AMENDMENT 0005_31 23 00.00 20 Excavation and Fill.pdf

<SEC><MTA NAME=SUBFORMAT CONTENT=NEW/><MTA NAME=AUTONUMBER CONTENT=TRUE/><HDR><AST/> USACE / NAVFAC / AFCEC / NASA UFGS-31 23 00.00 20 (February 2011) Change 2 - 08/15 Preparing Activity: <PRA> NAVFAC</PRA> Superseding UFGS-31 23 00.00 20 (April 2006)

<HL4>UNIFIED FACILITIES GUIDE SPECIFICATIONS</HL4>

<HL4>References are in agreement with UMRL dated April 2021</HL4>

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<SCN>SECTION 31 23 00.00 20</SCN>

<STL>EXCAVATION AND FILL</STL>

<DTE>02/11, CHG 2: 08/15</DTE>

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<NPR>NOTE: This guide specification covers the requirements for <SCP>earthwork requirements for buildings, roads, and utilities</SCP>.

Adhere to <URL HREF=http://www.wbdg.org/ffc/dod/unified-facilities-criteria-ufc/ufc-1-30 UFC 1-300-02</URL> Unified Facilities Guide Specifications (UFGS) Format Standard when editing this guide specification or preparing new project specification sections. Edit this guide specification for project specific requirements by adding, deleting, or revising text. For bracketed items, choose applicable item(s) or insert appropriate information.

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

Comments, suggestions and recommended changes for this guide specification are welcome and should be submitted as a <URL HREF=http://www.wbdg.org/ffc/dod/unified-facilities-guide-specifications- Criteria Change Request (CCR)</URL>.</NPR>

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

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<NPR>NOTE: The following information shall be indicated on the project drawings:</NPR>

<NPR>1. Surface elevations, existing and new;</NPR>

<NPR>2. Location of underground obstructions and existing utilities;</NPR>

<NPR>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;</NPR>

<NPR>4. Soil classification(s) and properties;</NPR>

<NPR>5. Location of borrow and disposal area if located on Government property;</NPR>

<NPR>6. Clearing stripping and grubbing limits, if different from clearing limits;</NPR>

<NPR>7. Areas to be seeded;</NPR>

<NPR>8. Hydrological data where available;</NPR>

<NPR>9. Shoring and sheeting required (trench protection is specified in Corps of Engineers Manual

EM 385-1-1);</NPR>

<NPR>10. Pipe trench excavation details;</NPR>

<NPR>11. Location and limits of hard material (rocks);</NPR>

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

<NPR>13. Details of sewage absorption trenches, absorption pits, and subsurface drains.</NPR>

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<PRT =1><TTL>PART 1 GENERAL</TTL>

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<NPR>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.</NPR>

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<SPT =1.1>1.1 <TTL>REFERENCES</TTL>

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<NPR>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 Reference Identifier (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.</NPR>

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<TXT>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.</TXT>

<ADD><REF> <ORG>AENOR - UNA NORMA ESPAÑOLA (UNE)</ORG>

<RID>UNE 103500</RID> <RTL>(1994) Geotechnical. Compaction test.

Standard Proctor.</RTL>

<RID>UNE 103501</RID> <RTL>(1994) Geotechnic. Compactation Test.

Modified Proctor.</RTL>

<RID>UNE 103502</RID> <RTL>(1995) Test Laboratory Method for Determining in a Soil the CBR Index.</RTL>

<RID>UNE 103503</RID> <RTL>(1995) Determination "In Situ" Of Density Of Soil By The Sand Method.</RTL>

<RID>UNE 103900</RID> <RTL>(2013) In situ determination of density and moisture content of soil and granular materials by nuclear methods: low depths.</RTL>

<RID>UNE-EN 933-1</RID> <RTL>(2012) Tests for geometrical properties of aggregates - Part 1:

Determination of particle size distribution - Sieving method</RTL>

<RID>UNE-EN 12620</RID> <RTL>(2003+A1:2009) Aggregates for concrete

</RTL>

<RID>UNE-EN ISO 11058</RID> <RTL>(2010) Geotextiles and geotextile-related products - Determination of water permeability characteristics normal to the plane, without load (ISO 11058:2010)</RTL>

<RID>UNE-EN ISO 14688-1</RID> <RTL>(2019) Geotechnical investigation and testing - Identification and classification of soil - Part 1:

Identification and description (ISO

14688-1:2017)</RTL>

<RID>UNE-EN ISO 17892-12</RID> <RTL>(2019) Geotechnical investigation and testing - Laboratory testing of soil - Part 12: Determination of liquid and plastic limits (ISO 17892-12:2018).</RTL>

