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8/6/2019 National Engineering Handbook 642 - Copy
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(210-VI-NEH, January 2009)
NationalEngineeringHandbook
Part 642 Specifcations orConstructionContracts
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National Engineering HandbookSpecifcationsPart 642
(210-VI-NEH, January 2009)
Originally issued May 2001
First Revision issued November 2005
Second Revision issued January 2009
The U.S. Department o Agriculture (USDA) prohibits discrimination in all
its programs and activities on the basis o race, color, national origin, age,
disability, and where applicable, sex, marital status, amilial status, parentalstatus, religion, sexual orientation, genetic inormation, political belies,
reprisal, or because all or a part o an individual’s income is derived rom
any public assistance program. (Not all prohibited bases apply to all pro-
grams.) Persons with disabilities who require alternative means or commu-
nication o program inormation (Braille, large print, audiotape, etc.) should
contact USDA’s TARGET Center at (202) 720-2600 (voice and TDD). To fle a
complaint o discrimination write to USDA, Director, Ofce o Civil Rights,
1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800)
795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
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i(210-VI-NEH, January 2009)
Part 642 Specifcations orConstruction Contracts
Contents: Chapter 1 General Contract Specifcation Procedures
642.0100 General 1–1
(a) Nonederal construction contract ................................................................1–1
(b) Federal construction contract .....................................................................1–1
(c) Purpose ...........................................................................................................1–1
642.0101 Terms and defnitions 1–2
642.0102 Applicability 1–2
642.0103 National standard construction specifcations 1–3
642.0104 National standard material specifcations 1–3
642.0105 Selecting appropriate national standard specifcations 1–4
642.0106 Interim specifcations 1–4
642.0107 One-time-use specifcations 1–5
642.0108 Bid schedule 1–6
(a) Designating the items o work ......................................................................1–6
(b) Division o the work into items ....................................................................1–6
(c) Numbering and titling ....................................................................................1–7
(d) Pay items .........................................................................................................1–7
642.0109 Contract specifcations 1–8
(a) Compilation .....................................................................................................1–8
(b) Identiying .......................................................................................................1–8
(c) Measurement and payment ...........................................................................1–9
(d) Preparing construction details .....................................................................1–9
Examples Example 1–1 Typical bid schedule ..................................................................1–7
Example 1–2 Typical construction detail or a specifc contract .............1–10
or excavation
Example 1–3 Typical construction detail to cross reerence a .................1–14
subsidiary item
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National Engineering HandbookSpecifcations or Construction
Contracts
Part 642
ii (210-VI-NEH, January 2009)
Chapter 2 National Standard Construction Specifcations
- - - - - - - Eective date - - - - - - - -Instruction Specifcation
Site preparation
1—Clearing 1/09 5/01
2—Clearing and Grubbing 1/09 5/01
3—Structure Removal 1/09 5/01
4—Channel Clearing and Shaping 1/09 5/01
5—Pollution Control 1/09 1/09
6—Seeding, Sprigging, and Mulching 1/09 5/01
7—Construction Surveys 1/09 1/09
8—Mobilization and Demobilization 1/09 5/01
9—Trafc Control 1/09 5/0110—Water or Construction 1/09 1/09
Foundation work
11—Removal o Water 1/09 5/01
12—Relie Wells 1/09 5/01
13—Piling 1/09 5/01
14—Pressure Grouting 1/09 5/01
Earthwork
21—Excavation 1/09 5/01
22—(Reserved)
23—Earthfll 1/09 1/0924—Drainfll 1/09 5/01
25—Rockfll 1/09 5/01
26—Topsoiling 1/09 5/01
27—Diversions and Waterways 1/09 5/01
28—Lime Treated Earthfll 1/09 1/09
29—Soil-Cement 1/09 1/09
Concrete and reinorcement
31—Concrete or Major Structures 1/09 1/09
32—Structure Concrete 1/09 1/09
33—Shotcrete 1/09 1/09
34—Steel Reinorcement 1/09 1/0935—Concrete Repair 1/09 1/09
36—Roller Compacted Concrete 1/09 1/09
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iii
National Engineering HandbookSpecifcations or Construction
Contracts
Part 642
(210-VI-NEH, January 2009)
- - - - - - - Eective date - - - - - - -
Instruction Specifcation
Nonmetal pipe conduits and drains
41—Reinorced Concrete Pressure Pipe Conduits 1/09 5/01
42—Concrete Pipe Conduits and Drains 1/09 5/01
43—Clay Pipe 1/09 5/01
44—Corrugated Polyethylene Pipe 1/09 1/09
45—Plastic Pipe 1/09 1/09
46—Tile Drains 1/09 11/05
Metal pipe conduits
51—Corrugated Metal Pipe 1/09 5/01
52—Steel Pipe 1/09 5/01
53—Ductile-Iron Pipe 1/09 5/01
Riprap and slope protection
61—Rock Riprap 1/09 1/09
62—Grouted Rock Riprap 1/09 5/01
63—Treatment o Rock Suraces 1/09 5/01
64—Gabion Baskets and Mattresses 1/09 1/09
Water control gates and valves
71—Water Control Gates 1/09 5/01
Miscellaneous structural work
81—Metal Fabrication and Installation 1/09 5/0182—Painting Metalwork 1/09 11/05
83—Timber Fabrication and Installation 1/09 1/09
84—Painting Wood 1/09 11/05
Miscellaneous construction
91—Chain Link Fence 1/09 5/01
92—Field Fence 1/09 1/09
93—Identifcation Markers or Plaques 1/09 5/01
94—Contractor Quality Control 1/09 1/09
95—Geotextile 1/09 5/01
96—Field Ofce 1/09 5/01
97—Flexible Membrane Liner 1/09 11/05
98—Geosynthetic Clay Liner 1/09 11/05
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National Engineering HandbookSpecifcations or Construction
Contracts
Part 642
iv (210-VI-NEH, January 2009)
Chapter 3 National Standard Material Specifcations
Eective date
Foundation materials
511—Steel Piles 5/01
512—Wood Piles 5/01
513—Precast Concrete Piles 5/01
514—Cast-In-Place Concrete Piles With Shells 5/01
Aggregates and rock
521—Aggregates or Drainfll and Filters 5/01
522—Aggregates or Portland Cement Concrete 5/01
523—Rock or Riprap 11/05
524—Aggregates or Roller Compacted Concrete 11/05
Concrete materials
531—Portland Cement 5/01
532— Supplementary Cementitious Materials 1/09
533—Chemical Admixtures or Concrete 11/05
534—Concrete Curing Compound 1/09
535—Preormed Expansion Joint Filler 5/01
536—Sealing Compound or Joints in Concrete and Concrete Pipe 1/09
537—Nonmetallic Waterstops 5/01
538—Metal Waterstops 5/01
539—Steel Reinorcement (or concrete) 1/09
Nonmetal pipe and fttings
541—Reinorced Concrete Pressure Pipe 5/01
542—Concrete Culvert Pipe 11/05
543—Nonreinorced Concrete Pipe 5/01
544—Clay Pipe and Drain Tile 11/05
545—(Reserved)
546—(Reserved)
547—Plastic Pipe 1/09
548—Corrugated Polyethylene Pipe 1/09
Metal pipe and fttings551—Coated Corrugated Steel Pipe 11/05
552—Aluminum Corrugated Pipe 5/01
553—Ductile-Iron Pipe 5/01
554—Steel Pipe 5/01
Water control gates and valves
571—Slide Gates 1/09
572—Flap Gates, Metal 1/09
573—Radial Gates 5/01
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8/6/2019 National Engineering Handbook 642 - Copy
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National Engineering HandbookSpecifcations or Construction
Contracts
Part 642
(210-VI-NEH, January 2009)
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(210–VI–NEH, January 2009) 1–1
Chapter 1 General Contract SpecifcationProcedures
642.0100 General
(a) Non-Federal construction contract
The body o a non-Federal construction contract con-
sists o the general provisions, bid schedule, specifca-
tions, drawings, and, when applicable, special provi-
sions and wage rate decisions. The general provisions
are administrative and technical requirements that
apply to all items o construction and to all contracts.
In Natural Resources Conservation Service (NRCS)
practice, these general provisions are urnished in a
preprinted Form SCS-AS-43. The special provisionsare administrative instructions and requirements that
apply to the specifc contract and are prepared by the
responsible administrative ofce.
The bid schedule tabulates the items o work or
which direct payment will be made, shows the estimat-
ed quantities o work and the units o measurement,
and provides space or the entry o contract prices.
The specifcations and drawings include the technical
details and requirements o the contract. The ofce
responsible or the design o the work develops the
drawings and specifcations and, in cooperation withthe responsible administrative ofce, the bid schedule.
(b) Federal construction contract
The body o a Federal construction contract is assem-
bled ollowing the uniorm contract ormat shown in
Federal Acquisition Regulations (FAR) 14.201-1. Each
section o an invitation or bids contains specifc kinds
o inormation or the contractor.
• SectionAistheStandardForm1442
Construction Contract cover sheet.
• SectionBisthebidscheduleasinnon-Federal
contract.
• SectionCisthespecicationsanddrawingsor
a reerence to their attachment as Section J.
• SectionD,packaginginstructions,isusually
blank.
• SectionsE,F,andGhavetheinspection,per-
ormance time, and contract administration
data, respectively.
• SectionHisthemostsimilarsectiontothe
non-Federal special provisions.
• SectionIistheboilerplate provisions common
to all construction contracts. It may include
most clauses by reerence.
• SectionJisthelistofattachments.• SectionsK,L,andMareinstructionsand
certifcations necessary to complete the bid
package properly. These three sections do not
become part o the contract.
The technical specialist responsible or the design
must work closely with the contracting ofcer to as-
sure that the contract clauses are coordinated with the
design requirements.
(c) Purpose
The purpose o Part 642, Specifcations o the National
Engineering Handbook (NEH) is to establish national
standard construction and material specifcations and
procedures or developing interim and one-time-use
specifcations, preparing contract specifcations, and
bid schedules.
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Part 642
National Engineering Handbook
General Contract Specifcation
Procedures
Chapter 1
(210–VI–NEH, January 2009)1–2
642.0101 Terms and deinitions
The ollowing terms and defnitions are established or
use in all NRCS documents, publications, and corre-
spondence relating to specifcations or construction
contracts:
National Standard Construction Specifcations—
State the technical and workmanship requirements or
the various operations required in the construction o
the works, the methods o measurement, and the basis
o payment.
National Standard Material Specifcations—State
the quality o materials to be incorporated in the per-
manent works.
Interim Specifcations—Specifcations prepared by
States or use in contracts that include construction
items or materials not covered by national standard
specifcations.
Standard Specifcations—National standard and
interim specifcations.
Unique or One-Time-Use Specifcations—Speci-fcations or construction or material items that are
unique to the contract and are not covered by national
standard specifcations or State interim specifcations.
The specifcations are prepared within the State and
intended or one-time-use only in a specifc contract.
Construction Details—Prepared by the design ofce
and state the special requirements peculiar to a spe-
cifc work o construction. They may take the orm o
written addenda to the standard construction specif-
cations or notes on the drawings.
Contract specifcations—The complete specifca-
tions prepared or a specifc contract and consist o
an assembly o appropriate standard and one-time-use
specifcations supplemented by lists and descriptions
o items o work and construction details.
642.0102 Applicability
The national standard specifcations in this handbook
were prepared or use in construction work adminis-
tered by NRCS. They were developed to
• ensureadherencetolawsandregulations,
• preventconictswithinthespecicationsand
between the specifcations and other contract
requirements,
• preventomissionofessentialelements,
• preventinclusionofextraneousmaterials,
• provideauniformbasisforinterpretation,and
• ensureuniformqualityofNRCSprojectworks.
NRCS policy on preparation and use o these specifca-
tionsisintheNationalEngineeringManual,Part542,
Specifcations.
National standard specifcations are prepared or con-
struction operations and construction materials re-
quentlyrequiredinNRCSprojects.Nationalstandard
construction specifcations are in chapter 2 o thishandbook. National standard material specifcations
are in chapter 3. These specifcations will be modifed
bytheConservationEngineeringDivisionwheneverit
appears appropriate to do so. Suggestions or changes,
additions, deletions, or corrections should be submit-
tedtotheDirectoroftheConservationEngineering
Division.
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Part 642
National Engineering Handbook
General Contract Specifcation
Procedures
Chapter 1
(210–VI–NEH, January 2009) 1–3(210–VI–NEH, January 2009)
642.0103 National standard con-
struction speciications
National standard construction specifcations are to
be used verbatim. Some national standard specifca-
tions have sections that contain alternative methods
o achieving work. The specifcation writer may delete
the methods not used in the contract; however, the
method selected must be used verbatim. Only methods
identifed in the specifcation may be deleted rom the
nationalstandardconstructionspecication.Details
on how to delete the methods and revise the section
are included in the instructions.
Each o the construction specifcations is supplement-
ed by instructions or its use. These instructions state
the applicability o the specifcation and describe the
items o inormation that must be included in the con-
tract specifcations and drawings to completely defne
the specifed item. They also give the conditions under
which it may be appropriate to use any o the various
methods listed. These supplementary instructions are
included or use by design personnel and are not to be
included in contract specifcations.
All construction specifcation packages shall includeConstruction Specifcation 94, Contractor Quality
Control. I single specifcations are used or conserva-
tion practices, Construction Specifcation 94 is recom-
mended.
642.0104 National standard
material speciications
National standard material specifcations are prepared
or those materials whose quality must be uniorm in
all areas o applicability. National standard material
specifcations are to be used verbatim. They are not
supplemented by instructions or use. Items o inor-
mation that must be included in the contract specifca-
tions to completely describe the materials required or
a specifc contract are listed in the instructions or use
o the construction specifcations to which the mate-
rial specifcations are complementary.
Reerence to material specifcations may be in the na-
tional standard construction specifcations or may be
placed in the construction details (either written in the
specifcations or noted on the contract drawings).
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Part 642
National Engineering Handbook
General Contract Specifcation
Procedures
Chapter 1
(210–VI–NEH, January 2009)1–4
642.0105 Selecting appropriatenational standard speciications
The type o work to be done or the type o structural
detail required oten dictates the construction method
or sequence. The specifcation requirements must
be compatible with the methods that must be used.
The specifcation writer must also make sure that the
methods selected in one specifcation are compat-
iblewiththoseselectedinanother.Forexample,the
methodofdesignatingpaylimitsforexcavationand
earthfll.
642.0106 Interim speciications
States may prepare interim specifcations or use in
their State or items not covered by national stan-
dard construction and material specifcations (such
as methods or materials unique to a given locality) i
there is a recurring need. Interim specifcations are not
to be developed i an industry standard is available,
OMBA119.
Interim construction specifcations must:
• Conformtotheformatofthenationalstandard
construction specifcations.
• Benumberedconsecutivelystartingwith
number 200 and be dated and identifed. In-
terim construction specifcations prepared by
the ormer National Technical Centers (NTC's)
that continue to have application need to be
adapted as a State interim and numbered ac-
cordingly.
• Containtermsanddenitionsthatarecompat-
ible with those used in the national standard
construction specifcations.
• Beconciseandfreefromambiguousclauses.
• Containmeasurementandpaymentclauses
written in the same manner as those in the
national standard construction specifcations.
Interim construction specifcations are to be used ver-
batim. Some interim specifcations have sections that
contain alternative methods o achieving work. The
specifcation author may delete the methods not used
in the contract; however, the method selected must be
used verbatim. Only methods identifed in the specif-
cation may be deleted rom the interim construction
specication.Detailsonhowtodeletethemethods
and revise the section are included in the instructions.
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Part 642
National Engineering Handbook
General Contract Specifcation
Procedures
Chapter 1
(210–VI–NEH, January 2009) 1–5
Interim material specifcations must:
• Conformtotheformatofthenational standard material specifcations.
• Benumberedconsecutivelystartingwiththe
number 300 or States and be dated and identi-
ed.Materialspecicationspreparedbythe
ormer NTC's that continue to have application
need to be adapted by the State and numbered
accordingly.
• DescribematerialsbyreferencetoAmerican
SocietyforTestingandMaterials(ASTM)and
other accepted reerence standards and specif-
cations.
• Interimmaterialspecicationsaretobeused
verbatim.
The geographical area o application o each interim
construction or material specifcation must be identi-
fed at the lower let corner o each page o the specif-
cation. The identiying symbol should consist o NRCS
anddatefollowedbytheStateabbreviationandproj -
ect name:
NRCS – 12/99
OK–WhiteCloud#2
States are to review and concur with all interim speci-fcations when conducting peer reviews or designs
conducted by another State. For Class VIII engineering
designapprovallevelprojects,interimspecications
need to be submitted and identifed when transmitting
totheDirectoroftheConservationEngineeringDivi-
sionforreview.Whenthespecicationforamaterial
coveredbyanexistingASTMorotheracceptedspeci -
fcation or standard has requirements other than those
includedintheexistingspecicationorstandard,the
engineering sta that prepared the specifcation shall
prepareawrittenjusticationforthedeviation.This
justicationissubmittedwiththespecicationtothe
State that will conduct the peer review.
Interim specifcations that are technically sound and
have proven to be national in scope will be considered
or inclusion in the national standard construction and
material specifcations.
642.0107 One-time-use specii-
cations
Unique or one-time-use specifcations are prepared
or construction work or construction materials not
covered by standard specifcations and are or one-
time-use in a specifc contract. These specifcations
shall be approved beore their use by the state conser-
vation engineer. I such one-time-use specifcations are
later considered or adoption as interim specifcations,
they shall be submitted or approval according to the
procedures prescribed or review o interim specifca-
tions. One-time-use specifcations shall be ormatted
according to the national standard specifcations. They
shall be numbered in the 400's or construction specif-
cations and in the 600's or material specifcations. The
conditions and requirements or interim specifcations
are also applicable to one-time-use specifcations.
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Part 642
National Engineering Handbook
General Contract Specifcation
Procedures
Chapter 1
(210–VI–NEH, January 2009)1–6
642.0108 Bid schedule
The bid schedule orms the basis or payments to the
contractor and must list all items o work or which di-
rect payment will be made. Since the efciency o con-
tract administration is directly aected by the manner
in which the schedule is organized, the preparation o
the bid schedule requires the close cooperation o the
responsible design engineer and the contracting o-
fcer. Operating procedures must include provision or
administrative review o the bid schedule in the early
stages o its development as well as upon completion.
Example1–1showsatypicalbidschedule.
(a) Designating the items o work
Considerablejudgmentbasedondesign,construction,
andcontractingexperienceisrequiredtodividethe
work into items or inclusion in the bid schedule. The
schedule must be sufciently comprehensive to allow
the contractor to make reasonably accurate estimates
o the cost o doing the work. It must also enable the
contracting ofcer to keep orderly records o work
progress and to accurately compute progress and
fnal payments due. On the other hand, the numbero scheduled items should be held to the minimum
needed to accomplish these purposes. The practi-
cableextenttowhichtheworkshouldbedividedinto
scheduleditemsmustbejudgedinlightofthequanti-
ties o work involved and local construction practices
and procedures. The bid schedule should include
those items necessary to result in air and equitable
treatment o the owner(s) and the contractor.
(b) Division o the work into items
Formaximumefciencyofcontractadministration,the work should be divided into items based on the ol-
lowing principles:
The work should be divided into items in a man-
ner that ensures reasonable refnement o unit
prices. The cost o any given type o work will vary
accordingtoitscomplexityandthecomplicatingef -
ects o the conditions under which it must be done.
Generally,thescopeofabiditemshouldbelimitedto
agiventypeofworkofaparticularorderofcomplex -
ityandcost.Exceptionstothisrulemaybejustiedon
smalljobsinvolvingrelativelysmallquantitiesofwork.
The work should be divided into items to prevent
conusion o supplemental job requirements.
Similar types o work may involve dierent sizes o
components or dierent qualities o materials. To
prevent conusion, each variation o a given type o
work should be established as a separate item o work.
Also, the grouping o nonrelated items or similar com-
ponents o separate works o improvement should be
avoided.
The work should be divided into items in a man-
ner consistent with the cost sharing arrange-ments established in the watershed plan and the
project agreement. Formanyprojects,certainworks
o improvement may be paid or entirely or partly by
the local sponsoring organization. To acilitate ac-
countingofprojectcosts,theworkforsuchimprove-
ments should be established as separate items o work
in the bid schedule.
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Part 642
National Engineering Handbook
General Contract Specifcation
Procedures
Chapter 1
(210–VI–NEH, January 2009) 1–7
(c) Numbering and titling
Biditemsmustbenumberedconsecutivelybeginningwith the number one (1). Subitem numbers shall not
be used. Each bid item shall be given a descriptive
title that distinctly identifes the work to be done. All
items that involve signifcant quantities o work
(or signifcant procurement cost in the case o
preabricated units) should be designated as a
separate bid item.
(d) Pay items
Measurableitemswhosequantitiesmaybesubjectto
variation should be designated or payment on a unit
price basis. The estimated quantity o work and units
o measurement must be shown in the schedule. Items
that involve signifcant quantities o work, but are
either not conveniently measurable or have quantities
thatarenotsubjecttovariation,maybedesignatedfor
payment on a lump-sum basis.
An item involving a relatively insignifcant quantity
ofworkthatissubjecttoonlyminor variation may
be designated as a subsidiary item. Compensation orthis item is included in the payment or another item
that has a logical relationship to the subsidiary item.
Subsidiary items are not numbered nor listed in the
bid schedule, but must be designated and described
inthe"ItemsofWorkandConstructionDetails"ofthe
itemandalsoreferencedinthe"ItemsofWorkand
ConstructionDetails"sectionofthespecicationfor
the pay item to which it is subsidiary.
Units o measurement must be compatible with the
measurement and payment clauses o the specifca-
tions.
Example 1–1 Typical bid schedule
Bid Schedule
Item Work Spec. Est. Unit Unit Amount no. quan. price
1 Clearing,classA 1 12.5 acre _____ ________
2 Mobilizationanddemobilization 8 1 job xxxx ________
3 Excavation,common 21 300 cubicyard _____ ________
4 Rockriprap 61 500 ton _____ ________
Total $__________
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Part 642
National Engineering Handbook
General Contract Specifcation
Procedures
Chapter 1
(210–VI–NEH, January 2009)1–8
642.0109 Contract speciications
Contract specifcations shall consist o an assembly o
the appropriate standard and one-time-use construc-
tion and material specifcations. Each construction
specifcation will be supplemented by a section en-
titled Items of Work and Construction Details. The
supplemental section o each construction specifca-
tion shall
• bepreparedespeciallyforeachinvitation,
• designatebynumberandtitleallofthebid
items(exactlyasnumberedandtitledinthe
bid schedule) to be perormed in conormance
with the requirements o the specifcation,
• designateallsubsidiaryitemstobeperformed
in conormance with the requirements o the
specifcation,
• foreachdesignateditemofwork,statesuch
supplemental requirements and items o inor-
mation as are needed to relate the construction
specicationtothejobathand,
• bearthenumberthatisnextinsequenceafter
the number o the last section o the standard
specifcation, and
• beinsertedintothecontractspecicationas
the last page(s) o the construction specifca-
tion.
(a) Compilation
A contract specifcation must conorm verbatim to the
standardconstructionormaterialspecicationexcept
where a section in the standard specifcation contains
more than one method, only the applicable method
need be included. The methods selected must becompatible with one another and with the conditions,
materials, and methods prevalent in the area o appli-
cability and the requirements o the specifed structural
element.
Morethanonemethodmaybeincludedinanysec -
tion o a construction specifcation, in which case, the
methodsshallbenumberedsequentially(i.e.,Method1,Method2,…).Themethodapplicabletoeachre -
spective item o work, material, measurement, and
payment shall be identifed in the construction detail
section. The optional methods are identifed in the
instructions or each construction specifcation.
Whenonlyonemethodofmeasurementandpayment
is included in the construction specifcation, dele-
tions are required in the standard specifcation. In
addition to deletion o the other methods contained
inthestandardspecication,thetext All Methods
The following provisions apply to all methods of
measurement and payment must be deleted romthelastparagraphandtheremainingtextleftjustied.
This guidance is included with the instruction associ-
ated with each construction specifcation.
(b) Identiying
The title o each contract specifcation shall be the
same as that o the standard construction or material
specifcation. One-time-use specifcations shall have
titlesthatdonotconictwiththestandardspecica-
tions in the contract.
Whenaconstructionspecicationismodiedfora
specicjobbydeletingspecicmethodsfromthestan -
dardspecication,thestateabbreviationandproject
name shall be added. This indicates to the user and
reviewers that the standard specifcation has been
modifed. The date at the bottom o the pages o the
national standard specifcation shall not be changed.
The pages should be renumbered consecutively.
WhenaStateelectstouseaspecicselectionof
methods rom a standard construction specifcation as
a State construction specifcation, the State version o
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Part 642
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General Contract Specifcation
Procedures
Chapter 1
(210–VI–NEH, January 2009) 1–9
this specifcation shall bear the same number and date
as the standard construction specifcation plus the
State name added. The pages should be renumberedconsecutively.
Whenaconstructionspecicationisnotmodiedby
deleting specifc methods rom the standard specif-
cation, the numbering and ooter inormation on the
standard specifcation shall not be changed.
The Items of Work and Construction Details pages
shall have ooters containing the ollowing inorma-
tion:
• NRCS—effectivedateoftheIWCD
• Stateabbreviation—ProjectName
• Specicationnumber
• Pagenumber
The inormation shall be displayed consistently
throughout specifcations.
(c) Measurement and payment
Each construction specifcation contains a section that
describes the method o measurement to be used or
the work perormed or the material urnished and the
payment method or ull compensation o the work
described. The basis or designating separate work
itemswasdescribedin642.0108,Bidschedule.Within
the conditions described therein, each o the construc-
tion specifcations may be modifed to include a lump
sum payment method. The ormat and wording o the
method is generally as ollows:
For items o work or which specifc lump
sum prices as established in the contract, the
quantity o work will not be measured or pay-
ment. Payment or this item will be made atthe contract lump sum price or the item and
will constitute ull compensation or comple-
tion o the work.
(d) Preparing constructiondetails
The construction details or each item o work should
be concise. They normally include the ollowing items.
(An individual instruction or use o each construction
specifcation is in chapter 2 o this handbook.)
• Denitionsanddescriptionsneededtodene
the scope o work.
• Informationrequiredtodenethetypesand
qualities o materials to be used in the work.
• Specialrequirements,suchasfoundation
preparation, grading tolerances, provisions or
coordinating with other work, and obtaining
"as built" geology data.
• Otheritemsofinstructionnecessarytodene
the construction requirements peculiar to the
item o work.
The construction details should contain only inorma-
tion and instructions needed to relate the construction
specicationtothejob.Provisionsofthespecication
do not need to be emphasized or interpreted by repeti-
tion o the provisions in the construction details in the
same or similar words.
In preparing construction details, notes on the draw-
ings have the eect o specifcations in defning the
type and quality o materials to be urnished and in
defning the scope o the work. Supplemental inorma-
tion or requirements that are directly related to details
shown on the drawings may be stated in notes on the
drawings rather that in the specifcations i that ar-
rangement more conveniently and eectively conveys
the inormation to the individuals benefting rom the
data. The engineer responsible or the design must use
goodjudgmentindecidingwherevarioussupplemental
datashouldbelocatedformaximumeffectiveness.Generally,informationshownbynotesonthedrawings
need not be repeated in the specifcations; however, i
there is a compelling reason or doing so, great care
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Part 642
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Procedures
Chapter 1
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mustbetakentopreventconictsbetweenthenotes
and the specifcations.
Constructiondetailsshouldnotconictwithorinter-
pret the general terms and conditions o the contract.
They may modiy a clause in the standard specifca-
tions i the standard specifcation contains the phrase
"unlessotherwisespecied…."
NRCS–05/01
IN–BUSSERONL-1 21–6
Example 1–2 Typicalconstructiondetailforaspeciccontractforexcavation
11. Items o Work and Construction Details
Items o work to be perormed in conormance with this specifcation and construction details are:
a. BidItem7,Excavation,Foundation,Common
(1) Thisitemshallconsistoftheexcavationofunsuitablematerialsfromthefoundationof
the main dam in areas that are located within the base area o the dam, but outside thelimits o cuto trench.
(2) Thedepthofexcavationrequiredisestimatedve(5)feetatthecentralhalfofthebase
area o the dam and tapering to about two (2) eet at the edges. The actual depths and
extentoffoundationexcavationwillbedeterminedbytheengineerafterexaminationof
the material encountered.
(3) Thesidesofallfoundationexcavationsshallbesteeperthan11/2horizontalto1verti-
cal.
(4) InSection5,UseofExcavatedMaterials,method1willapply.
(5) InSection6,DisposalofWasteMaterials,method2willapply.
(6) InSection10,MeasurementandPayment,method1willapply.
Example1–2showsatypicalconstructiondetailpre-
paredforaspeciccontractforexcavation.Thisin-
ormation is inserted at the end o Construction Speci-cation21,Excavation.Example1–3showsatypical
construction detail to cross-reerence a subsidiary
item,earthll(seeexample1–2,itemg).Thisdetail
would be written or a specifc contract and inserted
into Construction Specifcation 23, Earthfll.
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Part 642
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General Contract Specifcation
Procedures
Chapter 1
(210–VI–NEH, January 2009) 1–11
Example 1–2 Typicalconstructiondetailforaspeciccontractforexcavation—Continued
b. BidItem8,Excavation,CutoffTrench,Common
(1) Thisitemconsistsofallcommonexcavationrequiredwithinthelimitsofthecutoff
trench as shown on the drawings.
(2) Thedepthofexcavationrequiredisestimatedtoextendgenerallydowntoneareleva-
tion1105.Theactualdepthsofexcavationwillbedeterminedbytheengineerafter
examinationofthematerialsencountered.
(3) InSection5,UseofExcavatedMaterials,method1willapply.
(4) InSection6,DisposalofWasteMaterials,method2willapply.
(5) InSection10,MeasurementandPayment,method1willapply.
c. BidItem9,Excavation,CutoffTrench,Rock
(1) Thisitemconsistsofallrockexcavationrequiredwithinthelimitsofthecutofftrench
as shown on the drawings.
(2) InSection4,Blasting,ablastingplanshallbefurnishedtotheengineerforreviewprior
to the start o any blasting operations.
(3) InSection5,UseofExcavatedMaterials,method1willapply.
(4) InSection6,DisposalofWasteMaterials,method2willapply.
(5) InSection10,MeasurementandPayment,method1willapply.
d. BidItem10,Excavation,PrincipalSpillway,Common
(1) Thisitemconsistsofallcommonexcavationrequiredwithinthelimitsshownonthe
drawings or the installation o the pipe conduit, riser ooting, and outlet structure
exceptforthatportionoftheexcavationlocatedwithinthelimitsofthecutofftrenchor
abovethelowerlimitoffoundationexcavation.
(2) InSection5,UseofExcavatedMaterials,method1willapply.
(3) InSection6,DisposalofWasteMaterials,method2willapply.
(4) InSection10,MeasurementandPayment,method1willapply.
NRCS–05/01
IN–BUSSERONL–1 21–7
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General Contract Specifcation
Procedures
Chapter 1
(210–VI–NEH, January 2009)1–12
NRCS–05/01
IN–BUSSERONL–1 21–8
Example 1–2 Typicalconstructiondetailforaspeciccontractforexcavation—Continued
e. BidItem11Excavation,PrincipalSpillway,Rock
(1) Thisitemconsistsofallrockexcavationrequiredwithinthelimitsshownonthedrawings
fortheinstallationofthepipeconduit,riserfooting,andoutletstructureexceptforthat
portionoftheexcavationlocatedwithinthelimitsofthecutofftrench.
(2) InSection4,Blasting,ablastingplanshallbeprovidedtotheengineerforreviewpriorto
the start o any blasting operations.
(3) InSection5,UseofExcavatedMaterials,method1willapply.
(4) InSection6,DisposalofWasteMaterials,method2willapply.
(5) InSection10,MeasurementandPayment,method2willapply.
f. BidItem12,Excavation,EmergencySpillway,Common
(1) Thisitemconsistsofallcommonexcavationrequiredwithinthelimitsshownonthe
drawings or the construction o the emergency spillway.
(2) Thegradingtolerancesforemergencyexcavationcontrolsection(EmergencySpillway
Stations 11+30 to 12+10) shall be plus or minus 0.1 oot rom grade shown. The grading
tolerancesforotheremergencyspillwayexcavationsshallbeplusorminus0.2footfrom
the grades shown.
(3) InSection5,UseofExcavationMaterials,method1willapply.
(4) InSection6,DisposalofWasteMaterials,method2willapply.
(5) InSection10,MeasurementandPayment,method1willapply.
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General Contract Specifcation
Procedures
Chapter 1
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g. SubsidiaryItem,Excavation,Borrow,Common
(1) Thisitemconsistsofallcommonexcavationrequiredtoobtainsuitableearthllmateri-
als required to construct the permanent works.
(2) InSection8,BorrowExcavation,allborrowareasshallbegradedtopreventtheponding
o water. Finished slopes shall not be steeper than our (4) horizontal to one (1) vertical.
(3) InSection10,MeasurementandPayment,noseparatepaymentwillbemadeforborrow
excavation.CompensationforborrowexcavationwillbeincludedinthepaymentforBid
Item 13, Earthfll Zone I.
NRCS–05/01
IN–BUSSERONL–1 21–9
Example 1–2 Typicalconstructiondetailforaspeciccontractforexcavation—Continued
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Part 642
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Procedures
Chapter 1
(210–VI–NEH, January 2009)1–14
10. Items o work and construction details
Items o work to be perormed in conormance with this specifcation and construction details are:
a. BidItem13,Earthll,ZoneI
(1) This item consists o placing and compacting all suitable materials required to construct
Zone I o the embankment and the desilting pond. It also includes backflling the cuto
trench and constructing a two (2) oot thick blanket on the let abutment as shown on the
drawings.
(2) InSection2,Materials,thefollowingshallapply:
(a) The material or Zone I shall be the natural deposits o gravel, sands, silts, and clays
obtainedfromborrowarea1andsuitablematerialsfromtherequiredexcavations.
(b) MaterialselectedtoconstructionZoneI,Earthll,shallcontainnotlessthan35per-
cent fnes (material passing the No. 200 sieve) when determined on a dry weight basis
o the portion o the mass smaller than three (3) inches in nominal diameter, when
testedinaccordancewithASTMD-1140.
(c) Unsuitable or oversize material shall be removed rom fll materials beore placement
on the embankment and shall be wasted in the designated disposal locations shownonthedrawings.Acceptablerockmaterialslargerthansix(6)inchesindiameter
shall be removed rom Zone I and placed in Zone II or placed as rock riprap as appli-
cable.
(3) InSection4,Placement,thellshallbeplacedinlayersnotexceedingnine(9)inchesin
thicknesspriortocompaction.Themaximumsizeofrockincorporatedinthellmatrix
shallbesix(6)inches.
(4) InSection5,ControlofMoisture,themoisturecontentofthellmatrixatthetimeofcom-
paction shall be maintained with the range o two (2) percentage points below to two (2)
percentage points above optimum moisture content.
(5) InSection6,Compaction,compactionshallbeClassA.Thellmatrixshallbecompacted
toatleastninety-ve(95)percentofthemaximumdensitydeterminedbycompactiontests
ofthellmaterialsbytheappropriatemethodoutlinedinASTMD698.
(6) InSection9,MeasurementandPayment,Method2and6willapply.Suchpaymentwill
constitutefullcompensationforrelatedSubsidiaryItem,Excavation,Borrow,Common.
NRCS–05/01
IN–BUSSERONL–1 23–9
Example 1–3 Typical construction detail to cross reerence a subsidiary item
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(210–VI–NEH, January 2009) 1–I–1
Chapter 2 National Standard ConstructionSpecifcations
Instructions or use
Construction Specifcation 1—Clearing
1. ApplicabilityConstruction Specication 1 is applicable to the clear-
ing o vegetation at construction sites where grubbing
is not required.
2. Material specifcationsNo material specications complement Construction
Specication 1.
3. Included items
Items to be included in contract specications anddrawings ollow:
a. When the area(s) to be cleared is denable on
the project layout map or other construction
plan view drawing, the limits o each class (A,
B, or C as dened in Section 2 Classication) o
clearing must be shown and clearly dened.
b. When the area(s) to be cleared is not denable
on the drawings (which may occur or many
channel improvement projects), the extent
o each class o clearing required must be
described by notes and by designation o right-o-way boundaries and station limits. The ull
extent o work to be perormed must be clearly
dened.
c. When replacement plants are required because
o damage caused by the contractor, the speci-
ic size, number, and species needs to be speci-
ed in section 8. Example: "Any tree removed
that was designated to remain or is irreparably
damaged shall be replaced with two 15-gallon
valley oak (Quercus lobata) as directed by the
contracting ocer."
d. When measurement and payment are identiedto be in accordance with method 2, section 7,
the survey line(s) along which the length o
cleared area(s) is to be measured must be des-
ignated. The lateral extent and station reaches
o the area(s) to be cleared must be clearly
dened.
e. Areas in which disposal o reuse/waste mate-
rial is not allowed or areas where disposal is
restricted or limited must be clearly dened or
shown on the drawings.
. Required minimum depth o earth cover over
buried materials, i applicable.
g. Required surace grading over buried materi-
als, i applicable. Existing natural fow patterns
onto or rom the construction site onto other
properties must be a consideration in the nal
grading.
h. Restrictions on the use o explosives, i any.
i. Restrictions on the burning o combustible
materials as a disposal procedure, i any.
j. Special requirements to control erosion, water
pollution, and air pollution, i applicable. Re-
quirements o this specication must be com-
patible with any and all requirements outlined
in Construction Specication 5, Pollution
Control, when included as part o the contract.
k. Method(s) o measurement and payment i the
standard specication includes more than onemethod.
4. Methods
Section 7, Measurement and payment
Methods 1 and 3—Intended or use when the
area(s) to be cleared is extensive and can be dened
in area units on the ground and clearly shown on the
drawing(s). Section 8 should speciy horizontal or
surace measurements to be used to determine area
cleared. A reservoir project is a good example o this
type o site.
Method 2—Intended or use when the area(s) to be
cleared is long and narrow, and cannot be clearly de-
ned on the drawings. Section 8 should speciy hori-
zontal or surace measurements to be used to deter-
mine area cleared. A channel right-o-way is a typical
example o this type o site.
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National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009)1–I–2
Method 4—Intended or use when the area(s) to be
cleared cannot be measured practically and when it
is reasonable to expect that variations in the quantityo clearing to be perormed will be minor. For method
4, the procedures that will be used to determine the
amount o work satisactorily completed or progress
payment need to be identied in section 8. Options
may include:
• Anonsiteagreed-toestimateofthepercentof
work satisactorily completed at time o pro-
gess payment cuto.
• Requirethecontractortoprovidemeasure-
ments o all areas and those that have been
satisactorily cleared, and use a percentage o the total item.
• Othersuitableandfairmethods,oneofwhich
could be related to the construction schedule.
When all but one method is deleted or use in a con-
tract specication, delete rom the last paragraph All
Methods—The ollowing provisions apply to
all methods o measurement and payment. Let
justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 1–2, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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1–1(210–VI–NEH, May 2001)
1. ScopeThe work shall consist o the clearing and disposal o trees, snags, logs, brush, shrubs, stumps, and rubbish rom
the designated areas.
2. ClassifcationUnless otherwise specied in section 8, clearing will be classied according to the ollowing denitions:
Class A—Requires that trees and other woody vegetation be removed so that the remaining stumps extend no
higher than 4 inches above the ground surace.
Class B—Requires that trees and other woody vegetation be removed so that the remaining stumps extend no
higher than 12 inches above the ground surace.
Class C—Requires that trees and other woody vegetation be removed as near the ground surace as conventional
tools or eld conditions will permit or as specied in section 8.
3. Protection o existing vegetationTrees and other woody vegetation designated to remain undisturbed shall be protected rom damage throughout
the entire construction period. Any damage resulting rom the contractor's operations or neglect shall be repaired
by the contractor.
Earthll, stockpiling o materials, vehicular parking, and excessive oot or vehicular trac shall not be allowed
within the dripline o vegetation designated to remain in place. Vegetation damaged by any o these or similar ac-
tions shall be replaced with viable vegetation o the same species or as specied in section 8 and approved by the
contracting ocer.
Any cuts, skins, scrapes, or bruises to the bark o the vegetation shall be careully trimmed and local nursery ac-
cepted procedures used to seal damaged bark.
Any limbs or branches 0.5-inch or larger in diameter that are broken, severed, or otherwise seriously damagedduring construction shall be cut o at the base o the damaged limb or branch fush with the adjacent limb or tree
trunk.
All roots 1 inch or larger in diameter that are cut, broken, or otherwise severed during construction operations
shall have the end smoothly cut perpendicular to the root. Roots exposed during excavation or other operations
shall be covered with moist earth and/or backlled as soon as possible to prevent them rom drying.
4. MarkingThe limits o the areas to be cleared will be marked by stakes, fags, tree markings, or other suitable methods. Trees
to be let standing and uninjured will be designated by special markings placed on the trunks at a height o about 6
eet above the ground surace.
5. Clearing All trees not marked or preservation and all snags, logs, brush, shrubs, stumps, rubbish, and similar materials shall
be cleared rom within the limits o the marked areas.
Construction Speciication 1—Clearing
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1–2 (210–VI–NEH, May 2001)
6. Disposal All materials cleared rom the designated areas shall be disposed o at locations shown on the drawings or in a
manner specied in section 8. The contractor is responsible or complying with all local rules and regulations and
the payment o any and all ees that may result rom the disposal at locations away rom the construction location.
7. Measurement and payment Method 1—For items o work or which specic unit prices are established in the contract, the cleared area is
measured to the nearest 0.1 acre. Payment or clearing is made or the total area within the designated limits at the
contract unit price or the specied class o clearing. Such payment will constitute ull compensation or all labor,
equipment, tools, and all other items necessary and incidental to the completion o the work.
Method 2—For items o work or which specic unit prices are established in the contract, the length o the
cleared area is measured to the nearest ull station (100 eet) along the line designated on the drawings or in the
specications. Payment or clearing is made or the total length within the designated limits at the contract unit
price or the specied class o clearing. Such payment will constitute ull compensation or all labor, equipment,
tools, and all other items necessary and incidental to the completion o the work.
Method 3—For items o work or which specic unit prices are established in the contract, the cleared areas is
measured within the specied limits to the nearest 0.1 acre. The cleared areas are determined by measuring the
width cleared, within the specied limits, at representative sections and multiplying the average width between
sections by the linear distance between sections. Payment or clearing is made at the contract unit price or theitem and shall constitute ull compensation or all labor, equipment, tools, and all other items necessary and inci-
dental to the completion o the work.
Method 4—For items o work or which specic lump sum prices are established in the contract, payment or
clearing is made at the contract lump sum prices. Such payment shall constitute ull compensation or all labor,
equipment, tools, and all other items necessary and incidental to the completion o the work.
All Methods—These provisions apply to all methods o measurement and payment. Compensation or any item o
work described in the contract, but not listed in the bid schedule is included in the payment or the item o work to
which it is made subsidiary. Such items and the items to which they are made subsidiary are identied in section 8.
8. Items o work and construction details
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Part 642
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National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009) 2–I–1
1. ApplicabilityConstruction Specication 2 is applicable to the clear-
ing and grubbing o woody vegetation and the removal
o trash and rubbish at construction sites.
2. Material specifcationsNo material specications complement Construction
Specication 2.
3. Included items
Items to be included in contract specications anddrawings ollow:
a. When the area(s) to be cleared and grubbed, in-
cluding area(s) o rubbish removal, is denable
on the project layout map or other construction
plan view, the limits must be shown and clearly
dened.
b. When the area(s) to be cleared and grubbed is
not denable on the drawings (which may oc-
cur or many channel improvement projects),
the extent o clearing and grubbing required
must be described by notes and by designationo right-o-way boundaries and station limits.
c. When replacement plants are required because
o damage caused by the contractor, the speci-
ic size, number, and species needs to be speci-
ed in section 7. Example: "Any tree removed
that was designated to remain or is irreparably
damaged shall be replaced with two 15-gallon
valley oak (Quercus lobata) as directed by the
contracting ocer."
d. When measurement and payment are identi-
ed to be in accordance with method 2, section
6, the survey line(s) along which the cleared
and grubbed area(s) length is to be measured
must be designated. The lateral extent and
station reaches o the area(s) to be cleared and
grubbed must be clearly dened.
e. Areas in which disposal o reuse/waste mate-
rial is not allowed or areas where disposal is
restricted must be clearly dened or shown on
the drawings.
. Special requirements or grubbing depth, i
required.
g. Required depth o earth cover over buried ma-
terials, i applicable.
h. Required surace grading over buried materi-
als, i applicable. Existing natural fow patterns
onto the construction site or rom the site onto
other properties must be a consideration in the
nal grading.
i. Restrictions on the use o explosives, i any.
j. Restrictions on the burning o combustible
materials as a disposal procedure, i any.
k. Special requirements or control o erosion,
water pollution, and air pollution, i applicable.
Requirements o this specication must be
compatible with any and all requirements out-
lined in Construction Specication 5, Pollution
Control, when included as part o the contract.
l. Method(s) o measurement and payment i the
standard specication includes more than one
method.
4. MethodsSection 6, Measurement and payment
Method 1—Intended or use when the area(s) to be
cleared and grubbed is extensive and can be dened
in units o area on the ground and on the drawings.
Section 6 should speciy horizontal or surace mea-
surements to be used to determine area cleared and
grubbed. A reservoir area is a typical example o this
type o site.
Instructions or use
Construction Speciication 2—Clearing and Grubbing
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National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009)2–I–2
Method 2—Intended or use when the area(s) to be
cleared and grubbed is long and narrow. Section 6
should speciy horizontal or surace measurements tobe used to determine length o clearing and grubbing.
A channel right-o-way is a typical example o this type
o site.
Method 3—Intended or use when the area(s) to be
cleared and grubbed is extensive, but the vegetation
consists mainly o scattered trees, stumps, or snags
that can be measured individually.
Method 4—Intended or use when the area(s) to be
cleared and grubbed cannot be measured practically
and when it is reasonable to expect that variations in
the estimated quantity o work to be perormed willnot occur ater the contract is awarded. For method
4, the procedures that will be used to determine the
amount o work satisactorily completed or progress
payment need to be identied in section 7. Options
may include:
• Anonsiteagreed-toestimateofthepercentof
work satisactorily completed at time o cuto.
• Requirethecontractortoprovidemeasure-ments o all areas and identiy those that have
been satisactorily cleared and grubbed, and
use a percentage o the total bid item.
• Othersuitableandfairmethods,oneofwhich
could be related to construction schedule.
• Whenallbutonemethodisdeletedforusein
a contract specication, delete rom the last
paragraph All Methods—The ollowing pro-
visions apply to all methods o measure-
ment and payment. Ater deleting, let justiy
the remaining text.
5. Items o work and construction detailsStarting at the top o page 2–3, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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2–1(210–VI–NEH, May 2001)
1. ScopeThe work consists o clearing and grubbing and disposal o trees, snags, logs, brush, stumps, shrubs, and rubbish
rom the designated areas.
2. Protection o existing vegetationTrees and other vegetation designated to remain undisturbed shall be protected rom damage throughout the dura-
tion o the construction period. Any damages resulting rom the contractor's operations or neglect shall be repaired
by the contractor.
Earthll, stockpiling o materials, vehicular parking, and excessive oot or vehicular trac shall not be allowed
within the drip line o vegetation designated to remain in place. Vegetation damaged by any o these or similar ac-
tions shall be replaced with viable vegetation o the same species, similar condition, and like size unless otherwise
approved by the contracting ocer.
Any cuts, skins, scrapes, or bruises to the bark o the vegetation shall be careully trimmed and local nursery ac-
cepted procedures used to seal damaged bark.
Any limbs or branches 0.5 inch or larger in diameter that are broken, severed, or otherwise seriously damaged
during construction shall be cut o at the base o the damaged limb or branch fush with the adjacent limb or tree
trunk. All roots 1-inch or larger in diameter that are cut, broken, or otherwise severed during construction opera-
tions shall have the end smoothly cut perpendicular to the root. Roots exposed during excavation or other opera-
tions shall be covered with moist earth or backlled as soon as possible to prevent the roots rom drying out.
3. MarkingThe limits o the area(s) to be cleared and grubbed will be marked by stakes, fags, tree markings, or other suitable
methods. Trees to be let standing and uninjured will be designated by special markings placed on the trunk about
6 eet above the ground surace.
4. Clearing and grubbing All trees not marked or preservation and all snags, logs, brush, stumps, shrubs, rubbish, and similar materials shall
be cleared rom within the limits o the designated areas. Unless otherwise specied, all stumps, roots, and root
clusters that have a diameter o 1 inch or larger shall be grubbed out to a depth o at least 2 eet below subgrade or
concrete structures and 1 oot below the ground surace at embankment sites and other designated areas.
5. Disposal All materials cleared and grubbed rom the designated areas shall be disposed o at locations shown on the draw-
ings or in a manner specied in section 7. The contractor is responsible or complying with all local rules and regu-
lations and the payment o any and all ees that may result rom disposal at locations away rom the project site.
6. Measurement and payment Method 1—For items o work or which specic units prices are established in the contract, the cleared and
grubbed area is measured to the nearest 0.1 acre. Payment or clearing and grubbing is made or the total area
within the designated limits at the contract unit price. Such payment will constitute ull compensation or all labor,
equipment, tools, and all other items necessary and incidental to the completion o the work.
Construction Speciication 2—Clearing and Grubbing
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2–2 (210–VI–NEH, May 2001)
Method 2—For items o work or which specic unit prices are established in the contract, the length o the
cleared and grubbed area is measured to the nearest ull station (100 eet) along the line designated on the drawing
or identied in the specications. Payment or clearing and grubbing is made or the total length within the des-
ignated limits at the contract unit price. Such payment will constitute ull compensation or all labor, equipment,
tools, and all other items necessary and incidental to the completion o the work.
Method 3—For items o work or which specic unit prices are established in the contract, each tree, stump, and
snag having a diameter o 4 inches or larger and each log having a diameter o 4 inches or larger and a length o 10
eet are measured beore removal. The size o each tree and snag is determined by measuring its trunk at breastheight above the natural ground surace. The size o each log is determined by measuring the butt and by measur-
ing its length rom butt to tip. The size o each stump is measured at the top. Diameter is determined by dividing
the measured circumerence by 3.14.
Payment or clearing and grubbing o each tree, stump, and snag having a diameter o 4 inches or larger and each
log having a diameter o 4 inches or larger and a length o 10 eet or larger is made at the contract unit price or its
size designation as determined by the ollowing schedule:
Measured diameter Size designation
(in) (in)
4 to 8 6
8 to 12 1012 to 24 18
24 to 36 30
36 to 60 48
Over 60 60
The sum o such payments shall constitute ull compensation or clearing and grubbing (including the clearing and
grubbing o smaller trees, stumps, snags, logs, brush, shrubs, and roots), applicable permits and associated ees,
and rubbish removal. Such payment shall constitute ull compensation or all labor, equipment, tools, and all other
items necessary and incidental to the completion o the work.
Method 4—For items o work or which specic lump sum prices are established in the contract, payment or
clearing and grubbing is made at the contract lump sum price. Such payment shall constitute ull compensation orall labor, equipment, tools, and all other items necessary and incidental to the completion o the work.
All Methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule will be included in the payment or the
item o work to which it is made subsidiary. Such items and the items to which they are made subsidiary are identi-
ed in section 7.
7. Items o work and construction details
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National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009) 3–I–1
1. ApplicabilityConstruction Specication 3 is applicable to the re-
moval o all types o structures (including ences)
rom construction sites.
2. Material specifcationsNo material specications complement Construction
Specication 3.
3. Included items
Items to be included in contract specications anddrawings ollow:
a. The location and description o each structure
or ence to be removed or the area rom which
structures are to be removed must be shown on
the drawings. I structure removal is designated
by area limits, the location and description
o all buried structures to be removed must
be shown together with area boundaries. All
known inormation regarding the structure
must be shown.
b. The location and types o structures or encesto be preserved in place or to be salvaged must
be shown on the drawings.
c. The required extent and depth o removal.
d. The locations o storage areas or salvaged
structural materials must be shown on the
drawings or indicated by appropriate notations.
Note: A separate bid item may be required as
a result o cost sharing arrangements when
structure salvage is included in the contract.
e. Areas where disposal o reuse material is not
permitted or areas where disposal is limited, i known. I reuse materials must be disposed o
outside the right-o-way or work limits, make
appropriate notation.
. Structures, including ences, to be removed by
others.
g. Required minimum depth o earth cover, soil
density requirements, and surace grading over
buried materials, i applicable.
h. Restrictions on the use o explosives, i any.
i. Special requirements or control o erosion,
water pollution, and air pollution, i applicable.
Requirements o this specication must be
compatible with any and all requirements out-
lined in Construction Specication 5, Pollution
Control, when included as part o the contract.
j. Method(s) o measurement and payment, i the
standard specication includes more than one
method.
4. MethodsSection 2, Marking
Method 1—Intended or use when the structures to
be removed are o signicant size or when structures
at several easy to identiy locations must be removed.
Whenever possible, this method is preerred over
method 2.
Method 2—Used when several small structures lo-
cated within the work limits are to be removed.
Section 3, Removal
Method 1—Compatible with Method 1, Marking, and
must be used accordingly.
Method 2—Compatible with Method 2, Marking, and
must be used accordingly.
Section 6, Measurement and payment
Method 1—For measurement and payment on a unit
basis.
Instructions or use
Construction Speciication 3—Structure Removal
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Method 2—For payment on a lump sum basis. For
this method, section 7 should include the procedures
that will be used to determine extent o satisactorycompleted work or progress payment purposes.
When using only one o the methods in the contract,
delete All Methods—The ollowing provisions
apply to all methods o measurement and pay-
ment. Let justiy the remaining text.
5. Items o work and construction details
Starting at the top o page 3–2, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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3–1(210–VI–NEH, May 2001)
1. ScopeThe work shall consist o the removal, salvage, and disposal o structures (including ences) rom the designated
areas.
2. Marking Method 1—Each structure or structure part to be removed will be marked with stakes, fags, paint, or other suit-
able method.
Method 2—The area boundaries rom which structures must be removed will be marked using stakes, fags, paint,
or other suitable method. Structures to remain undisturbed or to be salvaged will be designated by special mark-
ings.
3. Removal Method 1—All structures designated or removal in the contract shall be removed to the specied extent and
depth.
Method 2—Within the areas so marked, all visible and buried structures identied shall be removed to the speci-
ed extent and depth.
4. SalvageStructures or structure parts that are designated to be salvaged shall be careully removed and neatly placed in the
specied or approved storage location. Salvaged structures that are capable o being disassembled shall be disman-
tled into individual members or sections. Such structures shall be neatly and systematically match marked with
paint beore disassembly. All connectors and other parts shall be marked to indicate their proper location within
the structure and shall be astened to the appropriate structural member or packed in suitable containers.
Material rom ences designated to be salvaged shall be placed outside the work area on the property on which
the ence was originally located. Fence wire shall be rolled into uniorm rolls o suitable size and neatly piled withother salvaged materials. Posts and rails shall be neatly stacked.
5. Disposal o reuse materialsReuse materials resulting rom structure removal shall be disposed o in a manner and at locations specied in
section 7 o this specication or in an acceptable manner and at locations approved by the contracting ocer. Dis-
posal by burning shall be in accordance with local rules and regulations.
6. Measurement and payment Method 1—For items o work or which specic unit prices are established by the contract, payment or the
removal o each structure unit, except ences, is made at the contract unit price. Fences removed or removed and
salvaged are measured to the nearest linear oot. Payment or ence removal or removal and salvage is made at the
contract unit prices or each type and size o ence.
Such payment will constitute ull compensation or all labor, equipment, tools, applicable permits and associated
ees or burning and disposal o reuse, and all other items necessary and incidental to the completion o the work.
Method 2—For items o work or which specic lump sum prices are established by the contract, payment or
structure removal is made at the contract lump sum price.
Construction Speciication 3—Structure Removal
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3–2 (210–VI–NEH, May 2001)
Such payment will constitute ull compensation or all labor, equipment, tools, applicable permits and associated
ees or burning and disposal o reuse, and all other items necessary and incidental to the completion o the work.
All Methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed as a contract line item number in the bid schedule, is included
in the payment or the item o work to which it is made subsidiary. Such items and items to which they are made
subsidiary are identied in section 7 o this specication.
7. Items o work and construction details
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National Standard Construction
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Chapter 2
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1. ApplicabilityConstruction Specication 4 is applicable to the clear-
ing, removal, and disposal o woody and other veg-
etation; removal and disposal o trash and rubbish;
and the earth shaping o the bottom and sides o the
channel. This specication is applicable or natural
foodways, constructed channels, and other drainage
systems.
2. Material specifcationsNo material specications complement Construction
Specication 4.
