VOL4.PDF

THIS PROJECT IS ADVERTISED ON AN UNRESTRICTED BASIS

VOLUME 4 OF 6

SOLICITATION NO: W9127820R0057

CADD NO: MEF19017

SPECIFICATIONS

FOR

CYBERSPACE TEST GROUP FACILITY FTFA 163007

EGLIN AIR FORCE BASE, FLORIDA

(OKALOOSA COUNTY)

“GOOD ENGINEERING RESULTS IN A BETTER ENVIRONMENT”

U.S. ARMY ENGINEER DISTRICT, MOBILE

109 St. Joseph St

Mobile, Alabama 36602

CYBERSPACE TEST GROUP FACILITY FTFA 163007 W9127820R0057

EGLIN AIR FORCE BASE, FLORIDA MEF19017

TOC - 1

TABLE OF CONTENTS

VOLUME 1 OF 6

CHECKLIST FOR PREPARATION OF OFFERS

BIDDING REQUIREMENTS

STANDARD FORM 1442 - SOLICITATION, OFFER, AND AWARD

BIDDING SCHEDULE

EXPLANATION OF BID ITEMS

STANDARD FORM 24 - BID BOND

STANDARD FORM 28 - AFFIDAVIT OF INDIVIDUAL SURETY

STANDARD FORM LLL - DISCLOSURE OF LOBBYING ACTIVITIES

SMALL BUSINESS SUBCONTRACTING PLAN TEMPLATE

00 11 00 PROPOSAL SUBMISSION REQUIREMENTS AND INSTRUCTIONS

00 12 00 EVALUATION CRITERIA AND BASIS OF AWARD

00 21 16 INSTRUCTIONS TO PROPOSERS

00 45 00 REPRESENTATIONS AND CERTIFICATIONS

00 70 00 CONDITIONS OF THE CONTRACT

SPECIFICATIONS

DIVISION 01 - GENERAL REQUIREMENTS

01 00 00 ADDITIONAL SPECIAL CONTRACT REQUIREMENTS

BASE ACCESS FORM

EP310-1-6a PROJECT SIGNS

DD FORM 1354

DD FORM 1354 CHECKLIST

WAGE RATES

01 00 01 GENERAL CONTRACT REQUIREMENTS

CESAM FORM 1151

01 11 00 SUMMARY OF WORK

01 14 00 WORK RESTRICTIONS

01 32 01.00 10 PROJECT SCHEDULE

01 33 00 SUBMITTAL PROCEDURES

SUBMITTAL REGISTER

FORM 4025

01 33 29 SUSTAINABILITY REQUIREMENTS

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.00 10 QUALITY CONTROL

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

SAM FORM 696

01 45 35 SPECIAL INSPECTIONS

STATEMENT OF SPECIAL INSPECTIONS

SCHEDULE OF SPECIAL INSPECTIONS

01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS – EGLIN STANDARD

01 74 19 CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL

01 78 23 OPERATION AND MAINTENANCE DATA

01 91 00.15 TOTAL BUILDING COMMISSIONING

DIVISION 02 - EXISTING CONDITIONS

02 41 00 DEMOLITION

DIVISION 03 - CONCRETE

03 30 53 MISCELLANEOUS CAST-IN-PLACE CONCRETE

TOC - 2

DIVISION 04 - MASONRY

04 20 00 UNIT MASONRY

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

VOLUME 2 OF 6

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 10 00 ROUGH CARPENTRY

06 41 16.00 10 LAMINATE CLAD ARCHITECTURAL CASEWORK

06 61 16 SOLID POLYMER (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 AND BLOCK INSULATION

07 21 16 MINERAL FIBER BLANKET INSULATION

07 22 00 ROOF AND DECK INSULATION

07 27 26 FLUID-APPLIED MEMBRANE AIR BARRIERS

07 41 13 METAL ROOF PANELS

07 42 13 METAL WALL PANELS

07 52 00 MODIFIED BITUMINOUS MEMBRANE ROOFING

07 60 00 FLASHING AND SHEET METAL

07 72 00 ROOFTOP FALL PROTECTION AND ACCESSORIES

07 84 00 FIRESTOPPING

07 92 00 JOINT SEALANTS

DIVISION 08 - OPENINGS

08 11 13 STEEL DOORS AND FRAMES

08 14 00 WOOD DOORS

08 31 00 ACCESS DOORS AND PANELS

08 33 23 OVERHEAD COILING 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 51 13 ALUMINUM WINDOWS

08 71 00 DOOR HARDWARE

HARDWARE SETS

08 81 00 GLAZING

08 91 00 METAL WALL LOUVERS

DIVISION 09 - FINISHES

09 06 00 SCHEDULES FOR FINISHES

09 22 00 SUPPORTS FOR PLASTER AND GYPSUM BOARD

TOC - 3

DIVISION 09 – FINISHES (CONTINUED)

