W912QR24B0014_Specs_Vol4-0000.pdf

Solicitation For Logistics Readiness Complex, Grissom Air Reserve Base, Peru, IN

P2: 496418

Design-Bid-Build

Specifications - Vol. 4 of 4 (DIV 31 - 33)

09 August 2024

W912QR24B0014

Certified Final Design ARIMS: 200A Disposition: Maintain for 15yrs after construction.

W912QR24B0014_Specs_Vol4-0000

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VOLUME OF SPECIFICATIONS

VOLUME I

DIVISION 00 – PROCUREMENT AND CONTRACTING

REQUIREMENTS

DIVISION 01 – GENERAL REQUIREMENTS

DIVISION 02 – EXISTING CONDITIONS

DIVISION 03 – CONCRETE

DIVISION 04 – MASONRY

DIVISION 05 – METALS

DIVISION 06 – WOOD, PLASTICS, AND COMPOSITES

DIVISION 07 – THERMAL AND MOISTURE PROTECITON

VOLUME II

DIVISION 08 – OPENINGS

DIVISION 09 – FINISHES

DIVISION 10 – SPECIALTIES

DIVISION 12 – FURNISHINGS

DIVISION 13 – SPECIAL CONSTRUCTION

DIVISION 21 – FIRE SUPPRESSION

DIVISION 22 – PLUMBING

DIVISION 23 – HEATING, VENTILATING, AND AIR CONDITIONING

(HVAC)

DIVISION 25 – INTEGRATED AUTOMATION

VOLUME III

DIVISION 26 – ELECTRICAL

DIVISION 27 – COMMUNICATIONS

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY

DIVISION 31 – EARTHWORK

DIVISION 32 – EXTERIOR IMPROVEMENTS

DIVISION 33 – UTILITIES

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496418 Logistics Readiness Complex Grissom Air Reserve Base, IN

PROJECT TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 80 00.00 06 04/21, CHG 1: 06/23 SPECIAL PROVISIONS

DIVISION 01 - GENERAL REQUIREMENTS

01 11 00 08/15, CHG 2: 08/21 SUMMARY OF WORK

01 32 01.00 06 10/23 PROJECT SCHEDULE

01 33 00 08/18, CHG 4: 02/21 SUBMITTAL PROCEDURES

01 33 29.00 06 11/17 SUSTAINABILITY REPORTING

01 35 26.00 06 GOVERNMENT SAFETY REQUIREMENTS

01 42 00 02/19, CHG 1: 08/23 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.15 10 11/23 RESIDENT MANAGEMENT SYSTEM CONTRACTOR

MODE (RMS CM)

01 45 04.10 06 CONTRACTOR QUALITY CONTROL

01 45 35 11/20 SPECIAL INSPECTIONS

01 46 00.00 06 04/20 TOTAL BUILDING COMMISSIONING

01 50 00 11/20, CHG 2: 08/22 TEMPORARY CONSTRUCTION FACILITIES AND

CONTROLS

01 57 19.00 06 04/20 TEMPORARY ENVIRONMENTAL CONTROLS AND

PERMITS

01 74 19 02/19, CHG 3: 11/21 CONSTRUCTION WASTE MANAGEMENT AND

DISPOSAL

01 78 23 05/23 OPERATION AND MAINTENANCE DATA

01 91 19 05/2023 BUILDING ENCLOSURE COMMISSIONING

DIVISION 02 - EXISTING CONDITIONS

02 41 00 08/22 DECONSTRUCTION

DIVISION 03 - CONCRETE

03 30 00 02/19, CHG 6: 11/23 CAST-IN-PLACE CONCRETE

03 42 13.00 10 05/16 PLANT-PRECAST CONCRETE PRODUCTS FOR

BELOW GRADE CONSTRUCTION

03 45 00 05/16, CHG 2: 11/21 PRECAST ARCHITECTURAL CONCRETE

DIVISION 04 - MASONRY

04 20 00 11/15, CHG 2: 05/19 UNIT MASONRY

DIVISION 05 - METALS

05 05 20 05/22 POST-INSTALLED CONCRETE AND MASONRY

ANCHORS

05 05 23.16 08/18 STRUCTURAL WELDING

05 12 00 08/18, CHG 2: 05/21 STRUCTURAL STEEL

05 30 00 05/15, CHG 2: 08/18 STEEL DECKS

05 40 00 05/15, CHG 1: 08/18 COLD-FORMED METAL FRAMING

05 50 13 05/17, CHG 1: 08/18 MISCELLANEOUS METAL FABRICATIONS

05 50 14 08/18 STRUCTURAL METAL FABRICATIONS

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 10 00 08/16, CHG 2: 11/18 ROUGH CARPENTRY

