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USACE / NAVFAC / AFCESA / NASA UFGS-31 23 00.00 20 (April 2006)
-------------------------------
Preparing Activity:
NAVFAC Replacing without change
UFGS-02315N (June 2004)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated 1 April 2006
Section Table of Contents
SECTION 31 23 00.00 20
EXCAVATION AND FILL
04/06
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
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
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
SECTION 31 23 00.00 20
EXCAVATION AND FILL
NOTE: This guide specification covers the requirements for
earthwork requirements
for buildings, roads, and utilities.
Comments and suggestions on this guide specification are welcome and should
be directed to the technical proponent of the specification. A listing of
technical
proponents, including their organization designation and telephone number, is
on the Internet.
Recommended changes to a UFGS should be submitted as a
Criteria Change Request
(CCR).
Use of electronic communication is encouraged.
Brackets are used in the text to indicate designer choices or locations where
text must be supplied by the designer.
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 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.
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 | | (2005) Installation of Ductile-Iron Water Mains
and Their Appurtenances |
| AMERICAN WELDING SOCIETY (AWS) |
| |
| AWS D1.1/D1.1M | | (2006) Structural Welding Code - Steel |
| AMERICAN WOOD-PRESERVERS' ASSOCIATION (AWPA) |
| |
| AWPA C2 | | (2003) Lumber, Timber, Bridge Ties and Mine
Ties - Preservative Treatment by Pressure Processes |
| |
| AWPA P5 | | (2005) Standard for Waterborne Preservatives |
| ASTM INTERNATIONAL (ASTM) |
| |
| ASTM A 139 | | (2000) Electric-Fusion (Arc)-Welded Steel Pipe
(NPS 4 and Over) |
| |
| ASTM A 252 | | (1998; R 2002) Welded and Seamless Steel Pipe
Piles |
| |
| ASTM C 136 | | (2005) Sieve Analysis of Fine and Coarse Aggregates |
| |
| ASTM C 33 | | (2003) Concrete Aggregates |
| |
| ASTM D 1140 | | (2000) Amount of Material in Soils Finer than
the No. 200 (75-micrometer) Sieve |
| |
| ASTM D 1556 | | (2000) Density and Unit Weight of Soil in Place
by the Sand-Cone Method |
| |
| ASTM D 1557 | | (2002e1) Laboratory Compaction Characteristics
of Soil Using Modified Effort (56,000 ft-lbf/cu.
ft. (2,700 kN-m/cu.m.)) |
| |
| ASTM D 1883 | | (1999) CBR (California Bearing Ratio) of Laboratory-Compacted
Soils |
| |
| ASTM D 2216 | | (2005) Laboratory Determination of Water (Moisture)
Content of Soil and Rock by Mass |
| |
| ASTM D 2321 | | (2005) Underground Installation of Thermoplastic
Pipe for Sewers and Other Gravity-Flow Applications |
| |
| ASTM D 2434 | | (1968; R 2000) Permeability of Granular Soils
(Constant Head) |
| |
| ASTM D 2487 | | (2000) Soils for Engineering Purposes (Unified
Soil Classification System) |
| |
| ASTM D 2922 | | (2004) Density of Soil and Soil-Aggregate in
Place by Nuclear Methods (Shallow Depth) |
| |
| ASTM D 3017 | | (2004) Water Content of Soil and Rock in Place
by Nuclear Methods (Shallow Depth) |
| |
| ASTM D 3786 | | (2001) Hydraulic Bursting Strength of Textile
Fabrics-Diaphragm Bursting Strength Tester Method |
| |
| ASTM D 422 | | (1963; R 2002) Particle-Size Analysis of Soils |
| |
| ASTM D 4318 | | (2000) Liquid Limit, Plastic Limit, and Plasticity
Index of Soils |
| |
| ASTM D 4355 | | (2002) Deterioration of Geotextiles from Exposure
to Light, Moisture and Heat in a Xenon-Arc Type
Apparatus |
| |
| ASTM D 4491 | | (1999; R 2004) Water Permeability of Geotextiles
by Permittivity |
| |
| ASTM D 4533 | | (2004) Trapezoid Tearing Strength of Geotextiles |
| |
| ASTM D 4632 | | (1991; R 2003) Grab Breaking Load and Elongation
of Geotextiles |
| |
| ASTM D 4751 | | (2004) Determining Apparent Opening Size of
a Geotextile |
| |
| ASTM D 4759 | | (2002) Determining the Specification Conformance
of Geosynthetics |
| |
| ASTM D 4833 | | (2000e1) Index Puncture Resistance of Geotextiles,
Geomembranes, and Related Products |
| |
| ASTM D 698 | | (2000ae1) 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 | | (2003) Safety -- Safety and Health Requirements |
| U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA) |
| |
| EPA 530/F-93/004 | | (1993; Rev O; Updates I, II, IIA, IIB, and III)
Test Methods for Evaluating Solid Waste (Vol
IA, IB, IC, and II) (SW-846) |
| |
| EPA 600/4-79/020 | | (1983) Methods for Chemical Analysis of Water
and Wastes |
| U.S. GENERAL SERVICES ADMINISTRATION (GSA) |
| |
| CID A-A-1909 | | (Basic Notice 1; Canc. Notice 2) Fertilizer |
| |
| FS A-A-203 | | (Rev C; Notice 2) 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 D 698][ASTM D 1557], 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 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. Submittals should be kept to the minimum required for adequate
quality control.
