31_00_00.01_00_AM_11_17y01m25d.pdf

AM#11 READY TO ADVERTISE CLR039a LRDR Construction Package #1 - Clear AFS, Alaska

SECTION 31 00 00.01 00

EARTHWORK

08/08

PART 1 GENERAL

1.1 CRITERIA FOR BIDDING

Base bids on the following criteria:

a. Surface elevations are as indicated.

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

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

d. Material character is indicated by the boring logs. Note that significant cobbles and boulders were found throughout the site, which may affect excavation means and method selection.

1.2 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 M 43 (2005; R 2009) Standard Specification for Sizes of Aggregate for Road and Bridge Construction

AASHTO M 80 (2013) Standard Specification for Coarse Aggregate for Hydraulic Cement Concrete

AASHTO T 180 (2015) Standard Method of Test for Moisture-Density Relations of Soils Using a 4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop

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

SECTION 31 00 00.01 00 Page 1

READY TO ADVERTISE

AMERICAN WATER WORKS ASSOCIATION (AWWA)

AMERICAN WELDING SOCIETY (AWS)

AMERICAN WOOD PROTECTION ASSOCIATION (AWPA)

ASTM INTERNATIONAL (ASTM)

ASTM C117 (2013) Standard Test Method for Materials Finer than 75-um (No. 200) Sieve in Mineral Aggregates by Washing

ASTM C131/C131M (2014) Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

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

ASTM C33/C33M (2013) Standard Specification for Concrete Aggregates

ASTM D1140 (2014) Amount of Material in Soils Finer than the No. 200 (75-micrometer) Sieve

ASTM D1556/D1556M (2015) 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 (2011) Soils for Engineering Purposes (Unified Soil Classification System)

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

Particle-Size Analysis of Soils

ASTM D4318 (2010; E 2014) Liquid Limit, Plastic Limit, and Plasticity Index of Soils

ASTM D6938 (2015) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)

ASTM E1643 (2011) Standard Practice for Selection, Design, Installation, and Inspection of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs

ASTM E1745 (2011) Standard Specification for Water Vapor Retarders Used in Contact with Soil or Granular Fill under Concrete Slabs

SECTION 31 00 00.01 00 Page 2

U.S. ARMY CORPS OF ENGINEERS (USACE)

U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)

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

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

Physical/Chemical Methods

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

1.3 DEFINITIONS

1.3.1 Satisfactory Materials at Building Foundations

Any dense, native materials classified by ASTM D2487 as GW, GP, GP-GM, or GW-GM free of debris, roots, wood, scrap material, vegetation, refuse, excessive moisture, organic material, soft unsound particles, and frozen or deleterious, or objectionable materials. The maximum particle diameter shall be one-half the lift thickness at the intended location.

1.3.2 Satisfactory Materials at Locations Other Than Building Foundations

Any materials classified by ASTM D2487 as GW, GP, GM, GP-GM, GW-GM, GC, GP-GC, GM-GC, SW, and SP free of debris, roots, wood, scrap material, vegetation, refuse, soft unsound particles, and frozen or deleterious, or objectionable materials. The maximum particle diameter shall be one-half the lift thickness at the intended location.

1.3.3 Unsatisfactory Materials at Building Foundations

Materials which do not comply with the requirements for satisfactory materials at building foundations are unsatisfactory. Notify the Contracting Officer when encountering any contaminated materials.

1.3.4 Unsatisfactory Materials at Locations Other Than Building Foundations

Materials which do not comply with the requirements for satisfactory materials at locations other than building foundations 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, frozen material, or stones larger than 3 inches. Notify the Contracting Officer when encountering any contaminated materials.

1.3.5 Cohesionless and Cohesive Materials

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

1.3.6 Degree of Compaction

Degree of compaction required, except as noted in the second sentence, is

SECTION 31 00 00.01 00 Page 3 expressed as a percentage of the maximum density obtained by the test procedure presented in ASTM D1557 abbreviated as a percent of laboratory maximum density. Since ASTM D1557 applies only to soils that have 30 percent or less by weight of their particles retained on the 3/4 inch sieve, express the degree of compaction for material having more than 30 percent by weight of their particles retained on the 3/4 inch sieve as a percentage of the maximum density in accordance with AASHTO T 180 and corrected with AASHTO T 224 . To maintain the same percentage of coarse material, use the "remove and replace" procedure as described in NOTE 8 of Paragraph 7.2 in AASHTO T 180 .

1.3.7 Topsoil

See Section 32 92 19.01 00 SEEDING for definition of Topsoil.

1.3.8 Hard/Unyielding Materials

Hard/Unyielding materials comprise 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.

1.3.9 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 that is performed merely to increase production.

