care shall be taken not to disturb the bottom of the excavation. Excavation to the final grade level shall not be made until just before the concrete or masonry is to be placed.

3.3.5.5 Jacking, Boring, and Tunneling

Unless otherwise indicated, excavation shall be by open cut except that sections of a trench may be jacked, bored, or tunneled if, in the opinion of the Contracting Officer, the pipe, cable, or duct can be safely and

SECTION 31 00 00.00 06 Page 12 properly installed and backfill can be properly compacted in such sections.

3.3.6 Underground Utilities

Movement of construction machinery and equipment over pipes and utilities during construction shall be at the Contractor's risk. Perform work adjacent to non-Government utilities as indicated in accordance with procedures outlined by utility company. Excavation made with power-driven equipment is not permitted within two feet of known Government-owned utility or subsurface construction. For work immediately adjacent to or for excavations exposing a utility or other buried obstruction, excavate by hand. Start hand excavation on each side of the indicated obstruction and continue until the obstruction is uncovered or until clearance for the new grade is assured. Support uncovered lines or other existing work affected by the contract excavation until approval for backfill is granted by the Contracting Officer. Report damage to utility lines or subsurface construction immediately to the Contracting Officer.

3.3.7 Structural Excavation

Ensure that footing subgrades have been inspected and approved by the Contractor's Geotechnical Engineer prior to concrete placement.

3.4 SELECTION OF BORROW MATERIAL

Borrow material shall be selected to meet the requirements and conditions of the particular fill or embankment for which it is to be used. Borrow material shall be obtained from the borrow areas from approved private sources. Unless otherwise provided in the contract, the Contractor shall obtain from the owners the right to procure material, pay royalties and other charges involved, and bear the expense of developing the sources, including rights-of-way for hauling. Borrow material from approved sources on Government-controlled land may be obtained without payment of royalties. Unless specifically provided, no borrow shall be obtained within the limits of the project site without prior written approval.

Necessary clearing, grubbing, and satisfactory drainage of borrow pits and the disposal of debris thereon shall be considered related operations to the borrow excavation.

3.5 OPENING AND DRAINAGE OF EXCAVATION AND BORROW PITS

The Contractor shall notify the Contracting Officer sufficiently in advance of the opening of any excavation or borrow pit to permit elevations and measurements of the undisturbed ground surface to be taken. Except as otherwise permitted, borrow pits and other excavation areas shall be excavated providing adequate drainage. Overburden and other spoil material shall be transported to designated spoil areas or otherwise disposed of as directed. Borrow pits shall be neatly trimmed and drained after the excavation is completed. The Contractor shall ensure that excavation of any area, operation of borrow pits, or dumping of spoil material results in minimum detrimental effects on natural environmental conditions.

3.6 GEOTECHNICAL ENGINEER

The Contractor is required to hire a Professional Geotechnical Engineer to provide inspection of foundations excavation, earthwork, subgrade improvements, cap grouting and soil/groundwater conditions throughout construction. The Geotechnical Engineer shall provide design services and

SECTION 31 00 00.00 06 Page 13 recommendations to the Contractor for soil related matters on the project. The Geotechnical Engineer must design Foundations Subgrade Improvements and Cap Grouting Procedure for criteria indicated. Design services include development and monitoring of load test for foundations subgrade improvements. The Geotechnical Engineer shall be responsible for performing pre-construction and periodic site visits throughout construction to assess site conditions. The Geotechnical Engineer shall update the excavation, sheeting and dewatering plans as construction progresses to reflect changing conditions and shall submit an updated plan if necessary. A written report shall be submitted, at least monthly, informing the Contractor and Contracting Officer of the status of the plan and an accounting of the Contractor's adherence to the plan addressing any present or potential problems. The Geotechnical Engineer shall be available to meet with the Contracting Officer at any time throughout the contract duration.

3.6.1 General Requirements for Shoring

The Contractor shall submit a Shoring and Sheeting plan for approval 15 days prior to starting work. Submit drawings and calculations, certified by a registered professional geotechnical engineer, describing the methods for shoring and sheeting of excavations. Shoring, including sheet piling, shall be furnished and installed as necessary to protect workmen, banks, adjacent paving, structures, and utilities. Shoring, bracing, and sheeting shall be removed as excavations are backfilled, in a manner to prevent caving.

3.7 GRADING AREAS

Where indicated, work will be divided into grading areas within which satisfactory excavated material shall be placed in embankments, fills, and required backfills. The Contractor shall not haul satisfactory material excavated in one grading area to another grading area except when so directed in writing. Stockpiles shall be kept in a neat and well drained condition, giving due consideration to drainage at all times. The ground surface at stockpile locations shall be cleared, grubbed, and sealed by rubber-tired equipment, excavated satisfactory and unsatisfactory materials shall be separately stockpiled. Stockpiles of satisfactory materials shall be protected from contamination which may destroy the quality and fitness of the stockpiled material. If the Contractor fails to protect the stockpiles, and any material becomes unsatisfactory, such material shall be removed and replaced with satisfactory material from approved sources.

3.8 FINAL GRADE OF SURFACES TO SUPPORT CONCRETE

Excavation to final grade shall not be made until just before concrete is to be placed. Only excavation methods that will leave the foundation rock in a solid and unshattered condition shall be used. Approximately level surfaces shall be roughened, and sloped surfaces shall be cut as indicated into rough steps or benches to provide a satisfactory bond. Shales shall be protected from slaking and all surfaces shall be protected from erosion resulting from ponding or flow of water.