3. Included itemsItems to be included in contract specications and
drawings
a. The special markings indicating trees to be let
standing, undisturbed, and uninjured must be
described.
b. For Section 2, Protection o Existing Vegeta-
tion, when the specic size o replacement
plant is known or is desired, speciy the num-ber, size, and species o the replacement in sec-
tion 8. Example: "Any tree designated to remain
or is irreparably damaged shall be replaced
with two 15-gallon valley oak (Quercus lobata)
as directed by the contracting ocer."
c. Areas in which disposal o reuse material or
other waste materials resulting rom channel
clearing and shaping activities is not allowed or
areas where disposal is limited or restricted, i
known.
d. Restrictions on the burning o combustible
materials as a disposal procedure, i any.
e. The reaches o the stream or channel where
shaping is to be perormed.
. An illustration or description that provides the
shaping requirements.
g. Method(s) o measurement and payment i the
standard specication includes more than one
method.
4. MethodsSection 7, Measurement and Payment
Method 1—Intended or irregularly shaped reaches
that need to be physically measured in the eld.
Section 8 should speciy horizontal or surace mea-
surements to be used to determine area cleared and
shaped.
Methods 2 and 3—Intended or long channel reaches
that have a uniorm width and minor variations in
width, respectively. Section 8 should speciy horizontal
or surace measurements to be used to determine area
cleared and shaped.
Method 4—Intended or use where the amount o
work required is relatively consistent throughout the
described work area. For this method, procedures that
will be used to determine the amount o work satis-
actorily completed or progress payment need to be
identied in section 8. Options may include:
• Anonsiteagreed-toestimateofthepercentof
work satisactorily completed at time o cuto.
• Requirethecontractortoprovidesupporting
calculations to determine extent o work satis-
actorily completed.
• Othersuitableandfairmethods,oneofwhich
could be related to the construction schedule.
Instructions or use
Construction Speciication 4—Channel Clearing and Shaping
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Chapter 2
(210–VI–NEH, January 2009)4–I–2
Method o measurement and paymentWhen all but one method are deleted or use in a
contract specication, delete rom the last paragraph All Methods—The ollowing provisions apply to
all methods o measurement and payment. Let
justiy the remaining text.
5. Items o work and constructiondetailsStarting at the top o page 4–3, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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4–1(210–VI–NEH, May 2001)
1. ScopeThe work consists o clearing designated areas by the removal and disposal o trees, logs, stumps, shrubs, brush,
and rubbish, and the shaping o the channel.
2. Protection o existing vegetationTrees and other vegetation designated to remain undisturbed shall be protected rom damage throughout the dura-
tion o the construction period. Any damages resulting rom the contractor's operations or neglect shall be repaired
by the contractor.
Earthll, stockpiling o materials, vehicle or equipment parking, and excessive oot or vehicle trac shall not be
allowed within the drip line o vegetation designated to remain in place. Vegetation damaged by any o these or
similar actions shall be replaced with viable vegetation o the same species, similar condition, and like size unless
otherwise approved by the contracting ocer.
Any cuts, skins, scrapes, or bruises to the bark o the vegetation shall be careully trimmed and local nursery ac-
cepted procedures used to seal damaged bark.
Any limbs or branches 0.5 inch or larger in diameter that are broken, severed, or otherwise seriously damaged
during construction shall be cut o at the base o the damaged limb or branch fush with the adjacent limb or tree
trunk.
All roots 1 inch or larger in diameter that are cut, broken, or otherwise severed during channel shaping shall have
the end smoothly cut perpendicular to the root. Roots exposed during channel shaping operations shall be covered
with moist soil as soon as possible to prevent roots rom drying out.
3. MarkingThe limits o the area(s) to be cleared and shaped are marked by stakes, fags, paint, tree markings, or other suit-
able methods or as specied in section 8 o this specication, or they will be shown on the drawings. Trees toremain standing, undisturbed, and uninjured are designated by special markings.
4. ClearingTrees and other vegetation marked or clearing shall be cut o as near the ground surace as conventional tools
and equipment normally permit. All trees not marked or preservation and all snags, logs, brush, shrubs, stumps,
and rubbish shall be cleared rom within the area limits identied.
5. Disposal All woody material, vegetation, and rubbish resulting rom clearing rom designated areas shall be disposed o at
the locations and in a manner shown on the drawings, or as specied in section 8 o this specication.
6. ShapingThe channel bottom and side slopes shall be shaped as shown on the drawings. The resulting shaped channel sur-
ace shall be reasonably smooth. Material excavated during the channel shaping operation shall be removed rom
the channel and disposed o as specied in section 8 o this specication.
7. Measurement and payment Method 1—For items o work or which specic unit prices are established by the contract, the designated cleared
and shaped area is measured and the area determined to the nearest 0.1 acre. Payment or clearing and shaping is
Construction Speciication 4—Channel Clearing and Shaping
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4–2 (210–VI–NEH, May 2001)
made at the contract unit price or the item and shall constitute ull compensation or all labor, equipment, tools,
applicable permits and associated ees or burning and disposal o reuse, and all other items necessary and inci-
dental to the satisactory completion o the work.
Method 2—For items o work or which specic unit prices are established by the contract, the length o the
cleared and shaped channel designated is measured to the nearest 100 eet. Payment or clearing and shaping is
made at the contract unit price or the item and shall constitute ull compensation or all labor, equipment, tools,
applicable permits and associated ees or burning and disposal o reuse, and all other items necessary and inci-
dental to the satisactory perormance o the work.
Method 3—For items o work or which specic unit prices are established by the contract, the cleared and
shaped area(s) is measured and the area determined to the nearest 0.1 acre. The designated cleared and shaped
area(s) is determined rom the measured width at representative sections and the distance between the sections.
Payment or clearing and shaping is made at the contract unit price or the item and shall constitute ull compensa-
tion or all labor, equipment, tools, applicable permits and associated ees or burning and disposal o reuse, and
all other items necessary and incidental to the satisactory completion o the work.
Method 4—For items o work or which specic lump sum prices are established by the contract, the extent o
clearing and shaping is not measured or determined or payment. Payment or clearing and shaping is made at the
contract lump sum price or the item and shall constitute ull compensation or all labor, equipment, tools, appli-
cable permits and associated ees or burning and disposal o reuse, and all other items necessary and incidental
to the satisactory completion o the work.
All Methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule is included in the payment or the item o
work to which it is made subsidiary. Such items and items to which they have been made subsidiary are identied
in section 8 o this specication.
8. Items o work and construction details
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Chapter 2
(210–VI–NEH, January 2009) 5–I–1
1. ApplicabilityThis specication is applicable to the control or reduc-
tion o pollution rom all construction activities.
2. Material specifcationsNo material specications complement this speci-
cation. Any material specications required shall be
specied in section 8 o this specication.
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. The area to be controlled should be dened,
and the limits to be treated shall be shown on
the drawings or described in the construction
specications, or both.
b. I areas to be treated are not easily denable on
the site map, such as some channel projects,
the extent o treatment shall be ully described
by notes or designated by stations or right-o-
way limits.
c. Restrictions or special requirements limiting
the selection o best management practices or
control or treatment should be specied.
d. Special requirements designating the sequence
o construction operations are included. These
requirements might require temporary or pro-
longed shutdown o some or all construction
operations.
e. Alternate methods o control, i applicable.
. Any restrictions on amount o area disturbed
beore treatment is started.
g. Any restriction on timing o installation, opera-
tion, or removal o any o the controls or treat-
ments. Stabilization and structural practices,
such as diversions, stream crossings, sediment
basins, sediment lters, and waterways, are
typically specied as temporary and to be re-
moved. I any o these practices are to remain
in place, speciy in section 8, along with any
maintenance or changes required beore nal
acceptance.
h. Special pollution control requirements, such as
sectional excavation or placement o materials,
burying operations, waste area reclamation,
blasting, clearing, dredging, or other unique
construction procedure or operation.
i. Water and chemicals or dust control is covered
in section 5. Payment or water or dust controlmay be included as an item o work under this
specication or Construction Specication
10, Water or Construction. The intent is to be
covered in section 8 o this specication.
j. Any other special requirements pertaining to
this specication, including reerence to appli-
cable state and local laws and regulations.
k. Storm Water Pollution Prevention Plan (SWP-
PP) requirements. Environmental Protection
Agency or State requirements shall be ollowed
as applicable.
l. Method o measurement and payment.
4. Construction methods to be applied incontracts to control pollutionThe ollowing list does not include all possible ero-
sion and pollution control methods. All personnel
concerned with planning, design, and construction
should study the site careully and speciy needed
practices required to control erosion, sediment, and
air pollution. Pollution control specications are to be
coordinated with the SWPPP requirements developed
to meet the National Pollution Discharge Elimination
System (NPDES) program.
Structures1. Limit clearing and grubbing beore actual need.
Protect vegetation where possible.
Instructions or use
Construction Speciication 5—Pollution Control
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2. Install terraces, diversions, or level spreaders,
including stable outlets:
(a) Above and below borrow areas(b) Above earth emergency spillways
(c) Above storage areas
3. Control access and haul roads:
(a) Contour roads and grade suraces away
rom slopes and toward controlled outlets.
(b) Dust control with water and/or chemicals.
(c) Erosion control by installing turnouts and
culverts and by stabilizing road ditches.
(d) Vegetate disturbed areas.
(e) Surace roughening or pitting.
4. Shape and control borrow areas. Reduce area
and duration o exposed areas.
5. Install debris basins, brush dams, straw bale
barriers, and geotextile ences.
6. Locate, shape, size, and protect by-pass chan-
nel:
— Use coer dams.
— Pump extra water across construction
area.
7. Sectional construction.
8. Timely installation o all structural and stabili-
zation practices.
9. Control work sequence.
10. Complete as you go.
11. Winter or seasonal shutdowns to minimize
pollution control problems.
12. Good housekeeping practices, to prevent
water or air pollution, in use at the work site
at all times.
13. Seeding or temporary or permanent protec-
tion. Provide topsoil as appropriate.
14. Prevent wildres. Burn only per regulations.
15. Prevent pollution by chemicals and lubri-
cants.
16. Mulch unprotected areas.
Channels1. Preserve natural vegetation where possible.
Remove blocks i possible.2. Leave old channel to unction as long as pos-
sible. Perorm new channel excavation as an
initial construction activity.
3. Where possible, do not open new channel to
fows until vegetation is established. Sequence
work.
4. Seed or sod slopes immediately ater con-
struction. Provide topsoil as necessary.
5. Mulch or mat slopes immediately ater distur-
bance.
6. Spray mulch, seed, ertilizer, and asphalt or
polyvinyl resin.
7. Begin excavation downstream and work up-
stream.
8. Use temporary grade control structures.
9. Limit clearing, clearing and grubbing, and
snagging.
10. Limit disturbance o channel banks to one
side. Delay and complete other side ater the
initial side is vegetated.
11. Channel construction should be perormed in
segments, completing each segment beore
starting the next.
12. Control storm water inlets into channel.
13. Install pipe inlets, grade control structures,
and other such structures at the time o con-
struction.
14. Install sediment traps in channel and provide
or their cleanout and maintenance.
5. MethodsSection 7, Measurement and payment
Method 1—Provides measurement and payment by
the unit o work perormed. The use o water and
chemical suppressants inappropriately and in exces-
sive to need may be claried in section 8.
Method 2—Provides or payment on the lump sum ba-
sis with progress payments determined rom invoices
provided by the contractor.
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Method 3—Provides or payment on the lump sum
basis with measurement on a prorated and equal basis
or each monthly payment.
When specications are prepared using electronic
procedures and all methods but one are deleted or
use in the contract specication, delete rom the last
paragraph, All Methods—The ollowing provisions
apply to all methods o measurement and pay-
ment. Let justiy the remaining text.
6. Items o work and construction detailsStarting at the top o page 5–3, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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National Engineering Handbook
National Standard Construction
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Chapter 2
(210–VI–NEH, January 2009)5–I–4
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5–1(210–VI–NEH, January 2009)
1. ScopeThe work consists o installing measures or perorming work to control erosion and minimize the production o
sediment and other pollutants to water and air rom construction activities.
2. Material All material urnished shall meet the requirements o the material specications listed in section 8 o this specica-
tion.
3. Erosion and sediment control measures and worksThe measures and works shall include, but are not limited to, the ollowing:
Staging o earthwork activities—The excavation and moving o soil materials shall be scheduled to minimize
the size o areas disturbed and unprotected rom erosion or the shortest reasonable time.
Seeding—Seeding to protect disturbed areas shall occur as soon as reasonably possible ollowing completion o
that earthwork activity.
Mulching—Mulching to provide temporary protection o the soil surace rom erosion.
Diversions—Diversions to divert water rom work areas and to collect water rom work areas or treatment and
sae disposition. They are temporary and shall be removed and the area restored to its near original condition when
the diversions are no longer required or when permanent measures are installed.
Stream crossings—Culverts or bridges where equipment must cross streams. They are temporary and shall be
removed and the area restored to its near original condition when the crossings are no longer required or when
permanent measures are installed.
Sediment basins—Sediment basins collect, settle, and eliminate sediment rom eroding areas rom impacting properties and streams below the construction site(s). These basins are temporary and shall be removed and the
area restored to its original condition when they are no longer required or when permanent measures are installed.
Sediment flters—Straw bale lters or geotextile sediment ences trap sediment rom areas o limited runo.
Sediment lters shall be properly anchored to prevent erosion under or around them. These lters are temporary
and shall be removed and the area restored to its original condition when they are no longer required or when
permanent measures are installed.
Waterways—Waterways or the sae disposal o runo rom elds, diversions, and other structures or measures.
These works are temporary and shall be removed and the area restored to its original condition when they are no
longer required or when permanent measures are installed.
Other—Additional protection measures as specied in section 8 o this specication or required by Federal, State,or local government.
4. Chemical pollutionThe contractor shall provide watertight tanks or barrels or construct a sump sealed with plastic sheets to collect
and temporarily contain chemical pollutants, such as drained lubricating or transmission fuids, grease, soaps,
concrete mixer washwater, or asphalt, produced as a by-product o the construction activities. Pollutants shall be
disposed o in accordance with appropriate State and Federal regulations. At the completion o the construction
work, tanks, barrels, and sumps shall be removed and the area restored to its original condition as specied in sec-
tion 8 o this specication. Sump removal shall be conducted without causing pollution.
Construction Speciication 5—Pollution Control
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Sanitary acilities, such as chemical toilets, or septic tanks shall not be located next to live streams, wells, or
springs. They shall be located at a distance sucient to prevent contamination o any water source. At the comple-
tion o construction activities, acilities shall be disposed o without causing pollution as specied in section 8 o
this specication.
5. Air pollutionThe burning o brush or slash and the disposal o other materials shall adhere to state and local regulations.
Fire prevention measures shall be taken to prevent the start or spreading o wildres that may result rom project
activities. Firebreaks or guards shall be constructed and maintained at locations shown on the drawings.
All public access or haul roads used by the contractor during construction o the project shall be sprinkled or
otherwise treated to ully suppress dust. All dust control methods shall ensure sae construction operations at all
times. I chemical dust suppressants are applied, the material shall be a commercially available product specically
designed or dust suppression and the application shall ollow manuacturer's requirements and recommendations.
A copy o the product data sheet and manuacturer's recommended application procedures shall be provided to the
engineer 5 working days beore the rst application.
6. Maintenance, removal, and restoration All pollution control measures and temporary works shall be adequately maintained in a unctional condition or
the duration o the construction period. All temporary measures shall be removed and the site restored to near
original condition.
7. Measurement and payment Method 1—For items o work or which specic unit prices are established in the contract, each item is measured
to the nearest unit applicable. Payment or each item is made at the contract unit price or that item. For water or
chemical suppressant items used or dust control or which items o work are established in section 8 o this speci-
cation, measurement or payment will not include water or chemical suppressants that are used inappropriately
or excessive to need. Such payment will constitute ull compensation or the completion o the work.
Method 2—For items o work or which lump sum prices are established in the contract, payment is made as the
work proceeds and supported by invoices presented by the contractor that refect actual costs. I the total o all
progress payments is less than the lump sum contract price or this item, the balance remaining or this item will
be included in the nal contract payment. Payment o the lump sum contract price will constitute ull compensa-
tion or completion o the work.
Method 3—For items o work or which lump sum prices are established in the contract, payment will be prorated
and provided in equal amounts on each monthly progress payment estimate. The number o months used or pro-
rating shall be the number estimated to complete the work as outlined in the contractor's approved construction
schedule. The nal month's prorate amount will be provided with the nal contract payment. Payment as described
will constitute ull compensation or completion o the work.
All Methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule is included in the payment or the item o
work to which it is made subsidiary. Such items, and the items to which they are made subsidiary, are identied insection 8 o this specication.
8. Items o work and construction details
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National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009) 6–I–1
Instructions or use
Construction Specifcations 6—Seeding, Sprigging, and Mulching
k. Supplemental irrigation to support vegetation
establishment; requency, volume per applica-
tion, and duration o irrigation. Overirrigation
and soil saturation must be avoided or some
soils.
4. MethodsSection 6, Measurement and payment
Method 1—Measurements used to determine the size
o the area treated should speciy horizontal or surace
measured values in section 7. Constructed ll or cutslopes steeper than 3 eet horizontal to 1 oot vertical
should consider surace measurements to calculate
areas or payment purposes.
Methods 2 and 3—The procedures that will be used
to determine the amount o work satisactorily com-
pleted or progress payment should be identied in
section 7. Options may include:
• Anonsiteagreed-toestimateofthepercentof
work satisactorily complete at time o prog-
ress payment preparation.• Requirethecontractortoprovideinvoices
(method 3) to support his incurred costs to sat-
isactorily complete work at time o progress
payment.
• Othersuitableandfairmethods,oneofwhich
could be related to the construction schedule.
When all methods but one are deleted or use in a
contract specication, delete rom the last paragraph
All Methods—The ollowing provisions apply to
all methods o measurement and payment. Let
justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 6–3, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
1. ApplicabilityConstruction Specication 6 is applicable to vegetating
or mulching all designated areas requiring protective
cover ollowing completion o construction opera-
tions.
2. Material specifcationsMaterial requirements are included in this specication.
3. Included items
Items to be included in contract specications anddrawings:
a. Complete plans o the designated areas to be
treated, including locations o disposal sites or
oversize rocks and other debris.
b. Name o plant or mixture to include scientic
name, common name, and acceptable cultivars.
c. Purity, germination, hard seed, and weed seed
requirements or seed or mixture. Certied
(e.g., Blue Tag) seed may be specied.
d. Fertilizer, lime, and other soil amendment re-quirements, i applicable.
e. Inoculant requirements, i needed.
. Types o mulch, straw, hay, or native hay and
mulching methods, when required.
g. Dates or seeding, sprigging, ertilizing, and
mulching operations.
h. Rates or seeding, sprigging, ertilizing, and
mulching operations, expressed in pounds pure
live seed (PLS) per acre.
i. Method o application o seed, sprigs, ertilizer,and mulch.
j. Method o anchoring mesh or netting.
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National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009)6–I–2
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1. ScopeThe work consists o preparing the area or treatment; urnishing and placing seed, sprigs, mulch, ertilizer, inocu-
lant, lime, and other soil amendments; and anchoring mulch in designated areas as specied.
2. MaterialSeed—All seed shall conorm to the current rules and regulations o the state where it is being used and shall be
rom the latest crop available. It shall meet or exceed the standard or purity and germination listed in section 7.
Seed shall be labeled in accordance with the state laws and the U.S. Department o Agriculture rules and regula-
tions under the Federal Seed Act in eect on the date o invitations or bids. Bag tag gures are evidence o purity
and germination. No seed will be accepted with a test date o more than 9 months beore the delivery date to the
site.
Seed that has become wet, moldy, or otherwise damaged in transit or storage will not be accepted. The percent o
noxious weed seed allowable shall be as dened in the current State laws relating to agricultural seeds. Each type
o seed shall be delivered in separate sealed containers and ully tagged unless exception is granted in writing by
the contracting ocer.
Fertilizer—Unless otherwise specied, the ertilizer shall be a commercial grade ertilizer. It shall meet the
standard or grade and quality specied by State law. Where ertilizer is urnished rom bulk storage, the contrac-
tor shall urnish a supplier's certication o analysis and weight. When required by the contract, a representative
sample o the ertilizer shall be urnished to the contracting ocer or chemical analysis.
Inoculants—The inoculant or treating legume seeds shall be a pure culture o nitrogen-xing bacteria prepared
specically or the species and shall not be used later than the date indicated on the container or as otherwise
specied. A mixing medium, as recommended by the manuacturer, shall be used to bond the inoculant to the seed.
Two times the amount o the inoculant recommended by the manuacturer shall be used except our times the
amount shall be used when seed is applied using a hydraulic seeder. Seed shall be sown within 24 hours o treat-
ment and shall not remain in the hydraulic seeder longer than 4 hours.
Lime and other soil amendments—Lime shall consist o standard ground agriculture limestone, or approved equiv-
alent. Standard ground agriculture limestone is dened as ground limestone meeting current requirements o the
State Department o Agriculture. Other soil amendments shall meet quality criteria and application requirements
specied in section 7.
Mulch tackifers—Asphalt emulsion tackiers shall conorm to the requirements o ASTM D 977, Specication
or Emulsied Asphalt. The emulsied asphalt may be rapid setting, medium setting, or slow setting. Nonasphaltic
tackiers required because o environmental considerations shall be as specied in section 7.
Straw mulch material—Straw mulch shall consist o wheat, barley, oat or rye straw, hay, grass cut rom native
grasses, or other plants as specied in section 7. The mulch material shall be air-dry, reasonably light in color, and
shall not be musty, moldy, caked, or otherwise o low quality. The use o mulch that contains noxious weeds is not
permitted. The contractor shall provide a method satisactory to the contracting ocer or determining weight o mulch urnished.
Construction Speciication 6—Seeding, Sprigging, and Mulching
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Other mulch materials—Mulching materials, such as wood cellulose ber mulch, mulch tackiers, synthetic
ber mulch, netting, and mesh, are other mulching materials that may be required or specialized locations and
conditions. These materials, when specied, must be accompanied by the manuacturer's recommendations or
methods o application.
3. Seeding mixtures, sod, sprigs, and dates o plantingThe application rate per acre or seed mixtures, sprigs, or sod and date o seeding or planting shall be as shown on
the plans or as specied in section 7.
4. Seedbed preparation and treatment Areas to be treated shall be dressed to a smooth, rm surace. On sites where equipment can operate on slopes
saely, the seedbed shall be adequately loosened (4 to 6 inches deep) and smoothed. Depending on soil and mois-
ture conditions, disking or cultipacking, or both, may be necessary to properly prepare a seedbed. Where equip-
ment cannot operate saely, the seedbed shall be prepared by hand methods by scariying to provide a roughened
soil surace so that broadcast seed will remain in place.
I seeding is to be accomplished immediately ollowing construction operations, seedbed preparation may not be
required except on a compacted, polished, or reshly cut soil surace.
Rocks larger than 6 inches in diameter, trash, weeds, and other debris that will interere with seeding or mainte-
nance operations shall be removed or disposed o as specied in section 7.
Seedbed preparation shall be discontinued when soil moisture conditions are not suitable or the preparation o a
satisactory seedbed as determined by the contracting ocer's technical representative (COTR).
5. Seeding, sprigging, ertilizing, mulching, and stabilizing All seeding or sprigging operations shall be perormed in such a manner that the seed or sprigs are applied in the
specied quantities uniormly in the designated areas. The method and rate o seed application shall be as specied
in section 7. Unless otherwise specied, seeding or sprigging shall be accomplished within 2 days ater nal grading
is completed and approved.
Fertilizer, lime, and other soil amendments shall be applied as specied in section 7. When specied, the ertilizer
and soil amendments shall be thoroughly incorporated into the soil immediately ollowing surace application.
The rate, amount, and kind o mulching or mesh shall be as specied in section 7. Mulches shall be applied uni-
ormly to the designated areas. They shall be applied to areas seeded not later than 2 working days ater seeding
has been perormed. Straw mulch material shall be stabilized within 24 hours o application using a mulch crimper
or equivalent anchoring tool or by a suitable tackier. When the mulch crimper or equivalent anchoring tool is
used, it shall have straight blades and be the type manuactured expressly or and capable o rmly punching the
mulch into the soil. Where the equipment can be saely operated, it shall be operated on the contour. Hand methods
shall be used where equipment cannot saely operate to perorm the work required.
The tackier shall be applied uniormly over the mulch material at the specied rate, or it shall be injected into the
mulch material as it is being applied. Mesh or netting stabilizing materials shall be applied smoothly, but loosely on
the designated areas. The edges o these materials shall be buried or securely anchored using spikes or staples asspecied in section 7.
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The contractor shall maintain the mesh or netting areas until all work under the contract has been completed and
accepted. Maintenance shall consist o the repair o areas damaged by water erosion, wind, re, or other causes.
Such areas shall be repaired to reestablish the intended condition and to the design lines and grades required by
the contract. The areas shall be reertilized, reseeded, and remulched beore the new application o the mesh or
netting.
6. Measurement and payment Method 1—For items o work or which specic unit prices are established in the contract, each area treated is
measured as specied in section 7 and the area calculated to the nearest 0.1 acre. Payment or treatment is made at
the contract unit price or the designated treatment, which will constitute ull compensation or completion o the
work.
When specied as an item o work, mesh or netting is measured to the nearest square yard o surace area covered
and accepted. Payment is made at the contract unit price and will constitute ull compensation or completion o
the work.
Method 2—For items o work or which specic lump sum prices are established in the contract, the quantity o
work will not be measured or payment. Payment or this item is made at the contract lump sum price or the item
and will constitute ull compensation or the completion o the work.
Method 3—For items o work or which lump sum prices are established in the contract, payment is made as thework proceeds. Progress payments will be determined as specied in section 7. Payment o the lump sum contract
price will constitute ull compensation or completion o the work.
All Methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule is included in the payment or the item o
work to which it is made subsidiary. Such items and the item(s) to which they are made subsidiary are identied in
section 7.
7. Items o work and construction details
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National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009) 7–I–1
1. ApplicabilityConstruction Specication 7 is applicable to construc-
tion contracts containing clauses requiring the con-
tractor to provide construction surveys, layout, and
measurement rom government established baselines
and bench marks; to provide quantity surveys, mea-
surements, and computations or progress payment es-
timates; and when method 3, section 5, is authorized,
provide original and nal surveys or nal quantity
determinations.
2. Material specifcationsNo material specications complement this specica-
tion. Any material requirements are to be specied in
section 9.
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. Baselines, bench marks, and all other basic sur-
vey control inormation to be provided by the
government are to be indicated on the draw-
ings.b. Number o copies, ormat and timing o the
submittal o survey data, notes, computations,
and other such inormation is provided to the
engineer by the contractor.
c. Special requirements or advance notication
o surveys to be perormed by the contractor.
d. Quality o any material, as applicable. Example
may be the providing o permanent reerence
stakes.
e. Qualications o construction survey person-
nel, such as qualied construction personnel,certied or licensed land surveyors, or regis-
tered engineers. Provide a list outlining the
minimum requirements expected.
. Special requirements or staking, such as oset
reerence stakes and hubs or excavations and
lls.
g. Requirements other than the standards o the
industry, such as being consistent with NRCS
procedures or higher levels o accuracy than
those specied. Precision and accuracy are de-
scribed in Engineering Field Handbook (EFH)
chapter 1.
h. Any special surveys to be perormed by either
the contractor or the government that are not
listed in section 5.
4. MethodsSection 5, Construction surveys Method 1—Used where the government provides
basic staking that includes alignment, grade, and slope
stakes. Other staking shall be perormed by the con-
tractor and is considered quality control construction
staking and surveys or the determination o work
accomplished or progress payment purposes.
Method 2—Used where the contractor perorms all
surveys required or the layout and control o con-struction work and all surveys necessary or progress
payment quantities. This does not include original
(initial) and nal surveys or determining nal quanti-
ties or payment purposes.
Method 3—This method is the same as method 2 ex-
cept the contractor is required to perorm the original
(initial) and nal surveys or use in determining nal
payment quantities. Note: The use o method 3 re-
quires approval to use FAR Clause 52.236–16, Quantity
Surveys, Alternate I. The project's Quality Assurance
Plan should outline the checking requirements. Per
FAR 52.236–16, administrative authority to use method3 is determined at a level above that o the contracting
ocer.
Section 8, Payment
Method 1—Used when a related construction survey
activity is signicant and not expected to be uniorm
throughout the contract.
Instructions or use
Construction Specifcations 7—Construction Surveys
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Chapter 2
(210–VI–NEH, January 2009)7–I–2
Method 2—Used when the extent o required con-
struction survey is minor and could be expected to be
airly uniorm throughout the duration o the contract.
When specications are prepared using electronic pro-
cedures and all methods but one are deleted or use in
a contract specication, delete rom the last paragraph
All Methods—The ollowing provisions apply to
all methods o measurement and payment. Let
justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 7–3, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
Note: Implementation o methods within this
construction specication needs to be compatible
with the Quality Assurance Plan prepared and ap-
proved or the project.
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1. ScopeThe work consists o perorming all surveys, measurements, and computations required by this specication.
2. Equipment and material
Equipment or construction surveys shall be o a quality and condition to provide the required accuracy. The equip-ment shall be maintained in good working order and in proper adjustment at all times. Records o repairs, calibra-
tion tests, accuracy checks, and adjustments shall be maintained and be available or inspection by the engineer.
Equipment shall be checked, tested, and adjusted as necessary in conormance with manuacturer's recommenda-
tions.
Material is eld notebooks, stakes, templates, platorms, equipment, spikes, steel pins, tools, and all other items
necessary to perorm the work specied.
3. Quality o work All work shall ollow recognized proessional practice and the standards o the industry unless otherwise specied
in section 9 o this specication. The work shall be perormed to the accuracy and detail appropriate or the type
o job. Notes, sketches, and other data shall be complete, recorded neatly, legible, reproducible and organized to
acilitate ease in review and allow reproduction o copies or job documentation. Survey equipment that requires
little or no manual recording o eld data shall have survey inormation documented as outlined in section 9 o this
specication.
All computations shall be mathematically correct and shall include inormation to identiy the bid item, date, and
who perormed, checked, and approved the computations. Computations shall be legible, complete, and clearly
document the source o all inormation used including assumptions and measurements collected.
I a computer program is used to perorm the computations, the contractor shall provide the engineer with the
sotware identication, vendor's name, version number, and other pertinent data beore beginning survey activities.
Computer generated computations shall show all input data including values assigned and assumptions made.
The elevations o permanent and temporary bench marks shall be determined and recorded to the nearest 0.01oot. Dierential leveling and transit traverses shall be o such precision that the error o vertical closure in eet
shall not exceed plus or minus 0.1 times the square root o the traverse distance in miles. Linear measurements
shall be accurate to within 1 oot in 5,000 eet, unless otherwise specied in section 9 o this specication. The an-
gular error o closure or transit traverses shall not exceed 1 minute times the square root o the number o angles
turned.
The minimum requirements or placing slope stakes shall be at 100-oot stations or tangents, as little as 25 eet
or sharp curves, breaks in the original ground surace and at any other intermediate stations necessary to ensure
accurate location or construction layout and measurement. Slope stakes and cross sections shall be perpendicular
to the centerline. Signicant breaks in grade shall be determined or cross sections. Distances shall be measured
horizontally and recorded to the nearest 0.1 oot. Side shots or interim construction stakes may be taken with a
hand level.
Unless otherwise specied in section 9 o this specication, measurements or stationing and establishing the loca-
tion o structures shall be made to the nearest 0.1 oot.
Construction Speciication 7—Construction Surveys
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7–2 (210–VI–NEH, January 2009)
Elevations or concrete work, pipes, and mechanical equipment shall be determined and recorded to the nearest
0.01 oot. Elevations or earth work shall be determined and recorded to the nearest 0.1 oot.
4. Primary controlThe baselines and bench marks or primary control, necessary to establish lines and grades needed or construc-
tion, are shown on the drawings and have been located on the job site.
These baselines and bench marks shall be used as the origin o all surveys, layouts, and measurements to establish
construction lines and grades. The contractor shall take all necessary precautions to prevent the loss or damage o
primary control points. Any stakes or control points lost or damaged by construction activity will be reestablished
by the contractor or at contractor expense.
5. Construction surveysBeore work starts that requires contractor perormed surveys, the contractor shall submit in writing or the engi-
neer's review: the name, qualications, and experience o the individuals to be assigned to the survey tasks.
Method 1—Contractor perormed surveys shall include:
• checkingandanysupplementalorinterimstaking
• performingquantitysurveys,measurements,andcomputationsforprogresspayment
• othersurveysasdescribedinsection9ofthisspecication
Method 2—Contractor perormed surveys shall consist o all work necessary or:
• establishinglineandgradeforallwork
• settingslopestakesforallwork
• checkingandanysupplementalorinterimstaking
• establishingnalgradestakes
• performingquantitysurveys,measurements,andcomputationsforprogresspayment
• othersurveysasdescribedinsection9ofthisspecication
Method 3—Contractor perormed surveys shall consist o all work necessary or:
• establishinglineandgradeforallwork
• settingslopestakesforallwork
• checkingandanysupplementalorinterimstaking
• establishingnalgradestakes
• performingquantitysurveys,measurements,andcomputationsforprogresspayments
• performingoriginal(initial)andnalsurveysfordeterminationsofnalquantities
• othersurveysasdescribedinsection9ofthisspecication.
6. StakingThe construction staking required or the item shall be completed beore work on any item starts. Construction
staking shall be completed as ollows or as otherwise specied in section 9 o this specication:
Clearing and grubbing—The boundary o the area(s) to be cleared and grubbed shall be staked or fagged at a
maximum interval o 200 eet, closer i needed, to clearly mark the limits o work. When contractor staking is the
basis or determining the area or nal payment, all boundary stakes will be reviewed by the engineer beore start
o this work item.
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Excavation and fll—Slope stakes shall be placed at the intersection o the specied slopes and ground line.
Slope stakes and the reerence stakes or slopes shall be marked with the stationing, required cut or ll, slope ratio,
and horizontal distance rom the centerline or other control line. The minimum requirements or placing slope
stakes is outlined in section 3, Quality o work.
Structures—Centerline and oset reerence line stakes or location, alignment, and elevation shall be placed or
all structures.
7. Records All survey data shall be recorded in ully identied standard hard-bound engineering survey eld notebooks with
consecutively numbered pages. All eld notes and printed data shall include the purpose or description o the
work, the date the work was perormed, weather data, sketches, and the personnel who perormed and checked
the work. Electronically generated survey data and computations shall be bound, page numbered, and cross re-
erenced in a bound eld notebook containing the index or all survey activities. All work shall ollow recognized
proessional practice.
The construction survey records shall be available at all times during the progress o the work or examination and
use by the engineer and when requested, copies shall be made available. The original eld notebooks and other re-
cords shall be provided to and become the property o the owner beore nal payment and acceptance o all work.
Complete documentation o computations and supporting data or progress payments shall be submitted to the en-gineer with each invoice or payment as specied in section 9 o the specication. When the contractor is required
to conduct initial and nal surveys as outlined in section 5, Construction Surveys, notes shall be provided as soon
as possible ater completion to the engineer or the purpose o determining nal payment quantities.
8. Payment Method 1—For items o work or which lump sum prices are established in the contract, payment is made as the
work proceeds, ater presentation o correct and accurate invoices by the contractor showing related costs and evi-
dence o the charges o suppliers, subcontractors, and others or supplies urnished and work perormed. Invoices
or the total amount o the contract price will not be accepted until all surveys are complete and required docu-
mentation has been determined complete. I the total o such payments is less than the lump sum contract price
or this item, the unpaid balance will be included in the nal contract payment. Payment o the lump sum contract
price will constitute ull compensation or completion o all work under the bid item.
Method 2—For items o work or which lump sum prices are established in the contract, payment is made as the
work proceeds with progress payment amounts determined as a percentage o the total work planned as projected
rom the contractor's approved construction schedule. Payment o the lump sum contract price will constitute ull
compensation or completion o all work under this bid item.
All Methods—Payment will not be provided under this item or the purchase price o materials or equipment hav-
ing a residual value.
Compensation or any item o work described in the contract, but not listed in the bid schedule will be included in
the payment or the item o work to which it is made subsidiary. Such items and the item to which they are made
subsidiary are identied in section 9 o this specication.
9. Items o work and construction details
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National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009) 8–I–1
1. ApplicabilityConstruction Specication 8 is applicable to any con-
struction contract that includes a bid item or general
mobilization and demobilization o the contractor's
personnel and equipment. It is not intended to cover
mobilization and demobilization o special equipment
or specic items o work, such as grouting equipment,
pile driving equipment, or rock drilling equipment, or
which payment or mobilization and demobilization is
included and provided by specic bid items elsewhere
in the contract.
2. Material specifcationNo material specications complement Construction
Specication 8.
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. Special requirements pertaining to mobilization
and demobilization, i any.
b. Any particular work or which payment will orwill not be made under the mobilization and
demobilization item i not adequately described
by the specication.
c. When more sites than one (work limits not con-
tinuous) are included in the contract, include in
section 4 o this specication i mobilization o
contractor's equipment and personnel between
sites is included or not included in Section 3,
Payment.
4. Items o work and construction detailsStarting at the top o page 8–1, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
Instructions or use
Construction Specifcations 8—Mobilization and Demobilization
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009)8–I–2
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8–1(210–VI–NEH, May 2001)
1. ScopeThe work consists o the mobilization and demobilization o the contractor's orces and equipment necessary or
perorming the work required under the contract. It does not include mobilization and demobilization or specic
items o work or which payment is provided elsewhere in the contract. Mobilization will not be considered as
work in ullling the contract requirements or commencement o work.
2. Equipment and materialMobilization shall include all activities and associated costs or transportation o contractor's personnel, equip-
ment, and operating supplies to the site; establishment o oces, buildings, and other necessary general acilities
or the contractor's operations at the site; premiums paid or perormance and payment bonds including coinsur-
ance and reinsurance agreements as applicable; and other items specied in section 4 o this specication.
Demobilization shall include all activities and costs or transportation o personnel, equipment, and supplies not
required or included in the contract rom the site; including the disassembly, removal, and site cleanup o oces,
buildings, and other acilities assembled on the site specically or this contract.
This work includes mobilization and demobilization required by the contract at the time o award. I additional
mobilization and demobilization activities and costs are required during the perormance o the contract as a resulto changed, deleted, or added items o work or which the contractor is entitled to an adjustment in contract price,
compensation or such costs will be included in the price adjustment or the item or items o work changed or
added.
3. PaymentPayment will be made as the work proceeds, ater presentation o paid invoices or documentation o direct costs
by the contractor showing specic mobilization and demobilization costs and supporting evidence o the charges
o suppliers, subcontractors, and others. When the total o such payments is less than the lump sum contract price,
the balance remaining will be included in the nal contract payment. Payment o the lump sum contract price or
mobilization and demobilization will constitute ull compensation or completion o the work.
Payment will not be made under this item or the purchase costs o materials having a residual value, the purchasecosts o materials to be incorporated in the project, or the purchase costs o operating supplies.
4. Items o work and construction details
Construction Speciication 8—Mobilization and Demobilization
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(210–VI–NEH, May 2001)
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009) 9–I–1
1. ApplicabilityThis specication is applicable to providing acilities
or control o trac and providing public saety during
construction.
2. Material specifcationsNo material specications complement Construction
Specication 9.
3. Included items
Items to be included in contract specications anddrawings ollow:
a. Any local constraints in trac control, utilities,
and access o local residents to their homes
shall be stated.
b. Provide inormation on any required permits
and/or approvals.
(1) List any trac control permits required
and the issuing agency.
(2) List any ees or inspection costs that may
be required as a result o obtaining a per-mit.
c. Any special local activities that would gener-
ate above average vehicle use by the public.
Outline the dates that this activity could occur
so construction schedules would consider this
potential confict. Examples: State and county
airs, rodeos, sporting events, special local
holiday, or seasonal activities.
d. Name(s) and contact inormation or local au-
thorities responsible or trac control, mainte-
nance, and public saety in the project area.
e. The appropriate state or other acceptable
technical reerence(s) shall be identied. Also,
provide or issuing agency's name, contact per-
son, address, telephone number, and ordering
inormation, as appropriate.
Examples:
Manual o Trafc Controls or Construction
and Maintenance o Work Zones
(Reerence)
State o Caliornia: Business, Transportation
and Housing Agency, Department o Trans-
portation
(Issued by)
(Contact person's name and title)
(805) 792-4729 CDOT-39-2870
(Telephone no.) (Order no.)
. For measurement and payment, outline the
procedures that will be used to determine the
percent o work completed or progress pay-
ments i it diers rom that outlined in section 6.
4. Items o work and construction detailsStarting at the top o page 9–2, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
Instructions or use
Construction Specifcations 9—Trafc Control
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009)9–I–2
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9–1(210–VI–NEH, May 2001)
1. ScopeThe work shall consist o establishing trac control and maintaining sae, convenient use o public roads and
rights-o-way.
2. Trafc and accessThe contractor's operations shall cause no unnecessary inconvenience to the public. The public rights-o-way shall
be maintained at all times unless interruption is authorized by proper local authority. Contractor's authorized clos-
ing or detour plans shall be provided to the engineer or approval.
Sae and adequate access shall be provided and maintained to all public protection devices and to all critical utility
control locations. Facility access shall be continuous and unobstructed unless otherwise approved.
3. Storage o equipment and material in public streetsConstruction materials and equipment shall not be stored or parked on public streets, roads, or highways. During
any material or equipment loading or unloading activities that may temporarily interere with trac, an acceptable
detour shall be provided or the duration o the activity. Any associated expense or this activity is the responsibil-
ity o the contractor.
Excavated material, including suitable material that is intended or adjacent trench backll or other earth backll
as specied in section 5 o this specication, shall not be stored on public streets, roads, or highways that remain
in service or the public. Any waiver o this requirement must be obtained rom the proper local authority and ap-
proved by the engineer. All excess and unsuitable material shall be removed rom the site as soon as possible. Any
spillage shall be removed rom roadways beore they are used by the public.
4. Street closures, detours, and barricadesThe contractor shall comply with the requirements o all applicable responsible units o government or closure
o any street, road, or highway. The contractor shall provide the required barriers, guards, lights, signs, temporary
bridges, and faggers together with inorming the public o any detours and construction hazards by the most suit-
able means available, such as local newspapers or radio stations. The contractor is also responsible or compliance
with additional public saety requirements that may arise during construction. The contractor shall urnish, install,
and, upon completion o the work, promptly remove all signs, warning devices, and other materials used in the
perormance o this work.
Unless otherwise specied, the contractor shall notiy, in writing, the re chie, police chie, county sheri, state
patrol, schools that operate school buses, or any other government ocial as may be appropriate no less than 7
days beore closing, partly closing, or reopening any street, road, or highway.
Unless otherwise specied, the contractor shall urnish to the engineer a written plan showing the proposed meth-
od o signing, barricading or trac control, and saety or street detours and closures.
All temporary detours will be maintained to ensure use o public rights-o-way is provided in a sae manner. This
may include dust control, grading, and graveling as required in section 7 o this specication.
Construction Speciication 9—Traic Control
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9–2 (210–VI–NEH, May 2001)
5. General and specifc reerences All signs, signals, barricades, use o faggers, and other trac control and public saety devices shall conorm to the
general requirements set orth in the Manual o Uniorm Trac Control Devices (MUTCD) and the latest edition o
Standard Highway Signs and Standard Alphabets or Highway Signs and/or OSHA Construction Industry Standards
(29 CFR Part 1926), Subpart G, Signs, Signals, and Barricades unless otherwise specied in section 7 o this speci-
cation.
6. Measurement and paymentFor items o work or which specic lump sum prices are established in the contract, payment or the work is made
at the contract lump sum price. Progress payments will be made based upon the percentage o estimated total time
that trac control will be required unless otherwise specied in section 7 o this specication. Payment will consti-
tute ull compensation or all faggers, labor, materials, equipment, and all other items necessary and incidental to
completion o the work.
Compensation or any item o work described in the contract, but not listed in the bid schedule will be included
in the payment or the item o work to which it is made subsidiary. Such items and items to which they are made
subsidiary are identied in section 7 o this specication.
7. Items o work and construction details
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009) 10–I–1
1. ApplicabilityConstruction Specication 10 is applicable to all water
required at the construction site except or water used
or mixing or curing grout and concrete covered by
Construction Specications 14, 31, 32, 33, 35, 62, and
63. Construction Specication 10 is to be made a part
o the contract when a pay item or water is provided.
More than one pay item and method o payment may
be used i the source o water is expected to be dier-
ent, the volume o water required is uncertain, and the
cost is expected to vary.
2. Material specifcationsNo material specications complement Construction
Specication 10.
3. Included itemsItems to be included in the contract specications and
drawings ollow:
a. Pay item or water in units o 1,000 gallons with
an estimated quantity provided.
b. Designated source o water with details o own-ership and water rights, i applicable.
c. Cost to the contractor o water at the desig-
nated source, i applicable. Note: It may be
advantageous or NRCS or sponsor to contract
separately with the owner o the water and
urnish it to the contractor ree at the source.
This should be considered only i the net cost
to the NRCS or sponsors would be less than i
included in the bid by the contractor.
d. Special requirements pertaining to urnishing
and using water, including water quality re-
quirements i quality may be a problem or the purpose intended.
e. Details on metering, accuracy, gauge certica-
tion, location o meter or payment purposes,
or other requirements imposed by state and/
or local agencies or measuring water use.
Speciy in section 8 o this specication where
meters are located i water losses are a concern
between the measured source and the point o
delivery or application. A statement, such as
meters shall be installed at the point o delivery
into the water hauling equipment or application
systems; such as, sprinkler systems or fooding
systems, may be used.
. Details o the costs and expenses that will be
included in the pay items i exceptions are to
be made in the measurement and payment op-
tion selected rom section 7.
4. MethodsSection 7, Measurement and payment Method 1—Used when the cost o water is paid, but
the remaining costs o transporting water, distribut-
ing it or construction purposes, and application are
subsidiary to the items o work with which they are
associated. Only costs o water at the meter are paidor under this method.
Method 2—Used when the cost o water and all other
associated transportation, distribution, and application
costs are included in the unit cost o water.
Method 3—Used when the water is provided to the
contractor without cost and the remaining costs o
transportation, distribution, and application are to be
paid at the unit price or each 1,000 gallons applied.
Instructions or use
Construction Specifcations 10—Water or Construction
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009)10–I–2
When specications are prepared using electronic
procedures and all methods but one are deleted or
use in the contract specication, delete rom the last paragraph, All Methods—The ollowing provisions
apply to all methods o measurement and pay-
ment. Let justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 10–2, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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10–1(210–VI–NEH, January 2009)
Construction Speciication 10—Water or Construction
1. ScopeThe work consists o urnishing, transporting, measuring, and applying water as specied.
2. Facilities and equipmentThe contractor shall install and maintain access and haul roads and urnish, operate, and maintain all pumps,
meters, piping, tanks, storage, and other acilities required to load, transport, store, distribute, and use construction
water as specied.
These acilities shall be equipped with accurate, work dedicated meters; tanks o known volume; or other devices
that provide a correct measurement o water supplied. Meters shall be installed at the point o delivery into water
hauling equipment or application system, such as sprinkler systems or fooding systems, as specied.
3. Dust abatement and haul road maintenanceWater or dust abatement and haul road maintenance shall be applied to haul roads and other dust producing areas
as needed to prevent air pollution or excessive dust (which causes impaired vision on tracked roads and in work
areas) and to maintain the roads in good condition or sae and ecient operation during periods o use. Roadsthat may be jointly used with the public and by the contractor's equipment shall have dust abatement provisions ac-
ceptable to the public entity that has road maintenance responsibility. Compensation or water used or dust abate-
ment and haul road maintenance shall be as specied in section 8 o this specication.
4. Earthfll, drainfll, and rockfllWater required or proper installation o earthll, drainll, and/or rockll shall be used in the ll materials as speci-
ed in the applicable construction specication(s). Compensation or construction water used or earthll, drain-
ll, and/or rockll shall be as specied in section 8 o this specication.
5. Concrete, mortar, and grout
Water required in the mixing or curing o concrete, shotcrete, roller compacted concrete, or other portland ce-ment mortar or grout shall meet the requirements o the applicable construction specications and shall be used
in conormance with those specications. Payment or construction water used in these items is covered by the
applicable concrete, mortar, or grout specication, or a combination o these.
6. Other construction requiring waterWater required and used or other construction activities under this contract, but not specically covered by this
specication shall be considered subsidiary to the item(s) o work that requires its use.
7. Measurement and payment Method 1—For water items or which specic unit prices are established in the contract, the volume o water
urnished and used in accordance with the specications will be measured to the nearest 1,000 gallons.
Payment or water is made at the contract unit price. Such payment will constitute ull compensation or the direct
costs o water. All other costs necessary or transportation, distribution, and application are subsidiary to the items
o work with which they are associated.
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10–2 (210–VI–NEH, January 2009)
Method 2—For water items or which specic unit prices are established in the contract, the volume o water
urnished and used in accordance with the specications will be measured to the nearest 1,000 gallons.
Payment or water and the cost associated with transportation, distribution, and application is made at the contract
unit price. Such payment will constitute ull compensation or completion o the work.
Method 3—For water items or which specic unit prices are established in the contract, the volume o water used
in accordance with the specications will be measured to the nearest 1,000 gallons.
Payment or water is made at the contract unit price. Such payment, excluding water cost, will constitute ull com-
pensation or completion o the work.
All methods—The ollowing provisions apply to all methods o measurement and payment:
• Themeasurementforpaymentwillincludeallwaterusedexceptasnotedinsections5,6,and8ofthis
specication. Measurement or payment will not include water that is used inappropriately or in excess o
that needed to accomplish the specied task.
• Compensationforanyitemofworkdescribedinthecontract,butnotlistedinthebidscheduleisincluded
in the payment or the item o work to which it is made subsidiary. Such items and the items to which they
are made subsidiary are identied in section 8 o this specication.
8. Items o work and construction details
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009) 11–I–1
1. ApplicabilityConstruction Specication 11 is applicable to the
temporary diversion o surace water and dewatering
o the borrow and construction areas during the con-
struction period.
2. Material specifcationsNo material specications complement Construction
Specication 11.
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. Special requirements or restrictions or the
diversion system and/or method o diverting
surace water.
b. Special requirements or dewatering the con-
struction site that may aect quality o work
and/or construction saety (such as lowering
water table beore perorming excavations and
maintaining a maximum water level during
construction operations).c. Special requirements or dewatering borrow
areas, such as removal o surace water and
subsurace drainage to contribute to proper
soil moisture conditions during borrow excava-
tion operations. A contract bid item should be
included i water problems may be expected in
the borrow area and additional work, such as
installation and operation o a pumping system,
could be expected.
d. Inormation on alternate borrow sources that
may not require dewatering.
e. Special requirements or the control o erosion
and water pollution. Requirements included in
this specication should be directly associated
with dewatering and be compatible with Con-
struction Specication 5, Pollution Control, i
also used as a contract bid item.
. Waiver o the requirement that the contractor
urnish a site specic plan outlining procedures
to divert surace water and dewatering the con-
struction site, i a plan in writing is not neces-
sary.
g. Depending on the magnitude and complexity
expected, diverting surace water and dewater-
ing may require separate bid items.
h. Provisions or payment, i payment is to be
made on a unit price basis or pumping to
dewater borrow areas and construction sites asollows:
(1) Contract bid item or pumping to dewater
borrow areas or construction sites.
(2) At least one lump sum contract bid item
that will include compensation or the
work and cost o preparation or pumping.
4. MethodsSection 7, Measurement and payment Method 1—Intended or use when removal o water
is to be covered by one or more lump sum contract bid
items. The procedures to be used to determine prog-ress payments should be outlined in section 8.
Method 2—Intended or use when pumping to dewa-
ter borrow areas is to be measured and paid or as a
unit price bid item o work.
When all methods but one are deleted or use in a
contract specication, delete rom the last paragraph
All Methods—The ollowing provisions apply to
all methods o measurement and payment. Let
justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 11–2, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
Instructions or use
Construction Specifcations 11—Removal o Water
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009)11–I–2
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11–1(210–VI–NEH, May 2001)
Construction Speciication 11—Removal o Water
1. ScopeThe work consists o the removal o surace water and ground water as necessary to perorm the construction
required by the contract in accordance with the specications. It shall include: (1) constructing, installing, build-
ing, and maintaining all necessary temporary water containment acilities, channels, and diversions; (2) urnishing,
installing, and operating all necessary pumps, piping, and other acilities and equipment; and (3) removing all such
temporary works and equipment ater their intended unction is no longer required.
2. Diverting surace waterThe contractor shall install, maintain, and operate all coerdams, channels, fumes, sumps, and all other tempo-
rary diversion and protective works needed to divert streamfow and other surace water through or around the
construction site. Control o surace water shall be continuous during the period that damage to construction work
could occur. Unless otherwise specied and/or approved, the diversion outlet shall be into the same drainageway
that the water would have reached beore being diverted.
The contractor shall urnish the contracting ocer, in writing, a proposed plan or diverting surace water beore
beginning any construction activities or which a diversion is required, unless waived in section 8 o this specica-
tion. Acceptance o this plan or the waiving o the plan requirement will not relieve the contractor o the responsi-
bilities related to this activity during the process o completing the work as specied.
3. Dewatering the construction siteFoundations, cuto trenches, and all other parts o the construction site shall be dewatered and kept ree o stand-
ing water and muddy conditions as necessary or the proper execution o the work. The contractor shall urnish,
install, operate, and maintain all drains, sumps, pumps, casings, well points, and all other equipment required to
properly dewater the site as specied. Dewatering systems that cause a loss o soil nes rom the oundation areas
will not be permitted.
The contractor shall urnish the contracting ocer, in writing, a proposed plan or dewatering beore commencing
with any construction activity or which dewatering may be required, unless waived in section 8 o this specica-
tion. Acceptance o this plan or the waiving o the plan requirement will not relieve the contractor o the responsi-
bilities or completing the specied work.
4. Dewatering borrow areasThe contractor shall maintain all borrow areas ree o surace water or otherwise provide or timely and eective
removal o surace and subsurace water that accumulates within the borrow area, unless waived in section 8 o
this specication. Borrow material shall be processed as necessary to achieve proper and uniorm moisture con-
tent at the time o placement.
I pumping to dewater borrow areas is included as a bid item o work in the bid schedule, each pump discharge
pipe shall be equipped with a water meter. The meter shall be such that the measured quantity o water is accurate
within 3 percent o the true quantity. The contractor shall provide necessary support to perorm accuracy tests o
the water meter when requested by the contracting ocer.
5. Erosion and pollution controlRemoval o water rom the construction site, including the borrow areas, shall be accomplished so that erosion
and the transporting o sediment and other pollutants are minimized. Dewatering activities shall be accomplished
in a manner that the water table water quality is not altered. Pollution control activities shall not confict with the
requirements o Construction Specication 5, Pollution Control, i it is a part o this contract.
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11–2 (210–VI–NEH, May 2001)
6. Removal o temporary worksWhen temporary works are no longer needed, the contractor shall remove and return the area to a condition
similar to that which existed beore construction. Areas where temporary works were located shall be graded or
sightly appearance with no obstruction to natural surace waterfows or the proper unctioning and access to the
works o improvement installed. The contractor shall exercise extreme care during the removal stages to minimize
the loss o soil sediment and debris that was trapped during construction.
Pipes, casings, and any other material used to dewater the site shall be removed rom temporary wells. The wells
shall be lled to ground level with clean gravel or other suitable material approved by the contracting ocer. Thecontractor shall exercise extreme care to prevent pollution o the ground water by these actions.
7. Measurement and payment Method 1—Items o work listed in the bid schedule or removal o water, diverting surace water, and dewatering
construction sites and borrow areas are paid or at the contract lump sum prices. Such payment will constitute ull
compensation or all labor, equipment, tools, and all other items necessary and incidental to the completion o the
work.
Method 2—Items o work listed in the bid schedule or removal o water, diverting surace water, dewatering
construction sites, and dewatering borrow areas are paid or at the contract lump sum prices. Such payment will
constitute ull compensation or urnishing, installing, operating, and maintaining the necessary trenches, drains,
sumps, pumps, and piping and or all labor, equipment, tools, and all other items necessary and incidental to thecompletion o the work. The exception is that additional payment or pumping to dewater borrow areas and the
removal o water will be made as described in the ollowing paragraph.
I pumping to dewater borrow areas is a contract bid item, payment is made at the contract unit price, which shall
be the price per 1,000 gallons shown in the bid schedule. Such payment will constitute ull compensation or pump-
ing only. Compensation or equipment and preparation and or other costs associated with pumping is included in
the lump sum payment or removal o water or the lump sum payment or dewatering the borrow areas. Payment is
made only or pumping that is necessary to dewater borrow areas that cannot be eectively drained by gravity or
that must have the water table lowered to be usable as a suitable borrow source. Pumping or other purposes will
not be included or payment under this item.
All Methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule is included in the payment or the contract
line item to which it is made subsidiary. Such items and the items to which they are made subsidiary are identied
in section 8 o this specication.
8. Items o work and construction details
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009) 12–I–1
1. ApplicabilityConstruction Specication 12 is applicable to the
construction o pressure relie wells in oundations o
structures.
2. Material specifcationMaterial Specication 521, Aggregates or Drainll and
Filters, and 554, Steel Pipe, complement Construction
Specication 12.
