31_23_00.00_20_Excavation_ _Fill.pdf

USACE / NAVFAC / AFCEC / NASA UFGS-31 23 00.00 20 (February 2011) Change 2 - 08/15 Preparing Activity: NAVFAC Superseding UFGS-31 23 00.00 20 (April 2006)

UNIFIED FACILITIES GUIDE SPECIFICATIONS

References are in agreement with UMRL dated October 2015

SECTION TABLE OF CONTENTS

DIVISION 31 - EARTHWORK

SECTION 31 23 00.00 20

EXCAVATION AND FILL

02/11

PART 1 GENERAL

1.1 REFERENCES

1.2 DEFINITIONS

1.2.1 Capillary Water Barrier

1.2.2 Degree of Compaction

1.2.3 Hard Materials

1.2.4 Rock

1.2.5 Pile Supported Structure

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 Shoring and Sheeting Plan

1.7.2 Dewatering Work Plan

1.7.3 Utilities

PART 2 PRODUCTS

2.1 SOIL MATERIALS

2.1.1 Satisfactory Materials

2.1.2 Unsatisfactory Materials

2.1.3 Cohesionless and Cohesive Materials

2.1.4 Expansive Soils

2.1.5 Nonfrost Susceptible (NFS) Material

2.1.6 Common Fill

2.1.7 Backfill and Fill Material

2.1.8 Select Material

2.1.9 Topsoil

2.2 POROUS FILL FOR CAPILLARY WATER BARRIER

2.3 UTILITY BEDDING MATERIAL

2.3.1 Sand

2.3.2 Gravel

2.4 SEWAGE ABSORPTION TRENCHES OR PITS

SECTION 31 23 00.00 20 Page 1

2.4.1 Porous Fill

2.4.2 Cover

2.5 BORROW

2.6 BACKFILL FOR UNDERDRAINAGE SYSTEMS

2.7 FILTER FABRIC

2.8 MATERIAL FOR PIPE CASING

2.8.1 Casing Pipe

2.8.2 Wood Supports

2.9 MATERIAL FOR RIP-RAP

2.9.1 Bedding Material

2.9.2 Grout

2.9.3 Rock

2.10 BURIED WARNING AND IDENTIFICATION TAPE

2.10.1 Warning Tape for Metallic Piping

2.10.2 Detectable Warning Tape for Non-Metallic Piping

2.11 DETECTION WIRE FOR NON-METALLIC PIPING

PART 3 EXECUTION

3.1 PROTECTION

3.1.1 Shoring and Sheeting

3.1.2 Drainage and Dewatering

3.1.2.1 Drainage

3.1.2.2 Dewatering

3.1.3 Underground Utilities

3.1.4 Machinery and Equipment

3.2 SURFACE PREPARATION

3.2.1 Clearing and Grubbing

3.2.2 Stripping

3.2.3 Unsuitable Material

3.3 EXCAVATION

3.3.1 Structures With Spread Footings

3.3.2 Pile Cap Excavation and Backfilling

3.3.3 Pipe Trenches

3.3.4 Hard Material [and Rock] Excavation

3.3.5 Excavated Materials

3.3.6 Final Grade of Surfaces to Support Concrete

3.4 SUBGRADE PREPARATION

3.4.1 Proof Rolling

3.5 SUBGRADE FILTER FABRIC

3.6 FILLING AND BACKFILLING

3.6.1 Common Fill Placement

3.6.2 Backfill and Fill Material Placement

3.6.3 Select Material Placement

3.6.4 Backfill and Fill Material Placement Over Pipes and at Walls

3.6.5 Porous Fill Placement

3.6.6 Trench Backfilling

3.7 BORROW

3.8 BURIED WARNING AND IDENTIFICATION TAPE

3.9 BURIED DETECTION WIRE

3.10 COMPACTION

3.10.1 General Site

3.10.2 Structures, Spread Footings, and Concrete Slabs

3.10.3 Adjacent Area

3.10.4 Paved Areas

3.10.5 Airfield Pavements

3.11 PIPELINE CASING UNDER [RAILROAD] [AND] [PAVEMENT]

3.11.1 Earthwork for Pipeline Casings

3.11.2 Steel Cased Pipelines

SECTION 31 23 00.00 20 Page 2

3.11.2.1 Hole for Pipeline Casing

3.11.2.2 Cleaning

3.11.2.3 Piped Utilities

3.11.2.4 End Seals

3.12 SPECIAL EARTHWORK REQUIREMENTS FOR SUBSURFACE DRAINS

3.12.1 Granular Backfill Without Filter Fabric

3.12.1.1 Perforated or Slotted Wall Pipe

3.12.1.2 Open-Joint Pipe

3.12.2 Granular Backfill Using Filter Fabric

3.12.2.1 Perforated or Slotted Wall Pipes

3.12.2.2 Open-Joint Pipe

3.12.2.3 Blind or French Drains

3.13 EARTHWORK REQUIREMENTS FOR SEWAGE ABSORPTION [TRENCHES] [PITS]

3.14 RIP-RAP CONSTRUCTION

3.14.1 Preparation

3.14.2 Bedding Placement

3.14.3 Stone Placement

3.14.4 Grouting

3.15 FINISH OPERATIONS

3.15.1 Grading

3.15.2 Topsoil and Seed

3.15.3 Protection of Surfaces

3.16 DISPOSITION OF SURPLUS MATERIAL

3.17 FIELD QUALITY CONTROL

3.17.1 Sampling

3.17.2 Testing

3.17.2.1 Fill and Backfill Material Testing

3.17.2.2 Select Material Testing

3.17.2.3 Porous Fill Testing

3.17.2.4 Density Tests

3.17.2.5 Moisture Content Tests

-- End of Section Table of Contents --

SECTION 31 23 00.00 20 Page 3

USACE / NAVFAC / AFCEC / NASA UFGS-31 23 00.00 20 (February 2011) Change 2 - 08/15 Preparing Activity: NAVFAC Superseding UFGS-31 23 00.00 20 (April 2006)

UNIFIED FACILITIES GUIDE SPECIFICATIONS

References are in agreement with UMRL dated October 2015

SECTION 31 23 00.00 20

EXCAVATION AND FILL

02/11

NOTE: This guide specification covers the requirements for earthwork requirements for buildings, roads, and utilities.

Adhere to UFC 1-300-02 Unified Facilities Guide Specifications (UFGS) Format Standard when editing this guide specification or preparing new project specification sections. Edit this guide specification for project specific requirements by adding, deleting, or revising text. For bracketed items, choose applicable items(s) or insert appropriate information.

Remove information and requirements not required in respective project, whether or not brackets are present.

