W912PL21R0003_Solicitation_Specifications_Vol3.pdf

RFP NO. W912PL21R0003

U.S. ARMY CORPS

OF ENGINEERS

LOS ANGELES DISTRICT

REQUEST FOR PROPOSALS

FY21 AIRCRAFT HANGAR

YUMA PROVING GROUND, AZ

Construction Solicitation and Specifications

Volume 3

FULL & OPEN COMPETITION

MARCH 2021

UNCLASSIFIED // FOR OFFICIAL USE ONLY (FOUO)

UNCLASSIFIED // FOR OFFICIAL USE ONLY (FOUO)

US Army Corps

Of Engineers

Louisville District

PN 86022 / P2# 469672

SOF Hangar

Yuma Proving Ground, AZ

Corrected Final Submission

September 2020

Solicitation Number: TBD

Contract# W912QR-17-D-0038

Specifications

Volume 3 of 4

Distribution Statement D Distribution authorized to the DoD and U.S.

DoD contractors only; 12 September 2018.

Other requests for this document shall be referred to Commander, US Army Yuma Proving Ground, ATTN: Directorate of Public Works Yuma, AZ 85365-9498

PN 86022 / P2# 469672

Corrected Final Submission

PROJECT TABLE OF CONTENTS Page 1

UNCLASSIFIED // FOR OFFICIAL USE ONLY

PROJECT TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

SF-1442

00 01 05 CERTIFICATION PAGE

00 10 00 CONTRACT LINE ITEM (CLIN) SCHEDULE

00 20 00 INSTRUCTIONS FOR PROCUREMENT

00 22 16 SUPPLEMENTARY INSTRUCTIONS TO PROPOSERS

00 45 00 REPRESENTATIONS AND CERTIFICATIONS

00 70 00 CONDITIONS OF THE CONTRACT

00 73 00 SUPPLEMENTARY CONDITIONS

00 73 46 WAGE DETERMINATION (RATES)

00 80 00 SPECIAL PROVISIONS

DIVISION 01 - GENERAL REQUIREMENTS

01 11 00 SUMMARY OF WORK

01 14 00 WORK RESTRICTIONS

01 30 00 ADMINISTRATIVE REQUIREMENTS

01 32 01.00 06 PROJECT SCHEDULE

01 33 00.00 06 SUBMITTAL PROCEDURES

01 33 29.00 06 SUSTAINABILITY REPORTING

01 35 13 SPECIAL PROJECT PROCEDURES

01 35 26.00 06 GOVERNMENT SAFETY REQUIREMENTS

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

01 46 00.00 06 TOTAL BUILDING COMMISSIONING

01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

01 57 19.00 06 TEMPORARY ENVIRONMENTAL CONTROLS AND PERMITS

01 74 19 CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT

01 78 23 OPERATION AND MAINTENANCE DATA

DIVISION 02 - EXISTING CONDITIONS

02 41 00 DEMOLITION

DIVISION 03 - CONCRETE

03 30 00 CAST-IN-PLACE CONCRETE

03 42 13.00 10 PLANT-PRECAST CONCRETE PRODUCTS FOR BELOW GRADE

CONSTRUCTION

DIVISION 04 - MASONRY

04 20 00 UNIT MASONRY

DIVISION 05 - METALS

05 05 23.16 STRUCTURAL WELDING

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 33 METAL LADDERS

05 51 36 METAL WALKWAYS

05 52 00 METAL RAILINGS

PN 86022 / P2# 469672

Corrected Final Submission

PROJECT TABLE OF CONTENTS Page 2

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 10 00 ROUGH CARPENTRY

06 41 16.00 10 PLASTIC-LAMINATE-CLAD ARCHITECTURAL CABINETS

06 61 16

DIVISION 07

SOLID SURFACING FABRICATIONS

- THERMAL AND MOISTURE PROTECTION

DIVISION 08 - OPENINGS

08 11 13 STEEL DOORS AND FRAMES

08 11 16 ALUMINUM DOORS AND FRAMES

08 14 00 WOOD DOORS

08 31 00 ACCESS DOORS AND PANELS

08 33 23 OVERHEAD COILING DOORS

08 34 16.20 VERTICAL LIFT FABRIC DOORS

08 41 13 ALUMINUM-FRAMED ENTRANCES AND STOREFRONTS

08 44 00 CURTAIN WALL AND GLAZED ASSEMBLIES

08 51 13 ALUMINUM WINDOWS

08 51 23 STEEL WINDOWS

08 60 45 TRANSLUCENT PANELS

08 71 00 DOOR HARDWARE

08 81 00 GLAZING

08 91 00 METAL WALL LOUVERS

DIVISION 09 - FINISHES

09 22 00 SUPPORTS FOR PLASTER AND GYPSUM BOARD

09 24 23 CEMENT STUCCO

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 67 23.13 STANDARD RESINOUS FLOORING