A “G” following a submittal item indicates that the submittal requires Government
approval. Some submittals are already marked with a “G”. Only delete an existing
“G” if the submittal item is not complex and can be reviewed through the Contractor’s
Quality Control system. Only add a “G” 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.
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.] The following shall
be submitted in accordance with Section
01 33 00
01 33 00
01 33 00 SUBMITTAL PROCEDURES:
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 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 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 TPH, BTEX and full TCLP including ignitability,
corrosivity and reactivity. Backfill shall contain less than [100] [ ] parts per million (ppm) of total petroleum
hydrocarbons (TPH) and less than [10] [ ] ppm of the sum of Benzene, Toluene, Ethyl Benzene, and Xylene (BTEX)
and shall not fail the TCPL test. TPH concentrations shall be determined by using EPA 600/4-79/020 Method 418.1.
BTEX concentrations shall be determined by using EPA 530/F-93/004 Method 5030/8020. TCLP shall be performed
in accordance with EPA 530/F-93/004 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. Material shall not be
brought on site until tests have been 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 m5 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 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, 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 D 2487.
Any materials classified by ASTM D 2487 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 D 2487. 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 [_____] mminches. 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 C 117, ASTM C 136, and ASTM D 422.
Cohesionless materials include materials classified in ASTM D 2487 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 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 D 4318
.
][2.1.5 Nonfrost Susceptible (NFS) Material
NOTE: Contract specifications for nonfrost-susceptible fill and backfill will
follow the gradation requirements recommended in Army TM 5-822-5. 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 [_____] mminch and less than 5 percent passing
the 0.075 mmNo. 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 D 2487, classification GW, GP, GM, [GC,] SW, SP, SM, [SC] with a maximum ASTM D 4318 liquid limit of [35]
[_____], maximum ASTM D 4318 plasticity index of [12] [_____], and a maximum of 25 percent by weight passing
ASTM D 1140, 75 micrometers No. 200 sieve.
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 D 2487 where indicated. [The liquid
limit of such material shall not exceed [35] [_____] percent when tested in accordance with ASTM D 4318. The
plasticity index shall not be greater than [12] [_____] percent when tested in accordance with ASTM D 4318, and
not more than [35] [_____] percent by weight shall be finer than 75 micrometers No. 200 sieve when tested in
accordance with ASTM D 1140.] [Coefficient of permeability shall be a minimum of [0.01] [_____] mm per second
[0.002] [_____] feet per minute when tested in accordance with ASTM D 2434.]
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 D 1557
maximum density as determined in accordance with ASTM D 1883 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:]]
Sieve Size Percent Passing by Weight
63 mm 100
4.75 mm 40 - 85
2.00 mm 20 - 80
425 micrometers 10 - 60
75 micrometers 5 - 25
Sieve Size Percent Passing by Weight
2 1/2 inches 100
No. 4 40 - 85
No. 10 20 - 80
No. 40 10 - 60
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.
[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 C 33 fine aggregate grading with a maximum of 3 percent by weight passing ASTM D 1140, 75 micrometers No.
200 sieve, [or] [37.5 mm1-1/2 inches and no more than 2 percent by weight passing the 4.75 mmNo. 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 D 698 maximum density. Plastic piping shall have bedding to spring line of pipe. Provide ASTM D 2321
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 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 D 2487.
[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 D 2487 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 mmone inch per foot of pipe diameter
or 75 mm3 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 D 2487 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.
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 C 33.]
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 FS 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
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 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 C 33 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.
TABLE 1
[Type I Type II Type III
[Gradation E 11 [Gradation 57 [Gradation [_____]
ASTM C 33] ASTM C 33] [_____]]]
[[ASTM D 422
Sieve Size] [Percent Passing] [Percent Passing] [Percent Passing]
37.5 mm -- 100 [_____]
25.0 mm -- 90 - 100 [_____]
9.5 mm 100 25 - 60 [_____]
4.75 mm 95 - 100 5 - 40 [_____]
2.36 mm -- 0 - 20 [_____]
1.18 mm 45 - 80 -- [_____]
300 micrometers 10 - 30 -- [_____]
150 micrometers 0 - 10 -- [_____]]
TABLE 1
[Type I Type II Type III
[Gradation E 11 [Gradation 57 [Gradation [_____]]
ASTM C 33] ASTM C 33] [_____]]
[[ASTM D 422
Sieve Size] [Percent Passing] [Percent Passing] [Percent Passing]
1.5 inches -- 100 [_____]
1 inch -- 90 - 100 [_____]
3/8 inch 100 25 - 60 [_____]
No. 4 95 - 100 5 - 40 [_____]
No. 8 -- 0 - 20 [_____]
No. 16 45 - 80 -- [_____]
No. 50 10 - 30 -- [_____]
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 D 698,
or when trenches are more than 3 m 10 feet deep. Class B is specified with
smooth graded surfaces having no sharp angular projections, no sharp angular
aggregate, and when compaction requirements are less than 95 percent ASTM D
698. 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 D 4759
:
Class A Class B
a. Grab tensile strength (ASTM D 4632) min. [800] [356] N
machine and transversed direction
b. Grab elongation (ASTM D 4632) min. [15] [15] percent
machine and transverse direction
c. Puncture resistance (ASTM D 4833) min. [356] [111] N
d. Mullen burst strength (ASTM D 3786) min. [2,000] [896] kPa
e. Trapezoidal Tear (ASTM D 4533) min. [222] [111] N
[f. Apparent Opening Size (ASTM D 4751) [_____] [_____]]
[f. Apparent Opening Size (ASTM D 4751) 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
mircometers Sieve, AOS less than 0.297 mm (greater than 300
micrometers Sieve)]
g. Permeability (ASTM D 4491) [k fabric greater
than k Soil]
[h. Ultraviolet Degradation (ASTM D 4355) 70 percent Strength
retained at 150 hours]
Class A Class B
a. Grab tensile strength (ASTM D 4632) min. [180] [80] lbs.
machine and transversed direction
b. Grab elongation (ASTM D 4632) min. [15] [15] percent
machine and transverse direction
c. Puncture resistance (ASTM D 4833) min. [80] [25] lbs.
d. Mullen burst strength (ASTM D 3786) min. [290] [130] psi.
e. Trapezoidal Tear (ASTM D 4533) min. [50] [25] lbs.