Comments, suggestions and recommended changes for this guide specification are welcome and should be submitted as a Criteria Change Request (CCR) .

NOTE: Consult with a soils engineer while editing this section to determine specific requirements for each job.

NOTE: The following information shall be indicated on the project drawings:

1. Surface elevations, existing and new;

2. Location of underground obstructions and existing utilities;

3. Location and record of soil borings and test pits. Include ground water observations and topsoil thickness encountered in boring, soil

SECTION 31 23 00.00 20 Page 4 classifications, and properties such as moisture content and Atterberg limit determinations;

4. Soil classification(s) and properties;

5. Location of borrow and disposal area if located on Government property;

6. Clearing stripping and grubbing limits, if different from clearing limits;

7. Areas to be seeded;

8. Hydrological data where available;

9. Shoring and sheeting required (trench protection is specified in Corps of Engineers Manual EM 385-1-1);

10. Pipe trench excavation details;

11. Location and limits of hard material (rocks);

12. Details of special construction such as under railroad and highways right-of-way requirements for jacking and boring;

13. Details of sewage absorption trenches, absorption pits, and subsurface drains.

PART 1 GENERAL

NOTE: This guide specification does not include provisions for separate measurement and payment for any work specified herein. Measurement and payment paragraphs may be provided in the contract specifications when unit-price payment is more equitable for rock excavation, borrow excavation, and the removal and replacement of unsatisfactory material below grades indicated. This section includes requirements for clearing, grubbing, stripping, grading, and topsoiling. If the contract specifications contain separate sections on clearing, grubbing, grading and turf establishment, revise this section accordingly.

1.1 REFERENCES

NOTE: This paragraph is used to list the publications cited in the text of the guide specification. The publications are referred to in the text by basic designation only and listed in this paragraph by organization, designation, date, and title.

SECTION 31 23 00.00 20 Page 5

Use the Reference Wizard's Check Reference feature when you add a RID outside of the Section's Reference Article to automatically place the reference in the Reference Article. Also use the Reference Wizard's Check Reference feature to update the issue dates.

References not used in the text will automatically be deleted from this section of the project specification when you choose to reconcile references in the publish print process.

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.

AMERICAN WATER WORKS ASSOCIATION (AWWA)

AWWA C600 (2010) Installation of Ductile-Iron Water Mains and Their Appurtenances

AMERICAN WELDING SOCIETY (AWS)

AWS D1.1/D1.1M (2015) Structural Welding Code - Steel

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 (2004; R 2010) Standard Specification for Electric-Fusion (ARC)-Welded Steel Pipe (NPS 4 and over)

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

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

ASTM C33/C33M (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

SECTION 31 23 00.00 20 Page 6

Soil Using Modified Effort (56,000 ft-lbf/ft3) (2700 kN-m/m3)

ASTM D1883 (2014) CBR (California Bearing Ratio) of Laboratory-Compacted Soils

ASTM D2216 (2010) Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass

ASTM D2321 (2014; E 2014) Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications

ASTM D2487 (2011) Soils for Engineering Purposes (Unified Soil Classification System)

ASTM D3786/D3786M (2013) Hydraulic Bursting Strength of Textile Fabrics-Diaphragm Bursting Strength Tester Method

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 D4355/D4355M (2014) Deterioration of Geotextiles from Exposure to Light, Moisture and Heat in a Xenon-Arc Type Apparatus

ASTM D4491/D4491M (2015) Standard Test Methods for Water Permeability of Geotextiles by Permittivity

ASTM D4533/D4533M (2015) Standard Test Method for Trapezoid Tearing Strength of Geotextiles

ASTM D4632/D4632M (2015a) Grab Breaking Load and Elongation of Geotextiles

ASTM D4751 (2012) Determining Apparent Opening Size of a Geotextile

ASTM D4759 (2011) Determining the Specification Conformance of Geosynthetics

ASTM D4833/D4833M (2007; E 2013; R 2013) Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products

ASTM D5084 (2010) Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter

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

SECTION 31 23 00.00 20 Page 7

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.))