</REF></ADD><REF> <ORG>AMERICAN WATER WORKS ASSOCIATION (AWWA)</ORG>

<RID>AWWA C600</RID> <RTL>(2017) Installation of Ductile-Iron Mains and Their Appurtenances</RTL>

</REF><REF> <ORG>AMERICAN WELDING SOCIETY (AWS)</ORG>

<RID>AWS D1.1/D1.1M</RID> <RTL>(2020) Structural Welding Code - Steel

</RTL>

</REF><REF> <ORG>AMERICAN WOOD PROTECTION ASSOCIATION (AWPA)</ORG>

<RID>AWPA C2</RID> <RTL>(2003) Lumber, Timber, Bridge Ties and Mine Ties - Preservative Treatment by Pressure Processes</RTL>

<RID>AWPA P5</RID> <RTL>(2015) Standard for Waterborne Preservatives</RTL>

</REF><REF> <ORG>ASTM INTERNATIONAL (ASTM)</ORG>

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

<RID>ASTM A252</RID> <RTL>(2010) Standard Specification for Welded and Seamless Steel Pipe Piles</RTL>

<RID>ASTM C33/C33M</RID> <RTL>(2018) Standard Specification for Concrete Aggregates</RTL>

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

</RTL>

<RID>ASTM D422</RID> <RTL>(1963; R 2007; E 2014; E 2014)

Particle-Size Analysis of Soils</RTL>

<RID>ASTM D698</RID> <RTL>(2012; E 2014; E 2015) Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/cu. ft.

(600 kN-m/cu. m.))</RTL>

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

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

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

<RID>ASTM D1883</RID> <RTL>(2016) Standard Test Method for California Bearing Ratio (CBR) of Laboratory-Compacted Soils</RTL>

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

</RTL>

<RID>ASTM D2321</RID> <RTL>(2020) Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications</RTL>

<RID>ASTM D2487</RID> <RTL>(2017; E 2020) Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)</RTL>

<RID>ASTM D3786/D3786M</RID> <RTL>(2018) Standard Test Method for Bursting Strength of Textile Fabrics-Diaphragm Bursting Strength Tester Method</RTL>

<RID>ASTM D4318</RID> <RTL>(2017; E 2018) Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils</RTL>

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

<RID>ASTM D4491/D4491M</RID> <RTL>(2017) Standard Test Methods for Water Permeability of Geotextiles by Permittivity</RTL>

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

</RTL>

<RID>ASTM D4632/D4632M</RID> <RTL>(2015a) Grab Breaking Load and Elongation of Geotextiles</RTL>

<RID>ASTM D4751</RID> <RTL>(2020) Standard Test Method for Determining Apparent Opening Size of a Geotextile</RTL>

<RID>ASTM D4759</RID> <RTL>(2011; R 2018) Standard Practice for Determining the Specification Conformance of Geosynthetics</RTL>

<RID>ASTM D4833/D4833M</RID> <RTL>(2007; R 2020) Standard Test Method forIndex Puncture Resistance of Geomembranes and Related Products</RTL>

<RID>ASTM D5084</RID> <RTL>(2016a) Standard Test Methods for Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter</RTL>

<RID>ASTM D6938</RID> <RTL>(2017a) Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)</RTL>

</REF><ADD><REF> <ORG>CENTRO DE ESTUDIOS Y EXPERIMENTACION DE OBRAS PUBLICAS (CEDEX)

</ORG>

<RID>NLT-152</RID> <RTL>(1989) Material de los áridos que pasa el tamiz UNE 80 micras, por lavado

</RTL>

</REF><REF> <ORG>EUROPEAN HARMONIZATION STANDARDS (EN, CEN, UNE-EN, EN ISO)

</ORG>

<RID>EN ISO 10319</RID> <RTL>(2015) Geosynthetics - Wide-width tensile test</RTL>

<RID>EN ISO 12236</RID> <RTL>(2006 R 2016) Geosynthetics - Static puncture test (CBR test)</RTL>

</REF></ADD><REF> <ORG>U.S. ARMY CORPS OF ENGINEERS (USACE)</ORG>

<RID>EM 385-1-1</RID> <RTL>(2014) Safety and Health Requirements Manual</RTL>

</REF><REF> <ORG>U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)</ORG>

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

Physical/Chemical Methods</RTL>

</REF><REF> <ORG>U.S. GENERAL SERVICES ADMINISTRATION (GSA)</ORG>

<RID>CID A-A-203</RID> <RTL>(Rev C; Notice 3) Paper, Kraft, Untreated</RTL>

</REF></SPT =1.1><SPT =1.2>1.2 <TTL>DEFINITIONS</TTL>

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

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<SPT =1.2.1>1.2.1 <TTL>Capillary Water Barrier</TTL>