1.3.10 Unstable Material

Unstable materials are too wet to properly support utility pipe, conduit, or appurtenant structure and foundation or subsequent overlying earthwork.

1.3.11 Select Granular Material

1.3.11.1 General Requirements

Select granular material consist of materials classified as GW, GP, SW, or SP by ASTM D2487 where indicated. The plasticity index must not be greater than 6 percent when tested in accordance with ASTM D4318, and not more than 5 percent by weight may be finer than No. 200 sieve when tested in accordance with ASTM D1140. Percent passing the No. 4 sieve shall be from 30 to 60 percent.

1.3.12 Initial Backfill Material and Bedding

Initial backfill and bedding consists of select granular material or satisfactory materials, classified in accordance with ASTM D2487, free from rocks 3/4 inch 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, remove from the

SECTION 31 00 00.01 00 Page 4 initial backfill material any stones larger than as recommended by the pipe manufacturer. Initial backfill and bedding material shall be non-frost-susceptible.

1.3.13 Nonfrost Susceptible (NFS) Material

Non-frost-susceptible material is inorganic soil with less than 3 percent by weight finer than 0.02 mm grain size. The test methods shall be ASTM C117, ASTM C136/C136M, and as needed ASTM D422.

1.4 SYSTEM DESCRIPTION

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

1.4.1 Classification of Excavation

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

1.4.2 Blasting

Blasting will not be permitted.

1.4.3 Dewatering Work Plan

Submit procedures for accomplishing dewatering work. Also see Section 01 57 20.01 29 ENVIRONMENTAL PROTECTIONfor dewatering.

1.5 SUBMITTALS

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

submittals not having a "G" designation are for information only.

Submittals with an "S" designation following the “G” are for inclusion in the Sustainability Notebook, in conformance to Section 01 33 29.01 00 SUSTAINABILITY REPORTING. Other designations following the "G" designation identify the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00.01 00

SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Shoring; G, R Dewatering Work Plan; G, R MCF Industrial Waste Holding Tank Shoring and Sheeting Plan

SD-03 Product Data

Utilization of Excavated Materials; G, R Opening of any Excavation or Borrow Pit

Offsite Soils

Warning and Identification Tape

Detection Wire for Non-Metallic Piping

Rip-Rap

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General Backfill

Washed Angular Stone

Drain and Leach Rock

Filter Sand

Initial Backfill Material And Bedding

Screened Gravel

1/2-Inch Maximum Crushed Stone

Structural Fill And Backfill; G, J

Vapor Retarder

SD-06 Test Reports

Testing

Borrow Site Testing; G, R

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

SD-07 Certificates

Testing

PART 2 PRODUCTS

2.1 REQUIREMENTS FOR OFFSITE SOILS

Test offsite soils brought in for use as backfill for Total Petroleum Hydrocarbons (TPH), Benzene, Toluene, Ethyl Benzene, and Xylene (BTEX) and full Toxicity Characteristic Leaching Procedure (TCLP) including ignitability, corrosivity and reactivity. Backfill shall contain nondetectable total petroleum hydrocarbons (TPH) and nondetectable Benzene, Toluene, Ethyl Benzene, and Xylene (BTEX) and shall pass the TCLP test. Determine TPH concentrations by using EPA 600/4-79/020 Method

418.1. Determine BTEX concentrations by using EPA SW-846.3-3 Method 5030/8020. Perform TCLP in accordance with EPA SW-846.3-3 Method 1311.

Provide Borrow Site Testing for TPH, BTEX and TCLP from a composite sample of material from the borrow site, with at least one test from each borrow site. Do not bring material onsite until tests have been approved by the Contracting Officer.

2.2 BURIED WARNING AND IDENTIFICATION TAPE

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

Provide tape on rolls, 3 inches minimum width, color coded as specified below for the intended utility with warning and identification imprinted in bold black letters continuously over the entire tape length. Warning

SECTION 31 00 00.01 00 Page 6 and identification to read, "CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Provide permanent color and printing, unaffected by moisture or soil.

Warning Tape Color Codes

Red Electric

Yellow Gas, Oil; Dangerous Materials

Orange Telephone and Other Communications

Blue Water Systems

Green Sewer Systems

White District Heat Systems

Gray Compressed Air

2.2.1 Warning Tape for Metallic Piping

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

2.2.2 Detectable Warning Tape for Non-Metallic Piping

Provide polyethylene plastic tape conforming to the width, color, and printing requirements specified above, with a minimum thickness of 0.004 inch, and a minimum strength of 1500 psi lengthwise and 1250 psi crosswise. Manufacture tape with integral wires, foil backing, or other means of enabling detection by a metal detector when tape is buried up to 3 feet deep. Encase metallic element of the tape in a protective jacket or provide with other means of corrosion protection.

2.3 DETECTION WIRE FOR NON-METALLIC PIPING

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

AWG.