09 29 00 GYPSUM BOARD

09 30 10 CERAMIC, QUARRY, AND GLASS TILING

09 51 00 ACOUSTICAL CEILINGS

09 62 38 STATIC-CONTROL FLOORING

09 65 00 RESILIENT FLOORING

09 66 16 TERRAZZO FLOOR TILE

09 67 23.13 STANDARD RESINOUS FLOORING

09 68 00 CARPETING

09 69 13 RIGID GRID ACCESS FLOORING

09 72 00 WALLCOVERINGS

09 90 00 PAINTS AND COATINGS

DIVISION 10 - SPECIALTIES

10 14 00.10 EXTERIOR SIGNAGE

10 14 02 INTERIOR SIGNAGE

10 21 13 TOILET COMPARTMENTS

10 26 00 WALL AND DOOR PROTECTION

10 28 13 TOILET ACCESSORIES

10 73 16 CANTILEVERED ENTRANCE CANOPY

DIVISION 11 – EQUIPMENT

11 13 19.13 LOADING DOCK LEVELERS

DIVISION 12 - FURNISHINGS

12 24 13 ROLLER WINDOW SHADES

12 48 13 ENTRANCE FLOOR MATS AND FRAMES

12 59 00 SYSTEMS FURNITURE

12 70 00 FURNITURE, FIXTURES AND EQUIPMENT

DIVISION 13 – SPECIAL CONSTRUCTION

13 12 20 EXTRUDED ALUMINUM CANOPY SYSTEM

DIVISION 14 - CONVEYING EQUIPMENT

14 24 23 HYDRAULIC PASSENGER ELEVATORS

VOLUME 3 OF 6

DIVISION 21 - FIRE SUPPRESSION

21 13 13.00 10 WET PIPE SPRINKLER SYSTEM, FIRE PROTECTION

21 30 00 FIRE PUMPS

DIVISION 22 - PLUMBING

22 00 00 PLUMBING, GENERAL PURPOSE

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

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

23 05 93 TESTING, ADJUSTING, AND BALANCING FOR HVAC

23 07 00 THERMAL INSULATION FOR MECHANICAL SYSTEMS

23 09 23.13 20 BACnet DIRECT DIGITAL CONTROL SYSTEMS FOR HVAC

TOC - 4

23 64 10 WATER CHILLERS, VAPOR COMPRESSION TYPE

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

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

23 73 13 MODULAR INDOOR CENTRAL-STATION AIR-HANDLING UNITS

23 81 23.00 20 COMPUTER ROOM AIR CONDITIONING UNITS

DIVISION 26 - ELECTRICAL

26 00 00.00 20 BASIC ELECTRICAL MATERIALS AND METHODS

26 08 00 APPARATUS INSPECTION AND TESTING

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 24 13 SWITCHBOARDS

26 28 01.00 10 COORDINATED POWER SYSTEM PROTECTION

26 32 15.00 10 DIESEL-GENERATOR SET STATIONARY 100-2500 KW, WITH

AUXILIARIES

26 33 53 STATIC UNINTERRUPTIBLE POWER SUPPLY (UPS)

26 35 43 400-HERTZ (HZ) SOLID STATE FREQUENCY CONVERTER

26 36 00.00 10 AUTOMATIC TRANSFER SWITCH AND BY-PASS/ISOLATION SWITCH

26 41 00 LIGHTNING PROTECTION SYSTEM

26 42 14.00 10 CATHODIC PROTECTION SYSTEM (SACRIFICIAL ANODE)

26 51 00 INTERIOR LIGHTING

26 56 00 EXTERIOR LIGHTING

DIVISION 27 - COMMUNICATIONS

27 05 28.36 40 CABLE TRAYS FOR COMMUNICATIONS SYSTEMS

27 05 29.00 10 PROTECTIVE DISTRIBUTION SYSTEM (PDS) FOR SIPRNET

COMMUNICATION SYSTEMS

27 10 00 BUILDING TELECOMMUNICATIONS CABLING SYSTEM

27 51 16 RADIO AND PUBLIC ADDRESS SYSTEMS

27 54 00.00 20 COMMUNITY ANTENNA TELEVISION (CATV) SYSTEMS

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

VOLUME 4 OF 6

DIVISION 31 - EARTHWORK

31 00 00 EARTHWORK

31 11 00 CLEARING AND GRUBBING

31 31 16.13 CHEMICAL TERMITE CONTROL

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 01 19 FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID PAVEMENTS

32 05 33 LANDSCAPE ESTABLISHMENT

32 11 23 AGGREGATE BASE COURSES

32 12 13 BITUMINOUS TACK AND PRIME COATS

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

32 13 13.06 PORTLAND CEMENT CONCRETE PAVEMENT FOR ROADS AND SITE

FACILITIES

32 13 14.13 CONCRETE PAVING FOR AIRFIELDS AND OTHER HEAVY DUTY PAVEMENTS

32 13 73.19 COMPRESSION CONCRETE PAVING JOINT SEALANT

32 16 19 CONCRETE CURBS, GUTTERS AND SIDEWALKS

32 17 23 PAVEMENT MARKINGS

TOC - 5

32 31 13.53 HIGH-SECURITY CHAIN LINK FENCES AND GATES

DIVISION 32 - EXTERIOR IMPROVEMENTS (CONTINUED)