[f. Apparent Opening Size (ASTM D 4751) [_____] [_____]]
[f. Apparent Opening Size (ASTM D 4751) See Criteria Below
(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 D 4491) [k fabric greater
than k Soil]
[h. Ultraviolet Degradation (ASTM D 4355) 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 A 139, Grade B, or ASTM A 252, 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.
[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 lines. Provide tape
on rolls, 75 mm 3 inch minimum width, color coded as specified below for the intended utility with warning and
identification imprinted in bold black letters continuously over the entire tape length. Warning and identification
to read, "CAUTION, BURIED (intended service) LINE BELOW" or similar wording. Color and printing shall be permanent,
unaffected by moisture or soil.
Warning Tape Color Codes
[Yellow:] [Electric]
[Yellow:] [Gas, Oil; Dangerous Materials]
[Orange:] [Telephone and Other
Communications]
[Blue:] [Water Systems]
[Green:] [Sewer Systems]
[White:] [Steam Systems]
[Gray:] [Compressed Air]
[2.10.1 Warning Tape for Metallic Piping
Acid and alkali-resistant polyethylene plastic tape conforming to the width, color, and printing requirements
specified above. Minimum thickness of tape shall be 0.08 mm 0.003 inch. Tape shall have a minimum strength
of 10.3 MPa 1500 psi lengthwise, and 8.6 MPa 1250 psi crosswise, with a maximum 350 percent elongation.
][2.10.2 Detectable Warning Tape for Non-Metallic Piping
Polyethylene plastic tape conforming to the width, color, and printing requirements specified above. Minimum
thickness of the tape shall be 0.10 mm 0.004 inch. Tape shall have a minimum strength of 10.3 MPa 1500 psi lengthwise
and 8.6 MPa 1250 psi crosswise. Tape shall be manufactured with integral wires, foil backing, or other means
of enabling detection by a metal detector when tape is buried up to 920 mm 3 feet deep. Encase metallic element
of the tape in a protective jacket or provide with other means of corrosion protection.
]2.11 DETECTION WIRE FOR NON-METALLIC PIPING
Detection wire shall be insulated single strand, solid copper with a minimum of 12 AWG.
PART 3 EXECUTION
3.1 PROTECTION
3.1.1 Shoring and Sheeting
NOTE: The Contractor will have the responsibility of designing the trench shoring
and sheeting system or obtaining a suitable trench box on all trench excavations
over 1.5 m 5 feet deep or where it is known that in-situ soils lack the stability
to hold near vertical faces. Where sufficient room is available, the Contractor
may slope back trench walls rather than having to use a shoring system. The
Government is responsible for supplying the designer with any historic subsurface
soil data that might be available. All such historical or new subsurface soil
data demonstrating soil characteristics, stability, etc., will be included on
the contract drawings.
Provide shoring [bracing] [cribbing] [trench boxes] [underpinning] [and] [sheeting] where indicated. In addition
to Section 25 A and B of EM 385-1-1 [and other requirements set forth in this contract], include provisions in
the shoring and sheeting plan that will accomplish the following:
a. Prevent undermining of pavements, foundations and slabs.
NOTE: The Contractor should not be given the opportunity to slope the faces
of excavations in lieu of providing shoring unless all the following conditions
are met:
1. The excavation is less than 6 m 20 feet in depth.
2. There are no adjacent structures, roads, or pavements that will affect the
excavation.
3. No equipment, stored material, or overlying material will affect the excavation.
4. Vibration from equipment, traffic, or blasting will not affect the excavation.
5. There will be no ground water problems.
6. Surcharges will not affect the excavation.
7. Station operational considerations permit laying back the slopes of the
excavation.
b. Prevent slippage or movement in banks or slopes adjacent to the excavation.
[c. Allow for the abandonment of shoring and sheeting materials in place in critical areas
as the work is completed. In these areas, backfill the excavation to [the elevation indicated]
[within 900 mm 3 feet of the finished grade] [_____] and remove the remaining exposed portion
of the shoring before completing the backfill.]
3.1.2 Drainage and Dewatering
Provide for the collection and disposal of surface and subsurface water encountered during construction.
3.1.2.1 Drainage
So that construction operations progress successfully, completely drain construction site during periods of construction
to keep soil materials sufficiently dry. The Contractor shall establish/construct storm drainage features (ponds/basins)
at the earliest stages of site development, and throughout construction grade the construction area to provide
positive surface water runoff away from the construction activity and/or provide temporary ditches, [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.
3.1.2.2 Dewatering
NOTE: Check depth of proposed utilities and foundations relative to the existing
ground water elevation prior to editing. Revise as needed when specific methods
of dewatering are required.