3.9 GROUND SURFACE PREPARATION

3.9.1 General Requirements

Unsatisfactory material in surfaces to receive fill or in excavated areas

SECTION 31 00 00.00 06 Page 14 shall be removed and replaced with satisfactory materials as directed by the Contracting Officer. The surface shall be scarified to a depth of 6 inches before the fill is started. Sloped surfaces steeper than 1 vertical to 4 horizontal shall be plowed, stepped, benched, or broken up so that the fill material will bond with the existing material. When subgrades are less than the specified density, the ground surface shall be broken up to a minimum depth of 6 inches, pulverized, and compacted to the specified density. When the subgrade is part fill and part excavation or natural ground, the excavated or natural ground portion shall be scarified to a depth of 12 inches and compacted as specified for the adjacent fill.

3.9.2 Frozen Material

Material shall not be placed on surfaces that are muddy, frozen, or contain frost. Compaction shall be accomplished by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, or other approved equipment well suited to the soil being compacted. Material shall be moistened or aerated as necessary to provide the moisture content that will readily facilitate obtaining the specified compaction with the equipment used. Minimum subgrade density shall be as specified in paragraph TESTING.

3.10 UTILIZATION OF EXCAVATED MATERIALS

Unsatisfactory materials removed from excavations shall be disposed of in designated waste disposal or spoil areas. Satisfactory material removed from excavations shall be used, insofar as practicable, in the construction of fills, embankments, subgrades, shoulders, bedding (as backfill), and for similar purposes. No satisfactory excavated material shall be wasted without specific written authorization. Satisfactory material authorized to be wasted shall be disposed of in designated areas approved for surplus material storage or designated waste areas as directed. Newly designated waste areas on Government-controlled land shall be cleared and grubbed before disposal of waste material thereon.

Coarse rock from excavations shall be stockpiled and used for constructing slopes or embankments adjacent to streams, or sides and bottoms of channels and for protecting against erosion. No excavated material shall be disposed of to obstruct the flow of any stream, endanger a partly finished structure, impair the efficiency or appearance of any structure, or be detrimental to the completed work in any way.

3.11 BURIED TAPE AND DETECTION WIRE

3.11.1 Buried Warning and Identification Tape

Provide buried utility lines with utility identification tape. Bury tape 12 inches below finished grade; under pavements and slabs, bury tape 6 inches below top of subgrade.

3.11.2 Buried Detection Wire

Bury detection wire directly above non-metallic piping at a distance not to exceed 12 inches above the top of pipe. The wire shall extend continuously and unbroken, from manhole to manhole. The ends of the wire shall terminate inside the manholes at each end of the pipe, with a minimum of 3 feet of wire, coiled, remaining accessible in each manhole.

The wire shall remain insulated over its entire length. The wire shall enter manholes between the top of the corbel and the frame, and extend up through the chimney seal between the frame and the chimney seal. For

SECTION 31 00 00.00 06 Page 15 force mains, the wire shall terminate in the valve pit at the pump station end of the pipe.

3.12 BACKFILLING AND COMPACTION

Backfill adjacent to any and all types of structures shall be placed and compacted between 85 and 90 percent laboratory maximum density for cohesionless materials to prevent wedging action or eccentric loading upon or against the structure. Ground surface on which backfill is to be placed shall be prepared as specified in paragraph PREPARATION OF GROUND SURFACE FOR EMBANKMENTS. Compaction shall be accomplished by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment.

3.12.1 Trench Backfill

Trenches shall be backfilled to 2 feet above the top of pipe prior to performing the required pressure tests. The joints and couplings shall be left uncovered during the pressure test. The trench shall not be backfilled until all specified tests are performed.

3.12.1.1 Replacement of Unyielding Material

Unyielding material removed from the bottom of the trench shall be replaced with select granular material or initial backfill material.

3.12.1.2 Replacement of Unstable Material

Unstable material removed from the bottom of the trench or excavation shall be replaced with select granular material placed in layers not exceeding 6 inches loose thickness.

3.12.1.3 Bedding and Initial Backfill

Bedding shall be of the type and thickness shown. Initial backfill material shall be placed and compacted with approved tampers to a height of at least one foot above the utility pipe or conduit. The backfill shall be brought up evenly on both sides of the pipe for the full length of the pipe. Care shall be taken to ensure thorough compaction of the fill under the haunches of the pipe. Except as specified otherwise in the individual piping section, provide bedding for buried piping in accordance with AWWA C600, Type 4, except as specified herein. Backfill to top of pipe shall be compacted to 95 percent of ASTM D698 maximum density.

Plastic piping shall have bedding to spring line of pipe. Provide materials as follows:

a. Class I: Angular, 0.25 to 1.5 inches, graded stone, including a number of fill materials that have regional significance such as coral, slag, cinders, crushed stone, and crushed shells.

b. Class II: Coarse sands and gravels with maximum particle size of

1.5 inches, including various graded sands and gravels containing small percentages of fines, generally granular and noncohesive, either wet or dry. Soil Types GW, GP, SW, and SP are included in this class as specified in ASTM D2487.

3.12.1.4 Final Backfill

The remainder of the trench, except for special materials for roadways, SECTION 31 00 00.00 06 Page 16 railroads and airfields, shall be filled with satisfactory material.

Backfill material shall be placed and compacted as follows:

a. Roadways, Railroads, and Airfields: Backfill shall be placed up to the required elevation as specified.