<TXT>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.</TXT>

</SPT =1.2.1><SPT =1.2.2>1.2.2 <TTL>Degree of Compaction</TTL>

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<NPR>NOTE: Coordinate test procedures with that specified.</NPR>

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

</SPT =1.2.2><SPT =1.2.3>1.2.3 <TTL>Hard Materials</TTL>

<TXT>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.</TXT>

</SPT =1.2.3><SPT =1.2.4>1.2.4 <TTL>Rock</TTL>

<TXT>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<MET> <DEL>[</DEL>0.375<DEL>] [0.75] [_____]</DEL> cubic meter</MET> 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.</TXT>

</SPT =1.2.4><DEL><SPT =1.2.5>1.2.5 <TTL>Pile Supported Structure</TTL>

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

</SPT =1.2.5></DEL></SPT =1.2><SPT =1.3>1.3 <TTL>SUBMITTALS</TTL>

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<NPR>NOTE: Review Submittal Description (SD) definitions in Section <SRF>01 33 00</SRF> SUBMITTAL PROCEDURES and edit the following list, and corresponding submittal items in the text, to reflect only the submittals required for the project. The Guide Specification technical editors have classified those items that require Government approval, due to their complexity or criticality, with a "G". Generally, other submittal items can be reviewed by the Contractor's Quality Control System. Only add a "G" to an item if the submittal is sufficiently important or complex in context of the project.

<DEL></DEL>Codes following the "G" typically are not used for Navy, Air Force, and NASA projects.

The "S" classification indicates submittals required as proof of compliance for sustainability Guiding Principles Validation or Third Party Certification and as described in Section <SRF>01 33 00</SRF>

SUBMITTAL PROCEDURES.

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

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<TXT>Government approval is required for submittals with a "G" or "S" classification. Submittals not having a "G" or "S" classification are <DEL> [</DEL>for Contractor Quality Control approval.<DEL>][for information only. When used, a code following the "G" classification identifies the office that will review the submittal for the Government.]</DEL> Submit the following in accordance with Section <SRF>01 33 00</SRF> SUBMITTAL

PROCEDURES:</TXT>

<LST><SUB>SD-01 Preconstruction Submittals</SUB></LST>

<ITM><DEL>[</DEL><SUB>Shoring and Sheeting Plan</SUB><DEL>]</DEL>

</ITM>

<ITM><DEL>[</DEL><SUB>Dewatering work plan</SUB><DEL> ]</DEL></ITM>

<DEL> <ITM>[<SUB>Blasting</SUB> work plan]</ITM></DEL>

<TXT>Submit 15 days prior to starting work.</TXT>

<LST><SUB>SD-06 Test Reports</SUB></LST>

<ITM><SUB>Borrow Site Testing</SUB>; <SUB>G<DEL></DEL></SUB></ITM>

<ITM><SUB>Fill and backfill</SUB> test</ITM>

<ITM><SUB>Select material</SUB> test</ITM>

<ITM><SUB>Porous fill</SUB> test for capillary water barrier</ITM>

<ITM><SUB>Density tests</SUB></ITM>

<DEL> <ITM>[<SUB>Moisture Content Tests</SUB>]</ITM></DEL>

<TXT>Copies of all laboratory and field test reports within 24 hours of the completion of the test.</TXT>

</SPT =1.3><SPT =1.4>1.4 <TTL>DELIVERY, STORAGE, AND HANDLING</TTL>

<TXT>Perform in a manner to prevent contamination or segregation of materials.</TXT>

</SPT =1.4><SPT =1.5>1.5 <TTL>CRITERIA FOR BIDDING</TTL>

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<NPR>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 52.211-18 Variation In Estimated Quantity.</NPR>

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<TXT>Base bids on the following criteria:</TXT>

<LST INDENT=-0.33>a. Surface elevations are as indicated.</LST>

<LST INDENT=-0.33>b. Pipes or other artificial obstructions, except those indicated, will not be encountered.</LST>

<DEL>[</DEL><LST INDENT=-0.33>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.</LST>

<DEL>][</DEL><DEL><LST INDENT=-0.33>d. Ground water elevation is [_____]<MET> meter</MET> below existing surface elevation.</LST></DEL>

<DEL>][</DEL><LST INDENT=-0.33><DEL>e</DEL><ADD>d</ADD>. Material character is indicated by the boring logs.</LST>

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<NPR>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.</NPR>