09 67 23.15 FUEL RESISTIVE RESINOUS FLOORING, 3-COAT SYSTEM

09 67 23.16 FUEL RESISTIVE RESINOUS FLOORING, 5-COAT SYSTEM

09 68 00 HIGH PERFORMANCE CARPETING

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 22 13 WIRE MESH PARTITIONS

10 26 00 WALL AND DOOR PROTECTION

10 28 13 TOILET ACCESSORIES

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

07 21 13 BOARD AND BLOCK 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 27 26 FLUID-APPLIED MEMBRANE AIR BARRIERS

07 42 13 METAL WALL PANELS

07 60 00 FLASHING AND SHEET METAL

07 61 14.00 20 STEEL STANDING SEAM ROOFING

07 84 00 FIRESTOPPING

07 92 00 JOINT SEALANTS

PN 86022 / P2# 469672

Corrected Final Submission

PROJECT TABLE OF CONTENTS Page 3

10 51 13 METAL LOCKERS

10 52 00 DRAFT CURTAIN

DIVISION 11 - EQUIPMENT

11 47 00 ICE MACHINES

DIVISION 12 - FURNISHINGS

12 24 13 ROLLER WINDOW SHADES

12 48 13 ENTRANCE FLOOR MATS AND FRAMES

DIVISION 13 - SPECIAL CONSTRUCTION

13 48 00 SEISMIC BRACING FOR MISCELLANEOUS EQUIPMENT

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 48.19 SEISMIC BRACING FOR HVAC

23 05 93.00 06 TESTING, ADJUSTING, AND BALANCING (TAB) OF 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 23.01 LONWORKS DIRECT DIGITAL CONTROL FOR HVAC AND OTHER

BUILDING CONTROL SYSTEMS

23 23 00 REFRIGERANT PIPING

23 64 10 WATER CHILLERS, VAPOR COMPRESSION TYPE

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

23 81 00 DECENTRALIZED UNITARY HVAC EQUIPMENT

23 83 00.00 20 ELECTRIC SPACE HEATING EQUIPMENT

DIVISION 25 - INTEGRATED AUTOMATION

25 05 11.01 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS:

BUILDING CONTROL SYSTEMS

25 05 11.02 CYBERSECURITY FOR FACILITY-RELATED CONTROL SYSTEMS: FIRE

AND LIFE SAFETY SYSTEMS

25 10 10 BUILDING AUTOMATION SYSTEM (BAS) FRONT END AND INTEGRATION

DIVISION 26 - ELECTRICAL

26 00 00.00 20 BASIC ELECTRICAL MATERIALS AND METHODS

26 05 48.00 10 SEISMIC PROTECTION FOR ELECTRICAL EQUIPMENT

26 08 00 APPARATUS INSPECTION AND TESTING

26 12 19.00 40 PAD-MOUNTED, LIQUID-FILLED, MEDIUM-VOLTAGE TRANSFORMERS

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 24 13 SWITCHBOARDS

26 28 01.00 10 COORDINATED POWER SYSTEM PROTECTION

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

26 41 00 LIGHTNING PROTECTION SYSTEM

26 42 14.00 10 CATHODIC PROTECTION SYSTEM (SACRIFICIAL ANODE)

26 42 22.00 20 CATHODIC PROTECTION SYSTEM FOR STEEL WATER TANKS

26 51 00 INTERIOR LIGHTING

26 56 00 EXTERIOR LIGHTING

26 56 20.00 10 AIRFIELD AND HELIPORT LIGHTING AND VISUAL NAVIGATION AIDS

PN 86022 / P2# 469672

Corrected Final Submission

PROJECT TABLE OF CONTENTS Page 4

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 13 23.00 40 COMMUNICATIONS OPTICAL BACKBONE CABLING

27 21 00.00 40 INTERCOMMUNICATION SYSTEM

27 51 16 PUBLIC ADDRESS SYSTEMS

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 08 10 ELECTRONIC SECURITY SYSTEM ACCEPTANCE TESTING

28 10 05 ELECTRONIC SECURITY SYSTEMS (ESS)