U.S. ARMY CORPS OF ENGINEERS (USACE)

EM 385-1-1 (2014) Safety and Health Requirements Manual

U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)

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

Physical/Chemical Methods

U.S. GENERAL SERVICES ADMINISTRATION (GSA)

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

1.2 DEFINITIONS

NOTE: Delete definitions that will not be used in the specification text for a specific project.

1.2.1 Capillary Water Barrier

A layer of clean, poorly graded crushed rock, stone, or natural sand or gravel having a high porosity which is placed beneath a building slab with or without a vapor barrier to cut off the capillary flow of pore water to the area immediately below a slab.

1.2.2 Degree of Compaction

NOTE: Coordinate test procedures with that specified.

Degree of compaction is expressed as a percentage of the maximum density obtained by the test procedure presented in [ ASTM D698][ ASTM D1557], for general soil types, abbreviated as percent laboratory maximum density.

1.2.3 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.

1.2.4 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

SECTION 31 23 00.00 20 Page 8 masonry, or concrete other than pavement exceeding [0.375] [0.75] [_____] cubic meter [1/2] [1] [_____] cubic yard in volume. Removal of hard material will not be considered rock excavation because of intermittent drilling and blasting that is performed merely to increase production.

1.2.5 Pile Supported Structure

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

1.3 SUBMITTALS

NOTE: Review Submittal Description (SD) definitions in Section 01 33 00 SUBMITTAL PROCEDURES and edit the following list to reflect only the submittals required for the project.

The Guide Specification technical editors have designated those items that require Government approval, due to their complexity or criticality, with a "G". Generally, other submittal items can be reviewed by the Contractor's Quality Control System. Only add a “G” to an item, if the submittal is sufficiently important or complex in context of the project.

For submittals requiring Government approval on Army projects, a code of up to three characters within the submittal tags may be used following the "G" designation to indicate the approving authority.

Codes for Army projects using the Resident Management System (RMS) are: "AE" for Architect-Engineer; "DO" for District Office (Engineering Division or other organization in the District Office); "AO" for Area Office; "RO" for Resident Office; and "PO" for Project Office. Codes following the "G" typically are not used for Navy, Air Force, and NASA projects.

An "S" following a submittal item indicates that the submittal is required for the Sustainability Notebook to fulfill federally mandated sustainable requirements in accordance with Section 01 33 29

SUSTAINABILITY REPORTING.

Choose the first bracketed item for Navy, Air Force and NASA projects, or choose the second bracketed item for Army projects.

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

submittals not having a "G" designation are [for Contractor Quality Control approval.][for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government.] Submittals with an "S" are for inclusion in the Sustainability Notebook, in conformance to Section 01 33 29 SUSTAINABILITY REPORTING. Submit the following in accordance with Section 01 33 00

SUBMITTAL PROCEDURES:

SECTION 31 23 00.00 20 Page 9

SD-01 Preconstruction Submittals

[Shoring and Sheeting Plan]

[Dewatering work plan ]

[Blasting work plan]

Submit 15 days prior to starting work.

SD-06 Test Reports

Borrow Site Testing; G [, [_____]]

Fill and backfill test

Select material test

Porous fill test for capillary water barrier

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

NOTE: For most projects, the scope of earthwork can accurately be determined. However, if earthwork is approximately known, a unit price for earth work should be provided in the Bid Schedule. Unit-price items are multiplied by the approximated and stated quantity giving a sum that is then added to the price for the rest of the work. The result is a lump sum bid with automatic provision for payment or credit due to variations in earthwork within 15 percent of that shown and bid upon. Variations exceeding 15 percent of that shown and bid upon will become the subject of negotiations in accordance with FAR 52.212.11, "VARIATION IN ESTIMATED

QUANTITY."

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

SECTION 31 23 00.00 20 Page 10 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 [_____] meter feet below existing surface elevation.

][ e. Material character is indicated by the boring logs.

NOTE: Choose the following option if no boring information is available, or if the boring information is insufficient to permit a bidder to develop an accurate estimate of hard material or rock to be encountered. If hard material or rock is to be encountered, the following option should be modified to include a percent figure or an approximate depth at which hard material or rock will be encountered.

[ f. Hard materials [and rock] [will not] [will] be encountered [in [_____] percent of the excavations] [at [_____] meter feet below existing surface elevations].

NOTE: Use statements in brackets to describe proposed source of borrow and other bedding or backfill materials if required by the project.

Coordinate with submittals. The drawings should indicate the location(s) within the project site or within the boundaries of the Government property where suitable borrow may be obtained.

NOTE: Choose the types of materials to be provided as borrow. Delete the bracketed sentence that is not applicable regarding location of source.

Coordinate requirements with paragraph entitled "Borrow".

[ g. [Borrow material] [Suitable backfill] [and] [bedding material] in the quantities required [is] [is not] available [at the project site] [on Government property] [at the location[s]]

NOTE: Choose one between the two following bracketed options.