32 92 19 SEEDING

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 40 00 STORM DRAINAGE UTILITIES

33 71 02 UNDERGROUND ELECTRICAL DISTRIBUTION

33 82 00 TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

DIVISION 41 – MATERIAL PROCESSING AND HANDLING EQUIPMENT

41 22 23.19 MONORAIL HOISTS

VOLUME 5 OF 6

APPENDICES

APPENDIX A FURNITURE, FIXTURES, AND EQUIPMENT (FFE) PACKAGE

APPENDIX B BORING LOGS AND RESISTIVITY TEST DATA

APPENDIX C AIR FORCE FORMS 813

AF 813 PRIMARY SITE AREA NORTH OF DAYTONA ROAD

& AF 813 UTILITY SITES AND NEW PARKING LOT SITE SOUTH

OF DAYTONA ROAD

APPENDIX D AF FORM 103, BASE CIVIL ENGINEERING WORK CLEARANCE REQUEST

APPENDIX E EGLIN AIR FORCE BASE

PRE-CONSTRUCTION (PRECON) ENVIRONMENTAL MANAGEMENT CHECKLIST

(V12) EFFECTIVE: 6 MARCH 2019

APPENDIX F EXISTING COMM MANHOLE BUTTERFLY DIAGRAMS

APPENDIX G EGLIN BEST PRACTICE 1 – TEMPLATE FOR SMS BUILDER

APPENDIX H 96TH COMMUNICATIONS SQUADRON CYBER INFRASTRUCTURE DESIGN

GUIDE APRIL 2019

APPENDIX I AMERICAN STATES UTILITY SERVICES, INC. (ASUS)

STANDARD DETAILS AND SPECIFICATIONS - WATER AND SEWER

VOLUME 6 OF 6

APPENDICES (CONTINUED)

APPENDIX J CHELCO STANDARDS

APPENDIX K TECHNICAL SPECIFICATIONS FOR CONSTRUCTION AND MANAGEMENT OF

SENSITIVE COMPARTMENTED INFORMATION FACILITIES (VERSION 1.4)

IC TECH SPEC-FOR ICD/ICS 705, DATED SEPTEMBER 28, 2017

and UFC 4-010-05 (1 February 2013, Change 1, 1 October 2013)

SENSITIVE COMPARTMENTED INFORMATION FACILITIES PLANNING,

DESIGN, AND CONSTRUCTION

and

DODM 5200.01 VOL 3, APPENDIX TO ENCLOSURE 3 PHYSICAL

SECURITY

STANDARDS, DATED FEBRUARY 24, 2012

APPENDIX L EXISTING BUILDING 85 FIRST FLOOR PLAN (For Information Only)

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SECTION 31 00 00

EARTHWORK

08/08

PART 1 GENERAL

1.1 MEASUREMENT PROCEDURES

1.1.1 Topsoil Requirements

Separate excavation, hauling, and spreading or piling of topsoil and related miscellaneous operations will be considered subsidiary obligations of the Contractor, covered under the contract unit price for excavation.

1.2 PAYMENT PROCEDURES

Payment will constitute full compensation for all labor, equipment, tools, supplies, and incidentals necessary to complete the work as a lump sum.

1.3 CRITERIA FOR BIDDING

Base bids on the following criteria:

a. Surface elevations are as indicated.

b. 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. Ground water elevation is 39.6 feet below existing ground surface elevation.

c. Soil materials characteristics are indicated on the boring logs and by the laboratory test data.

d. Hard materials and rock are not anticipated to be encountered in the excavation.

1.4 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

SECTION 31 00 00 Page 1

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 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 (2018) Standard Specification for Concrete 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 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 (2017) Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D2937 (2017; E 2017; E 2018) Standard Test Method for Density of Soil in Place by the Drive-Cylinder Method

ASTM D4318 (2017; E 2018) Standard Test Methods for

SECTION 31 00 00 Page 2

Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D4972 (2019) Standard Test Methods for pH of Soils

ASTM D6938 (2017a) 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.))

UNITED FACILITIES CRITERIA (UFC)

UFC 3-250-01 (2016) Pavement Design for Roads and Parking Areas

U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)

EPA SW-846.3-3 (1999, Third Edition, Update III-A) Test Methods for Evaluating Solid Waste:

Physical/Chemical Methods

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

CID A-A-203 (Rev C; Notice 3) Paper, Kraft, Untreated

1.5 DEFINITIONS

1.5.1 Satisfactory Materials

Satisfactory materials comprise any materials classified by ASTM D2487 as

GW, GP, GM, GP-GM, GW-GM, GC, GP-GC, GM-GC, SW, SP, SM, SW-SM, SC, SW-SC,

SP-SM, SP-SC. Satisfactory materials for grading comprise stones less than 8 inches, except for fill material for pavements which comprise stones less than 3 inches in any dimension.

1.5.2 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. Notify the Contracting Officer when encountering any contaminated materials.

1.5.3 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. Perform testing, required for classifying materials, in accordance with ASTM D4318, ASTM C136/C136M and ASTM D1140.