06 41 16.00 10 08/10, CHG 1: 11/18 PLASTIC-LAMINATE-CLAD ARCHITECTURAL

CABINETS

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CERTIFIED FINAL SUBMITTAL

06 61 16 08/20 SOLID SURFACING FABRICATIONS

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 11 13 08/23 BITUMINOUS DAMPPROOFING

07 21 13 08/23 BOARD AND BLOCK INSULATION

07 21 16 08/23 MINERAL FIBER BLANKET INSULATION

07 22 00 08/23 ROOF AND DECK INSULATION

07 27 10 08/23 BUILDING AIR BARRIER SYSTEM

07 27 19.01 08/23 SELF-ADHERING AIR BARRIERS

07 42 13 05/11, CHG 2: 02/18 METAL WALL AND SOFFIT PANELS

07 54 19 08/23 POLYVINYL-CHLORIDE ROOFING

07 60 00 08/23 FLASHING AND SHEET METAL

07 84 00 05/10, CHG 1: 08/13 FIRESTOPPING

07 92 00 08/23 JOINT SEALANTS

DIVISION 08 - OPENINGS

08 11 13 08/20 STEEL DOORS AND FRAMES

08 11 16 05/17, CHG 2: 11/18 ALUMINUM DOORS AND FRAMES

08 31 00 05/17, CHG 1: 08/18 ACCESS DOORS AND PANELS

08 33 23 08/20, CHG 1: 02/22 OVERHEAD COILING DOORS

08 34 59 08/08, CHG 1: 11/12 VAULT DOORS

08 41 13 08/18, CHG 1: 08/18 ALUMINUM-FRAMED ENTRANCES AND

STOREFRONTS

08 45 23 05/19 INSULATED TRANSLUSCENT FIBERGLASS

SANDWICH PANEL WALL SYSTEM

08 51 13 05/19 ALUMINUM WINDOWS

08 71 00 02/16, CHG 4: 02/22 DOOR HARDWARE

08 81 00 05/19 GLAZING

08 91 00 08/20 METAL LOUVERS

DIVISION 09 - FINISHES

09 22 00 02/10, CHG 2: 08/18 SUPPORTS FOR PLASTER AND GYPSUM BOARD

09 29 00 08/16, CHG 4: 02/20 GYPSUM BOARD

09 30 10 08/20 CERAMIC, QUARRY, AND GLASS TILING

09 51 00 08/20 ACOUSTICAL CEILINGS

09 62 38 08/17, CHG 1: 08/18 STATIC-CONTROL FLOORING

09 65 00 08/10, CHG 3: 08/18 RESILIENT FLOORING

09 68 00 11/17, CHG 2: 08/20 CARPETING

09 90 00 02/21 PAINTS AND COATINGS

DIVISION 10 - SPECIALTIES

10 14 00.10 08/17, CHG 1: 11/18 EXTERIOR SIGNAGE

10 14 00.20 08/20 INTERIOR SIGNAGE

10 21 13 08/20 TOILET COMPARTMENTS

10 26 00 08/20 WALL AND DOOR PROTECTION

10 28 13 08/20 TOILET ACCESSORIES

10 44 16 11/19 FIRE EXTINGUISHERS

DIVISION 12 - FURNISHINGS

12 21 00 08/17, CHG 2: 11/18 WINDOW BLINDS

DIVISION 13 - SPECIAL CONSTRUCTION

13 34 19 08/20, CHG 1: 02/21 PRE-ENGINEERED METAL BUILDING SYSTEM

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DIVISION 21 - FIRE SUPPRESSION

21 13 13 08/20 WET PIPE SPRINKLER SYSTEMS, FIRE

PROTECTION

21 13 16 08/20 DRY PIPE SPRINKLER SYSTEMS, FIRE

PROTECTION

21 30 00 04/08, CHG 1: 08/13 FIRE PUMPS

DIVISION 22 - PLUMBING

22 00 00 11/15, CHG 4: 05/21 PLUMBING, GENERAL PURPOSE

22 31 00 02/09 WATER SOFTENERS, CATION-EXCHANGE

(SODIUM CYCLE)