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<DEL>[</DEL><LST INDENT=-0.33><DEL>f</DEL><ADD>e</ADD>. Hard materials <DEL>[</DEL>and rock<DEL>] [</DEL>will not<DEL>] [will] </DEL>be encountered <DEL>[in [_____] percent of the excavations] [at [_____]</DEL><MET><DEL> meter </DEL></MET><DEL> below existing surface elevations]</DEL>.</LST>

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<NPR>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.</NPR>

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<NPR>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".</NPR>

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<DEL>[</DEL><LST INDENT=-0.33><DEL>g</DEL><ADD>f</ADD>. <DEL>[</DEL>Borrow material <DEL>] [</DEL>Suitable backfill<DEL>] [</DEL>and<DEL>] [</DEL>bedding material<DEL>]</DEL> in the quantities required <DEL>[i</DEL><DEL>s] </DEL> <DEL>[</DEL>is not<DEL>]</DEL> available <DEL>[</DEL>at the project site<DEL>] [on Government property] [at the location[s]]</DEL>

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<NPR>NOTE: Choose one between the two following bracketed options.</NPR>

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<DEL>[</DEL><LST INDENT=-0.33><DEL>h</DEL><ADD>g</ADD>. Blasting will not be permitted. Remove material in an approved manner.</LST>

<DEL>][<LST INDENT=-0.33>i. <SUB>Blasting</SUB> will be permitted. Blasting shall be conducted in accordance with <RID>EM 385-1-1</RID>, 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.

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]</DEL></SPT =1.5><SPT =1.6>1.6 <TTL>REQUIREMENTS FOR OFF SITE SOIL</TTL>

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<NPR>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).</NPR>

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<TXT>Soils brought in from off site for use as backfill shall be tested for petroleum hydrocarbons, BTEX, PCBs and HW characteristics (including toxicity, ignitability, corrosivity, and reactivity). Backfill shall not contain concentrations of these analytes above the appropriate State and/or EPA criteria, and shall pass the tests for HW characteristics. Determine petroleum hydrocarbon concentrations by using appropriate <DEL>State protocols</DEL><ADD>host nation protocols</ADD>. <DEL>Determine BTEX concentrations by using <RID>EPA SW-846.3-3</RID> Method 5035/8260B.

Perform complete TCLP in accordance with <RID>EPA SW-846.3-3</RID> Method 1311.</DEL> Perform HW characteristic tests for ignitability, corrosivity, and reactivity in accordance with accepted standard methods. Perform PCB testing in accordance with accepted standard methods for sampling and analysis of bulk solid samples. Provide <SUB>borrow site testing</SUB> for petroleum hydrocarbons and BTEX from a grab sample of material from the area most likely to be contaminated at the borrow site (as indicated by visual or olfactory evidence), with at least one test from each borrow site. For each borrow site, provide borrow site testing for HW characteristics from a composite sample of material, collected in accordance with standard soil sampling techniques. Do not bring material onsite until tests results have been received and approved by the Contracting Officer.</TXT>

</SPT =1.6><SPT =1.7>1.7 <TTL>QUALITY ASSURANCE</TTL>

<DEL>[</DEL><SPT =1.7.1>1.7.1 <TTL><SUB>Shoring and Sheeting Plan</SUB></TTL>

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<NPR>NOTE: Include the following paragraph when scope of work requires excavations which are greater than<MET> 1.5 m</MET> or when excavation complexity warrants extensive shoring and sheeting.</NPR>

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<TXT>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.</TXT>

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

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<DEL>[</DEL><TXT>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.</TXT>

<DEL>]</DEL></SPT =1.7.1><ADD><SPT =1.7.2>1.7.2 <TTL>Preconstruction Meeting</TTL>

<TXT>A preconstruction meeting shall be held at the jobsite at least 5 business days prior to the start of earthwork operations on the project. The preconstruction meeting shall be arranged by the Contractor. The purpose of this meeting is to review the requirements of this specification and the associated plans. The following individuals at a minimum will be in attendance at this meeting: Contractor's Project Manager and Project Superintendent, earthwork subcontractor's Project Manager and Site Foreman, Contractor's Geotechnical Engineer and testing agency representative, NAVFAC LANT Geotechnical Engineer and Civil Engineer, NAVFAC LANT

Construction Manager and Engineering Technician(s). The minutes of this meeting shall be recorderd by the Contractor and published via email within 48 hours to all attendees. The minutes shall be re-published within 48 hours via email pending any subsequent comments from any of the attendees.