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 0.9 m 3 feet of the foundation of any
structure, except with specific written approval, and after specific contractual provisions for restoration of
the foundation area have been made. Control measures shall be taken by the time the excavation reaches the water
level in order to maintain the integrity of the in situ material. While the excavation is open, the water level
shall be maintained continuously, at least [_____] m feet below the working level.
[Operate dewatering system continuously until construction work below existing water levels is complete. Submit
performance records weekly.] [Measure and record performance of dewatering system at same time each day by use
of observation wells or piezometers installed in conjunction with the dewatering system.] [Relieve hydrostatic
head in previous zones below subgrade elevation in layered soils to prevent uplift.]
3.1.3 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. [The Contractor shall contact
the [Public Works Department] [_____] for assistance in locating existing utilities.] [The Contractor shall
scan the construction site with electromagnetic and sonic equipment and mark the surface of the ground where
existing underground utilities are discovered.]
3.1.4 Machinery and Equipment
Movement of construction machinery and equipment over pipes 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.
3.2 SURFACE PREPARATION
NOTE: If special site preparation notes are indicated, they should be referenced
here.
3.2.1 Clearing and Grubbing
NOTE: If selective clearing is required, the maximum or minimum tree diameter
should be specified, measured at 1.5 m 4 1/2 feet from the existing ground.
If merchantable timber is requested by the station, insert and edit the following
paragraph:
"Cut merchantable timber into (logs) (cord wood) and store on site where directed.
Merchantable timber will remain the property of the Government."
Unless indicated otherwise, remove trees, stumps, logs, shrubs, brush and vegetation and other items that would
interfere with construction operations within the [clearing limits] [within lines 1.5 m5 feet outside of each
building and structure line] [_____]. Remove stumps entirely. Grub out matted roots and roots over 50 mm 2
inches in diameter to at least 460 mm 18 inches below existing surface.
3.2.2 Stripping
Strip suitable soil from the site where excavation or grading is indicated and stockpile separately from other
excavated material. Material unsuitable for use as topsoil [shall be wasted] [shall be stockpiled and used for
backfilling]. 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 materials suitable
for use as topsoil. Protect topsoil and keep in segregated piles until needed.
3.2.3 Unsuitable Material
Remove vegetation, debris, decayed vegetable matter, sod, mulch, and rubbish underneath paved areas or concrete
slabs.
3.3 EXCAVATION
Excavate to contours, elevation, and dimensions indicated. Reuse excavated materials that meet the specified
requirements for the material type required at the intended location. 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 [backfill and fill material] [satisfactory material] [select material] [porous fill] and compact to [95]
[_____] percent of [ASTM D 698] [ASTM D 1557] maximum density. Unless specified otherwise, refill excavations
cut below indicated depth with [backfill and fill material] [satisfactory material] [select material] [porous
fill] and compact to [95] [_____] percent of [ASTM D 698] [ASTM D 1557] maximum 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; except as specified for spread footings. 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.
3.3.1 Structures With Spread Footings
Ensure that footing subgrades have been inspected and approved by the Contracting Officer prior to concrete placement.
Fill over excavations with concrete during foundation placement.
3.3.2 Pile Cap Excavation and Backfilling
Excavate to bottom of pile cap prior to placing or driving piles, unless authorized otherwise by the Contracting
Officer. Backfill and compact overexcavations and changes in grade due to pile driving operations to 95 percent
of ASTM D 698 maximum density.
3.3.3 Pipe Trenches
Excavate to the dimension indicated. Grade bottom of trenches to provide uniform support for each section of
pipe after pipe bedding placement. Tamp if necessary to provide a firm pipe bed. Recesses shall be excavated
to accommodate bells and joints so that pipe will be uniformly supported for the entire length. Rock, where
encountered, shall be excavated to a depth of at least 150 mm6 inches below the bottom of the pipe.
[3.3.4 Hard Material [and Rock] Excavation
NOTE: Where rock excavation is planned, foundation section details or typical
grading or trench cross sections on plans should show the required limits of
rock excavation and any special refill or bedding requirements.
Remove hard material [and rock] to elevations indicated in a manner that will leave foundation material in an
unshattered and solid condition. Roughen level surfaces and cut sloped surfaces into benches for bond with concrete.
Protect shale from conditions causing decomposition along joints or cleavage planes and other types of erosion.
Removal of hard material [and rock] beyond lines and grades indicated will not be grounds for a claim for additional
payment unless previously authorized by the Contracting Officer. Excavation of the material claimed as rock
shall not be performed until the material has been cross sectioned by the Contractor and approved by the Contracting
Officer. Common excavation shall consist of all excavation not classified as rock excavation.
]3.3.5 Excavated Materials
NOTE: When spoil areas or borrow areas are within the limits of Government-controlled
land, additional requirements based on the following, and as appropriate for
the project, will be included in the contract document. Locations of areas
will be indicated, or the approximate distances from the project site will be
specified. Generally, unburned vegetative material and surplus excavated material
will be disposed of in inconspicuous spoil areas where no future construction
is planned. If economically justifiable, surplus suitable excavated material
may be stockpiled or may be disposed of in areas where future construction is
planned and where fill will be required. Spoil materials will be so placed
and the worked portions of spoil areas and borrow areas will be so graded and
shaped as to minimize soil erosion, siltation of drainage channels, and damage
to existing vegetation. The degree of compaction will be specified.
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."