2.4 MATERIAL FOR RIP-RAP

Material for rip-rap shall be hard angular quarry stone with two or more mechanically fractured faces. The least dimension of any piece shall not be less than 1/4 its greatest dimension. Rip-rap shall meet the following requirements:

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Alaska Department of Transportation & Public Facilities (ADOT&PF) Class I

Percentage of Rip-Rap Weight

0-50% Up to 25 lbs.

0-10% More than 50 lbs.

Alaska Department of Transportation & Public Facilities (ADOT&PF) Class II

Percentage of Rip-Rap Weight

50-100% 200 lbs. or more

0-15% Up to 25 lbs.

0-10% More than 400 lbs.

2.5 GENERAL BACKFILL

General backfill must be non-frost susceptible (NFS), must meet the requirements of satisfactory material at building foundations, and must not contain rock fragments or cobbles 3 inches in diameter or larger.

General backfill shall be placed in maximum 6-inch-thick loose lifts and compacted to a minimum in-place density of 90 percent of ASTM D1557.

2.6 WASHED ANGULAR STONE

Provide washed aggregates made from clean, sound, durable particles of natural gravels, crushed gravel, crushed stone, slag, or other approved materials processed and blended or naturally combined. Material shall be well graded and consist of material passing through a 2-inch sieve, but retained on a 3/8-inch sieve.

Aggregates shall be reasonably uniform in density and quality. The aggregate shall have a percentage of wear not to exceed 50 percent after 500 revolutions as determined by ASTM C131/C131M. The amount of flat and/or elongated particles shall not exceed 20 percent. A flat particle is one having a ratio of width to thickness greater than 3:1; an elongated particle is one having a ratio of length to width greater than 3:1.

2.7 SCREENED GRAVEL

Screened gravel must be non-frost susceptible and must meet the requirements of satisfactory material. Screened gravel must meet the following gradation:

Sieve Size Percent Passing by Weight

1 inch 100

3/4 inch 90-100

SECTION 31 00 00.01 00 Page 8

Sieve Size Percent Passing by Weight

3/8 inch 20-55

No. 4 0-10

No. 8 0-5

0.02 mm 0-3

2.8 1/2-INCH MAXIMUM CRUSHED STONE

1/2-inch maximum crushed stone must be non-frost susceptible and must meet the requirements of satisfactory material. 1/2-inch max crushed stone shall be placed in maximum 6-inch-thick loose lifts and compacted to a minimum in-place density of 95 percent of ASTM D1557. 1/2-inch max crushed stone must meet the following gradation:

Sieve Size Percent Passing by Weight

1/2 inch 100

3/8 inch 85-100

No. 4 10-30

No. 8 0-10

No. 200 0-5

0.02 mm 0-3

2.9 STRUCTURAL FILL AND BACKFILL

Structural fill and backfill consists of well-graded, coarse-grained soil classified in accordance with ASTM D2487. Material shall be NFS;

cohesionless; free of debris, vegetation, wood, roots, refuse, scrap material, soft unsound particles, and frozen soil; and have the following gradation:

Sieve Designation Cumulative Percentage by Weight Passing Mesh Sieves

3-inch 100

1-1/2-inch 70-100

3/4-inch 50-85

No. 4 30-60

No. 50 10-25

SECTION 31 00 00.01 00 Page 9

Sieve Designation Cumulative Percentage by Weight Passing Mesh Sieves

No. 200 0-5

0.02 mm 0-3

2.10 DRAIN AND LEACH ROCK

Provide backfill material consisting of clean gravel having a gradation such that 100 percent passes the 1-1/2-inch sieve and zero percent passes the 3/4-inch sieve. The material shall be free of silt and clay particles adhering to the drain and leach rock.

2.11 FILTER SAND

Filter sand for the leach field shall meet the following gradation:

Sieve Size Percent (%) Passing by Weight

3/8 inch 100

No. 10 85-100

No. 20 60-90

No. 40 25-50

No. 60 0-15

No. 200 0-5

2.12 VAPOR RETARDER

The vapor retarder shall be at least 0.38 mm thick and meet the requirements of Class B vapor retarders as described in ASTM E1745 and placed in accordance with the requirements of ASTM E1643.

PART 3 EXECUTION

3.1 STRIPPING OF TOPSOIL

Where indicated or directed, strip topsoil to the top of underlying mineral soil subgrade. Keep topsoil separate from other excavated materials, brush, litter, objectionable weeds, roots, stones larger than 2 inches in diameter, and other materials that would interfere with planting and maintenance operations. Stockpile in locations coordinated with the Contracting Officer any surplus of topsoil from excavations. See Section 32 92 19.01 00 SEEDING for topsoil installation.