3. Included items
Items to be included in contract specications anddrawings ollow:
a. Plan location o each well.
b. Prole along the line o wells showing the spac-
ing and estimated depths o the wells.
c. Sectional elevation o typical wells showing:
(1) Location o the well screens, i required
(2) Diameter and vertical extent o the lter
(3) Details o the outlet at the upper end o
the lter
(4) Details o couplings and special ttings
and appurtenances, such as tees, check
valves, caps, and appurtenant housings
d. Special limits on time o installation. For ex-
ample, relie wells must be installed beore any
structural load is placed on the oundation or
beore a specic phase o construction.
e. The type and size o pipe.
. The type and size o well screens including the
size and pattern o screen openings or slots.
g. The grading requirements o the lter material.
h. Section 7, note in section 13 when well devel-
opment is required.
i. Acceptable methods o plugging abandoned
wells in section 13. Requirements placed on the
contractor must be in conormance with State
and local regulations or this activity.
4. MethodsTwo methods are included in Section 11, Measure-
ment, and three methods in Section 12, Payment.
These methods are sel-explanatory, but it must be not-
ed that methods 1 and 2 o section 11 are, respectively,
complementary to methods 1 and 2 o section 12.
When specications are prepared using electronic
procedures and all methods but one are deleted or
use in the contract specication, delete rom the last
paragraph, All Methods—The ollowing provisions
apply to all methods o measurement and pay-
ment. Let justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 12–4, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
Instructions or use
Construction Specifcations 12—Relie Wells
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009)12–I–2
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12–1(210–VI–NEH, May 2001)
1. ScopeThe work consists o installing and developing pressure relie wells in oundations o earth structures.
2. MaterialThe well screen shall be o the specied type and size, and the size and pattern o the screen openings shall con-
orm to the details shown on the drawings. Each screen shall be equipped with a bottom plug o the same material
as the screen.
The riser pipe and ttings shall conorm to the requirements o Material Specications 547, 551, and 554 or the
type o pipe specied in section 13 o this specication. Filter material shall conorm to the requirements o Mate-
rial Specication 521 and shall be graded as specied in section 13 o this specication.
3. Location and depth o wellsThe plan location and depth o each well shown on the drawings are based on design estimates. The nal depth and
location o the components o each well will be determined by the engineer on the basis o the examination o the
well log and samples recovered during drilling. The location o a well will be changed by the engineer where ob-
structions encountered during drilling require abandonment o the proposed well location.
4. DrillingUnless otherwise specied, the wells shall be drilled vertically by a rotary drilling procedure. The diameter o each
well shall be adequate to permit the placement o the specied thickness o lter material. As determined by the
engineer, drilling methods that may reduce the yield o the well will not be permitted. The well shall be cased with
a temporary casing o a type that:
a. Has sucient thickness to retain its shape and maintain the true section throughout its total depth, and
b. Is removable in a manner that does not disturb the lter, well screen, or riser pipe.
5. Installing riser pipe and screen
The riser, consisting o the riser pipe, well screens, couplings, and ttings, shall be measured and inspected as it isassembled and placed in the well. Spiders or other centering devices shall be attached to the assembled riser in su-
cient numbers to center it within the well and to accurately maintain its position during the placement o the lter
material.
Beore the riser is placed, lter materials shall be placed at the bottom o the well to the elevation specied by the
engineer or the bottom o the well screen. The riser shall be placed in the well in such a manner as to avoid shock
and to prevent damage to any o its components. The relie outlet or top o the riser shall be securely maintained at
the designated elevation during the placement o the lter material.
6. Placing flter/drainfllThe lter material shall be placed by tremie, or by another method approved by the engineer, to an elevation not
less than 1 oot above the top o the highest well screen. At the initial placement operations, the tremie shall reston the bottom o the well and be lled with lter material. The tremie and the temporary casing shall be raised in
increments o not more than 2 eet, allowing the lter material to fow rom the bottom o the tremie. The top sur-
ace o the lter material in the tremie shall be maintained above the water surace at all times. The top surace o
the lter material in the well shall be maintained a minimum o 2 eet above the bottom o the casing as the casing
is raised.
Construction Speciication 12—Relie Wells
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12–2 (210–VI–NEH, May 2001)
7. DevelopingFollowing lter material placement and when specied in section 13 o this specication, the well shall be devel-
oped by an approved method. The contractor shall submit a plan or accomplishing the work to the engineer or
review beore development o the well.
All materials pulled into the screen during development shall be removed. Filter material shall be added to the an-
nular space around the screen as needed to maintain the top o the lter at the specied elevation.
Any well that continues to produce appreciable amounts o nes or 4 hours ater development will be abandoned
and relocated unless otherwise continued by the engineer.
8. Backflling Ater the well has been developed, the annular space around the riser pipe above the lter material shall be lled
with selected moist impervious earthll or portland cement concrete. Backll shall be placed in layers not to ex-
ceed 12 inches in thickness, and each layer shall be tamped rmly into place. The temporary casing shall be with-
drawn in increments as the backll is placed.
9. Abandoned wells All abandoned wells shall be plugged as specied in section 13 o this specication. When a well is abandoned ater
development, the well screen and riser pipe shall be salvaged, i possible.
10. Logging and samplingThe contractor shall conduct drilling operations in a manner that allows the engineer to take representative dis-
turbed soil samples o all materials encountered.
11. Measurement Method 1—The amount o well drilling is measured to the nearest oot o well drilled and cased. Wells abandoned
or causes other than the ault o the contractor will be included in the measurement or payment.
The volume o lter material and backll material is computed to the nearest 0.1 cubic yard rom measurements
o the vertical well space occupied by each and the outside diameters o the casing and riser. Filter material and
backll material or wells abandoned or causes not attributed to actions o the contractor will be included in themeasurement or payment.
The amounts o pipe and well screen installed in the riser and outlet assembly are measured to the nearest linear
oot at the time the riser is assembled. Pipe and well screen that cannot be salvaged rom wells abandoned or
causes not attributed to actions o the contractor will be included in the measurement or payment.
The couplings and special ttings and appurtenances are counted at the time the riser is assembled. Couplings and
special ttings and appurtenances that cannot be salvaged rom wells abandoned or causes not attributed to ac-
tions o the contractor will be included in the measurement or payment.
The time required to develop each well is measured to the nearest hal hour. Time required to develop wells aban-
doned or causes not attributed to actions o the contractor will be included in the measurement or payment.
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Method 2—The amount o well drilling is measured to the nearest oot o well drilled and cased. Wells abandoned
or causes not attributed to actions o the contractor will be included in the measurement or payment.
The volume o each grading o lter material placed is computed to the nearest 0.1 cubic yard rom measurements
o the vertical well space occupied by each and the diameters o the casing and riser. Filter in wells abandoned or
causes not attributed to actions o the contractor will be included in the measurement or payment.
The amounts o pipe, couplings, ttings, appurtenances, and well screen installed in the riser and outlet assembly
are measured to the nearest linear oot at the time the riser is assembled. Pipe, couplings, ttings, appurtenances,and well screen that cannot be salvaged rom wells abandoned or causes not attributed to actions o the contrac-
tor will be included in the measurement or payment.
The time required to develop each well is measured to the nearest hal hour. Time required to develop wells aban-
doned or causes not attributed to actions o the contractor will be included in the measurement or payment.
Backll is not measured.
12. Payment Method 1—Payment or each item o work will constitute ull compensation or all labor, equipment, materials,
and all other items necessary and incidental to the completion o the work included in the item.
Payment or drilling and casing each size o well is made at the contract unit price or that size o well and will
include compensation or drilling, casing, and pulling casing.
Payment or urnishing and placing lter material is made at the contract unit price or that grading o lter material.
Payment or urnishing, placing, and compacting backll is made at the contract unit price.
Payment or urnishing and installing each type and size o pipe is made at the contract unit price or that type and
size o pipe.
Payment or urnishing and installing each type and size o well screen is made at the contract unit price or that
type and size o well screen.
Payment or urnishing and installing each coupling is made at the contract unit price or that type and size o coupling.
Payment or each special tting or appurtenance is made at the contract unit price or that type and size o tting
or appurtenance.
Payment or developing each well is made at the contract unit price or developing that size o well.
Method 2—Payment or each item o work will constitute ull compensation or all labor, equipment, materials
and all other items necessary and incidental to the completion o the work included in the item.
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12–4 (210–VI–NEH, May 2001)
Payment or drilling, casing, and backlling each size o well is made at the contract unit price or that size o well
and includes compensation or drilling, casing, pulling casing, and backlling.
Payment or urnishing and placing lter material is made at the contract unit price or that grading o lter material.
Payment or urnishing and installing each type and size o pipe complete with all couplings, ttings, and appurte-
nances (except well screens) is made at the contract unit price or that type and size o pipe.
Payment or urnishing and installing each type and size o well screen is made at the contract unit price or thattype and size o well screen.
Payment or developing each well is made at the contract unit price or developing that size o well.
Method 3—Measurement is not made. Items o work listed in the bid schedule or installing, operating, and remov-
al o relie wells will be paid or at the contract lump sum prices. Such payment will constitute ull compensation
or all labor, equipment, tools, and all other items necessary and incidental to the completion o the work.
All methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule is included in the payment or the item o
work to which it is made subsidiary. Such items and the items to which they are made subsidiary are identied in
section 13 o this specication.
13. Items o work and construction details
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009) 13–I–1
1. ApplicabilityConstruction Specication 13 is applicable to the
urnishing and installation o timber piles, steel piles,
steel sheet piles, precast concrete piles, and shells or
cast-in-place piles. It is not applicable to the installa-
tion o drilled, cast-in-place piles.
2. Material specifcationsThe ollowing material specications complement
Construction Specication 13:
511—Steel Piles
512—Wood Piles513—Precast Concrete Piles
514—Cast-in-Place Concrete Piles
Include Construction Specication 31, Concrete or
Major Structures, or 32, Structure Concrete, as ap-
propriate, when not included in the contract or other
concrete installation.
3. Included itemsItems to be included in construction specications and
drawings ollow:
a. Plan showing the location o all piles, including
test piles, i any.
b. Foundation proles and sections showing:
(1) Log o borings, including penetration test
results
(2) Required or estimated pile penetration
(3) Cuto elevations
c. Required bearing capacities. (Note: Speciy (1)
required bearing capacity or (2) required pen-
etration or (3) required bearing capacity andminimum penetration, as appropriate.)
d. For timber piles, state the type, class, species
and length o piles required. For Type I piles,
state where the piles will be inspected. For
Type II piles, state the type o treatment and
minimum retention o preservative per cubic
oot o pile.
e. Details o precast or cast-in-place concrete
piles including dimensions, reinorcement de-
tails, class o concrete, size o aggregate, and
type o cement and slump required.
. Nominal size and weight o section or H-bear-
ing piles.
g. Authorization to use gravity drop hammers, i
appropriate.
h. Details o load tests that will be required, i ap-
propriate.
i. Methods o measurement and payment i the
standard specication includes more than one
method.
4. MethodsSection 12, Measurement and payment Methods 1 and 2—Intended or use when a consid-
erable number o piles o about the same length are
required. Method 1 provides or a single pay item or
urnishing and driving piles. Method 2 provides or sep-
arate pay items or urnishing piles and driving piles.
Method 3—Used when the lengths o piles required arequite variable. It is particularly suitable where the cut-
o portions o the piles may be salvaged and used on
the job, such as when steel bearing piles are specied.
Method 4—Used or sheet pile walls when the re-
quired depth o penetration is known.
When specications are prepared using electronic
procedures and all methods but one are deleted or
use in the contract specication, delete rom the last
paragraph, All Methods—The ollowing provisions
apply to all methods o measurement and pay-
ment. Let justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 13–5, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
Instructions or use
Construction Specifcations 13—Piling
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National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009)13–I–2
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13–1(210–VI–NEH, May 2001)
1. ScopeThe work consists o urnishing and installing the specied kinds and types o piles at the locations shown on the
drawings.
2. MaterialPiles shall conorm to the requirements o ollowing material specications as appropriate to the kinds o piles
specied. For piles o materials other than those listed, the material requirements outlined in section 14 o this
specication shall apply.
511—Steel Piles
512—Wood Piles
513—Precast Concrete Piles
514—Cast-in-Place Concrete Piles
3. Site preparation All excavation within the area to be occupied by bearing piles shall be completed beore the piles are driven.
4. Protection o pile headsThe heads o all piles shall be protected during driving by suitable caps, rings, heads, blocks, mandrels, and other
devices.
The heads o timber piles shall be tted into a steel head block or tted with heavy steel or wrought iron rings or
wire wrapping.
The heads o steel piles shall be cut square and tted with a steel driving cap.
The heads o precast concrete piles and casings shall be tted into cushion type drive caps having a rope or other
suitable cushion next to the pile head and tting into a casting that in turn supports a timber shock block.
Driving heads, mandrels, and other devices shall be provided by the contractor as needed or special types o pilesand shall conorm to the recommendations o the pile manuacturer.
5. Piles, generalThe contractor shall notiy the engineer beore pile driving operation commences. Such notice shall be ar enough
in advance, a minimum o 24 hours, to provide the engineer adequate time to be present or the driving operations.
Piles shall be driven only in the presence o the engineer or authorized representative.
The determination o piling order lengths shall be the contractor's responsibility unless otherwise specied.
Unless otherwise approved, piles shall be driven with steam, air, diesel powered hammers or a combination o
hammers, or by vibration or water jets. Water jets may be used only when specically authorized by the engineer.
Where jetting is authorized, the jets shall be withdrawn beore the specied depth or bearing capacity is obtainedand the piles shall be driven with the hammer to the nal penetration.
Construction Speciication 13—Piling
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13–2 (210–VI–NEH, May 2001)
When drop hammers are permitted, the height o drop shall not be more than 8 eet or concrete piles or 12 eet or
steel and timber piles, unless otherwise specied.
The driving o piling with ollowers shall be allowed only when expressly approved by the engineer.
Piles shall not be driven within 20 eet o concrete less than 7 days ater placement, including concrete placed in
cast-in-place piles with or without predriven shells or casings.
The contractor shall not attempt to drive piles beyond the point o reusal, as indicated by excessive bouncing o the hammer or kicking o the pile.
6. Bearing pilesBearing piles shall be driven to the position, line, and batter specied on the drawings. Each pile shall be driven
continuously and without interruption to the specied depth or until the specied bearing capacity is obtained.
Deviation rom this procedure is permitted only when interruption o driving is caused by conditions that could not
reasonably be anticipated.
When a diesel hammer is used, it shall be operated at ull throttle when blows are counted or determination o
bearing capacity except that throttle adjustments shall be made as necessary to prevent the nonstriking parts o the
hammer rom rising rom the pile on the ram upstroke.
7. Sheet pilesThe piling shall be driven in a manner that ensures perect interlocking throughout the entire length o each pile.
The piles shall be held in proper alignment during driving by assembling rames or other suitable temporary guide
structures. Temporary guide structures shall be removed when they have served their purpose.
Anytime the orward edge o the sheet pile wall is ound to be out o correct alignment,
a. The piling already assembled and partly driven shall be driven to the required depth.
b. Taper piles shall then be driven to bring the orward edge into correct alignment beore additional regular
piling is assembled and driven. The maximum permissible taper in a single pile shall be 0.25 inch per oot o
length.
8. Estimating bearing capacityWhen load tests are not required, the bearing capacity o each pile shall be estimated using one o the ollowing
ormulas, as appropriate:
Gravity hammers:
wsat%( ) =1
Single-acting steam or air hammers and diesel hammers having unrestricted rebound o the ram:
wsat%( ) =1
Double-acting steam or air hammers and diesel hammers having enclosed rams:
wsat%( ) = ×
100 or R
E
S=
+2
0 1.
where:
R = sae bearing capacity, in pounds
W = weight o striking parts o hammer, in pounds
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H = height o all, in eet
A = area o piston, in square inches
P = pressure o steam, air, or other gas exerted on the hammer piston or ram, in pounds per square inch
E = the manuacturer's rating or oot-pounds o energy developed by double-acting steam or air hammers, or
90 percent o the average equivalent energy developed by diesel hammers having enclosed rams as evalu-
ated by gauge and chart readings, in oot-pounds
S = average penetration or the last 5 to 10 blows o a gravity hammer or the last 10 to 20 blows or steam, air,
or diesel powered hammers, in inches per blow
These ormulas are applicable when:
• Thehammerhasafreefall.
• Theheadofthepileisnotcrushed.
• Thepenetrationisreasonablyquickanduniform.
• Thereisnosensiblebounceaftertheblow.
• Afollowerisnotused.
Twice the height o the bounce shall be deducted rom H to determine its value in the ormula.
I case water jets are used in conjunction with the driving, these ormulas are used to determine the bearing power
rom the results o driving ater the jets have been removed.
9. Load testsWhen load tests are specied, the test loads shall be applied gradually, without impact, and in a manner that no
lateral orces are applied to the pile. Load testing shall not be started until 24 hours ater driving o the test pile is
completed unless otherwise specied in section 14 o this specication. Except as otherwise specied, load tests
shall be perormed according to the ollowing procedures.
The total test load shall be twice the specied working load and shall be applied to the pile in increments equal
to 25 percent o the working load. Settlement o the top o the pile shall be measured to an accuracy o 0.01 inch
beore and ater the application o each load increment and at 2, 4, 8, 15, 30, and 60 minutes ater, and then every2 hours until the next load increment is applied. Additional load shall not be applied until the rate o settlement is
less than 0.01 inch in 1 hour.
The total test load shall remain on the pile or a minimum o 24 hours. Settlement shall be measured at 6-hour inter-
vals during this period and at the end o the period, at least twice during removal o the load, and immediately ater
all o the test load is removed. The net settlement shall be measured about 24 hours ater the total load has been
removed.
I settlement continues in excess o 0.01 inch per hour under less than the total test load, no additional load shall
be applied. However, the load that has been applied shall remain on the pile a minimum o 24 hours, and settlement
measurements while the load is on the pile and during and ater removal o the load shall be made as i it were the
total test load.
10. Cutting o pilesThe contractor shall cut the piles at the specied elevations. The length o pile cut o shall be sucient to permit
the removal o all damaged material. Steel shells or concrete casings or cast-in-place concrete piles shall be cut o
at the specied elevation beore being lled with concrete.
Steel bearing piles shall be cut o in clean, straight lines as shown on the drawings. Any irregularities shall be lev-
eled o with deposits o weld metal or by grinding beore placement o bearing caps.
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Precast concrete piles and concrete casings shall be cut o in a manner that prevents damage to the rest o the pile
or casing or to the projecting reinorcement required or connecting the piles to the structure.
Timber piles that are to be capped shall be accurately cut o so that true bearing is obtained on every pile without
the use o shims.
11. Deective piles Any pile damaged in driving, driven out o proper location, driven below the specied cuto elevation, or inaccu-
rately cut o shall be corrected by one o the ollowing methods, as approved by the engineer:
a. The deective pile shall be pulled and replaced or re-driven.
b. A new pile shall be driven adjacent to the deective pile.
c. The deective pile shall be spliced or built up or a sucient part o the ooting shall be extended to properly
embed the pile.
Pile shells abandoned in place ater driving shall be lled with concrete or sand-cement grout as appropriate to the
conditions that are present.
All piles pushed up by the driving o adjacent piles or by any other cause shall be re-driven to nal grade.
Any sheet pile ruptured in the interlock or otherwise damaged during driving shall be pulled and replaced.
12. Correcting surace heave Any excess material resulting rom displacement o earth by pile driving shall be removed. Materials disturbed by
pile driving shall be conditioned and compacted to a minimum density equal to adjacent undisturbed material.
13. Measurement and payment Method 1—For items o work or which specic unit prices are established in the contract, each type, kind, and
length o pile driven in place is counted. Payment or urnishing and driving each type, kind, and length o pile is
made at the contract unit price. Such payment will constitute ull compensation or all labor, equipment, materials,
and all other items necessary and incidental to the completion o the work.
Method 2—For items o work or which specic unit prices are established in the contract, each type, kind, and
length o pile urnished, accepted, and stockpiled in good condition at the site o the work is counted. Payment or
urnishing each type, kind, and length o pile is made at the contract unit price. Payment or driving each type and
kind o pile is made at the contract unit price. Such payment will constitute ull compensation or all labor, equip-
ment, materials, and all other items necessary and incidental to the completion o the work.
Method 3—For items o work or which specic unit prices are established in the contract, the length o each type
and kind o pile driven is computed to the nearest oot as the dierence between the measured length o pile be-
ore driving and measured length o pile cut o ater driving. Payment or urnishing and driving each type and kind
o pile is made at the contract unit price. Such payment will constitute ull payment or all labor, equipment, materi-
als, and other items necessary and incidental to the completion o the work.
Method 4—For items o work or which specic unit prices are established in the contract, the area o sheet pile
walls, acceptably placed in accordance and within the neat lines shown on the drawings, is computed to the near-
est square oot. Payment is made at the contract unit price or each type, kind, and weight o piling. Such payment
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13–5(210–VI–NEH, May 2001)
will constitute ull payment or all labor, equipment, materials, and other items necessary and incidental to the
completion o the work.
All Methods—The ollowing provisions apply to all methods o measurement and payment:
The measurement o the number o linear eet o piles (or number o piles) urnished and the number o piles
driven shall include test and tension piles specied in the contract. Piles urnished and driven at the option o the
contractor are not included. No payment is made or urnishing or driving pile, including test piles, to replace piles
lost or damaged beore the completion o the contract while in stockpile or during handling and driving.
When load tests are specied, payment or each test is made at the contract unit price per test. Such payment will
constitute ull compensation or all labor, equipment, materials, and all other items necessary and incidental to
perorm the test, except urnishing and driving piling.
When splices are specied, payment or each splice is made at the contract unit price. Such payment shall consti-
tute ull compensation or labor, equipment, materials, and all other items necessary and incidental to the comple-
tion o the work.
Compensation or any item o work described in the contract, but not listed in the bid schedule is included in the
payment or the item o work to which it is made subsidiary. Such items and the items to which they are made sub-
sidiary are identied in section 14 o this specication.
14. Items o work and construction details
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(210–VI–NEH, May 2001)
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009) 14–I–1
1. ApplicabilityConstruction Specication 14 is applicable to the
drilling and pressure grouting o structure oundations
with suspension grouts.
2. Material specifcationsThe ollowing material specications complement
Construction Specication 14:
522—Aggregates or Portland Cement Concrete
531—Portland Cement
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. Plan and prole o the grouting layout. Include
region to be grouted, location, and spacing o
lines and holes. Show the depth o holes, loca-
tion, and logs o drill holes used in the geologic
investigation.
b. Mode o drilling (rotary, percussion, or rotary-
percussion) and diameter o grout holes.
c. Inclination o holes (angle to vertical) i in-clined holes are required.
d. Designate the location and distance or trans-
port o core boxes into storage.
e. Number and depth o check holes to be drilled
and mode o drilling.
. Details o testing and sampling in overburden,
i required. Include method o measurement
and payment.
g. Location and placement details o capping con-
crete or concrete slabs, i required.
h. Method o grouting (packer or stage). As a rule,
packer grouting is the preerred method unless
rock conditions prohibit the seating o packers
in the hole. I analysis shows stage grouting
must be used, the reasoning or the decision
should be documented.
i. Area boundaries and depth o stages or stage
grouting. Depth intervals (lits) or packer
grouting.
j. Criteria or split spacing (cubic eet o dry sol-
ids per linear oot o hole, usually 0.5 cubic oot
per oot o hole).
k. Sequence in which grout hole rows are to be
grouted, usually upstream row rst.
l. Design pressures at the collar or various grout
mixes and various depth intervals (see chart in
section 13 o the specication).
m. Limitations and requirements on the sequence
o drilling and grouting, usually 50 eet.
n. Minimum distance to be maintained between
grouting and drilling operations, and minimum
age o grout at which drilling in grouted holes
or adjacent to grouted holes will be permitted,
normally 12 hours.
o. Speciy the minimum distance between grouted
area and blasting site and maximum allowable
blasting intensity. Criteria: Particle velocity
maximum o 1 inch per second at the locationo the grouted rock.
p. Minimum distance between grout and water
injections, concrete structures, and drains.
q. Speciy type o cement to be used in grout mix
and the starting ratios i dierent rom section
14.
r. Speciy to which gradation sand is to conorm
as per gradation limits in section 2.
s. Type and quality o admixtures. I calcium chlo-
ride is to be used, speciy that it shall conorm
to ASTM D 98. Speciy: high sodium, Wyominggrade bentonite i bentonite is specied in sec-
tion 18.
Instructions or use
Construction Specifcations 14—Pressure Grouting
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National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009)14–I–2
t. Type and quality o bulk llers. (Speciy section
2 gradation limits or other numerical gradation.
Note approval o fy ash source, i applicable.)u. Pollution control measures (PCM)—When
Construction Specication 5, Pollution Con-
trol, does not provide guidance or the grout-
ing operations, include requirements in this
specication. PCM are to be installed and
maintained by the contractor to prevent waste
grout materials, chemical wastes, and soil rom
entering the stream. A plan or pollution con-
trol is to be submitted by the contractor to the
engineer or review beore installation o any
measures. Ater grouting has been completed,
pollution control measures are to be removed. A minimum o one sediment basin is generally
required. Cross reerence these requirements
with Construction Specication 5.
v. The quantity variation clause applies to pres-
sure grouting. Quantity estimates should not
include token amounts, but should refect the
best estimate o expected grout take based on
site exploration data and engineering geology.
w. Bid items or mobilization or pressure grout-
ing, i applicable. A separate bid item should
be considered i mobilization or grouting
equipment will involve a signicant amount o work and i grouting is not the principal item o
construction work under the contract. I grout-
ing is the main job, a general mobilization item
using Construction Specication 8 should be
used or all mobilization.
x. I Construction Specication 94, Contractor
Quality Control, is not a part o the contract
and i this specication is being used in a Fed-eral contract and the contractor is required to
keep detailed records or quality control, mod-
iy Section 15, Records, by inserting in Section
18, Items o work and construction details, the
altered roles o the engineer and contractor.
y. As an alternate to the item just above this one,
use Construction Specication 94 and detail the
contractor's quality control activities that are
required.
4. Methods
No methods are outlined in the specication. Section18 shall provide a clear statement o the items listed
under Section 17, Measurement and payment, that will
apply to work requirements or measurement and pay-
ment purposes.
5. Items o work and construction detailsStarting at the top o page 14–8, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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14–1(210–VI–NEH, May 2001)
1. ScopeThe work consists o drilling grout holes, exploratory holes, and check holes; pressure testing, pressure washing,
and injecting suspension grout under pressure; and includes urnishing o all materials, labor, and equipment as
described and specied.
2. MaterialPortland Cement—Portland cement shall conorm to the requirements o Material Specication 531, Portland
Cement, or the specied type. I the cement contains lumps or oreign material that would clog the grouting equip-
ment or interere with grout injection, it shall be screened through a 100-mesh screen. Cement shall be urnished
in bags (94 lb) unless special equipment is provided or storing, handling, and weighing bulk cement as specied in
section 3 o this specication.
Water—Water used shall be clean and ree rom injurious amounts o oil, acid, organic matter, or other deleterious
substances.
Sand—Sand or grout shall conorm to Material Specication 522, Aggregates or Portland Cement Concrete, and,
unless otherwise specied, the gradation shall be within the numerical limits as ollows:
Sieve designation Percent passing
(U.S. std. square mesh) by weight
16 100
50 20–50
100 10 – 30
200 0 – 5
Sand included in the mix shall be measured in cubic-oot boxes or other volumetric method approved by the engi-
neer, or by dry unit weight with correction or moisture content.
Bulk llers—Bulk llers other than sand shall be o the type and quality specied in section 18 o this specica-
tion. Bulk llers included in the mix shall be measured in cubic-oot boxes or by dry unit weight with correction or
moisture content, i applicable.
Admixtures—Admixtures shall be the type and quality specied in section 18 o this specication.
Storage and supply—A sucient quantity o all materials shall be on hand to ensure that grouting operations will
not be interrupted or delayed. Materials shall be stored and protected at all times and at all locations so that the
quality o the materials is maintained.
3. Equipment All drilling and grouting equipment shall be o a type and capacity and in condition to perorm the work described.
Drilling equipment—Drilling equipment shall be capable o drilling angle holes up to 45 degrees rom vertical un-
less otherwise specied in section 18 o this specication.
Construction Speciication 14—Pressure Grouting
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14–2 (210–VI–NEH, May 2001)
For exploratory holes, all drilling equipment used in rock shall be the rotary type and shall be equipped with hy-
draulic eed.
Cores shall be drilled with standard ballbearing, swivel type, N-size, double or triple tube split inner core barrels or
equivalent size wire-line coring equipment.
Equipment or drilling grout and check holes shall be rotary, percussion, or rotary-percussion type as specied in
section 18 o this specication. No core recovery will be required, and the type o bit used shall be optional. Equip-
ment using air alone or fushing cuttings shall not be used. When percussion drilling equipment using water orfushing cuttings is used, the liting rate o the fushing water shall be not less than 18 inches per second.
Grouting equipment—The equipment shall be capable o mixing and pumping grout having a mix ratio, by vol-
ume, o one part water, one part cement, and two parts bulk ller, such as sand or fy ash.
Mixers—Unless otherwise specied, mixers shall be high speed colloidal type and capable o thoroughly mix-
ing water, cement, and bulk llers to produce a grout o uniorm texture and consistency. Mixers shall match the
capacity o the pumping plant.
Holdover tank—A holdover tank shall be urnished i a single compartment mixer is used. It shall be equipped with
mechanical agitators to prevent segregation o the grout and shall have sucient capacity to temporarily store the
grout and thus provide a continuous supply. The outfow shall pass through a No. 16 wire mesh screen i the grout
contains particles or oreign matter that would interere with its proper fow into the voids it is intended to ll.
Pumps—Grout pumps shall be long stroke, multiple piston or the helical screw type. The capacity shall be not less
than 3 cubic eet per minute at 200 pounds per square inch or the maximum grout mix o 1:1:2 (w:c:b), by volume.
Cement and fy ash-handling equipment—I bulk cement or fy ash is used, it shall be stored in weather tight
bins or silos equipped and arranged to discharge directly into a weighing hopper, and hence, directly into the grout
mixer without spillage and without intermediate handling.
Air supply—The air supply shall meet the requirement o the pumps and shall not be less than 200 cubic eet per
minute per plant.
Water meter—One water meter that has a reset and is graduated in tenths o gallons or hundredths o cubic eetshall be used with each mixer.
Pressure gauges—One pressure gauge shall be installed at the pump and one at the collar o the hole. Gauges
shall be nonclogging or use gauge savers or grease to prevent clogging. Spare gauges shall be available at the plant
at all times.
Hoses, valves, and ttings—Hoses, valves, and ttings shall be compatible with the maximum pressures speci-
ed. Hose rom pump to grout header and return shall not be smaller than 1.5-inch (ID), and the pipe between
header and packer shall not be smaller than 0.75-inch (ID). Double or single packers may be required or grouting
and pressure testing. Packers shall t tightly in the holes at all testing and grouting pressures.
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14–3(210–VI–NEH, May 2001)
4. Arrangement o grouting equipmentThe arrangement o grouting equipment shall provide a return line rom the header back to the mixer or holdover
tank. This permits continuous circulation o the grout. The grout pressure shall be controlled at the header or at
the end o the return line.
The hose between the takeo at the grout supply line to the header at the hole shall not be longer than 15 eet.
Grouting several holes simultaneously rom the same grout pump (multiple header arrangement) is not permitted.
Each hole shall be equipped with a shuto valve below the hand coupling union. This permits shuto at reusal
pressure and removal o the header to another hole while still maintaining pressure in the completed hole.
The header arrangement shall include a blowo valve and a control valve used to check hole back pressure be-
ore header removal. It must also have a return line valve. The header shall be connected to the supply line by a
U-shaped pipe arrangement or other ashion that prevents allout o solids into the hole rom the bypassing grout
during low rates o grout acceptance.
5. Communications A suitable voice communications system between individuals at the pump units and the holes shall be maintained
by the contractor.
6. Grout mixturesComposition—Grout shall consist o a mixture o portland cement, water, sand, bulk ller, and additives, as speci-
ed. Grout mixes and sequences o changes in mix ratio or composition shall be as specied in section 13 o this
specication or as approved by the engineer.
Mix ratios—Grout mix ratios are expressed in cubic eet o water to a bag o cement. Bulk llers are expressed in
cubic eet to a bag o cement. Other additives are expressed in percent to a bag o cement and measured in pounds,
gallons, or pints.
7. Grout caps and concrete slabsConcrete or grout caps and slabs, i required, shall be placed as shown on the drawings. The concrete shall be a
workable mixture o portland cement, ne and coarse aggregates, and water, containing not less than 6 bags o ce-
ment per cubic yard o concrete, and not more than 6 gallons o water per bag o cement, including the ree mois-
ture o the aggregates.
Portland cement shall conorm to the requirements o Material Specication 531 or the type specied. Aggregates
shall consist o sound and durable particles and shall conorm to the limitations or deleterious substances and
the grading requirements o ASTM Specication C 33. Coarse aggregates shall be size 7, 67, 57, or 467 as dened in
ASTM Specication C 33.
Batching, mixing, and placing shall be conducted in a manner that produces a uniorm, well-graded, and dense
concrete.
When ready-mixed concrete is urnished, the contractor shall urnish the engineer a delivery ticket showing thetime o loading and the quantities o materials used or each load o concrete. Concrete shall be placed within 1.5
hours ater introduction o the cement to the aggregates or within 45 minutes when the temperature o the con-
crete is 85 degrees Fahrenheit or greater.
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14–4 (210–VI–NEH, May 2001)
Suraces against which concrete is to be placed shall be cleaned o all soil, loose rock, and other loose material and
shall be moist when the concrete is placed.
Concrete shall be placed only when the engineer is present.
The concrete shall be prevented rom drying or a curing period o at least 5 days ater it is placed. Exposed surac-
es shall be kept continuously moist or the entire period, or shall be coated with an acceptable curing compound as
soon as ree water has disappeared.
8. Drilling overburdenUnless otherwise specied, holes drilled through overburden shall be cased with steel. Casings shall be removed a-
ter completion o the grouting operations unless otherwise approved by the engineer. Holes in overburden shall be
backlled with grout or a sand-cement mixture or by tamping soil into the holes to approximately the bulk density
o the surrounding overburden, unless otherwise specied in Section 18 o this specication.
9. Drilling rock The location, inclination, and depth o holes shall be as shown on the drawings or as directed by the engineer.
Rod dope, grease, and other solid or liquid lubricants are not permitted.
The contractor shall perorm such exploratory drilling as may be required to determine the condition o the rock
beore grouting and the eectiveness o the grouting operation as the work progresses. All exploratory holes shall
be cored and shall be pressure tested when directed by the engineer. Exploratory holes shall be drilled with an N-
size core barrel as specied in section 3 o this specication. Rock core samples shall be careully placed in correct
sequence in labeled core boxes urnished by the contractor. The contractor shall transport the core boxes to the
location designated in section 18 o this specication.
Unless otherwise specied, grout holes shall have a diameter not less than 2 15/16 inches (NX).
10. Washing grout holesWhen authorized by the engineer and prior to grout injection, grout holes shall be washed with water and air to
remove mud, drill cuttings, and other materials that will interere with the grout take o the hole. Grout holes to be
washed and the sequence o washing shall be approved by the engineer. Washing under pressure using packers or
pressure testing shall be perormed when specied. Washing time or each hole shall be approved by the engineer.
I mud is moved into a hole by grouting nearby holes ater the hole has been washed, the mud will be removed by
rewashing the hole.
The air and water pressure will be adjusted to provide the maximum cleaning condition or the holes as determined
by the engineer. Water and air shall be introduced simultaneously under pressure and at the same elevation in the
hole. The water pump shall be capable o producing 200 gpm o water at a minimum o 100 pounds per square inch.
The air supply shall be capable o urnishing a minimum o 200 cubic eet per minute at 100 pounds per square inch.
Unless approved by the engineer, no holes within 100 eet o a previously grouted hole shall be washed unless the
grout has been placed or at least 48 hours.
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14–5(210–VI–NEH, May 2001)
11. Pressure testingIn holes to be pressure tested, the packer or packers shall be set at intervals as directed by the engineer. Each inter-
val shall be tested at water pressures up to the specied design grouting pressure or that interval, unless otherwise
directed by the engineer. Pressures exceeding the specied design pressures shall not be applied unless specically
authorized by the engineer.
The fow shall be read at 1 minute intervals. The test is completed when the rate o take is steady or at least 3
consecutive minutes at the maximum pressure or the section being tested. The fow readings shall be recorded on
a orm supplied by or approved by the NRCS.
Pressure test equipment shall be calibrated at the site to determine the pressure loss in the equipment at various
fow rates and test depths. Pressure tests and calibration o pressure test equipment shall be perormed in the pres-
ence o the engineer.
12. Packer and stage groutingFor packer grouting, the holes shall be drilled to the total depths and shall be grouted in lits starting at the bottom.
I the drill water is lost completely, the hole shall be grouted at that depth and drilling continued not less than 24
hours ater grouting. The packer lits and related pressures shall be as specied except as otherwise directed by
the engineer.
I stage grouting becomes necessary, it shall be perormed in successive depth intervals (stages) in each hole begin-ning at the rock surace and progressing to the deeper stages. All o the holes in a specied area shall be drilled and
grouted in each stage beore grouting o the succeeding stage is begun. The stages and the grouting pressures or
each stage shall be as specied unless otherwise directed by the engineer.
Each stage o a hole shall be washed with water and air simultaneously and immediately beore grouting. Washing
under pressure or pressure testing shall be perormed as specied in section 10 o this specication.
13. Grout injectionThe pumping rate shall not exceed 3 cubic eet per minute unless otherwise approved by the engineer. Grout pres-
sures shall be as specied in section 18 o this specication, but shall not exceed the reusal pressures shown as
ollows:
Grout reusal pressures or mix ratios
Rock cover - - - - - - - Gauge pressure at collar in PSI or the mix ratios (by volume) - - - - - - -
(t) 1:1:2 1:1:1 1:1:3/5 1:1 W:C 2:1 3:1 5:1 water
5 1 1 1 1 1 1 2 3
10 1 1 2 2 3 3 4 5
20 1 2 3 5 7 8 9 10
40 8 12 14 17 21 23 26 30
60 22 26 28 34 40 43 46 52
80 36 41 44 52 60 64 68 75
100 50 56 60 70 80 84 90 99
Notes: (1) 1:1:3/5 = 5 water : 5 cement : 3 sand
(2) Overburden counts as 50% rock cover (10 eet o overburden = 5 eet o rock cover)
(3) For depths and mix ratios other than those shown, linear interpolation shall be made to determine maximum pressure.
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14–6 (210–VI–NEH, May 2001)
Grouting, particularly in zones near the surace, shall be accomplished with extreme caution to prevent uplit o
the rock or excessive leakage at the surace.
The contractor shall caulk surace cracks that allow excessive loss o grout. Cracks may be caulked by mechanical
means or with ast setting mortar. I necessary, grouting shall be temporarily suspended or the pressure shall be
reduced to permit the caulking o leaks. Accelerators may be added to the grout or the same purpose i approved
by the engineer.
I grout injected into one hole appears in adjacent holes, the interconnected holes shall be plugged temporarilywith packers set just above the level at which the grout is entering. Holes grouted by interconnection shall be split
spaced.
The quantity o grout prepared in advance shall be kept to a minimum. Grout that has remained in the mixer or
holdover tank with or without agitation or more than an hour shall be discarded.
Grout temperatures shall be no lower than 50 degrees Fahrenheit. The grouted soil, rock, or concrete shall be no
colder than 40 degrees Fahrenheit when grout is injected and or at least 48 hours thereater. Insulation or heat
shall be applied to the surace or 24 hours beore grouting and 48 hours ater i required to keep the soil, rock, or
concrete above the minimum required temperature.
When the hole shows signs o reusal, a thinner mix shall be used to prevent or remove clogging.
A hole shall be considered grouted when the grout take at the design pressure is less than 1 cubic oot o grout in
10 minutes.
I a hole continues to accept grout ater a specied amount o the thickest workable grout mixture has been inject-
ed, the engineer may speciy a reduced pump speed and/or the use o accelerators, or may direct that the pumping
be halted temporarily to permit the grout to set. In which case, the hole shall be fushed with about 5 to 8 cubic eet
o water and rested or at least 4 hours.
Grouting shall be discontinued in holes that do not respond to the above procedure. The holes shall be redrilled
and regrouted later, or the area o high grout absorption shall be grouted rom adjacent holes until the design ob-
jective has been achieved.
14. Grouting procedureThe procedures and grout mixes described below are general guidelines and may be altered in the eld by the engi-
neer to suit the conditions encountered and to meet the design objectives.
Unless on-the-site experience indicates otherwise and in lieu o pressure testing, each stage or lit o a hole to be
grouted shall be started with about 15 cubic eet (three batches) o water:cement mix to be no thinner than 5:1
(w:c), by volume, unless otherwise specied in section 18 o this specication.
I the hole continues to take grout at a pumping rate not to exceed 3 cubic eet per minute and at a pressure equal
to or less than specied as reusal pressure, the mix ratio shall be changed to 3:1 (w:c). I the majority o the holes
accept the 3:1 without signs o slowdown in the rate o take, holes in that stage or location may be started with a
3:1 instead o the 5:1 mix. A change to a dierent location or stage may require a return to the 5:1 starter mix.
Grout mixes shall be thickened rom 5:1 to 3:1 to 2:1 to 1:1 ater which sand and/or fy ash shall be added to the mix
in a graduated manner (5:5:1S, 5:5:2S, …). The water-cement ratio shall not be less than one.
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14–7(210–VI–NEH, May 2001)
15. RecordsUnless otherwise specied, the contractor shall keep drilling logs and complete records o all grouting operations.
These records include time logs o grout mixes and admixtures used in each stage or lit or each hole, related pres-
sures and pumping rates, back-pressures, and observations on excessive leakage and other nonroutine conditions.
The drilling log shall include date, hole location, depth o rock, and depths to various rock eatures. Rock eatures
shall be described as hard, sot, weathered, cracks, or cavities. The contractor quality control activities are outlined
in Construction Specication 94, when applicable.
Unless otherwise specied, the contractor shall cooperate in providing all inormation related to drilling and grout-ing activities required by the contract.
Unless otherwise specied, one copy o the records shall be provided the engineer at the completion o each shit.
16. Cleanup Ater grouting is completed, the contractor shall remove the grouting plant and all related parts, equipment, and
supplies rom the site. The cleanup includes unused materials and waste.
17. Measurement and paymentFor items o work or which specic unit prices or lump sum prices are established in the contract, measurement
and payment or pressure grouting is made as described below. Such payment will constitute ull compensation or
all labor, materials, equipment, and all other items necessary and incidental to the completion o the work.
Mobilization—Payment or mobilization is made at the contract lump sum price. Such payment will include
compensation or moving grouting equipment and supplies to the site o the work, assembling the plant at the site,
moving on the site as work progresses, and removal rom the site upon completion o the work. Sixty percent o
the lump sum price will be paid when the plant is assembled at the site and grouting work is begun. The remaining
40 percent will be paid ater the work is completed, the plant is removed rom the site, and cleanup is complete.
Drilling overburden—Drilling overburden is measured by determining to the nearest oot the total linear eet o
accepted hole drilled in the overburden. Payment or drilling overburden is made at the contract unit price, which
will include compensation or placing and removing casings.
Drilling rock—Drilling rock is measured by determining to the nearest oot the total linear eet o accepted holeo each size drilled in rock without coring. Payment or drilling rock is made at the contract unit price or each size
o hole.
Coring rock—Coring rock is measured by determining to the nearest oot the total linear eet o accepted hole o
each size cored in rock. Payment or coring rock is made at the contract unit price or each core size, which will
include compensation or urnishing and handling the core boxes, storing cores, and recording observations as
specied.
Pressure tests—Pressure testing is measured by determining the total time to the nearest quarter hour that pres-
sure is applied to the holes in making the required tests. A quarter hour will be added or setting up equipment or
each testing period. No extra payment will be made or calibrating pressure test equipment. Payment or pressure
tests is made at the contract unit price.
Washing grout holes—Measurement or payment is determined by the total time, to the nearest one-tenth hour,
that water is actually applied to the hole. No extra payment will be made or setting up equipment. Payment or
washing grout holes is made at the contract unit price.
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14–8 (210–VI–NEH, May 2001)
Connections to grout holes—Connections to grout holes are measured by determining the number o connec-
tions made o the grout supply hose to the holes to be grouted. The number o connections or payment will not
exceed one per hole or packer grouting or one or each stage or stage grouting. The exception is i grouting is
interrupted to permit the grout to set, then one additional connection will be measured or payment each time
grouting at the same elevation in the same hole is resumed. Payment or connections to grout holes is made at the
contract unit price.
Placing grout—Grout placed is measured to the nearest cubic oot by counting the number o batches o each
grout mixture injected in the holes as specied and multiplying by the number o cubic eet per batch. The numbero cubic eet per batch or each grout mixture is determined as the average o the measured volumes o at least
three batches o the mixture, or it is calculated as the sum o the absolute volumes o water, cement, sand, and
bulk llers used in the mixture. Absolute volume is dened as:
weight (lb) o material
bulk speciic gravity o material × 662 4.
Admixtures shall not be considered in determining batch volume. The weight and specic gravity or sand shall be
based on saturated surace dry conditions.
Payment or placing grout is made at the contract unit price, which includes compensation or handling all materi-
als or the purpose o mixing and placing grout, sealing surace leaks, and maintaining grout records. Payment is
not made or grout lost by ailure o the contractor to caulk surace leaks or or grout otherwise wasted because o the actions o the contractor.
Cement—Cement or grout is measured on the basis o the number o bags o cement (94 lb) or equivalent weight
o bulk cement used in the grout. Cement used in concrete or capping or other purposes is not included. Payment
or cement is made at the contract unit price. Payment is not made or cement in grout wasted because o mechani-
cal ailure or the actions o the contractor.
Sand and bulk llers—Sand and bulk llers are measured by volume or equivalent weight, adjusted or moisture
content where applicable, to the nearest cubic oot o each used in the grouting operation. Payment is made at the
contract unit price or sand and each type o bulk ller specied. Payment is not made or sand or bulk ller wast-
ed because o mechanical ailure or the actions o the contractor.
Admixtures—Liquid admixtures are measured by volume to the nearest gallon. Dry admixtures are measured by
weight to the nearest pound. Payment or admixtures is made at the contract unit price or each type o admixture
specied. Payment is not made or admixtures wasted because o mechanical ailure or the actions o the contractor.
Grout caps and concrete slabs—Capping and slab concrete are measured to the nearest 0.1 cubic yard by determin-
ing the combined weights o cement, aggregates, and water used in concrete mixed and placed as specied, and
dividing by a unit weight o 4,000 pounds per cubic yard. Payment or capping concrete is made at the contract unit
price, which includes compensation or urnishing and handling all materials (including cement) and or mixing,
transporting, placing, and curing the concrete.
Subsidiary items—Compensation or any item o work described in the contract, but not listed in the bid sched-
ule is included in the payment or the item o work to which it is made subsidiary. Such items and the items to
which they are made subsidiary are identied in section 18 o this specication.
18. Items o work and construction details
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009) 21–I–1
1. ApplicabilityConstruction Specication 21 is applicable to all types
o excavation. The specication denes classes o ex-
cavation and includes special requirements or certain
types o excavation, but does not establish and dene
all types o excavation. It is intended that the types o
excavation be established on a job or project basis, as
needed.
The class o excavation denes the kind o material to
be excavated. The type denes the unctional purpose
o the excavation. Established types o excavation may
include (but are not restricted to):
• Foundationexcavationwithorwithoutstrip-
ping
• Cutoff,keyway,orcoretrenchexcavation
• Channelexcavation
• Structureexcavation
• Auxiliaryspillwayexcavation
• Abutmentshapingexcavation
• Borrowareaexcavation
Any o the established types may include excavation
o materials in any class. However, the excavation o
a given class o material may be more dicult in one
type o excavation than in another. These actors must
be careully considered as a basis or establishing
types o excavation to be designated on the drawings
and listed in the bid schedule.
For projects involving considerable quantities o ex-
cavation o dierent classes o material under condi-
tions that vary in dierent part o the works, bids must
be asked, and payments made, on the basis o bothtype and class o excavation. For such projects, the
bid schedule must be set up in terms o both type and
class o excavation (or example: channel excavation,
common; and channel excavation, rock).
Instructions or use
Construction Specifcations 21—Excavation
For projects involving only one type o excavation and
or projects involving small quantities o excavation, it
may be sucient to include only the classes o excava-
tion in the bid schedule.
2. Material specifcationsNo material specications complement Construction
Specication 21, Excavation.
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. The horizontal and vertical extent o each type
o excavation. Indicate the vertical extent as
approximate where the exact depth required is
not known.
b. Designation and denition o types o excava-
tion.
c. Excavation pay limits when method 1, section
9, is used.
d. Surace nish requirements, such as grading
tolerances. This may be especially important at
the crest o an auxiliary spillway.
e. The location and limits o all borrow areas.
Outline all surace grading requirements ollow-
ing completion o borrow material utilization.
. The location and limits o all waste areas.
When borrow areas serve also as waste areas,
coordination o construction activities may be
important.
g. Boring logs and test pit logs pertinent to all ar-
eas to be excavated. In addition to descriptions
o materials, logs must also include water tableelevations and dates o observation , where
applicable. For purposes o the construction
drawings, no indications o correlation o ma-
terials between logs shall be shown. Interpreta-
tion o materials is to be avoided and let to the
contractor or determination.
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009)21–I–2
h. Existing access and haul roads.
i. Special requirements or dewatering and keep-
ing the excavation dry, with cross reerenceto Construction Specication 11, Removal o
Water, where applicable.
j. Special requirements or control o blasting,
including written plans and approvals, i appli-
cable.
k. Special requirements or control o erosion,
water pollution, and air pollution, with cross
reerence to Construction Specication 5, Pol-
lution Control, as applicable.
l. Requirements or control o the size gradation
o excavated rock where necessary to obtainmaterial o a particular gradation or rock ll or
riprap.
m. Methods o measurement and payment, i the
standard specication includes more than one
method.
n. Requirements or concrete to ll voids rom
overexcavation (reer to Construction Speci-
cation 31, Concrete or Major Structures, or 32,
Structure Concrete) i requirements in section
8 are not adequate.
4. MethodsSection 4, Use o excavated materials Method 1—Intended or use when the quality, condi-
tion, and relative location o signicant quantities o
the materials to be excavated are known to be suited
to the economic construction o the required earthlls
and earth backlls, and particularly where alternate
sources o material are less desirable or do not exist.
Method 2—Intended or use when the known data
indicate that the use o alternate sources o earthll
materials may result in more economical construction
o the required earthlls and earth backlls.
Section 5, Disposal o waste materials Method 1—Intended or use when areas or wasting
unsuitable and/or excess materials are available at thesite, when the waste ll will benecially supplement
the unction o the permanent works, or i no known
market is available or such waste materials as may be
produced.
Method 2—Intended or use when areas or wasting
unsuitable and excess material are not readily avail-
able at the site or i a known market or such waste
materials is readily available.
Section 9, Measurement and payment
Note in section 10 when volume calculations otherthan the average cross-sectional end area method are
used and describe the applicable method. Example: In
lieu o computing excavation volumes by the method
o average cross-sectional end areas, the volume may
be computed by the prismoidal ormula method with
the assistance o computer aided design program.
Method 1—Intended or excavations where the pay
limits can best be dened on the drawings.
Method 2—Intended or excavations bounded by
simple plane suraces and constant or gradually vary-
ing cross section throughout.
Method 3—Intended or excavations where the lower
limits are determinable only by examination o the ma-
terials encountered and where the lower limits have
been designated on the drawings as approximate or to
be determined by the engineer during construction.
Method 4—Intended or structure excavation bound-
ed by airly simple plane suraces where pay limits are
not shown on the drawings.
When specications are prepared using electronic pro-
cedures and all methods but one are deleted or use in
a contract specication, delete rom the last paragraph
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National Standard Construction
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Chapter 2
(210–VI–NEH, January 2009) 21–I–3
All Methods—The ollowing provisions apply to
all methods o measurement and payment. Let
justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 21–4, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009)21–I–4
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(210–VI–NEH, May 2001) 21–1
1. ScopeThe work shall consist o the excavation required by the drawings and specications and disposal o the excavated
materials.
2. ClassifcationExcavation is classied as common excavation, rock excavation, or unclassied excavation in accordance with the
ollowing denitions or is designated as unclassied.
Common excavation is dened as the excavation o all materials that can be excavated, transported, and unloaded
using heavy ripping equipment and wheel tractor-scrapers with pusher tractors or that can be excavated and
dumped into place or loaded onto hauling equipment by excavators having a rated capacity o one cubic yard or
larger and equipped with attachments (shovel, bucket, backhoe, dragline, or clam shell) appropriate to the material
type, character, and nature o the materials.
Rock excavation is dened as the excavation o all hard, compacted, or cemented materials that require blasting
or the use o ripping and excavating equipment larger than dened or common excavation. The excavation and
removal o isolated boulders or rock ragments larger than 1 cubic yard encountered in materials otherwise con-
orming to the denition o common excavation shall be classied as rock excavation. The presence o isolatedboulders or rock ragments larger than 1 cubic yard is not in itsel sucient cause to change the classication o
the surrounding material.
For the purpose o these classications, the ollowing denitions shall apply:
Heavy ripping equipment is a rear-mounted, heavy duty, single-tooth, ripping attachment mounted on a track type
tractor having a power rating o at least 250 fywheel horsepower unless otherwise specied in section 10.
Wheel tractor-scraper is a sel-loading (not elevating) and unloading scraper having a struck bowl capacity o at
least 12 cubic yards.
Pusher tractor is a track type tractor having a power rating o at least 250 fywheel horsepower equipped with ap-
propriate attachments.
Unclassied excavation is dened as the excavation o all materials encountered, including rock materials, regard-
less o their nature or the manner in which they are removed.
3. Unclassifed excavationExcavation designated as unclassifed excavation shall include all materials encountered regardless o their nature
or the manner in which they are removed. When excavation is unclassied, none o the denitions or classications
stated in Section 2, Classication, shall apply.
4. Blasting
The transportation, handling, storage, and use o dynamite and other explosives shall be directed and supervisedby a person(s) o proven experience and ability who is authorized and qualied to conduct blasting operations.
Blasting shall be done in a manner as to prevent damage to the work or unnecessary racturing o the underlying
rock materials and shall conorm to any special requirements in section 10 o this specication. When specied in
section 10, the contractor shall urnish the engineer, in writing, a blasting plan beore blasting operations begin.
Construction Speciication 21—Excavation
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21–2 (210–VI–NEH, May 2001)
5. Use o excavated material Method 1—To the extent they are needed, all suitable material rom the specied excavations shall be used in the
construction o required permanent earthll or rockll. The suitability o material or specic purposes is deter-
mined by the engineer. The contractor shall not waste or otherwise dispose o suitable excavated material.
Method 2—Suitable material rom the specied excavations may be used in the construction o required earthll or
rockll. The suitability o material or specic purposes is determined by the engineer.
6. Disposal o waste materials Method 1—All surplus or unsuitable excavated materials are designated as waste and shall be disposed o at the
locations shown on the drawings.
Method 2—All surplus or unsuitable excavated materials are designated as waste and shall be disposed o by the
contractor at sites o his own choosing away rom the site o the work. The disposal shall be in an environmentally
acceptable manner that does not violate local rules and regulations.
7. Excavation limitsExcavations shall comply with OSHA Construction Industry Standards (29CFR Part 1926) Subpart P, Excavations,
Trenching, and Shoring. All excavations shall be completed and maintained in a sae and stable condition through-
out the total construction phase. Structure and trench excavations shall be completed to the specied elevations
and to the length and width required to saely install, adjust, and remove any orms, bracing, or supports necessary
or the installation o the work. Excavations outside the lines and limits shown on the drawings or specied herein
required to meet saety requirements shall be the responsibility o the contractor in constructing and maintaining a
sae and stable excavation.
8. Borrow excavationWhen the quantities o suitable material obtained rom specied excavations are insucient to construct the speci-
ed earthlls and earth backlls, additional material shall be obtained rom the designated borrow areas. The
extent and depth o borrow pits within the limits o the designated borrow areas shall be as specied in section 10
or as approved by the engineer.
Borrow pits shall be excavated and nally dressed to blend with the existing topography and sloped to prevent
ponding and to provide drainage.
9. OverexcavationExcavation in rock beyond the specied lines and grades shall be corrected by lling the resulting voids with
portland cement concrete made o materials and mix proportions approved by the engineer. Concrete that will be
exposed to the atmosphere when construction is completed shall meet the requirements o concrete selected or
use under Construction Specication 31, Concrete or Major Structures, or 32, Structure Concrete, as appropriate.
Concrete that will be permanently covered shall contain not less than ve bags o cement per cubic yard. The con-
crete shall be placed and cured as specied by the engineer.
Excavation in earth beyond the specied lines and grades shall be corrected by lling the resulting voids with ap-
proved, compacted earthll. The exception to this is that i the earth is to become the subgrade or riprap, rockll,sand or gravel bedding, or drainll, the voids may be lled with material conorming to the specications or the
riprap, rockll, bedding, or drainll. Beore correcting an overexcavation condition, the contractor shall review the
planned corrective action with the engineer and obtain approval o the corrective measures.