3.3.6 Final Grade of Surfaces to Support Concrete
Excavation to final grade shall not be made until just before concrete is to be placed. [For pile foundations,
the excavation shall be stopped at an elevation 150 to 300 mm6 to 12 inches above the bottom of the footing
before driving piles. After pile driving has been completed, the remainder of the excavation shall be completed
to the elevations shown.] Only excavation methods that will leave the foundation rock in a solid and unshattered
condition shall be used. Approximately level surfaces shall be roughened, and sloped surfaces shall be cut as
indicated into rough steps or benches to provide a satisfactory bond. Shales shall be protected from slaking
and all surfaces shall be protected from erosion resulting from ponding or flow of water.
3.4 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
150 mm6 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 150
mm,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 300 mm12 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 sheepsfoot rollers, pneumatic-tired rollers, steel-wheeled
rollers, or other approved equipment well suited to the soil being compacted. Material shall be moistened or
aerated as necessary [to plus or minus [_____] percent of optimum moisture] [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.
3.4.1 Proof Rolling
NOTE: Specify proof rolling when the quality of the existing subgrade is questionable.
Proof rolling can be used to verify that no unsatisfactory material is present
(no bid quantity required, location shown or specified) or to locate suspected
unsatisfactory material (indicate a bid quantity to be removed).
Proof rolling shall be done on an exposed subgrade free of surface water (wet conditions resulting from rainfall)
which would promote degradation of an otherwise acceptable subgrade. [After stripping,] proof roll the existing
subgrade of the [building] [_____] with six passes of a [dump truck loaded with 6 cubic meters of soil] [ 13.6
meter ton 15 ton, pneumatic-tired roller.] Operate the [roller] [truck] in a systematic manner to ensure the
number of passes over all areas, and at speeds between 4 to 5.5 kilometers per hour 2 1/2 to 3 1/2 miles per
hour. [When proof rolling under buildings, the building subgrade shall be considered to extend 1.5 m 5 feet
beyond the building lines, and one-half of the passes made with the roller shall be in a direction perpendicular
to the other passes.] Notify the Contracting Officer a minimum of 3 days prior to proof rolling. Proof rolling
shall be performed in the presence of the Contracting Officer. Rutting or pumping of material shall be undercut
[as directed by the Contracting Officer] [to a depth of [_____] mm inches] and replaced with [fill and backfill]
[select] material. [Bids shall be based on replacing approximately [_____] square meters square yards, with
an average depth of [_____] mm inches at various locations.]
3.5 SUBGRADE FILTER FABRIC
NOTE: Delete this paragraph in its entirety if filter fabric is not used for
subgrade stabilization. Vegetation such as grass may remain when no other subgrade
preparation is indicated. Overlap length may be adjusted to fit design requirements.
Drawings should indicate location and extent of filter fabric in typical cross
sections.
Place synthetic fiber filter fabric as indicated directly on prepared subgrade free of [vegetation,] stumps,
rocks larger than [50 mm] [2 inches] [_____] diameter and other debris which may puncture or otherwise damage
the fabric. Repair damaged fabric by placing an additional layer of fabric to cover the damaged area a minimum
of [0.9 m] [3 feet][_____] overlap in all directions. Overlap fabric at joints a minimum of 0.9 m 3 feet.
Obtain approval of filter fabric installation before placing fill or backfill. Place fill or backfill on fabric
in the direction of overlaps and compact as specified herein. Follow manufacturer's recommended installation
procedures.
3.6 FILLING AND BACKFILLING
Fill and backfill to contours, elevations, and dimensions indicated. Compact each lift before placing overlaying
lift.
[3.6.1 Common Fill Placement
NOTE: Delete bracketed item when a pile-supported structure is not in the job.
Provide for general site [and under [porous fill of] pile-supported structures].[Use satisfactory materials.]
Place in [150] [_____] mm [6] [_____] inch lifts. Compact areas not accessible to rollers or compactors with
mechanical hand tampers. Aerate material excessively moistened by rain to a satisfactory moisture content.
Finish to a smooth surface by blading, rolling with a smooth roller, or both.
][3.6.2 Backfill and Fill Material Placement
Provide for paved areas and under concrete slabs, except where select material is provided. Place in [150] [_____]
mm [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.
][3.6.3 Select Material Placement
Provide under [porous fill of] structures not pile supported. Place in [150] [_____] mm [6] [_____] inch lifts.
Do not place over wet or frozen areas. 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.
][3.6.4 Backfill and Fill Material Placement Over Pipes and at Walls
Backfilling shall not begin until construction below finish grade has been approved, underground utilities systems
have been inspected, tested and approved, forms removed, and the excavation cleaned of trash and debris. Backfill
shall be brought to indicated finish grade [and shall include backfill for outside grease interceptors and underground
fuel tanks]. Where pipe is coated or wrapped for protection against corrosion, the backfill material up to an
elevation 600 mm2 feet above sewer lines and 300 mm1 foot above other utility lines shall be free from stones
larger than 25 mm1 inch in any dimension. 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 100 mm4 inches in compacted thickness
with power-driven hand tampers suitable for the material being compacted. 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.
]3.6.5 Porous Fill Placement
NOTE: The compacted thickness of capillary water barrier will be indicated
and will not be less than 100 mm (4 inches). The paragraph will be deleted
where site conditions make the barrier unnecessary.
Provide under floor and area-way slabs on a compacted subgrade. Place in [100] [_____] mm [4] [_____] inch lifts
with a minimum of two passes of a hand-operated plate-type vibratory compactor.
3.6.6 Trench Backfilling
Backfill as rapidly as construction, testing, and acceptance of work permits. Place and compact backfill under
structures and paved areas in [150] [_____] mm [6] [_____] inch lifts to top of trench and in [150] [_____] mm
[6] [_____] inch lifts to 300 mm one foot over pipe outside structures and paved areas.