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

23 05 93.00 06 08/16 TESTING, ADJUSTING, AND BALANCING

(TAB) OF HVAC

23 07 00 02/13, CHG 7: 05/20 THERMAL INSULATION FOR MECHANICAL

SYSTEMS

23 09 00 02/19, CHG 3: 05/21 INSTRUMENTATION AND CONTROL FOR HVAC

23 09 13 11/15, CHG 2: 05/21 INSTRUMENTATION AND CONTROL DEVICES

FOR HVAC

23 09 23.02 02/19, CHG 1: 02/20 BACNET DIRECT DIGITAL CONTROL FOR HVAC

AND OTHER BUILDING CONTROL SYSTEMS

23 11 20 05/20 FACILITY GAS PIPING

23 23 00 08/21 REFRIGERANT PIPING

23 30 00 05/20, CHG 1: 02/22 HVAC AIR DISTRIBUTION

23 35 19.00 20 02/10, CHG 2: 08/18 INDUSTRIAL VENTILATION AND EXHAUST

23 52 00 04/08, CHG 5: 11/19 HEATING BOILERS

23 64 26 08/09, CHG 6: 11/22 CHILLED, CHILLED-HOT, AND CONDENSER

WATER PIPING SYSTEMS

23 81 00 05/18, CHG 1: 02/21 DECENTRALIZED UNITARY HVAC EQUIPMENT

23 81 47 08/08, CHG 4: 08/18 WATER-LOOP AND GROUND-LOOP HEAT PUMP

SYSTEMS

DIVISION 25 - INTEGRATED AUTOMATION

25 05 11.01 05/21, CHG 1: 08/23 CYBERSECURITY FOR FACILITY-RELATED

CONTROL SYSTEMS - DDC

25 05 11.02 05/21, CHG 1: 08/23 CYBERSECURITY FOR FACILITY-RELATED

CONTROL SYSTEMS - FIRE ALARM AND MASS

NOTIFICATION SYSTEMS

25 10 10 02/19, CHG 1: 05/21 UTILITY MONITORING AND CONTROL SYSTEM

(UMCS) FRONT END AND INTEGRATION

DIVISION 26 - ELECTRICAL

26 05 73 08/23 POWER SYSTEM STUDIES

26 08 00 11/22 APPARATUS INSPECTION AND TESTING

26 20 00 08/23 INTERIOR DISTRIBUTION SYSTEM

26 24 13 08/21 SWITCHBOARDS

26 27 13.10 30 10/07, CHG 2: 08/18 ELECTRIC METERS

26 29 23 02/20, CHG 1: 05/21 ADJUSTABLE SPEED DRIVE (ASD) SYSTEMS

UNDER 600 VOLTS

26 32 15.00 05/20 ENGINE-GENERATOR SET STATIONARY

15-2500 KW, WITH AUXILIARIES

26 36 23 05/20, CHG 1: 08/21 AUTOMATIC TRANSFER SWITCHES AND

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BY-PASS/ISOLATION SWITCH

26 41 00 08/23 LIGHTNING PROTECTION SYSTEM

26 51 00 05/20, CHG 2: 11/21 INTERIOR LIGHTING

26 56 00 08/21 EXTERIOR LIGHTING

DIVISION 27 - COMMUNICATIONS

27 05 13.43 05/20 TELEVISION DISTRIBUTION SYSTEM

27 10 00 08/11 BUILDING TELECOMMUNICATIONS CABLING

SYSTEM

27 41 00 11/21 AUDIO-VISUAL SYSTEMS

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 08 10 08/23 ELECTRONIC SECURITY SYSTEM ACCEPTANCE

TESTING

28 10 05 05/16 ELECTRONIC SECURITY SYSTEMS (ESS)

28 31 76 08/20 INTERIOR FIRE ALARM AND MASS

NOTIFICATION SYSTEM, ADDRESSABLE

DIVISION 31 - EARTHWORK

31 00 00.00 06 07/18 EARTHWORK

31 05 19.13 02/21 GEOTEXTILES FOR EARTHWORK

31 21 13 11/18 RADON MITIGATION

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 01 19.61 11/19 SEALING OF JOINTS IN RIGID PAVEMENT