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21–3(210–VI–NEH, May 2001)
9. Measurement and paymentFor items o work or which specic unit prices are established in the contract, the volume o each type and class
o excavation within the specied pay limits is measured and computed to the nearest cubic yard by the method o
average cross-sectional end areas or by methods outlined in section 10 o this specication. Regardless o quanti-
ties excavated, the measurement or payment is made to the specied pay limits except that excavation outside the
specied lines and grades directed by the engineer to remove unsuitable material is included. Excavation required
because unsuitable conditions result rom the contractor's improper construction operations, as determined by the
engineer, is not included or measurement and payment.
Method 1—The pay limits shall be as designated on the drawings.
Method 2—The pay limits shall be dened as ollows:
a. The upper limit shall be the original ground surace as it existed beore the start o construction operations
except that where excavation is perormed within areas designated or previous excavation or earthll, the
upper limit shall be the modied ground surace resulting rom the specied previous excavation or earth-
ll.
b. The lower and lateral limits shall be the neat lines and grades shown on the drawings.
Method 3 —The pay limits shall be dened as ollows:
a. The upper limit shall be the original ground surace as it existed beore the start o construction operations
except that where excavation is perormed within areas designated or previous excavation or earthll, the
upper limit shall be the modied ground surace resulting rom the specied previous excavation or earth-
ll.
b. The lower and lateral limits shall be the true surace o the completed excavation as directed by the engi-
neer.
Method 4—The pay limits shall be dened as ollows:
a. The upper limit shall be the original ground surace as it existed beore the start o construction operations
except that where excavation is perormed within areas designated or previous excavation or earthll, the
upper limit shall be the modied ground surace resulting rom the specied previous excavation or earth-
ll.
b. The lower limit shall be at the bottom surace o the proposed structure.
c. The lateral limits shall be 18 inches outside o the outside surace o the proposed structure or shall be verti-
cal planes 18 inches outside o and parallel to the ootings, whichever gives the larger pay quantity, except
as provided in d below.
d. For trapezoidal channel linings or similar structures that are to be supported upon the sides o the excava-
tion without intervening orms, the lateral limits shall be at the underside o the proposed lining or struc-
ture.
e. For the purposes o the denitions in b, c, and d, above, any specied bedding or drainll directly beneath
or beside the structure will be considered to be a part o the structure.
All methods—The ollowing provisions apply to all methods o measurement and payment.
Payment or each type and class o excavation is made at the contract unit price or that type and class o excava-
tion. Such payment will constitute ull compensation or all labor, materials, equipment, and all other items neces-
sary and incidental to the perormance o the work except that extra payment or backlling overexcavation will
be made in accordance with the ollowing provisions.
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21–4 (210–VI–NEH, May 2001)
Payment or backlling overexcavation, as specied in section 8 o this specication, is made only i the excavation
outside specied lines and grades is directed by the engineer to remove unsuitable material and i the unsuitable
condition is not a result o the contractor's improper construction operations as determined by the engineer.
Compensation or any item o work described in the contract, but not listed in the bid schedule is included in the
payment or the item o work to which it is made subsidiary. Such items and the items to which they are made sub-
sidiary are identied in section 10 o this specication.
10. Items o work and construction details
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Chapter 2
(210–VI–NEH, January 2009) 23–I–1
1. ApplicabilityConstruction Specication 23 is applicable to all types
o earthll including ll sections constructed o rocky
soils and embankments constructed o sot or riable
rock that is expected to break down during compac-
tion.
2. Material specifcationsNo material specications complement Construction
Specication 23.
3. Included itemsItems to be included in the contract specications and
drawings
a. Complete plans and cross sections o the re-
quired earthlls and earth backlls.
b. Pay limits, where applicable.
c. Borrow areas or other sources o material.
d. Designation and description o the types o ma-
terial required in the various parts o the work.
e. Maximum allowable size o rock particles.
. Special requirements or oundation prepara-
tion.
g. Maximum layer thickness beore compac-
tion or earthll. (Table A-23 may be used as
a guide. This table gives upper limits or the
general classes o material listed. The speci-
ed maximum layer thickness may need to be
substantially less than the tabulated value to
obtain adequate compaction.)
h. Maximum layer thickness beore compaction
or earth backll by manually directed power
tampers. (The maximum thickness that can beadequately compacted depends upon the tam-
pers and upon the soil being placed. It varies
rom about 4 inches or plastic clays to about 8
inches or coarse grained material o low plas-
ticity.)
Instructions or use
Construction Specifcations 23—Earthfll
i. Special instructions or sectional or phased
construction, where applicable.
j. Allowable range o moisture content or each
item. For example:
(1) "The moisture content o the ll matrix at
the time o compaction shall be neither less
than 2 percent below optimum moisture
content nor more than 2 percent above
optimum moisture content."
(2) "The moisture content o the ll material
shall be maintained within the limits re-quired to: (a) prevent bulking or dilatance
o the material under the action o the haul-
ing or compacting equipment, (b) prevent
the adherence o the earthll material to
the treads and tracks o the equipment, and
(c) ensure the crushing and blending o the
soil clods and aggregations into a reason-
ably homogeneous mass."
k. Compaction class or each item. (Table A-23
may be used as a guide.)
l. For Class A compaction—Compaction test
method and required percent o maximum
density. Typical compaction test results, i ap-
plicable.
m. For Class B compaction—Contact NDCSMC or
methodology or testing minimum mass density
which shall be included in section 10.
n. For Class C compaction—Type o roller, mini-
mum weight or contact pressure o roller, mini-
mum vibrating orce and requency or vibrat-
ing roller, and minimum number o passes.
o. When the amily o curves and the one-point
Proctor is the intended method or soil density
standard determination and verication, it
should be reerenced and so specied in sec-
tion 10.
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p. Special requirements, where applicable, or
placing earth backll adjacent to structures,
such as reduced compactive eort or high,thin walled structures. This may include moni-
toring stresses and wall movements and/or
speciying minimum in-place concrete strength
requirements beore the orms or other sup-
ports are removed or earth backlling com-
mences. Minimum inplace concrete strength
requirements shall be determined by the de-
signer and clearly stated.
q. Required minimum strength o concrete, de-
termined according to section 6, or starting
compaction o backll adjacent to structures, i
applicable. Use o minimum strength is encour-aged over minimum times listed in section 6.
r. Methods o measurement and payment.
s. Embedded structures or other elements whose
volume will be excluded rom the earthll
volume or payment. Major items may be listed
or exclusion. The cost o measuring, comput-
ing, checking, recordkeeping, and other similar
activities must clearly justiy the exclusion.
t. Special requirements pertaining to urnishing
and applying water including designated source
and details o ownership and water rights, i
applicable, and water quality requirements i
quality may be a concern.
u. Special requirements or control o erosion,
water pollution, and air pollution, with appro-
priate cross reerence to Construction Speci-
cation 5, Pollution Control.
v. Surace nish requirements, such as completed
surace grade tolerances.
4. MethodsSection 9, Measurement and payment
Method 1—Intended or structure earth backll andother cases where pay limits can best be shown on the
drawings.
The selected methods or pay limits must be compat-
ible with those selected or use in Construction Speci-
cation 21, Excavation.
Methods 6 or 7 must be used with any or all methods 1
through 5.
a. Method 6 is intended or use when no separate
payment is to be made or water.
b. Method 7 is intended or use with Construction
Specication 10, Water or Construction, when
the contractor is to be paid under a separate
item or the water needed to bring the earthll
and earth backll materials to the specied
moisture content.
When specications are prepared using electronic pro-
cedures and all methods but one are deleted or use in
a contract specication, delete rom the last paragraph
All Methods—The ollowing provisions apply to
all methods o measurement and payment. Let
justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 23–5, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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Specications
Chapter 2
(210–VI–NEH, January 2009) 23–I–3
Table A–23 Compaction class
Grading characteristics o soil llmaterial
% > no. 4
Appropriatecompaction
classes
– – – – – – – – – – – – – Maximum layer thickness – – – – – – – – – – – – –(beore compaction)
% nes
(passing #200)
tamping
roller
(in)
pneum.
roller
(in)
vibrating
roller
(in)
40,000 lb
track trctr
(in)
Over 5 A 9 9 – – – – – –
0 – 35
Under 5 A
B, C
9
– – –
12
18
24
30
– – –
12
– – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – –
25 – 50 A
B, C
9
9
12
18
24
24
– – –
– – –35 – 65 5 – 25 A
B, C
– – –
– – –
12
18
24
24
– – –
– – –
Under 5 B, C – – – 24 24 18
– – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – – –
Over 5 B, C – – – 18 24 – – –
Over 65
Under 5 B, C – – – 24 24 18
Note: Tabulated values are upper limits. Actual maximum layer thickness or uniorm compaction o a given soil material may be substan-
tially lower. Maximum size o rock or rock ragments should not exceed two-thirds o the layer thickness prior to compaction. Soil plasticity
should be a consideration.
For weathered or weakly indurated rock materials:
For material, such as shales, schists, disintegrated granite, sot sandstone, and siltstone, the appropriate compaction classes depend upon the
degree o breakdown under the action o the excavating and compacting equipment. The maximum layer thickness beore compaction must be
determined on the basis o special laboratory tests or eld compaction tests, or both. Field test lls should be considered to determine the least
eort required to meet minimum density requirements.
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National Standard Construction
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Chapter 2
(210–VI–NEH, January 2009)23–I–4
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23–1(210–VI–NEH, January 2009)
1. ScopeThe work consists o the construction o earth embankments, other earthlls, and earth backlls required by the
drawings and specications.
Earthll is composed o natural earth materials that can be placed and compacted by construction equipment oper-
ated in a conventional manner.
Earth backll is composed o natural earth material placed and compacted in conned spaces or adjacent to struc-
tures (including pipes) by hand tamping, manually directed power tampers or vibrating plates, or their equivalent.
2. Material All ll material shall be obtained rom required excavations and designated borrow areas. The selection, blending,
routing, and disposition o material in the various lls shall be subject to approval by the engineer.
Fill materials shall contain no rozen soil, sod, brush, roots, or other perishable material. Rock particles larger than
the maximum size specied or each type o ll shall be removed prior to compaction o the ll.
The types o material used in the various lls shall be as listed and described in the specications and drawings.
3. Foundation preparationFoundations or earthll shall be stripped to remove vegetation and other unsuitable material or shall be excavated
as specied.
Except as otherwise specied, earth oundation suraces shall be graded to remove surace irregularities and shall
be scaried parallel to the axis o the ll or otherwise acceptably scored and loosened to a minimum depth o 2
inches. The moisture content o the loosened material shall be controlled as specied or the earthll, and the
surace material o the oundation shall be compacted and bonded with the rst layer o earthll as specied or
subsequent layers o earthll.
Earth abutment suraces shall be ree o loose, uncompacted earth in excess o 2 inches in depth normal to the
slope and shall be at such a moisture content that the earthll can be compacted against them to produce a goodbond between the ll and the abutments.
Rock oundation and abutment suraces shall be cleared o all loose material by hand or other eective means and
shall be ree o standing water when ll is placed upon them. Occasional rock outcrops in earth oundations or
earthll, except in dams and other structures designed to restrain the movement o water, shall not require special
treatment i they do not interere with compaction o the oundation and initial layers o the ll or the bond be-
tween the oundation and the ll.
Foundation and abutment suraces shall be no steeper than one horizontal to one vertical unless otherwise speci-
ed. Test pits or other cavities shall be lled with compacted earthll conorming to the specications or the earth-
ll to be placed upon the oundation.
Construction Speciication 23—Earthill
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23–2 (210–VI–NEH, January 2009)
4. PlacementEarthll shall not be placed until the required excavation and oundation preparation have been completed and the
oundation has been inspected and approved by the engineer. Earthll shall not be placed upon a rozen surace
nor shall snow, ice, or rozen material be incorporated in the earthll matrix.
Earthll shall be placed in approximately horizontal layers. The thickness o each layer beore compaction shall
not exceed the maximum thickness specied in section 10 or shown on the drawings. Materials placed by dumping
in piles or windrows shall be spread uniormly to not more than the specied thickness beore being compacted.
Hand compacted earth backll shall be placed in layers whose thickness beore compaction does not exceed the
maximum thickness specied or layers o earth backll compacted by manually directed power tampers.
Earth backll shall be placed in a manner that prevents damage to the structures and allows the structures to as-
sume the loads rom the earth backll gradually and uniormly. The height o the earth backll adjacent to a struc-
ture shall be increased at approximately the same rate on all sides o the structure.
Earthll and earth backll in dams, levees, and other structures designed to restrain the movement o water shall
be placed to meet the ollowing additional requirements:
(a) The distribution o materials throughout each zone shall be essentially uniorm, and the earthll shall be
ree rom lenses, pockets, streaks, or layers o material diering substantially in texture, moisture con-
tent, or gradation rom the surrounding material. Zone earthlls shall be constructed concurrently unless
otherwise specied.
(b) The surace o each layer shall be scaried parallel to the axis o the ll to a depth o not less than 2
inches beore the next layer is placed.
(c) The top surace o embankments shall be maintained approximately level during construction with two
exceptions: A crown or cross-slope o about 2 percent shall be maintained to ensure eective drainage,
or as otherwise specied or drainll or sectional zones.
(d) Dam embankments shall be constructed in continuous layers rom abutment to abutment except where
openings to acilitate construction or to allow the passage o streamfow during construction are speci-
cally authorized in the contract.
(e) Embankments built at dierent levels as described under (c) or (d) above shall be constructed so that
the slope o the bonding suraces between embankment in place and embankment to be placed is notsteeper than 3 eet horizontal to 1 oot vertical. The bonding surace o the embankment in place shall be
stripped o all material not meeting the requirements o this specication and shall be scaried, moist-
ened, and recompacted when the new earthll is placed against it. This ensures a good bond with the
new earthll and obtains the specied moisture content and density at the contact o the inplace and new
earthlls.
5. Control o moisture contentDuring placement and compaction o earthll and earth backll, the moisture content o the material being placed
shall be maintained within the specied range.
The application o water to the earthll material shall be accomplished at the borrow areas insoar as practicable.
Water may be applied by sprinkling the material ater placement on the earthll, i necessary. Uniorm moisture
distribution shall be obtained by disking.
Material that is too wet when deposited on the earthll shall either be removed or be dried to the specied mois-
ture content prior to compaction.
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23–3(210–VI–NEH, January 2009)
I the top surace o the preceding layer o compacted earthll or a oundation or abutment surace in the zone o
contact with the earthll becomes too dry to permit suitable bond, it shall either be removed or scaried and moist-
ened by sprinkling to an acceptable moisture content beore placement o the next layer o earthll.
6. CompactionEarthll—Earthll shall be compacted according to the ollowing requirements or the class o compaction speci-
ed:
Class A compaction—Each layer o earthll shall be compacted as necessary to provide the density o the
earthll matrix not less than the minimum density specied in Section 10 or identied on the drawings. The
earthll matrix is dened as the portion o the earthll material ner than the maximum particle size allowed
in the reerence compaction test method specied (ASTM D698 or ASTM D1557).
Class B compaction—Each layer o earthll shall be compacted to a mass density not less than the mini-
mum density specied.
Class C compaction—Each layer o earthll shall be compacted by the specied number o passes o the
type and weight o roller or other equipment specied or by an approved equivalent method. Each pass shall
consist o at least one passage o the roller wheel or drum over the entire surace o the layer.
Earth backll—Earth backll adjacent to structures shall be compacted to a density equivalent to that o the sur-
rounding inplace earth material or adjacent required earthll or earth backll. Compaction shall be accomplished
by hand tamping or manually directed power tampers, plate vibrators, walk-behind, miniature, or sel-propelled
rollers. Unless otherwise specied heavy equipment including backhoe mounted power tampers or vibrating
compactors and manually directed vibrating rollers shall not be operated within 3 eet o any structure. Towed or
sel-propelled vibrating rollers shall not be operated within 5 eet o any structure. Compaction by means o drop
weights operating rom a crane or hoist is not permitted.
The passage o heavy equipment will not be allowed:
• Overcast-in-placeconduitswithin14-daysafterplacementoftheconcrete
• Overcradledorbeddedprecastconduitswithin7daysafterplacementoftheconcretecradleorbedding
• Overanytypeofconduituntilthebackllhasbeenplacedabovethetopsurfaceofthestructuretoaheight
equal to one-hal the clear span width o the structure or pipe or 3 eet, whichever is greater, except as may
be specied in section 10.
Compacting o earth backll adjacent to structures shall not be started until the concrete has attained the strength
specied in section 10 or this purpose. The strength is determined by compression testing o test cylinders cast
by the contractor's quality control personnel or this purpose and cured at the work site in the manner specied in
ASTM C 31 or determining when a structure may be put into service.
When the required strength o the concrete is not specied as described above, compaction o earth backll adja-
cent to structures shall not be started until the ollowing time intervals have elapsed ater placement o the con-
crete.
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23–4 (210–VI–NEH, January 2009)
Structure Time interval
(days)
Vertical or near-vertical walls with earth loading on one side only 14
Walls backlled on both sides simultaneously 7
Conduits and spillway risers, cast-in-place (with inside orms in place) 7
Conduits and spillway risers, cast-in-place (inside orms removed) 14Conduits, pre-cast, cradled 2
Conduits, pre-cast, bedded 1
Cantilever outlet bents (backlled both sides simultaneously) 3
7. Reworking or removal and replacement o deective earthfllEarthll placed at densities lower than the specied minimum density or at moisture contents outside the specied
acceptable range o moisture content or otherwise not conorming to the requirements o the specications shall
be reworked to meet the requirements or removed and replaced by acceptable earthll. The replacement earthll
and the oundation, abutment, and earthll suraces upon which it is placed shall conorm to all requirements o this specication or oundation preparation, approval, placement, moisture control, and compaction.
8. TestingDuring the course o the work, the contractor shall perorm quality control tests, as applicable, to identiy earthll
and earth backll materials; determine the reerence maximum density and optimum moisture content; and docu-
ment that the moisture content o material at the time o compaction and the density o earthll and earth backll
in place conorm to the requirements o this specication.
Determining Reerence Maximum Density and Optimum Moisture Content—For Class A compaction, the reer-
ence maximum density and optimum moisture content shall be determined in accordance with the compaction test
and method specied on the drawings or in section 10.
Documenting Specifcation Conormance—In-place densities o earthll and earth backll requiring Class A com-
paction shall be measured in accordance with ASTM D1556, D2167, D2937, or D6938. Moisture contents o earthll
and earth backll at the time o compaction shall be measured in accordance with ASTM D2216, D4643, or D6938.
Values o moisture content determined by ASTM D2216 are considered the true value o the soil moisture. Values
o moisture content determined by ASTM D4643 or D6938 shall be veried by comparison to values obtained by
ASTM D2216. Values o in-place density and moisture content determined by these tests shall be compared to the
minimum density and moisture content range specied on the drawings or in section 10.
Correction or Oversize Particles—I the materials to be used or earthll or earth backll contain more than 5
percent by dry weight o oversize rock particles (particles larger than those allowed in the specied compaction
test and method), corrections or oversize particles shall be made using the appropriate procedures explained in
ASTM D4718.
9. Measurement and paymentFor items o work or which specic unit prices are established in the contract, the volume o each type and com-
paction class o earthll and earth backll within the specied zone boundaries and pay limits is measured and
computed to the nearest cubic yard by the method o average cross-sectional end areas. Unless otherwise specied
in section 10, no deduction in volume is made or embedded items, such as, but not limited to, conduits, inlet struc-
tures, outlet structures, embankment drains, sand diaphragm and outlet, and their appurtenances.
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The pay limits shall be as dened below, with the urther provision that earthll required to ll voids resulting rom
overexcavation o the oundation, outside the specied lines and grades, will be included in the measurement or
payment only under the ollowing conditions:
• Wheresuchoverexcavationisdirectedbytheengineertoremoveunsuitablematerial,and
• Wheretheunsuitableconditionisnotaresultofthecontractor'simproperconstructionoperationsasdeter-
mined by the engineer.
Earthll beyond the specied lines and grades to backll excavation required or compliance with OSHA require-
ments will be considered subsidiary to the earthll bid item(s).
Method 1—The pay limits shall be as designated on the drawings.
Method 2—The pay limits shall be the measured surace o the oundation when approved or placement o the
earthll and the specied neat lines o the earthll surace.
Method 3—The pay limits shall be the measured surace o the oundation when approved or placement o the
earthll and the measured surace o the completed earthll.
Method 4—The pay limits shall be the specied pay limits or excavation and the specied neat lines o the earth-
ll surace.
Method 5—The pay limits shall be the specied pay limits or excavation and the measured surace o the com-
pleted earthll.
Method 6—Payment or each type and compaction class o earthll and earth backll is made at the contract unit
price or that type and compaction class o earthll. Such payment will constitute ull compensation or all labor,
material, equipment, and all other items necessary and incidental to the perormance o the work.
Method 7 —Payment or each type and compaction class o earthll and earth backll is made at the contract unit
price or that type and compaction class o earthll. Such payment will constitute ull compensation or all labor,
material, equipment, and all other items necessary and incidental to the perormance o the work except urnish-
ing, transporting, and applying water to the oundation and earthll material. Water applied to the oundation and
earthll material is measured and payment made as specied in Construction Specication 10.
All methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule is included in the payment or the item o
work to which it is made subsidiary. Such items and the items to which they are made subsidiary are identied in
section 10 o this specication.
10. Items o work and construction details
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009) 24–I–1
1. ApplicabilityConstruction Specication 24 is applicable to the
placing o drainll in all types o structure drainage
systems, such as:
a. Drainage systems installed beneath concrete
structures, lining, or pavements
b. Wall drains or concrete structures
c. Embankment drainage systems
d. Interceptor drains installed adjacent to struc-
turese. Foundation drains
2. Material specifcationsMaterial Specication 521, Aggregates or Drainll and
Filters, complements Construction Specication 24.
3. Included itemsItems to be included in contract specications and
drawings
a. The location, extent, and dimensions o each
drain.b. The grading limits o each type o drainll.
c. The allowable percentage o material (non-
plastic) passing No. 200 Sieve.
d. The source o drainll materials, when appli-
cable.
e. Specications or control o moisture i re-
quired. I water is to be added and is to be
included in a separate pay item or water, add
the statement in section 9: Water applied to
the drainll material is measured and payment
made as specied in Construction Specication10, Water or Construction.
. Class o compaction. Also speciy the weight
and number o passes o the compacting
equipment required i more than the minimum
amounts specied in Section 6. (Class A pro-
Instruction or use
Construction Specifcation 24—Drainfll
vides or control o compaction by minimum
density requirements determined by ASTM D
698 or ne grain material. Classes I, II, and III
speciy the method o compaction. Relative
density tests during construction generally
should be made in connection with the method
specications to evaluate the compaction being
accomplished and be compared to test data
outlined in ASTM D4254. Class I is intended or
use where highest densities are required, Class
II is intermediate, and Class III may be used or
wall drains in uncompacted backll or or otherapplications where strength is not important.
Speciy in section 9 the ASTM D 698 procedure
to be modied to consist o one point value or
maximum dry density determined on an oven-
dried representative sample o the drainll
material. The procedure shall be repeated three
times to obtain an average value or the one
point.
When speciying Class II compaction, note in
section 9 the method (a, b, or c) that applies.
Note also i one or more o the methods are to
be excluded.
g. Special requirements or placing drainll adja-
cent to new concrete as set orth in section 4.
4. MethodsSection 2, Material
Method 1—Intended or use in specications or
drainage systems in areas where commercial aggre-
gate is available in sucient quantity to meet project
needs.
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National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009)24–I–2
Method 2—Intended to be used in specications or
drainage systems in areas where the contractor will
need to process the material rom designated sources.
Section 8, Measurement and payment
Method 1—Intended or use when quantities are
determined rom volume measurements and payment
is made to the nearest cubic yard.
Method 2—Intended or use when quantities are de-
termined by weight and payment is by the ton.
5. Items o work and construction details
Starting at the top o page 24–3, prepare and outline job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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1. ScopeThe work consists o urnishing, placing, and compacting drainll required in the construction o structure drain-
age systems.
2. Material
Method 1—Drainll material shall conorm to the requirements o Material Specication 521, Aggregates orDrainll and Filters. A minimum o 30 days beore delivery o materials to the site, the contractor shall inorm the
engineer in writing o the source(s) rom which drainll material will be obtained. The contractor shall provide the
engineer ree access to the source(s) or the purpose o obtaining samples or testing.
Method 2—Drainll material shall be sand, gravel, or crushed stone, or mixtures thereo, obtained rom the speci-
ed sources. The material shall be selected as necessary to avoid the inclusion o organic matter, clay balls, exces-
sive ne particles, or other substances that would interere with their ree-draining properties.
3. Base preparationFoundation surace and trenches shall be clean and ree o organic matter, loose soil, oreign substance, and stand-
ing water when the drainll is placed. Earth suraces upon or against which drainll will be placed shall not be
scaried.
4. PlacementDrainll shall not be placed until the subgrade has been inspected and approved by the engineer. Drainll shall not
be placed over or around pipe or drain tile until the installation o the pipe or tile has been inspected and approved.
Drainll shall be placed uniormly in layers not to exceed 12 inches thick beore compaction. When compaction is
accomplished by manually controlled equipment, the layers shall not exceed 8 inches thick. The material shall be
placed to avoid segregation o particle sizes and to ensure the continuity and integrity o all zones. No oreign mate-
rial shall be allowed to become intermixed with or otherwise contaminate the drainll.
Trac shall not be permitted to cross over drains at random. Equipment cross-overs shall be maintained, and the
number and location o such crossovers shall be established and approved beore the beginning o drainll place-ment. Each crossover shall be cleaned o all contaminating material and shall be inspected and approved by the
engineer beore the placement o additional drainll material.
Any damage to the oundation surace or the trench sides or bottom occurring during placement o drainll shall be
repaired beore drainll placement is continued.
The upper surace o drainll constructed concurrently with adjacent zones o earthll shall be maintained at a
minimum elevation o 1 oot above the upper surace o adjacent earthll.
Drainll over and/or around pipe or drain tile shall be placed to avoid any displacement in line or grade o the pipe
or tile.
Drainll shall not be placed adjacent to structures until the concrete has attained the strength specied in section9 o this specication. The strength shall be determined by compression testing o concrete test cylinders cast
Construction Specifcation 24—Drainfll
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and eld cured at the project site in accordance with ASTM Method C 31 or determining when a structure may be
placed into service.
When the required strength o the concrete is not specied as described above, placement o drainll adjacent to
concrete structures shall not be commenced until the ollowing item intervals have elapsed ollowing placement o
the concrete:
Structure type Time interval (days)
Vertical or near-vertical wall with earth loading on one side only 14
(retaining walls and counterorts)
Walls backlled on both sides simultaneously 7
Conduits and galleries, cast-in-place
(with inside orms in place) 7
(inside orms removed) 14
Conduits, precast, cradled 2
Conduits, precast, bedded 1
Cantilever outlet bents backlled on both sides simultaneously 3
5. Control o moistureThe moisture content o drainll material shall be controlled as specied in section 9 o this specication. When
additional water is required, it shall be applied in a manner to avoid excessive wetting to adjacent earthll. Except
as specied in section 9 o this specication, control o moisture content will not be required.
6. CompactionDrainll shall be compacted according to the ollowing requirements or the class o compaction specied:
Class A compaction—For drainll materials with more than 70 percent passing the 3/4 inch sieve, each layer
o drainll shall be compacted to a minimum dry density o not less than the density specied in section 9 o this
specication as determined by ASTM D 698. For drainll materials with 70 percent or less passing the 3/4 inch
sieve, each layer o drainll shall be compacted to a relative density o not less than 70 percent as determined by
ASTM D 4254.
Class I compaction—Each layer o drainll shall be compacted by a minimum o two passes over the entire
surace with a steel-drum vibrating roller weighing at least 5 tons and exerting a vertical vibrating orce o not less
than 20,000 pounds at a minimum requency o 1,200 times per minute, or by an approved equivalent method.
Class II compaction—Each layer o drainll shall be compacted by one o the ollowing methods or by an ap-
proved equivalent method. (A pass is dened as at least one complete coverage o the roller wheel, tire, or drum
over the entire surace or each layer.)
a. A minimum o two passes over the entire surace with a pneumatic-tired roller exerting a minimum pressure
o 75 pounds per square inch.
b. A minimum o our passes over the entire surace with the track o a crawler-type tractor weighing at least
20 tons.
c. Controlled movement o the hauling equipment so that the entire surace is traversed by not less than one
tread track o the loaded hauling equipment.
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Class III compaction—No compaction will be required beyond that resulting rom the placing and spreading
operations.
When compaction other than Class III compaction is specied, material placed in trenches or other locations inac-
cessible to heavy equipment shall be compacted by manually controlled pneumatic or vibrating tampers as speci-
ed in section 9 o this specication.
Heavy equipment shall not be operated within 2 eet o any structure. Vibrating rollers shall not be operated within
5 eet o any structure. Compaction by means o drop weights operating rom cranes, hoists, or similar equipmentwill not be permitted.
7. TestingThe contractor shall conduct such tests as necessary to veriy that the drainll material and the inplace drainll
meets the specication requirements.
The engineer shall be granted access to perorm such tests as are required to veriy that the drainll materials
and the drainll in place meets the requirements o the specications. These tests are not intended to provide the
contractor with inormation needed to assure that the materials and workmanship meet the specication require-
ments. These verication tests will not relieve the contractor o the responsibility o perorming required tests or
that purpose.
8. Measurement and payment Method 1—For items o work or which specic unit prices are established in the contract, the volume o drain-
ll within the neat lines shown on the drawings are measured and computed to the nearest cubic yard. Where the
engineer directs placement o drainll outside the neat lines to replace unsuitable oundation material, the volume
o such drainll is included. The volume included is only to the extent that the unsuitable condition is not a result
o the contractor's improper construction operation in the determination o the engineer.
Payment or drainll is made at the contract unit price or each type o drainll, complete in place. Except as other-
wise specied in section 9 o this specication, such payment will constitute ull compensation or all labor, equip-
ment, material, and all other items necessary and incidental to the perormance o the work.
Method 2—For items o work or which specic unit prices are established in the contract, the quantity o drainll placed within the specied limits is computed to the nearest 0.1 ton by actual weight. Where the engineer directs
placement o drainll outside the neat lines to replace unsuitable oundation material, the weight o such drainll is
included. The weight included is only to the extent that the unsuitable condition is not a result o the contractor's
improper construction operation in the determination o the engineer.
Payment or drainll is made at the contract unit price or each type o drainll, complete in place. Except as other-
wise specied in section 9 o this specication, such payment will constitute ull compensation or all labor, equip-
ment, material, and all other items necessary and incidental to the perormance o the work.
Compensation or any item o work described in the contract, but not included in the bid schedule is included in
the payment or the item o work to which it is made subsidiary. Such items and the items to which they are made
subsidiary are identied in section 9 o this specication.
9. Items o work and construction details
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210–VI–NEH, January 2009) 25–I–1
1. ApplicabilityConstruction Specication 25 is applicable to rockll
constructed o hard, durable rock with suciently
open grading to drain reely. It does not apply to riprap
slope protection nor to earthll constructed o rocky
soils or o sot rock that is expected to break down
during compaction activities.
2. Material specifcationsNo material specications complement Construction
Specication 25.
3. Included itemsItems to be included in contract specications and
drawings
a. Complete plans and cross-sections o the
required lls. Include any required construction
tolerances measured rom the lines and grades
shown on the drawings.
b. Zoning plans, including gradation requirements
or material in each zone.
c. Specications or bedding.
d. Pay limits where applicable.
e. The source o each type o ll.
. Screening or other processing requirements.
g. Specications or wetting during placement
and compaction, i required. I water is to be
added and is to be included in the separate
pay item or water, add the statement: Water
applied to the fll material will be measured
and payment will be made as specifed in
Construction Specifcation 10, Water or Con-
struction.
Instruction or use
Construction Specifcation 25—Rockfll
h. Class o compaction or rockll. Speciy more
passes or heavier equipment i test lls or other
sources o inormation indicate the need or it.
(Class I is intended or use where the highest
degree o compaction is required. Class II is
intermediate, and Class III is or use where no
special compaction is needed.)
When speciying Class II compaction, note in
section 10 the method (a, b, or c) that applies.
Note also i one or more o the methods are to
be excluded.
i. Class o compaction or bedding. Also speciymore passes or heavier equipment i more than
minimum amounts specied in section 8 may
be needed.
4. MethodsSection 5, Placement Method 1—Intended or use whenever the grading o
materials within the ll is not a critical element o the
design.
Method 2—Intended or use when the piping or
cracking potential o the core zone is a critical element
o the design or when the percentage o large rock isrelatively low and special slope protection is desired.
5. Items o work and construction detailsStarting at the top o page 25–3, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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Chapter 2
(210–VI–NEH, January 2009)25–I–2
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1. ScopeThe work consists o the construction o rockll zones o embankments and other rocklls required by the draw-
ings and specications, including bedding where specied.
2. MaterialMaterial or rockll and bedding shall be obtained rom the specied sources unless otherwise specied in section
10 o this specication. The material shall be excavated, selected, processed, and handled as necessary to conorm
to the specied gradation requirements.
3. Foundation preparationFoundations or rockll shall be stripped to remove vegetation and other unsuitable material or shall be excavated
as specied.
Except as otherwise specied, earth oundation suraces shall be graded to remove surace irregularities, and test
pits or other cavities shall be lled with compacted earthll o approximately the same kind and density as the
adjacent oundation material.
Rock oundation suraces shall be cleared o all loose material not conorming to the specications or the rockll.
Abutments or rockll zones o embankments shall be prepared as specied above or oundations.
Rockll and/or bedding shall not be placed until the oundation preparation is completed and the oundation and
excavations have been inspected and approved.
4. BeddingWhen a bedding layer beneath rockll is specied, the bedding material shall be spread uniormly on the prepared
subgrade suraces to the depth indicated. Compaction o the bedding material shall be as specied in section 10 o
this specication.
5. Placement Method 1—The rock shall be dumped and spread into position in approximately horizontal layers not to exceed
3 eet in thickness. It shall be placed to produce a reasonably homogeneous stable ll that contains no segregated
pockets o large or small ragments or large unlled spaces caused by bridging o the larger rock ragments.
Method 2—The rock shall be dumped and spread into position in approximately horizontal layers not to exceed
3 eet in thickness. The rock shall be placed so that the completed ll shall be graded with the smaller rock rag-
ments placed in the inner portion o the embankment and the larger rock ragments placed on the outer slopes.
Rock shall be placed to produce a stable ll that contains no large unlled spaces caused by bridging o the larger
raction.
6. Control o moistureThe moisture content o rockll material shall be controlled as specied in section 10 o this specication. When
the addition o water is required, it shall be applied in a manner to avoid excessive wetting o adjacent earthll.
Except as specied in section 10 o this specication, control o the moisture content is not required.
Construction Specifcation 25—Rockfll
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The moisture content o the bedding material shall be controlled to ensure that bulking o the sand materials does
not occur during compaction operations.
7. Compaction o rockfllRockll shall be compacted as described below or the class o compaction specied or by an approved equivalent
method.
Class I compaction—Each layer o ll shall be compacted by at least our passes over the entire surace with a
steel-drum vibrating roller that weighs at least 5 tons and exerting a vertical vibrating orce o not less than 20,000
pounds at a requency not less than 1,200 times per minute.
Class II compaction—Each layer o ll shall be compacted by at least our passes over the entire surace by a
track o a crawler-type tractor weighing at least 20 tons.
Class III compaction—No compaction is required beyond that resulting rom the placing and spreading opera-
tions.
Heavy equipment shall not be operated within 2 eet o any structure. Vibrating rollers shall not be operated within
5 eet o any structure. Compaction by means o drop weights operating rom a crane, hoist, or similar equipment is
not permitted.
When compaction other than Class III compaction is specied, rockll placed in trenches or other locations inac-
cessible to heavy equipment shall be compacted by manually controlled pneumatic or vibrating tampers or by
equivalent methods approved by the engineer.
8. Compaction o beddingBedding shall be compacted according to the ollowing requirements or the Class o compaction specied:
Class A compaction—Each layer o bedding shall be compacted to a relative density o not less than 70 percent
as determined by ASTM Method D 4254.
Class I compaction—Each layer o bedding shall be compacted by at least two passes over the entire surace
with a steel-drum vibrating roller weighing at least 5 tons and exerting a vertical vibrating orce not less than 20,000 pounds at a requency not less than 1,200 times per minute, or an approved equivalent method.
Class II compaction—Each layer o bedding shall be compacted by one o the ollowing methods or by an equiv-
alent method approved by the engineer:
a. At least two passes over the entire surace with pneumatic rubber-tired roller exerting a minimum pressure
o 75 pounds per square inch. A pass is dened as at least one passage o the roller wheel, track, tire, or
drum over the entire surace o the bedding layer.
b. At least our passes over the entire surace with the track o a crawler-type tractor weighing a minimum o
20 tons.
c. Controlled movement o the hauling equipment so that the entire surace is traversed by a minimum o one
tread track o the loaded equipment.
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Class III compaction—No compaction is required beyond that resulting rom the placing and spreading opera-
tions.
Heavy equipment shall not be operated within 2 eet o any structure. Vibrating rollers shall not be operated within
5 eet o any structure. Compaction by means o drop weights operating rom a crane, hoist, or similar equipment is
not permitted.
When compaction other than Class III is specied, bedding placed in trenches or other locations inaccessible to
heavy equipment shall be compacted by manually controlled pneumatic or vibrating tampers or by equivalentmethods approved by the engineer.
9. Measurement and paymentFor items o work or which specic unit prices are established in the contract, the volume o each type o rockll,
including bedding, with the zone boundaries and limits specied on the drawings or established by the engineer is
measured and computed to the nearest cubic yard by the method o average cross-sectional end areas.
Payment or each type o rockll is made at the contract unit price or that type o ll. Except as otherwise speci-
ed in section 10 o this specication, such payment will constitute ull compensation or all labor, equipment,
material, and all other items necessary and incidental to the perormance o the work including urnishing, placing,
and compacting the bedding material.
Compensation or any type o work described in the contract, but not listed in the bid schedule is included in the
payment or the item o work to which it is made subsidiary. Such items and the items to which they are made sub-
sidiary are identied in section 10 o this specication.
10. Items o work and construction details
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National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009) 26–I–1
1. ApplicabilityConstruction Specication 26 is applicable to the
urnishing and spreading o topsoil to selected areas
o the construction site or the purpose o establishing
vegetative cover to minimize soil erosion and provide
aesthetic improvement.
2. Material specifcationsNo material specications complement Construction
Specication 26.
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. Limits o source areas or obtaining topsoil.
b. Limits o areas on which topsoil is to be spread.
c. Depth o topsoil layer ollowing the spreading
operation.
d. Limits and locations or stockpile areas, i criti-
cal.
e. Limitation o rock sizes to be included in the
topsoil to be spread.
. Restriction o woody vegetation that may be
included in the topsoil to be spread.
g. Note in the Measurement and payment section
i the measurements will be slope measured or
horizontal measurements or use in computing
the area covered.
h. Extent o compaction required or the topsoil.
4. MethodsThe methods in Section 5, Spreading, and Section 6,
Measurement and payment, are sel-explanatory.
When progress payments are anticipated, outline in
section 7 the procedures that will be implemented to
determine progress amounts.
When specications are prepared using electronic pro-
cedures and all methods but one are deleted or use
in a contract specication, delete rom the next to last
paragraph All Methods The ollowing provisionsapply to all methods o measurement and pay-
ment. Let justiy the remaining text. Also, delete rom
the last paragraph All Payment Methods. Let justiy
the remaining text.
5. Items o work and construction detailsStarting at the top o page 26–2, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
Instructions or use
Construction Specifcations 26—Topsoiling
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National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009)26–I–2
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1. ScopeThe work consists o urnishing and spreading topsoil to specied depths at locations shown on the drawings.
2. Quality o topsoil
Topsoil shall consist o riable surace soil reasonably ree o grass, roots, weeds, sticks, rocks, or other unsuitablematerial. Additional quality requirements, i any, are in section 7 o this specication.
3. Furnishing Method 1—Topsoil shall be salvaged rom designated earth suraces that will be disturbed by construction activi-
ties. Ater designated sites have been cleared and grubbed, the topsoil shall be removed rom the designated areas
and stockpiled at locations shown on the drawings or acceptable to the engineer. Unsuitable material encountered
during removal o topsoil shall be disposed o at locations shown on the drawings or approved by the engineer,
or it will be otherwise hauled and disposed o at locations removed rom the construction site. The contractor is
responsible or complying with all local rules and regulations and the payment o any and all ees that may result
rom the disposal at locations outside the construction work limits.
Method 2—Topsoil shall be urnished rom an osite source designated by the contractor. The engineer shall begranted access to the source or inspection and acceptance beore delivery to the site. Test results and samples
shall be provided when specied in section 7 o this specication.
4. StockpilingStockpiles o topsoil shall not confict with the requirements o Construction Specication 5, Pollution Control,
when made a part o this contract.
5. Spreading Method 1—Spreading shall not be conducted when the ground or topsoil is rozen, excessively wet, or otherwise
in a condition detrimental to uniorm spreading operations. Suraces designated to receive a topsoil application
shall be lightly scaried just beore the spreading operation.
Following the spreading operation, the topsoil surace shall be let reasonably smooth and without ruts or surace
irregularities that could contribute to concentrated waterfow downslope.
Method 2—Spreading shall not be perormed when the ground or topsoil is rozen, excessively wet, or otherwise
in a condition detrimental to uniorm spreading operations. Suraces designated to receive a topsoil application
shall be lightly scaried just beore the spreading operation. Where compacted earthlls are designated to be top-
soiled, the topsoil shall be placed concurrently with the earthll and shall be bonded to the compacted ll with the
compacting equipment.
Following the spreading operation, the topsoil surace shall be let reasonably smooth and without ruts or surace
irregularities that could contribute to concentrated waterfow downslope.
6. Measurement and payment Method 1—The total surace covered by topsoil is measured and the area(s) computed to the nearest square yard.
Payment or urnishing and placing topsoil is made at the contract unit price.
Construction Speciication 26—Topsoiling
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Method 2—The total surace covered by topsoil, except the surace area o embankments, levees, dikes, and other
earthlls not included or payment, is measured and the area(s) computed to the nearest square yard.
Payment or topsoil spread on the surace o embankments, levees, dikes, and other earthlls is included in the
measurement and payment or that item o earthll where topsoil application occurred.
Method 3—For items o work or which specic unit prices are established in the contract, the volume o topsoil
urnished and spread is computed to the nearest cubic yard by the method o average cross-sectional end areas
rom surveys o the excavated topsoil stockpile or, i not stockpiled, cross-sectional surveys o the borrow area(s).Payment or urnishing and spreading topsoil is made at the contract unit price.
All methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule is included in the payment or the item o
work to which it is made subsidiary. Such items and the items to which they are made subsidiary are identied in
section 7 o this specication.
All payment methods—Payment will constitute ull compensation or all labor, equipment, material, and all
other items necessary and incidental to the completion o the work. This includes excavating, stockpiling, hauling,
spreading, and the wasting o unsuitable excavated material.
7. Items o work and construction details
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009) 27–I–1
1. ApplicabilityConstruction Specication 27 is applicable to diver-
sion and waterway construction where the extent o
earth excavation and embankment installations is
considered minor.
2. Material specifcationsNo material specications complement Construction
Specication 27.
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. Location o diversion(s) and waterway(s) in
plan view.
b. Typical cross section(s) or diversion and wa-
terway.
c. Locations o special borrow area(s) and waste
or disposal area(s), i required.
d. Prole when structure (diversion or waterway)
location is known.
e. Clear and concise inormation needs to be pro-
vided in the specications to ensure bid item
integrity. This is especially true when other
earthwork construction specications are be-
ing used in the adjacent areas.
. Method o measurement and payment. When
specications are prepared using electronic
procedures and all methods but one are deleted
or use in a contract specication, delete rom
the last paragraph All Methods The ollow-
ing provisions apply to all methods o measurement and payment. Let justiy the
remaining text.
4. Items o work and construction detailsStarting at the top o page 27–2, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
Instructions or use
Construction Speciication 27—Diversions and Waterways
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1. ScopeThe work consists o all excavations, shaping, grading, and earthlls required to construct the diversions and wa-
terways as shown on the drawings or as staked in the eld.
2. MaterialThe earth material used in constructing the earthll portions o the diversions or waterways shall be suitable ma-
terial obtained rom required excavations or earth material obtained rom designated borrow areas. Material or
earthlls shall be ree rom rozen material, brush, roots, sod, stones over 6 inches in diameter, or other objection-
able material.
3. Foundation preparationFoundations or earthll shall be stripped to remove vegetation and other unsuitable materials or shall be exca-
vated as specied.
Except as otherwise specied, earth oundation suraces shall be graded to remove surace irregularities and shall
be scaried parallel to the axis o the earthll or otherwise acceptably scored and loosened to a minimum deptho 2 inches. The moisture content o the loosened material shall be controlled as specied or the earthll, and the
surace material o the oundation shall be compacted and bonded with the rst layer o earthll as specied or
subsequent layers o earthll.
Earth abutment suraces shall be ree o loose, uncompacted earth in excess o 2 inches in depth normal to the
slope and shall be at such a moisture content that the earthll can be compacted against them to produce a good
bond between the earthll and the abutments.
4. PlacementEarthll material shall not be placed until the required oundation preparation is complete, inspected, and ap-
proved or placement. Earthll shall not be placed upon a rozen surace. Earthll shall be placed in horizontal
layers not exceeding 9 inches in thickness. The moisture content o the earthll materials shall be sucient toobtain rm and suitable compaction. Compaction shall be obtained by routing the hauling and spreading equipment
over the earthll material so that the entire surace o each layer is traversed by not less than one track tread o the
loaded equipment, or equivalent methods approved by the engineer.
5. ExcavationExcavation shall be to the lines and grades shown on the drawings or as staked in the eld. All surplus and unsuit-
able material is designated as waste and shall be disposed o at locations shown on the drawings or at a location
approved by the engineer.
6. Measurement and payment Method 1—For items o work or which specic unit prices are established in the contract, the length o waterway
or diversion is determined to the nearest linear oot by measurement along the centerline o the waterway or diver-
sion. Such payment will constitute ull compensation or all labor, material, equipment, and all other items neces-
sary and incidental to the perormance o the work.
Method 2—For items o work or which specic lump sum prices are established in the contract, the quantity o
waterways or diversions is not measured or payment. Payment or waterways and diversions is made at the con-
tract lump sum price and shall constitute ull compensation or all labor, material, equipment, and all other items
necessary and incidental to the perormance o the work.
Construction Speciication 27—Diversion and Waterways
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Method 3—The pay limits or excavation and earthll shall be as designated on the drawings. Payment or excava-
tion and earthll to construct the waterways and diversions is separately measured and computed to the nearest
cubic yard by the method o average cross-sectional end areas. Payment or excavation and earthll is made at the
unit price bid and shall constitute ull compensation or all labor, material, equipment, and all other items neces-
sary and incidental to the perormance o the work.
All methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule is included in the payment or the item o
work to which it is made subsidiary. Such items and the items to which they are made subsidiary are identied insection 7 o this specication.
7. Items o work and construction details
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009) 28–I–1
1. ApplicabilityConstruction Specication 28 is applicable to the
treatment o clayey soils or the construction or repair
o earthlls or dams, dikes, and similar engineering
works using hydrated lime.
2. Material specifcationsMaterial Specication 593, Lime, complements Con-
struction Specication 28.
3. Included itemsItems to be included in the contract specications and
drawings ollow:
a. Work limits o area to be treated and process-
ing area.
b. Treatment procedures or sequence o opera-
tions i dierent or in addition to those in this
basic specication.
c. Type o lime to be used.
d. Rate o application o lime. This is expressed as
a percentage o dry weight o the soil.e. Source o soil to be treated.
. Location and thickness o zone to be treated.
g. Maximum layer thickness beore compaction.
(Reer to Instruction or use o Construction
Specication 23.)
h. Maximum layer thickness beore compaction
or earth backll compacted by manually di-
rected power tampers. (Reer to Instruction or
use o Construction Specication 23.)
i. Compaction class.
j. Construction Specication 5, Pollution Control,
shall address weather or spreading, location o
work area, storage o materials, and disposal o
waste materials and containers.
k. Special equipment needed.
l. Construction Specication 23, Earthll, needs
to be included.
m. Measurement and payment or lime by the ton
as a separate bid item.
4. MethodsSection 6, Lime application
Method 1—Intended or dry application o lime.
Method 2—Intended or the application o lime as a
water slurry mix.
Section 11, Measurement and payment
Method 1—Intended or cases where pay limits can
best be shown on the drawings.
Methods 2 through 5—Sel-explanatory.
Methods 6 or 7 —Must be used with any or all methods
1 through 5. Method 6 is intended or use when no
separate payment is to be made or water. Method 7 is
intended or use with Construction Specication 10,Water or construction, when the contractor is to be
paid under a separate item or the water.
When specications are prepared using electronic
procedures and all methods but one are deleted rom
use in the contract specication, delete rom the last
paragraph All Methods The ollowing provisions
apply to all methods o measurement and pay-
ment. Let justiy the remaining text.
5. Items o work and construction details
Starting at the top o page 28–4, prepare and outline job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
Instructions or use
Construction Speciication 28—Lime Treated Earthill
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1. Scope
The work consists o urnishing lime, mixing lime with soil, curing, and placing the lime treated soil.
2. Material
Soil material shall be obtained rom the designated area(s). The selection o the material shall be as outlined insection 12 o this specication. Soil material shall contain no rozen soil, sod, brush, roots, or other perishable
material. Rock particles larger than the maximum size specied or each type o earthll shall be removed beore
treatment operations.
Water shall be clean and ree rom injurious amounts o oil, acid, alkali, organic matter, or other deleterious sub-
stances.
Hydrated lime shall meet the requirements o Material Specication 593.
3. Equipment All equipment necessary or the proper construction o the work shall be on the work site beore the lime treat-
ment operations start. Unless otherwise specied, mixing equipment shall include the combined use o heavy disk plows and high speed rotary mixers. Disks shall be at least 24 inches in diameter, and rotary mixers shall be capa-
ble o mixing lits at least 9 inches thick traveling at a minimum speed o 4 miles per hour and covering a minimum
width o 6 eet.
All equipment used to convey or transport lime to or on the work site shall be covered or enclosed to avoid lime
dust problems.
4. Site preparationThe contractor shall prepare, mix, and cure the lime treated earth material in the area(s) shown on the drawings.
Beore lime treatment operations start, the processing area used or mixing and curing shall be stripped o topsoil
and graded to a relatively smooth and uniorm surace.
Ater the area is no longer required or mixing and curing, it shall be regraded as required, disked to a depth o 4
inches, and covered uniormly with the removed topsoil.
5. Lime proportioningThe amount o lime shall be as specied in section 12 o this specication. Adjustment in the amount o lime may
be required as the work progresses and shall be adjusted as requested and approved by the engineer.
6. Lime applicationLime shall not be applied when the temperature is below 40 degrees Fahrenheit or is expected to drop below 40
degrees Fahrenheit within 24 hours. Lime will not be applied during high wind conditions that hinder eective ap-
plication or cause pollution by drit osite.
Method 1—Hydrated lime shall be uniormly applied in dry orm on the soil surace at a rate that will attain the
specied proportioning and lightly sprinkled with water to minimize dusting and blowing.
Construction Speciication 28—Lime Treated Earthill
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28–2 (210–VI–NEH, January 2009)
Method 2—Hydrated lime shall be mixed with water to orm a slurry beore application to the soil surace. The
slurry shall be a mixture o 1 ton lime to a minimum volume o 500 gallons o water. Agitation shall be accom-
plished through integral paddles, recirculating pumps, or a combination o these devices. The lime and water shall
be maintained as a uniorm mixture until application to the soil surace.
The slurry shall be uniormly applied to the soil surace at a rate that will attain the specied proportioning. The
slurry shall be applied under pressure through spray bars.
7. MixingThe soil, lime, and water shall be mixed by disking and use o rotary mixers until a uniorm mixture is obtained.
During initial mixing with dry lime, a minimum o two cycles o water application ollowed by mixing with disks
and high speed rotary mixers shall be accomplished.
The depth o the lit or treatment shall be no greater than the depth that can be eectively mixed by the equipment.
The cycle o watering and mixing shall continue until the soil, lime, and water are thoroughly processed to a uniorm
mixture without lumps o soil or lime. When mixing is complete, the water content o the mix shall not be less than
standard optimum water or the soil-lime mixture, when tested in accordance with ASTM D 698, Method A.
Ater mixing, the lime treated layer shall be sealed to minimize evaporation loss, lime carbonation, and exces-
sive wetting rom rainall or other sources. Sealing shall be accomplished by lightly compacting the surace o the
treated layer with a pneumatic tire or smooth wheel roller or by other methods approved by the engineer.
The mixing o lime, soil, and water shall be completed within the same workday it is started.
8. PlacementLime-treated earthll shall not be placed until the required excavation and oundation preparation have been com-
pleted and the oundation has been inspected and approved by the engineer. Earthll shall not be placed upon a
rozen surace, nor shall snow, ice, or rozen material be incorporated in the earthll.
Immediately beore placement o lime-soil mixture, the subgrade shall be scaried and moistened to create a water
content that allows suitable bonding o lime-soil mixture. Surace ree water shall not be present during placement
operations.
Lime-treated earthll shall be placed in approximately horizontal layers. The thickness o each layer beore com-
paction shall not exceed the maximum thickness specied in section 12 or shown on the drawings. Material placed
by dumping in piles or windrows shall be spread uniormly to not more than the specied thickness beore being
compacted.
During placement and compaction o the lime-soil mixture, the moisture content o the material being placed shall
be maintained within the specied range. The water content o the mixture at the time o placement and compac-
tion shall not be less than standard optimum moisture when tested in accordance with ASTM D 698, Method A.
9. CompactionLime-treated earthll shall be compacted in accordance with section 6 o Construction Specication 23, Earthll,
or the specied class.
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10. CuringThe lime and soil mixture shall be cured at least 72 hours unless otherwise specied in section 12. The water con-
tent o the mixture shall be maintained at or above standard optimum water content during the curing period by
sprinkling with water, remixing, and resealing.
Ater the required curing time has occurred and beore use as earthll, the treated material shall be thoroughly
remixed. Final mixing shall be accomplished so that all nonslaked lime particles retained on the No. 4 sieve are
removed. The remaining material shall have all clods reduced in size to meet the ollowing gradation:
Minimum passing 2-inch sieve = 100 percentMinimum passing no. 4 sieve = 60 percent
11. Measurement and paymentFor items o work or which specic unit prices are established in the contract bid schedule:
(1) The quantity o lime used or lime treatment is measured to the nearest ton by actual weight.
(2) The volume o lime stabilized earthll within the specied zone boundaries and pay limits shown on the
drawings are measured and computed to the nearest cubic yard by the method o average cross-sectional
end areas. Unless otherwise specied, no deduction in volume is made or embedded conduits and appur-
tenances.
The pay limits or lime-treated earthll shall be as dened below, with the urther provision that lime stabilized
earthll required to ll voids resulting rom overexcavation o the oundation and/or placed outside the speciedlines and grades will be included in the measurement or payment only where such placement is approved by the
engineer. Such approval will only be granted or the purpose o lling overexcavation that results rom the removal
o unsuitable material and where placement outside the lines and grades were not a result o contractor's improper
construction operations as determined by the engineer.
Method 1—The pay limits shall be as designated on the drawings.
Method 2—The pay limits shall be the measured surace o the oundation when approved or placement o lime
treated earthll and the specied neat lines o the earthll surace.
Method 3—The pay limits shall be the measured surace o the oundation when approved or placement o lime
treated earthll and measured surace o the completed earthll.
Method 4—The pay limits shall be the specied pay limits or excavation and specied neat lines o the earthll
surace.
Method 5—The pay limits shall be the specied pay limits or excavation and measured surace o the completed
earthll.
Method 6—Payment or the lime treated earthll is made at the contract unit price or that type o earthll. Such
payment will constitute ull compensation or all labor, material, equipment, and all other items necessary and
incidental to the perormance o the work including stripping topsoil, grading, and spreading topsoil over the pro-
cessing area ollowing completion o lime treated earthll activities. No separate payment will be made or water
applied to the oundation and used or preparing hydrated lime.
Method 7 —Payment or lime treated earthll is made at the contract unit price or that type o earthll. Such pay-
ment will constitute ull compensation or all labor, material, equipment, and all other items necessary and inciden-
tal to the perormance o the work, including stripping topsoil, grading, and spreading topsoil over the processing
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28–4 (210-VI-NEH, January 2009)
area ollowing completion o lime treated earthll activities. It does not include urnishing, transporting, and ap-
plying water to the oundation and earthll material. Water applied to the oundation and earthll material is mea-
sured and payment made as specied in Construction Specication 10, Water or Construction.
All methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule is included in the payment or the item o
work to which it is made subsidiary. Such items and the items to which they are made subsidiary are identied in
section 12 o this specication.