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

][ i. Blasting will be permitted. Blasting shall be conducted in accordance with EM 385-1-1 , and Federal, State, and local safety regulations.

Submit for approval a blasting plan, including calculations for overpressure and debris hazard, prepared and sealed by a registered professional engineer. Blasting mats shall be provided, and non-electric blasting caps shall be used. Notify the Contracting

SECTION 31 23 00.00 20 Page 11

Officer 24 hours prior to blasting.

] 1.6 REQUIREMENTS FOR OFF SITE SOIL

NOTE: Check with regional and local authorities as well as the activity to determine actual requirements of bracketed items. (Values shown come from the Commonwealth of Virginia).

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 Shoring and Sheeting Plan

NOTE: Include the following paragraph when scope of work requires excavations which are greater than 1.5 m 5 feet or when excavation complexity warrants extensive shoring and sheeting.

Submit drawings and calculations, certified by a registered professional engineer, describing the methods for shoring and sheeting of excavations.

Drawings shall include material sizes and types, arrangement of members, and the sequence and method of installation and removal. Calculations shall include data and references used.

NOTE: Where site conditions require extensive monitoring of excavations and water levels include the following requirement.

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

SECTION 31 23 00.00 20 Page 12 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.

] ][ 1.7.2 Dewatering Work Plan

NOTE: Where water levels will impact excavation operations include the following paragraph.

Submit procedures for accomplishing dewatering work.

] 1.7.3 Utilities

NOTE: Delete this paragraph in its entirety if no known utilities or subsurface construction is located below or adjacent to work covered in this specification.

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 [600] [_____] mm [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.

PART 2 PRODUCTS

2.1 SOIL MATERIALS

NOTE: Use paragraphs titled "Expansive Soils" and "Nonfrost Susceptible Material" for Army projects.

Use paragraphs titled "Backfill and Fill Material" and "Select Material" for Navy projects. Use all other paragraphs for both branches.

[ 2.1.1 Satisfactory Materials

NOTE: Satisfactory material will be defined in accordance with locally available materials, SECTION 31 23 00.00 20 Page 13 climatic and water conditions prevailing onsite, economic limitations of the project, design slopes, etc., and suitable classes, based on the geotechnical report, will be listed in the project specification in accordance with the Unified Soil Classification System, ASTM D2487.

Any materials classified by ASTM D2487 as GW, GP, GM, GP-GM, GW-GM, GC, GP-GC, GM-GC, SW, SP, [SM,] [SW-SM,] [SC,] [SW-SC,] [SP-SM,] [SP-SC,] [CL,]

[ML,] [CL-ML,] [CH,] [MH] 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.

][ 2.1.2 Unsatisfactory Materials

NOTE: Unsatisfactory material will be defined in accordance with locally available materials, design slopes, etc., and unsuitable classes will be listed in the project specifications in accordance with ASTM D2487. Normally, stones larger than 75 mm (3 inches) are considered unsatisfactory. This paragraph should be edited to delete inapplicable 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 [_____] mm inches. The Contracting Officer shall be notified of any contaminated materials.

][ 2.1.3 Cohesionless and Cohesive Materials

NOTE: When classification will be necessary during construction, determination of grain size for classification will be specified to be made in conformance with ASTM C117, ASTM C136/C136M, and

ASTM D422.

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, GP-GM, GW-GM, SW-SM, SP-SM, and SM shall be identified as cohesionless only when the fines are nonplastic (plasticity index equals zero). Materials classified as GM and SM will be identified as cohesive only when the fines have a plasticity index greater than zero.

][ 2.1.4 Expansive Soils

NOTE: Additional laboratory testing and analysis might be needed to better define site specific

SECTION 31 23 00.00 20 Page 14 expansive soils. If expansive soils are anticipated at the construction site, this specification should be edited to ensure proper construction techniques are undertaken per Army TM 5-818-7.

Soils that have a plasticity index equal to or greater than [_____] when tested in accordance with ASTM D4318.

][ 2.1.5 Nonfrost Susceptible (NFS) Material

NOTE: Contract specifications for nonfrost-susceptible fill and backfill will follow the gradation requirements recommended in UFC 3-250-01FA, "Pavement Design for Roads, Streets, Walks, and Open Storage Areas". For fill under critical structures, materials with ML, MH, and CH classification will be specified as unsatisfactory (if at all feasible from an economic or material-availability standpoint). If such materials must be used, the specification will point out the critical nature of the materials and the control difficulties to be anticipated. Organic materials and topsoil having OL, OH, and Pt classification will not be used in fill or backfill.

A uniformly graded washed sand with a maximum particle size of [_____] mm inch and less than 5 percent passing the 0.075 mm No. 200 size sieve, and with not more than 3 percent by weight finer than 0.02 mm grain size.

] 2.1.6 Common Fill

Approved, unclassified soil material with the characteristics required to compact to the soil density specified for the intended location.

2.1.7 Backfill and Fill Material

NOTE: Consult with a geotechnical engineer to determine the type of material, the classification of the material, and the particle size of the material. Never use site-excavated material without a thorough investigation. Excavated material should be of a quality that will compact, will not settle or shrink, and will not become unstable when wet.

