Specs Section 31 23 00 - Revised.pdf

W. Bulk. Replacement, East Boat Basin, Cape Cod Canal, Bourne, MA

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 23 00

EXCAVATION AND FILL

PART 1 GENERAL

1.1 REFERENCES

1.2 DEFINITIONS

1.2.1 Degree of Compaction

1.2.2 Hard Materials

1.3 SUBMITTALS

1.4 DELIVERY, STORAGE, AND HANDLING

1.5 CRITERIA FOR BIDDING

1.6 REQUIREMENTS FOR OFF SITE SOIL

1.7 QUALITY ASSURANCE

1.7.1 Utilities

PART 2 PRODUCTS

2.1 SOIL MATERIALS

2.1.1 Satisfactory Materials

2.1.2 Unsatisfactory Materials

2.1.3 Backfill and Fill Material

2.2 TOPSOIL

2.3 CRUSHED STONE SUBBASE

2.4 3/4" CRUSHED STONE

PART 3 EXECUTION

3.1 PROTECTION

3.1.1 Drainage and Dewatering

3.1.1.1 Drainage

3.1.1.2 Dewatering

3.1.2 Underground Utilities

3.1.3 Machinery and Equipment

3.2 SURFACE PREPARATION

3.2.1 Stripping

3.2.2 Unsuitable Material

3.3 EXCAVATION AND TRENCHING FOR DUCT BANKS

3.3.1 General

3.3.2 Trench Width

3.3.3 Trench Depth

3.3.4 Trench Bottom

3.3.5 Excavated Materials

3.4 TRENCH SUBGRADE PREPARATION

3.5 TRENCH FILLING AND BACKFILLING

3.5.1 Backfill and Fill Material Placement

3.5.2 Trench Backfill

3.6 BULKHEAD EXCAVATION

3.6.1 General

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3.6.2 Excavation Extents

3.6.3 Excavated Materials

3.7 BULKHEAD EXCAVATION SUBGRADE PREPARATION

3.8 BULKHEAD EXCAVATION FILLING AND BACKFILLING

3.8.1 Compacted Gravel Fill Placement

3.8.2 3/4" Crushed Stone

3.9 COMPACTION

3.9.1 General Site

3.9.2 Concrete Slabs

3.9.3 Adjacent Area

3.9.4 Paved Areas

3.9.5 Bulkhead Excavation

3.10 FINISH OPERATIONS

3.10.1 Grading

3.10.2 Protection of Surfaces

3.11 DISPOSITION OF SURPLUS MATERIAL

3.12 FIELD QUALITY CONTROL

3.12.1 Sampling

3.12.2 Testing

3.12.2.1 Fill and Backfill Material Testing

3.12.2.2 Optimum Moisture and Laboratory Maximum Dry Density

3.12.2.3 Field In-Place Density Tests

3.12.2.4 Moisture Content Tests

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SECTION 31 23 00 Page 2

SECTION 31 23 00

EXCAVATION AND FILL

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 in the text by the basic designation only.

ASTM INTERNATIONAL (ASTM)

ASTM C136/C136M (2019) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

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.))

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

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

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

ASTM D2216 (2019) Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass

ASTM D2487 (2017; E 2020) Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)

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)

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THE COMMONWEALTH OF MASSACHUSETTS DEPARTMENT OF PUBLIC WORKS

State Specifications (2023) Commonwealth of Massachusetts Department of Transportation Standard Specifications for Highways and Bridges

U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)

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

Physical/Chemical Methods

1.2 DEFINITIONS

1.2.1 Degree of Compaction

Degree of compaction is expressed as a percentage of the maximum dry density obtained by the test procedure presented in ASTM D1557, for general soil types, abbreviated as percent laboratory maximum dry density.

1.2.2 Hard Materials

Weathered rock, dense consolidated deposits, or conglomerate materials which are not included in the definition of "rock" but which usually require the use of heavy excavation equipment, ripper teeth, or jack hammers for removal.

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. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-06 Test Reports

Borrow Site Testing ; G, RO

Fill and Backfill

Field In-Place Density Tests

Moisture Content Tests

Copies of all laboratory and field test reports within 24 hours of the completion of the test.

1.4 DELIVERY, STORAGE, AND HANDLING

Perform in a manner to prevent contamination or segregation of materials.

1.5 CRITERIA FOR BIDDING

Base bids on the following criteria:

a. Surface elevations are as indicated.

b. Pipes or other artificial obstructions, except those indicated, will

SECTION 31 23 00 Page 4 not be encountered.

c. Hard materials and rock will not be encountered,except as indicated.

d. Suitable backfill and bedding material, except that which can be salvaged for reuse during excavation, is not available at the project site.

e. Blasting will not be permitted. Remove material in an approved manner.