SECTION 31 00 00 Page 3

1.5.4 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, express the degree of compaction for material having more than 30 percent by weight of their particles retained on the 3/4 inch sieve as a percentage of the maximum density in accordance with AASHTO T 180 and corrected with AASHTO T 224 . To maintain the same percentage of coarse material, use the "remove and replace" procedure as described in NOTE 8 of Paragraph 7.2 in AASHTO T 180 .

1.5.5 Overhaul

Overhaul is the authorized transportation of satisfactory excavation or borrow materials in excess of the free-haul limit. Overhaul is the product of the quantity of materials hauled beyond the free-haul limit, and the distance such materials are hauled beyond the free-haul limit, expressed in station yards.

1.5.6 Topsoil

If suitable topsoil is not available within the limits of the work area, it should generally be the Contractor's option to either treat the soil of the graded areas with fertilizer and supplements so as to be conducive to turf establishment and maintenance, or to transport topsoil to the project site. Modify pH range for specified turf and geographical requirements.

Material suitable for topsoils obtained from offsite areas or 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. pH must be tested in accordance with ASTM D4972

Organic matter shall contain 5 to 10 percent as determined by the topsoil composition tests of the Organic Carbon, 6A, Chemical Analysis Method described in DOA SSIR 42. Maximum particle size, 3/4 inch, with maximum 3 percent retained on 1/4 inch screen.

1.5.7 Unstable Material

Any localized areas beneath structures that are too soft or too wet to provide a stable fill, or subgrade soils that exhibit pumping action when construction equipment passes over should be aerated and reconditioned to provide a stable condition. If reasonable efforts, as determined by the Contracting Officer, do not produce a stable condition, this material is considered unstable, requiring undercutting to a stable subgrade.

1.5.8 Select Granular Material

1.5.8.1 General Requirements

Select granular material consist of materials classified as GW, GP, SW, SP, by ASTM D2487 where indicated. The liquid limit of such material must not exceed 30 percent when tested in accordance with ASTM D4318. The plasticity index must not be greater than 10 percent when tested in

SECTION 31 00 00 Page 4 accordance with ASTM D4318, and less than 10 percent passing the No. 200 sieve when tested in accordance with ASTM D1140. Provide a minimum coefficient of permeability of 0.002 feet per minute when tested in accordance with ASTM D2434.

1.5.8.2 California Bearing Ratio Values

Bearing Ratio: At 0.1 inch penetration, provide a bearing ratio of 15 percent at 95 percent ASTM D1557 maximum density as determined in accordance with ASTM D1883 for a laboratory soaking period of not less than 4 days.

1.5.9 Initial Backfill Material

Initial backfill consists of select granular material or satisfactory materials free from rocks 3 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, free the initial backfill material of stones larger than 2 inches in any dimension or as recommended by the pipe manufacturer, whichever is smaller.

1.5.10 Expansive Soils

Expansive soils are defined as soils that have a plasticity index equal to or greater than 20 when tested in accordance with ASTM D4318.

1.5.11 Nonfrost Susceptible (NFS) Material

Nonfrost susceptible material are a uniformly graded washed sand with a maximum particle size of 0.25 inch and less than 5 percent passing the No.

200 size sieve, and with not more than 3 percent by weight finer than 0.02 mm grain size.

1.5.12 SITE FILL AND BACKFILL

It is recommended to scarify, mix and compact areas to receive fill to a minimum of 95 percent of a Modified Proctor Density (MPD) as per ASTM D1557.

Satisfactory and Select fill placed in horizontal lifts not exceeding 8 inches in loose depth for roller compactors (smooth-drum and/or vibratory rollers for granular soils), or 4 inches in loose depth for hand operated compactors. Vibratory compaction is recommended for granular, cohesionless soils that were encountered at this site.

1.6 SYSTEM DESCRIPTION

Subsurface soil boring logs are appended to the SPECIAL CONTRACT REQUIREMENTS. These data represent the best subsurface information available; however, variations may exist in the subsurface between boring locations.

1.6.1 Classification of Excavation

No excavated materials, free of organics and other deleterious materials and satisfying the specifications of select fill may be stock piled for re-use beneath structures.

1.6.1.1 Common Excavation

Include common excavation with the satisfactory removal and disposal of

SECTION 31 00 00 Page 5 all materials not classified as rock excavation.

1.6.2 Dewatering Work Plan

Due to groundwater having been encountered at a depth of approximately 40 feet, dewatering is not anticipated during excavation and utility work on this project. However, if inclement weather persists over extended days, temporary dewatering may be required in areas where water infiltrates the excavation area causing an unsuitable/unstable working area. Dewatering techniques are the means and methods of the contractor. Submit procedures for accomplishing dewatering work if necessary.

1.7 SUBMITTALS

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

submittals not having a "G" designation are for Contractor Quality Control approval. Submittals with an "S" are for inclusion in the Sustainability eNotebook, in conformance to Section 01 33 29 SUSTAINABILITY REPORTING.

Submit the following in accordance with Section 01 33 00 SUBMITTAL

PROCEDURES:

SD-01 Preconstruction Submittals

Shoring; G Dewatering Work Plan; G

SD-03 Product Data

Utilization of Excavated Materials; G Opening of any Excavation or Borrow Pit Shoulder Construction

SD-06 Test Reports

Testing

Within 24 hours of conclusion of physical tests, submit 2 copies of test results, including calibration curves and results of calibration tests.