32 11 23 05/22 AGGREGATE BASE COURSE FOR FLEXIBLE AND

RIGID PAVING

32 11 23.23 08/22 BASE COURSE DRAINAGE LAYERS

32 12 13 05/17 BITUMINOUS TACK AND PRIME COATS

32 12 16.16 11/20 ROAD-MIX ASPHALT PAVING

32 13 13.06 05/20 PORTLAND CEMENT CONCRETE PAVEMENT FOR

ROADS AND SITE FACILITIES

32 16 19 05/18 CONCRETE CURBS, GUTTERS AND SIDEWALKS

32 17 23 08/16, CHG 5: 11/18 PAVEMENT MARKINGS

32 31 13.53 11/21 HIGH-SECURITY FENCES (CHAIN LINK AND

ORNAMENTAL) AND GATES

32 92 19 08/17, CHG 1: 08/21 SEEDING

32 92 23 04/06, CHG 1: 08/21 SODDING

DIVISION 33 - UTILITIES

33 05 23.13 11/19 UTILITY HORIZONTAL DIRECTIONAL DRILLING

33 11 00 02/18, CHG 2: 11/23 WATER UTILITY DISTRIBUTION PIPING

33 11 23 11/09, CHG 1: 08/17 NATURAL GAS AND LIQUID PETROLEUM PIPING

33 30 00 05/18 SANITARY SEWERAGE

33 31 23.00 10 08/18 SANITARY SEWER FORCE MAIN PIPING

33 32 16 11/19, CHG 1: 11/23 PACKAGED UTILITY WASTEWATER PUMPING

STATIONS

33 40 00 11/21 STORMWATER UTILITIES

33 51 15 08/19 NATURAL-GAS / LIQUEFIED PETROLEUM GAS

DISTRIBUTION PIPELINES

33 61 14 02/10 EXTERIOR BURIED PREINSULATED WATER

PIPING

33 71 02 08/21 UNDERGROUND ELECTRICAL DISTRIBUTION

33 82 00 04/06 TELECOMMUNICATIONS OUTSIDE PLANT (OSP)

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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 WOOD PROTECTION ASSOCIATION (AWPA)

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

AWPA P5 (2015) Standard for Waterborne Preservatives

ASTM INTERNATIONAL (ASTM)

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

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

ASTM C136/C136M (2019) 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

SECTION 31 00 00.00 06 Page 1

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; E 2020) Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)

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 D2487as 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, ML, CL-ML, CH. 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.

SECTION 31 00 00.00 06 Page 2

1.2.4 Degree of Compaction

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

1.2.5 Overhaul

Overhaul is the authorized transportation of satisfactory excavation or borrow materials in excess of the free-haul limit of 20 stations.

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 .

1.2.6 Topsoil

Material suitable for topsoils obtained from excavations is defined as:

Natural, friable soil representative of productive, well-drained soils in the area, free of subsoil, stumps, rocks larger than one inch diameter, brush, weeds, toxic substances, and other material detrimental to plant growth. Amend topsoil pH range to obtain a pH of 5.5 to 7.

1.2.7 Unstable Material

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

1.2.8 Select Granular Material

1.2.8.1 General Requirements

Select granular material shall consist of materials classified as GW, GP, SW, SP, or by ASTM D2487 where indicated.

1.2.9 Initial Backfill Material

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

1.2.10 Expansive Soils

Expansive soils are defined as soils that have a plasticity index equal to or greater than 25 when tested in accordance with ASTM D4318.

1.2.11 Nonfrost Susceptible (NFS) Material

Nonfrost susceptible material shall be a uniformly graded washed sand with

SECTION 31 00 00.00 06 Page 3 a maximum particle size of 0.2 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.

1.2.12 Pile Supported Structure

As used herein, a structure where both the foundation and floor slab are pile supported.

1.3 SUBMITTALS

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

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. The following shall be submitted in accordance with LRL Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Shoring

Dewatering Work Plan

SD-03 Product Data

Utilization of Excavated Materials ; G

Opening of any Excavation or Borrow Pit

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 .

SD-06 Test Reports

Testing

Within 24 hours of conclusion of physical tests, 2 copies of test results, including calibration curves and results of calibration tests. Results of testing at the borrow site.