DIVISION 31 - EARTHWORK

31 00 00.00 06 EARTHWORK

31 05 22.00 06 GEOTEXTILES USED AS FILTERS

31 11 00 CLEARING AND GRUBBING

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 01 19 FIELD MOLDED SEALANTS FOR SEALING JOINTS IN RIGID

PAVEMENTS

32 11 23 AGGREGATE BASE COURSES

32 11 33 CEMENT SOIL

32 12 13 BITUMINOUS TACK AND PRIME COATS

32 12 15.13 ASPHALT PAVING FOR AIRFIELDS

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

32 13 14.13 CONCRETE PAVING FOR AIRFIELDS AND OTHER HEAVY DUTY

PAVEMENTS

32 16 19 CONCRETE CURBS, GUTTERS AND SIDEWALKS

32 17 23 PAVEMENT MARKINGS

32 31 13.53 HIGH-SECURITY CHAIN LINK FENCES AND GATES

DIVISION 33 - UTILITIES

33 01 30.16 TV INSPECTION OF SEWER PIPELINES

33 01 30.72 RELINING SEWERS

33 01 30.83 SUBSURFACE MANHOLE REHABILITATION

33 01 48 TEMPORARY BYPASS PUMPING SYSTEMS

33 05 23 TRENCHLESS UTILITY INSTALLATION

33 05 77 METERING MANHOLES

33 11 00 WATER UTILITY DISTRIBUTION PIPING

33 12 33 PACKAGED WATER BOOSTER STATION

33 16 00 UNDERGROUND FIRE PROTECTION WATER STORAGE TANKS

33 16 15 WATER STORAGE STEEL TANKS

33 30 00 SANITARY SEWERAGE

33 31 23.00 10 SANITARY SEWER FORCE MAIN PIPING

33 32 16 PACKAGED UTILITY WASTEWATER LIFT STATIONS

33 40 00 STORM DRAINAGE UTILITIES

33 47 13 POND AND RESERVOIR LINERS

33 71 01 OVERHEAD TRANSMISSION AND DISTRIBUTION

33 71 02 UNDERGROUND ELECTRICAL DISTRIBUTION

33 82 00 TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

DIVISION 41 - MATERIAL PROCESSING AND HANDLING EQUIPMENT

41 22 13.15 BRIDGE CRANES, OVERHEAD ELECTRIC, UNDER RUNNING

PN 86022 / P2# 469672

Corrected Final Submission

PROJECT TABLE OF CONTENTS Page 5

DIVISION 43 - PROCESS GAS AND LIQUID HANDLING, PURIFICATION, AND STORAGE

EQUIPMENT

43 21 29 FLOW MEASURING EQUIPMENT POTABLE WATER

DIVISION 46 - WATER AND WASTEWATER EQUIPMENT

46 51 13 FLOATING MECHANICAL AERATORS

-- End of Project Table of Contents --

SOF Hangar PN 86022 / P2# 469672 Yuma Proving Ground, AZ Corrected Final Submission

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

ASTM INTERNATIONAL (ASTM)

ASTM C136/C136M (2014) Standard Test Method for Sieve Analysis of Fine and Coarse 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 D2487 (2017) Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification

SECTION 31 00 00.00 06 Page 1

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; E 2018) Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index 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.))

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, SM, SW-SM, SC, SW-SC, SP-SM, SP-SC, CL. 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

SECTION 31 00 00.00 06 Page 2 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.

1.2.5 Topsoil

Material suitable for topsoils obtained from offsite areas 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 3 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, SP, by ASTM D2487 where indicated.

1.2.10 Initial Backfill Material

Initial backfill shall consist 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, the initial backfill material shall be free of stones larger than 1 incs in any dimension or as recommended by the pipe manufacturer, whichever is smaller.

SECTION 31 00 00.00 06 Page 3

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.

1.2.12 Nonfrost Susceptible (NFS) Material

Nonfrost susceptible material shall be a uniformly graded washed sand with a maximum particle size of 1/4 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.