1.6 REQUIREMENTS FOR OFF SITE SOIL

Soils brought in from off site for use as backfill shall be tested for petroleum hydrocarbons, BTEX, PCBs and HW characteristics (including toxicity, ignitability, corrosivity, and reactivity). Backfill shall not contain concentrations of these analytes above the appropriate State and/or EPA criteria, and shall pass the tests for HW characteristics.

Determine petroleum hydrocarbon concentrations by using appropriate State protocols. Determine BTEX concentrations by using EPA SW-846.3-3 Method 5035/8260B. Perform complete TCLP in accordance with EPA SW-846.3-3 Method 1311. Perform HW characteristic tests for ignitability, corrosivity, and reactivity in accordance with accepted standard methods.

Perform PCB testing in accordance with accepted standard methods for sampling and analysis of bulk solid samples. Provide borrow site testing for petroleum hydrocarbons and BTEX from a grab sample of material from the area most likely to be contaminated at the borrow site (as indicated by visual or olfactory evidence), with at least one test from each borrow site. For each borrow site, provide borrow site testing for HW characteristics from a composite sample of material, collected in accordance with standard soil sampling techniques. Do not bring material onsite until tests results have been received and approved by the Contracting Officer.

1.7 QUALITY ASSURANCE

1.7.1 Utilities

Movement of construction machinery and equipment over pipes and utilities during construction shall be at the Contractor's risk. 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.

PART 2 PRODUCTS

2.1 SOIL MATERIALS

2.1.1 Satisfactory Materials

Any materials classified by ASTM D2487 as GW, GP, GM, GP-GM, GW-GM, SW, SP, free of debris, roots, wood, scrap material, vegetation, refuse, soft unsound particles, and frozen, deleterious, or objectionable materials.

Unless specified otherwise, the maximum particle diameter shall be one-half the lift thickness at the intended location.

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2.1.2 Unsatisfactory Materials

Materials which do not comply with the requirements for satisfactory materials. Unsatisfactory materials also include man-made fills, trash, refuse, or backfills from previous construction. Unsatisfactory material also includes material classified as satisfactory which contains root and other organic matter, frozen material, and stones larger than 2 inches.

The Contracting Officer shall be notified of any contaminated materials.

2.1.3 Backfill and Fill Material

ASTM D2487, classification GW, GP, GW-GM, GP-GM, SW, SP, SW-SM, SP-SM, with a maximum ASTM D4318 liquid limit of 35, maximum ASTM D4318 plasticity index of 12, and a maximum of 10 percent by weight passing ASTM D1140, No. 200 sieve. Backfill and fill must be free of debris, roots, wood, scrap material, vegetation, refuse, soft unsound particles, and frozen, deleterious, or objectionable materials.

Excavated soils meeting these criteria may be used as bulkhead backfill as shown in the contract drawings.

2.2 TOPSOIL

Delivered topsoil shall be as defined in ASTM D5268. When available, the topsoil shall be the existing surface soil stripped and stockpiled onsite.

When additional topsoil is required beyond the available topsoil from the stripping operation, topsoil shall be delivered and amended as recommended by the soil test for the seed specified. Topsoil shall be free from slag, cinders, stones, lumps of soil, sticks, roots, trash or other material over a minimum 1-1/2-inch diameter. Topsoil shall be free from viable plants and plant parts. The loam shall have an acidity range of 5.5 pH to

7.6 pH. Total organic matter shall be between 5 and 10% based on loss on ignition. Delivered topsoil shall be amended as recommended by the soil test.

2.3 CRUSHED STONE SUBBASE

Crushed stone fill must meet the requirements of the State Specifications , Paragraph M1.03.1 "Processed Gravel for Subbase".

2.4 3/4" CRUSHED STONE

3/4" Crushed Stone must meet the requirements of the State Specifications , Table M2.01.0 "Tabulation of Stone Sizes Percent by Weight Passing Through" column M2.01.4 "Crushed Stone". Material must be clean, double washed stone.

PART 3 EXECUTION

3.1 PROTECTION

3.1.1 Drainage and Dewatering

Provide for the collection and disposal of surface and subsurface water encountered during construction.