</TXT>

</SPT =1.7.2></ADD><DEL>]</DEL><DEL>[</DEL><SPT =1.7.3>1.7.3 <TTL><SUB>Dewatering Work Plan</SUB></TTL>

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<NPR>NOTE: Where water levels will impact excavation operations include the following paragraph.</NPR>

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<TXT>Submit procedures for accomplishing dewatering work.</TXT>

</SPT =1.7.3><DEL>]</DEL><SPT =1.7.4>1.7.4 <TTL>Utilities</TTL>

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<NPR>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.</NPR>

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<TXT>Movement of construction machinery and equipment over pipes and utilities during construction shall be at the Contractor's risk. <DEL>[ </DEL><DEL>Perform work adjacent to non-Government utilities as indicated in accordance with procedures outlined by utility company.] [</DEL> Excavation made with power-driven equipment is not permitted within<MET> <DEL>[</DEL>600<DEL>] [_____]</DEL> mm</MET> 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.<DEL>]</DEL> Report damage to utility lines or subsurface construction immediately to the Contracting Officer.</TXT>

</SPT =1.7.4></SPT =1.7></PRT =1><PRT =2><TTL>PART 2 PRODUCTS</TTL>

<SPT =2.1>2.1 <TTL>SOIL MATERIALS</TTL>

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<NPR>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.</NPR>

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<DEL>[</DEL><SPT =2.1.1>2.1.1 <TTL>Satisfactory Materials</TTL>

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<NPR>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 D2487.</NPR>

<AST/>

</NTE>

<TXT>Any materials classified by <RID>ASTM D2487</RID><ADD>or <RID> UNE-EN ISO 14688-1</RID> </ADD> as GW, GP, GM, GP-GM, GW-GM, <DEL>GC, GP-GC, GM-GC,</DEL> SW, SP, <DEL>[</DEL>SM,<DEL>] [</DEL>SW-SM,<DEL>] [

</DEL>SC,<DEL>] [SW-SC</DEL><DEL>,] [</DEL><ADD>or </ADD>SP-SM<DEL>,] [

</DEL><DEL>SP-SC</DEL><DEL>,] [CL,]</DEL> <DEL>[ML,] [CL-ML,] [CH,] [MH]

</DEL> free of debris, roots, wood, scrap material, vegetation, refuse, soft unsound particles, and <DEL>[</DEL>frozen,<DEL>]</DEL> deleterious, or objectionable materials. Unless specified otherwise, the maximum particle diameter shall be one-half the lift thickness at the intended location.

</TXT>

</SPT =2.1.1><DEL>][</DEL><SPT =2.1.2>2.1.2 <TTL>Unsatisfactory Materials</TTL>

<NTE>

<AST/>

<NPR>NOTE: Unsatisfactory material will be defined in accordance with locally available materials, design slopes, etc., and unsuitable classes will be listed in the project specifications in accordance with ASTM D2487. Normally, stones larger than 75 mm (3 inches) are considered unsatisfactory. This paragraph should be edited to delete inapplicable materials.</NPR>

<AST/>

</NTE>

<TXT>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 <DEL>[_____] </DEL><ADD>75 millimeters</ADD><MET> mm</MET>. The Contracting Officer shall be notified of any contaminated materials.</TXT>

</SPT =2.1.2><DEL>][</DEL><SPT =2.1.3>2.1.3 <TTL>Cohesionless and Cohesive Materials</TTL>

<NTE>

<AST/>

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

ASTM D422. </NPR>

<AST/>

</NTE>

<TXT>Cohesionless materials include materials classified in <RID>ASTM D2487 </RID><ADD> or <RID>UNE-EN ISO 14688-1</RID></ADD> 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.</TXT>

</SPT =2.1.3><DEL>]</DEL><DEL>[<SPT =2.1.4>2.1.4 <TTL>Expansive Soils</TTL>

<NPR>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.</NPR>

<AST/>

</NTE>

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

</SPT =2.1.4>][</DEL><DEL><SPT =2.1.5>2.1.5 <TTL>Nonfrost Susceptible (NFS) Material</TTL>

<NTE>

<AST/>

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

</NPR>

<AST/>

</NTE>

<TXT>A uniformly graded washed sand with a maximum particle size of [_____] <MET> mm</MET> and less than 5 percent passing the<MET> 0.075 mm</MET> size sieve, and with not more than 3 percent by weight finer than 0.02 mm grain size.</TXT>

</SPT =2.1.5>]</DEL><SPT =2.1.4>2.1.4 <TTL>Common Fill</TTL>

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

</SPT =2.1.4><SPT =2.1.5>2.1.5 <TTL>Backfill and Fill Material</TTL>

<NTE>

<AST/>

<NPR>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<MET> 75 mm</MET> in diameter.