SD-07 Certificates

Testing

PART 2 PRODUCTS

2.1 REQUIREMENTS FOR OFFSITE SOILS

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 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

SECTION 31 00 00 Page 6 onsite until tests have been approved by the Contracting Officer.

2.2 BURIED WARNING AND IDENTIFICATION TAPE

Provide 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 inches 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. Provide permanent color and printing, 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

White Steam Systems

Gray Compressed Air

2.2.1 Warning Tape for Metallic Piping

Provide acid and alkali-resistant polyethylene plastic tape conforming to the width, color, and printing requirements specified above, with a minimum thickness of 0.003 inch and 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

Provide polyethylene plastic tape conforming to the width, color, and printing requirements specified above, with a minimum thickness of 0.004 inch, and a minimum strength of 1500 psi lengthwise and 1250 psi crosswise. Manufacture tape 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.

2.3 DETECTION WIRE FOR NON-METALLIC PIPING

Insulate a single strand, solid copper detection wire with a minimum of 12

AWG.

2.4 MATERIAL FOR RIP-RAP

Provide Bedding material and Filter fabric and rock conforming to the requirements for construction indicated.

SECTION 31 00 00 Page 7

2.4.1 Bedding Material

Provide bedding material consisting of sand, gravel, or crushed rock, well graded, or poorly graded with a maximum particle size of 2 inches.

Compose material of tough, durable particles. Allow fines passing the No.

200 standard sieve with a plasticity index less than six.

2.5 CAPILLARY WATER BARRIER

Provide capillary water barrier of clean, crushed nonporous rock, crushed gravel, or uncrushed gravel with a maximum particle size of 1.5 inches and nor more than 2 percent by weight passing the 3/16 inch size (No.4) sieve. Conform to ASTM C33/C33M for fine aggregate grading with a maximum of 3 percent by weight passing ASTM D1140, No. 200 sieve, or 1-1/2 inch and no more than 2 percent by weight passing the No. 4 size sieve or coarse aggregate Size 57, 67, or 77. Capillary water barrier shall be a minimum of 6 inches thick and shall include a minimum 15 mil sheet vapor barrer.

2.6 PIPE CASING

2.6.1 Casing Pipe

ASTM A139/A139M , Grade B, or ASTM A252, Grade 2, smooth wall pipe. Match casing size to the outside diameter and wall thickness as indicated.

Protective coating is not required on casing pipe.

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. 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, strip topsoil to a depth of 4 inches. Spread topsoil 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.

Keep topsoil 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. Stockpile in locations indicated or remove from the site any surplus of topsoil from excavations and gradings.

Existing vegetated (trees and grass) areas to receive fill, support pavement or building foundations should be stripped of all surface vegetation. All tap roots, organics, debris, and other deleterious material is recommended to be completely removed from beneath building and pavement areas. A minimum of 18-inches of stripping is recommended in these areas. Topsoil should be stockpiled for reuse. Typically the surface soil in this area is not considered topsoil. The drilling logs do not indicate topsoil was encountered. Any topsoil needed to establish landscape (turf) is expected to be borrowed from off-site sources.

SECTION 31 00 00 Page 8

3.2 GENERAL EXCAVATION

Perform excavation of every type of material encountered within the limits of the project to the lines, grades, and elevations indicated and as specified. Perform the grading in accordance with the typical sections shown and the tolerances specified in paragraph FINISHING. Transport satisfactory excavated materials and place in fill or embankment within the limits of the work. Excavate unsatisfactory materials encountered within the limits of the work below grade and replace with satisfactory materials as directed. Include such excavated material and the satisfactory material ordered as replacement in excavation. Dispose surplus satisfactory excavated material not required for fill or embankment in areas approved for surplus material storage or designated waste areas. Dispose unsatisfactory excavated material in designated waste or spoil areas. During construction, perform excavation and fill in a manner and sequence that will provide proper drainage at all times.

Excavate material required for fill or embankment in excess of that produced by excavation within the grading limits from the borrow areas indicated or from other approved areas selected by the Contractor as specified.

3.2.1 Ditches, Gutters, and Channel Changes

Finish excavation of ditches, gutters, and channel changes by cutting accurately to the cross sections, grades, and elevations shown on Drawings. Do not excavate ditches and gutters below grades shown.

Backfill the excessive open ditch or gutter excavation with satisfactory, thoroughly compacted, material or with suitable stone or cobble to grades shown. Dispose excavated material as shown or as directed, except in no case allow material be deposited a maximum 4 feet from edge of a ditch.

Maintain excavations free from detrimental quantities of leaves, brush, sticks, trash, and other debris until final acceptance of the work.