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3.1.1.1 Drainage

Completely drain construction site during periods of construction to keep soil materials sufficiently dry. The Contractor shall grade the construction area to provide positive surface water runoff away from the construction activity and/or provide temporary ditches, dikes, swales, and other drainage features and equipment as required to maintain dry soils, prevent erosion and undermining of foundations. 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. Excavated slopes and backfill surfaces shall be protected to prevent erosion and sloughing. Excavation shall be performed so that the site, the area immediately surrounding the site, and the area affecting operations at the site shall be continually and effectively drained.

3.1.1.2 Dewatering

Groundwater flowing toward or into excavations shall be controlled to prevent sloughing of excavation slopes and walls, boils, uplift and heave in the excavation and to eliminate interference with orderly progress of construction. French drains, sumps, ditches or trenches will not be permitted within 3 feet of the foundation of any structure, except with specific written approval, and after specific contractual provisions for restoration of the foundation area have been made. Control measures shall be taken by the time the excavation reaches the water level in order to maintain the integrity of the in situ material.

Crushed stone fill between the existing and new sheet piles may be placed in wet conditions and does not require dewatering.

3.1.2 Underground Utilities

Location of the existing utilities indicated is approximate. The Contractor shall physically verify the location and elevation of the existing utilities indicated prior to starting construction.

3.1.3 Machinery and Equipment

Movement of construction machinery and equipment over pipes, deadmen, and tie rods during construction shall be at the Contractor's risk. Repair, or remove and provide new pipe for existing or newly installed pipe that has been displaced or damaged. Repair or remove and replace deadmen and tie rods that have been displaced or damaged.

3.2 SURFACE PREPARATION

3.2.1 Stripping

Strip suitable topsoil from the site where excavation or grading is indicated and stockpile separately from other excavated material.

Material unsuitable for use as topsoil shall be stockpiled and used for backfilling as long as it meets requirements of satisfactory, backfill or fill material. Locate topsoil so that the material can be used readily for the finished grading. Where sufficient existing topsoil conforming to the material requirements is not available on site, provide borrow

SECTION 31 23 00 Page 7 materials suitable for use as topsoil. Protect topsoil and keep in segregated piles until needed.

3.2.2 Unsuitable Material

Remove vegetation, debris, decayed vegetable matter, sod, mulch, bricks, pavement, slabs, and rubbish underneath paved areas or concrete slabs.

3.3 EXCAVATION AND TRENCHING FOR DUCT BANKS

3.3.1 General

a. Mechanical equipment shall not be used in locations where its operation would cause damage to existing buildings and utilities, or structures above or below ground.

b. Prior to the start of work, the Contractor shall field verify all dimensions and locations for the layout of the new conduit ductbanks.

c. Keep excavations free from water. Excavate soil disturbed or weakened by Contractor's operations, soils softened or made unsuitable for subsequent construction due to exposure to weather. Excavations below indicated depths will not be permitted except to remove unsatisfactory material. Unsatisfactory material encountered below the grades shown shall be removed as directed. Refill with satisfactory material and compact to 95 percent of ASTM D1557 maximum dry density. Unless specified otherwise, refill excavations cut below indicated depth with satisfactory material and compact to 95 percent of ASTM D1557 maximum dry density. Satisfactory material removed below the depths indicated, without specific direction of the Contracting Officer, shall be replaced with satisfactory materials to the indicated excavation grade. Determination of elevations and measurements of approved overdepth excavation of unsatisfactory material below grades indicated shall be done under the direction of the Contracting Officer.

3.3.2 Trench Width

Width of trenches for direct bury and concrete encased conduit ductbanks shall be excavated to the minimum specified width, as shown on sheet E-501, that will provide adequate working space/clearance for safe and proper conduit installation, jointing, forming and concrete encasement.

The trench width shall be sufficient to allow for the installation of the specified conduit arrangement, concrete envelop, proper cover, and, if deemed necessary by the site conditions, depth or soil type, any applicable shoring..

3.3.3 Trench Depth

Depth of trenches for direct bury and concrete encased conduit ductbanks shall be excavated to the specified depth, as shown on sheet E-501, that will provide adequate working space/clearance for safe and proper conduit installation, jointing, forming, shoring and concrete encasement. The trench depth is dependent upon the slope of the area, conduit slope, obstacles, and other possible utilities. The trench depth shall be sufficient to allow for the installation of the specified conduit arrangement, concrete envelope, proper cover, and if deemed necessary by the site conditions, an applicable cushioning bed..