3.2 GENERAL EXCAVATION

Perform excavation of every type of material encountered within the limits of the project to the lines, grades, and elevations indicated and as specified AM#7... or as indicated on the drawings ...AM#7 . Perform the grading in accordance with the typical sections shown and the tolerances specified in paragraph FINISHING. Transport satisfactory excavated

SECTION 31 00 00.01 00 Page 10 materials and place in fill or embankment within the limits of the work.

Excavate unsatisfactory materials encountered within the limits of the work below grade and replace with satisfactory materials. At building foundations, replace excavated material with structural fill. Include such excavated material and the satisfactory material ordered as replacement in excavation. Dispose surplus satisfactory excavated material not required for fill or embankment in areas approved for surplus material storage or designated waste areas. Dispose unsatisfactory excavated material in designated waste or spoil areas. During construction, perform excavation and fill in a manner and sequence that will provide proper drainage at all times. Excavate material required for fill or embankment in excess of that produced by excavation within the grading limits from the borrow areas indicated or from other approved areas selected by the Contractor as specified.

3.2.1 Building Foundation Excavation and Backfilling

Excavate all frost-susceptible soil within 10 feet of final grade beneath building footprints and as indicated. Excavate unsatisfactory material to any depth beneath building foundations and as indicated. Maintain the bottom of excavation to be dry, unfrozen, and free of loose debris.

Recompact the final subgrade to at least 95 percent of ASTM D1557 to a depth of 12 inches. Place geotextiles as indicated. Replace overexcavated material with structural fill. Place structural fill in successive horizontal layers of loose lift thickness not to exceed 6 inches in depth. Compact structural fill to at least 95 percent of ASTM D1557.

Place screened gravel and vapor retarders as indicated on the drawings.

The Contracting Officer's independent Geotechnical Engineer shall be on site during excavation and shall inspect all excavations as they proceed and all foundation subgrades.

3.2.2 Ditches, Gutters, and Channel Changes

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

Backfill the excessive open ditch or gutter excavation with Satisfactory Materials meeting Unified Classification System gradations GP, GW, GW-GM, or GP-GM, thoroughly compacted, or with suitable stone or cobble to grades shown. Dispose excavated material as shown or as directed, except in no case allow material be deposited a maximum 4 feet from edge of a ditch.

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

3.2.3 Drainage Structures

Make excavations to the lines, grades, and elevations shown, or as directed. Provide trenches and foundation pits of sufficient size to permit the placement and removal of forms for the full length and width of structure footings and foundations as shown. Clean rock or other hard foundation material of loose debris and cut to a firm, level, stepped, or serrated surface. Remove loose disintegrated rock and thin strata. Do not disturb the bottom of the excavation when concrete or masonry is to be placed in an excavated area. Do not excavate to the final grade level until just before the concrete or masonry is to be placed.

3.2.4 Drainage

Provide for the collection and disposal of surface and subsurface water

SECTION 31 00 00.01 00 Page 11 encountered during construction. Completely drain construction site during periods of construction to keep soil materials sufficiently dry.

Construct storm drainage features (ponds/basins) at the earliest stages of site development, and throughout construction grade the construction area to provide positive surface water runoff away from the construction activity and provide temporary ditches, swales, and other drainage 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.

3.2.5 Dewatering

Control groundwater, including perched groundwater, flowing toward or into excavations to prevent sloughing of excavation slopes and walls, boils, uplift and heave in the excavation and to eliminate interference with orderly progress of construction. Do not permit French drains, sumps, ditches or trenches within 3 feet of the foundation of any structure, except with specific written approval, and after specific contractual provisions for restoration of the foundation area have been made. Take control measures by the time the excavation reaches the water level in order to maintain the integrity of the in situ material. While the excavation is open, maintain the water level continuously, at least 3 feet below the working level. See also Section 01 57 20.01 29 ENVIRONMENTAL PROTECTION, paragraph ENVIRONMENTAL PROTECTION PLAN, for dewatering.

3.2.6 Trench Excavation Requirements

Excavate to the dimensions indicated in the drawings. Shore vertical trench walls more than 5 feet high, cut back to a stable slope, or provide with equivalent means of protection for employees who may be exposed to moving ground or cave in. Excavate trench walls which are cut back to at least the angle of repose of the soil. Give special attention to slopes which may be adversely affected by weather or moisture content. Do not exceed the trench width below the pipe top of 24 inches plus pipe outside diameter (O.D.) for pipes of less than 24 inches inside diameter, and do not exceed 36 inches plus pipe outside diameter for sizes larger than 24 inches inside diameter. Where recommended trench widths are exceeded, provide redesign, stronger pipe, or special installation procedures by the Contractor. The Contractor is responsible for the cost of redesign, stronger pipe, or special installation procedures without any additional cost to the Government.