The borings or soils report will indicate properties of the native soils. Stones in backfill should generally not exceed 75 mm 3 inches in diameter.

ASTM D2487, classification GW, GP, GM, [GC,] SW, SP, SM, [SC] with a maximum ASTM D4318 liquid limit of [35] [_____], maximum ASTM D4318 plasticity index of [12] [_____], and a maximum of 25 percent by weight passing ASTM D1140, 75 micrometers No. 200 sieve.

SECTION 31 23 00.00 20 Page 15

2.1.8 Select Material

NOTE: Delete this paragraph if there is not a requirement for select material in the project. It is important to specify select material under footings and slabs to minimize settlement and to ensure stability of a structure. Consideration should be made of the sensitivity of the structure to total and/or differential settlements related to the structural design. This is particularly true of add-on structures and structures to be founded partly on fill and partly on natural ground. For crib retaining wall, not more than 10 percent by weight of the fill material shall be finer than 75 micrometers No. 200 sieve. Also, specify coefficient of permeability within the range of 0.01 to 1.0 mm per second 0.002 to 0.20 feet per minute and soil classification GW, GP, SW and SP. Indicate with cross sections or section details on the contract drawings the limits or extents of any controlled fills or backfills. Specify class of material that is acceptable in the fill or backfill giving preference to any types available at or near the site. Select appropriate values for Atterberg limits and percentage of fines and specify maximum thickness of lifts for compaction.

If suitable materials for this project are limited to materials classified as GW, GP, SW, or SP, delete the bracketed sentences of this paragraph.

Coordinate requirements with a geotechnical engineer. Select fill used for structures should extend a minimum of 1.5 m 5 feet outside the building foundation lines or other building elements gaining support from the fill.

Provide materials classified as [GW,] [GP,] [SW,] [SP,] or [_____] by ASTM D2487 where indicated. [The liquid limit of such material shall not exceed [35] [_____] percent when tested in accordance with ASTM D4318. The plasticity index shall not be greater than [12] [_____] percent when tested in accordance with ASTM D4318, and not more than [35] [_____] percent by weight shall be finer than 75 micrometers No. 200 sieve when tested in accordance with ASTM D1140.] [Coefficient of permeability shall be a minimum of [0.01] [_____] mm per second [0.002] [_____] feet per minute when tested in accordance with ASTM D5084.]

NOTE: Where California Bearing Ratio values are needed include the following paragraph:

[Bearing Ratio: At 2.5 mm 0.1 inch penetration, the bearing ratio shall be [_____] percent at 95 percent ASTM D1557 maximum density as determined in accordance with ASTM D1883 for a laboratory soaking period of not less than 4 days. [Maximum expansion shall be [_____] percent.] [The combined material shall conform to the following sieve analysis:]]

SECTION 31 23 00.00 20 Page 16

Sieve Size Percent Passing by Weight

63 mm 2 1/2 inches 100

4.75 mm No. 4 40 - 85

2.00 mm No. 10 20 - 80

425 micrometers No. 40 10 - 60

75 micrometers No. 200 5 - 25

2.1.9 Topsoil

NOTE: If seeding is minor, use requirements specified herein. Otherwise, edit Section 32 92 19 SEEDING, and cover requirements (for most projects) therein.

[ Provide as specified in Section 32 92 19SEEDING.

][ Natural, friable soil representative of productive, well-drained soils in the area, free of subsoil, stumps, rocks larger than 25 mm 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.

] 2.2 POROUS FILL FOR CAPILLARY WATER BARRIER

ASTM C33/C33M fine aggregate grading with a maximum of 3 percent by weight passing ASTM D1140, 75 micrometers No. 200 sieve, [or] [ 37.5 mm 1-1/2 inches and no more than 2 percent by weight passing the 4.75 mm No. 4 size sieve] [or coarse aggregate Size 57, 67, or 77] and conforming to the general soil material requirements specified in paragraph entitled "Satisfactory Materials."

2.3 UTILITY BEDDING MATERIAL

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 ASTM D2321 materials as follows:

a. Class I: Angular, 6 to 40 mm 0.25 to 1.5 inches, graded stone, including a number of fill materials that have regional significance such as coral, slag, cinders, crushed stone, and crushed shells.

b. Class II: Coarse sands and gravels with maximum particle size of 40 mm

SECTION 31 23 00.00 20 Page 17

1.5 inches, including various graded sands and gravels containing small percentages of fines, generally granular and noncohesive, either wet or dry. Soil Types GW, GP, SW, and SP are included in this class as specified in ASTM D2487.

[ 2.3.1 Sand

NOTE: Use this section to define the requirements for sand used in normal backfill or pipe bedding. In general, any locally available fine aggregate for concrete or asphalt mixtures will suffice and may be specified by local gradation and specification number in lieu of "SW" or "SP." Drawings (details) should clearly show where sand backfill or bedding is required. Delete this paragraph if sand is not required.

Clean, coarse-grained sand classified as [_____ in accordance with Section [_____] [gradation [_____]] of the [DOT] [_____] State Standard] or [SW] [or] [SP] by ASTM D2487 for [bedding] [and] [backfill] [as indicated].