12. Items o work and construction details
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Part 642
National Engineering Handbook
National Standard Construction
Specifcations
Chapter 2
(210-VI-NEH, January 2009) 29–I–1
1. ApplicabilityConstruction Specifcation 29 is applicable to all soil-
cement flls.
2. Material specifcationsThe ollowing material specifcations complement
Construction Specifcation 29:
531—Portland Cement
534—Curing Compound (or concrete)
3. Included itemsItems to be included in the contract specifcations and
drawings ollow:
a. Complete plans and cross sections o the re-
quired soil-cement flls.
b. Borrow areas or other sources o material. Any
grading and shaping requirements o borrow
areas.
c. Soil-cement soil gradation and Atterberg limits.
d. Cement content o the soil-cement mixture.
e. Cement type and types o admixtures.
. Required pozzolan content.
g. Allowable range o moisture content o the soil-
cement mixture at the time o compaction.
h. Compaction requirement or subgrade and soil-
cement.
i. The maximum compacted layer thickness.
j. Pay limits where applicable.
k. The method o curing process required. I a
concrete curing compound is designated, speci-
y type and class o curing compound required.
l. Minimum capacity o the mixing plant, i appli-
cable.
m. Any special instructions about the use o soil
material that does not have similar gradation
and Atterberg limits to those tested.
Instructions or use
Construction Speciication 29—Soil Cement
n. All suraces that are to be bonding suraces
need to be identifed (i.e., soil-cement suraces
that are to receive an overlying layer o soil-
cement or concrete that requires bonding o the
two materials).
o. The minimum strength o soil-cement deter-
mined by the design investigation using avail-
able borrow materials and the cement content
specifed.
p. I required, speciy in section 15 the durability
or strength requirements to evaluate alternativedesign mixes as provided in section 2(b).
4. MethodsMethods in Section 5, Design o soil-cement mixture,
and Section 6, Mixing, are sel-explanatory.
Section 12, Protecting and curing
Method 1—An environmentally sound, economi-
cal curing process that provides either a clear or an
opaque white moisture barrier.
Method 2—Provides the best environment or curing,
but will most likely be the most expensive. It is sug-
gested or small areas or to reduce shrinkage cracking
to the least extent.
Method 3—Adaptable or smaller areas and oers the
economy to reuse sheeting. Windy conditions may
disrupt this curing method.
Section 14, Measurement and payment
Method 1—Use when cement is included in the unit
price or soil-cement.
Method 2—Use when the cement is paid or as a sepa-
rate unit priced item apart rom the soil-cement.
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009)29–I–2
Sections 5, 6, 12, and 14When specications are prepared using elec-
tronic procedures and all methods but oneare deleted or use in a contract specication,
delete rom the last paragraph All Methods.
The ollowing provisions apply to all methods
o measurement and payment. Let justiy the
remaining text.
5. Items o work and construction de-tailsStarting at the top o page 29–7, prepare and
outline job specic "Items o Work and Con-
struction Details" (IWCD) in accordance with
these instructions.
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29–1(210–VI–NEH, January 2009)
1. ScopeThe work consists o urnishing, placing, compacting, and curing a mixture o soil material, portland cement, and
water. The mixture shall be uniormly mixed, blended, compacted, nished, and cured as specied. It shall conorm
to the lines, grades, thicknesses, and cross section(s) shown on the drawings.
2. MaterialSoil material shall be obtained rom the required excavations or designated borrow locations and shall meet the
requirements outlined in this section.
Deleterious material, such as sod, brush, or roots, shall be separated rom soil material during the selection, blend-
ing, and routing operations. Rock particles larger than 2 inches in any dimension shall be removed beore mixing.
Soil material, cement content, and moisture content other than those specied in section 15 may be used as ap-
proved by the engineer. Proposed alternatives must meet one o the ollowing requirements to be considered:
a. I the soil material to be used has gradation and Atterberg limits similar to the soils specied, the same ce-
ment content and water content shall be used. The contractor shall provide gradation and Atterberg limit
test data rom a qualied soil testing laboratory veriying gradation and Atterberg limits.
b. I the soil material does not have gradation and Atterberg limits similar to the soils specied, the contrac-
tor shall provide soil-cement, moisture-density relations data, Atterberg limits, gradation tests, and either
durability or strength tests as specied in section 15 rom a qualied soil testing laboratory. The soil-cement
mix ratio and water content shall also be provided by the laboratory. I durability is selected, the ollowing
durability tests shall be provided: ASTM D 559 and ASTM D 560. I strength is selected, use ASTM D 1632 or
cylinder preparation and curing and provide ASTM D 1633 test results. The moisture-density relations are to
be in accordance with ASTM D 558. The tests must indicate a soil-cement o a quality equal to or exceeding
the quality specied.
Portland cement shall conorm to the requirements o Material Specication 531, Portland Cement, or the speci-
ed type. Mixing o dierent brands or types o cement is not permitted.
Portland cement shall be urnished in bags, barrels, or bulk. Bagged cement that is stored at the job site shall be
used in the same order as the deliveries arrived on the site. Each shipment o bagged cement shall be handled and
stored so that it may be readily distinguished rom other shipments. Emptied cement bags shall be disposed o by
the contractor at osite locations selected by the contractor. Burning o emptied cement bags is permitted i identi-
ed on the burning permit as an allowable activity.
Water used in mixing or curing soil-cement shall be clean and ree rom injurious amounts o oil, acid, alkali, or-
ganic matter, or other deleterious substances, and shall meet the requirements or water as specied in ASTM C 94.
Pozzolanic material, when used, shall comply with the requirements o ASTM C 618 Class C or F, Specications
or Fly Ash, and Raw or Calcined Natural Pozzolan.
Curing compounds, when used, shall conorm to the requirements o Material Specication 534, Concrete CuringCompound. Application o the curing compound shall be in accordance with section 12 o this specication and the
manuacturer's recommendations.
Construction Speciication 29—Soil Cement
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3. Operations o pits or stockpiles o soil material All work required in the opening and operation o borrow areas or stockpiles shall be perormed by the contractor.
The borrow areas or stockpiles shall be opened in a manner to expose a near vertical ace o the soil material or
a suitable working depth. Exposed cut aces shall not exceed 5 eet in height without benching back i it poses a
threat to construction personnel or others. The contractor shall conorm to OSHA Construction Industry Standards
(29 CFR Part 1926) Subpart P, Excavations, Trenching, and Shoring, during all excavation operations.
Material shall be excavated in successive vertical cuts extending across the pit or stockpile. When approved by the
engineer, successive horizontal cuts on a horizontal oriented working ace may be permitted in homogeneous soils. All pockets or strata o unsuitable material not meeting the quality requirements specied in Section 2, Material,
shall be wasted. The method o operating the pit or stockpile and the blending o material shall be adjusted as nec-
essary to obtain material conorming to the specications. Upon completion o the work, the pits shall be graded
and dressed to minimize erosion and to provide ree drainage.
4. Foundation preparationBeore soil-cement processing commences, the subgrade placement area shall be graded, shaped, and compacted
in conormance with the lines and grades shown on the drawings. The subgrade shall rmly support the construc-
tion equipment. Immediately beore placement o the soil-cement, the compacted subgrade surace shall be moist-
ened to approximately the same moisture content as specied or the soil-cement, and shall be kept moist until the
soil-cement is placed.
5. Design o soil-cement mixtureThe materials and proportions o the soil-cement mixture shall constitute the job-mix. Ater a job-mix has been ap-
proved, the source, character, or grading o the soil and the type, brand, or quantity o cement or pozzolanic mate-
rial shall not be changed without prior approval o the engineer. A change in material or proportions requires the
establishment o a new job-mix supported by evidence, as required or the initial job-mix, that the proposed new
material and mix proportions will produce soil-cement o the strength specied.
The use o calcium chloride or other accelerants or antireeze compounds is not permitted unless approved by the
engineer.
Method 1—The contractor shall determine the mix proportions and submit the job-mix design along with the sup-
porting test results to the engineer or approval beore incorporating any o the material into the work. The brando cement and the location o the soil material source shall be included with the job-mix design data. The mix
design shall be such that the soil-cement meets or exceeds the minimum compressive strength specied. A new
mix design shall be submitted or approval any time the contractor requests a change in material or a proportioning
o material rom that given in the approved mix design. In no case will the engineer's review and approval o a mix
design relieve the contractor o responsibility to provide soil-cement meeting the contract specications.
A maximum o 15 percent o the total weight o cement may be replaced with fy ash at a rate o 1.2 pounds o fy
ash per pound o cement replaced.
Method 2—The contractor shall urnish the soil, fy ash, cement, and moisture content as specied in section 15
o this specication. During the course o the work, the engineer may adjust the job-mix proportions as needed to
achieve the specied compressive strength.
All methods—The percent o cement to be used in the mix is determined by dividing the weight o cement by the
oven-dry weight o the soil material.
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6. MixingThe mixing plant shall produce a mixture o soil, cement, and water that is uniorm in color and at the required
moisture and cement content throughout. The plant shall be equipped with measurement devices that proportion
the mix in the specied quantities. Beore all measurement devices are used, they shall be calibrated and certied
by a qualied technician approved by the engineer. The actual quantities o the mix shall not vary more than 2 per-
cent rom the approved job-mix quantities unless otherwise approved. The moisture content shall be the percent-
age o moisture in the mixture at the time o compaction.
The engineer shall have ull and ree access to the mixing plant at all times or inspection o the plant's operationand or sampling the soil-cement mixture and its components.
Method 1—Mixing o the soil, cement (including fy ash), and water shall be accomplished in a stationary mixing
plant. The plant may be either a batch type or a continuous fow type design. The plant may use either weight or
volume proportioning. The scale or metering devices shall be sensitive to 1 percent o the maximum load that may
be required or imposed. The mixer shall be a pugmill, revolving-blade, or rotary-drum system.
Facilities or eciently storing, handling, and proportioning unmixed materials shall be provided at the plant.
Method 2—Mixing o the soil, cement (including fy ash), and water shall be accomplished in a truck mixer. The
mixer shall meet the requirements or truck mixers contained in ASTM C 94.
Method 3—Mixing o the soil-cement shall be accomplished in place. Mixing o the soil, cement (including fy ash),
and water shall be accomplished by a single or multiple transverse shat mixer, a traveling pugmill, or similar equip-
ment approved by the engineer. A motor grader or similar equipment is not acceptable in lieu o the mixing equip-
ment specied.
Soil material to be mixed in place shall be ormed into windrows or divided into known grid areas. I windrows are
used, they shall be prepared to a known size with a sizing device. The tops o the windrows shall be fattened or
slightly trenched to receive the cement.
The cement quantity necessary to meet the specied cement-to-soil ratio shall be distributed uniormly on the
windrowed soil or over the prepared grid areas. Ater spreading, cement that has been displaced or is ound to be
less than that specied shall be properly adjusted or replaced beore starting mixing operations.
The mixing operation shall be accomplished so that no unmixed seams o soil are between layers. Excessive
streaking o the soil cement below the layer being mixed is not allowed.
All methods—The ollowing provisions apply to all methods o mixing. The mixing time shall be controlled so
that all ingredients are mixed as long as necessary to ensure a thorough, uniorm, homogeneous mixture o soil,
cement, pozzolanic material (i used), and water. Mixing time shall be adjusted based on tests and eld determina-
tions. Mixing time is considered as the interval between the time the cement contacts the soil and water and the
time the mixture leaves the mixing unit or when the mixer speed is reduced to the agitating speed. The soil and
cement shall be mixed suciently to prevent cement balls rom orming beore the water is added. The water may
be applied through the mixing machine or separately by approved pressure distributing equipment.
Soil that has plastic silt or clay lumps larger than 1 inch shall be pulverized or screened out o the raw soil beore
mixing.
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7. TransportingThe soil-cement mixture shall be transported rom the mixing plant to the site o placement in vehicles having tight,
clean, smooth beds or mixer trucks. Haul time shall not exceed 30 minutes.
The contractor shall protect the soil-cement mixture i transported during unavorable weather. Any material ex-
cessively wet by precipitation is subject to rejection.
Equipment shall not be operated on a nished and compacted layer o soil-cement except where specically per-
mitted. Any damage resulting to the nished surace o the soil-cement rom such an operation shall be repaired bythe contractor at no cost to the owner.
Earth ramps crossing over completed soil-cement must have a minimum compacted thickness o 2 eet. Where
ramps are constructed over soil-cement that is not to nished grade, all oreign material and the uppermost inch o
the top layer o soil-cement must be removed beore the soil-cement installation is continued.
8. PlacementSoil-cement shall not be placed until the required excavations and preparation o the oundation are completed and
the oundation has been inspected and approved by the engineer.
Equipment or spreading the soil-cement mixture shall be suitable or the purpose and shall be operated to pro-
duce a reasonably smooth, uniorm surace. The equipment shall be controllable so as to produce uniorm layersnot more than the specied maximum thickness. The layer o soil-cement, or each successive lit when layering is
required, shall be spread and compacted as soon as possible ater the preceding layer is completed and approved.
Soil-cement shall be placed in horizontal layers or layers conorming to the plane o the subgrade.
When the time between completion o compaction on a layer and start o placement o the next layer is more than
2 hours, the contractor shall scariy the surace to a depth o 1 inch at a maximum spacing o 12 inches unless
specied otherwise in section 15 or approved by the engineer. The contractor shall clean o the scaried surace
thoroughly by power brooming or other approved methods beore proceeding. The entire broomed surace shall
then be thoroughly moistened beore the next layer o soil-cement is placed.
Soil-cement placement operations may commence when the air temperature is not less 40 degrees Fahrenheit
and a rising temperature is expected or the work period. Soil-cement shall not be placed on a rozen oundation
or i the soil to be processed is rozen or i weather conditions are such that the material being processed cannot
be completely compacted and protected beore the onset o damaging weather (overnight lows below 40 degrees
Fahrenheit, cold ronts, rainstorms). The use o accelerators or antireeze compounds is not allowed unless other-
wise specied. The temperature o resh soil-cement shall not be allowed to drop below 32 degrees Fahrenheit or
7 days ater placement. I temperatures are expected to be below 45 degrees Fahrenheit, the contractor's method
or protection shall be approved by the engineer beore placement o any soil-cement.
When the mean air temperature does not exceed 90 degrees Fahrenheit, the moisture content at the time o com-
paction shall be within the range specied. When the mean air temperature exceeds 90 degrees Fahrenheit or
conditions promoting rapid drying o the soil-cement mixture exist, the moisture content o the mixture may be
increased up to 2 percentage points above optimum unless otherwise specied. Any increase in moisture content
shall be less than the quantity that causes the soil-cement to become unstable during the compaction and nishing
operations.
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9. CompactionEquipment—Compaction equipment used shall be capable o uniormly compacting the soil-cement mixture to the
specied density. It shall not have tamping eet or projections that penetrate to previously compacted layers. Com-
paction with only the wheels o the hauling equipment is not an acceptable method o compaction.
Compaction requirements—Soil-cement shall be uniormly compacted to a density not less than the minimum
density specied. Optimum moisture and maximum density shall be determined by ASTM D 558. Natural Resources
Conservation Service Test No. S-6 (USBR Test E-25), Rapid Compaction Control Method as reerenced in NEH-19,
may be used as equivalent to ASTM D 558.
Compaction shall start as soon as possible ater spreading. Elapsed time between the addition o water to the soil-
cement mixture and the start o compaction shall not exceed 60 minutes. The elapsed time between addition o
water to the soil-cement mixture and completion o compaction shall not exceed 90 minutes.
Other requirements—I the surace o a layer o soil-cement has been rutted or compacted unduly by hauling or
other equipment, the contractor shall scariy and recompact such suraces within 2 hours o the addition o water
to the cement. When required to maintain uniormity o the layer surace, blading in connection with compaction
operations shall be employed. I blading is required, raw unmixed soil shall not be bladed onto the mixed soil-
cement. When more than 2 hours has occurred rom the time water was added to the cement, the damaged soil-
cement shall be removed in a manner and to the extent approved by the engineer.
10. Construction joints At the end o each workday, or when the adjacent placing operation is terminated or more than 2 hours, a vertical
construction joint shall be made along all unnished edges o the thoroughly compacted soil-cement. Just beore
placing operations are resumed, the construction joint shall be shaved to remove all dry soil-cement and all curing
compound rom the joint ace.
11. Removal and replacementThe soil-cement installation shall be considered deective and shall be removed and replaced in accordance with
these specications when any one o the ollowing conditions occur:
a. Compaction operations are interrupted or any reason beore the completion o compaction and the soil-
cement mixture is let undisturbed or more than 30 minutes.
b. The soil-cement mixture becomes excessively wet beore completion o compaction so that the moisture
content exceeds the specied limits.
c. The compacted soil-cement does not meet the density and moisture requirements except that when the
moisture is lower than required, the soil-cement mixture may be reworked, thoroughly mixed, and compact-
ed within the time limits stated in section 9, Compaction requirements.
• Thenishedsurfaceisroughorbelowgradesuchthatathin"scab"sectionwouldberequiredtosmooththe
surace or bring the surace to grade.
12. Protecting and curing
Moistening bonding surace
Compacted surace o soil-cement that is to receive an overlay o soil-cement or concrete shall be kept moist until placement o the overlay or adjacent layer o soil-cement or concrete. The contractor is not required to keep such
suraces moistened or longer than 7 days unless the overlay o soil-cement or concrete is not accomplished within
7 days as a result o the contractor's operations.
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Curing fnished exposed surace Method 1—Concrete curing compound conorming to ASTM C 309 o the type specied shall be applied at a rate
o not less than 1 gallon per 150 square eet o surace using constantly agitating, pressure spray equipment. This
compound shall orm a uniorm, continuous, adherent lm that does not check, crack, or peel.
The surace o each section o soil-cement to be treated with curing compound shall be moistened with a light
spray o water immediately ater the section has been compacted. As soon as the surace lm o moisture disap-
pears, but while the surace still has a damp appearance, the curing compound shall be applied. Special care shall
be implemented to ensure ample coverage with the compound at edges, corners, and around rough spots. Aterapplication o the curing compound has been completed and the coating is dry to the touch, any required repair o
the soil-cement surace shall be perormed. To ensure a clean bonding surace, all curing compound or other or-
eign substances shall be removed rom the area beore additional soil-cement is applied. Each repair, ater being
nished, shall be moistened and coated with curing compound in accordance with the oregoing requirements.
Method 2—Curing moisture shall be maintained by sprinkling, fooding, og spraying, or covering with continu-
ously moistened canvas, cloth mats, straw, sand, or other approved material. Water or covering, or both, shall be
applied so that the soil-cement surace is not eroded or otherwise damaged.
Method 3—Waterproo paper or plastic sheeting shall be used to completely cover the soil-cement and prevent
moisture loss. Adjoining sheeting shall be overlapped at least 1 oot and weighted or taped to prevent moisture loss
at joints. Sheeting shall be anchored suciently to prevent displacement by the wind.
All methods—The curing process shall be maintained or 7 days. Any curing compound that is removed rom the
surace or damaged within 7 days ater application shall be repaired immediately. The contractor shall have all
equipment and material required or curing at the site ready or use beore starting soil-cement placement activi-
ties.
13. Inspection and testingDuring the course o the work, the engineer will perorm quality assurance tests as required to identiy materials
and determine compaction characteristics, moisture content, and density o soil-cement in place. Tests perormed
by the engineer will be used to veriy that the soil-cement placed conorms to contract requirements o the speci-
cations and not as a replacement or the contractor's quality control program.
The contractor shall conduct all required quality control tests in accordance with the approved Contractor Quality
Control Plan to assure that work perormed meets contract requirements.
14. Measurement and paymentFor items o work or which specic unit prices are established in the contract, the quantity o soil-cement is mea-
sured within the specied limits and computed to the nearest cubic yard by the method o average cross-sectional
end areas. The quantity o soil-cement required to ll voids resulting rom overexcavation outside the neat lines or
pay limits is included in the measurement or payment where such overexcavation is directed by the engineer to
remove unsuitable oundation material, but only to the extent that the unsuitable condition is not a result o the
contractor's improper construction operations, as determined by the engineer.
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Method 1—Payment or soil-cement is made at the contract unit price per cubic yard. The payment will constitute
ull compensation or all labor, material, equipment, transportation, tools, and all other items necessary and inci-
dental to completion o the work, but not including other items listed or payment elsewhere in the contract.
Method 2—Payment or soil-cement is made at the contract unit price per cubic yard. The payment will constitute
ull compensation or all labor, material, equipment, transportation, tools, and all other items necessary and inci-
dental to completion o the work, but not including urnishing and handling cement or other items listed or pay-
ment elsewhere in the contract.
Measurement or payment o cement is made to the nearest 100 pounds by actual weight. For each load o cement
delivered, the contractor shall urnish to the engineer a statement-o-delivery ticket showing the weight o the
cement in the load. Payment or cement is made at the contract unit price or urnishing and handling the cement,
and such payment will constitute ull compensation or all material, labor, equipment, storage, transportation, and
other items necessary and incidental to urnishing and handling the cement. No payment is made or cement used
in wasted soil-cement, replacement o damaged or deective soil-cement, extra soil-cement required as a result o
overexcavation, and excavations intentionally perormed to acilitate operations.
All methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule is included in the payment or items o
work to which it is made subsidiary. Such payment and the items to which they are made subsidiary are identied
in section 15 o this specication.
15. Items o work and construction details
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Instructions or use
Construction Speciication 31—Concrete or Major Structures
1. ApplicabilityConstruction Specication 31 is applicable to the types
o concrete construction entailed in NRCS operations
where high material quality is not negotiable. Supple-
mentary specications are required or works o a
special nature, such as:
a. Placing concrete under water.
b. Concrete exposed to seawater.
c. Concrete exposed to alkali soils or alkaline
water.
d. High strength concrete using microsilica.
e. Special nishes, such as sack rubbed, stone
rubbed, and treatment with cement-based coat-
ings.
Examples o such specications and guides are in
Standard Specications or Highway Bridges,
AASHTO, and the ACI Manual o Concrete Practice.
2. Material specifcationsThe ollowing material specications complement
Construction Specication 31: Aggregates—Specication 522, Aggregates or Port-
land Cement Concrete
Cement—Specication 531, Portland Cement
Fly ash—Specication 532, Supplementary Cementi-
tious Materials
Blast-urnace slag—Specication 532, Supplemen-
tary Cementitious Materials
Air-entraining admixtures—Specication 533,
Chemical Admixtures or Concrete
Water-reducing and/or retarding admixtures—
Specication 533, Chemical Admixtures or Concrete
Plasticizing admixtures—Specication 533, Chemi-
cal Admixtures or Concrete Accelerating and water-reducing and accelerating
admixtures—Specication 533, Chemical Admixtures
or Concrete
Curing compounds—Specication 534, Concrete
Curing Compound
Preormed joint ller—Specication 535, Preormed
Expansion Joint Filler
Sealing compound or joints—Specication 536,
Sealing Compound or Joints in Concrete and Con-
crete Pipe
Nonmetallic waterstops—Specication 537, Nonme-
tallic Waterstops
Metal waterstops—Specication 538, Metal water-
stops
Dowels—Specication 539, Steel Reinorcement (orconcrete)
Metal—Specication 581, Metal
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. Complete engineering and structural detail
drawings o the structure. (See Section 6, Na-
tional Engineering Handbook.)
b. Type, size, and quality o joint ller, waterstops,
and metal plates.
c. Deviations, i any, rom the specied concrete
temperature ranges in Section 21, Concreting in
cold weather.
d. Speciy dowel size, spacing, length, and treat-
ment o moveable dowel ends (plastic sleeve,
grease). Also speciy deviations, i any, rom
dowels specied.
e. Deviations, i any, rom specications requiring:
(1) Placement o slab concrete in a single layer
(2) Consolidation o concrete with vibrators
. Section 3, Concrete mix design, method 1.Speciy or consider the ollowing items:
(1) Class o concrete
(2) Type o cement
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(3) I water-cement ratios greater than 0.50 are
allowed, they must be specied in Section
25.(4) Any deviation rom the air content and
slump specied in section 3, method 1,
must be specied in section 25. (The air
content specied in section 3 may not be
reduced or structures where the average
annual minimum air temperature is below
20 degrees Fahrenheit.)
(5) Aggregate data. Speciy only the nominal
maximum size o coarse aggregate and
not the ASTM size designation or coarse
aggregates. I Material Specication 522
does not apply, speciy the applicablespecication and/or the salient properties
or aggregate.
(6) Types o admixtures, i any.
(7) Fly ash and slag considerations. Speciy
in section 25 i fy ash or ground blast-
urnace slag is required or is not allowed
in the design mix as a partial substitute or
cement. Speciy in section 25 i the fy ash
class is restricted to either Class F or C
(ASTM C 618). I fy ash or slag is not men-
tioned in section 25, the contractor has the
option to use either fy ash (Class F or C)
or slag (any grade) in the design mix under
method 1, section 3. For fy ash, speciy
supplementary optional physical require-
ments listed in ASTM C618 i applicable.
For example, i fy ash is required to con-
trol alkali-silica reaction, speciy, "In Sec-
tion 2, fy ash shall meet the supplemental
optional physical requirement or eec-
tiveness in controlling alkali-silica reaction
as stated in ASTM C618." I it is required
to improve resistance to moderate sulate
attack, speciy, "In Section 2, fy ash shallmeet the supplemental optional physical
requirement or eectiveness in contribut-
ing to sulate resistance, Procedure A or
moderate sulate exposure ater 6 months
exposure as stated in ASTM C618."
g. Section 3, Concrete mix design, method 2.
Speciy the material proportions and batch
weights or the initial job mix, which includes
water-cement ratio, cement type and content/
cy, coarse aggregate nominal maximum size
and content/cy, ne aggregate content/cy, per-
cent air content required, slump requirements,fy ash class and content/cy (i any), slag grade
and content/cy (i any), and any other admix-
tures that will be used.
h. Section 9, Conveying. The hot weather limi-
tations or nonplasticized concrete may be
waived by the engineer i the concrete contin-
ues to remain within the allowable slump range
and the temperature o the concrete does not
exceed 90 degrees Fahrenheit. This is consis-
tent with industry practices, but the waiver
must be based on the perormance o the con-
crete onsite, and the engineer should exercisecaution and judgment when waiving the limita-
tions.
i. Section 10, Placing. Speciy a placement plan
when required. Placement plans should be con-
sidered only when complex placement and/or
control is required or expected or when a high
volume o concrete is involved.
j. Section 16, Removal o orms, supports, and
protective coverings.
(1) Strength test option. Speciy a minimum
concrete compressive strength or the orm
removal o structure member in section 25.
The designer and the government assume
the risk o orm removal at that designated
strength.
(2) Cumulative time option. Form removal
time or this option is based upon the
structural live load (the nal inservice
load the member must support) being
substantially greater than the structural
dead load (load o the member only) and
no signicant horizontal loads on the
member when the orms are removed. I
the structural dead load is near to or larger
than the structural live load, identiy in
section 25 the members that require longer
orm removal times. (See ootnote 2 or the
accumulative orm removal time table in
the construction specication.) For walls
and columns where orms may be removed
quickly and may be exposed to signi-
cant horizontal loads, such as wind loads,
dierent removal times should be speci-
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ed or the Strength Test option required.
(See ootnote 3 or the accumulative orm
removal time table.) ACI 347R, Guide toFormwork or Concrete, Paragraph 3.7.2.3
may be used as a reerence or removal
times.
k. Section 19, speciy the type and class o curing
compound. Reer to table A-31 or guidance in
selecting the curing compound (ASTM C309) or
curing and sealing compound (ASTM C1315).
Include the type and class as applicable. For
example state, "In Section 2, curing compound
shall comply with ASTM C309, Type 2 or ASTM
C1315, Type II."
l. Speciy the nish in section 25 i a nish otherthan that required in sections 17 and 18 is
needed, such as an architectural surace, a
special nish, or other necessary restrictions.
USBR Concrete Manual, Chapter VI, Sections
119 and 121 may be used as a reerence or di-
erent nishes.
m. Section 22, Concreting in hot weather. Extreme
conditions or ormed concrete is a manner o
proessional judgment on the part o the engi-
neer. Extreme conditions or fatwork and slab
construction is dened as when the evapora-
tion rate exceeds 0.2 pound per square oot perhour. Another method that may be specied in
section 25 or approved is gure 11–8, page 135,
"Design and Control o Concrete," Thirteenth
Edition, Portland Cement Association, 5420 Old
Orchard Road, Skokie, IL 60077-1083.
n. Section 23, Acceptance o concrete work.
(1) Concrete strength. The basic premise
or acceptance is the approved job mix is
delivered to the structure. Strength test
ailing to meet the required criteria occa-
sionally occurs although concrete strength
and uniormity are satisactory. The prob-
abilities o a low strength test result rom
a job mix meeting the criteria in section 3
are:
• 9percentchance(1in11)thatanindi-
vidual strength test will all below ′c • 1percentchance(1in100)thatanindi-
vidual strength test will all more than
500 pounds per square inch below ′c
• 1percentchancethattheaverageof
three consecutive strength tests will all
below ′cAllowances should be made or such
statistically expected variations in deciding
whether the strength level being produced
is adequate. The criterion o an individual
strength test alling more than 500 pounds
per square inch below ′c adapts well to
small numbers o tests (small concrete
volumes) and is the strongest indicator
that something is wrong with the concrete
mix. Although there is a 1 percent chance
that concrete strength will not meet this
criteria, verication o the inplace strength
should be required i it does not meet the
criteria and the contractor is required to
take actions to improve the strength test
averages. The criterion o the average o
three consecutive tests being equal to or
greater than the ′c is a good trend indica-
tor and not as critical as the other criteri-
on. An occasional average below ′c can be
tolerated; however, i it occurs two or more
consecutive times, consideration should
be given to veriying the inplace concrete
strength and requiring the contractor to
take actions to improve the strength testaverages.
(2) Structure dimensions. Speciy accept-
able tolerances or the structure i the
tolerances shown under Structure Dimen-
sions aect the unction, strength, or ap-
pearance o the structure.
4. MethodsSection 3, Concrete mix design
Method 1—Intended or use when strength is to be
used as one o the criteria or acceptance o the con-crete and the contractor is to be responsible or the mix.
Method 2—Intended or use when the engineer is to
be responsible or and prescribe the concrete mix and
strength will not govern acceptance rom the contractor.
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Section 13, Construction joints
Method 1—Intended or use in circumstances wheremaximum bond between old and new concrete is
desired. When such joint treatment is specied, it is
permissible to design horizontal construction joints as
fat plane suraces without keyways or metal plates.
Method 1 is preerred or all structures that are con-
tinuously or intermittently exposed to water.
Method 2—Intended or use in circumstances where
bond between old and new concrete is not a critical
element.
Section 24, Measurement and payment
Method 1—Intended or use with method 1 in section
3 when the design and control o the concrete mix is
the responsibility o the contractor (that is, when the
compressive strength o the concrete is one o the
criteria determining acceptability).
Method 2—Intended or use with method 2 in section
3 when the job mix is designed and controlled by the
engineer. A bid item or cement should be included in
the specication and the bid schedule.
When all methods but one are deleted or use in acontract specication, delete rom the last paragraph
All Methods The ollowing provisions apply to
all methods o measurement and payment. Let
justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 31–19, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009) 31–I–5
Designation Description Usage
ASTM C309 Curing Compound For curing only. This product will work or most applications. It should not
be used i the surace to which it is applied will be painted or bonded to other
nishes or toppings.
Type 1 Clear or translucent
without dye
Use where a white curing compound would be asthetically unacceptable. May
be used or small surace areas where assurance o uniorm coverage can be
had without the aid o a dye.
Type 1–D Clear or translucent with
ugitive dye
Use where a white curing compound would be asthetically unacceptable. The
ugitive dye promotes assurance o uniorm coverage. The dye dissipates in
about 4 hours.
Type 2 White pigmented Use where a white curing compound is asthetically acceptable or otherwise will
be removed. Recommended or hot weather concreting because its refectivequalitites tend to reduce solar-heat gain, thus reducing the concrete tempera-
ture.
Class A Unrestricted composi-
tion (usually used to
designate wax based
products)
Typically not restricted or NRCS work.
Class B Resin-based composi-
tions.
Typically not restricted or NRCS work.
ASTM C1315 Curing and Sealing Com-
pound
For curing and sealing. This product has better water retention characteristics
than the C309 curing compounds. The white pigmented C1315 compound is
slightly more refective than the C309 compounds. C1315 compounds provide
protection rom acids and alkalies, are resistant to degradation rom UV light,and exhibit adhesion-promoting qualities. This product may be used in lieu o
C309 compounds. Speciy C1315 whenever it is desirable to seal the surace or
protection against salts or acids. Speciy this product whenever the surace be-
ing cured will be painted or bonded to other nishes or toppings.
Type I Clear or translucent Use where a white curing compound would be asthetically unacceptable. May
be used or small surace areas where assurance o uniorm coverage can be
had without the aid o a dye.
Type II White pigmented Use where a white curing compound is asthetically acceptable or otherwise will
be removed. Recommended or hot weather concreting because its refective
qualitites tend to reduce solar-heat gain, thus reducing the concrete tempera-
ture.
Class A Non-yellowing Use where yellowing would be asthetically unacceptable.
Class B Moderate yellowing Not restricted or NRCS work unless yellowing is asthetically unacceptable.
Class C Unrestricted with regard
to yellowing
Not restricted or NRCS work unless yellowing is asthetically unacceptable.
Table A-31 Concrete Curing or Curing and Sealing Compounds
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31–1(210–VI–NEH, January 2009)
Construction Speciication 31—Concrete or Major Structures
1. ScopeThe work consists o urnishing, orming, placing, nishing, and curing portland cement concrete as required to
build the structures designated in section 25 o this specication.
2. Material Aggregates shall conorm to the requirements o section 25 and Material Specication 522, Aggregates or Port-
land Cement Concrete, unless otherwise specied.
Portland cement shall conorm to the requirements o Material Specication 531, Portland Cement, or the speci-
ed type. One brand only o any type o cement shall be used in any single structure as dened in section 25.
Fly ash shall conorm to the requirements o Material Specication 532, Supplementary Cementitious Materials.
Blast-urnace slag used as a partial substitution o Portland cement in concrete shall conorm to the requirements
o Material Specication 532, Supplementary Cementitious Materials.
Air-entraining admixturesshall conorm to the requirements o Material Specication 533, Chemical Admixtures
or Concrete. I air-entraining cement is used, any additional air-entraining admixture shall be o the same type asthat in the cement.
Plasticizing admixtures shall conorm to the requirements o Material Specication 533, Chemical Admixtures
or Concrete.
Water-reducing and/or retarding admixtures shall conorm to the requirements o Material Specication 533,
Chemical Admixtures or Concrete.
Accelerating and water-reducing and accelerating admixtures, i specied in section 25, shall conorm to the
requirements o Material Specication 533, Chemical Admixtures or Concrete.
Curing compound shall conorm to the requirements o Material Specication 534, Concrete Curing Com-
pound.
Preormed expansion joint ller shall conorm to the requirements o Material Specication 535, Preormed
Expansion Joint Filler.
Sealing compound or joints shall conorm to the requirements o Material Specication 536, Sealing Compound
or Joints in Concrete and Concrete Pipe.
Waterstops shall conorm to the requirements o Material Specications 537, Nonmetallic Waterstops, and 538,
Metal Waterstops, or the specied kinds.
Dowels shall be a plain, round steel bar conorming to the requirements o Material Specication 539, Steel Rein-
orcement (or concrete).
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Metal plates shall conorm to the requirements o Material Specication 581, Metal, or structural quality or com-
mercial or merchant quality steel. Structural quality shall be used only i specically designated in the drawings or
specications.
Water used in mixing and curing concrete shall be clean and ree rom injurious amounts o oil, salt, acid, alkali,
organic matter, or other deleterious substances.
3. Concrete mix design
Method 1
Responsibilities—The contractor is responsible or the design and proportioning o the concrete. Job mixes shall
be prepared to meet the quality, consistency, and strength o concrete specied.
Submittals—At least 15 calendar days beore the placement o any concrete, the contractor shall provide the
engineer with ull documentation to support each job mix and any admixtures to be used in the work. The contrac-
tor shall urnish test results to the engineer or each admixture showing that it meets the requirements o Material
Specication 533, Chemical Admixtures or Concrete. Job mixes are reviewed and accepted or rejected by the engi-
neer within 8 calendar days ollowing the date o submittal. Ater a job mix has been accepted, neither the source,
character, or gradation o the aggregates nor the type or brand o cement or admixtures shall be changed without
prior notice to the engineer. Revisions or changes in a job mix that are determined to be signicant by the engineer
shall ollow the same submittal and acceptance process as that or the initial job mix.
Design criteria—The class o concrete shall be as specied in Section 25 and in accordance with the ollowing
specied compressive strength.
Class o concrete Specied compressive
strength ( ′c) at 28 days
(lb/in2)
5000 5,000
4000 4,000
3000 3,000
2500 2,500
Maximum water-cement ratio shall be 0.50, unless otherwise specied.
Unless otherwise specied the air content (by volume) o the concrete at the time o placement shall be:
Maximum size aggregate Air content (%)
3/8 inch to l inch 5 to 7
Over l inch 4 to 6
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The consistency o all concrete shall allow it to be placed without segregation or excessive laitance. Unless other-
wise specied, the slump shall be:
Type o structural section Slump (inches)
Massive sections, pavements, ootings 2 ± 1
Heavy beams, thick slabs, thick walls (>12 inches) 3 ± 1
Columns, light beams, thin slabs, thin walls (12 inches or less) 4 ± l
Superplasticized concrete shall be a concrete mix containing either a water-reducing, high range admixture (ASTM
C 494, Type F or G) or a plasticizing admixture (ASTM C 1017) at a dosage rate that: (1) reduces the quantity o
water required to produce a concrete mix within the above slump range by 12 percent or more, or (2) produces an
increase in the slump o at east 2 inches above the slump o the design mix containing no water reducer or plasti-
cizing admixture.
A water-reducing admixture (ASTM C 494, Type F or G) and/or a plasticizing admixture (ASTM C 1017) may be
added to an approved job mix without resubmittal and reapproval o the job mix i the ollowing requirements are
met:
a. The admixture shall be introduced into the concrete mix as specied by the manuacturer and be compat-
ible with other admixtures in the job mix.b. The water content shall be equal to or less than that required in the job mix without the admixture.
c. The cement content shall be the same as that required in the job mix without the admixture.
d. The air content shall be within the specied range.
e. The slump shall not exceed 7.5 inches unless the contractor can demonstrate beore placement that the job
mix can be placed without segregation or excessive laitance at a slump greater than 7.5 inches. The con-
crete shall retain the increased slump or not less than 30 minutes.
. I the admixture is added at the job site, the slump o the concrete beore the addition o the admixture shall
not exceed the slump specied above or concrete that does not contain the admixture.
Calcium chloride or other corrosive accelerators shall not be used unless otherwise specied.
Fly ash may be used as a partial substitution or portland cement in an amount not greater than 25 percent (by
weight) o cement in the concrete mix unless otherwise specied.
Ground granulated blast-urnace slag may be used as a partial substitution or portland cement in amounts be-
tween 25 to 70 percent (by weight) o cement in the concrete mix unless otherwise specied.
Job mix criteria—Proportioning o concrete or job mixes shall be based on the standard deviation computed
rom compressive strength tests o previous batch records or established by laboratory trial mixes. Unless other-
wise specied a compressive strength test is the average o the compressive strengths o two standard cured cylin-
ders prepared and tested in accordance with section 4.
For a job mix based upon the standard deviation computed rom compressive strength tests o previous batchrecords, the previous batches shall represent similar material and conditions to those expected or the job mix and
have a strength within 1 000 pounds per square inch o the specied compressive strength ( ′c) at 28 days or the
class o concrete specied. The contractor shall provide to the engineer copies o the acility's previous batching
records that show the compressive strength results and the batch mix design used.
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For a job mix based upon a laboratory trial mix, the trial mix shall contain the actual material to be used in the
nal job mix, have a slump within 0.75 inches o the maximum allowable slump, and have an air content within 0.5
percent o the maximum allowable air content. The contractor shall provide the engineer with copies o the actual
compressive strength test records or the trial mix rom the testing acility perorming the test.
The trial job mix or previous batch records shall include the water reducing admixture when a water reducing
admixture is used in a concrete mix specically to improve the physical properties o the hardened concrete or
change portions o the mix components.
In meeting strength requirements, the selected job mix proportions must produce an average strength, cr, exceed-
ing the specied compressive strength, ′c, by the amount specied below.
n s30 cr
>30 1.00 s The larger o these
25 1.03 s two equations:
20 1.08 s ′c + 1.34 s30
15 1.16 s ′c + 2.33 s30–500
<15 ′c + 1,000 or ′c < 3,000
′c + 1,200 or ′c 5,000
′c + 1,400 or ′c > 5,000
where:
n = number o consecutive compressive strength tests
s30 = standard deviation adjusted to 30 tests, lb/in2
cr = required average compressive strength, lb/in2
′c = specied compressive strength o concrete, lb/in2
s = standard deviation (lb/in2) computed as {[sum(Xi-Xa)2]/[n-1]}1/2
where:
Xi = individual strength test result, lb/in2
Xa = average o n strength test results, lb/in2
Method 2
Responsibilities—The engineer is responsible or the design and proportioning o the job mix. The initial job
mix will be as specied in section 25. The engineer may adjust the initial job mix proportions to establish the des-
ignated job mix. The engineer will provide the contractor with a copy o each job mix as soon as the material and
proportions have been determined. Ater the job mix has been designated, neither the source, character, or grada-
tion o the aggregates nor the type or brand o cement or admixtures shall be changed without prior approval o the
engineer. During the course o the work, the engineer may adjust the job mix proportions and batch weights when-
ever necessary to meet special job conditions.
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The contractor, or each class o concrete, shall be responsible or:
a. Taking the ollowing actions and urnishing the engineer with the ollowing inormation at least 35 calendar
days beore any placement o concrete, unless otherwise designated:
(1) Select the source o aggregates and sample and test the gradations o aggregates available.
(2) Select the brand and type o cement.
(3) Select the brand o admixtures and obtain manuacturer's test data and recommendation o use.
(4) Identiy the concrete production acility, the type o mixer, and the mixing methods that will be used.
(5) Provide rom the concrete production acility consecutive compressive strength test records and batch-
ing records or concrete mixes that have material, proportions, and compressive strengths within 1 000 pounds per square inch o the proposed design mix.
b. Batching at least 3 cubic yards o the initial job mix, in the presence o the engineer, or testing and evalua-
tion not less than 30 calendar days beore any placement o concrete.
4. Inspecting and testingDuring the course o the work, the engineer perorms quality assurance testing as required to assure the concrete
meets the contract requirements. The engineer shall have ree entry to the plant and equipment urnishing concrete
under the contract. Proper acilities shall be provided or the engineer to inspect material, equipment, and process-
es, and to obtain samples o the concrete. All tests and inspections are conducted so as not to interere unnecessar-
ily with the manuacture, delivery, and placement o the concrete.
Any portion o a batch may be tested by the engineer or any o the purposes shown below. Samples taken or test-ing shall be representative o that part o the batch.
a. Determining uniormity o the batch.
b. Checking compliance with requirements or slump and air content when the batch is discharged over an
extended period.
c. Checking compliance o the concrete with the specications when the whole amount being placed in a
small structure, or a distinct part o a larger structure, is less than ull batch.
I concrete is conveyed to the placement location by pumping or conveyor belts, the samples shall be collected at
the discharge end.
When a plasticizing admixture is added to the concrete mix at the job site, slump tests are made both beore the ad-
dition o the admixture to the concrete mix and ater the admixture has been incorporated into the concrete mix.
The tests on concrete are perormed by the ollowing methods unless otherwise specied:
Type o test Test method(ASTM designation)
Sampling C 172
Slump test C 143
Air content C 231 or C 173
Compression test specimens C 31 or C 42
Compressive strength testing C 39
Unit weight C 138
Temperature C 1064
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A strength test or concrete is the average o two standard cured concrete cylinders prepared in accordance with
ASTM C 31 rom the same sample o concrete and tested in accordance with ASTM C 39 at 28 days, unless other-
wise specied. I one cylinder shows maniest evidence o improper sampling, molding, curing, or testing, it shall
be discarded and the strength o the remaining cylinder shall then be considered the compressive strength o the
concrete. Should both cylinders show such deects, the entire test shall be discarded.
I both cylinders are discarded or inplace concrete that was not sampled is in question, the inplace concrete may be
sampled by coring in accordance with ASTM C 42. For core tests, these requirements shall be ollowed:
a. At least three representative cores shall be taken rom each area o concrete in question. I one or more o the cores shows signs o being damaged beore testing, it shall be replaced by a new one.
b. Test cores shall be prepared or testing in accordance with moisture conditioning in ASTM C 42 unless the
engineer determines that the concrete in the structure will be dry under service conditions. I the concrete
is determined to be dry under service conditions, the cores shall be air dried (temperature 60 °F to 80 °F
and relative humidity less than 60%) or 7 days beore testing and shall be tested dry.
5. Handling and measurement o material Aggregates shall be stored or stockpiled in such a manner that separation o coarse and ne particles o each size is
avoided and that various sizes do not become intermixed beore proportioning. Methods o handling and transport-
ing aggregates shall avoid contamination, excessive breakage, segregation, degradation, or intermingling o various
sizes.
Unless otherwise specied, scales shall be beam type or springless dial type. They shall be accurate when static
load tested to plus 0.4 percent o the total capacity o the scales. All exposed ulcrums, clevises, and similar work-
ing parts o scales shall be kept clean.
Measuring tanks or mixing water shall be o adequate capacity to urnish the maximum amount o mixing water
required per batch. Tanks shall be equipped with outside taps and valves to veriy their calibration unless other
means are provided or readily and accurately determining the amount o water in the tank.
The quantities o each component o the concrete mix shall be measured by the ollowing methods and to the ac-
curacy indicated below:
Cement, fy ash, slag—Cement, except as otherwise specically permitted, shall be measured by weight or inbags on which the weight is plainly marked. When cement, fy ash, and slag are supplied in bulk and are measured
by weight, they shall be weighed on a scale separate rom that used or other material and in a hopper entirely ree
and independent o the hopper used or weighing the aggregate. When fy ash or slag is used in the job mix, the
cement and the fy ash or slag may be weighed separately or cumulatively by weighing the cement rst and then
adding the fy ash or slag to arrive at the composite weight. The weight o the cement and the combined weight o
the cement and fy ash or slag shall be within plus or minus 1 percent o the required weight o the cementitious
material. When cement is measured in bags, no raction o a bag shall be used unless weighed.
Aggregates—Aggregates shall be measured by weight unless otherwise specically permitted. Mix proportions
shall be based on saturated, surace-dry weights. The batch weight o each aggregate shall be the required saturat-
ed, surace-dry weight corrected by the weight o surace moisture it contains. The weight o each o the specied
aggregates shall be within plus or minus 2 percent o the required weight.
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Mixing water—Mixing water shall consist o water added to the batch, ice added to the batch, water occurring
as surace moisture on the aggregates, and water introduced in the orm o admixtures. The added water shall be
measured by weight or volume to an accuracy o l percent o the required total mixing water. Added ice shall be
measured by weight. Wash water shall not be used as part o the mixing water or succeeding batches.
Admixtures—Dry admixtures shall be measured by weight. Paste or liquid admixtures shall be measured by
weight or volume. The admixtures shall be within plus or minus 3 percent o the required weight or volume or
each specic admixture.
6. Mixers and mixingMixers are either stationary parts o a central mixing plant or portable equipment, such as revolving drum truck
mixers and volumetric batching/continuous mixing truck mixers. Mixers shall be capable o thoroughly mixing the
concrete ingredients into a uniorm mass within the specied mixing time and o discharging the mix without seg-
regation. Each mixer or agitator shall bear a manuacturer's rating plate indicating the gross volume o the drum,
the capacity o the drum or container in terms o the volume o mixed concrete, and the minimum and maximum
mixing speeds o rotation o the drum, blades, or paddles. When the truck mixer is used or truck mixed concrete
as described in section 6a(2) or or shrink mixed concrete as described in section 6a(3), the capacity o the drum
or container in terms o the volume o mixed concrete shall not exceed 63 percent o the gross volume o the drum.
When the truck mixer is used to transport central-mixed concrete as described in section 6a(1), the capacity o the
drum or container in terms o the volume o mixed concrete shall not exceed 80 percent o the gross volume o the
drum. The mixer shall be operated in accordance with these recommendations.
Concrete shall be uniorm and thoroughly mixed when delivered to the orms in a reshly mixed and unhardened
state. Variations in slump o more than 1 inch within a batch is considered evidence o inadequate mixing and shall
be corrected by changing batching procedures, increasing mixing time, changing mixers, or other means. Mixing
time shall be within the limits specied below unless the contractor demonstrates by mixer perormance tests that
adequate uniormity is obtained by dierent times o mixing.
No mixing water in excess o the amount called or by the job mix shall be added to the concrete during mixing or
hauling or ater arrival at the delivery point. Water to compensate or up to a 1-inch loss in slump may be added,
not to exceed the design maximum water cement ratio. Withholding some o the mixing water until the concrete
arrives on the job, then adding the remaining water and turning the mixer 30 revolutions at mixing speed is allowed
to overcome transporting conditions. When loss o slump or workability cannot be oset by these measures, com-
plete mixing shall be perormed by onsite batching and mixing or by using a combination o centrally batching and
transporting material to the site and adding remainder o material onsite.
Concrete may be urnished by ready-mix methods, by volumetric batching and continuous mixing at the site, or by
batch mixing at the site.
a. Ready-mixed concreteReady-mixed concrete shall be mixed, transported, and placed in a reshly mixed and unhardened state. The con-
tractor shall urnish the engineer a batch ticket showing amount o concrete in cubic yards, the time o loading, the
time the load was discharged, the revolution counter reading at the time o loading and discharge, and the type and
actual quantity o each material including all admixtures used in each batch o concrete.
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Truck mixers and truck agitators shall be equipped with revolution counters by which the number o revolutions
o the drum or blades may be readily veried. Ready-mixed concrete shall be mixed and delivered by one o the
ollowing methods:
(1) Central-mixed concrete—Central-mixed concrete is mixed completely in a stationary mixer and trans-
ported to the point o delivery either in a truck agitator, a truck mixer operating at agitating speed, or
nonagitating equipment.
When a truck agitator or a truck mixer is used as an agitator and transports concrete that has been com-
pletely mixed in a stationary mixer, mixing during transportation shall be at the speed designated by
the manuacturer o the equipment as agitating speed. When concrete is transported in a truck mixer or
truck agitator, the volume o the mixed concrete shall not exceed 80 percent o the gross volume o the
drum. The total number o revolutions o the truck mixer or truck agitator shall not exceed 200 beore
discharge o the concrete, unless otherwise specied.
The use o nonagitating equipment to transport concrete to the site o the work is permitted only i the
consistency and uniormity o the concrete as discharged at the point o delivery meet the requirements
o this specication. Bodies o nonagitating hauling equipment shall be constructed so that leakage o the
concrete mix, or any part thereo, does not occur. Concrete hauled in opentop vehicles shall be protected
rom rain and rom more than 20 minutes exposure to the sun and wind when the air temperature is
above 75 degrees Fahrenheit.
(2) Truck-mixed concrete—Truck-mixed concrete is completely mixed in a truck mixer. The total volumeo all ingredients to be mixed in a revolving drum truck mixer shall not exceed 63 percent o the gross
volume o the drum. The concrete ingredients shall be mixed between 70 and 100 revolutions o the drum
or blades at the speed designated by the manuacturer as mixing speed. Mixing in excess o 100 revolu-
tions shall be at the speed designated by the manuacturer o the equipment as agitating speed. The total
number o revolutions shall not exceed 300 beore discharge o the concrete unless otherwise specied.
(3) Shrink-mixed concrete—Shrink-mixed concrete is partly mixed at a central plant and the mixing is com-
pleted in a truck mixer. The mixing time in the central plant mixer is the minimum required to intermin-
gle the ingredients. The volume o the mixed concrete in a truck mixer shall not exceed 63 percent o the
gross volume o the truck drum. The mixing shall be completed in a truck mixer. The number o revolu-
tions o the truck mixer drum or blades shall be between 50 and 100 revolutions at the speed designated
by the manuacturer as mixing speed. Mixing in excess o 100 revolutions shall be at the speed desig-
nated by the manuacturer o the equipment as agitating speed. The total number o revolutions shall notexceed 300 beore discharge o the concrete unless otherwise specied.
b. Volumetric batching and continuous mixing at the site Volumetric batching and continuous mixing at the site is commonly reerred to as mobile concrete mixers. Unless
otherwise specied volumetric batching and continuous mixing at the construction site is permitted. The batching
and mixing equipment shall conorm to the requirements o ASTM C 685 and shall be demonstrated beore place-
ment o concrete by tests with the job mix to produce concrete meeting the specied proportioning and uniormity
requirements. Concrete made by this method shall be produced, inspected, and documented in conormance with
sections 6, 7, 8, 13, and 14 o ASTM C 685.
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c. Batch mixing at the siteThis method o batching and mixing concrete is either by batching and mixing all material onsite using paving mix-
ers or stationary construction mixers or by using a combination o centrally batching part o the mix, transporting
it to the site, and adding the rest o the material and mixing onsite.
Paving mixers or stationary construction mixers and associated transport vehicles shall be in accordance with rec-
ommended practices described in method 1 or central mixed concrete. The time or mixing a batch o concrete in
the mixer drum shall be according to manuacturer's recommendations, but not less than 1 minute plus 0.25 minute
or each cubic yard o concrete being mixed (8 yd3 batch = 3 minutes).
When a combination o centrally batching and transporting material to the site and adding rest o material onsite
is used, the contractor shall prepare a written plan detailing how the batching and mixing o the concrete mate-
rial will be accomplished and controlled. This written batching and mixing plan shall be submitted to the engineer
or review and approval not less than 10 working days beore the placement o concrete. The volume o the mixed
concrete in a truck mixer shall not exceed 63 percent o the gross volume o the drum.
The contractor shall urnish the engineer a batching ticket or each batch o resh concrete. The ticket shows the
type, brand, and amount o cement; the type, name, and amount o each admixture; total water added to the batch,
which includes ree water on the aggregate; maximum size o aggregate; the type and dry weight o ne aggregate;
the type and dry weight o coarse aggregate; the time o loading (the time that water was introduced to the ce-
ment); and the time the load was discharged.
7. FormsForms shall be o good quality wood, plywood, steel, or other approved material and shall be mortar tight. The
orms and associated alsework shall be substantial and unyielding and shall be constructed so that the nished
concrete conorms to the specied dimensions and contours. Form suraces shall be smooth and ree rom holes,
dents, sags, or other irregularities and shall be maintained in this condition throughout the work. Forms shall be
coated with a nonstaining orm release agent beore being set into place. Acceptable tolerances or ormed struc-
ture members are specied in section 23.
When a superplasticized concrete mix is used, orms shall be coated according to the manuacturer's recommenda-
tions with a orm release agent that is specically ormulated or plasticized concrete. Forms shall be designed to
withstand the increased pressures o the superplasticized concrete and the increased impact orces resulting rom
larger drop heights used in placing the superplasticized concrete.
Metal ties or anchorages that will be embedded in the concrete shall be equipped with cones, she-bolts, or other
devices that permit their removal to a depth o at least 1 inch without injury to the concrete. Ties designed to break
o below the surace o the concrete shall not be used without cones. I approved berglass or plastic orm ties are
used, the tie ends shall be cut fush with the nished concrete and ground smooth.
All edges that will be exposed shall be chamered unless nished with molding tools as specied in section 18.
8. Preparation o orms and subgradeBeore placement o concrete, the orms, embedments, and subgrade shall be ree o chips, sawdust, debris, water,
ice, snow, extraneous oil, mortar, or other harmul substances or coatings. Any orm release agent on the reinorc-
ing steel or other suraces required to be bonded to the concrete shall be removed.
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Rock suraces shall be cleaned by high pressure air-water cutting, sandblasting, or wire brush scrubbing, as nec-
essary, and shall be wetted immediately beore placement o concrete. The earth surace shall be rm and damp.
Placement o concrete on mud, dried earth, noncompacted ll, or rozen subgrade is not permitted. All ice, snow,
and rost shall be removed, and the temperature o all suraces, including the reinorcing steel and other steel inclu-
sions, to be in contact with the new concrete shall be no colder than 40 degrees Fahrenheit.
Items to be embedded in the concrete shall be positioned accurately and anchored rmly.
Weepholes in walls or slabs shall be ormed with nonerrous material.
9. ConveyingConcrete shall be delivered to the site and discharged completely into the orms within 1.5 hours or beore the
drum o truck has revolved a total o 300 revolutions, whichever comes rst, ater the introduction o the mixing
water to the cement and aggregates or the introduction o the cement to the aggregates. In hot weather or under
conditions contributing to quick stiening o the concrete, or when the temperature o the concrete is 85 degrees
Fahrenheit or above, the time between the introduction o the cement to the aggregates and discharge shall not
exceed 45 minutes.
Superplasticized concrete can be conveyed and placed when the temperature o the concrete is below 95 degrees
Fahrenheit and the slump o the concrete remains within the allowable slump range.
The engineer can allow an appropriate extension o time when the setting time o the concrete is increased a corre-
sponding amount by the addition o an approved admixture. In any case concrete shall be conveyed rom the mixer
to the orms as rapidly as practicable by methods that prevent segregation o the aggregates or loss o mortar.