</NPR>

</NTE>

<TXT><RID>ASTM D2487</RID><ADD> or <RID>UNE-EN ISO 14688-1</RID></ADD>, classification GW, GP, GM, <DEL>[</DEL>GC,<DEL>]</DEL> SW, SP, SM,<ADD>or </ADD> <DEL>[</DEL>SC<DEL>]</DEL> with a maximum <RID>ASTM D4318</RID> liquid limit of <DEL>[</DEL>35<DEL>] [_____]</DEL>, maximum <RID>ASTM D4318 </RID><ADD> or <RID>UNE-EN ISO 17892-12</RID> </ADD> plasticity index of <DEL>[</DEL>12<DEL>] [_____]</DEL>, and a maximum of 2<DEL>5</DEL><ADD>0 </ADD> percent by weight passing <RID>ASTM D1140</RID>,<MET> 75 micrometers </MET> sieve.</TXT>

</SPT =2.1.5><SPT =2.1.6>2.1.6 <TTL>Select Material</TTL>

<NTE>

<AST/>

<NPR>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<MET> 75 micrometers</MET> sieve. Also, specify coefficient of permeability within the range of<MET>

0.01 to 1.0 mm per second</MET> 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.</NPR>

<NPR>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<MET> 1.5 m </MET> outside the building foundation lines or other building elements gaining support from the fill.</NPR>

<AST/>

</NTE>

<TXT>Provide materials classified as <DEL>[</DEL>GW,<DEL>] [</DEL>GP,<ADD>

GM, GP-GM</ADD><DEL>] [</DEL>SW,<DEL>] [</DEL>SP,<DEL>]</DEL><ADD>SM,</ADD>

or <DEL>[_____]</DEL><ADD>SP-SM</ADD> by <RID>ASTM D2487</RID><ADD>or <RID> UNE-EN ISO 14688-1</RID> </ADD> where indicated. <DEL>[</DEL>The liquid limit of such material shall not exceed <DEL>[</DEL>35<DEL>] [_____]</DEL> percent when tested in accordance with <RID>ASTM D4318</RID><ADD> or <RID> UNE-EN ISO 17892-12</RID></ADD>. The plasticity index shall not be greater than <DEL>[</DEL>12<DEL>]</DEL> <DEL>[_____]</DEL> percent when tested in accordance with <RID>ASTM D4318</RID><ADD> or <RID>UNE-EN ISO 17892-12</RID> </ADD>, and not more than <DEL>[35]</DEL> <DEL>[_____]</DEL><ADD>20</ADD> percent by weight shall be finer than<MET> 75 micrometers</MET> sieve when tested in accordance with <RID>ASTM D1140</RID>.<DEL>]</DEL> <DEL>[</DEL> Coefficient of permeability shall be a minimum of<MET> <DEL>[</DEL>0.01<DEL> ] [_____]</DEL> mm per second</MET> when tested in accordance with <RID> ASTM D5084</RID><ADD> or <RID>NLT-152</RID></ADD>.<DEL>]</DEL></TXT>

<NTE>

<AST/>

<NPR>NOTE: Where California Bearing Ratio values are needed include the following paragraph:</NPR>

<AST/>

</NTE>

<TXT><DEL>[</DEL>Bearing Ratio: At<MET> 2.5 mm</MET> penetration, the bearing ratio shall be <DEL>[_____]</DEL><ADD>20</ADD> percent at 95 percent <RID>ASTM D1557</RID><ADD>or <RID>UNE 103501</RID> </ADD> maximum density as determined in accordance with <RID>ASTM D1883</RID><ADD>or <RID> UNE 103502</RID> </ADD> for a laboratory soaking period of not less than 4 days. <DEL>[</DEL>Maximum expansion shall be <DEL>[_____]</DEL><ADD>zero </ADD> percent.<DEL>]</DEL> <DEL>[The combined material shall conform to the following sieve analysis:]]</DEL></TXT>

<DEL><TAB WIDTH=62>

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

</TAB></DEL><ADD>

<SPT =2.1.6.1>2.1.6.1 <TTL>Granular Sub-base course</TTL>

<TXT>Provide aggregates consisting of crushed stone, gravel, sand or other sound, durable, approved materials processed and blended or naturally combined. Provide aggregates which are free from lumps and balls of clay, organic matter, objectionable coatings, and other foreign material. Limit the percentage of loss to a maximum of 50 percent after 500 revolutions when tested in accordance with ASTM C131/C131M. Provide aggregate that is reasonably uniform in density and quality. Provide aggregates with a maximum size of 50 mm a minimum of 70 percent passing the 37.5 mm sieve, and no more than 8 percent passing the 0.075 mm sieve. </TXT>

</SPT =2.1.6.1></ADD>

</SPT =2.1.6><SPT =2.1.7>2.1.7 <TTL>Topsoil</TTL>

<NTE>

<AST/>

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

<AST/>

</NTE>

<DEL>[</DEL><TXT>Provide as specified in Section <SRF>32 92 19</SRF>SEEDING.</TXT>