3.7 BORROW
NOTE: Coordinate this paragraph with the requirements in Part 2 Products.
Where satisfactory materials are not available in sufficient quantity from required excavations, approved borrow
materials shall be obtained as specified herein.
3.8 BURIED WARNING AND IDENTIFICATION TAPE
Provide buried utility lines with utility identification tape. Bury tape 300 mm 12 inches below finished grade;
under pavements and slabs, bury tape 150 mm 6 inches below top of subgrade.
3.9 BURIED DETECTION WIRE
Bury detection wire directly above non-metallic piping at a distance not to exceed 300 mm 12 inches above the
top of pipe. The wire shall extend continuously and unbroken, from manhole to manhole. The ends of the wire
shall terminate inside the manholes at each end of the pipe, with a minimum of 0.9 m 3 feet of wire, coiled,
remaining accessible in each manhole. The wire shall remain insulated over it's entire length. The wire shall
enter manholes between the top of the corbel and the frame, and extend up through the chimney seal between the
frame and the chimney seal. For force mains, the wire shall terminate in the valve pit at the pump station end
of the pipe.
3.10 COMPACTION
NOTE: Use 90% of ASTM D 698 or ASTM D 1557 for General Site Compaction of cohesionless
materials on Army projects and 85% of same for Navy projects.
ARMY NOTE: See TM 5-818-1, TM 5-818-7, TM 5-825-2 and DM 21.3 for criteria
and design guidelines.
NOTE: Specify most jobs using ASTM D 698 compaction, except for roads, airfields,
and other heavily loaded areas, which should use ASTM D 1557 compaction. Specify
compaction in terms of one compaction effort (ASTM D 698 or ASTM D 1557), if
possible.
Determine in-place density of existing subgrade; if required density exists, no compaction of existing subgrade
will be required. [Density requirements specified herein are for cohesionless materials. When cohesive materials
are encountered or used, density requirements may be reduced by 5 percent.]
3.10.1 General Site
Compact underneath areas designated for vegetation and areas outside the 1.5 meter 5 foot line of the paved area
or structure to [85] [90] [_____] percent of [ASTM D 698] [ASTM D 1557]. [Compact expansive materials to not
less than [ ] percent nor more than [ ] percent.]
3.10.2 Structures, Spread Footings, and Concrete Slabs
Compact top 300 mm 12 inches of subgrades to [95] [_____] percent of [ASTM D 698] [ASTM D 1557]. Compact [common
fill] [fill and backfill material] [select material] to [95] [_____] percent of [ASTM D 698] [ASTM D 1557].
3.10.3 Adjacent Area
Compact areas within 1.5 m 5 feet of structures to [90] [_____] percent of [ASTM D 698] [ASTM D 1557].
3.10.4 Paved Areas
Compact top 300 mm 12 inches of subgrades to [95] [_____] percent of [ASTM D 698] [ASTM D 1557]. Compact fill
and backfill materials to 95 percent of [ASTM D 698] [ASTM D 1557].
[3.10.5 Airfield Pavements
Compact top 600 mm 24 inches below finished pavement or top 300 mm 12 inches of subgrades, whichever is greater,
to [100] [_____] percent of ASTM D 1557; compact fill and backfill material to [100] [_____] percent of ASTM D 1557
.
][3.11 PIPELINE CASING UNDER [RAILROAD] [AND] [PAVEMENT]
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.
Provide new smooth wall steel pipeline casing under [new] [existing] [railroad] [and] [pavement] [in a trench]
[by the boring and jacking method of installation]. Provide each new pipeline casing, where indicated and to
the lengths and dimensions shown, complete and suitable for use with the new piped utility as indicated.
3.11.1 Earthwork for Pipeline Casings
Provide excavation, sheet piling, shoring, dewatering, and backfilling for pipeline casings under this section.
3.11.2 Steel Cased Pipelines
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.
[Excavate and place bedding and backfill as indicated.] [Install pipeline casing by dry boring and jacking method
as follows:]
3.11.2.1 Hole for Pipeline Casing
Mechanically bore holes and case through the soil with a cutting head on a continuous auger mounted inside the
casing pipe. Weld lengths of pipe together in accordance with AWS D1.1/D1.1M. Do not use water or other fluids
in connection with the boring operation.
3.11.2.2 Cleaning
Clean inside of the pipeline casing of dirt, weld splatters, and other foreign matter which would interfere with
insertion of the piped utilities by attaching a pipe cleaning plug to the boring rig and passing it through the
pipe.
3.11.2.3 Piped Utilities
Provide in casing using wood supports adjusted to obtained grades and elevations indicated.
3.11.2.4 End Seals
After installation of piped utilities in pipeline casing, provide watertight end seals at each end of pipeline
casing between pipeline casing and piping utilities. Provide watertight [end seals as indicated.] [segmented
elastomeric end seals.]
][3.12 SPECIAL EARTHWORK REQUIREMENTS FOR SUBSURFACE DRAINS
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.
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
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.
At 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.
Excavate to dimensions indicated. Provide a bedding surface of no more than 25 mmone inch of [sand] [gravel]
[Type I subdrain backfill material] and place on compacted [native soil] [impermeable material] as indicated.
Backfill [blind or french drains] [around and over the pipes after pipe installation has been approved]. Place
special granular filter material in 150 mm 6 inch lifts and compact with mechanical, vibrating plate tampers
or rammers until no further consolidation can be achieved. Compact backfill overlying the special granular filter
material as specified for adjacent or overlying work.