10. PlacingConcrete shall not be placed until the subgrade, orms, steel reinorcement, and other embedments are inspected
and approved by the engineer. For walls and columns, subsequent higher placements o concrete shall not be
placed until the concrete below the new placement has gained sucient strength to support the concrete dead load
and any superimposed loads without distress. Placement sequences and timing shall consider orm removal timing
covered in section 16.
I a placement plan is required in section 25, concrete shall not be placed until the placement plan has been re- viewed and approved by the engineer. The contractor shall have all equipment and material required or curing
available at the site ready or use beore placement o concrete begins.
Concrete shall be placed only in the presence o the engineer. The contractor shall give reasonable notice to the
engineer beore each placement. Such notice shall be ar enough in advance to give the engineer adequate time
to assure that the subgrade, orms, steel reinorcement, and other preparations comply with specications. Other
preparations include, but are not limited to, the concrete batching plant, mixing and delivery equipment and sys-
tem, placing and nishing equipment and system, schedule o work, workorce, and heating or cooling acilities, as
applicable. All deciencies are to be corrected beore concrete is delivered or placing.
Concrete shall be placed and consolidated to prevent segregation o the mix components. The concrete shall be
deposited as closely as possible to its nal position in the orms. It shall be worked into the corners and angles o
the orms and around all reinorcement and embedded items to prevent segregation o aggregates or excessivelaitance. The depositing o concrete shall be regulated so that the concrete can be consolidated with a minimum o
lateral movement. Concrete placed against a sloping surace shall start at the lowest elevation and work upwards
to the highest elevation.
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Concrete other than architectural concrete shall not be dropped more than 5 eet vertically unless suitable equip-
ment is used to prevent segregation. Architectural concrete shall not be dropped more than 3 eet vertically unless
suitable equipment is used to prevent segregation. When a superplasticized concrete mix is used, concrete other
than architectural concrete shall not be dropped more than 12 eet vertically and architectural concrete shall not
be dropped more than 10 eet vertically unless suitable equipment is used to prevent segregation.
11. LayersSlab concrete shall be placed to design thickness in one continuous layer unless otherwise specied. Formed con-
crete shall be placed in horizontal layers not more than 20 inches deep. Where a superplasticized concrete mix is
used, ormed concrete may be placed in horizontal layers not more than 5 eet deep.
Successive layers o resh concrete between construction joints shall be placed at a rate ast enough that the pre-
ceding layer is still plastic and can be easily mixed with the resh concrete such that seams (cold joints) or plane
o weakness do not occur. I the surace o a previously placed layer o concrete has taken a set to the degree that
it will not fow and mix with the succeeding layer when vibrated, the contractor shall discontinue placing concrete
and shall make a construction joint according to the procedure specied in section 13. I placing is discontinued
when a layer is incomplete, the ends o the incomplete layer shall be ormed by a vertical bulkhead.
12. Consolidating All concrete shall be consolidated with internal type mechanical vibrators capable o transmitting vibration to the
concrete at requencies not less than 8,000 impulses per minute, unless otherwise specied or approved beore
placement. Vibration shall be supplemented by spading, rodding, and hand tamping as necessary to ensure smooth
and dense concrete along the orm surace, in corners, and around embedded items. The contractor shall provide
a sucient number o vibrators to properly consolidate the concrete immediately ater it is placed. A sucient
number o standby vibrators shall be kept onsite during the placement o concrete.
Vibration shall compact the concrete and bring it into intimate contact with the orms, reinorcing steel, and other
embedded items while removing voids and pockets o entrapped air. The location, insertion, duration, and removal
o the vibrators shall be such that maximum consolidation o the concrete is achieved without causing segrega-
tion o the mortar and coarse aggregate or causing water or cement paste to fush to the surace. Vibration shall be
applied to the reshly deposited concrete by rapidly inserting the vibrator and slowly, in an up and down motion,
removing the vibrator at points uniormly spaced at not more than 1.5 times the radius o the area visibly eected
by vibration. Generally, this is at 5 to 10 seconds per oot on 14-inch spacings or less. The area visibly eected bythe vibrator shall overlap the adjacent, just vibrated area. The vibrator shall extend vertically into the previously
placed layer o resh concrete by at least 6 inches at all points. This ensures eective bond between layers. In thin
slabs the vibrator(s) should be sloped toward the horizontal to allow operations in a ully embedded position.
Vibration shall not be applied directly to the reinorcement steel, the orms, or other embedded items unless other-
wise specied. Vibration shall not be applied to concrete that has hardened to the degree that it does not become
plastic when vibrated. I surace vibrators are used, they may contact orms when consolidating thin slabs.
The use o vibrators to transport concrete in the orms or conveying equipment is not permitted.
Surace vibrators may be used to consolidate slabs 8 inches and less in thickness. Slabs more than 8 inches thick
shall be consolidated with internal vibration and may be augmented through use o surace vibrator, such as vi-
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brating screeds, plate or grid vibratory tampers, or vibratory roller screeds. I concrete is to be consolidated using
surace vibration methods, the contractor shall detail how this work is to be perormed in writing to the engineer
or review and approval. This report must be submitted no less than 30 calendar days beore placing concrete by
this method. It includes equipment selection and specications.
13. Construction jointsConstruction joints shall be made at the locations shown on the drawings unless otherwise specied or approved
by the engineer. I construction joints are needed that are not shown on the drawings, they shall be placed in loca-
tions approved by the engineer.
Where a eather edge would be produced at a construction joint, as in the top surace o a sloping wall, an insert
orm shall be used so that the resulting edge thickness on either side o the joint is not less than twice the maxi-
mum aggregate diameter used in the concrete mix.
Nonvertical construction joints in structural elements, such as walls and columns, shall be consolidated and
screeded to grade unless otherwise specied. Construction joints shall be covered and wet cured or 7 days or until
concrete placement resumes unless otherwise specied.
Steel tying and orm construction next to concrete in place shall not be started until the concrete has cured at least
12 hours. Beore new concrete is deposited on or against concrete that has hardened, the orms shall be retight-
ened. New concrete shall not be placed until the hardened concrete has cured at least 12 hours.
Method l—The surace o construction joints shall be cleaned o all unsatisactory concrete, laitance, coatings,
stains, or debris by sandblasting or high-pressure air-water cutting, or both. Sandblasting can be used ater the con-
crete has gained sucient strength to resist excessive cutting, and high-pressure air-water cutting can be used as
soon as the concrete has hardened suciently to prevent the jet rom displacing the coarse aggregates. The surace
o the concrete in place shall be cut to expose clean, sound aggregate, but not so deep as to undercut the edges o
larger particles o the aggregate. Ater cutting, the surace shall be thoroughly washed to remove all loose material.
I the surace is congested by reinorcing steel, is relatively inaccessible, has cured beyond the ability to cut with
air-water blasting, or disturbing the concrete beore it is hardened is considered undesirable, cleaning o the joint
by air or water jets is not permitted. The sandblasting method is required ater the concrete has hardened.
Immediately beore new concrete is placed, all construction joints shall be wetted and standing water removed.
Method 2—The surace o construction joints shall be cleaned o all unsatisactory concrete, laitance, coatings,
stains, or debris by washing and scrubbing with a wire brush or wire broom, or by other means approved by the
engineer. Immediately beore new concrete is placed, all construction joints shall be wetted and standing water
removed.
14. Expansion and contraction jointsExpansion and contraction joints shall be made only at locations shown on the drawings. Exposed concrete edges
at expansion and contraction joints shall be careully tooled or chamered, and the joints shall be ree o mortar
and concrete. Joint ller shall be ully exposed or its entire length with clean and true edges.
Where open joints or weakened plane "dummy" joints are specied, joints ormed in resh concrete shall be con-
structed by the insertion and subsequent removal o a wood strip, metal plate, or other suitable template. This willbe done so that the corners o the concrete do not chip or break. The edges o the resh concrete at the joints shall
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be nished with an edging tool beore the joint strips are removed. Open joints or weakened plane dummy joints
may also be sawcut joints conorming to the depth and extent specied.
Preormed expansion joint ller shall be held rmly in the correct position as the concrete is placed.
15. WaterstopsWaterstops shall be held rmly in the correct position as the concrete is placed. Joints in metal waterstops shall be
brazed or welded. Joints in rubber or plastic waterstops shall be cemented, welded, or vulcanized as recommended
by the manuacturer. Joints shall be watertight and o a strength equivalent to that specied in Material Specica-
tion 537. Intersecting waterstop joints shall be preabricated and supplied by the same manuacturer providing the
waterstop.
16. Removal o orms, supports, and protective coveringsForms, supports, and protective coverings shall be removed as soon as practical ater the concrete has gained
sucient strength to support its own weight and superimposed loads. Removal shall be done so that the concrete
surace is not damaged and sudden or excessive stresses are not induced. The minimum period rom completion o
the concrete placement to the removal o the orms shall be based on either strength tests or cumulative times.
Strength tests—The strength o the inplace concrete is determined by testing concrete cylinders specically cast
or this purpose and cured adjacent to the member in accordance with the ASTM C 31 method or determining
removal time. Unless otherwise specied, orms supporting the weight o the concrete member may be removed
ater the concrete strength is 70 percent o that specied or the class o concrete. Forms not supporting the weight
o the concrete member or other superimposed loads may be removed ater the concrete strength has reached the
strength specied in section 25.
Cumulative time—The total accumulated time, not necessarily continuous, that the air adjacent to the concrete
is above 50 degrees Fahrenheit and the specied concrete curing has occurred concurrently will be determined.
Forms may be removed ater the total accumulated time shown:
Accumulated orm removal times
Forms Time 1/
Sides o slabs or beams 12 hours
Undersides o slabs or beams Clear span 2/
< 10 t 4 days
10 - 20 t 7 days
> 20 t 14 days
Sides o walls or columns Height above orm 3/ 4/
< 10 t 12 hours
< 20 t 24 hours
> 20 t 72 hours
1/ Table values apply to normal concrete. Values or concrete that contains cements or admixtures that
signicantly retard or accelerate strength gain will be determined by the engineer and based on actual design
mix data.
2/ Values apply to members designed to support signicant superimposed loads. Values or members designed
or only sel weight when placed in service shall be 50 percent greater.
3/ Values apply to members not subject to signicant horizontal loads. Additional time or rebracing is needed
or members subject to signicant wind or other horizontal loads.
4/ Subsequent higher lits may be placed ater 12 hours.
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17. Finishing ormed suraces All ormed concrete suraces shall be true and even, and shall be ree rom overtolerance depressions, holes, pro-
jections, bulges, or other deects in the specied surace nish or alignment, unless otherwise specied in section
25. Depressions are measured as the distance rom the bottom o a 5-oot-long template or straight edge.
A surace to be backlled or otherwise concealed when construction is completed shall have the ollowing surace
treatment unless otherwise specied:
• Repairdefectiveconcrete.
• Fillallformtieholes.
• Correctsurfacedepressionsdeeperthan1inch.
• Removeorsmoothnsandabruptprojectionsthatexceed0.75inch.
A surace to be permanently exposed, where other nishes are not specied, shall have the ollowing treatment:
• Repairdefectiveconcrete.
• Fillallformtieholes.
• Removeorsmoothallabruptirregularitiesgreaterthan0.25inchindepthorprojection.
• Treatalldepressionsandirregularitiessothattheydonotexceed0.5inchindepth.
Form bolt and tie holes and other holes o similar size and depth shall be repaired and lled as specied in section 20.
18. Finishing unormed suraces All exposed suraces o the concrete shall be accurately screeded to grade and then foat nished unless otherwise
specied. The foat nish shall result in a surace that has no irregularities o more than 0.25 inch when checked
with a template or straight edge that is 10 eet long.
All exposed suraces o concrete shall be accurately struck o to grade ater placement and consolidation are
completed. Following strikeo, the surace shall be immediately smoothed by darbying or bull foating beore any
ree water has bled to the surace. The concrete shall then be allowed to rest until the bleed water and water sheen
have let the surace and the concrete has stiened to where it will sustain oot pressure with only about 0.25-inch
indentation. At this time all joints and edges that are exposed to view and are not chamered shall be nished with
edging tools. Ater edging and hand jointing is complete, all exposed suraces shall be foated with wood or mag-
nesium foats. The foating should work the concrete no more than necessary to remove screed, edger, and jointer
marks and to produce a compact surace uniorm in texture.
Water shall not be sprinkled or added to the surace o the concrete during the darbying, bull foating, foating, or
other nishing operations to acilitate nishing.
19. CuringFreshly placed concrete shall be cured a minimum o 7 days in accordance with the recommended practices set
orth in this section. A curing process shall be started as soon as the concrete has hardened suciently to prevent
surace damage. Curing concrete, including exposed suraces o ormed concrete and concrete in orms, shall be
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maintained at a satisactory moisture content or at least 7 days ollowing placement. I orms are removed beore
the end o the 7-day curing period, the interrupted curing process shall be reestablished and maintained until a ull
7-day curing period is achieved. A satisactory moisture condition is:
• Continuousorfrequentapplicationofwateroruseofasaturatedcovermaterial,suchascanvas,cloth,
burlap, earth, or sand.
• Preventionofexcessivewaterlossfromtheconcretebyuseofanimpermeablecoating(curingcompound)
or covering (plastic, paper).
The application o water or covering shall not erode, mar, or otherwise damage the concrete. Plastic lm or paper
shall meet the requirements o ASTM C 171. Black covering shall not be used when concreting in hot weather.
Except as otherwise specied in section 25, curing compound may be used or exposed suraces or ormed sur-
aces ater patching and repair are completed. Curing compounds shall not be used on a surace that is to receive
additional concrete, paint, tile, or other coatings unless the contractor demonstrates that the membrane can be
satisactorily removed or can serve as a base or the later application.
Curing compound shall be thoroughly mixed beore applying and be agitated during application. Except as other-
wise specied in section 25, the compound shall be applied at a pressure o 75 to 100 pounds per square inch. A
continuously agitating pressure sprayer is used or application at a uniorm rate o not less than 1 gallon per 175
square eet o surace. Manual hand pump sprayers shall not be used unless otherwise specied. For individual
concrete placements or repairs having a surace area o 400 square eet or less, curing compound may be applied
with a sot-bristled brush, paint roller, or hand sprayer. The compound shall orm a uniorm, continuous, adherent
lm that shall not check, crack, or peel and shall be ree rom pinholes or other imperections.
All suraces covered with curing compound shall be continuously protected rom damage to the protective lm
during the required curing period.
A surace subjected to heavy rainall or running water within 3 hours ater the compound has been applied or that
is damaged by subsequent construction operations during the curing period shall be resprayed in the same manner
as or the original application.
Water or curing shall be clean and ree rom any substances that cause discoloration o the concrete.
20. Concrete patching, repair or replacementPatching—All orm bolts, metal ties, and similar orming restraints shall be removed to a depth o 1 inch below
the surace o the concrete and their cavities repaired unless otherwise specically permitted or specied. Small
cavities, large air holes, minor honeycombed areas, and other supercial imperections that require patching to
meet the specied nish requirements shall be thoroughly cleaned and lled. Holes let by bolts or straps that pass
through the concrete section shall be lled solid with a dense, well-bonded, nonshrink patching material. Dry-pack
mortar and replacement concrete shall ollow the appropriate procedure detailed in the Repair and Maintenance
chapter o the Concrete Manual, Bureau o Reclamation, U.S. Department o the Interior. Proprietary patching ma-
terial shall be appropriate or the type o repair, used within the manuacturer's recommended limits, and applied
according to the manuacturer's recommendations.
Repair or replacement—The contractor shall repair or replace concrete that does not meet the requirements o thisspecication. Beore starting any repair or replacement work, the contractor shall prepare a written plan or the
repair or replacement. The primary reerence or material and repair methods or the plan shall be the appropriate
sections o the Repair and Maintenance chapter o the Concrete Manual, Bureau o Reclamation, U.S. Department
o the Interior. The repair plan shall be submitted to the engineer or review at least 10 days beore any repair or
replacement work. Approval o the plan will be authorized in writing by the contracting ocer.
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When proprietary patching material is proposed in the plan, the manuacturer's data sheets and written recommen-
dations shall be included in the plan.
Repair material or replacement concrete shall have properties, color, and texture similar to and compatible with
the concrete being repaired or replaced. Repair or replacement concrete work shall be perormed only when the
engineer is present.
Curing o repaired or replaced concrete shall be started immediately ater nish work is completed and as specied
in section 19 or as specied by the manuacturer o proprietary compounds.
21. Concreting in cold weatherMethods or concreting in cold weather shall be perormed when, or more than 3 consecutive days, the ollowing
conditions exist:
• Theaveragedailyairtemperatureatthejobsiteislessthan40degreesFahrenheit.(Theaveragedailyair
temperature is the average o the highest and lowest temperatures occurring during the period rom mid-
night to midnight.)
• Theairtemperatureatthejobsiteisnotmorethan50degreesFahrenheitformorethanhalfofany24-hour
period.
Concrete shall be protected against reezing during the rst 24 hours ater placement whether or not the averageweather conditions specied above or cold weather concreting exist. The ollowing provisions also shall apply un-
less otherwise specied:
a. When the cement is added to the mix, the temperature o the mixing water shall not exceed 140 degrees
Fahrenheit nor shall the temperature o the aggregate exceed 150 F.
b. The temperature o the concrete at the time o placing shall be within the placement temperature range
shown below, unless otherwise specied.
Least dimension o section, inches Placement temperature, °F
Less than 12 55 – 75
12 to 36 50 – 7036 to 72 45 – 65
Greater than 72 40 – 60
c. The minimum temperature o the concrete or the rst 72 hours ater placement shall not be less than the
minimum temperature shown above. Concrete structures shall be immediately protected ater concrete
placement by covering, housing, insulating, or heating concrete structures suciently to maintain the mini-
mum temperature adjacent to the concrete surace. I the minimum temperature requirements are not met
and the concrete did not reeze, the protection time will be extended a period equal to twice the number o
hours the temperature was below the minimum temperature.
d. Exhaust fue gases rom combustion heaters shall be vented to the outside o the enclosure. The heat rom
heaters and ducts shall be directed in such a manner as to not overheat or dry the concrete in localized
areas or to dry the exposed concrete surace.e. At the end o the protection period, the concrete shall be allowed to cool gradually. The maximum decrease
at the concrete surace in a 24-hour period shall not exceed 40 degrees Fahrenheit.
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22. Concreting in hot weatherMethods or concreting in hot weather shall be in accordance with the requirements set orth below.
For the purpose o this specication, hot weather is dened as any combination o the ollowing conditions that im-
pair the quality o reshly mixed or hardened concrete by accelerating the rate o moisture loss and rate o cement
hydration, or otherwise resulting in detrimental results:
• Highambienttemperature
• Highconcretetemperature
• Lowrelativehumidity
• Windvelocity
• Solarradiation
Whenever the above conditions exist or when climatic conditions are such that the temperature o the concrete
may reasonably be expected to exceed 90 degrees Fahrenheit at the time o delivery to the worksite or during the
placement operations, the ollowing provisions shall apply:
a. The contractor shall maintain the temperature o the concrete below 90 degrees Fahrenheit during mixing,
conveying, and placing.
b. Exposed concrete suraces that tend to dry or set too rapidly shall be continuously moistened using og
sprays or other means to maintain adequate moisture during the time between placement and nishing.
Water shall not be sprinkled or added directly to the surace o the concrete beore nishing.
c. Finishing o slabs and other exposed suraces shall be started as soon as the condition o the concrete
allows and shall be completed without delay. Water shall not be sprinkled or added to the surace o the
concrete during the darbying, bull foating, foating, or other nishing operations to acilitate nishing.
d. Formed suraces shall be kept completely and continuously wet rom the time the concrete takes initial
set to when the orms are removed. Ater the orms are removed, the concrete suraces shall be kept com-
pletely and continuously wet or the duration o the curing period or until curing compound is applied in
accordance to section 21.
e. Exposed and unormed concrete suraces, especially fat work placed with large areas o surace, shall be
kept completely and continuously wet or the duration o the curing period or until curing compound is
applied in accordance to section 19. The concrete shall be protected against thermal shock rom rapid cool-
ing (5 °F per hour or more than 40 °F per 24-hour period) o the concrete by application o curing water ortemperature changes during the rst 24 hours o the curing period.
. When any single or combination o conditions may result in very rapid setting or drying o the concrete, ex-
treme conditions exist. For fat work and slab construction, extreme conditions exist when the evaporation
rate exceeds 0.2 pound per square oot per hour. The engineer may:
(1) Restrict placement to the most avorable time o the day.
(2) Restrict the depth o layers to assure coverage o the previous layer while it will still respond readily to
vibration.
(3) Suspend placement until conditions improve.
(4) Restrict the removal o orms, repair, and patching to small areas that can be protected with curing
compound immediately.
The evaporation rate or fat work and slab construction may be determined by calculating the evaporation rate
rom a shallow cake pan having a surace area o at least 1 square oot or by other methods approved by the engi-
neer or designated in section 25.
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23. Acceptance o the concrete work Acceptance o the concrete work will be a cumulative acceptance process based upon progressively meeting the
requirements o the specications and drawings or:
• Freshconcrete
• Concretestrengthanddurability
• Structuredimensions
• Structureappearance
Fresh concrete—Fresh concrete conorming to the mix proportions and quality requirements o the approved job
mix and the handling and placement requirements o previous sections will be satisactory.
Concrete strength—A strength test is the average o the compressive strengths o two standard cured cylinders
prepared and tested in accordance with section 4, unless otherwise specied. The strength o the hardened con-
crete is satisactory i the ollowing requirements are met:
a. I method 1 rom section 3 is specied and the concrete work is less than 75 total cubic yards or the class
o concrete specied, the compressive strength o the concrete is satisactory i no individual strength test
alls more than 500 pounds per square inch below the specied compressive strength ( ′c) or the respective
class o concrete.
b. I method 1 rom section 3 is specied and the concrete work is 75 total cubic yards or more or the class o
concrete specied, the compressive strength o the concrete is satisactory i both o the ollowing require-
ments are met:
(1) No individual strength test alls more than 500 pounds per square inch below the specied compressive
strength ( ′c) or the class o concrete specied.
(2) The average o any three consecutive strength tests is not less than the specied compressive strength
( ′c) two or more consecutive times or the class o concrete specied.
The contractor shall take steps to increase the average o subsequent strength tests when the average o any
three consecutive strength tests alls below the specied concrete strength ( ′c).
c. The engineer determines the structural adequacy and evaluates the durability o the in-place concrete when
the concrete strength based on the standard cured concrete cylinders is unsatisactory. The engineer deter-mines the need or additional quality assurance testing.
d. The contractor may core the concrete, have the cores tested by a certied testing laboratory at the contrac-
tor's expense, and submit test results to the engineer or consideration and evaluation o concrete strength
adequacy when the concrete strength based on the standard cured concrete cylinders is unsatisactory.
e. Sampling and testing concrete by coring shall conorm to section 4. The strength o the concrete based
upon concrete cores is satisactory i both o the ollowing requirements are met:
(1) The average compressive strength o the three cores equal or exceed 85 percent o the specied com-
pressive strength ( ′c).
(2) The compressive strength o any individual core does not all below 75 percent o the specied com-
pressive strength ( ′c).
. I method 2 rom section 3 is specied, the engineer is responsible or the concrete job mix design and the
quality concrete that results rom the job mix.
The hardened concrete is satisactory i the required batch tickets or other documentation acceptable to
the engineer clearly show that the batch ingredients and weights o each ingredient including all admixtures
conorms to the job mix provided by the engineer. Random periodic inspection o the batching operations
may be made by the engineer to veriy that ingredients and ingredient proportions conorm to the batching
documentation.
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I the concrete ingredients, proportions, or admixtures varies rom the job mix provided by the engineer,
the concrete may be rejected i, in the judgment o the engineer, the variance will signicantly aect the
strength or durability o the concrete or will adversely aect the lie expectancy or other components o the
structure.
Structure dimensions and appearanceThe appearance o the concrete shall meet the requirements o sections 17 and 18.
The dimensions o ormed members, unless otherwise specied, are satisactory i they conorm to the require-ments o the specications, the locations shown on the drawings, and are within acceptable tolerances:
a. Variation rom plumb or walls and column shall be not more than 0.2 percent o the wall or column height.
b. Variation rom specied elevations or slabs, foors, or other horizontal members shall be not more than 0.2
percent o the length o the member in the direction o grade.
c. Variations in the cross-sectional dimensions o columns and beams and in the thickness o walls and above-
grade slabs shall not be more than minus 0.25 inch or plus 0.5 inch rom the shown dimensions.
24. Measurement and paymentFor items o work or which specic unit prices are established in the contract, concrete is measured to the neat
lines or pay limits shown on the drawings, and the volume o concrete is computed to the nearest 0.1 cubic yard.
No deduction in volume is made or chamers, rounded or beveled edges, or or any void or embedded item that
is less than 5 cubic eet in volume. Where concrete is placed against the sides or bottom o an excavation without
intervening orms, drainll, or bedding, the volume o concrete required to ll voids resulting rom overexcava-
tion outside the neat lines or pay limits is included in the measurement or payment where such overexcavation is
directed by the engineer to remove unsuitable oundation material. However, this payment is only to the extent that
the unsuitable condition is not a result o the contractor's improper construction operations, as determined by the
engineer.
Method l—Payment or each item o concrete is made at the contract unit price or that item. The payment or
concrete will constitute ull compensation or completion o the concrete work, including joint llers, waterstops,
dowels or dowel assemblies, and metal plates, but not including reinorcing steel or other items listed or payment
elsewhere in the contract.
Method 2—Payment or each item o concrete is made at the contract unit price or that item. The payment or
concrete constitutes ull compensation or completion o the concrete work, including joint llers, waterstops,
metal plates, dowels, and other assemblies. It does not include urnishing and placing reinorcing steel or urnish-
ing and handling cement or other items listed or payment elsewhere in the contract.
Cement is measured by dividing the volume o concrete accepted or payment by the yield o the applicable job
mix. The yield is determined by the procedure specied in ASTM C 138. I the amount o cement actually used per
batch exceeds the amount in the job mix specied by the engineer, the measurement is based on the amount o ce-
ment specied by the engineer or the job mix. Unless otherwise stated in section 25, a bag o cement is considered
94 pounds. Payment or each type o cement will be made at the contract unit price or urnishing and handling that
type o cement and such payment will constitute ull compensation or urnishing and handling the cement.
All methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or anyitem o work described in the contract, but not listed in the bid schedule, will be included in the payment or the
item o work to which it is make subsidiary. Such items and the items to which they are made subsidiary are identi-
ed in section 25 o this specication.
25. Items o work and construction details
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
32–I–1(210–VI–NEH, January 2009)
Instructions or use
Construction Specifcations 32—Structure Concrete
1. ApplicabilityConstruction Specication 32 is applicable or the
installation o low and moderate hazard structures,
where the quantity o concrete is generally 75 cubic
yards or less per structure, and where the location o
the structure will allow economical maintenance or
replacement.
2. Material specifcationsThe ollowing material specications complement
Construction Specication 32:
522—Aggregates or Portland Cement Concrete
531—Portland Cement
532—Supplementary Cementitious Materials
533—Chemical Admixtures or Concrete
534—Concrete Curing Compound
535—Preormed Expansion Joint Filler
537—Nonmetallic Waterstops
538—Metal Waterstops
When local aggregates do not conorm to the require-
ments o Material Specication 522, but are known
to produce concrete o adequate quality, reerence to
Interim Standard Material Specication is permissible,or requirements may be stated in the construction
details in section 24.
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. Class o concrete.
b. Type, size and quantity o joint ller, waterstop,
and any other items to be embedded.
c. Type o cement.
d. Speciy in section 24 i fy ash or ground blast-
urnace slag is required or is not allowed in the
design mix as a partial substitute or cement.
Speciy supplementary optional physical re-
quirements listed in ASTM C618 i applicable.
For example, i fy ash is required to control
alkali-silica reaction, speciy, "In Section 2, fy
ash shall meet the supplemental optional physi-
cal requirement or eectiveness in controlling
alkali-silica reaction as stated in ASTM C618."
I it is required to improve resistance to moder-
ate sulate attack, speciy, "In Section 2, fy ash
shall meet the supplemental optional physical
requirement or eectiveness in contributing
to sulate resistance, Procedure A or moderate
sulate exposure ater 6 months exposure as
stated in ASTM C618."
e. Nominal size o coarse aggregate; or specica-
tions or aggregate i Material Specication 522
does not apply.
. Speciy in section 24, maximum allowable wa-ter to cement or water to cementitious materi-
als ratio i other than 0.5.
g. Type o admixtures, i any.
h. Speciy in section 24, type and class o cur-
ing compound. Reer to Table A-31 in the
instructions or Construction Specication 31,
Concrete or Major Structures or guidance in
selecting the curing compound (ASTM C309) or
curing and sealing compound (ASTM C1315).
Include the type and class as applicable. For
example state, "In Section 2, curing compound
shall comply with ASTM C309, Type 2 or ASTMC1315, Type II."
i. Special slump and air content requirements, i
applicable.
j. Include a statement i volumetric batching and
continuous mixing are not permitted.
k. Special type o nish or coating o nished
suraces.
l. Note in section 24 any other deviations rom
the basic specications.
m.Describe method o measurement and paymenti it diers rom the methods listed in section 23.
4. Items o work and construction detailsStarting at the top o page 32–6, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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1. ScopeThe work shall consist o urnishing, orming, placing, nishing, and curing portland cement concrete as required
to build the structures described in section 24 o this specication.
2. Material Aggregates shall conorm to the requirements o Material Specication 522, Aggregates or Portland Cement Con-
crete, unless otherwise specied. The grading o coarse aggregates shall be as specied in section 24.
Portland cement shall conorm to the requirements o Material Specication 531, Portland Cement, or the speci-
ed type.
Fly ash shall conorm to the requirements o Material Specication 532, Supplementary Cementitious Materials.
Air-entraining admixturesshall conorm to the requirements o Material Specication 533, Chemical Admixtures
or Concrete. I air-entraining cement is used, any additional air-entraining admixture shall be o the same type as
that in the cement.
Water reducing and/or retarding admixtures shall conorm to the requirements o Material Specication 533,Chemical Admixtures or Concrete.
Curing compound shall conorm to the requirements o Material Specication 534, Concrete Curing Compound.
Preormed expansion joint ller shall conorm to the requirements o Material Specication 535, Preormed
Expansion Joint Filler.
Waterstops shall conorm to the requirements o Material Specications 537, Nonmetallic Waterstops, and 538,
Metal Waterstops, or the specied kinds.
Water used in mixing and curing concrete shall be clean and ree rom injurious amounts o oil, salt, acid, alkali,
organic matter, or other deleterious substances.
3. Class o concreteConcrete or structure concrete shall be classied as ollows:
Class o
concrete
Maximum net
water content
(gal/bag)
Minimum
cement content
(bags/yd3)
3000M 6 5.5
4000M 6 6
Construction Speciication 32—Structure Concrete
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4. Air content and consistencyUnless otherwise specied, the slump shall be 3 to 5 inches. I air entrainment is specied, the air content, by vol-
ume, shall be 4 to 7 percent o the volume o the concrete. When specied, directed, or approved by the engineer, a
water-reducing, set-retarding, or other admixture shall be used. High range, water reducing agents (superplasticiz-
ers) may be used to increase workability, reduce water content, and control concrete temperature in hot weather.
The maximum slump ater adding high range water reducing agents shall be 7.5 inches.
5. Design o the concrete mixThe proportions o the aggregates shall be such as to produce a concrete mixture that works readily into the cor-
ners and angles o the orms and around reinorcement when consolidated, but does not segregate or exude ree
water during consolidation.
Fly ash may be used as a partial substitution or portland cement in an amount o no more than 25 percent (by
weight) o the cement in the concrete mix, unless otherwise specied.
The maximum water to cement ratio shall be 0.5 unless otherwise specied. When more than one cementitious
material is used, the maximum water to cementitious materials ratio shall be 0.5 unless otherwise specied.
Beore the concrete is placed, the contractor shall urnish the contracting ocer, or approval, a statement o the
materials and mix proportions (including admixtures, i any) intended or use. The statement shall include evi-
dence satisactory to the contracting ocer that the materials and proportions will produce concrete conormingto this specication. The materials and proportions so stated shall constitute the "job mix." Ater a job mix has been
approved, neither the source, character, or grading o the aggregates nor the type or brand o cement or admixture
shall be changed without prior notice to the contracting ocer. I such changes are necessary, no concrete contain-
ing such new or altered material shall be placed until the contracting ocer has approved a revised job mix.
6. Inspection and testingThe engineer shall have ree entry to the plant and equipment urnishing concrete under the contract. Proper acili-
ties shall be provided or the engineer to inspect materials, equipment, and processes and to obtain samples o the
concrete. All tests and inspections will be conducted so as not to interere unnecessarily with manuacture and
delivery o the concrete.
7. Handling and measurement o materialMaterials shall be stockpiled and batched by methods that prevent segregation or contamination o aggregates and
ensure accurate proportioning o the ingredients o the mix. Except as otherwise provided in section 8, cement and
aggregates shall be measured as ollows:
Cement shall be measured by weight or in bags o 94 pounds each. When cement is measured in bags, no raction
o a bag shall be used unless weighed.
Aggregates shall be measured by weight. Mix proportions shall be based on saturated, surace-dry weight. The
batch weight o each aggregate shall be the required saturated, surace-dry weight plus the weight o surace mois-
ture it contains.
Water shall be measured, by volume or by weight, to an accuracy within 1 percent o the total quantity o waterrequired or the batch.
Admixtures shall be measured within a limit o accuracy o 3 percent.
8. Mixers and mixingConcrete shall be uniorm and thoroughly mixed when delivered to the work site. Variations in slump o more than
1 inch within a batch are considered evidence o inadequate mixing and shall be corrected by increasing mixing
time or other acceptable alternative.
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For stationary mixers, the mixing time ater all cement and aggregates are in the mixer drum shall be not less than
1.5 minutes. When concrete is mixed in a truck mixer, the number o revolutions o the drum or blades at mixing
speed shall be not less than 70 nor more than l00.
Unless otherwise specied, volumetric batching and continuous mixing at the construction site are permitted. To
produce concrete meeting the specied proportioning and uniormity requirements, the batching and mixing equip-
ment shall conorm to the requirements o ASTM Specication C 685 and shall be demonstrated by tests with the
job mix beore the concrete is placed. Concrete made by this method shall be produced, inspected, and certied in
conormance with sections 6, 7, 8, 13, and 14 o ASTM Specication C 685.
No mixing water in excess o the amount called or by the job mix shall be added to the concrete during mixing or
hauling or ater arrival at the delivery point.
9. FormsForms shall be o wood, plywood, steel, or other approved material and shall be mortar tight. The orms and as-
sociated alsework shall be substantial and unyielding and shall be constructed so that the nished concrete will
conorm to the specied dimensions and contours. Form suraces shall be smooth and ree rom holes, dents, sags,
or other irregularities. Forms shall be coated with a nonstaining orm release agent beore being set into place.
Metal ties or anchorages within the orms shall be equipped with cones, she-bolts or other devices that permit their
removal to a depth o at least 1 inch without injury to the concrete. Ties designed to break o below the surace o the concrete shall not be used without cones.
All edges that will be exposed to view when the structure is completed shall be chamered, unless nished with
molding tools as specied in Section l8.
10. Preparation o orms and subgradePrior to placement o concrete, the orms and subgrade shall be ree o chips, sawdust, debris, water, ice, snow,
extraneous oil, mortar, or other harmul substances or coatings and the temperature o all suraces to be in contact
with the new concrete shall be not be less than 40 degrees Fahrenheit. Any oil on the reinorcing steel or other
suraces required to be bonded to the concrete shall be removed. Rock suraces shall be cleaned by air-water cut-
ting, wet sandblasting, or wire brush scrubbing, as necessary, and shall be wetted immediately beore placement o
concrete. The earth surace shall be rm and damp. Placement o concrete on mud, dried earth, or uncompacted llor rozen subgrade is not permitted.
Items to be embedded in the concrete shall be positioned accurately and anchored rmly.
Weepholes in walls or slabs shall be ormed with nonerrous material.
11. ConveyingConcrete shall be delivered to the site and discharged into the orms within l-1/2 hours ater the introduction o the
cement to the aggregates. In hot weather or under conditions contributing to quick stiening o the concrete, the
time between the introduction o the cement to the aggregates and discharge shall not exceed 45 minutes.
The engineer may allow a longer time, provided the setting time o the concrete is increased a correspondingamount by the addition o an approved set-retarding admixture. In any case, concrete shall be conveyed rom the
mixer to the orms as rapidly as practicable by methods that prevent segregation o the aggregates and assure no
loss o mortar occurs.
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12. PlacingConcrete shall not be placed until the subgrade, orms, steel reinorcement, and embedded items have been in-
spected and approved. No concrete shall be placed except in the presence o the engineer. The contractor shall
give reasonable notice to the engineer each time concrete is to be placed. Such notice shall provide sucient time
or the engineer to inspect the subgrade, orms, steel reinorcement, and other preparations or compliance with
the specications. Other preparations include, but are not limited to, the concrete mixing plant; delivery equipment
system; placing, nishing, and curing equipment and system; schedule o work; workorce; and heating or cooling
acilities, i applicable. Deciencies are to be corrected beore concrete is delivered or placing.
The concrete shall be deposited as closely as possible to its nal position in the orms. It shall be worked into the
corners and angles o the orms and around all reinorcement and embedded items in a manner to prevent segre-
gation o aggregates or excessive laitance. Formed concrete shall be placed in horizontal layers not more than 20
inches thick. Concrete shall not be dropped more than 5 eet vertically unless suitable equipment is used to prevent
segregation. When high range water reducing agents are used, the concrete shall not be allowed to drop more than
10 eet. Hoppers and chutes, pipes, or "elephant trunks" shall be used as necessary to prevent segregation and the
splashing o mortar on the orms and reinorcing steel above the layer being placed.
Immediately ater the concrete is placed in the orms, it shall be consolidated by spading, hand tamping, or vibra-
tion as necessary to ensure a smooth surace and dense concrete. Each layer shall be consolidated to ensure mono-
lithic bond with the preceding layer. I the surace o a layer o concrete in place sets to the degree that it will not
fow and merge with the succeeding layer when spaded or vibrated, the contractor shall discontinue placing con-
crete and shall make a construction joint according to the procedure specied in section 13.
I placing is discontinued when an incomplete horizontal layer is in place, the unnished end o the layer shall be
ormed by a vertical bulkhead.
13. Construction jointsConstruction joints shall be made at the locations shown on the drawings. I construction joints are needed that are
not shown on the drawings, they shall be placed in locations approved by the engineer.
Where a eather edge would be produced at a construction joint, as in the top surace o a sloping wall, an insert
orm shall be used so that the resulting edge thickness on either side o the joint is not less than 6 inches.
In walls and columns, as each lit is completed, the top surace shall be immediately and careully protected rom
any condition that might adversely aect the hardening o the concrete.
Steel tying and orm construction adjacent to concrete in place shall not be started until the concrete has cured
at least 12 hours. Beore new concrete is deposited on or against concrete that has hardened, the orms shall be
retightened. New concrete shall not be placed until the hardened concrete has cured at least 12 hours.
The surace o construction joints shall be cleaned o all unsatisactory concrete, laitance, coatings, or debris by
washing and scrubbing with a wire brush or wire broom or by other means approved by the engineer. The surace
shall be kept moist or at least 1 hour beore the new concrete is placed.
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14. Expansion and contraction jointsExpansion and contraction joints shall be made only at locations shown on the drawings.
Exposed concrete edges at expansion and contraction joints shall be careully tooled or chamered, and the joints
shall be ree o mortar and concrete. Joint ller shall be let exposed or its ull length with clean and true edges.
Preormed expansion joint ller shall be held rmly in the correct position as the concrete is placed.
When open joints are specied, they shall be constructed by the insertion and subsequent removal o a woodenstrip, metal plate, or other suitable template in such a manner that the corners o the concrete are not chipped or
broken. The edges o open joints shall be nished with an edging tool beore the joint strips are removed.
15. WaterstopsWaterstops shall be held rmly in the correct position as the concrete is placed. Joints in metal waterstops shall
be soldered, brazed, or welded. Joints in rubber or plastic waterstops shall be cemented, welded, or vulcanized as
recommended by the manuacturer.
16. Removal o ormsForms shall not be removed without the approval o the engineer. Forms shall be removed in such a way as to pre-
vent damage to the concrete. Supports shall be removed in a manner that permits the concrete to take the stresses
o its own weight uniormly and gradually.
17. Finishing ormed suracesImmediately ater the orms are removed:
a. All ns and irregular projections shall be removed rom exposed suraces.
b. The holes produced on all suraces by the removal o orm ties, cone-bolts, and she-bolts shall be cleaned,
wetted, and lled with a dry-pack mortar. The mortar will consist o one part portland cement, three parts
sand that will pass a No. 16 sieve, and just sucient water to produce a consistency such that the lling is at
the point o becoming rubbery when the material is solidly packed.
18. Finishing unormed suraces All exposed suraces o the concrete shall be accurately screeded to grade and then foat nished, unless specied
otherwise.
Excessive foating or troweling o suraces while the concrete is sot is not permitted.
Adding dry cement or water to the surace o the screeded concrete to expedite nishing is not allowed.
Joints and edges on unormed suraces that will be exposed to view shall be chamered or nished with molding
tools.
19. Curing
Concrete shall be prevented rom drying or a curing period o at least 7 days ater it is placed. Exposed suracesshall be kept continuously moist or the entire period, or until curing compound is applied as specied below.
Moisture shall be maintained by sprinkling, fooding, or og spraying, or by covering with continuously moistened
canvas, cloth mats, straw, sand, or other approved material. Wood orms let in place during the curing period shall
be kept continuously wet. A ormed surace shall be thoroughly wetted immediately ater orms are removed and
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shall be kept wet until patching and repairs are completed. Water or covering shall be applied in such a way that
the concrete surace is not eroded or otherwise damaged.
Concrete, except at construction joints, may be coated with the approved curing compound instead o continued
application o moisture, except as otherwise specied in section 24. The compound shall be sprayed on the moist
concrete surace as soon as ree water has disappeared, but shall not be applied to any surace until patching, re-
pairs, and nishing o that surace are completed. The compound shall be applied at a uniorm rate o not less than
1 gallon per 175 square eet o surace and shall orm a continuous adherent membrane over the entire surace.
Curing compound shall be thoroughly mixed beore applying and continuously agitated during application. Curingcompound shall not be applied to a surace requiring bond to subsequently placed concrete, such as construction
joints, shear plates, reinorcing steel, and other embedded items. I the membrane is damaged during the curing
period, the damaged area shall be resprayed at the rate o application specied above. Any surace covered by the
membrane shall not be tracked unless protected rom wear.
20. Removal and replacement or repairWhen concrete is honeycombed, damaged, or otherwise deective, the contractor shall remove and replace the
structure or structural member containing the deective concrete or, where easible, correct or repair the deective
parts. The contracting ocer determines the required extent o removal, replacement, or repair. Beore starting re-
pair work, the contractor shall obtain the contracting ocer's approval o the plan or repairs. The contractor shall
perorm all repair work in the presence o the engineer.
21. Concreting in cold weatherConcrete shall not be mixed nor placed when the daily minimum atmospheric temperature is less than 40 degrees
Fahrenheit unless acilities are provided to prevent the concrete rom reezing. The use o accelerators or anti-
reeze compounds is not allowed.
22. Concreting in hot weatherThe contractor shall apply eective means to maintain the temperature o the concrete below 90 degrees Fahren-
heit during mixing, conveying, and placing.
23. Measurement and payment
For items o work or which specic unit prices are established in the contract, concrete is measured to the neatlines shown on the drawings and the volume o concrete is computed to the nearest 0.l cubic yard. Measurement o
concrete placed against the sides o an excavation without using intervening orms is made only to the neatness or
pay limits shown on the drawings. No deduction in volume is made or chamers, rounded or beveled edges, or or
any void or embedded item that is less than 5 cubic eet in volume.
Payment or each item o structure concrete is made at the contract unit price or the contract lump sum; whichever
is applicable or that item. Such payment constitutes ull compensation or all labor, material, equipment, transpor-
tation, tools, orms, alsework, bracing, and all other items necessary and incidental to the completion o the work
except items listed or payment elsewhere in the contract. Compensation or any item o work described in the
contract, but not listed in the bid schedule, is included in the payment or the item o work to which it is made sub-
sidiary. Such items and the items to which they are made subsidiary are identied in section 24 o this specication.
24. Items o work and construction details
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National Standard Construction
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Chapter 2
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g. Nozzleman qualications as stated in section 6
are considered appropriate or most complex
jobs with signicant amount o concrete. Quali-
cation requirements may be reduced or small,
simple jobs as determined by the designer.
h. Volumetric batching is permitted in section 7 or
projects with dicult access, small volumes o
shotcrete, or low placement rates. Volume batch-
ing where permitted shall be specied in section
19 by aggregate and cement batching by the bag
or pre-blended dry cement and aggregate.
i. Speciy in section 19, type and class o cur-
ing compound. Reer to Table A-31 in the
instructions or Construction Specication 31,
Concrete or Major Structures or guidance in
selecting the curing compound (ASTM C309) or
curing and sealing compound (ASTM C1315).
Include the type and class as applicable. For
example state, "In Section 2, curing compound
shall comply with ASTM C309, Type 2 or ASTM
C1315, Type II.
4. Methods
Section 18, Measurement and payment Method 1—Intended or use where shotcrete inplace
is to be reasonably uniorm in shape and thickness so
that measurement o the surace area will be easible
and representative o the amount o shotcrete placed.
Method 2—Intended or use where measurement o
shotcrete inplace is not easible or when payment by
material inplace is not easible or when payment by
material used rather than shotcrete inplace is desir-
able or other reasons.
When specications are prepared using electronic
procedures and all measurement and payment meth-ods but one are deleted or use in a contract speci-
cation, delete rom the last paragraph, All Methods
The ollowing provisions apply to all methods o
measurement and payment. Let justiy the remain-
ing text.
Instructions or use
Construction Specifcations 33—Shotcrete
1. ApplicabilityConstruction Specication 33 is applicable to the
placement o dry mix and wet mix shotcrete.
2. Material specifcationsThe ollowing material specications complement
Construction Specication 33:
531—Portland Cement
522—Aggregates or Portland Cement Concrete
534—Concrete Curing Compound
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. Complete engineering drawings and structural
detail drawings as specied in Section 6, Na-
tional Engineering Handbook, including as a
minimum:
(1) Plans and cross sections showing the
surace dimensions and thickness o all
shotcrete slabs, walls, or layers and neat
pay lines.
(2) Reinorcement details including bar place-
ment diagrams.
(3) Finish lines and grades.
(4) Joint and edge details.
b. The condition or orientation o subgrade ma-
terial or suraces. Identiy wet areas that will
require special treatment. Detail the special
treatment that will be required (special shot-
crete mixtures that may include silica ume
and/or accelerators or fash sets, drainage
blankets, special subsurace treatment).
c. Notes as necessary to indicate special place-
ment or nishing requirements.
d. Type o cement.
e. Special admixtures; i.e., silica ume, bers, high
range water reducers, air entraining, and accel-
erators. Calcium chloride shall not be used in
shotcrete containing steel embedments.
. Required compressive strength.
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5. Items o work and construction detailsStarting at the top o page 33–7, prepare and outline
job specic "Items o Work and Construction Details"(IWCD) in accordance with these instructions.
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1. ScopeThe work shall consist o urnishing, mixing, applying and curing shotcrete. Except as otherwise specied, either a
dry mix or wet mix process may be used.
2. MaterialPortland cement shall conorm to the requirements o Material Specication 531, Portland Cement, or the speci-
ed type.
Aggregates shall conorm to the requirements o Material Specication 522, Aggregates or Portland Cement
Concrete, unless otherwise specied. Gradation shall be one o the three options specied by ACI 506R, table 2.1,
unless otherwise specied.
Admixtures, i specied, shall meet the requirements indicated. Nonchloride chemical admixtures shall conorm
to ASTM C 494. Air-entraining admixtures shall conorm to ASTM C 260. Fly ash or pozzolanic material shall con-
orm to ASTM C 618. Calcium chloride shall conorm to ASTM D 98 and shall be in fake or pellet orm.
Water used in mixing or curing shotcrete shall be clean and ree rom injurious amounts o oil, salt, acid, alkali,
organic matter, or other deleterious substances.
Curing compound shall conorm to the requirement o Material Specication 534, Concrete Curing Compound.
3. Strength and qualityThe compressive strength o shotcrete at the age o 28 days shall be not less than specied in section 19 o this
specication.
Shotcrete shall be uniorm and dense, ree rom "drummy" areas that indicate laminations, voids, sand pockets, or
disbonded material.
4. ConsistencyThe proportion o water added to the mixture shall be accurately controlled to produce thorough and uniorm
hydration o the shotcrete. The consistency o the shotcrete shall be such that the surace o the shotcrete in place
shall have a rich, glossy appearance and that the shotcrete shall adhere to the supporting surace without fowing,
slumping, or sloughing. For application to vertical or overhanging suraces, the mix proportions shall be adjusted
so that the placed shotcrete will adhere to a minimum thickness o 0.75 inch without sagging or sloughing. For
adjustment o consistency, fy ash or pozzolanic material can be added to the mixture in amounts o no more than
20 percent (by weight) o cement in the mixture.
5. Inspection and testingProcedures or preparing shotcrete test panels and the testing specimens sawed or cored rom panels will be
perormed in accordance with ASTM Method C 1140. The compression test specimens will be cores taken rom the
test panels or rom the structure.
Similar panels not less than 18 inches square and not less than 6 inches thick shall be made periodically as directed
by the engineer during the progress o the work.
Construction Speciication 33—Shotcrete
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Cores taken rom the test panels shall receive standard curing in lime-saturated water at 73.4 degrees Fahrenheit
plus or minus 3.0 degrees Fahrenheit within 24 hours ater removal. Cores shall continue to receive the prescribed
initial cure treatment until standard curing is commenced.
For each strength test, three cores will be tested in compression. The test result will be the average o the strengths
o the three specimens except that i one specimen shows maniest evidence o improper sampling, coring, or test-
ing, it will be discarded and the strengths o the remaining two specimens will be averaged. I more than one speci-
men representing a test shows such deects, the entire test will be discarded.
The contractor shall urnish the orms and make the required test panels and shall provide such acilities, material,
and assistance as may be necessary or curing, handling, and protecting the panels. Test panels shall be cast only
when the engineer is present.
6. Nozzle operator qualifcationsThe Contractor shall submit a resume or each nozzleman certiying that each has not less than one year's experi-
ence or the particular type o shotcrete to be applied. The resume shall include company name, address, and tele-
phone number, name o supervisor, and detailed description o work perormed. All nozzlemen shall be certied in
accordance with ACI CP-60. Qualications o additional nozzlemen throughout the job shall be similarly submitted
or approval.
The nozzle operator and application crew members shall be required to meet pre-construction testing requirements
administered by the engineer on a test panel or an area. The engineer will careully observe shooting o the test
panel or area and note i the nozzle operator examinee:
a. Cleans the shooting surace with air and water beore shooting.
b. Applies a bonding coat on the shooting surace ahead o the heavier shotcrete applications
c. Directs shotcrete application around reinorcement in a manner that prevents buildup on the ace o the
reinorcement and allows the shotcrete to fow and compact tightly around the back o the reinorcement.
d. I applicable, directs the nisher or nozzle helper to cut out any sags, sand, or rebound pockets.
e. I applicable and where necessary, directs the nisher or nozzle helper to broom the shotcrete surace be-
ore application o additional layers.
7. Measuring materialThe proportions o the shotcrete mix shall be controlled on the basis o the weight o each component material, un-
less otherwise specied in section 19 o this specication, except that water may be measured by volume. Material
shall have the ollowing batch tolerances o the mix proportion weights: cement, plus or minus 2 percent; aggre-
gate, plus or minus 4 percent; and admixtures, plus or minus 6 percent. Weighing equipment used shall be accurate
to within 0.4 percent o scale capacity.
8. EquipmentThe contractor shall urnish all equipment necessary or batching, mixing, and placing the shotcrete. The equip-
ment shall meet the ollowing requirements.
The placing equipment or dry mix shotcrete shall be designed and equipped to receive the dry mix, introduce themix into a stream o compressed oil ree dry air, convey the mix pneumatically through a delivery hose to a nozzle
at the point o discharge, inject water under pressure into the suspended stream o dry sand and cement within
the nozzle, and spray the resulting shotcrete mix onto the surace o the work at a uniorm rate and at a controlled
velocity. The placing equipment shall be equipped with accurate gauges to indicate the air pressure and water pres-
sure and with devices capable o accurately controlling the air pressure at any level between 50 pounds per square
inch and 80 pounds per square inch, the water pressure at any level between 50 pounds per square inch and 100
pounds per square inch, and the rate o application o water at the nozzle.
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The placing equipment or wet mix shotcrete shall be designed and equipped to receive the shotcrete rom the
mixer, convey it through a delivery hose to a nozzle at the point o discharge, accelerate it in the nozzle by means
o compressed oil-ree dry air, and spray it onto the surace o the work. It shall be capable o delivering shotcrete
to the nozzle uniormly and continuously and discharging it rom the nozzle at a uniorm rate and at a controlled
velocity sucient or all parts o the work.
Batch and continuous mixing equipment shall include a power-driven mixer capable o thoroughly mixing the ma-
terial at a rate adequate to ensure uniorm eeding o the mixture to the placing equipment and a eeding apparatus
capable o supplying the mixture to the placing equipment at an adequate and uniorm rate.
9. MixingDry mix shotcrete—The cement and admixtures and other additives (except accelerator) shall be mixed into a
predampened homogeneous mass that thoroughly coats the aggregate beore being ed through a vibratory screen
into the placing equipment. Proper predampening shall be indicated by the ball-in-hand test as ollows: When a
small amount o mix is tightly squeezed, the resulting ball holds together or cracks slightly, but essentially remains
whole. The mix has too little predampening moisture i the ball crumbles into discrete particles when the hand is
opened and/or color is light gray. I moisture comes o on the hand, too much predampening moisture is in the
mix. The properly predampened dry mix shall be used within 45 minutes ater mixing (15 minutes in hot weather
conditions where the temperature is over 85 °F). Any material that dries out or cakes ater mixing shall be wasted.
Rebound material shall not be remixed or reused.
Wet mix shotcrete—Air-entrainment and chemical admixtures may only be used in wet mix concrete. The ce-
ment, sand, admixtures (except accelerator), and water shall be thoroughly mixed in the mixer drum suciently
to produce shotcrete o the required consistency. It must be uniorm within each batch and uniorm rom batch to
batch when discharged into the placing equipment. Accelerators, i specied, shall be mixed at the nozzle. Ready-
mix concrete shall conorm to the requirements o ASTM C 94 unless otherwise specied.
The entire contents o the mixer shall be discharged rom the drum beore material or a succeeding batch is
placed therein. A mix that becomes dicult to pump shall be discarded; otherwise, a batch shall be gunned within
1.5 hours o batching in normal weather and within 45 minutes during hot weather conditions (temperatures over
85 °F). Rebound material shall not be remixed or reused.
10. FormsForms shall be structurally adequate and o such design that rebound or accumulated loose sand can reely es-
cape or be readily removed. Shooting strips shall be used at corners, edges, and on the surace where necessary to
obtain true lines and proper thickness. Where practicable, ground wires shall be installed as guides to accurately
establish the specied contour o the nished surace o shotcrete. Ground wires shall be set and used as guides
or templates in orming curved and molded suraces. When shotcrete is to be placed on a horizontal or sloping
surace, headers and ground wires shall be provided to the extent necessary to ensure control o slab thickness.
Ground wires shall be tightened and kept taut, secure, and true to line and plane during placement o shotcrete and
shall be removed when placement is completed.
Header boards are required where the drawings indicate a square edge and at required joints. Form suraces shall
be thoroughly cleaned and a orm release agent applied beore shotcrete is placed.
11. Preparation o suraces to receive shotcrete All suraces to receive or support shotcrete shall be careully prepared and conditioned. All such prepared suraces
shall be inspected and approved by the engineer beore the application o shotcrete.
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Earth suraces to which shotcrete is to be applied shall be rmly compacted and neatly trimmed to line and grade.
Asphaltic concrete suraces shall be thoroughly cleaned o any growths, earth, or any other material that would a-
ect bond or be detrimental to the shotcrete.
Concrete, mortar, or rock suraces shall be thoroughly cleaned by water blasting or sand blasting to remove all dirt,
laitance, weak or unbonded mortar, loose material, grease, or other deleterious substances.
Suraces on which the shotcrete is to be placed shall be suciently rough to ensure the adherence o the shotcrete.Osets that would cause an abrupt and substantial change in thickness o the shotcrete shall be removed or ta-
pered.
All suraces shall be maintained in a moistened condition or 3 hours beore application o shotcrete. Shotcrete
shall not be applied to mud, dried earth, uncompacted ll, rebound material, or suraces on which ree water exists
unless otherwise specied in section 19. All ice, snow, and rost shall be removed, and the temperature o all sur-
aces to be in contact with the new shotcrete shall be no colder than 40 degrees Fahrenheit.