3.2.6.1 Bottom Preparation

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

3.2.6.2 Removal of Unyielding Material

Where overdepth is not indicated and unyielding material is encountered in the bottom of the trench, remove such material at least 6 inches below the

SECTION 31 00 00.01 00 Page 12 required grade and replaced with suitable materials as provided in paragraph BACKFILLING AND COMPACTION.

3.2.6.3 Removal of Unstable Material

Where unstable material is encountered in the bottom of the trench, remove such material to the depth directed and replace it to the proper grade with select granular material as provided in paragraph BACKFILLING AND COMPACTION. When removal of unstable material is required due to the Contractor's fault or neglect in performing the work, the Contractor is responsible for excavating the resulting material and replacing it without additional cost to the Government.

3.2.6.4 Excavation for Appurtenances

Provide excavation for manholes, catch-basins, inlets, or similar structures sufficient to leave at least 12 inches clear between the outer structure surfaces and the face of the excavation or support members and of sufficient size to permit the placement and removal of forms for the full length and width of structure footings and foundations as shown.

Clean rock or loose debris and cut to a firm surface either level, stepped, or serrated, as shown or as directed. Remove loose disintegrated rock and thin strata. Specify removal of unstable material. When concrete or masonry is to be placed in an excavated area, take special care not to disturb the bottom of the excavation. Do not excavate to the final grade level until just before the concrete or masonry is to be placed.

3.2.7 Underground Utilities

The Contractor is responsible for movement of construction machinery and equipment over pipes and utilities during construction. Excavation made with power-driven equipment is not permitted within 2 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.

Utility locations shall be identified as required in Section 01 35 26.01 00 GOVERNMENTAL SAFETY REQUIREMENTS, paragraph EXCAVATIONS.

3.2.8 Structural Excavation

Ensure that footing subgrades have been inspected and approved by the Contracting Officer prior to concrete placement. Backfill and compact over excavations to 95 percent of ASTM D1557 maximum density.

3.3 SELECTION OF BORROW MATERIAL

Select borrow material to meet the requirements and conditions of the particular fill or embankment for which it is to be used. Obtain borrow material from the borrow areas shown on the drawings or from approved private sources. Unless otherwise provided in the contract, the Contractor is responsible for obtaining the right to procure material, pay royalties and other charges involved, and bear the expense of developing the sources, including rights-of-way for hauling from the owners. Borrow

SECTION 31 00 00.01 00 Page 13 material from approved sources on Government-controlled land may be obtained without payment of royalties. Unless specifically provided, do not obtain borrow within the limits of the project site without prior written approval. Consider necessary clearing, grubbing, and satisfactory drainage of borrow pits and the disposal of debris thereon related operations to the borrow excavation.

3.4 OPENING AND DRAINAGE OF EXCAVATION AND BORROW PITS

Notify the Contracting Officer sufficiently in advance of the opening of any excavation or borrow pit or borrow areas to permit elevations and measurements of the undisturbed ground surface to be taken. Except as otherwise permitted, excavate borrow pits and other excavation areas providing adequate drainage. Transport overburden and other spoil material to designated spoil areas or otherwise dispose of as directed.

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

3.5 SHORING

3.5.1 General Requirements

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

3.5.1.1 MCF Industrial Waste Holding Tank Shoring

Submit a separate Shoring and Sheeting plan for the MCF industrial waste holding tank. The plan shall be submitted even if sloping is proposed.

The plan must be certified by a registered professional engineer. The excavation, construction of the MCF industrial waste holding tank, and backfill shall be completed before the start of construction of the MCF.

3.5.2 Geotechnical Engineer

Hire a Professional Geotechnical Engineer to provide inspection of excavations and soil/groundwater conditions throughout construction. The Geotechnical Engineer is responsible for performing pre-construction and periodic site visits throughout construction to assess site conditions.

The Geotechnical Engineer is responsible for updating the excavation, sheeting and dewatering plans as construction progresses to reflect changing conditions and submit an updated plan if necessary. Submit a monthly written report, 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 Contracting Officer is responsible for arranging meetings with the Geotechnical Engineer at any time throughout the contract duration.

3.6 GRADING AREAS

Where indicated, divide work into grading areas within which satisfactory excavated material will be placed in embankments, fills, and required

SECTION 31 00 00.01 00 Page 14 backfills. Do not haul satisfactory material excavated in one grading area to another grading area except when so directed in writing. Place and grade stockpiles of satisfactory and unsatisfactory and wasted materials as specified. Keep stockpiles in a neat and well drained condition, giving due consideration to drainage at all times. Clear, grub, and seal by rubber-tired equipment, the ground surface at stockpile locations; separately stockpile excavated satisfactory and unsatisfactory materials. Protect stockpiles of satisfactory materials from contamination which may destroy the quality and fitness of the stockpiled material. If the Contractor fails to protect the stockpiles, and any material becomes unsatisfactory, remove and replace such material with satisfactory material from approved sources.