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3.3.4 Trench Bottom

Mechanical excavation shall be stopped above the final grade elevation and the remaining material carefully hand excavated so that the conduit ductbank is constructed on a firm, undisturbed, native earth bed. Trench bottoms with unsuitable materials such as peat, vegetation, cinders, rubble or any other conditions that will not provide solid support of the conduit ductbank shall not be permitted. Unsuitable material shall be removed and replaced and compacted with satisfactory material. Uniformity along the length of the trench bottom shall be maintained to avoid differential settlement of, and possible damage to, the conduit ductbank..

3.3.5 Excavated Materials

Satisfactory excavated material required for fill or backfill shall be placed in the proper section of the permanent work required or shall be separately stockpiled if it cannot be readily placed. Satisfactory material in excess of that required for the permanent work and all unsatisfactory material shall be disposed of as specified in Paragraph

DISPOSITION OF SURPLUS MATERIAL.

3.4 TRENCH SUBGRADE PREPARATION

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.

Material shall not be placed on surfaces that are muddy, frozen, or contain frost. Compaction shall be accomplished by 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 herein.

3.5 TRENCH FILLING AND BACKFILLING

Fill and backfill to contours, elevations, and dimensions indicated.

Compact each lift before placing overlaying lift.

3.5.1 Backfill and Fill Material Placement

Provide for paved areas and under concrete slabs, except where select material is provided. Place in 6 inch lifts. Do not place over wet or frozen areas. Place backfill material adjacent to structures as the structural elements are completed and accepted. Backfill against concrete only when approved. Place and compact material to avoid loading upon or against the structure.

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3.5.2 Trench Backfill

Backfill as rapidly as construction, testing, and acceptance of work permits. Under paved areas place and compact backfill over conduit ductbanks in 6 inch compacted lifts to bottom of subbase and in pervious areas in 6 inch compacted lifts to one foot over conduit ductbanks. All backfill material within 12 inches of the concrete encasements or conduits shall be free from stones larger than 2 inches, organic material, debris, rubble, and/or any sharp edges which may cause damage to the concrete envelop or conduit. The balance of backfill shall be free of solid material greater than 4 inches, maximum dimension. Backfill material shall be adequately compacted in 6-inch lifts. Peat, cinders, rubble, frozen and organic material are not suitable backfill material. Flowable fill may not be used without prior approval by the Contracting Officer. When conduits are to be direct buried, sand shall be placed under, around and over the conduits as shown on E-501 and shall be placed so as not to damage or alter the alignment of conduits. The balance of backfill shall be free of solid material greater than 4 inches, maximum dimension.

Backfill material shall be adequately compacted in twelve inch (12") lifts.

3.6 BULKHEAD EXCAVATION

3.6.1 General

a. Mechanical equipment shall not be used in locations where its operation would cause damage to existing buildings and utilities, or structures above or below ground.

b. Prior to the start of work, the Contractor shall field verify all dimensions and locations excavation.

c. Excavate soil disturbed or weakened by Contractor's operations, soils softened or made unsuitable for subsequent construction due to exposure to weather. Excavations below indicated depths will not be permitted except to remove unsatisfactory material. Unsatisfactory material encountered below the grades shown shall be removed as directed. Refill with satisfactory material and compact to 95 percent of ASTM D1557 maximum dry density. Unless specified otherwise, refill excavations cut below indicated depth with satisfactory material and compact to 95 percent of ASTM D1557 maximum dry density. Satisfactory material removed below the depths indicated, without specific direction of the Contracting Officer, shall be replaced with satisfactory materials to the indicated excavation grade. Determination of elevations and measurements of approved overdepth excavation of unsatisfactory material below grades indicated shall be done under the direction of the Contracting Officer.

3.6.2 Excavation Extents

Width of excavation is shown on drawings CS-102 and S-501. Maintain slopes and provide slope protection to ensure safe working conditions in the excavation.

3.6.3 Excavated Materials

Satisfactory excavated material required for fill or backfill shall be placed in the proper section of the permanent work required or shall be separately stockpiled if it cannot be readily placed. Satisfactory material in excess of that required for the permanent work and all

SECTION 31 23 00 Page 10 unsatisfactory material shall be disposed of as specified in Paragraph

DISPOSITION OF SURPLUS MATERIAL.

3.7 BULKHEAD EXCAVATION SUBGRADE PREPARATION

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 excavation surface behind the existing sheet pile bulkhead 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.

Material shall not be placed on surfaces that are muddy, frozen, or contain frost. Material shall not be placed while tidal water is above the elevation of the excavation bottom. As tidal water recedes, inspect the subgrade to ensure it is still satisfactory or remove and replace before placing material.

Compaction shall be accomplished by 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 herein. Do not operate large equipment over the existing tie rods that may damage of compromise them.