3.12.1 Granular Backfill Without Filter Fabric
NOTE: Coordinate with material specifications in Part 2. Consult a geotechnical
engineer to determine optimum thickness of granular filter material and modify
information in brackets if necessary. Indicate on drawings where different
types of drains are to be used. Delete requirements for types of drains that
are not included in the project.
3.12.1.1 Perforated or Slotted Wall Pipe
Place granular material as pipe is laid and extend fit for a minimum of [one] pipe diameter on each side of and
450 mm 18 inches above the top of the pipe. Place a layer of [kraft paper] [_____,] on top of granular filter
before continuing with the backfill.
3.12.1.2 Open-Joint Pipe
Place both types of granular material specified as pipe is laid forming an aggregate filter around the pipe.
Provide [Type II] material to envelope the pipe a minimum of one-half the pipe diameter or twice the maximum
aggregate size, whichever is larger, on each side and on top of the pipe. Place [Type I] material next to and
on top of the [Type II] material to provide a total fill extending at least [one] pipe diameter on each side
of and 450 mm 18 inches above the top of the pipe. Place a layer of [kraft paper] [______,] on top of the granular
filter before continuing with the backfill.
3.12.2 Granular Backfill Using Filter Fabric
NOTE: Coordinate with material specifications in Part 2. Consult soils engineer
to determine optimum thickness of granular filter material and modify information
in brackets if necessary. Indicate on drawings where different types of drains
are to be used. Delete requirements for types of drains that are not included
in the project.
3.12.2.1 Perforated or Slotted Wall Pipes
Wrap one layer of filter fabric around pipe in such a manner that longitudinal overlaps are in unperforated or
unslotted quadrants of the pipe. Overlap fabric a minimum of 50 mm 2 inches. Secure fabric to pipe so that
backfill material does not infiltrate through overlaps. Place granular material and extend it for [one] pipe
diameter, minimum of 150 mm 6 inches on each side of and 450 mm 18 inches above top of pipe. Place a layer of
filter fabric on top of granular filter before continuing with backfill.
3.12.2.2 Open-Joint Pipe
Wrap one layer of filter fabric around pipe joints overlapping a minimum of 50 mm 2 inches in the longitudinal
direction and extending at least 150 mm 6 inches on both sides of the joint. Secure fabric to pipe so that backfill
material does not infiltrate through overlaps. Place granular material specified and extend it for a minimum
of [one] pipe diameter on each side of and 450 mm 18 inches above top of pipe. Place a layer of filter fabric
on top of granular filter before continuing with backfill.
3.12.2.3 Blind or French Drains
Install filter cloth in trenches with smoothly graded sides and bottom, free of cavities or projecting rocks.
Lay the cloth flat but not stretched [and secure with anchor pins]. Place filter cloth so that drain water must
pass through the cloth into the specified granular filter material. Overlap ends at least of 300 mm 12 inches
. Place backfill on filter cloth in the direction of overlaps. Where fabric is damaged, place a new piece of
filter cloth over damaged area and overlap at least of 300 mm 12 inches in every direction.
][3.13 EARTHWORK REQUIREMENTS FOR SEWAGE ABSORPTION [TRENCHES] [PITS]
NOTE: Delete these paragraphs when sewage absorption trenches or pits are not
included in the project. Consult geotechnical engineer and local standards
in selecting bracketed information in paragraph entitled "Earthwork Requirements
for Sewage Absorption [Trenches] [Pits]" to conform with design indicated on
the drawings. Coordinate with requirements for exterior sanitary sewer systems.
Provide details on drawings indicating specific construction requirements as
suggested by Sketch 02302-1.
Provide sewage absorption [trench] [pit] as indicated. [Grade trenches uniformly downward to ends of laterals.]
[Place [pre-cast concrete base ring] [concrete footing] for pit sections at the elevation indicated. Assemble
succeeding sections as indicated and as recommended by manufacturer.] Place porous fill [around and over pipe]
[around absorption pit] as indicated. Take special care to prevent displacement of or damage to [pipe] [pit
walls]. Cover porous fill with [kraft paper] [filter fabric] [______] [a concrete cover] as indicated before
continuing with backfill for adjacent or overlying work.
][3.14 RIP-RAP CONSTRUCTION
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.
NOTE: Select information in brackets to best describe rip-rap construction.
Provide detail or typical section through rip-rap on drawings as well as all
dimensions necessary for estimating and construction. If DOT standard specifications
are referenced for rip-rap construction, paragraphs entitled "Preparation" through
"Grouting" may be deleted.
Construct rip-rap [on bedding material] [on filter fabric] [with grout] [in accordance with [DOT] [_____] State
Standard, paragraph [_____]] in the areas indicated.
3.14.1 Preparation
Trim and dress indicated areas to conform to cross sections, lines and grades shown within a tolerance of 30
mm 0.1 foot.
3.14.2 Bedding Placement
Spread [filter fabric] bedding material uniformly to a thickness of at least [75] [_____] mm [3] [_____] inches
on prepared subgrade as indicated. [Compaction of bedding is not required. Finish bedding to present even
surface free from mounds and windrows.]
3.14.3 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. [For grouted rip-rap, hand-place surface rock with open joints to facilitate grouting
and do not fill smaller spaces between surface rock with finer material. Provide at least one "weep hole" through
grouted rip-rap for every 4.65 square meters 50 square feet of finished surface. Weep holes shall consist of
columns of bedding material, 100 mm 4 inches in diameter, extending up to the rip-rap surface without grout.]