3.2.2 Drainage Structures

Make excavations to the lines, grades, and elevations shown, or as directed. Provide trenches and foundation pits of sufficient size to permit the placement and removal of forms for the full length and width of structure footings and foundations as shown. Clean rock or other hard foundation material of loose debris and cut to a firm, level, stepped, or serrated surface. Remove loose disintegrated rock and thin strata. Do not disturb the bottom of the excavation when concrete or masonry is to be placed in an excavated area. Do not excavate to the final grade level until just before the concrete or masonry is to be placed. Where pile foundations are to be used, stop the excavation of each pile cap a minimum elevation 1 foot above the base of the footing, as specified, before piles are driven. After the pile driving has been completed, remove loose and displaced material and complete excavation, leaving a smooth, solid, undisturbed surface to receive the concrete or masonry.

3.2.3 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.

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 provide temporary ditches, swales, and other drainage

SECTION 31 00 00 Page 9 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.

3.2.4 Dewatering

Control groundwater flowing toward or into excavations to prevent sloughing of excavation slopes and walls, boils, uplift and heave in the excavation and to eliminate interference with orderly progress of construction. Do not permit French drains, sumps, ditches or trenches 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. Take control measures 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, maintain the water level continuously, at least 2 feet below the working level. Operate dewatering system continuously until construction work below existing water levels is complete. Submit performance records weekly. Measure and record performance of dewatering system at same time each day by use of observation wells or piezometers installed in conjunction with the dewatering system. Relieve hydrostatic head in previous zones below subgrade elevation in layered soils to prevent uplift.

3.2.5 Trench Excavation Requirements

Excavate the trench as recommended by the manufacturer of the pipe to be installed. Slope trench walls below the top of the pipe, or make vertical, and of such width as recommended in the manufacturer's printed installation manual. Provide vertical trench walls where no manufacturer's printed installation manual is available. Shore trench walls more than 4 feet high, cut back to a stable slope, or provide with equivalent means of protection for employees who may be exposed to moving ground or cave in. Shore vertical trench walls more than 3 feet high.

Excavate trench walls which are cut back to at least the angle of repose of the soil. Give special attention to slopes which may be adversely affected by weather or moisture content. Do not exceed the trench width below the pipe top of 24 inches plus pipe outside diameter (O.D.) for pipes of less than 24 inches inside diameter, and do not exceed 36 inches plus pipe outside diameter for sizes larger than 24 inches inside diameter. Where recommended trench widths are exceeded, provide redesign, stronger pipe, or special installation procedures by the Contractor. The Contractor is responsible for the cost of redesign, stronger pipe, or special installation procedures without any additional cost to the Government.

3.2.5.1 Bottom Preparation

Grade the bottoms of trenches accurately to provide uniform bearing and support for the bottom quadrant of each section of the pipe. Excavate bell holes to the necessary size at each joint or coupling to eliminate point bearing. Remove stones of 3 inch or greater in any dimension, or as recommended by the pipe manufacturer, whichever is smaller, to avoid point bearing.

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3.2.5.2 Removal of Unyielding Material

Where unyielding material is encountered in the bottom of the trench, remove such material 4 inch below the required grade and replaced with suitable materials as provided in paragraph BACKFILLING AND COMPACTION.

3.2.5.3 Removal of Unstable Material

Where unstable material is encountered in the bottom of the trench, remove such material to the depth directed and replace it 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 Contractor is responsible for excavating the resulting material and replacing it without additional cost to the Government.

3.2.5.4 Excavation for Appurtenances

Provide excavation for manholes, catch-basins, inlets, or similar structures sufficient to leave at least 12 inches clear between the outer structure surfaces and the face of the excavation or support members or of sufficient size to permit the placement and removal of forms for the full length and width of structure footings and foundations as shown. Clean rock or loose debris and cut to a firm surface either level, stepped, or serrated, as shown or as directed. Remove loose disintegrated rock and thin strata. Specify removal of unstable material. When concrete or masonry is to be placed in an excavated area, take special care not to disturb the bottom of the excavation. Do not excavate to the final grade level until just before the concrete or masonry is to be placed.

3.2.6 Underground Utilities

The Contractor is responsible for movement of construction machinery and equipment over pipes and utilities during construction. Perform work adjacent to non-Government utilities as indicated in accordance with procedures outlined by utility company. 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.

3.2.7 Structural Excavationand Building Slab Subgrade Preparation

Ensure that footing subgrades have been inspected and approved by the Contracting Officer prior to concrete placement. Backfill and compact over excavations and changes in grade due to pile driving operations to 95 percent of ASTM D698 maximum density.

a. Grade beams and footings should be neatly excavated if possible. If neat excavation is not possible, the foundation should be properly formed. If a toothed bucket is used, excavation with this bucket should be stopped approximately 6 inches above final grade and the grade beam/footing excavation completed with a smooth-mouthed bucket or by hand labor. Debris in the bottom of the excavation should be removed prior to steel rebar placement.

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b. The foundation excavation should be sloped sufficiently to create internal sumps for runoff collection and removal. If surface runoff water or groundwater seepage in excess of 1/2 inch accumulates at the bottom of the foundation excavation, it should be collected, removed, and not allowed to adversely affect the quality of the bearing surface.

c. During stripping operations, it is recommended that the on-site excavated soils be completely removed and stockpiled for reuse as fill in general areas outside of building/pavement areas. Excavated materials satisfying the criteria for select fill can be used beneath foundations, buildings and pavements.

d. Existing underground communication lines are located under the new building footprint. Field locate and protect the existing lines to remain. Excavation and compaction in areas over, under and adjacent to the existing communication lines shall be done with the utmost caution.

e. Footing concrete and foundation elements are suggested to be placed as soon as possible after excavation, to reduce the potential for infiltration of water into the soils beneath the footings.