][ 2.3.2 Gravel

NOTE: Use this section to define the requirements for any gravel or crushed rock used in normal backfill or pipe bedding. In general, locally available coarse aggregate for concrete will suffice and may be specified by local gradation and specification number in lieu of "GW" or "GP."

Maximum size of aggregate should not be more than 25 mm per 300 mm one inch per foot of pipe diameter or 75 mm 3 inches maximum. Refer to pipe manufacturer's criteria for more stringent requirements, if any, on aggregate size and gradation. On drawings (details), clearly show where gravel backfill or bedding is required.

Clean, coarsely graded natural gravel, crushed stone or a combination thereof [identified as [_____] in accordance with Section [_____] [gradation [_____]] of the [DOT] [_____] State Standard] or having a classification of [GW] [GP] in accordance with ASTM D2487 for [bedding] [and] [backfill] [as indicated]. [Maximum particle size shall not exceed [75] [_____] mm [3] [_____] inches.]

] [ 2.4 SEWAGE ABSORPTION TRENCHES OR PITS

NOTE: Delete these paragraphs when sewage absorption trenches or pits are not included in the project. Consult a geotechnical engineer and local standards in selecting bracketed information.

SECTION 31 23 00.00 20 Page 18

2.4.1 Porous Fill

Backfill material consisting of clean crushed rock or gravel having a gradation [such that 100 percent passes the 50 mm 2 inch sieve and zero percent passes the 12.5 mm 1/2 inch sieve.] [conforming to the requirements of gradation [4.75 mm] [No. 4] [_____] for coarse aggregate in ASTM C33/C33M.]

2.4.2 Cover

NOTE: Select appropriate bracketed information to correspond to the design indicated on the drawings.

[Filter fabric] [Concrete] [Kraft paper conforming to CID A-A-203 , Grade B, No. 2, 22.7 kg 50 pound weight] [or a layer of straw at least 50 mm 2 inches thick] as indicated.

] 2.5 BORROW

NOTE: Choose one of the following options. Choose the first option when borrow material has to come from off site. Choose the second option when use of a Government borrow pit is available. Edit paragraph to suit requirements for use of a Government borrow pit.

[ Obtain borrow materials required in excess of those furnished from excavations from sources outside of Government property.

] [Obtain borrow materials required in excess of those furnished from excavations from sources outside of Government property, except that borrow materials conforming to [common fill] [and] [fill and backfill material] [satisfactory material] [_____] may be obtained from the Government borrow pit. The Government borrow pit is located [as indicated] [within a haul distance of [_____] kilometers miles from the work site]. If the Government borrow pit is used, the Contractor shall perform clearing, grubbing, and stripping required for providing access to suitable borrow material. Dispose of materials from clearing and grubbing operations [off Government property] [at the Government landfill indicated]. Strip top 300 mm 12 inches of soil material from borrow area and stockpile. After removal of borrow material, regrade borrow pit using stockpiled soil material to contours which will blend in with adjacent topography. Maximum side slopes shall be two horizontal to one vertical. Excavation and backfilling of borrow pit shall ensure proper drainage.]

[ 2.6 BACKFILL FOR UNDERDRAINAGE SYSTEMS

NOTE: Delete these paragraphs entirely when there is no subsurface drainage or where underdrainage requirements are completely described in another section. The type or types of pipe to be used will be indicated on the drawings. Where a Contractor's option is to be permitted, the types that are acceptable will be included in the specification.

Add the requirements for a specialized subsurface

SECTION 31 23 00.00 20 Page 19 drain, if necessary, to what is specified in this section. Consult a geotechnical engineer to determine specific grading requirements of granular filters and backfill materials and suitability of filter fabric. Include typical cross section detail of subsurface drain type or options on contract drawings.

The thickness and gradation of granular fill material for subsurface drains will be determined by soil conditions and subsoil drainage requirements.

In Table 1, choose one of the three options for each of the three types. The gradations shown on Table 1 may be altered to fit project requirements or additional gradations may be added to fit requirements of various subsurface drains within the project. The material placed adjacent to perforated pipe and open joints (without filter fabric wrapping) will be of a size that will prevent the entrance of any of the porous material into the drain. This material shall be a minimum of 150 mm 6 inches thick on the side of the pipe where the perforations are and around all joints. Thicknesses of granular fill, especially for subsurface drains with two types of material, will be clearly shown on the drawings. Where site conditions require more than two types of granular fill for drains, the drawings will indicate the areas of different gradation and the table will expanded using additional types to show different gradations for different locations.

Clean sand, crushed rock, or gravel meeting the following requirements:

NOTE: Check gradations against size of pipe openings. Consult a geotechnical engineer if alternate gradations (Type III) of special backfill materials are desired.

[ a. Perforated or Slotted-Wall Pipe: Backfill meeting requirements of [Type I] material as specified in Table 1.

NOTE: Open-joint pipe (drain tile) will not be used for general airfield or heliport construction, drainage systems for structures, or for drains crossing or adjacent to paved areas. Open-joint pipe will be used only for subsoil drainage for drill areas, parade grounds, athletic fields, and other areas subject to lightweight vehicle traffic only, and where conditions justify its use. Consult the Government before use.

[ b. Open Joint Pipe: [Type III] backfill consisting of both Type I and

SECTION 31 23 00.00 20 Page 20

Type II materials as specified in Table 1.