3.7 FINAL GRADE OF SURFACES TO SUPPORT CONCRETE

Do not excavate to final grade until just before concrete is to be placed. Roughen the level surfaces, and cut the sloped surfaces, as indicated, into rough steps or benches to provide a satisfactory bond.

Protect shales from slaking and all surfaces from erosion resulting from ponding or water flow.

3.8 GROUND SURFACE PREPARATION

3.8.1 General Requirements

Remove and replace unsatisfactory material with satisfactory materials, as directed by the Contracting Officer AM#7... and indicated on the drawings ...AM#7 , in surfaces to receive fill or in excavated areas. See paragraph BUILDING FOUNDATION EXCAVATION AND BACKFILLING for specific building earthwork requirements. Scarify the surface to a depth of 6 inches before the fill is started. Plow, step, bench, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so that the fill material will bond with the existing material. When subgrades are less than the specified density, break up the ground surface to a minimum depth of 6 inches, pulverizing, and compacting to the specified density. When the subgrade is part fill and part excavation or natural ground, scarify the excavated or natural ground portion to a depth of 12 inches and compact it as specified for the adjacent fill.

3.8.2 Frozen Material

Do not place material on surfaces that are muddy, frozen, or contain frost. Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, or other approved equipment well suited to the soil being compacted. Moisten material as necessary to provide the moisture content that will readily facilitate obtaining the specified compaction with the equipment used.

3.9 UTILIZATION OF EXCAVATED MATERIALS

Dispose unsatisfactory materials removing from excavations into designated waste disposal or spoil areas. Use satisfactory material removed from excavations, insofar as practicable, in the construction of fills, embankments, subgrades, shoulders, bedding (as backfill), and for similar purposes. Submit procedure and location for disposal of unused satisfactory material. Submit proposed source of borrow material . Do not waste any satisfactory excavated material without specific written authorization. Dispose of satisfactory material, authorized to be wasted, in designated areas approved for surplus material storage or designated

SECTION 31 00 00.01 00 Page 15 waste areas as directed. Clear and grub newly designated waste areas on Government-controlled land before disposal of waste material thereon.

Stockpile and use coarse rock from excavations for constructing slopes or embankments adjacent to streams, or sides and bottoms of channels and for protecting against erosion. Do not dispose excavated material to obstruct the flow of any stream, endanger a partly finished structure, impair the efficiency or appearance of any structure, or be detrimental to the completed work in any way.

3.10 BURIED TAPE AND DETECTION WIRE

3.10.1 Buried Warning and Identification Tape

Provide buried utility lines with utility identification tape. Bury tape at least 12 inches but no more than 18 inches below finished grade; under pavements and slabs, bury tape at least 6 inches but no more than 10 inches below top of subbase.

3.10.2 Buried Detection Wire

Bury detection wire directly above only non-metallic piping at a distance not to exceed 12 inches above the top of pipe. Extend the wire continuously and unbroken between surface access locations. Terminate the ends of the wire inside the manholes at each end of the pipe, with a minimum of 3 feet of wire, coiled, remaining accessible in each manhole.

Furnish insulated wire over its entire length. Install wires at manholes between the top of the corbel and the frame, and extend up through the chimney seal between the frame and the chimney seal. Bring water line detection/tracer wire to the surface at all valve boxes for water valves and fire hydrant legs, and daylight at water service entrances. Tracer wire shall be spiral-wrapped around the exterior of the valve box riser pipe and brought into the valve box top section. Provide 3 feet minimum of additional wire neatly coiled within each valve box and at each service riser inside the building line.

3.11 BACKFILLING AND COMPACTION

Place backfill adjacent to any and all types of structures, in successive horizontal layers of loose material not more than 6 inches in depth at building foundations and 8 inches at all other locations. Compact to at least 90 percent laboratory maximum density for cohesive materials or 95 percent laboratory maximum density for cohesionless materials, to prevent wedging action or eccentric loading upon or against the structure.

Cohesive backfill material must be within the range of -2 to +2 percent of optimum moisture content at the time of compaction.

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

3.11.1 Backfill and Fill Material Placement Over Pipes and at Walls

Heavy equipment for spreading and compacting backfill shall not be operated closer to foundation or retaining walls than a distance equal to the height of backfill above the top of footing; the area remaining shall be compacted in layers not more than 4 inches in compacted thickness with power-driven hand tampers suitable for the material being compacted.