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

</DEL>

<DEL>]</DEL></SPT =2.1.7></SPT =2.1><SPT =2.2>2.2 <TTL>POROUS FILL FOR CAPILLARY WATER BARRIER</TTL>

<TXT><RID>ASTM C33/C33M</RID><ADD>or <RID>UNE-EN 12620</RID> </ADD> fine aggregate grading with a maximum of 3 percent by weight passing <RID> ASTM D1140</RID>,<MET> 75 micrometers</MET> sieve, <DEL>[</DEL>or<DEL>] [ </DEL><MET>37.5 mm</MET> and no more than 2 percent by weight passing the <MET> 4.75 mm</MET> size sieve<DEL>]</DEL> <DEL>[</DEL>or coarse aggregate Size 57, 67, or 77<DEL>]</DEL><ADD> per <RID>ASTM C33/C33M</RID> or coarse aggregate 25.00-4.00 mm per UNE-EN</ADD> and conforming to the general soil material requirements specified in paragraph entitled "Satisfactory Materials."</TXT>

</SPT =2.2><SPT =2.3>2.3 <TTL>UTILITY BEDDING MATERIAL</TTL>

<TXT>Except as specified otherwise in the individual piping section, provide bedding for buried piping in accordance with <RID>AWWA C600</RID>, Type 4, except as specified herein. Backfill to top of pipe shall be compacted to 95 percent of <RID>ASTM D698</RID><ADD> or <RID>UNE 103500 </RID></ADD> maximum density. Plastic piping shall have bedding to spring line of pipe. Provide <RID>ASTM D2321</RID> materials as follows:</TXT>

<LST INDENT=-0.33>a. Class I: Angular,<MET> 6 to 40 mm</MET>, graded stone, including a number of fill materials that have regional significance such as coral, slag, cinders, crushed stone, and crushed shells.</LST>

<LST INDENT=-0.33>b. Class II: Coarse sands and gravels with maximum particle size of<MET> 40 mm</MET>, 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 <RID>ASTM D2487</RID><ADD> or

<RID>UNE-EN ISO 14688-1</RID></ADD>.</LST>

<DEL>[</DEL><SPT =2.3.1>2.3.1 <TTL>Sand</TTL>

<NTE>

<AST/>

<NPR>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 <HL1> sand</HL1> backfill or bedding is required. Delete this paragraph if sand is not required.</NPR>

<TXT>Clean, coarse-grained sand classified as <DEL>[_____ in accordance with Section [_____] [gradation [_____]] of the [DOT] [_____] State Standard] or [</DEL>SW<DEL>]</DEL> <DEL>[</DEL>or<DEL>] [</DEL>SP<DEL>] </DEL> by <RID>ASTM D2487</RID><DEL> </DEL><ADD> or <RID>UNE-EN ISO 14688-1 </RID> </ADD>for <DEL>[</DEL>bedding<DEL>] [</DEL>and<DEL>] [</DEL>backfill <DEL>] [</DEL>as indicated<DEL>]</DEL>.</TXT>

</SPT =2.3.1><DEL>][</DEL><SPT =2.3.2>2.3.2 <TTL>Gravel</TTL>

<NTE>

<AST/>

<NPR>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 <MET> 25 mm per 300 mm</MET> of pipe diameter or<MET> 75 mm</MET> maximum. Refer to pipe manufacturer's criteria for more stringent requirements, if any, on aggregate size and gradation. On drawings (details), clearly show where <HL1>gravel</HL1> backfill or bedding is required.</NPR>

<AST/>

</NTE>

<TXT>Clean, coarsely graded natural gravel, crushed stone or a combination thereof <DEL>[identified as [_____] in accordance with Section [_____] [gradation [_____]] of the [DOT] [_____] State Standard] or </DEL>having a classification of <DEL>[</DEL>GW<DEL>] [</DEL>GP<DEL>]</DEL> in accordance with <RID>ASTM D2487</RID><ADD> or <RID>UNE-EN ISO 14688-1</RID> </ADD> for <DEL>[</DEL>bedding<DEL>]</DEL> <DEL>[</DEL>and<DEL>] [</DEL>backfill<DEL>] [</DEL>as indicated<DEL>]</DEL>. <DEL>[</DEL>Maximum particle size shall not exceed<MET> <DEL>[</DEL>75<DEL>] [_____]</DEL> mm</MET>.<DEL>]</DEL>