3.8 BULKHEAD EXCAVATION FILLING AND BACKFILLING

Fill and backfill to contours, elevations, and dimensions indicated.

Compact each lift as described below.

3.8.1 Compacted Gravel Fill Placement

Place in 6 inch lifts. Do not place over wet or frozen areas. Compacted gravel fill shall only be placed during dry or low tide conditions until the excavation bottom is above the high tide line. Backfill adjacent to structures shall be placed as structural elements are completed and accepted. Backfill against concrete only when approved. Place and compact material to avoid loading upon or against structure.

3.8.2 3/4" Crushed Stone

Place in 1 foot lifts in the space between existing and new bulkheads shown on the contract drawings. Do not damage the walers or drop stone that might chip or impact existing coal tar epoxy coats. Backfill adjacent to structures shall be placed as structural elements are completed and accepted. Place and compact material evenly along the length of the bulkhead to avoid concentrated loads. Tamp compact the final two lifts with an excavator bucket or equivalent.

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3.9 COMPACTION

Determine in-place density of existing subgrade in accordance with Part 3.10.2.3; if required density exists, no compaction of existing subgrade will be required.

3.9.1 General Site

Compact underneath areas designated for vegetation and areas outside the 5 foot line of the paved area or structure to 85 percent of ASTM D1557.

3.9.2 Concrete Slabs

Compact top 12 inches of subgrades beneath concrete slabs to 95 percent of ASTM D1557. Compact select material to 95 percent of ASTM D1557.

3.9.3 Adjacent Area

Compact areas within 5 feet of structures to 90 percent of ASTM D1557.

3.9.4 Paved Areas

Compact top 12 inches of subgrades beneath paved areas to 95 percent of ASTM D1557. Compact fill and backfill materials to 95 percent of

ASTM D1557.

3.9.5 Bulkhead Excavation

Compact fill and backfill materials to 95 percent of ASTM D1557. Use only light equipment (hand tampers) for the initial 24 inches of compaction directly over tie rods to prevent damage.

3.10 FINISH OPERATIONS

3.10.1 Grading

Grade areas to drain water away from structures. Maintain areas free of trash and debris. For existing grades that will remain but which were disturbed by Contractor's operations, grade as directed.

3.10.2 Protection of Surfaces

Protect newly backfilled, graded, and topsoiled areas from traffic, erosion, and settlements that may occur. Repair or reestablish damaged grades, elevations, or slopes.

3.11 DISPOSITION OF SURPLUS MATERIAL

Remove from Government property surplus or other soil material not required or suitable for filling or backfilling, and brush, refuse, stumps, roots, and timber.

3.12 FIELD QUALITY CONTROL

3.12.1 Sampling

Take the number and size of samples required to perform the following tests.

SECTION 31 23 00 Page 12

3.12.2 Testing

Perform one of each of the following tests for each material used. Provide additional tests for each source change.

3.12.2.1 Fill and Backfill Material Testing

Test fill and backfill material one test per 200400 cubic yards in accordance with ASTM C136/C136M for conformance to ASTM D2487 gradation limits; ASTM D1140 for material finer than the No. 200 sieve; ASTM D4318 for liquid limit and for plastic limit; ASTM D698 or ASTM D1557 for moisture density relations, as applicable.

3.12.2.2 Optimum Moisture and Laboratory Maximum Dry Density

Perform tests for each type material or source of material to determine the optimum moisture and laboratory maximum dry density values. One representative test per 200 cubic yards of fill and backfill, or when any change in material occurs which may affect the optimum moisture content or laboratory maximum dry density.

3.12.2.3 Field In-Place Density Tests

Test density in accordance with ASTM D1556/D1556M , or ASTM D6938. When ASTM D6938 density tests are used, verify density test results by performing an ASTM D1556/D1556M density test at a location already ASTM D6938 tested as specified herein. Perform an ASTM D1556/D1556M density test at the start of the job, and for every 10 ASTM D6938 density tests thereafter. Test each lift at randomly selected locations every 2000 square feet of existing grade in fills for structures and concrete slabs, and every 2500 square feet for other fill areas and every 2000 square feet of subgrade in cut. Include density test results in daily report.

Bedding and backfill in trenches: One test per 50 linear feet in each lift.

3.12.2.4 Moisture Content Tests

In the stockpile, excavation or borrow areas, a minimum of two tests per day per type of material or source of materials being placed is required during stable weather conditions. During unstable weather, tests shall be made as dictated by local conditions and approved moisture content shall be tested in accordance with ASTM D2216. Include moisture content test results in daily report.

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