NOTE: Consult with a geotechnical engineer to determine coarse aggregate size, which is dependent on the flow anticipated. Specify Type II gradation, if appropriate, or specify a special, Type III gradation. Make sure that detail of this type drain is included on the drawings.

[ c. Blind or French Drains: Backfill consisting of [Type II] [Type III] material as specified in Table 1.

NOTE: Where filter fabric is used in construction of backfills, any type of pipe or drain is acceptable unless conditions dictate that only one be used. In critical applications filter fabric should not be used in subsurface drains adjacent to soils with 85 percent or more passing the 75 micrometers No. 200 sieve.

[ d. Any Type Drain Used With Filter Fabric: [Clean gravel or crushed stone or gravel conforming to ASTM C33/C33M coarse aggregate grading size 57, 67, or 7] [fill consisting of [Type I] [or] [Type II] [Type III] material as specified in Table 1].

NOTE: Select the applicable paragraph(s) from the following.

The thickness and gradation of granular fill material for subsurface drains will be determined by soil conditions and subsoil drainage requirements.

In Table 1, choose one of the three options for each of the three types. The gradations shown on Table 1 may be altered to fit project requirements or additional gradations may be added to fit requirements of various subsurface drains within the project. The material placed adjacent to perforated pipe and open joints (without filter fabric wrapping) will be of a size that will prevent the entrance of any of the porous material into the drain. This material shall be a minimum of 150 mm 6 inches thick on the side of the pipe where the perforations are and around all joints. Thicknesses of granular fill, especially for subsurface drains with two types of material, will be clearly shown on the drawings. Where site conditions require more than two types of granular fill for drains, the drawings will indicate the areas of different gradation and the table will expanded using additional types to show different gradations for different locations.

SECTION 31 23 00.00 20 Page 21

TABLE 1

[Type I [Gradation E

ASTM C33/C33M]]

[Type II [Gradation 57

ASTM C33/C33M]]

[Type III [Gradation

[ ASTM D422 Sieve Size] [Percent Passing]

[Percent Passing]

[Percent Passing]

[37.5 mm] [1.5 inches] [--] [100] [[_____]]

[25.0 mm] [1 inch] [--] [90 - 100] [[_____]]

[9.5 mm] [3/8 inch] [100] [25 - 60] [[_____]]

[4.75 mm] [No. 4] [95 - 100] [5 - 40] [[_____]]

[2.36 mm] [No. 8] [--] [0 - 20] [[_____]]

[1.18 mm] [No. 16] [45 - 80] [--] [[_____]]

[300 micrometers] [No. 50] [10 - 30] [--] [[_____]]

[150 micrometers] [No. 100] [0 - 10] [--] [[_____]]

] 2.7 FILTER FABRIC

NOTE: Where filter fabric is used in construction of backfills, any type of pipe or drain is acceptable unless conditions dictate that only one be used. In critical applications Filter fabric should be used with caution in subsurface drains adjacent to soils with 85 percent or more fines passing the 75 micrometers No. 200 sieve. Values stated below are absolute minimums for the class indicated.

Delete this paragraph when filter fabric will not be used on the project. Adjust information in brackets to fit the needs of the project. Class A material is usually specified when material being compacted has very coarse sharp angular edges and requires a compaction percentage greater than 95 percent ASTM D698, or when trenches are more than 3 m 10 feet deep. Class B is specified with smooth graded

SECTION 31 23 00.00 20 Page 22 surfaces having no sharp angular projections, no sharp angular aggregate, and when compaction requirements are less than 95 percent ASTM D698.

Where fabric will not be covered or where it will exposed to direct sunlight, such as when it is, used for silt dams, include the requirement for ultraviolet resistance. Where fabric is used for different applications, the AOS requirement or strength may vary. Drawings should indicate specific requirements for different applications.

Specify cloth that retains the soil being protected, yet that has openings large enough to permit drainage and prevent clogging. The standard wording in the guide specification concerning Apparent Opening Size will be suitable for all projects except in critical areas. However, in critical areas select the "apparent opening sizes" (AOS) and "percent open area" based on the following criteria:

1. Filter cloth adjacent to granular materials containing 50 percent or less by weight fines (materials passing 75 micrometers No. 200 sieve):

a. The nearest opening size of AOS sieve (nearest U.S. Standard Sieve) divided by the 85-percent size of the soil, is equal to or greater than two or three.

b. Open area not to exceed 36 percent.

In critical areas to reduce the chance of clogging, no cloth should be specified with an open area less than 4 percent or an AOS with openings smaller than the openings of a U.S. Standard Sieve Size 150 micrometers No. 100.

Provide a pervious sheet of polyester, nylon, glass or polypropylene [, ultraviolet resistant] filaments woven, spun bonded, fused, or otherwise manufactured into a nonraveling fabric with uniform thickness and strength.