1.3 SUBMITTALS

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

submittals not having a "G" designation are for Contractor Quality Control approval. The following shall be submitted in accordance with LRL Section

01 33 00.00 06 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Shoring ; G; G

Submit 15 days prior to starting work.

SD-03 Product Data

Utilization of Excavated Materials

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.

SD-06 Test Reports

Testing

Within 24 hours of conclusion of physical tests, 6 copiesof test results, including calibration curves and results of calibration tests..

SD-07 Certificates

Testing Qualifications of the Corps' validated commercial testing laboratory or the Contractor's validated testing facilities.

Geotechnical Engineer Qualifications of the Contractor's Geotechnical Engineer.

1.4 SUBSURFACE DATA

Subsurface soil boring logs are shown on the drawings and soil laboratory test data are provided in the Geo-technical report These data represent the best subsurface information available; however, variations may exist in the subsurface between boring locations . The water level data indicate

SECTION 31 00 00.00 06 Page 4 only the conditions at the particular time or tmes the information was obtained and may not indicate variations such as those caused by period of drought or increased rainfall, seasonal fluctuations in rainfall, changes int he surface drainage pattern, or application or irrigation water. The geotechnical report is included as an appendix "For Information Only".

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.

PART 2 PRODUCTS

2.1 REQUIREMENTS FOR BORROW AND EXCESS SOIL

Borrow soils shall meet the requirement of LRL Section 01 57 19.00 06 TEMPORARY ENVIRONMENTAL CONTROLS AND PERMITS; paragraphs BORROW SOILS and

MANAGEMENT OF BORROW MATERIAL AND EXCESS SOIL.

2.2 BURIED WARNING AND IDENTIFICATION TAPE

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

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

SECTION 31 00 00.00 06 Page 5 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.

2.3 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

Provide Filter fabric and rock conforming to State of Arizona DOT standards for construction indicated . The maximum size aggregate shall be 150% of the D50 size and the minimum aggregate size shall be 50% of the indicated D50 size.

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.

2.5 CAPILLARY WATER BARRIER

Provide capillary water barrier of clean, poorly graded crushed rock, crushed gravel, or uncrushed gravel placed beneath a building slab with a vapor barrier 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.

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 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

SECTION 31 00 00.00 06 Page 6 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.

3.2.1 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 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.

3.2.2 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. Where pile foundations are to be used, the excavation of each pit shall be stopped at an elevation 1 foot above the base of the footing, as specified, before piles are driven.

After the pile driving has been completed, loose and displaced material shall be removed and excavation completed, 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.

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

SECTION 31 00 00.00 06 Page 7 specifications and to employ necessary measures to permit construction to proceed.

3.2.4 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. Submit performance records weekly.

3.2.5 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 more than 5 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 5 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.

3.2.5.1 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.

3.2.5.2 Removal of Unyielding Material

Where unyielding material is encountered in the bottom of the trench, such material shall be removed 4 inches below the required grade and replaced with suitable materials as provided in paragraph BACKFILLING AND

COMPACTION.

SECTION 31 00 00.00 06 Page 8

3.2.5.3 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.

3.2.5.4 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.

3.2.5.5 Jacking, Boring, and Tunneling

Refer to Section 33 05 23 TRENCHLESS UTILITY INSTALLATION.

3.2.6 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.

3.2.7 Structural Excavation

During construction, all foundation excavation shall be inspected and approved by the Contractor's Professional Geotechnical Engineer prior to concrete placement. In shallow foundation areas in the building, remove and recompact the existing soils to a minimum depth of 2 feet below the bottom of the footings or 4 feet below existing site grades whichever depthis greater. Removal should extend a minimum of 5 feet laterally beyond the edges of the footings.

3.3 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 shown on drawings or from approved private sources. Unless otherwise provided in the contract, SECTION 31 00 00.00 06 Page 9 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.

3.4 GEOTECHNICAL ENGINEER

The Contractor is required to hire a Professional Geotechnical Engineer to provide inspection of foundations excavation, earthwork, and soil/groundwater conditions throughout construction. The Geotechnical Engineer shall provide recommendations to the Contractor for soil related matters on the project. 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.

3.4.1 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.

3.5 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 of satisfactory materials shall be placed and graded as specified. 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.

SECTION 31 00 00.00 06 Page 10

3.6 GROUND SURFACE PREPARATION

3.6.1 General Requirements

Unsatisfactory material in surfaces to receive fill or in excavated areas 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.