</TXT>

</SPT =2.3.2><DEL>]</DEL></SPT =2.3><DEL>[<SPT =2.4>2.4 <TTL>SEWAGE ABSORPTION TRENCHES OR PITS</TTL>

<NTE>

<AST/>

<NPR>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.</NPR>

<AST/>

</NTE>

<SPT =2.4.1>2.4.1 <TTL>Porous Fill</TTL>

<TXT>Backfill material consisting of clean crushed rock or gravel having a gradation [such that 100 percent passes the<MET> 50 mm</MET> sieve and zero percent passes the<MET> 12.5 mm</MET> sieve.] [conforming to the requirements of gradation<MET> [4.75 mm]</MET> [_____] for coarse aggregate in <RID>ASTM C33/C33M</RID>.]</TXT>

</SPT =2.4.1><SPT =2.4.2>2.4.2 <TTL>Cover</TTL>

<NTE>

<AST/>

<NPR>NOTE: Select appropriate bracketed information to correspond to the design indicated on the drawings.</NPR>

<AST/>

</NTE>

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

</SPT =2.4.2></SPT =2.4>]</DEL><SPT =2.4>2.4 <TTL>BORROW</TTL>

<NTE>

<AST/>

<NPR>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.</NPR>

<AST/>

</NTE>

<DEL>[</DEL><TXT>Obtain borrow materials required in excess of those furnished from excavations from sources outside of Government property.</TXT>

<DEL>]<TXT>[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 [_____]<MET> kilometers</MET> 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<MET> 300 mm</MET> 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.]</TXT></DEL>

</SPT =2.4><DEL>[</DEL><SPT =2.5>2.5 <TTL>BACKFILL FOR UNDERDRAINAGE SYSTEMS</TTL>

<NTE>

<AST/>

<NPR>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.</NPR>

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

</NPR>

<NPR>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<MET> 150 mm</MET> 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.</NPR>

<AST/>

</NTE>

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

</TXT>

<NTE>

<AST/>

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

<AST/>

</NTE>

<DEL>[</DEL><LST INDENT=-0.33>a. Perforated or Slotted-Wall Pipe: Backfill meeting requirements of <DEL>[</DEL>Type I<DEL>]</DEL> material as specified in Table 1.</LST>

<DEL>]</DEL><NTE>

<AST/>

<NPR>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.</NPR>

<AST/>

</NTE>

<DEL>[<LST INDENT=-0.33>b. Open Joint Pipe: [Type III] backfill consisting of both Type I and Type II materials as specified in Table 1.</LST></DEL>

<DEL>]</DEL><NTE>

<AST/>

<NPR>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.</NPR>

<AST/>

</NTE>

<DEL>[<LST INDENT=-0.33>c. Blind or French Drains: Backfill consisting of [Type II] [Type III] material as specified in Table 1.</LST></DEL>

<DEL>]</DEL><NTE>

<AST/>

<NPR>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<MET> 75 micrometers</MET> sieve.</NPR>

<AST/>

</NTE>

<DEL>[</DEL><LST INDENT=-0.33>d. Any Type Drain Used With Filter Fabric: <DEL>[</DEL> Clean gravel or crushed stone or gravel conforming to <RID>ASTM C33/C33M </RID> coarse aggregate grading size 57, 67, or 7<DEL>] [fill consisting of [Type I] [or] [Type II] [Type III] material as specified in Table 1]</DEL>.</LST>

<DEL>]</DEL><NTE>

<AST/>

<NPR>NOTE: Select the applicable paragraph(s) from the following.</NPR>

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

</NPR>

<NPR>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<MET> 150 mm</MET> 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.</NPR>

<AST/>

</NTE><TAB HEADERROWS=3>

TABLE 1

[Type I [Gradation E

ASTM C33/C33M

[Type II [ Gradation 57

ASTM C33/C33M

[Type III [Gradation

[ASTM D422 Sieve Size [Percent Passing]

[Percent Passing]

[Percent Passing]

[37.5 mm] [--] [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] [--] [[_____]]

</TAB>

</SPT =2.5><DEL>]</DEL><SPT =2.6>2.6 <TTL>FILTER FABRIC</TTL>

<NTE>

<AST/>

<NPR>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<MET> 75 micrometers</MET> sieve. Values stated below are absolute minimums for the class indicated.</NPR>

<NPR>Delete this paragraph when filter fabric will not be used on the project. Adjust information in brackets to fit the needs of the project. Class A material is usually specified when material being compacted has very coarse sharp angular edges and requires a compaction percentage greater than 95 percent ASTM D698, or when trenches are more than <MET> 3 m</MET> 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 D698. Where fabric will not be covered or where it will exposed to direct sunlight, such as when it is, used for silt dams, include the requirement for ultraviolet resistance.