1.) Spread footings Based on the settlement and bearing pressure calculations, it is recommended to undercut beneath the footing bearing level to an elevation of +53.0 feet.

It is recommended that the spread footings bear a minimum of 2.0 feet below the Finished Floor Elevation (FFE) of +57.5. Column foundations are recommended to have a minimum horizontal dimension of 3.0 feet to prevent shear failure. Backfilling shall use satisfactory fill compacted to 95 percent of the material's Modified Proctor Density as per ASTM D1557.

2.) Strip Footings It is recommended to undercut beneath the footing bearing level of strip footings, to a minimum depth of 2.0 feet.

It is recommended that the strip footings be placed a minimum of

1.5 feet below the finished floor elevation or 2.0 feet below outside adjacent grade. A 2.0 feet minimum horizontal dimension is recommended for strip footings. Backfilling shall use satisfactory fill compacted to 95 percent of the material's Modified Proctor Density as per ASTM D1557.

f. A polyethylene vapor barrier (15-mil thick) and a minimum 6-inch capillary water barrier shall be provided beneath (interior) floor slabs supported on-grade. The vapor barrier and capillary water barrier are not required for exterior slabs-on-grade that are open/exposed to the elements (e.g. mechanical equipment pads, generator pads etc. which are not subject to heated and/or cooled interior spaces) and not connected to the building.

The 6-inch capillary water barrier shall consist of clean crushed, nonporous rock, crushed gravel, or uncrushed gravel with a maximum particle size of 1.5 inches and no more than 2 percent by weight passing the 3/16 inch size (No. 4) sieve.

g. Prior to placement and compaction of fill and prior to floor slab construction, the soil subgrade should be thoroughly proofrolled with

SECTION 31 00 00 Page 12 a 20-ton vibrating roller. The above subgrade preparation recommendations should be applied to an area extending a minimum of 5 feet outside of the building and canopy areas, including attached walkways and any other architectural elements.

h. The design of lateral earth pressure on foundations and small retaining walls at a depth Z can be calculated by the equation vertical pressure = K * unit wt. * Z where K is the coefficient of earth pressure for one of the three cases (active, at rest, or passive) and unit wt. is the density of the earth.

Assuming a compact, moist, sand backfill located above the water table, it is recommended that a density of 115 pcf be used for computing earth pressures. Active, at rest, and passive earth pressure coefficients of 0.33, 0.50, and 2.00 are recommended. The sliding factor recommended value is 0.20. The passive earth pressure coefficient and sliding factor were reduced by a factor of safety of 1.5. All coefficients were determined by assuming an internal friction angle of 30 degrees.

These values are recommended only for re-use of onsite soils. Borrow material is recommended to be tested to verify soil properties. These values, also, do not reflect the buoyancy influences of groundwater or lateral loadings resulting from groundwater forces.

3.3 SELECTION OF BORROW MATERIAL

Select borrow material to meet the requirements and conditions of the particular fill or embankment for which it is to be used. Unless otherwise provided in the contract, the Contractor is responsible for obtaining 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 from the owners. Borrow material from approved sources on Government-controlled land may be obtained without payment of royalties. Unless specifically provided, do not obtain borrow within the limits of the project site without prior written approval. Consider necessary clearing, grubbing, and satisfactory drainage of borrow pits and the disposal of debris thereon related operations to the borrow excavation.

3.4 OPENING AND DRAINAGE OF EXCAVATION AND BORROW PITS

Except as otherwise permitted, excavate borrow pits and other excavation areas providing adequate drainage. Transport overburden and other spoil material to designated spoil areas or otherwise dispose of as directed.

Provide neatly trimmed and drained borrow pits after the excavation is completed. Ensure that excavation of any area, operation of borrow pits, or dumping of spoil material results in minimum detrimental effects on natural environmental conditions.

3.5 ENGINEERING

3.5.1 Geotechnical Engineer

The Contractor shall hire a Professional Geotechnical Engineer and testing laboratory to provide inspection of excavations, monitor fill placement and soil compaction, sample and test construction materials, and inspect soil/groundwater conditions throughout construction. The Geotechnical Engineer is responsible for performing pre-construction and periodic site visits throughout construction to assess site conditions.

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3.6 SHORING

Shoring is not anticipated in construction of this project. If the contractor elects to perform shore excavations then, shoring shall not be permitted without prior written approval of a licensed Geotechnical Engineer. Install shoring as necessary to protect workman, adjacent paving, structures and utilities. Remove shoring, bracing and sheeting as excavations are Backfilled, in a manner to prevent caving.