3.6.2 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 plus or minus 2 percent of optimum moisture.

3.7 UTILIZATION OF EXCAVATED MATERIALS

Unsatisfactory materials removed from excavations shall be disposed of off government property in a state certified facility . 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.

3.8 BURIED TAPE AND DETECTION WIRE

3.8.1 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.

3.8.2 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.

SECTION 31 00 00.00 06 Page 11

The wire shall remain insulated over it's 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 force mains, the wire shall terminate in the valve pit at the pump station end of the pipe.

3.9 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 requirements for backfill materials shall also conform to the applicable portions of paragraphs PREPARATION OF GROUND SURFACE FOR EMBANKMENTS, EMBANKMENTS, and SUBGRADE PREPARATION, and UFGS Section 33 40 00 STORM DRAINAGE UTILITIES; and LRL Section 31 00 00.00 06 EARTHWORK. Compaction shall be accomplished by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment.

3.9.1 Trench Backfill

Trenches shall be backfilled to the grade shown. The trench 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.

3.9.1.1 Replacement of Unyielding Material

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

3.9.1.2 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.

3.9.1.3 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

SECTION 31 00 00.00 06 Page 12

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.

c. Clean, coarse-grained sand classified asSP ASTM D2487 for bedding and backfill.

d. Clean, coarsely graded natural gravel, crushed stone or a combination thereof identified as GW GP in accordance with ASTM D2487 for bedding and backfill. Maximum particle size shall not exceed 3 inches .

3.9.1.4 Final Backfill

The remainder of the trench, except for special materials for roadways, railroads and airfields, shall be filled with satisfactory material.

Backfill material shall be placed and compacted as follows:

a. Roadways and Airfields: Backfill shall be placed up to the required elevation as specified. Water flooding or jetting methods of compaction will not be permitted.

b. Sidewalks, Turfed or Seeded Areas and Miscellaneous Areas:

Backfill shall be deposited in layers of a maximum of 12 inch loose thickness, and compacted to 85 percent maximum density for cohesive soils and 90 percent maximum density for cohesionless soils. Compaction by water flooding or jetting will not be permitted. This requirement shall also apply to all other areas not specifically designated above.

3.9.2 Backfill for Appurtenances

After the manhole, catch basin, inlet, or similar structure has been constructed and the concrete has been allowed to cure for 7 days, backfill shall be placed in such a manner that the structure will not be damaged by the shock of falling earth. The backfill material shall be deposited and compacted as specified for final backfill, and shall be brought up evenly on all sides of the structure to prevent eccentric loading and excessive stress.

3.10 SPECIAL REQUIREMENTS

Special requirements for both excavation and backfill relating to the specific utilities are as follows:

3.10.1 Gas Distribution

Trenches shall be excavated to a depth that will provide not less than 18 inches of cover in rock excavation and not less than 24 inches of cover in other excavation.

3.10.2 Water Lines

Trenches shall be of a depth to provide a minimum cover of 4 feet from the existing ground surface, or from the indicated finished grade, whichever is lower, to the top of the pipe.

SECTION 31 00 00.00 06 Page 13

3.10.3 Heat Distribution System

Initial backfill material shall be free of stones larger than 1/4 inch in any dimension.

3.10.4 Electrical Distribution System

Direct burial cable and conduit or duct line shall have a minimum cover of 24 inches from the finished grade, unless otherwise indicated.

3.10.5 Pipeline Casing

Provide new smooth wall steel pipeline casing under existing pavement by the boring and jacking method of installation. Provide each new pipeline casing, where indicated and to the lengths and dimensions shown, complete and suitable for use with the new piped utility as indicated. Install pipeline casing by dry boring and jacking method as follows:

3.10.5.1 Bore Holes

Mechanically bore holes and case through the soil with a cutting head on a continuous auger mounted inside the casing pipe. Weld lengths of pipe together in accordance with AWS D1.1/D1.1M . Do not use water or other fluids in connection with the boring operation.

3.10.5.2 Cleaning

Clean inside of the pipeline casing of dirt, weld splatters, and other foreign matter which would interfere with insertion of the piped utilities by attaching a pipe cleaning plug to the boring rig and passing it through the pipe.

3.10.5.3 End Seals

After installation of piped utilities in pipeline casing, provide watertight end seals at each end of pipeline casing between pipeline casing and piping utilities.