12. PlacingThe contractor shall have all equipment and material required or curing available at the site and ready or use
beore placement o shotcrete begins. No shotcrete shall be placed except in the presence o the engineer or au-
thorized representative. The contractor shall give reasonable notice to the engineer each time shotcrete placementis scheduled. Such notice shall be ar enough in advance to give the engineer adequate time to inspect the suraces
to which the shotcrete is to be applied, the orms, steel reinorcement, and other preparations or compliance with
the specications beore the start o placement operations.
During placement o shotcrete, the air pressure shall be adjusted as required to control rebound and density o
shotcrete. For a given application, once the optimum operating pressures have been established, they shall be
maintained constantly throughout the application. For dry mix shotcrete, the air pressure at the material outlet or
air-inlet on the gun shall be not less than 40 pounds per square inch plus 5 pounds per square inch or each 50 eet
o length o the discharge hose greater than 100 eet and 5 pounds per square inch or each 25 eet the nozzle is
above the gun (shotcrete delivery equipment). The water pressure at the nozzle shall be not less than 15 pounds per
square inch greater than the air pressure at the material outlet or air-inlet on the gun.
For most applications the placing nozzle shall be held between 2 and 6 eet rom and approximately normal to the
surace o the work. At a longer distance the nozzle velocity may need to be increased so that the impact velocity
suits the requirements o the application. Corners shall be lled rst.
Shotcrete shall be applied in a single thickness or to a layer thickness no greater than that which will cause sag-
ging, sloughing, or dropout. Sags and sloughs shall be cut out and regunned. Replacement shall be accomplished
beore the previously placed shotcrete has completely set. When shotcrete is placed on a vertical surace, applica-
tion shall be started at the bottom and be completed at the top.
In any case when the placing o shotcrete is interrupted or more than 1 hour, the edge o the layer shall be sloped
o at an angle o about 45 degrees to the surace being shot, and the sloped part shall be covered with a double
layer o 6-ounce burlap and kept continuously moist until the application o shotcrete is resumed. Beore apply-
ing new material, the sloped part shall be thoroughly cleaned and wetted by means o an air and water blast or anequally eective method approved by the engineer.
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Material that rebounds and accumulates on orms, subgrade suraces, or reinorcing steel ahead o the shotcrete be-
ing placed shall be removed and discarded.
13. FinishingRebound material shall be careully swept o the nished shotcrete surace and discarded beore it becomes too
hard or removal. Ater the shotcrete has been placed to the depth required, the surace shall be checked with a
straightedge or template and any low spots shall be brought up to grade by placing additional shotcrete. The n-
ished surace o the shotcrete shall be let as a natural gun nish unless screeding or urther nishing, or both, are
specied in section 19 o this specication.
When specied, screeding shall be accomplished as ollows:
• Placeshotcreteafractionbeyondtheguidestrips,groundwires,orforms.
• Allowthesurfaceoftheshotcretetostiffentothepointitwillnotpullorcrackunderscreedingortrowel-
ing.
• Trim,slice,orscrapeexcessmaterialtotruelineandgradeandremovetheplacingguides.
A natural rod nish shall consist o the removal, by foating, o the impressions let ater the guide strips or ground
wires have been removed. A natural broom nish shall be that nish resulting rom brooming the natural rod nish.
A foat nish shall be that nish resulting rom foating the natural rod nish with a wood or rubber foat.
14. CuringShotcrete shall be prevented rom drying or a curing period o at least 7 days ater it is placed. The exposed sur-
ace shall be kept continuously moist or the entire period or until curing compound is applied as specied below.
Moisture shall be maintained by sprinkling, fooding, or og spraying, or by covering with continuously moistened
canvas, cloth mats, straw, sand, or other approved material. Wood orms let in place during the curing period shall
be kept wet. Formed suraces shall be thoroughly wetted immediately ater orms are removed and shall be kept
wet until patching and repairs are completed. Water or covering shall be applied in such a way that the shotcrete
surace is not eroded or otherwise damaged.
Water or curing shall be clean and ree rom any substances that cause discoloration o the shotcrete where the
nished surace will be exposed to view.
Except as otherwise specied in section 17d o this specication and except or suraces to which additional shot-
crete is to be applied, shotcrete may be coated with curing compound as an alternative to the continued applica-
tion o moisture.
The compound shall be sprayed on the moist shotcrete surace as soon as rebound has been removed and any
required repairs are completed, or as soon as water curing is discontinued.
The curing compound shall be thoroughly mixed immediately beore applied and continuously agitated during ap-
plication. It shall be applied at a uniorm rate o not less than 1 gallon per 100 square eet o surace or natural gun
nishes. Curing compound shall be applied in two applications, one in each direction. I a natural rod, broom, or
foat nish is specied, the curing compound application rate shall be at least 1 gallon per 150 square eet. Curing
compound shall not check, crack, or peel, and shall be ree rom pinholes or other imperections.
Curing compound shall not be applied to a subgrade surace or other suraces requiring bond with subsequently
placed shotcrete, such as construction joints, reinorcing steel, and other embedded items.
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A surace subjected to heavy rainall or running water within 3 hours ater the compound has been applied or a
surace damaged by subsequent construction operations during the curing period shall be resprayed in the same
manner as or the original applications. A surace covered by the membrane shall not be tracked unless protected
rom damage and/or wear.
15. Replacement or repairWhen shotcrete lacks uniormity; exhibits segregation, honeycombing, or laminations; or contains dry patches,
slugs, voids, or sand pockets, the contractor shall remove and replace the deective shotcrete. The engineer's con-
currence in the extent o removal and replacement is required.
Beore starting signicant removal and replacement work, the contractor shall obtain the engineer's approval o
the plan or making the repair. Such approval shall not be considered a waiver o the contracting ocer's or own-
er's right to require complete removal o deective work i the completed repair does not produce shotcrete o the
required quality and appearance.
Repair work shall be perormed only when the engineer is present.
Repair shall be made with shotcrete conorming to this specication. When removal o deective shotcrete is re-
quired, reinorcement damaged or destroyed shall be replaced beore replacement o the shotcrete. At the edges o
removed sections, the sound shotcrete shall be careully trimmed to the extent required to expose sucient rein-
orcement or eecting competent splices. The sound shotcrete at the edges o removed sections shall be trimmedto a slope o about 45 degrees with the surace o the work and shall be thoroughly moistened beore placement o
the new shotcrete.
Any parts o the work having thickness less than that specied may be repaired by the placement o additional lay-
ers o shotcrete i such repair is expressly approved by the engineer.
The surace to which additional shotcrete is to be applied shall be prepared as required by section 11 o this speci-
cation.
Curing as specied in section 14 o this specication shall be applied to repaired areas immediately ater the re-
pairs are completed.
16. Placing in cold weatherWhen the atmospheric temperature may be expected to drop below 40 degrees Fahrenheit at the time shotcrete is
placed, or at any time during the curing period, the ollowing provisions shall also apply:
a. Shotcrete placement shall be permitted when the air temperature is at least 40 degrees Fahrenheit and ris-
ing. Placement shall be discontinued i the temperature alls to 40 degrees Fahrenheit and is expected to
continue to all.
b. The temperature o the shotcrete at time o placing shall not be less than 50 degrees Fahrenheit nor more
than 90 degrees Fahrenheit. The temperature o neither aggregates nor mixing water shall be more than 100
degrees Fahrenheit just beore mixing with the cement.
c. When the daily minimum temperature is less than 40 degrees Fahrenheit, shotcrete shall be insulated or
housed and heated ater placement. The temperature o the shotcrete and air adjacent to the shotcrete shallbe maintained at not less than 50 degrees Fahrenheit nor more than 90 degrees Fahrenheit or the duration
o the curing period.
d. Methods o insulating, housing, and heating the structure shall be in accordance with Standard Specication
or Cold Weather Concreting, ACI Standard 306.1.
e. The use o accelerators or antireeze compounds is not allowed unless otherwise specied.
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33–7(210-VI-NEH, January 2009)
. When dry heat is used to protect shotcrete, means o maintaining an ambient humidity o at least 40 percent
shall be provided unless the shotcrete has been coated with curing compound as specied in section 14 o
this specication or is covered tightly with an approved impervious material.
17. Placing in hot weatherThe ollowing provisions shall apply when climatic actors, such as high air temperature, reduced relative humidity,
and increased wind velocities, are present or conditions are such that the temperature o placed shotcrete exceeds
90 degrees Fahrenheit at or during the rst 24 hours ater placement:
a. The contractor shall maintain the temperature o the shotcrete below 90 degrees Fahrenheit during mixing,
conveying, and placing using the methods given in items b, c, and d.
b. An exposed shotcrete surace that tends to dry or set too rapidly shall be continuously moistened by means
o a og spray or otherwise protected rom drying immediately ater placement.
c. Shotcrete suraces exposed to the air shall be covered as soon as the shotcrete has hardened suciently
and shall be kept continuously wet or at least the rst 24 hours o the curing period and or the entire cur-
ing period unless curing compound is applied as specied in subsection d.
d. I moist curing is discontinued beore the end o the curing period, white pigmented curing compound shall
be applied immediately ollowing the procedures specied in section 14 o this specication.
18. Measurement and payment Method 1—For items o work or which specic unit prices are established in the contract, the dimensions o the
exposed surace o the shotcrete is measured to the neatness shown on the drawings and the surace area is com-
puted to the nearest square oot. Payment is made at the contract unit price or shotcrete. Such payment consti-
tutes ull compensation or completion o the work including making and handling test panels, but not including
reinorcing steel or other items listed or payment elsewhere in the contract.
Measurement and payment or urnishing and placing reinorcing steel are made as specied in Construction Speci-
cation 34.
Method 2—For items o work or which specic unit prices are established in the contract, cement and aggregates
used in shotcrete and in authorized test panels are measured by the batch weights o the material charged into the
mixer. No deduction is made or normal rebound; however, payment is not made or material wasted because the
inplace shotcrete does not conorm to the specications. Payment is made at the contract unit prices or cement
and aggregates or shotcrete. Such payment constitutes ull compensation or completion o the work including
making and handling test panels, but not including reinorcing steel or other items listed or payment elsewhere in
the contract.
Measurement and payment or urnishing and placing reinorcing steel are made as specied in Construction Speci-
cation 34.
All Methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule, is included in the payment or the item o
work to which it is made subsidiary. Such items and the items to which they are made subsidiary are identied in
section 19 o this specication.
19. Items o work and construction details
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
33–8 (210-VI-NEH, January 2009)
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009) 34–I–1
1. ApplicabilityConstruction Specication 34 is applicable to the
placement o steel bar reinorcement and steel welded
wire reinorcement or reinorced concrete or pneu-
matically applied mortar.
2. Material specifcationsMaterial Specication 539, Steel Reinorcement (or
concrete) complements Construction Specication 34.
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. Complete placing drawings prepared by the
designer or instructions or the contractor to
prepare placement drawings with steel sched-
ules rom the engineering drawings.
b. Steel schedule and bar list with bending
diagram i needed to acilitate the placement
drawings. These items are generally needed or
all except simple structures.
c. Type and grade o steel i the contractor's
choice rom the list in Material Specication
539 must be restricted.
d. Bar splice requirements are normally covered
by the ACI Codes and should be reerenced.
Unique limitations or exceptions need be in-
cluded to provide clarity.
e. Standard methods would include the ollowing
to be used to speciy bar splice lengths. One
o two methods can be used in speciying lap
lengths at bar splices. The required inormation
varies depending upon the method used. Method 1—Show splice locations along with
lengths o bars in a schedule that is adequate to
meet the design requirements and criteria.
Method 2—Include the ollowing:
(1) Locations where splices are permitted or
not
(2) Type o splices at locations permitted:
contact, noncontact, or butt
(3) Splice layout at locations permitted: stag-
gered or coincident and alternating or
repeated in section 10.
(4) Splice class or each respective location
and mat
(5) Concrete design compressive strength, ′c
(6) Bar stress condition: tension or compres-
sion
(7) Designation o top bars and others
(8) Steel reinorcement design yield strength
. Method(s) o measurement and payment, i the
standard specication includes more than one
method.
4. MethodsSection 5, Splicing bar reinorcement
Method 1—Intended or use when construction
drawings or reinorced concrete structures show bar
placement details and steel schedules listing bar di-
mensions and bar shape. Splice locations and bar laps
have been determined during design and ully detailed
on the drawings. This method applies when national
standard detail drawings are used.
Method 2—Intended or use when construction draw-
ings do not contain complete bar placement diagramsand bar schedules. This method should be considered
when quality control and other responsibilities are
placed on the contractor.
Instructions or use
Construction Specifcations 34—Steel Reinorcement
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Part 642
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National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009)34–I–2
Complete bar placement—Drawings and schedules
should normally be included in all construction draw-
ings. However, in such cases when engineering draw-ings are prepared by a project sponsor or an A–E rm
and complete bar placement drawings and schedules
are not provided, they may be prepared by the steel
abricator based on engineering drawings as shown in
ACI 315.
Section 9, Measurement and payment
Method 1—Intended or use when all reinorcement
is measured by weight.
Method 2—Intended or use when bar reinorcementis measured by weight and welded wire reinorcement
is measured by area.
When all methods but one are deleted or use in a
contract specication, delete rom the last paragraph
All Methods The ollowing provisions apply to
all methods o measurement and payment. Let
justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 34–4, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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34–1(210–VI–NEH, January 2009)
1. ScopeThe work shall consist o urnishing and placing steel reinorcement or reinorced concrete or pneumatically ap-
plied mortar.
2. MaterialSteel reinorcement shall conorm to the requirements o Material Specication 539, Steel Reinorcement (or con-
crete). Beore reinorcement is placed, the surace o the bars and abric and any metal supports shall be cleaned
to remove any loose, faky rust, mill scale, oil, grease, or other undesirable coatings or oreign substances. Epoxy-
coated steel reinorcement shall be ree o surace damage. Ater placement, the reinorcement shall be maintained
in a clean and serviceable condition until it is completely embedded within the concrete.
3. Bar schedule, lists and diagrams Any supplemental bar schedules, bar lists or bar-bending diagrams required in section 10 o this specication to
accomplish the abrication and placement o steel reinorcement shall be provided by the contractor. Beore rein-
orcement is placed, the contractor shall urnish our copies o any such lists or diagrams to the contracting ocer
or approval. Acceptance o the reinorcement is not based on approval o these lists or diagrams, but on inspec-
tion o the steel reinorcement ater it has been placed, tied, and supported and is ready to receive concrete.
4. BendingReinorcement shall be cut and bent in compliance with the requirements o the American Concrete Institute
Standard 315. Bars shall not be bent or straightened in a manner that will injure or weaken the material. Bars with
kinks, cracks, or improper bends will be rejected.
5. Splicing bar reinorcement Method 1—Splices o reinorcement shall be made only at locations shown on the drawings and provided by the
steel schedule. Placement o bars at the lap splice locations shown, when not in contact, shall not be arther apart
than one-th the shown lap length and in any case no greater than 6 inches.
Method 2—Splices o reinorcement shall be limited to those locations shown on the drawings. Splice lengthsshall be determined beore abrication and meet the requirements o ACI Standard 318, Building Code Require-
ments or Reinorced Concrete, based upon design inormation in section 10 o this specication. Bar placement
drawings and schedules shall be provided or approval beore abrication. The drawings shall show all splice loca-
tions, layouts, and lap dimensions.
6. Splicing welded wire reinorcementUnless otherwise specied, welded wire reinorcement shall be spliced in the ollowing manner:
End-to-end—Adjacent sections shall be spliced end-to-end (longitudinal lap) by overlapping a minimum o
one ull mesh plus 2 inches plus the length o the two end overhangs. The splice length is measured rom the
end o the longitudinal wires in one piece o abric to the end o the longitudinal wire in the lapped piece o
abric.
Side-to-side—Adjacent sections shall be spliced side to side (transverse lap) a minimum o one ull mesh
plus 2 inches. The splice length shall be measured rom the centerline o the rst longitudinal wire in one
piece o abric to the centerline o the rst longitudinal wire in the lapped piece o abric.
Construction Speciication 34—Steel Reinorcement
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34–2 (210–VI–NEH, January 2009)
7. PlacingReinorcement shall be accurately placed and secured in position to prevent its displacement during the placement
o concrete. Tack welding o bars is not permitted. Metal chairs, metal hangers, metal spacers, and concrete chairs
may be used to support the reinorcement. Metal hangers, spacers, and ties shall be placed in such a manner that
they are not exposed in the nished concrete surace. The legs o metal chairs or side orm spacers that may be
exposed on any ace o slabs, walls, beams, or other concrete suraces shall have a protective coating or nish. The
coating or nish can be hot dip galvanizing, epoxy coating, plastic coating, or stainless steel. Metal chairs and spac-
ers not ully covered by a protective coating or nish shall have a minimum cover o 0.75 inch o concrete over the
unprotected metal part. The exception is that those with plastic coatings may have a minimum cover o 0.5 inch o concrete over the unprotected metal part. Precast concrete chairs shall be manuactured o the same class o con-
crete as specied or the structure and shall have the tie wires securely anchored in the chair or a V-shaped groove
at least 0.75 inch in depth molded into the upper surace to receive the steel bar at the point o support. Precast
concrete chairs shall be clean and moist at the time concrete is placed.
High density or structural plastic rebar accessories designed to ensure maximum concrete bond may be substi-
tuted or metal or concrete accessories in spacer applications as approved by the contracting ocer. Exposure o
plastic rebar accessories at the nished concrete surace shall be kept to a minimum. Plastic rebar accessories,
when used, shall be staggered along adjacent parallel bars and shall be placed at intervals no closer than 12 inches.
Plastic rebar accessories shall not be used in concrete sections 6 inches or less in thickness.
Reinorcement shall not be placed until the prepared site has been inspected and approved. Ater placement o the
reinorcement, concrete shall not be placed until the reinorcement has been inspected and approved by the con-
tracting ocer's technical representative (COTR).
8. StorageSteel reinorcement stored at the work site shall be placed on platorms, skids, or other supports. This is done so
that contact with the ground is avoided and the material is protected rom mechanical damage and/or corrosion.
9. Measurement and payment Method 1—For items o work or which specic unit prices are established in the contract, the weight o steel re-
inorcement placed in the concrete in accordance with the drawings is determined to the nearest pound by compu-
tation rom the placing drawings. Measurement o hooks and bends is based on the requirements o ACI Standard
315. Computation o weights o reinorcement is based on the unit weights established in tables 34–1 and 34–2 o this specication. Computation o weights or welded wire reinorcement not shown in table 34–2 shall be based on
ACI Standard 315. The area o welded wire reinorcement placed in the concrete in accordance with the drawings
is determined to the nearest square oot by computation rom the placing drawings with no allowance or required
laps. The weight o steel reinorcing in extra splices or extra-length splices approved or the convenience o the
contractor or the weight o supports and ties is not included in the measurement or payment.
Payment or urnishing and placing reinorcing steel is made at the contract unit price. Such payment constitutes
ull compensation or all labor, material, equipment, and all other items necessary and incidental to the completion
o the work including preparing and urnishing bar schedules, lists, or diagrams; urnishing and attaching ties and
supports; and urnishing, transporting, storing, cutting, bending, cleaning, and securing all reinorcements.
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Method 2—For items o work or which specic unit prices are established in the contract, the weight o bar rein-
orcement placed in the concrete in accordance with the drawings is determined to the nearest pound by computa-
tion rom the placing drawings. Measurement o hooks and bends is based on the requirements o ACI Standard
315. Computation o weights o bar reinorcement is based on the unit weights established in table 34–1 o this
specication. The weight o steel reinorcing in extra splices or extra length splices approved or the convenience
o the contractor or the weight o supports and ties is not included in the measurement or payment.
The area o welded wire reinorcement placed in the concrete in accordance with the drawings is determined to
the nearest square oot by computation rom the placing drawings with no allowance or required laps.
Payment or urnishing and placing bar reinorcing steel is made at the contract unit price or bar reinorcement.
Payment or urnishing and placing welded wire reinorcing steel is made at the contract unit price or welded wire
reinorcement. Such payment constitutes ull compensation or all labor, material, equipment, and all other items
necessary and incidental to the completion o the work including preparing and urnishing bar schedules, lists, or
diagrams; urnishing and attaching ties and supports; and urnishing, transporting, cutting, bending, cleaning, and
securing all reinorcement.
All Methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule, is included in the payment or the item
o work to which it is made subsidiary. Such items to which they are made subsidiary are identied in section 10 o
this specication.
Table 34–1 Standard reinorcing bars
- - Bar size designations - - Weight (lb/t)
English Metric
3 10 0.376
4 13 0.6685 16 1.043
6 19 1.502
7 22 2.044
8 25 2.670
9 29 3.400
10 32 4.303
11 36 5.313
14 43 7.650
18 57 13.600
1/ The bar diameter (inches) equals the bar size number dividedby eight. For example, the diameter o a #4 bar is 4÷8 = 0.5
inch.
2/ The metric bar size has been rounded to a whole number that
represents the approximate diameter o the bar in millime-
ters.
Table 34–2 Rectangular welded wire reinorcement
- - - - - - - - - - Style designation 1/ - - - - - - - - - - Weight
by W-number by steel wire gauge
(ormer designation)
(lb/100 t2)
6 × 6 – W1.4 × W1.4 6 × 6 – 10 × 10 21
6 × 6 – W2.1 × W2.1 6 × 6 – 8 × 8 30
6 × 6 – W2.9 × W2.9 6 × 6 – 6 × 6 42
6 × 6 – W4.0 × W4.0 6 × 6 – 4 × 4 58
4 × 4 – W1.4 × W1.4 4 × 4 – 10 × 10 31
4 × 4 – W2.1 × W2.1 4 × 4 – 8 × 8 44
4 × 4 – W2.9 × W2.9 4 × 4 – 6 × 6 62
4 × 4 – W4.0 × W4.0 4 × 4 – 4 × 4 85
4 × 12 – W2.1 × W0.9 2/ 4 × 12 – 8 × 12 25
4 × 12 – W2.5 × W1.1 2/ 4 × 12 – 7 × 11 31
1/ Style designation is dened in ACI Standard 315 o the American
Concrete Institute.
2/ Welded smooth wire reinorcement with wires smaller than size
W1.4 is manuactured rom galvanized wire.
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34–4 (210–VI–NEH, January 2009)
10. Items o work and construction details
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009) 35–I–1
1. ApplicabilityConstruction Specication 35 is applicable to the usual
types o concrete repair entailed in NRCS operations.
Supplementary specications are required or works
o a special nature, such as:
a. Placing concrete repair under water.
b. Concrete repair exposed to sea or salt water.
c. Concrete repair exposed to alkali soils or alka-
line water.
d. Special surace nishes.
2. Material specifcationsThe ollowing specications complement Construction
Specication 35:
522—Aggregates or Portland Cement Concrete
531—Portland Cement
532— Supplementary Cementitious Materials
(fy ash)
533—Chemical Admixtures or Concrete (water-
reducing, set-retarding admixtures)
532—Supplementary Cementitious Materials
(air-entraining admixtures)
534—Concrete Curing compounds
3. Included itemsItems to be included in contract specications and
drawings
a. Complete engineering and structural detail
drawings o the repair.
b. Notation o the type and quality o concrete,
including:
(1) Strength o concrete repair material i
other than 4,000 pounds per square inch.
(2) Type o cement.(3) Types o admixtures, i any.
(4) Nominal size o coarse aggregate; or speci-
cation or aggregate i Material Specica-
tion 522 does not apply.
(5) Authorization or a design mix that in-
cludes pozzolan as a partial substitute or
cement.
(6) For fy ash, speciy supplementary optional
physical requirements listed in ASTM C618
i applicable. For example, i fy ash is
Instructions or use
Construction Specifcations 35—Concrete Repair
required to control alkali-silica reaction,
speciy, "In Section 2, fy ash shall meet the
supplemental optional physical require-
ment or eectiveness in controlling alkali-
silica reaction as stated in ASTM C618."
I it is required to improve resistance to
moderate sulate attack, speciy, "In Sec-
tion 2, fy ash shall meet the supplemental
optional physical requirement or eective-
ness in contributing to sulate resistance,
Procedure A or moderate sulate exposure
ater 6 months exposure as stated in ASTMC618."
(7) Deviations rom the air content, i any.
(8) I replacement concrete is permitted,
speciy slump o the nonplasticized con-
crete mixture.
c. Notation o which strength test procedure is to
be used when ASTM C 684 is used.
d. I volumetric batching and continuous mixing
is not permitted, include statement to that e-
ect.
e. Deviations, i any, rom specications requiring:
(1) Placement o concrete repair in a single
continuous pour.
(2) Consolidation o concrete repair material
with vibrators.
. Finish requirements or unormed suraces i
other than foat nish is designated.
g. Section 13, speciy type and class o curing
compound. Reer to table A-31 in the instruc-
tions or Construction Specication 31, Con-
crete or Major Structures or guidance in
selecting the curing compound (ASTM C309) or
curing and sealing compound (ASTM C1315).Include the type and class as applicable. For
example state, "In Section 2, curing compound
shall comply with ASTM C309, Type 2 or ASTM
C1315, Type II."
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009)35–I–2
4. MethodsSection 17, Measurement and Payment
Method 1—Intended or use when the actual ap-
proved volume o the repair is calculated to determine
payment.
Method 2—Intended or use when proprietary repair
methods are used and the major components come in
premeasured and prepackaged units. The size o a unit
should be described in section 18.
Method 3—Intended or use when the actual ap-
proved surace area o the repair is calculated to
determine payment.
When specications are prepared using electronic
procedures and all methods but one are deleted or
use in a contract specication, delete All Methods
The ollowing provisions apply to all methods o
measurement and payment. Let justiy the remain-
ing text.
5. Items o work and construction detailsStarting at the top o page 35–9, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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35–1(210–VI–NEH, January 2009)
1. ScopeThe work shall consist o removal o unsuitable concrete; surace and ace preparation; orming; and urnishing,
placing, nishing, and curing concrete repair material as required to repair structures designated in section 18 o
this specication.
2. Material Aggregates shall conorm to the requirements o Material Specication 522, Aggregates or Portland Cement Con-
crete, unless otherwise specied. The grading o coarse aggregates shall be as specied in section 18, shown on the
drawings, or as specied by the manuacturer o a proprietary repair material.
Portland cement shall conorm to the requirements o Material Specication 531, Portland Cement, or the speci-
ed type. Only one brand o any type o cement shall be used in any single repair as dened in section 18.
Water used in mixing and curing o the concrete repair shall be clean and ree rom injurious amounts o oil, salt,
acid, alkali, organic matter, or other deleterious substances.
Fly ash shall conorm to the requirements o Material Specication 532, Supplementary Cementitious Materials.
Air-entraining admixturesshall conorm to the requirements o Material Specication 533, Chemical Admixtures
or Concrete. I air-entraining cement is used, any additional air-entraining admixture shall be the same type as that
in the cement.
Chemical admixtures or water-reducing, retarding, or water-reducing and retarding shall conorm to the require-
ments o Material Specication 533, Chemical Admixtures or Concrete.
Curing compound shall conorm to the requirements o Material Specication 534, Concrete Curing Compound.
Shotcrete, Construction Specication 33.
Proprietary concrete repair material shall be subject to review and approval o the engineer beore use. The
material shall meet all specied salient eatures or repair material and not react detrimentally with the existing
concrete or associated member o the structure being repaired.
Replacement concrete repair material shall be a material that consists essentially o a binding medium o port-
land cement and water that will meet all the specied salient eatures or repair material and not react detrimental-
ly with the existing concrete or associated members o the structure being repaired. This may be, but is not limited
to, a conventional concrete mix with or without admixtures, shotcrete, preplaced aggregate concrete, or grout.
3. Preparation o areas to be repaired All loose, cracked or otherwise unsuitable or deective concrete shall be removed rom the existing structure as
shown on the drawings or specied in section 18. The nal extent o removal shall be determined by the engineer
ater inspection o prepared suraces.
Construction Speciication 35—Concrete Repair
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Feathered edges at the surace are not permitted. The surace edge o the repaired area shall be cut with a saw,
drilled, or chipped to leave a sharp edge with a minimum o a 0.75-inch depth ace perpendicular to the ace o the
wall.
The top side o the repair hole shall be shaped to a uniorm, airly straight ace that is sloped upward on a 1-inch
rise or each 3 inches o depth o cut toward the ace rom which the repair material will be placed. The repair hole
shall be conical in shape with the large end at the surace rom which repair material will be placed.
The bottom and vertical or near vertical sides o the hole shall be cut sharply and approximately perpendicular tothe ace o the wall. All interior corners shall be rounded to a minimum radius o 1 inch.
Where reinorcement is encountered, the concrete directly in contact with the sides o the reinorcement shall be
removed to provide at least 1-inch clear distance between the reinorcement and the inplace concrete.
Beore the concrete repair material is placed, all oil and grease shall be steam or solvent cleaned rom all reinorce-
ment and suraces to which the repair material is required to bond. I solvent cleaning is used, solvents and solvent
residue shall not impair the repair material or its bonding strengths.
Ater removal o all oil and grease, the reinorcement shall be cleaned to remove any loose, faky rust, mill scale,
and other coatings or oreign substances that would impair bonding o the repair material to the reinorcement.
The prepared aces o the repair hole shall be cleaned by high pressure water jets or compressed air jetting with
water to remove all loose particles and dust. The repair hole shall be ree o chips, sawdust, debris, ree water, ice,
snow, or other harmul substances or coatings.
4. DisposalUnless otherwise specied, all concrete and other debris resulting rom the repair works shall be removed rom the
site and disposed o at location(s) o the contractor's selection. The contractor is responsible or complying with
all local, State, and Federal regulations pertaining to the disposal o such waste.
5. Selection o concrete repair materialOnly one brand o proprietary concrete repair material shall be used in any single repair operation unless compat-
ibility between brands can be proven with actual test or perormance data.
A conventional concrete mix to be used as a replacement concrete repair material shall be ready-mix concrete that
meets all the specied salient eatures or repair material and conorms to ASTM C 94. Option A rom section 5 o
ASTM C 94 shall apply.
The contractor is responsible or the selection and correct application o the concrete repair material. At least
14 days beore installation, the contractor shall provide the engineer or approval all technical data or the repair
material. The technical data shall include the design mix and test results to veriy satisactory conormance to the
salient eature requirements. I a proprietary material is used, the manuacturer's recommended preparation, use,
and installation specications shall also be submitted 14 days beore installation. Concrete repair material shall not
be placed beore approval.
Concrete repair material shall have the ollowing salient eatures:
a. Be a cementitious material that ater hardening will remain stable in wet and moist environments and will
not dissolve in water.
b. A 28-day compressive strength o 4,000 pounds per square inch or greater when tested according to ASTM C
39, unless otherwise specied.
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c. Bond strength o the repair material shall be tested in accordance with ASTM C 882 procedures or type V
material and shall have the minimum strength o 1,100 pounds per square inch at 28 days unless otherwise
specied.
d. Shall be suitable or application at the minimum temperature o 55 degrees Fahrenheit.
e. Shall not contain chlorides, added gypsum, added lime, or high alumina cements. Shall be noncombustible
both beore and ater cure.
. Color shall be concrete gray unless otherwise specied.
g. Shall not produce a vapor barrier material and shall be thermally compatible with concrete.
h. Shall have a reeze-thaw resistance equal to or greater than 4,000 pounds per square inch, air-entrained con-
crete designed or severe exposure conditions according to ACI Standard Practice 211.1, unless otherwise
specied.
i. Shall exhibit no shrinkage at 28 days and no more than 0.4 percent expansion at 3, 14, or 28 days ater place-
ment when tested according to the procedures in Corps o Engineers Specication or Non-shrink Grout,
CRD-C 621.
Additional site specic requirements or materials are dened in section 18.
6. Handling and measurement o materialFor all types o repair material, the cementitious components shall be kept dry and protected rom contamination
until incorporated in the mix. Broken containers or bags o premeasured and premixed components will not be
accepted.
Handling and measurement o conventional concrete mix repair material shall conorm to ASTM C 94.
Handling and measurement o prepackaged proprietary material shall ollow the manuacturer's recommendations
and requirements. Handling and measurement o components that are not prepackaged or premeasured shall be
in accordance with the ollowing requirements and the manuacturer's requirements. A copy o the manuacturer's
written requirements will be provided to the engineer 14 days beore installation. The handling and measurement
requirements are:
• Aggregatesshallbestoredorstockpiledinsuchamannerthatseparationofcoarseandneparticlesof
each size is avoided and that various sizes do not become intermixed beore proportioning. Methods o han-
dling and transporting aggregates shall be such as to avoid contamination, excessive breakage, segregation
or degradation, or intermingling o various sizes.
• Scalesforweighingaggregatesandrepairmaterialcomponentsshallbebeamtype,electronic,orspring-
less dial type. They shall be accurate within 0.4 percent under operating conditions. All exposed ulcrums,
clevises, and similar working parts o scales shall be kept clean and properly maintained.
• Thequantitiesbyweightofrepairmaterialcomponentsandaggregatesineachbatchofmaterial,asindi-
cated by the scales, shall be within the ollowing percentage o the required batch weights:
Aggregates ± 2 percent
Other components ± 1 percent
Measuring tanks or mixing water or liquid shall be o adequate capacity to urnish the maximum amount o mixing water or liquid required per approved batch. Measuring tanks shall provide the means or readily and
accurately measuring the amount o water or liquid required. Accuracy o water measurement shall be plus
or minus 1 percent.
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7. FormsForming material shall be wood, plywood, steel, or other approved material and shall be mortar tight. The orms
and associated alsework shall be substantial and unyielding and shall be constructed so that the nished repair
conorms to the specied dimensions and contours. Form suraces shall be smooth and ree rom holes, dents,
sags, or other irregularities.
Beore the orms are set into place, the surace o the orm shall be lined with plastic sheeting or coated with a
nonstaining orm release agent compatible with the repair material being used. This prevents bonding o the repair
material to the orms. I the orms are lined with plastic, the plastic shall be stretched taut to remove all wrinklesand olds and maintain a smooth condition during the placement and curing o the repair material.
Metal ties or anchorage within the orms shall be equipped with cones, she-bolts, or other devices that permit their
removal to a minimum depth o 1 inch without injury to the concrete or repair material. Ties designed to break o
below the surace o the concrete shall not be used without cones.
All visible edges and corners included in the repair location shall be shaped the same as adjacent or similar edges
or corners o the structure being repaired.
Forms shall be constructed to acilitate consolidation and complete lling o the repair void, and, when all suraces
are ormed, to acilitate applying pressure to the repair material immediately ater placement.
8. Mixing, conveying, and placingProprietary repair material shall be mixed and conveyed to the orms according to manuacturer's written recom-
mendations. Material that cannot be placed within the manuacturer's time requirements shall not be placed in the
orms and shall be discarded osite at locations selected by the contractor.
Concrete repair material shall not be placed until the subgrade, orms, and steel reinorcement have been inspected
and approved by the engineer.
The contractor shall have all equipment and material required or curing available at the site ready or use beore
placement o repair material begins.
No concrete repair material shall be placed except in the presence o the engineer. The contractor shall give rea-
sonable notice to the engineer each time concrete repair material is scheduled or placement. Such notice shall be
adequate to allow the engineer sucient time to review and approve the subgrade, orms, steel reinorcement, and
other preparations or compliance with the specications. Other preparations include, but are not limited to, the
mixing and delivery equipment and system, placing and nishing equipment and system, schedule o work, work-
orce, and heating and cooling acilities as applicable. All deciencies are to be corrected beore concrete repair
material is mixed or placement.
The concrete repair material shall be deposited as closely as possible to its nal position in the orms and shall be
worked into the corners and angles o the orms and around all reinorcement and embedded items in a manner to
prevent segregation o aggregates or excessive laitance. The depositing o repair material shall be regulated so that
the material can be consolidated with a minimum o lateral movement.
Unless otherwise approved, concrete repair material shall not be dropped rom a height greater than recommendedby the manuacturer or 5 eet, whichever is less.
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Unless otherwise specied, all concrete repair material required or each repair location shall be placed in one
continuous operation. Successive layers or batches shall be placed at a rate sucient to prevent setting o material
between successive layers.
At the time o placement o repair material, the existing concrete surace shall be damp and without ree water un-
less otherwise specied or required by the manuacturer o the proprietary repair material being used.
9. ConsolidatingConcrete repair material shall be consolidated to ensure positive contact o repair material with all repair suraces
and reinorcing steel, to remove entrapped air pockets and voids, and to maximize the density o the repair mate-
rial.
Vibration shall not be applied directly to the reinorcing steel or other embedded items, the orms, or to concrete
repair material that has hardened to the degree that it is no longer plastic. The use o vibrators to transport con-
crete repair material in the orms or conveying equipment is not allowed.
Proprietary repair material shall be consolidated in accordance with the manuacturer's recommendations.
Unless otherwise specied in section 18, conventional concrete mix repair material shall be consolidated in the
ollowing manner:
• Conventionalconcretemixrepairmaterialshallbeconsolidatedwithinternaltypemechanicalvibrators
capable o transmitting vibration to the concrete at requencies not less than 8,000 impulses per minute.
Vibration shall be supplemented by spading, rodding, or hand tamping as necessary to ensure smooth and
dense concrete along orm suraces, in corners, and around embedded items.
• Thelocation,manner,anddurationoftheapplicationofthevibratorsshallbesuchastosecuremaximum
consolidation o the concrete repair material without causing segregation o the mortar and coarse aggre-
gate and without causing water or cement paste to fush to the surace. Vibration shall compact the concrete
repair material and bring it into intimate contact with the orms and embedded items while removing voids
and pockets o entrapped air.
The contractor shall provide sucient vibrators to properly consolidate the concrete repair material im-
mediately ater it is placed. Vibration shall be applied to the reshly deposited concrete repair material by
slowly inserting and removing the vibrator at points uniormly spaced and not arther apart than twice theradius o action (i.e., the distance that the concrete repair material is visibly eected by the vibration). The
area visibly eected by the vibrator shall overlap the adjacent, just vibrated area. The vibrator shall extend
vertically into the previously placed layer o resh concrete repair material at all points. This ensures an
eective bond between layers. In thin slabs the vibrator(s) should be sloped toward the horizontal to allow
operations in a ully embedded position.
• Theinternalvibrationofthinslabs(lessthan9inches)maybeaugmentedusingsurfacevibratorswhenap-
proved by the engineer. Consolidation o the concrete repair material rom the top surace down, along with
a leveling eect to assist the nishing operation, may be provided by vibrating screeds, plate or grid vibra-
tory tampers, or vibrating roller screeds. The contractor's plan, including equipment selection and specica-
tions, shall be submitted to the contracting ocer or approval at lease 5 days beore concrete repair mate-
rial placement using surace vibrating methods.
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10. Removal o ormsUnless otherwise approved, orms shall not be removed sooner than the minimum time recommended by the
manuacturer o the repair material or 48 hours, whichever is greater.
Forms shall be removed only when the engineer is present. Forms shall be removed in a manner to prevent damage
to the concrete repair material. Supports shall be removed in a manner that permits the repair material to take the
stresses caused by its own weight, uniormly and gradually.
11. Finishing ormed suraces All repaired suraces shall be true and even, and shall be ree o open or rough spaces, depressions, or projections.
Immediately ater the removal o orms:
• Allbulges,ns,formmarks,orotherirregularitiesthatinthejudgmentoftheengineerwilladverselyaffect
the appearance or unction o the structure shall be removed. All orm bolts and ties shall be removed to a
minimum depth o 1 inch below the surace o the repair. The cavities produced by orm ties and all other
holes o similar size and depth shall be thoroughly cleaned. Ater the interior surace has been kept continu-
ously wet or at least 3 hours, the cavities shall be careully repaired with a compatible patching mortar or
packed with a dry patching mortar mixed not richer than one part cement and three parts sand. Dry patch-
ing mortar shall be mixed in advance and allowed to stand without addition o water until it has reached
the stiest consistency that will permit placing. Manipulation o the mortar with a trowel during this period
shall be perormed as required to ensure the proper consistency.
Holes resulting rom orm bolts or straps that pass through the wall shall be entirely lled with mortar to
orm a dense, well-bonded unit. The mortar shall be tamped into place with a rod slightly smaller than the
hole being lled. The hardened mortar shall be sound and ree rom shrinkage cracks.
All repaired areas shall be cured as specied in section 13.
12. Finishing unormed suraces All exposed suraces o the concrete repair material shall be accurately screeded to grade and nished to match
adjacent suraces, unless otherwise specied. Water shall not be sprinkled or in any manner added to the surace o
conventional concrete mix repair material during nishing operations.
Proprietary repair material shall be nished in accordance with the manuacturer's recommendations.
Joints and edges on unormed suraces shall be shaped the same as adjacent or similar edges or corners o the
structure being repaired.
13. CuringThe repair material shall be protected against premature surace drying, rainall, and reezing or at lease 72 hours.
For proprietary repair material, the manuacturer's recommendations or curing shall be ollowed. Replacement
concrete repair material shall be protected rom drying and reezing or 7 days ater placement.
I curing compound is used, it shall be nonsolvent type and shall conorm to ASTM C 309, Type 1–D, Class B, non-
pigmented with a ugitive dye, unless otherwise specied. Curing compounds shall not be used i specically pro-
hibited by the proprietary repair material user guides.
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14. Removal or repairWhen the repaired area is honeycombed, damaged, or otherwise deective, the contractor shall remove and replace
the deective repair. The engineer determines the required extent o removal, replacement, and/or repair. Removal
and repair activities shall be perormed only when the engineer is present.
15. Concrete repair in cold weatherFor proprietary repair material, the manuacturer's recommendation together with the requirements below will be
ollowed.
For conventional concrete mix repair material, the requirements below shall be ollowed.
Concrete repairing in cold weather shall be perormed in accordance with ACI 306, Cold Weather Concreting, o
which some specic interpretations are set orth below.
Cold weather concrete repairing shall apply when the 3-day average daily outdoor temperature at the job site is less
than 40 degrees Fahrenheit. When cold weather conditions exist on the job site, the ollowing additional provisions
shall apply:
a. The temperature o the concrete repair material at the time o placing shall not be less than 55 degrees
Fahrenheit or more than 90 degrees Fahrenheit. The temperature o the mixing water shall not exceed 140
degrees Fahrenheit when the cement is added nor shall aggregate temperature exceed 150 degrees Fahren-
heit.
b. Concrete structures shall be immediately protected ater placement o the concrete repair material. The
temperature o the concrete repair material at the concrete surace shall be maintained at not less than 55
degrees Fahrenheit nor more than 90 degrees Fahrenheit during the 7-day protection period.
c. Proper methods o covering, insulating, housing, or heating concrete structures shall be implemented.
d. Exhaust fue gases rom combustion heaters shall be vented to the outside o the heating enclosure.
e. Following the completion o the protection period, the concrete repair material shall be allowed to cool
gradually. The concrete repair material surace shall not have a temperature decrease o more than 40 de-
grees Fahrenheit in a 24-hour period.
. Concrete repair material placed during cold weather not meeting the cold weather denition above shall be
protected by proper methods or a minimum o 24 hours ater placement.
16. Concrete repair in hot weatherFor proprietary repair material, the manuacturer's recommendation together with the requirements below shall be
ollowed.
For replacement concrete repair material, the requirements below shall be ollowed.
For the purpose o this specication, hot weather is dened as any combination o the ollowing conditions that
may impair the quality o the reshly mixed and/or hardened concrete repair material by accelerating the rate o
moisture loss and rate o cement hydration, or any other action that could contribute to detrimental results. These
conditions are:
• Highambienttemperature
• Highconcretetemperature
• Lowrelativehumidity
• Windvelocity
• Solarradiation
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Whenever these conditions exist or when climatic conditions are such that the temperature o the concrete repair
material may reasonably be expected to exceed 90 degrees Fahrenheit at the time o delivery to the work site or
during the placement operations, the ollowing provisions shall apply:
a. The contractor shall maintain the temperature o the concrete repair material below 90 degrees Fahrenheit
during mixing, conveying, and placing.
b. The exposed concrete repair material surace that tends to dry or set too rapidly shall be continuously
moistened using og sprays or other suitable means to maintain adequate moisture during the period be-
tween placement and nishing, and ollowing nishing. Water shall not be sprinkled or added directly to thesurace o the concrete repair beore or during nishing.
c. Finishing o slabs and other exposed or nonormed suraces shall be started as soon as the condition o the
concrete repair material allows and shall be completed without delay.
d. The ormed surace shall be kept completely and continuously moist or the duration o the curing period or
until the application o the curing compound is completed.
e. Concrete repair material surace, especially fat-work placed with large surace areas, shall be covered with
wet burlap or other similar material as soon as the concrete repair material has suciently hardened and
shall be kept continuously moist or at least 24 hours or the initial curing period. This protective method
shall be continued or the required curing period or until the application o curing compound is completed.
. Moist curing may be discontinued beore the end o the curing period i white, or other color selected in
section 18, pigmented curing compound is applied immediately.
g. Under extreme conditions o high ambient temperature, high concrete temperature, low relative humidity,
wind velocity, and exposure to solar radiation, the engineer may:
(1) Restrict placement to the most avorable time o day.
(2) Restrict the depth o layers to assure coverage o the previous layer while it will still respond readily to
vibration
(3) Suspend placement until conditions improve.
(4) Require removal o orms, repair, patching, and reapplication o wet curing by small areas at a time.
17. Measurement and payment Method 1—For items o work or which specic unit prices are established in the contract, concrete repair volume
is determined by computing the volume to the nearest 0.1 cubic oot between the neatness shown on the drawings
and the approved pay limit.
Method 2—For items o work or which specic unit prices are established in the contract, concrete repair volume
is determined by counting the number o premeasured, prepackaged units properly used to perorm the approved
repair. A premeasured, prepackaged unit is dened as a composite o all components and additives required to be
mixed together beore the repair material can be properly placed.
When only a part o a unit is needed to complete the lling o a repair void, it is counted as one unit. Units required
to ll voids outside the approved pay limits are not counted or payment. Units mixed, but not placed in a repair
void because o the contractor's improper construction operation or management are not counted.
Method 3—For items o work or which specic unit prices are established in the contract, concrete repair area is
determined by measuring the surace treated and computing the area to the nearest 0.1 square oot.
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All methods—The ollowing applies to all methods o measurement and payment:
Payment or concrete repair is made at the contract unit price or the item. The payment or repair constitutes ull
compensation or all labor, material, equipment, transportation, tools, orms, alse-work, bracing, and all other
items necessary and incidental to the completion o the repair work.
Repair material required to ll voids outside the neatness or pay limits not directed or approved by the engineer
and resulting rom excessive removal by the contractor, damages caused by the contractor's activities, or improper
construction operations as determined by the contracting ocer is not measured nor paid or under this item.
Compensation or any item o work described in the contract, but not listed in the bid schedule is included in the
payment or the item o work to which it is made subsidiary. Such items and the items to which they are made sub-
sidiary are identied in section 18 o this specication.
18. Items o work and construction details
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Instructions or use
Construction Specifcations 36—Roller Compound
1. ApplicabilityConstruction Specication 36 is applicable to the
types o roller compacted concrete (RCC) construc-
tion entailed in NRCS operations where high material
quality is not negotiable. This specication is oriented
toward smaller RCC projects, such as overtopping
spillways, where suitable aggregates are commercially
available. Additional considerations may be required
i this specication is to be used or major RCC dam
projects. Areas o added and/or expanded consid-
eration include: development o aggregate sources,
mix perormance, responsibility or mix design, shearstrength, oundation and lit joint treatment, acing
systems, seepage control, crack control, instrumenta-
tion, quality control, and test section.
2. Construction specifcationsConstruction Specication 63, Treatment o Rock
Suraces, shall be included with Construction Speci-
cation 36 when RCC will be installed on a rock ounda-
tion. Note per chapter 1, Construction Specication 94,
Contractor Quality Control, shall be used in conjunc-
tion with Construction Specication 36.
3. Material specifcationsThe ollowing material specications complement
Construction Specication 36:
Aggregates—524, Aggregates or Roller Compacted
Concrete
Cement—531, Portland Cement
Fly ash—532, Supplementary Cementitious Materials
Blast-urnace slag—532, Supplementary Cementi-
tious Materials
Water reducing and/or retarding admixtures—
533, Chemical Admixtures or Concrete
Curing compound—534, Concrete Curing Compound
4. Included ItemsItems to be included in contract specications and
drawings ollow:
a. Complete engineering and structural detail
drawings o the structure. (See Section 6, Na-
tional Engineering Handbook.)
b. Deviation, i any, rom the requirement that the
aggregate nes have a plasticity index less than
our, as specied in Material Specication 524,
Aggregates or Roller Compacted Concrete,
Section 3, Gradation.c. Special provisions or acceptance o aggregate,
i any, as mentioned in Material Specication
524, Aggregates or Roller Compacted Con-
crete, Section 5, Acceptance.
d. Special provisions or specic mix require-
ments, i any, as mentioned in Material Speci-
cation 524, Aggregates or Roller Compacted
Concrete, Section 5, Acceptance.
e. Deviation, i any, rom the class o pozzolan,
as specied in Section 2, Material. For fy ash,
speciy supplementary optional physical re-quirements listed in ASTM C618 i applicable.
For example, i fy ash is required to control
alkali-silica reaction, speciy, "In Section 2, fy
ash shall meet the supplemental optional physi-
cal requirement or eectiveness in controlling
alkali-silica reaction as stated in ASTM C618."
I it is required to improve resistance to moder-
ate sulate attack, speciy, "In Section 2, fy ash
shall meet the supplemental optional physical
requirement or eectiveness in contributing
to sulate resistance, Procedure A or moderate
sulate exposure ater 6 months exposure as
stated in ASTM C618."
. Deviations, i any, rom the requirements or
aggregates, as specied in Section 2, Material.
g. Deviations, i any, rom the requirements or
quantity and timing o use o cement and poz-
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zolan specied to be stored onsite, as specied
in Section 2, Material, Material handling and
processing.h. The location o disposal area(s) or segregated
or contaminated aggregates, as mentioned in
Section 2, Material, Material handling and pro-
cessing.
i. Deviations, i any, rom requirements or the
quantity o aggregates specied to be stock-
piled and maintained at the mixing plant loca-
tion, as specied in Section 2, Material, Mate-
rial handling and processing.
j. Deviation, i any, rom the requirement to pro-
vide trial mix production submittals, in writingor approval, to the engineer no later than 30
days prior to trial mix production, as specied
in Section 3, Submittals, Trial mix production
submittals.
k. Deviation, i any, rom the requirement to
submit a nal written plan or RCC production
methods, materials, plant, equipment, and per-
sonnel 7 days prior to beginning RCC produc-
tion, as specied in Section 3, Test Section,
Submittals.
l. Deviation, i any, rom the requirement to
provide RCC production submittals, in writingor approval, to the engineer no later than 24
hours ater the records are produced, as speci-
ed in Section 3, Submittals, RCC production
submittals.
m. The minimum compressive strength or the
RCC job mix, as mentioned in Section 5, RCC
Mix Design.
n. Deviations, i any, rom the lab test require-
ments in Section 5, RCC Mix Design, Trial mix
design parameters.
o. Restrictions, i any, on allowing the contractorto propose the location o the test section, as
mentioned in Section 6, Test Section.
p. Deviation, i any, rom the requirement that
the contractor remove and dispose o the test
section, as mentioned in Section 6, Test Sec-
tion.
q. Additional techniques, materials, and equip-
ment, i any, to be demonstrated in the test
section, as mentioned in Section 6, Test Sec-
tion.
r. Deviations, i any, rom the tolerances on ver-tical suraces in the test section, as specied
in Section 6, Test Section.
s. Deviations, i any, rom the required number
o cores to be extracted rom the test section,
as specied in Section 6, Test Section, Com-
pressive strength tests.
t. The location o disposal area(s) or waste
RCC, including RCC produced rom the begin-
ning o startup until a uniorm mix is con-
sistently discharged rom the mixer, as men-
tioned in Section 8, Mixing.u. The maximum RCC temperature at the time o
placement, as mentioned in Section 10, Weath-
er, Hot weather placement.
v. The moisture content, depth, and degree o
compaction required to prepare the ounda-
tion, as mentioned in Section 11, Foundation
Preparation, Earthen oundations.
w. Deviations, i any, rom the required number
and requency o moisture and wet density
tests to be perormed on compacted RCC, as
specied in Section 13, Compaction.
x. Deviations, i any, rom the required requency
o compressive strength tests and coring, as
specied in Section 14, Record Testing.
y. The joint treatment method or each joint con-
dition, as mentioned in Section 15, Lit Joints.
z. Restrictions, i any, on allowing the use o
curing compound, as mentioned in Section 16,
Curing and protection. I curing compound is
allowed, speciy in section 22, type and class
o curing compound. Reer to table A-31 in the
Instructions or Construction Specication
31, Concrete or Major Structures, or guid-
ance in selecting the curing compound (ASTM
C309) or curing and sealing compound (ASTM
C1315). Include the type and class as appli-
cable. For example state, "In section 2, curing
compound shall comply with ASTM C309,
Type 2 or ASTM C1315, Type II."
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aa. Deviations, i any, rom the requirements or
the nish and appearance o ormed vertical
suraces in Section 17, Vertical Suraces.ab. The requirements or the nish and appear-
ance o unormed vertical suraces, as men-
tioned in Section 17, Vertical Suraces.
ac. Deviations, i any, rom the requirement to
patch cavities or specic requirements related
to patching cavities as mentioned in Section
19, RCC Repair, Replacement, and Patching.
ad. The location o disposal area(s) or loose RCC
material that alls into the basin or accumu-
lates at the toe o the structure, as mentioned
in Section 20, Cleanup o Spillage.ae. Deviation, i any, rom the requirement that no
deduction in volume is made or embedded
items, as mentioned in Section 21, Measure-
ment and Payment.
a. Deviations, i any, rom the limits o measure-
ment as specied in Section 21, Measurement
and Payment.
a. Deviations, i any, rom the limits o measure-
ment as specied in Section 21, Measurement
and Payment.
ag. Deviation, i any, rom including the volumeo RCC in the test section in the total volume
or payment under the main RCC bid item, as
specied in Section 21, Measurement and Pay-
ment.
ah. A separate bid item, i applicable, or treating
rock suraces under Construction Specica-
tion 63, Treatment o Rock Suraces.
ai. A separate bid item, i applicable, or the test
section as specied in Section 6, Test Section.
aj. Coordination between Construction Specica-
tion 94, Contractor Quality Control, i used,and Construction Specication 36 to provide
or the specication o, and payment or, all
work related to contractor quality control
without confict or overlap.
5. MethodsSection 15, Lit Joints
Typically, the same joint treatment method is speci-ed or both intermediate and cold joints on a given
project. However, on larger, more complex structures,
the designer may speciy dierent levels o treatment
or these two joint conditions. For applications where
the shear strength o lit joints is critical, such as large
RCC dams, consider adding to the Items o Work and
Construction Details the requirement that intermedi-
ate and cold joint lit suraces be pressure washed to
expose the aggregate immediately prior to placing any
required treatment material and RCC on the lit sur-
ace.
Treatment Method I —Intended or use with resh joints; or with all three joint conditions where joint
bond and seepage control are not critical.
Treatment Method II —Intended or use with inter-
mediate and cold joints where joint bond is critical.
Treatment Method III —Intended or use with inter-
mediate and cold joints where joint bond and seepage
control are critical.
Treatment Methods II and III may be specied or use
with intermediate and/or cold joints, when joint bondand seepage control are not critical, as an incentive or
the contractor to avoid intermediate and/or cold joints.
6. Items o work and construction detailsStarting at the top o page 36–21, prepare and outline
job specic “Items o Work and Construction Details”
(IWCD) in accordance with these instructions. Include
reerence to subsidiary items as mentioned in Section
21, Measurement and Payment.
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Construction Speciication 36—Roller Compacted Concrete
1. ScopeThe work shall consist o urnishing all materials, tools, equipment, and mixing plant; and perorming all labor or
the mixing, transporting, orming, placing, compacting, and curing o roller compacted concrete (RCC) as required
to install the structure(s) as shown on the drawings and designated in section 22 o this specication and the test
section designated in the same section.
2. MaterialPortland cement shall conorm to the requirements o Material Specication 531, Portland cement. Type III Port-
land cement shall not be used.
Pozzolan shall conorm to the requirements o Material Specication 532, Supplementary Cementitious Materials.
Fly ash shall be class F unless otherwise specied. The source o pozzolan shall consistently supply material with
similar chemical and physical properties.
Combined aggregates shall conorm to the requirements o Material Specication 524, Aggregates or Roller Com-
pacted Concrete, unless otherwise specied.
Water incorporated into the mix or used or curing RCC shall be clean and ree rom injurious amounts o oil, salt,acid, alkali, organic matter, turbidity, or other deleterious substances. Water shall conorm to the requirements o
ASTM C 94 except that wash water shall not be used or mixing RCC.
Water-reducing, set-retarding admixture shall conorm to ASTM C 494, type D.
Curing compound shall conorm to the requirements o Material Specication 534, Concrete Curing Compound.
Curing compound shall be urnished in containers that have not been previously opened and that have the original
manuacturer’s labels attached.