3.14.4 Grouting
[Prior to grouting, wet rip-rap surfaces. Grout rip-rap in successive longitudinal strips, approximately 3 m
10 feet in width, commencing at the lowest strip and working up the slope. Distribute grout to place of final
deposit and work into place between stones with brooms, spades, trowels, or vibrating equipment. Take precautions
to prevent grout from penetrating bedding layer. Protect and cure surface for a minimum of 7 days.]
]3.15 FINISH OPERATIONS
3.15.1 Grading
Finish grades as indicated within 30 mm one-tenth of one foot. 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.
3.15.2 Topsoil and Seed
NOTE: If seeding is minor, use requirements specified herein. Otherwise, edit
Section 32 92 19 and cover requirements therein.
[Scarify existing subgrade. Provide 100 mm 4 inches of topsoil for newly graded finish earth surfaces and areas
disturbed by the Contractor. Topsoil shall not be placed when the subgrade is frozen, excessively wet, extremely
dry, or in a condition otherwise detrimental to seeding, planting, or proper grading. [Additional topsoil will
not be required if work is performed in compliance with stripping and stockpiling requirements.] [If there is
insufficient on-site topsoil meeting specified requirements for topsoil, provide topsoil required in excess of
that available.] Seed shall match existing vegetation. Provide seed at 2.5 kg per 100 square meters 5 pounds
per 1000 square feet. Provide CID A-A-1909, Type I, Class 2, 10-10-10 analysis fertilizer at 12.2 kg per 100
square meters 25 pounds per 1000 square feet. [Provide commercial agricultural limestone of 94-80-14 analysis
at 34.2 kg per 100 square meters 70 pounds per 1000 square feet.] Provide mulch and water to establish an acceptable
stand of grass.]
3.15.3 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.
3.16 DISPOSITION OF SURPLUS MATERIAL
[Waste in Government disposal area [indicated] [which is located within a haul distance of [_____] kilometers
miles.] [Remove from Government property] surplus or other soil material not required or suitable for filling
or backfilling, and brush, refuse, stumps, roots, and timber.]
3.17 FIELD QUALITY CONTROL
3.17.1 Sampling
Take the number and size of samples required to perform the following tests.
3.17.2 Testing
Perform one of each of the following tests for each material used. Provide additional tests for each source change.
3.17.2.1 Fill and Backfill Material Testing
Test fill and backfill material in accordance with ASTM C 136 for conformance to ASTM D 2487 gradation limits;
ASTM D 1140 for material finer than the 75 micrometers No. 200 sieve; ASTM D 4318 for liquid limit and for plastic
limit; ASTM D 698 or ASTM D 1557 for moisture density relations, as applicable.
3.17.2.2 Select Material Testing
Test select material in accordance with ASTM C 136 for conformance to ASTM D 2487 gradation limits; ASTM D 1140
for material finer than the 75 micrometers No. 200 sieve; ASTM D 698 or ASTM D 1557 for moisture density relations,
as applicable.
3.17.2.3 Porous Fill Testing
Test porous fill in accordance with ASTM C 136 for conformance to gradation specified in ASTM C 33.
3.17.2.4 Density Tests
NOTE: Density test frequency can vary from one test per 10 square meter 100
square feet for small areas up to one test per 900 square meter 10,000 square
feet. The following table will also help establish test frequency for various
situations:
Location of
Material Type Material Test Frequency
Undisturbed Structures Two random tests in
native soil building footings and
two tests on subgrade
within building line.
Fills and Structures One test per structure
backfills (adjacent to) per 200 sq. m taken 300
mm below finished grade.
Subgrades Site (except One test per lift per 250
airfields) sq. m
Embankments Any One test per lift per 400
or borrow cubic m placed.
Native soil Any One test or one test per
subgrade 900 sq. m whichever is
other than greater.
structures
and parking
Borrow Any One test per lift per 400
cubic m placed.
Location of
Material Type Material Test Frequency
Undisturbed Structures Two random tests in
native soil building footings and
two tests on subgrade
within building line.
Fills and Structures One test per structure
backfills (adjacent to) per 2,000 sq. ft taken
12 inches below
finished grade.
Subgrades Site (except One test per lift per
airfields) 2,500 sq. ft
Embankments Any One test per lift per
or borrow 500 cubic yds placed.
Native soil Any One test or one test per
subgrade 10,000 sq. ft, whichever
other than is greater.
structures
and parking
Borrow Any One test per lift per
500 cubic yds placed.
Test density in accordance with ASTM D 1556, or ASTM D 2922 and ASTM D 3017. When ASTM D 2922 and ASTM D 3017
density tests are used, verify density test results by performing an ASTM D 1556 density test at a location
already ASTM D 2922 and ASTM D 3017 tested as specified herein. Perform an ASTM D 1556 density test at the start
of the job, and for every 10 ASTM D 2922 and ASTM D 3017 density tests thereafter. Test each lift at randomly
selected locations every [200] [_____] square meters [2000] [_____] square feet of existing grade in fills for
structures and concrete slabs, and every [250] [_____] square meters [2500] [_____] square feet for other fill
areas and every [200] [_____] square meters [2000] [_____] square feet of subgrade in cut. Include density test
results in daily report.
[a. Bedding and backfill in trenches: One test per [15] [_____] meters [50] [_____] linear
feet in each lift.]
[3.17.2.5 Moisture Content Tests
NOTE: Include moisture content test requirements in Army projects.
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 D 2216
. Include moisture content test results in daily report.
]-- End of Section --