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 . The geotechnical report is available upon request to the Contracting Officer . These data represent the best subsurface information available; however, variations may exist in the subsurface between boring locations.

SECTION 31 00 00.00 06 Page 4

1.5 CLASSIFICATION OF EXCAVATION

No consideration will be given to the nature of the materials, and all excavation will be designated as unclassified excavation.

1.6 CRITERIA FOR BIDDING

Base bids on the following criteria:

a. Surface elevations are as indicated.

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

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

d. Ground water elevation is 3 to 9 feet below existing surface elevation.

e. Material character is indicated by the boring logs.

f. Hard materials will not be encountered in 95 percent of the excavations .

1.7 DEWATERING WORK PLAN

Submit procedures for accomplishing dewatering work.

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

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 White: Steam Systems Gray: Compressed Air

SECTION 31 00 00.00 06 Page 5

Warning Tape Color Codes

2.2.1 Warning Tape for Metallic Piping

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

2.2.2 Detectable Warning Tape for Non-Metallic Piping

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

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

2.3 DETECTION WIRE FOR NON-METALLIC PIPING

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

2.4 PERMANENT TURF REINFORCEMENT MAT (PTRM)

PTRM shall be a composite turf reinforcement mat machine produced of 70 percent straw and 30 percent coconut fiber matrix, with top and bottom UV stabilized polypropylene netting a minimum of 5lbs/l000 sf and middle corrugated UV stabilized polypropylene netting a minimum of 24lbs/1000 sf .

Index Property Test Method Typical

Thickness ASTM D6525/D6525M 0.62 inch

Mass/Unit Area ASTM D6566 16.13 ounce per squareyard

UV Stability ASTM D4355/D4355M I lO00HR 80 percent

Tensile strength MD ASTM D6818 709 pounds per feet

Tensile strength TD ASTM D6818 712 pounds per feet

Elongation MD ASTM D6818 23.90 percent

Elongation TD ASTM D6818 36.90 percent

The matting shall be secured at the top of the slope 12 inch deep.

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

SECTION 31 00 00.00 06 Page 6 immediately below. Aggregate shall conform to ASTM C33 Size Number 57 or 67 with a maximum of 2 percent by weight passing the No. 4 sieve. A suitable separation layer shall be provided below the clean aggregate to prevent migration of stone into cohesive soils.

2.6 PIPE CASING

2.6.1 Casing Pipe

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

Protective coating is not required on casing pipe.

2.6.2 Wood Supports

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

PART 3 EXECUTION

3.1 STRIPPING OF TOPSOIL

Where indicated or directed, topsoil shall be stripped to a depth of an average of 6 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 stockpiled in locations indicated .

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 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.

SECTION 31 00 00.00 06 Page 7

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 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

SECTION 31 00 00.00 06 Page 8 maintain the integrity of the in situ material. While the excavation is open, the water level shall be maintained continuously, at least 3 feet below the working level.

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 4 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 4 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 3 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.

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 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 shall be cleaned of loose debris and cut to a firm surface either level, stepped, or serrated, as shown or as directed. Loose disintegrated

SECTION 31 00 00.00 06 Page 9 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

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

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

Ensure that footing excavations have been inspected and approved by the Contracting Officer and the contractor's geotechnical engineer 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.

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 within the limits of the project site, selected by the Contractor. Unless otherwise provided in the contract, the Contractor shall obtain from the owners the right to procure material, pay royalties and other charges involved, and bear the expense of developing the sources, including rights-of-way for hauling. Borrow material from approved sources on Government-controlled land may be obtained without payment of royalties. Unless specifically provided, no borrow shall be obtained within the limits of the project site without prior written approval. Necessary clearing, grubbing, and satisfactory drainage of borrow pits and the disposal of debris thereon shall be considered related operations to the borrow excavation.

3.4 OPENING AND DRAINAGE OF EXCAVATION AND BORROW PITS

The Contractor shall notify the Contracting Officer sufficiently in advance of the opening of any excavation or borrow pit to permit elevations and measurements of the undisturbed ground surface to be taken.

Except as otherwise permitted, borrow pits and other excavation areas

SECTION 31 00 00.00 06 Page 10 shall be excavated providing adequate drainage. Overburden and other spoil material shall be transported to designated spoil areas or otherwise disposed of as directed. Borrow pits shall be neatly trimmed and drained after the excavation is completed. The Contractor shall ensure that excavation of any area, operation of borrow pits, or dumping of spoil material results in minimum detrimental effects on natural environmental conditions.