3.7 GRADING AREAS

Where indicated, divide work into grading areas within which satisfactory excavated material will be placed in embankments, fills, and required backfills. Do not haul satisfactory material excavated in one grading area to another grading area except when so directed in writing. Place and grade stockpiles of satisfactory and unsatisfactory and wasted materials as specified. Keep stockpiles in a neat and well drained condition, giving due consideration to drainage at all times. Clear, grub, and seal by rubber-tired equipment, the ground surface at stockpile locations; separately stockpile excavated satisfactory and unsatisfactory materials. Protect stockpiles of satisfactory materials 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, remove and replace such material with satisfactory material from approved sources.

3.8 FINAL GRADE OF SURFACES TO SUPPORT CONCRETE

Do not excavate to final grade until just before concrete is to be placed. Only use excavation methods that will leave the foundation rock in a solid and unshattered condition. Roughen the level surfaces, and cut the sloped surfaces, as indicated, into rough steps or benches to provide a satisfactory bond. Protect shales from slaking and all surfaces from erosion resulting from ponding or water flow.

3.9 GROUND SURFACE PREPARATION

3.9.1 General Requirements

Remove and replace unsatisfactory material with satisfactory materials, as directed by the Contracting Officer, in surfaces to receive fill or in excavated areas. Scarify the surface to a depth of 6 inches before the fill is started. Plow, step, bench, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so that the fill material will bond with the existing material. When subgrades are less than the specified density, break up the ground surface to a minimum depth of 6 inches, pulverizing, and compacting to the specified density. When the subgrade is part fill and part excavation or natural ground, scarify the excavated or natural ground portion to a depth of 12 inches and compact it as specified for the adjacent fill.

3.9.2 Frozen Material

Do not place material on surfaces that are muddy, frozen, or contain frost. This prohibition encompasses all foundation types, including the natural ground, all prepared subgrades (whether in an excavation area or on an embankment) and all layers of previously placed and compacted earth fill which become the foundations for successive layers of each fill. All material that freezes or has been subjected to freeze-thaw action during

SECTION 31 00 00 Page 14 the construction work, or during periods of temporary shutdowns, such as, but not limited to, nights, holidays, weekends, winter shutdowns, or earthwork operations, shall be removed to a minimum depth in accordance with the latest UFC 3-301-01 and replaced with new material.

Alternatively, the material shall be thawed, dried, reworked, and recompacted to the specified criteria before additional material is placed. The Contracting Officer will determine when placement of fill shall cease due to cold weather. The Contracting Officer may elect to use average daily air temperatures, and/or physical observation of the soils for this determination. Till material shall not contain frozen clumps of soil, snow, or ice.

3.10 UTILIZATION OF EXCAVATED MATERIALS

Dispose unsatisfactory materials by removing from Government property.

Re-se satisfactory material removed from excavations, insofar as practicable, in the construction of fills, embankments, subgrades, shoulders, bedding (as backfill), and for similar purposes. Submit procedure and location for disposal of unused satisfactory material.

Submit proposed source of borrow material . Do not waste any satisfactory excavated material without specific written authorization. Dispose of satisfactory material, authorized to be wasted, in designated areas approved for surplus material storage or designated waste areas as directed. Clear and grub newly designated waste areas on Government-controlled land before disposal of waste material thereon.

Stockpile and use coarse rock from excavations for constructing slopes or embankments adjacent to streams, or sides and bottoms of channels and for protecting against erosion. Do not dispose excavated material 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. Extend the wire continuously and unbroken, from manhole to manhole. Terminate the ends of the wire inside the manholes at each end of the pipe, with a minimum of 3 feet of wire, coiled, remaining accessible in each manhole. Furnish insulated wire over it's entire length. Install wires at 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 force mains, terminate the wire in the valve pit at the pump station end of the pipe.

3.12 BACKFILLING AND COMPACTION

Place backfill adjacent to any and all types of structures, in successive horizontal layers of loose materia not more than 8 inches in depth for motored compaction equipment and 4 inches for hand compaction equipment.

Compact to at least 90 percent laboratory maximum density as per ASTM D1557 for cohesive materials or 95 percent laboratory maximum density for

SECTION 31 00 00 Page 15 cohesionless materials, to prevent wedging action or eccentric loading upon or against the structure. All backfill and compaction methods shall follow UFC 3-250-01 .

Prepare ground surface on which backfill is to be placed and provide compaction requirements for backfill materials in conformance with the applicable portions of paragraphs GROUND SURFACE PREPARATION. Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment.

3.12.1 Trench Backfill

Backfill trenches to the grade shown. Backfill the trench to 2 feet above the top of pipe prior to performing the required pressure tests. Leave the joints and couplings uncovered during the pressure test. Do not backfilling of the trench until all specified tests are performed.

3.12.1.1 Replacement of Unyielding Material

Replace unyielding material removed from the bottom of the trench with select granular material or initial backfill material.

3.12.1.2 Replacement of Unstable Material

Replace unstable material removed from the bottom of the trench or excavation as directed by the Contracting Officer, with select granular material placed in layers not exceeding 6 inches loose thickness.

3.12.1.3 Bedding and Initial Backfill for Utility Pipe Installation

Place initial fill material and compact it with approved tampers to a height of at least one foot…