SECTION 31 00 00.01 00 Page 16

Backfill shall be placed carefully around pipes or tanks to avoid damage to coatings, wrappings, or tanks. Backfill shall not be placed against foundation walls prior to 7 days after completion of the walls. As far as practicable, backfill shall be brought up evenly on each side of the wall and sloped to drain away from the wall.

3.11.2 Trench Backfill

Backfill trenches to the grade shown. Backfill the trench to 2 feet above the top of pipe prior to performing the required pressure tests. Leave the joints and couplings uncovered during the pressure test. Do not backfill the trench until all specified tests are performed. Under structures and pavement, place and compact backfill in 6-inch lifts to top of trench and in 6-inch lifts to 1 foot over the pipe outside structures and paved areas. Lift thickness is compacted depth.

3.11.2.1 Replacement of Unyielding Material

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

3.11.2.2 Replacement of Unstable Material

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

3.11.2.3 Bedding and Initial Backfill

Provide bedding of the type and thickness shown in the drawings. Place initial backfill material and compact it with approved tampers to a height of at least one foot above the utility pipe or conduit. Bring up the backfill evenly on both sides of the pipe for the full length of the pipe. Take care to ensure thorough compaction of the fill under the haunches of the pipe. Compact backfill to top of pipe to 95 percent of ASTM D1557 maximum density. Except as shown in the drawing trench section details, provide bedding material meeting the gradation requirements of Initial Backfill and Bedding described in paragraph DEFINITIONS.

3.11.2.4 Final Backfill

Fill the remainder of the trench with soil material indicated on the drawings. Place backfill material and compact as follows:

3.11.2.4.1 Sidewalks, Turfed or Seeded Areas and Miscellaneous Areas

Deposit backfill in layers of a maximum of 12 inches loose thickness, and compact it to 85 percent maximum density for cohesive soils and 90 percent maximum density for cohesionless soils. Apply this requirement to all other areas not specifically designated.

3.11.3 Backfill for Appurtenances

After the manhole, catchbasin, inlet, or similar structure has been constructed and the concrete has been allowed to cure for at least 7 days, place backfill in such a manner that the structure is not be damaged by the shock of falling earth. Deposit the backfill material, compact it as specified for final backfill, and bring up the backfill evenly on all sides of the structure to prevent eccentric loading and excessive stress.

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3.12 SPECIAL REQUIREMENTS

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

3.12.1 Electrical Distribution System

Provide a minimum cover of 24 inches from the finished grade to top of direct burial cable and conduit or duct line, unless otherwise indicated.

3.12.2 Leach Field

See Section 33 30 00.01 00 SANITARY SEWER for leach field pipe, manholes, board insulation, and septic tank. See Section 31 05 19.01 00 GEOTEXTILE for separation geotextile.

3.12.2.1 Filter Sand

Filter sand shall not be mechanically compacted but shall be hydraulically consolidated by spreading saturated filter sand in loose lifts not greater than 12 inches. After the first lift is in place and graded, flood the surface with water before placing the next lift. Flood the final filter sand lift after it is graded. Total in-place filter sand depth after hydraulic consolidation must be at least 24 inches.

3.12.3 Rip-Rap Construction

Construct rip-rap on bedding material 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.

3.12.3.1 Bedding Placement

Spread bedding material uniformly to a thickness of at least 3 inches on prepared subgrade as indicated. Finish bedding to present even surface free from mounds and windrows.

3.12.3.2 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 as necessary to obtain the distribution of fragment sizes specified above.

3.13 EMBANKMENTS

3.13.1 Earth Embankments

Construct earth embankments from satisfactory materials free of organic or frozen material and rocks with any dimension greater than 3 inches and meeting the specific soil type shown on the drawings. Place the material in successive horizontal layers of loose material not more than 8 inches in depth. Spread each layer 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

SECTION 31 00 00.01 00 Page 18 spreading, plow, disk, or otherwise break up each layer; moisten or aerate as necessary; thoroughly mix; and compact to at least 90 percent laboratory maximum density for cohesive materials or 95 percent laboratory maximum density for cohesionless materials. Backfill material must be within the range of -2 to +2 percent of optimum moisture content at the time of compaction.

Compaction requirements for the upper portion of earth embankments forming subgrade for pavements are identical with those requirements specified in paragraph SUBGRADE PREPARATION. Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment.

3.14 SUBGRADE PREPARATION

3.14.1 Construction

Shape subgrade to line, grade, and cross section, and compact as specified. Include plowing, disking, and any moistening or aerating required to obtain specified compaction for this operation. Remove soft or otherwise unsatisfactory material and replace with satisfactory excavated material or other approved material as directed AM#7... and as indicated on the drawings ...AM#7 . Excavate rock encountered in the cut section to a depth of 6 inches below finished grade for the subgrade.