3.10.6 Rip-Rap Construction

Construct rip-rap on filter fabric in accordance with Arizona DOT State Standard, in the areas indicated. Trim and dress indicated areas to conform to cross sections, lines and grades shown within a tolerance of

0.1 foot .

3.10.6.1 Bedding Placement

Spread filter fabric uniformly on prepared subgrade as indicated.

Compaction of bedding is not required. Finish bedding to present even surface free from mounds and windrows.

3.10.6.2 Stone Placement

Place rock for rip-rap on prepared bedding material to produce a well graded mass with the minimum practicable percentage of voids in conformance with lines and grades indicated. Distribute larger rock fragments, with dimensions extending the full depth of the rip-rap throughout the entire mass and eliminate "pockets" of small rock fragments. Rearrange individual pieces by mechanical equipment or by hand

SECTION 31 00 00.00 06 Page 14 as necessary to obtain the distribution of fragment sizes specified above.

3.11 EMBANKMENTS AND STRUCTURAL FILL

3.11.1 Earth Embankments

Earth embankments shall be constructed from satisfactory materials free of organic or frozen material and rocks with any dimension greater than 3 inches . The material shall be placed in successive horizontal layers of loose material not more than 8 inches in depth. Each layer shall be spread uniformly on a soil surface that has been moistened or aerated as necessary, and scarified or otherwise broken up so that the fill will bond with the surface on which it is placed. After spreading, each layer shall be plowed, disked, or otherwise broken up; moistened or aerated as necessary; thoroughly mixed; and compacted to at least 90 percent laboratory maximum density for cohesive materials or 95 percent laboratory maximum density for cohesionless materials. Compaction requirements for the upper portion of earth embankments forming subgrade for pavements shall be identical with those requirements specified in paragraph SUBGRADE PREPARATION. Compaction shall be accomplished by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment.

3.11.2 Structural Fill

All structural fill placed to facilitate desired site grades shall be constructed from satisfactory material free of organic or frozen material and rocks with any dimension greater than 3 inches. The fill shall be placed in maximum 8 inch loose lifts and compacted to the following criteria. Beneath foundations: at least 95 percent laboratory maximum density as determined by the project geotechnical engineer; beneath concrete slabs and roads: at least 90 percent laboratory maximum density as determined by the geotechnical engineer; beneath landscape areas: at least 85 percent laboratory maximum density as determined by the Geotechnical Engineer .

3.12 SUBGRADE PREPARATION

3.12.1 Proof Rolling

Proof rolling shall be done on an exposed subgrade free of surface water (wet conditions resulting from rainfall) which would promote degradation of an otherwise acceptable subgrade. After stripping, proof roll the existing subgrade with six passes of a dump truck loaded with 4 cubic yards of soil or a 15 ton , pneumatic-tired roller. Operate the roller or truck in a systematic manner to ensure the number of passes over all areas, and at speeds between 2 1/2 to 3 1/2 mph . When proof rolling, one-half of the passes made with the roller shall be in a direction perpendicular to the other passes. Notify the Contracting Officer a minimum of 3 days prior to proof rolling. Proof rolling shall be performed in the presence of the Contracting Officer and the Contractor's Geotechnical Engineer . Rutting or pumping of material shall be undercut and replaced with material as recommended by the project Geotechnical Engineer and approved by the Contracting Officer .

3.12.2 Construction

Subgrade shall be shaped to line, grade, and cross section, and compacted as specified. This operation shall include plowing, disking, and any

SECTION 31 00 00.00 06 Page 15 moistening or aerating required to obtain specified compaction. Soft or otherwise unsatisfactory material shall be removed and replaced with satisfactory excavated material or other approved material as directed.

Rock encountered in the cut section shall be excavated to a depth of 6 inches below finished grade for the subgrade. Low areas resulting from removal of unsatisfactory material or excavation of rock shall be brought up to required grade with satisfactory materials, and the entire subgrade shall be shaped to line, grade, and cross section and compacted as specified. The elevation of the finish subgrade shall not vary more than

0.05 foot from the established grade and cross section.

3.12.3 Compaction

Compaction shall be accomplished by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment. Except for paved areas, each layer of the embankment shall be compacted to at least 95 percent of laboratory maximum density.

3.12.3.1 Subgrade for Pavements

Subgrade for pavements shall be compacted to at least 95 percentage laboratory maximum density for the depth below the surface of…