Fabric shall have the following manufacturer certified minimum average roll properties as determined by ASTM D4759:

Class A Class B

a. Grab tensile strength ( ASTM D4632/D4632M) machine and transversed direction min. [800] [356] N

b. Grab elongation ( ASTM D4632/D4632M) machine and transverse direction min. [15] [15] percent

c. Puncture resistance ( ASTM D4833/D4833M) min. [356] [111] N

SECTION 31 23 00.00 20 Page 23

Class A Class B

d. Mullen burst strength ( ASTM D3786/D3786M) min. [2,000] [896] kPa

e. Trapezoidal Tear ( ASTM D4533/D4533M) min. [222] [111] N

[f. Apparent Opening Size ( ASTM D4751)] [[_____]] [[_____]]

[f. Apparent Opening Size ( ASTM D4751)] [See Criteria Below]

[(1) Soil with 50 percent or less particles by weight passing 75 micrometers Sieve, AOS less than 0.6 mm (greater than 600 micrometers Sieve)]

[(2) Soil with more than 50 percent particles by weight passing 75 micrometers Sieve, AOS less than 0.297 mm (greater than 300 micrometers Sieve)]

g. Permeability ( ASTM D4491/D4491M) [k fabric greater than k Soil]

[h. Ultraviolet Degradation ( ASTM D4355/D4355M)] [70 percent Strength retained at 150 hours]

Class A Class B

a. Grab tensile strength ( ASTM D4632/D4632M) machine and transversed direction min. [180] [80] lbs.

b. Grab elongation ( ASTM D4632/D4632M) machine and transverse direction min. [15] [15] percent

c. Puncture resistance ( ASTM D4833/D4833M) min. [80] [25] lbs.

d. Mullen burst strength ( ASTM D3786/D3786M) min. [290] [130] psi

e. Trapezoidal Tear ( ASTM D4533/D4533M) min. [50] [25] lbs.

[f. Apparent Opening Size ( ASTM D4751)] [[_____]] [[_____]]

[f. Apparent Opening Size ( ASTM D4751)] [See Criteria Below]

SECTION 31 23 00.00 20 Page 24

Class A Class B

[(1) Soil with 50 percent or less particles by weight passing US No. 200 Sieve, AOS less than 0.6 mm (greater than #30 US Std. Sieve)]

[(2) Soil with more than 50 percent particles by weight passing US No. 200 Sieve, AOS less than 0.297 mm (greater than #50 US Std. Sieve)]

g. Permeability ( ASTM D4491/D4491M) [k fabric greater than k Soil]

[h. Ultraviolet Degradation ( ASTM D4355/D4355M)] [70 percent Strength retained at 150 hours]

[ 2.8 MATERIAL FOR PIPE CASING

NOTE: Indicate on the contract drawings all construction requirements conforming to the standards of the railroad or highway owner. Indicate limits of right-of-way and any other site requirements or dimensions. Where traffic can be interrupted, trenching in a pipeline casing is more economical with the same advantages of allowing future work without interruption of traffic.

2.8.1 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.

2.8.2 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.

] 2.9 MATERIAL FOR RIP-RAP

NOTE: Make sure there is no duplication of rip-rap requirements between this and other specification sections. In paragraph entitled "Material for Rip-Rap," refer to standard specifications for rip-rap if local specifications are satisfactory and available.

[[Bedding material] [Grout] [Filter fabric] and rock conforming to [these requirements] [DOT] [_____] State Standard] for construction indicated.

SECTION 31 23 00.00 20 Page 25

[ 2.9.1 Bedding Material

Consisting of sand, gravel, or crushed rock, well graded, [or poorly graded] with a maximum particle size of 50 mm 2 inches. Material shall be composed of tough, durable particles. Fines passing the 75 micrometers No.

200 standard sieve shall have a plasticity index less than six.

][ 2.9.2 Grout

Composed of cement, water, an air-entraining admixture, and sand mixed in proportions of one part portland cement to [two] [_____] parts of sand, sufficient water to produce a workable mixture, and an amount of admixture which will entrain sufficient air to produce durable grout, as determined by the Contracting Officer. Mix grout in a concrete mixer. Mixing time shall be sufficient to produce a mixture having a consistency permitting gravity flow into the interstices of the rip-rap with limited spading and brooming.

][ 2.9.3 Rock

NOTE: Adjust weights in brackets to fit application. Take local practice into consideration.

Rock fragments sufficiently durable to ensure permanence in the structure and the environment in which it is to be used. Rock fragments shall be free from cracks, seams, and other defects that would increase the risk of deterioration from natural causes. The size of the fragments shall be such that no individual fragment exceeds a weight of [68] [_____] kg [150] [_____] pounds and that no more than 10 percent of the mixture, by weight, consists of fragments weighing 0.91 kg 2 pounds or less each. Specific gravity of the rock shall be a minimum of [2.50] [_____]. The inclusion of more than trace [1 percent] [_____] quantities of dirt, sand, clay, and rock fines will not be permitted.

] 2.10 BURIED WARNING AND IDENTIFICATION TAPE

NOTE: Delete paragraph if tape is not required in the project. The use of a plastic warning tape for identification is mandatory for buried hazardous utilities such as electrical conduit, gas lines, fuel lines, high pressure nitrogen, high pressure water and steam lines, domestic sewage force mains, industrial waste force mains and industrial sewers carrying hazardous, explosive, or toxic waste.

Coordinate color codes with other specification sections and conform, if possible, to local practice for identifying buried utilities.

[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…