Bring up low areas resulting from removal of unsatisfactory material or excavation of rock to required grade with satisfactory materials, and shape the entire subgrade to line, grade, and cross section and compact as specified. After rolling, the surface of the subgrade for roadways shall not show deviations greater than 1/2 inch when tested with a 12-foot straightedge applied both parallel and at right angles to the centerline of the area. Do not vary the elevation of the finish subgrade more than

0.05 foot from the established grade and cross section.

3.14.2 Compaction

Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment.

3.14.2.1 Subgrade for Pavements

Compact subgrade for pavements to at least 95 percentage laboratory maximum density for the depth below the surface of the pavement shown.

When more than one soil classification is present in the subgrade, thoroughly blend, reshape, and compact the top 8 inches of subgrade.

3.14.2.2 Subgrade for Shoulders

Compact subgrade for shoulders to at least 95 percentage laboratory maximum density for the full depth of the shoulder.

3.14.2.3 Subbase All Locations

Compact subbase soil to at least 95 percent of laboratory maximum density.

3.15 SHOULDER CONSTRUCTION

Construct shoulders of satisfactory excavated or borrow material or as otherwise shown or specified. Construct shoulders immediately after adjacent paving is complete. Compact the entire shoulder area to at least

SECTION 31 00 00.01 00 Page 19 the percentage of maximum density as specified in paragraph SUBGRADE PREPARATION above, for specific ranges of depth below the surface of the shoulder. Finish compaction by sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled rollers, vibratory compactors, or other approved equipment. Finish shoulder construction in proper sequence in such a manner that adjacent ditches will be drained effectively and that no damage of any kind is done to the adjacent completed pavement. Align the completed shoulders true to grade and shaped to drain in conformity with the cross section shown.

3.16 FINISHING

Finish the surface of excavations, embankments, and subgrades to a smooth and compact surface in accordance with the lines, grades, and cross sections or elevations shown. Provide the degree of finish for graded areas within 0.1 foot of the grades and elevations indicated except that the degree of finish for subgrades specified in paragraph SUBGRADE PREPARATION. Finish gutters and ditches in a manner that will result in effective drainage. Finish the surface of areas to be turfed from settlement or washing to a smoothness suitable for the application of turfing materials. Repair graded, topsoiled, or backfilled areas prior to acceptance of the work, and re-established grades to the required elevations and slopes.

3.16.1 Subgrade and Embankments

During construction, keep embankments and excavations shaped and drained.

Maintain ditches and drains along subgrade to drain effectively at all times. Do not disturb the finished subgrade by traffic or other operation. Protect and maintain the finished subgrade in a satisfactory condition until subbase, base, or pavement is placed. Do not permit the storage or stockpiling of materials on the finished subgrade. Do not lay subbase, base course, or pavement until the subgrade has been checked and approved, and in no case place subbase, base, surfacing, or pavement on a muddy, spongy, or frozen subgrade.

3.16.2 Grading Around Structures

Construct areas within 5 feet outside of each building and structure line true-to-grade, shape to drain, and maintain free of trash and debris until final inspection has been completed and the work has been accepted.

3.17 PLACING TOPSOIL

See Section 32 92 19.01 00 SEEDING for topsoil placing requirements.

3.18 TESTING

Perform testing by a Corps validated commercial testing laboratory or the Contractor's validated testing facility. Submit qualifications of the Corps validated commercial testing laboratory or the Contractor's validated testing facilities. If the Contractor elects to establish testing facilities, do not permit work requiring testing until the Contractor's facilities have been inspected, Corps validated and approved by the Contracting Officer.

a. Determine field in-place density in accordance with ASTM D6938. When ASTM D6938 is used, check the calibration curves and adjust using only the sand cone method as described in ASTM D1556/D1556M .

SECTION 31 00 00.01 00 Page 20

b. Check the calibration curves furnished with the moisture gauges along with density calibration checks as described in ASTM D6938; check the calibration of both the density and moisture gauges at the beginning of a job on each different type of material encountered and at intervals as directed by the Contracting Officer. When test results indicate, as determined by the Contracting Officer, that compaction is not as specified, remove the material, replace and recompact to meet specification requirements.

c. Perform tests on recompacted areas to determine conformance with specification requirements. Appoint a registered professional civil engineer to certify inspections and test results. These certifications shall state that the tests and observations were performed by or under the direct supervision of the engineer and that the results are representative of the materials or conditions being certified by the tests. The following number of tests, if performed at the appropriate time, will be the minimum acceptable for each type operation.

3.18.1 Fill and Backfill Material Gradation

One test per 1,500 cubic yards stockpiled or in-place source material.

Determine gradation of fill and backfill material in accordance with ASTM D422 and classified using ASTM D2487.

3.18.2 In-Place Densities

a. One test per 2,000 square feet, or fraction thereof, of each lift of fill or backfill areas compacted by other…