3.5 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.

3.5.1 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.

3.6 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 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.

3.7 FINAL GRADE OF SURFACES TO SUPPORT CONCRETE

Excavation to final grade shall not be made until just before concrete is to be placed. Only excavation methods that will leave the foundation rock

SECTION 31 00 00.00 06 Page 11 in a solid and unshattered condition shall be used. Approximately level surfaces shall be roughened, and sloped surfaces shall be cut as indicated into rough steps or benches to provide a satisfactory bond. Shales shall be protected from slaking and all surfaces shall be protected from erosion resulting from ponding or flow of water.

3.8 GROUND SURFACE PREPARATION

3.8.1 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.

3.8.2 Frozen Material

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

3.9 UTILIZATION OF EXCAVATED MATERIALS

Unsatisfactory materials removed from excavations shall be removed from Government property and disposed of at a State Certified Landfill per Louisville District Military Design Guide (LDMDG). 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.

3.10 BURIED TAPE AND DETECTION WIRE

3.10.1 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

SECTION 31 00 00.00 06 Page 12 inches below top of subgrade.

3.10.2 Buried Detection Wire

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

The wire shall remain insulated over 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.

3.11 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.

3.11.1 Trench Backfill

Trenches shall be backfilled to the grade shown. The trench shall not be backfilled until all specified tests are performed.

3.11.1.1 Replacement of Unyielding Material

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

3.11.1.2 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.

3.11.1.3 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:

SECTION 31 00 00.00 06 Page 13

a. Clean, coarse-grained sand in accordance with Indiana DOT .

b. Clean, coarsely graded natural gravel, crushed stone or a combination thereof in accordance with Indiana DOT #8 .

3.11.1.4 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 Sidewalks : Backfill shall be placed up to the required elevation as specified. Water flooding or jetting methods of compaction will not be permitted.

b. Turfed or Seeded Areas and Miscellaneous Areas: Backfill shall be deposited in layers of a maximum of 6 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.

3.11.2 Backfill for Appurtenances

After the manhole, catch basin, inlet, or similar structure has been constructed and the concrete has been allowed to cure for 3 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.

3.12 SPECIAL REQUIREMENTS

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

3.12.1 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.

3.12.2 Water Lines

Trenches shall be of a depth to provide a minimum cover of 4.0 feet from the existing ground surface, or from the indicated finished grade, whichever is lower, to the top of the pipe.

3.12.3 Heat Distribution System

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

3.12.4 Electrical Distribution System

Direct burial cable and conduit or duct line shall have a minimum cover of

SECTION 31 00 00.00 06 Page 14

24 inches from the finished grade, unless otherwise indicated. Special trenching requirements for direct-burial electrical cables and conduits are specified in UFGS Section 33 71 02 UNDERGROUND ELECTRICAL DISTRIBUTION.

3.12.5 Permanent Turf Reinforcement Mat (PTRM)

Install per manufacturer's recommendations. The matting shall be secured at the top of slope 12 inches deep.

3.13 EMBANKMENTS AND STRUCTURAL FILL

3.13.1 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 6 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.

3.13.2 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 95 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.

3.14 SUBGRADE PREPARATION

3.14.1 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. Proof roll the existing subgrade with six passes of a dump truck loaded with 4 cubic yards of soil. 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 . 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 as recommended by the contractor's geotechnical engineer and approved by the Contracting Officer and replaced with select material.

SECTION 31 00 00.00 06 Page 15

3.14.2 Construction

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

3.14.3 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 85 percent of laboratory maximum density.

3.14.3.1 Subgrade for Pavements

Subgrade for pavements shall be compacted to at least 95 percentage laboratory maximum density for the depth below the surface of the pavement shown. The top 10 inches of subgrade shall be scarified, windrowed, thoroughly blended, reshaped, and compacted.

3.15 FINISHING

The surface of excavations, embankments, and subgrades shall be finished to a smooth and compact surface in accordance with the lines, grades, and cross sections or elevations shown. The degree of finish for graded areas shall be within 0.1 foot of the grades and elevations indicated except that the degree of finish for subgrades shall be specified in paragraph SUBGRADE PREPARATION.