Bonding mortar shall consist o cement, sand, water, and a water-reducing, set-retarding admixture to retard the set
and control the consistency o the mortar. The cement, water, and admixture shall be as specied. Sand shall comply
with ASTM C 33 or ne aggregate. The mortar shall be mixed in the proportions 1 part cement to 2.5 parts sand, by
weight. Water content shall be sucient to provide a spreadable consistency. In combination with the admixture,
the maximum water-to-cementitious materials ratio shall be 0.45. The mortar slump shall be 7 to 9 inches when
tested in accordance with ASTM C 143. The admixture shall be included at the manuacturer’s recommended dosage
so that the initial set time is retarded at least 3 hours when the ambient air temperature is 95 degrees Fahrenheit.
Material testing—The contractor shall test materials or provide certied test results to ensure all materials
conorm to the specied requirements. All nonconorming materials shall be promptly removed rom the job site,
including those that have been incorporated into the work.
Aggregate sampling shall be in accordance with ASTM D 75.
Aggregate samples shall be taken rom stockpiles, belt eeders rom bins, the mix plant eed conveyor belt(s), the
mixer eed conveyer belt, or rom the pug mill discharge while only aggregate is discharged rom the pugmill.
When obtaining aggregate samples rom stockpiles, samples shall be obtained rom various parts o the stockpiles,
but never rom the perimeter o the lower third o the pile.
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The contractor shall provide access or material sampling and perormance o quality assurance testing activities at
material storage sites.
Sampling—The contractor shall provide suitable platorms, tools, equipment, and labor necessary or obtaining
representative samples o materials to be used or the contractor's quality control testing and or the Government's
quality assurance testing. Samples may be taken rom stockpiles, aggregate bins and eed belts, entrance to the
mixer, mixer discharge, gob hopper discharge, points in transit, or the placement area.
Material handling and processing—Transportation o cement and pozzolan to the batching plant shall beaccomplished in weather-tight trucks, conveyors, or other means that will completely and thoroughly protect the
cementitious materials rom exposure to moisture and contaminants.
The temperature o cement and pozzolan when delivered to the job site shall not exceed 160 degrees Fahrenheit.
The temperature o the cement and pozzolan shall be determined by direct insertion o a thermometer into the
material in the delivery truck. The temperature o air to transport cement into storage containers or silos shall not
exceed 180 degrees Fahrenheit. It may be assumed that the temperature o the air in the transer pipe is the same
as the temperature on the outside surace o the transport pipe. The temperature o the air shall be determined by
measuring the temperature on the outside o the transport pipe with a surace thermometer.
Immediately upon receipt at the job site, cement and pozzolan shall be stored in dry, weather-tight, ventilated
structures. All storage acilities shall permit easy access or inspection and identication. Sucient cement and
pozzolan shall be stored onsite at all times to complete a minimum o 24 hours o placement at the planned average
production rate, unless otherwise specied. Cement and pozzolan that have been stored at the site or the longest
period shall be used rst, unless otherwise specied.
Aggregates shall be transported to the site in two or more components that will be combined in the mix plant to
meet the overall aggregate gradation. Aggregate components shall be o a gradation that will minimize segregation
prior to introduction into the mixer. Aggregates shall be stored in stockpile(s) in the designated contractor use
area. Aggregate components shall be stockpiled separately. Aggregates shall be handled and stockpiled in a man-
ner to prevent intermixing between dissimilar aggregates and to prevent contamination o the aggregate. Coarse
and ne aggregates shall remain separated until they are introduced into the mixing plant. For plants that mix in
discrete batches, the coarse and ne aggregates shall be ed separately into the batch hopper. For mix plants that
mix continuously, the coarse and ne aggregates shall remain separated until they are dropped onto the belt that
delivers the aggregates to the mixing compartment. The contractor shall develop and utilize methods that reliablyand consistently withdraw and transport the aggregates rom the stockpile without contamination or segregation.
Segregated or contaminated aggregates shall not be used in production o the RCC and shall be disposed o in loca-
tions specied in section 22.
A 2-week supply o aggregates, based on the average planned weekly production rate, shall be stockpiled at the
mixing plant location or other approved location, prior to RCC production unless otherwise specied.
Sucient water shall be available or mixing and curing to complete a minimum o 24 hours o placement at the
average planned production rate.
3. Submittals
Manuacturer’s certications and test reports shall in no way relieve the contractor o the responsibility or urnish-ing materials that meet the specied requirements. Manuacturer’s certications and test reports shall be produced
and dated within the 6 months preceding the delivery o the submittal. The test method used shall be noted on all
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test reports. Any deviation rom standard test methods shall be detailed in the test report and the reason or the
deviation shall be given.
Trial mix production submittals—The submittals listed below shall be provided, in writing or approval no later
than 30 days beore trial mix production, unless otherwise specied. Trial mix production shall not proceed beore
approval o these submittals.
a. The name and qualications o the laboratory that will perorm the mix design.
b. The source(s) rom which the cementitious materials will be obtained along with a certied mill test reportor each type o cement, pozzolan, and/or blended cement that will be used to produce RCC. The certied
mill test report shall veriy that the cement, pozzolan, or blended cement conorms to the applicable mate-
rial specication.
c. The source rom which the aggregate will be obtained and certied test results showing that all aggregates
conorm to the specication.
d. The source rom which the water will be obtained and the certied test results showing that water to be
used in the mix conorms to ASTM C 94.
e. The source o the admixture along with certied test results showing that the admixture conorms to the
specication.
RCC pre-production submittals—The submittals listed below shall be provided, in writing or approval, to the
engineer. The submittal or the job mix and bonding mortar shall be urnished 30 days beore delivery o any RCC
or bonding mortar component materials to the site. The submittal or the plant and equipment, personnel, and test
section plan shall be provided no later than 30 days beore delivery o the plant or equipment to the site. RCC mate-
rials or equipment shall not be delivered to the site beore approval o these submittals.
Job mix
a. A certied statement o materials, mix proportions (reported or saturated surace dry aggregate), theoreti-
cal air-ree density (TAFD), moisture/density curves (wet density only), Vebe time, air content, unit weight
o mix in air pot just prior to testing air content, and all compressive strength test results or each o the
three mixes required in the development o the RCC job mix.
b. Gradation o each o the aggregate component and combined aggregates used in each mix developed in the
mix design program.
c. The compacted bulk density and voids in each o the aggregate components and combined aggregates used
in each mix developed in the mix design program.
d. A statement o materials and mix proportions used in each mix developed in the mix design program.
e. A statement o materials and mix proportions proposed to be used in manuacturing the RCC job mix.
Bonding mortar
a. A statement o materials and mix proportions to be used in manuacturing the bonding mortar.
Plant and equipment
a. The planned RCC component material production, transportation, and storage and temperature control
procedures. Anticipated peak production capacity, normal production capacity, and onsite storage volumesshall be included in the plan.
b. Mixing plant manuacturer’s data and operating instructions and the plant layout to include a schematic
drawing o the plant and materials storage with a narrative description providing its peak capacity, normal
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anticipated production rate, and results o the most recent uniormity tests conducted within the previous
12 months. The proposed location o the mixing plant relative to the placement site(s) shall be provided.
c. A narrative description and a layout o the equipment and methods to be used or delivering and depositing
RCC at the placement site(s).
d. The type and expected number o pieces o equipment required or all placing, spreading, and compaction
o the RCC.
e. The plan or obtaining the specied vertical suraces.
. The method and procedure or curing o the in-place RCC, including the type o curing compound i used.
g. The method and procedure that will be implemented to provide protection o RCC rom temperature ex-
tremes, including the type o external heating equipment and insulating materials to be used.
Personnel
a. The names and qualications o the supervisor and plant operator who will direct the batching, mixing, and
placing o RCC.
Test section plan
a. The contractor's proposed location or the test section and equipment, materials, personnel, and methods
to construct the test section as specied. The submittal shall include plans or the pre- and post-test sectionbriengs.
Test section submittals—Within 24-hours o completing the tests or test section, the ollowing inormation shall
be transmitted to the engineer in writing.
a. Results o moisture and density tests used to compute the apparent maximum density (AMD). Include the
results o all density tests made o RCC in the test section.
b. Lit maps o the test section.
c. Results o compressive strength tests.
d. Air content and unit weight o RCC.
e. Production plan that includes RCC production methods, materials, plant, equipment, and personnel asmodied based on the results rom the perormance o the test section that have been documented to pro-
duce RCC that meets the requirements o the specication.
Unless otherwise specied, 7 days prior to beginning RCC production, submit a nal written plan or RCC produc-
tion methods, materials, plant, equipment, and personnel that will produce RCC that meets the requirements o this
specication.
RCC production submittals—The ollowing submittals shall be provided in writing within 24 hours ater deliv-
ery tickets, records, or test results are produced, unless otherwise specied.
a. Delivery tickets or cement and pozzolan shall include the source, date manuactured or produced, type or
class, contractor’s name, project name, and a certication that the material meets the specication require-
ments.b. Delivery tickets or aggregates shall include the source, material description, date, and certication that the
material meets the specication requirements.
c. Delivery tickets or bonding mortar shall include name and location o batch plant, ticket number, load and
truck number, date, destination, class o cementitious materials, mix proportions, quantity o bonding mor-
tar, time mixer drum charged with cement, and recording o revolution counter (transit-mixed concrete). I
bonding mortar is produced on site, the above required inormation shall be provided as applicable.
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d. Records o climatic conditions shall be collected on a daily basis and reported on a weekly basis.
e. Mix plant production records and summary o daily material use and RCC produced shall be submitted be-
ore the start o the next production shit. Production records shall include a comparison o actual materials
used to the approved job mix.
. Results o RCC moisture and wet density tests.
g. Results o uniormity tests.
h. Results o compressive strength tests.
i. Results o RCC temperature tests.
j. Lit maps shall be submitted beore the start o the next production shit.
4. PersonnelThere shall be a supervisor who is responsible or all aspects o the RCC operation and a plant operator who is
solely responsible or batching and mixing. The supervisor and the plant operator shall have responsible experi-
ence on at least one previous RCC job in the same position or which they are being considered or the current job.
There shall be at least one person whose sole responsibility is the oversight o the RCC curing activities.
5. RCC mix designThe contractor shall be responsible or the mix design and selection o all materials to be used in the design mix.
The materials and proportions so stated, when approved, shall constitute the job mix. The job mix(s) shall be pre-
pared to meet the quality, consistency, and strength o the RCC specied.
The contractor shall conduct the mix design program at a materials testing laboratory staed by American Con-
crete Institute (ACI) Certied Grade II Concrete Laboratory Testing Technicians.
Trial mix design parameters—The aggregate gradation shall be as specied. The bulk density and voids in each
o the aggregate components and the combined aggregate shall be determined according to ASTM C 29.
The density, relative density, and absorption shall be determined according to ASTM C 127 or coarse aggregate and
ASTM C 128 or ne aggregate.
The air content o each mix shall be determined according to ASTM C 231. The volume and tare weight o the air
pot shall be determined according to ASTM C 138. Ater consolidating the RCC in the air pot and just prior to test-
ing to determine the air content, the weight o the RCC and pot shall be determined according to ASTM C 138. The
density o the RCC that is consolidated in the pot at the time o testing shall be computed.
The minimum compressive strength or the RCC job mix shall be as specied in section 22 o this specication.
Unless otherwise specied in section 22:
• Aminimumofthreeseparatemixesshallbedevelopedinthelaboratory.
• Pozzolan(s)shallcompriseatleast20percent(byvolume),butshallnotexceed50percent(byvolume)of
the cementitious materials.
• TheremainderofthecementitiousmaterialsshallbecomprisedofPortlandcement.
• Acompactioncurve(wetdensityonly)shallbedevelopedforeachmixtodeterminethewatercontentthat
corresponds to the maximum wet density o each mix. Compaction tests shall be perormed in accordance
with ASTM D 1557, adapted as ollows:
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o The mold specied or Method C shall be used.
o All mix components shall be included.
o When the maximum size aggregate in the mix is larger than 3/4 inch, place the material in three layers
into the mold and compact each layer with 94 blows o the hammer.
• AVebetestshallbeperformedoneachtrialmixdesigntodeterminetheVebeconsistencytimeinseconds
and the wet density in pounds per cubic oot. The Vebe test shall be perormed according to ASTM C 1170.
The Vebe consistency time shall range rom a minimum o 15 seconds to a maximum o 30 seconds.
Theoretical air ree density—The theoretical air ree density (TAFD) shall be computed or each o the three
laboratory mixes in the mix design program. The TAFD is the maximum wet density that can be attained or a
specic mix assuming there is no air (entrapped or entrained) in the mix. The TAFD shall be computed by divid-
ing the sum o the individual weights o the mix components by the sum o the individual absolute volumes o the
mix components. The absolute volume is the volume o the solid matter in the particles, exclusive o the volume o
voids between the particles. The absolute volume o each mix component is determined as per ACI 211. The satu-
rated surace dry weight and density o the aggregate shall be used when computing the TAFD.
Laboratory compressive strength—Fiteen compressive strength cylinders rom each RCC mixture shall be
prepared in accordance with ASTM C 1176 or C 1435 and weighed to determine the density o the RCC within each
cylinder. Any cylinder that weighs less than 98 percent o the weight o the heaviest cylinder shall be discarded and
another cylinder prepared and weighed until all 15 cylinders have a weight that is at least 98 percent o that o theheaviest cylinder. The water content o each mixture, rom which cylinders are made, shall be within 0.5 percent
o the water content that corresponds to the maximum wet density determined in accordance with ASTM D 1557.
Three cylinders rom each RCC mixture shall be tested at 7, 14, 28, 90, and 180 days or compressive strength in
accordance with ASTM C 39.
The average o the two closest 28-day strength values shall represent the 28-day compressive strength o the mix.
The 28-day compressive strength o at least one o the mix designs shall be 75 percent to 100 percent o the speci-
ed strength. The 28-day compressive strength o at least one o the mix designs shall be 100 percent to 125 percent
o the specied strength. The 28-day compressive strength o the remaining mix design shall approximate the speci-
ed strength.
The cementitious materials content that will be used or the job mix will be based on the results o the 28-day com-
pressive strengths o the three laboratory mix designs. The 28-day compressive strengths o each o the three labo-
ratory mix designs will be plotted to orm a curve showing the relationship o the cementitious materials content
to the 28-day compressive strength o the laboratory mix designs. A cementitious material content shall be selected
rom this curve corresponding to the 28-day compressive strength specied in section 22. The proposed job mix
shall be proportioned to contain the selected cementitious materials content and shall be submitted or approval.
Ater the job mix has been approved, neither the source, character, or grading o the aggregates; nor the source
mill, type, brand, or quantity o the cement; nor the source, type, or quantity o the pozzolan; nor the type, brand,
or quantity o the chemical admixture(s) used shall be changed without approval. Changes to the approved job mix
will require submittal and approval o a new job mix that complies with the requirements o this specication.
6. Test section
Prior to RCC production the contractor shall construct a test section as part o the RCC placement operations. RCC production is dened as the mixing o RCC to be incorporated into the work and the placing and compacting o
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RCC, to the specied density, within the specied lines and grades o the structure(s). Unless otherwise specied
in section 22, the test section shall be installed at an approved location proposed by the contractor. I the contrac-
tor constructs the test section in a location that will be incorporated into the RCC structure, it shall be located in
a noncritical part o the structure, and it shall be removed i it ails to meet the requirements o this specication.
I the contractor constructs the test section in a location that will not be incorporated into the structure, the con-
tractor shall remove and dispose o the test section upon completion o the testing requirements unless otherwise
specied.
All RCC that is incorporated into the structure and placed prior to determining the AMD shall be compacted to adensity that is at least 96 percent o the TAFD. All RCC incorporated into the structure ater the AMD is determined
shall be compacted to specication requirements.
The test section shall be used to demonstrate all techniques, materials, plant and equipment, and personnel to be
used or RCC construction and quality control. Additional techniques, materials, equipment, and personnel shall be
demonstrated in the test section as specied in section 22. Inormation gained will be used to evaluate the practical
eectiveness o all techniques, materials, plant and equipment, and personnel to make minor adjustments to the
mix and to determine the AMD o the approved job mix. The contractor shall allow or numerous stops and starts
to acilitate the testing that is required to determine the AMD.
The test section shall be o sucient size to allow the complete RCC placement and compaction operation to be
conducted with the equipment operating at normal operating speeds.
When the test section is placed on soil, a minimum o two 12-inch lits shall be placed, and tests or determining the
AMD shall be conducted on the uppermost lit.
A section shall be constructed to determine the adequacy o the procedures implemented to construct vertical
suraces. Any surace that is not horizontal is, within this specication, considered to be a vertical surace. Unless
otherwise specied in section 22, the tolerance o vertical suraces shall conorm to the requirements o section 18.
The nish and appearance o ormed and unormed vertical suraces shall comply with the requirements specied
in section 17.
The contractor and engineer shall conduct the pre-test section brieng to review the eld status related to the pre-
paredness, capability, and readiness o the contractor to construct the test section according to the approved plan.
Ater test section construction and beore RCC production, the contractor and engineer shall conduct the post-testsection brieng to discuss adjustments to the techniques, materials, plant, equipment, and personnel that will be
used in RCC production. The contractor shall submit in writing a nal plan or RCC production methods, materials,
plant, equipment, and personnel that will produce RCC that meets the requirements o this specication. Unless
otherwise specied, the plan shall be submitted no later than 7 days prior to beginning RCC production. Written
approval o the plan shall be required prior to beginning RCC production.
Apparent maximum density—AMD is the maximum RCC density o the approved job mix that can be attained
by compacting the RCC with the production roller dened in section 13 o this specication. The AMD shall be
greater than or equal to 98 percent o the TAFD. The AMD o the RCC shall be determined rom the test section.
To determine the AMD, the RCC lit shall be compacted by successive passes o the production roller over the
entire lit surace. (Note: The act o rolling orward past a point and then rolling in reverse past the same point is
considered two passes.) Between passes o the production roller, in-place wet density tests (ASTM C 1040) shallbe made at a depth o 12 inches. Density tests shall be initiated ater the second pass o the production roller. A
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minimum o two density tests shall be perormed at a depth o 12 inches and at approved locations. Successive
passes o the production roller, ollowed by density tests at the 12-inch depth, shall be made until the density o the
lit no longer increases. When it appears that continued compaction will not increase the density, make two more
passes o the production roller, each ollowed by a density test to document that the density is no longer increas-
ing. Once it has been determined that the density measurement at the 12-inch depth is no longer increasing, density
tests shall be taken in two locations at depths o 2, 4, 6, 8, 10, and 12 inches. I the maximum and minimum density
values obtained in one test hole vary more than 2 percent o the maximum value obtained at that test hole, the
contractor shall modiy operations until this variation is no more than 2 percent.
When the density o the lit no longer increases and the density measurements taken at the specied depths vary
no more than 2 percent o the highest value measured at one location, the density shall be measured at the 10-inch
depth at six approved locations. I more than one o these density measurements results in values less than 96
percent o the TAFD, the contractor shall modiy operations and repeat the process or determining the AMD. The
AMD shall be the average o the in-place density test values that are greater than or equal to 96 percent o the TAFD
o the job mix. I the AMD is less than 98 percent o the TAFD o the job mix, the contractor shall modiy opera-
tions to attain an AMD that is at least 98 percent o the TAFD.
I a new job mix is approved during production o RCC, a new TAFD will be computed and a new AMD will be
determined as previously specied.
Air content and density—The air content o the mix shall be determined according to ASTM C 231. The volume
and tare weight o the air pot shall be determined according to ASTM C 138. Ater consolidating the RCC in the air
pot and just prior to testing to determine the air content, the weight o the RCC and pot shall be determined ac-
cording to ASTM C 138. The density o the RCC that is consolidated in the pot at the time o testing shall be com-
puted.
Compressive strength tests—Fiteen compressive strength cylinders shall be prepared rom the mix in accor-
dance with ASTM C 1176 or C 1435 and weighed to determine the density o the RCC within each cylinder. Any cyl-
inder that weighs less than 98 percent o the weight o the heaviest cylinder shall be discarded and another cylinder
prepared and weighed until all 15 cylinders have a weight that is at least 98 percent o that o the heaviest cylinder.
Three cylinders shall be tested at 7, 14, 28, 90, and 180 days, respectively, or compressive strength in accordance
with ASTM C 39.
Unless otherwise specied in section 22 o this specication, the contractor shall extract 10 intact vertical coresamples, in accordance with ASTM C 42, rom a portion o the test section that has been placed to the specied
density and cured in accordance with this specication. Core specimens shall be taken 13 days ater the RCC is
placed. The contractor shall test two samples at 14, 28, 56, 90, and 180 days, respectively, or compressive strength
in accordance with ASTM C 42. Cores shall have a minimum length equal to one lit thickness and a nominal diam-
eter o 6 inches.
7. Mix plantThe plant shall either be a batch-type pugmill or a continuous-fow pugmill. The pugmill shall be a twin shat pad-
dle-type mixer and shall have adequate capacity to produce a uniorm RCC mix at a rate that will conorm to the
production schedule. The plant shall have a minimum capacity o 100 tons per hour.
The plant shall have demonstrated satisactory reliable perormance on similar mixes on other RCC projects withlittle or no down time because o mixer breakdown or other production-related problems, excluding normal main-
tenance. Satisactory reliable perormance o the proposed plant shall be documented by mixer uniormity tests
rom recent production work showing that the plant produced a mix o similar proportions that met the require-
ments or production rate and uniormity set orth in this specication.
The results o uniormity tests that are conducted ater the plant is set up and calibrated may be substituted or
documentation o reliable past plant perormance. RCC produced during uniormity tests required herein shall not
be incorporated into the test section or any permanent structure.
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The contractor shall perorm trial runs o the mixing and proportioning equipment, including uniormity tests i
required.
Accuracy. Facilities shall be provided or the accurate measurement and control o each o the materials entering
the RCC mix. Delivery o materials as they are discharged rom the mixer and rom any gob hoppers shall be within
the tolerances shown in table 36–1.
Table 36–1 Tolerances in proportioning the various ingredients
Material Tolerance
Pozzolan, mass ± 2 %
Cement, mass ± 2 %
Aggregate, mass ± 3 %
Water, mass or volume ± 2 %
Chemical admixture, mass or volume ± 3 %
Component monitoring systems. The systems that meter individual mix components shall be interlocked with
the plant control and shall warn the operator and shut down the plant i any component is not eeding into the mix-ing chamber.
Aggregate bins. A separate bin shall be provided or each gradation o aggregate supplied or the RCC job mix.
The bins and associated conveyors shall be capable o discharging and conveying the aggregates at a uniorm rate
without clogging, under all conditions.
Portland cement and pozzolan silos. All onsite storage acilities and connection hoses shall be properly la-
beled with readily visible signage. The storage silo(s) shall be weather tight to prevent moisture and contaminants
rom accessing the portland cement and pozzolan. Blended cement/pozzolan products mixed by the cement manu-
acturer are permitted. Silos shall be capable o dispensing at a uniorm rate without clogging or bridging o the
materials.
Portland cement, pozzolan, and aggregate eed. For a continuous-fow pugmill, the portland cement, poz-
zolan, and aggregates shall be uniormly, continuously, and simultaneously ed into the mixing mechanism at the
appropriate ratios. Each bin opening shall be provided with a gate that can be maintained at the necessary open-
ing size to consistently provide the correct eed rate. The bins shall be o sucient size to assure a uniorm fow
o aggregate at a constant rate. Portland cement and pozzolan shall be ed continuously by a eed device that is
adjustable to ensure a uniorm fow o cement and pozzolan at a constant rate or proportions established by the
approved job mix. Feed device(s) shall be capable o gradual adjustment while in operation.
Water dispenser. A suitable water acility shall be provided that is capable o metering and dispensing the mix
water within the specied tolerances. The mechanism or delivering water to the mixers shall be ree rom leakage.
The meter shall measure the weight o water being added in pounds per unit time or continuous-fow pugmills,
and weight per batch or batch-type pugmills. The valve shall be capable o gradual adjustment during the mixing
process to compensate or varying moisture contents in the aggregates.
Admixture dispenser. The liquid admixture dispensing system shall be capable o metering and dispensing within
the specied tolerances. The dispenser shall be designed and installed in such a manner that will permit convenient
checking o its accuracy and will assure uniorm distribution o the liquid admixture with water to the materials
entering the mixer. The system shall be leak-ree and designed and installed to prevent backfow or siphoning.
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Mixing mechanism. The mixing mechanism shall be capable o combining the materials into a uniorm mixture
and discharging this mixture without segregation. The mixing mechanism shall produce a mix that meets the uni-
ormity requirements listed in table 36–2.
Uniformity tests. When a continuous-fow pugmill is used, the three samples or obtaining uniormity tests shall
be taken rom RCC produced near the beginning, the middle, and the end o a production run lasting a minimum o 1
minute. When a batch-type pugmill is used, the samples shall be taken rom RCC produced rom three separate batch-
es. Each batch shall be similar in size, be produced by charging the mixer in a similar manner, be mixed at the same
mixing speed and mix retention time as the other two batches, and be representative o a normal production run.
Table 36–2 Requirements or uniormity
Test Allowable max. ASTM standard
dierence 1/
Water content o ull mix (% by weight) 10% C 566
(Select one o the ASTM standard tests listed) D 2216
D 3017
D 4643
D 4959
Coarse aggregate content (% by weight) 10% C 685 (annex)Density (lb/t3) o ull mix 2% C 1170, C 1176, C 1435
Compressive strength at 14 days (lb/in2) 15% C 39 2/
1/ The allowable maximum dierence = 100 multiplied by the (maximum value – minimum value) divided by the average o three tests.
2/ Cylinders shall be made in accordance with ASTM Standard C 1176 or C 1435.
Mix record. The mix plant shall be capable o continually producing an RCC mix record. The record shall show
the weight o portland cement, pozzolan, water, aggregate, and weight or volume o chemical admixture that is
processed through the plant during a specic time interval. The time interval shall not exceed 30 minutes. The
aggregate shall be reported in terms o saturated surace dry weight processed through the plant during a specic
time interval. The RCC mix record shall be produced at all times when the plant is producing a mix. The aggregate
moisture shall be tested daily whenever RCC is being produced. The mix plant record shall include the aggregate
moisture content tests upon which the batch proportions are based.
A summary shit record shall be provided. The record shall include the total quantity o each constituent in the mix,
total quantity o RCC produced, and a comparison o the quantity o each constituent mixed per cubic yard to that
o the job mix.
Noise pollution. The plant shall be operated to comply with all applicable regulations pertaining to noise pollution.
Pollution control. The plant shall be operated to comply with all applicable regulations pertaining to air and
water quality.
8. MixingThe plant shall be operated according to the manuacturer’s recommendations. The mixing mechanism shall be
maintained in satisactory operating condition and shall be cleaned ater each production run. All supply bins and
silos shall be kept suciently ull to ensure a uniorm and constant fow o all materials.
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All RCC produced rom the beginning o startup shall be disposed o at the location(s) specied in section 22 o
this specication until a uniorm mix o the required proportions is consistently being discharged rom the mixer.
Ater a batch-type pugmill has been calibrated and has produced the job mix with the specied uniormity, the mix
retention time shall not be reduced.
Uniormity—RCC uniormity shall be monitored by continuous visual inspection by the plant operator and by pe-
riodic visual inspection by contractor quality control personnel. The mix shall be visually inspected or uniormity
by contractor quality control personnel at the beginning o each production run and at least once each hour duringthe production run. I it becomes apparent that the mixer is not producing a uniorm mix o the proportions speci-
ed, RCC production shall be promptly discontinued until the problem(s) that caused the uniormity problem are
discovered and corrected.
I a uniormity problem is suspected, the contractor shall conduct the tests listed in table 36–2, determine the maxi-
mum dierence and compare to the allowable maximum dierence, and take appropriate corrective measure(s).
Adjustments shall be made to the mixing plant as necessary to obtain the required uniormity and consistency o
the RCC mix when uniormity test results indicate that the requirements or uniormity are not being met. The
production and placement o RCC may proceed without waiting or the compressive strength results i the results
o the other three tests listed in table 36–2 are within the allowable maximum dierence and the issues that caused
a uniormity problem are resolved.
9. ConveyingThe RCC mix shall be conveyed rom mixer to placement area as rapidly as practicable by methods that prevent
segregation, contamination, and loss o water. The total length o time rom the end o mixing until the RCC has
been placed, spread, and compacted shall not exceed 45 minutes.
The contractor shall provide bafes to limit ree all o mixed RCC to a maximum o 5 eet at the discharge end o
conveyors, within hoppers, and at other locations where the potential or segregation may occur. Chutes that tend
to cause segregation, such as an inclined chute, will not be permitted.
Communications—Telephone, radio, or other voice communication shall be provided between all interim stor-
age hoppers, the batch plant control, and the placement locations. The contractor shall provide the Government
inspector the same orm o communication.
Temporary storage containers—Gob hoppers shall be used or storage wherever the mixed RCC is temporar-
ily accumulated prior to being loaded into hauling equipment and when direct conveyor systems do not otherwise
provide continuous delivery to the nal placement location. Gob hoppers shall be congured to allow ree fow o
RCC without segregation or choking.
Conveyor belts—The conveyor system design and layout shall provide or adequate capacity, speed, reach, and
pivot points to convey RCC to all placement areas.
Conveyor belts shall be designed, erected, operated, and maintained in a manner that meets production require-
ments and does not segregate materials. RCC shall not be exposed on any belt or a period exceeding 5 minutes
without being protected rom the drying elements o wind and sun. RCC shall not be exposed on any belt duringrainall unless it is protected rom the rain.
Hauling equipment—Equipment shall be maintained in good operating condition and shall not be permitted onto
the RCC surace when vehicle fuids are leaking or when there is a potential or contamination to the RCC.
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RCC may be hauled using trucks, ront-end loaders, or scrapers. Hauling equipment that rut, score, mar, or indent
the RCC surace shall not be operated directly on previously compacted RCC suraces. Hauling equipment shall not
track mud or other contaminants onto previously placed RCC and shall not be operated directly on uncompacted
RCC. All hauling vehicles shall be operated in a manner that prevents tight turns, sudden stops, or other actions
that cause damage or displacement to previously compacted RCC. The contractor shall implement necessary mea-
sures to prevent contamination or damage o the previously compacted RCC.
10. Weather Adverse weather—In adverse weather (heavy rain, severe cold, heavy snow, and hot temperature) where the
conditions specied herein or RCC construction cannot be maintained, an interruption in placing operations shall
be required.
Weather station—The contractor shall install and maintain a weather station onsite at all times during peror-
mance o the test section and the production and placement o RCC. The weather station shall be located at an
approved location near the RCC structure. The weather station shall record wind speed, ambient temperature,
humidity, and the rate and cumulative volume o rainall. A record o climatic conditions at the designated location
including wind speed, ambient temperature, humidity, and rainall rate and volume shall be recorded daily.
Wet weather placement—RCC shall be protected rom rainall induced erosion and shall not be placed during
rainall events at a rate equal to or greater than 0.1 inch in 20 minutes. Placement during a light mist may continue
when covered belt conveyors rather than hauling vehicles are used to convey the mix. Placement o RCC will notbe permitted when rainwater accumulates on compacted RCC suraces.
Cold weather placement—RCC shall not be placed when the ambient air temperature drops below 35 degrees
Fahrenheit or the temperature o the RCC mix is less than 40 degrees Fahrenheit.
Hot weather placement—The maximum temperature o the RCC at time o placement shall be as specied in
section 22. Ater placing, but prior to compaction, the temperature o the mix shall be determined according to
ASTM C 1064. When the RCC temperature is within two degrees o the specied limit it shall be measured every
hour. Introduction o chilled water and/or ice, shading and/or cooling o the aggregates, or other measures may be
required in the production o RCC to maintain the RCC temperature within the specied requirements. I the RCC
temperature exceeds the maximum specied temperature, RCC placement shall be suspended until cooler weather
or additional measures to reduce the RCC temperature results in a reduction o the placement temperature o the
RCC to or below the specied maximum temperature.
11. Foundation preparationPrior to the start o RCC placement, the oundation shall be excavated or lled to the specied lines and grades
as shown on the drawings. The oundation shall be ree o standing water and any organic or loose materials. All
suraces where RCC installation is specied shall be damp and have a surace temperature not less than 35 degrees
Fahrenheit at time o placement. Placement o RCC on mud, dried earth, uncompacted ll, standing water, or ro-
zen subgrade is not permitted.
Earthen oundations—Earthen oundation suraces shall be prepared by adjusting the moisture content and
compacting the oundation. The moisture content, depth, and degree o compaction required shall be as specied
in section 22. I the earthen oundation is allowed to dry ater compaction, it shall be moistened prior to placing
RCC. The oundation surace shall be rm and damp.
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Rock oundations—Rock oundations shall be cleaned and prepared as specied in Construction Specication
63, Treatment o Rock Suraces. The slope o the nished oundation surace shall not be steeper than one horizon-
tal to one vertical. Rock suraces shall be damp at the time o RCC placement.
12. Placing and spreadingThe placement o RCC into the structure shall be perormed in a virtually continuous non-stop operation.
All equipment used on the RCC ll shall be maintained in good operating condition at all times. Equipment shall not
drip or spill oil or other contaminants onto the RCC. Any equipment that contaminates the RCC mixture shall be
promptly removed rom contact with the RCC and repaired or replaced. Any contaminated RCC mixture shall be
removed and replaced.
Placing and spreading shall be perormed with equipment that does not mar or contaminate the surace o the com-
pacted RCC. Track-type equipment shall not operate directly on compacted RCC unless the tracks are equipped
with rubber pads. Equipment used to deposit, spread, or compact shall not turn on previously compacted RCC.
Layout o the placement area—The RCC shall be spread in level lits across the entire area o the structure.
The direction o RCC placement shall be parallel to the long axis o the structure so that the number o lanes and
the number o edge joints are minimized. Transverse joints o adjacent lanes shall be oset by no less than 20 eet -
horizontally.
Placing—RCC mix, bonding mortar, Portland cement, neat cement grout, or concrete shall not be placed on previ-
ously placed layers that have not been compacted to the specied density.
Roller compacted concrete mix shall be deposited as near to its nal location as possible. When haul vehicle deliv-
ery is used, depositing shall be accomplished with a dump-spread action while the placing vehicle is moving. Belt
placement shall discharge with a spreading action that does not segregate the material. RCC shall not be deposited
directly against ormwork or other vertical suraces. Piles that orm when placing RCC shall not contact orms or
vertical suraces. Neither the discharge height nor the pile height o RCC shall exceed 5 eet.
Spreading—Spreading o the RCC shall be completed within 10 minutes ollowing depositing. RCC shall be
spread into an uncompacted, uniorm lit thickness that can be compacted to produce a lit o the specied thick-
ness and density. In areas requiring special compaction, it may be necessary to deposit, spread, and compact the
RCC in several layers to produce a lit o the specied thickness and density.
Equipment shall not operate directly on any surace that has been cleaned and prepared to receive a subsequent lit
o RCC.
Spreading o RCC material shall be perormed with a track-type bulldozer in a manner that will not cause damage
to previously compacted RCC.
With RCC placement at or near its nal location, spreading will typically be limited to leveling the RCC into uniorm
lits. In isolated or conned placement locations, the RCC may be deposited and spread up to a maximum distance
o 50 eet provided segregation does not occur, specied spreading time is not exceeded and the time specied be-
tween mixing and a completion o compaction is not exceeded. The contractor shall conduct placing and spreading
operations in a manner that will prevent segregation o RCC.
I segregation o RCC occurs during the spreading operation, it shall be corrected by immediately reworking the
RCC. Reworking shall be perormed using techniques that do not damage previously compacted RCC. This may
require removing the RCC rom the lit surace to accomplish reworking, then transporting the mix back onto the
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surace ater mix uniormity has been achieved. I reworking the RCC does not produce a uniorm mix, the segre-
gated RCC shall be wasted and replaced.
I a uniormity problem is suspected, uniormity tests shall be perormed rom material taken rom the placement
area ollowing spreading o the material and/or other points in the RCC production process as required to identiy
the source o the problem. Three individual samples o the material shall be taken at the sample location at inter-
vals o 5 minutes or more. Uniormity tests shall be conducted in accordance with table 36–2. The maximum dier-
ence between the resulting values shall be compared to the allowable maximum dierence and appropriate correc-
tive measure(s) shall be employed.
13. CompactionThe entire surace area o each RCC lit shall be compacted to the specied density, as determined rom the appar-
ent maximum density (AMD) specied in section 6, with adequate compaction overlap to assure complete compac-
tion o the RCC.
The in-place wet density o the compacted RCC measured at a depth o 10 inches shall not be less than 98 percent
o the AMD.
Uniormity o density shall be achieved within each lit. The dierence between density measurements at any two
depths shall not exceed 2 percent o the greater o the two values.
The wet density o the compacted RCC shall be tested in accordance with ASTM C 1040. The moisture content o
the compacted RCC shall be tested in accordance with ASTM D 3017. Unless otherwise specied in section 22, a
minimum o three moisture and density tests will be perormed on each lit o RCC with no less than one density
measurement and moisture measurement or each 100 cubic yards o RCC compacted.
Production compaction shall be perormed with production rollers as dened in this section. RCC compacted with
production rollers shall be compacted in single lits that are 12 inches thick (plus/minus one inch) ater the speci-
ed density has been achieved.
Production rollers shall consist o single or double drum, large, sel-propelled vibratory rollers. The roller(s) shall
transmit a centriugal orce to the surace through a smooth steel drum(s) by means o revolving weights, eccentric
shats, or other equivalent methods. Production rollers shall impart a centriugal orce o at least 450 pounds per
inch o drum width at the operating requency during compaction. Production rollers shall operate at a vibrating
requency o at least 1,500 vibrations per minute and have a drum diameter o 4 to 6 eet and a drum width o 5 to
8 eet. The amplitude o vibration o the roller shall be between 0.03 and 0.07 inch. The roller shall not travel at
greater than 2 eet per second during the compaction operation.
Production rollers shall be used in open areas where they can compact RCC to the specied density within the
specied time and without damage to the structure, orms, oundation, or appurtenances.
Rollers shall be only operated in the vibratory mode while actively compacting the RCC. Ater the RCC has been
deposited and spread, rollers may be operated in static mode to smooth and/or rm up the surace, but shall oper-
ate in the vibratory mode to compact the RCC to the specied density. Compaction shall be completed with the
roller operated in the static mode, as necessary, to achieve the specied density near the surace o the lit.
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The contractor shall select the combination o requency o vibration, amplitude o vibration, and speed o opera-
tion that result in the specied density at the astest production rate while meeting all other requirements.
Placement and compaction o RCC shall be completed without damaging the structure, other structures, orms,
oundation, or other embedded appurtenances. Any appurtenance damaged by the compaction process will be
repaired or removed and replaced at the contractor's expense.
Special compaction techniques shall be perormed using special compaction rollers and power tampers in areas
where production rollers cannot maneuver or will cause damage to the structure, orms, oundation, or appurte-nances. RCC shall be deposited, spread, and compacted in 4 or 6 inch thick layers as required to obtain uniorm
specied density throughout the 12-inch lit with limited compaction to avoid drying the surace.
The individual layers that compose one lit shall be deposited, spread, and compacted within 1 hour rom the time
the rst layer within that lit is placed.
Special compaction rollers shall be vibratory rollers that are capable o operating in conned areas and adjacent
to orms, oundation, or appurtenances without damage to the RCC structure or appurtenances. Special compac-
tion rollers shall produce a centriugal orce o at least 150 pounds per linear inch o drum width or each drum o
a double drum unit and 300 pounds per linear inch o drum width or a single drum unit. Special compaction rollers
shall be operated at a speed less than 2 eet per second during the compaction operation.
Power tampers shall develop a orce per blow o at least 3,500 pounds per square oot. The maximum layer thick-
ness to be compacted by power tampers shall be plus or minus 6 inches ater the specied density has been
achieved.
The contractor shall maintain at least one special compaction roller and two tampers in operating condition at the
site during RCC placement.
Manually directed vibratory plate compactors may be used to shape, smooth, and level the surace, but shall not be
used as a substitute or vibratory rollers and power tampers.
14. Record testingUnless otherwise specied in section 22, one set o RCC cylinders or compressive strength tests shall be obtained
or each 1,000 cubic yards o RCC placed to be used or compressive strength testing.
Each set shall consist o 15 compressive strength cylinders prepared in accordance with ASTM C 1176 or C 1435
and weighed to determine the density o the RCC within each cylinder. Any cylinder that weighs less than 98 per-
cent o the weight o the heaviest cylinder shall be discarded and another cylinder prepared and weighed until all
15 cylinders have a weight that is at least 98 percent o that o the heaviest cylinder. Three cylinders shall be tested
or compressive strength in accordance with ASTM C 39 at 7, 14, 28, 90, and 180 days, respectively, ater the speci-
mens are molded.
Unless otherwise specied in section 22 o this specication, the contractor shall extract two sets o vertical core
RCC samples in accordance with ASTM C 42. Each set shall be sampled rom RCC that has been placed in the
structure at no less than 1 week apart. Each set shall contain eight intact cores taken rom the structure at ap-
proved locations. Cores shall have a minimum length equal to one lit thickness and a nominal diameter o 6 inches.Core specimens shall be obtained no earlier than 20 days ater placement. The contractor shall test two samples at
28, 56, 90, and 180 days, respectively, ater placement or compressive strength in accordance with ASTM C 42.
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15. Lit jointsThe term joint, as used in this specication, applies to all suraces that will eventually be covered by RCC mix,
bonding mortar, Portland cement, neat cement grout, or conventional concrete.
The joint treatment method shall be as specied in section 22.
Joint condition—Three potential joint conditions will exist during construction: resh joint, intermediate joint,
and cold joint. The condition o a joint shall be dened on the basis o joint maturity or time o exposure. Joint ma-
turity is dened as the product o the average RCC surace temperature (AST) in degrees Fahrenheit and the timeo exposure (TE) in hours. Joint maturity is expressed in degree-hours (deg F-hr) and is calculated as:
——————>
Joint maturity in deg F-hr = (AST) × (TE).
The TE shall be the period, expressed to the nearest quarter hour, beginning when the compaction o RCC is com-
pleted and ending when covered by the subsequent placement o RCC, bonding mortar, Portland cement, neat
cement grout, or conventional concrete.
Whenever the joint condition is dened on the basis o joint maturity, the AST shall be determined hourly during the
exposure period by measuring the RCC surace temperature at various locations with a surace thermometer. The
temperature shall be measured in degrees Fahrenheit and the temperature readings averaged to determine the AST.
A resh joint is dened as a joint having maturity o 400 deg F-hr or less. In lieu o determining the joint maturity, a
resh joint may be dened as a joint with a TE o 4 hours or less.
An intermediate joint is dened as a joint having a maturity greater than 400 deg F-hr, but less than or equal to
1,600 deg F-hr. In lieu o determining the joint maturity, an intermediate joint may be dened as a joint with a TE o
more than 4 hours, but less than 16 hours.
A cold joint is dened as a joint having a maturity o over 1,600 deg F-hr. In lieu o determining the joint maturity,
a cold joint may be dened as a joint with a TE o 16 hours or more.
Joint treatment—All joint suraces shall be kept continuously moist, clean, and uncontaminated until placement o
succeeding RCC lits. Water that ponds on a nished surace shall be removed prior to placing RCC.
The surace o previously placed RCC shall be ree o soil, dust, or other contaminants prior to being covered
with joint treatment material or another layer or lit o RCC. Cleaning o previously placed RCC lits shall be ac-
complished by pressurized water and/or air or other methods provided that the surace o the in-place layer is not
damaged by the cleaning operation.
The contractor shall have a pressure washer and a blowpipe onsite capable o delivering a combined air-water mix-
ture, with the ability to adjust the pressure, volume, and proportion o air and water.
Edge joints that are exposed or more than 30 minutes shall be trimmed back no less than 9 inches to an RCC
surace, that has been compacted to the specied density and beveled at a slope o one horizontal to one vertical.
Immediately beore placing RCC against a trimmed surace, the joint condition shall be determined and the speci-
ed joint treatment shall be applied.
Any surace to be covered with RCC, a bonding material or conventional concrete that is damaged to the extent
that over 25 percent o the exposed coarse aggregate is undercut shall be treated as a cold joint. Coarse aggregate
with less than hal o it surace area remaining embedded and bonded to the RCC is considered undercut.
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All RCC materials removed by cleaning, brooming, smoothing, beveling, or trimming layers shall be collected and
removed rom the structure.
Treatment Method I. Remove any loose materials and contaminants rom the lit joint surace. The lit joint
surace shall be cleaned using moderate-pressure air immediately beore spreading the next RCC lit. Maintain the
surace in a moistened condition.
Treatment Method II. Perorm Treatment Method I. Beore the placement o RCC on the joint surace, uniormly
distribute a layer o dry Portland cement over the surace. The Portland cement shall be applied at a rate o 0.5 to1 pound per square oot o surace. The amount o water applied to the lit surace beore, during, or ater distrib-
uting the cement shall be o sucient quantity to dampen all o the cement. The ratio o water to cement shall be
limited to that which will produce a tacky paste. Water applied ater the cement is distributed shall be applied in
a ne mist to prevent the displacement o cement. The cement shall be applied immediately ahead o placing the
next layer or lit o RCC. The cement shall not be exposed on the surace more than 10 minutes beore being cov-
ered with RCC. Portland cement paste that does not meet these requirements shall be removed rom the structure
and disposed o, and the treatment method shall be repeated.
Treatment Method III. Perorm Treatment Method I. Beore the placement o RCC, the joint surace shall be
covered with a layer o the bonding mortar specied in section 2. The thickness o the bonding mortar shall be 0.25
to 0.5 inch. The bonding mortar shall be covered with the next layer or lit o RCC while the mortar is still fuid. In
no case shall the bonding mortar remain uncovered or more than 30 minutes. Bonding mortar shall be placed in a
manner that will avoid segregation. Bonding mortar that does not meet these requirements shall be removed rom
the structure and disposed o, and the treatment method shall be repeated.
16. Curing and protectionCuring—Curing o RCC shall begin immediately ater compaction. All exposed and completed RCC suraces shall
be cured or a minimum o 14 days at or above 40 degrees Fahrenheit ollowing placement. All repairs including
that required to ll holes associated with orm anchorages and coring shall be cured or a minimum o 7 days at or
above 40 degrees Fahrenheit ollowing repair.
I the RCC is wet cured, the RCC shall be maintained in a continuously damp condition or the entire curing period.
The continuous application o water supplemented by the use o a saturated cover material or an impermeable
covering shall be required to obtain the continuously damp condition. The application o water or cover material
shall not erode, mar, or otherwise damage the RCC. Plastic or paper covering shall meet the requirements o ASTM
C 171. Only white or refective coverings shall be used during hot weather as dened by ACI 305.
In lieu o wet curing, RCC that will not be covered with subsequent joint treatment, RCC, or conventional concrete
may be treated with a curing compound as specied in section 2, unless otherwise specied in section 22. Areas
to be cured with curing compound shall be kept continuously moist until curing compound is applied. Curing
compound shall be thoroughly mixed beore applying and be agitated during application. A continuously agitating
pressure sprayer shall be used to apply the curing compound at a uniorm rate o not less than double the curing
compound manuacturer’s recommended rate or conventional concrete curing. Manual hand pump sprayers shall
not be used. A brush or paint roller shall be used in areas that are near unmasked suraces that will be covered
with subsequent joint treatment, RCC, or conventional concrete. The curing compound shall orm a uniorm, con-
tinuous, adherent lm that shall not check, crack, or peel and shall be ree rom pinholes or other imperections.
Multiple applications o curing compound may be necessary to achieve the specied coverage. When multiple ap- plications are required, the second application shall be applied at a 90 degree angle to the rst application. During
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the curing period, curing compound shall be reapplied 7 days ater the initial application. In areas where the curing
compound is damaged, it shall be reapplied immediately.
Curing compound shall not be applied to areas that are to be repaired or patched. Areas to be repaired or patched
shall be kept continuously moist until the repair is made. Curing compound or wet curing shall then be imple-
mented to conorm to curing requirements specied herein. Any curing compound applied to areas that are to be
repaired or patched shall be removed prior to applying the repair material.
Regardless o the curing method used, curing activities shall not be discontinued or interrupted until the RCC hasremained at or above 40 degrees Fahrenheit or a total o 14 days. This will require extending the curing period by
the number o days that the RCC temperature drops below 40 degrees Fahrenheit during the curing period.
Protection—The temperature o RCC shall be maintained at or above 35 degrees Fahrenheit rom the time the
RCC is placed until 7 days ater the curing period. When ambient temperatures are expected to be below 32 de-
grees Fahrenheit, measures shall be implemented to protect the RCC rom reezing. The protection shall remain in
place until ambient temperatures remain continuously above 35 degrees Fahrenheit or 24 hours. Protective mea-
sures shall not hinder the specied curing o the RCC.
RCC shall be protected rom damage by precipitation, vehicular trac, or other causes.
17. Vertical suracesUnless otherwise specied in section 22, all ormed RCC vertical suraces that are subject to exposure shall be n-
ished to ensure a minimum o 80 percent o the surace area is ree rom honeycomb or other voids and is uniorm
in appearance.
Forming is not required or vertical RCC suraces that are not subject to permanent exposure.
The nish and appearance o unormed vertical suraces shall comply with the requirements specied in section 22.
18. Tolerances Any variation in the ace or surace o the nished RCC shall be within the tolerances stated herein.
The structure(s) shall be constructed to the lines and grades depicted on the drawings.
The thickness o compacted lits o RCC shall be 12 inches plus or minus 1 inch.
The allowable tolerance o all exposed ormed suraces shall be plus or minus 0.1 oot rom specied line. Abrupt
changes shall not exceed 0.05 oot in any exposed ormed surace.
Limit gradual overbuild o exposed unormed RCC aces to 0.5 oot. Under build will not be allowed.
Do not exceed 0.1 oot in 10 eet variation in an unormed, exposed RCC ace as measured in a straight line along
the length and height o the ace, or 0.5 oot over the entire length o the structure. Abrupt changes shall be less
than 0.1 oot.
The elevation o any horizontal RCC surace shall be plus or minus 0.1 oot o the specied grade except that theelevation o a nished top o dam or spillway crest shall be no more than 0.1 oot above the specied elevation.
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36–19(210–VI–NEH, January 2009)
19. Repair o RCC Repair or replacement—The contractor shall repair or replace RCC that does not meet the requirements o this
specication. Beore starting any repair or replacement work, the contractor shall prepare a written plan or the
repair or replacement. The primary reerence or material and repair methods or the plan shall be the appropriate
sections o the American Concrete Institute’s Manual o Concrete Inspection. The repair plan shall be submitted or
review and approval at least 10 days beore any repair or replacement work.
Patching—All orm bolts, metal ties, and similar orming restraints shall be removed to a depth o 1 inch below
the surace o the RCC and their cavities repaired unless otherwise specically permitted or specied in section22. Small cavities large air holes, minor honeycombed areas, holes created rom test coring, and other supercial
imperections that require patching to meet the specied nish requirement shall be thoroughly cleaned and lled.
Holes let by bolts or straps that passes through the RCC shall be lled solid with a dense, well-bonded nonshrink
patching material. Dry-pack mortar and replacement concrete shall ollow the appropriate procedure detailed in
the Repair and Maintenance chapter o the Concrete Manual, Bureau o Reclamation, U.S. Department o the Inte-
rior. Proprietary patching material shall be appropriate or the type o repair used within the manuacturer's recom-
mended limits and applied according to the manuacturer's recommendations.
When proprietary patching material is proposed in the plan, the manuacturer's data sheets and written recommen-
dations shall be included in the plan.
Repair material or replacement concrete shall have properties, color, and texture similar to and compatible with
the concrete being repaired or replaced.
Curing o repaired or replaced concrete shall be started immediately ater nish work is completed as specied in
section 16 or as specied by the manuacturer o proprietary compounds.
20. Cleanup o spillage All loose gravel and uncompacted RCC material shall be removed rom the structure or disposal in approved
location(s) or as specied in section 22 and shall not be recycled into the RCC mix.
21. Measurement and paymentFor items o work or which specic unit prices are established in the contract, the volume o RCC is measured and
computed to the nearest cubic yard by the method o average cross-sectional end areas. Unless otherwise speciedin section 22, no deduction in volume is made or embedded items, such as, but not limited to conduits, inlet struc-
tures, outlet structures, embankment drains, sand diaphragm and outlet, and their appurtenances.
The volume o RCC shall be determined by measuring rom the surace o the oundation when approved or RCC
placement to the specied neatlines o the completed RCC structures, unless otherwise specied in section 22.
I the test section is not incorporated into the RCC structure, the volume o RCC placed into the construction o
the test section will be added to the volume computation o the completed RCC structure to determine the total
volume o RCC or payment. I the test section is incorporated into the RCC structure, no addition volume o RCC
shall be included or payment.
When the test section is paid or under a separate bid item, the test section will not be measured or payment. Pay-
ment will be made at the contract lump sum price or the test section and will constitute ull compensation or thecompletion o the test section including any removal and disposal as applicable.
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Payment or the RCC, or which a specic unit price is established in the contract, will be computed to the near-
est cubic yard. Payment shall constitute ull compensation or urnishing all labor, materials (except cementitious
materials), equipment, tools transportation, and all other items necessary and incidental to the construction and
removal o the test section and construction o the RCC structure, including joint treatment, trimming and removal,
repair, replacement, patching, curing, protection, site clean up, and disposal o spillage and waste materials. Pay-
ment or treatment o rock oundation suraces, i any, shall not be included in the payment or RCC. Payment will
not be made or RCC material that is wasted or rejected or ailure to comply with this specication.
Payment or each cementitious component o the RCC, or which a separate bid item is included in the contract,shall include the quantity incorporated into the RCC structure and test section. This quantity shall be computed
based on statement o delivery tickets. Payment will not be made or any cementitious materials not incorporated
into the structure(s) or test section.
Payment or the cementitious materials or which specic unit prices are established in the contract will be to the
nearest 0.1 ton o cementitious materials.
Compensation or any item o work described in the contract, but not listed in the bid schedule will be included in
the payment or the item o work to which it is made subsidiary. Such items and the items to which they are made
subsidiary are identied in section 22.
22. Items o work and construction details
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009) 41–I–1
Instructions or use
Construction Specifcations 41—Reinorced Concrete Pressure Pipe Conduits
1. ApplicabilityConstruction Specication 41 is applicable to the
construction o principal spillway conduits appurte-
nant to earth dams using bedded or cradled reinorced
concrete pressure pipe. It may also be applied to the
construction o any type o reinorced concrete pipe
conduit that crosses under or through an earth dam or
other deep earthll.
2. Material specifcationsThe ollowing material specications complement
Construction Specication 41:
535—Preormed Expansion Joint Filler
536—Sealing Compound or Joints in Concrete
and Concrete Pipe
541—Reinorced Concrete Pressure Pipe
Construction Specication 31, Portland Cement Con-
crete or Bedding and Cradles, complements Construc-
tion Specication 41.
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. Line and grade o the conduit. Include state-
ment in items o work that pipe shall be laid so
that there is no reversal o grade between joints
unless shown on drawings.
b. Details o the pipe bedding or cradle, including
joint details.
c. Excavation and backll requirements, i appli-
cable.
d. Pay limits or actual limits or excavation.
e. Details o wall ttings and other special pipettings.
. Special requirements or oundation prepara-
tion.
g. Type o pipe.
h. Size o pipe.
i. Strength o pipe in terms o three-edge bearing
load and internal pressure.
j. Statement on acceptability or project use o
pipe or pipe specimens tested in three-edge
bearing test within the limits specied in Mate-
rial Specication 541.
k. Maximum allowable oset in alignment o inte-
rior pipe surace at joints, i tolerance is limited
by cavitation hazard.
l. Method o pressure test selected. See item 4,Section 4, Pressure testing. Identiy any vari-
ance rom ASTM C 924 or air test criteria.
m. Minimum joint length and minimum limiting
angle o the joints according to denitions in
Material Specication 541. Industry recommen-
dation is to limit joint defections to 1.5 inches.
n. Type and class o expansion joint ller.
o. Class o concrete or bedding or cradle and
support blocks.
p. Statement that metal strips covering the joints
as specied in section 4 are not required, i ap- plicable. (I the conduit rests on bedrock so no
appreciable movement takes place at the joints,
metal cover strips generally are not needed.)
4. MethodsSection 3, Laying the pipe
Method 1—The preerred method o stating the in-
structions or connecting pipe sections.
Method 2—Intended or use when special problems
are anticipated or when the pipe to be urnished re-
quires special methods o connection.
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009)41–I–2
Section 4, Pressure testing
Method 1—Considered adequate or principal spill-way conduits that operate under pressure intermit-
tently at normal requencies.
Method 2—May be required or principal spillway
conduits that operate under pressure or extended
periods or at requent intervals.
Method 3—May be required where water is at a pre-
mium or unavailable; otherwise is not recommended
because o potential size limitations and saety con-
cerns.
Method 4—May be required or conduits that oper-ate under pressure when large pipe diameters or other
project restraints make method 2 or 3, or both, di-
cult, expensive or unsae to test.
Section 6, Measurement and payment
Method 1—Must be used when it is desired to base
payment on the measurement o the laid length o the
conduit.
Method 2—Must be used when it is desired to base
payment on the summation o the nominal layinglengths o the pipe sections used.
Sections 3, 4, and 6
When specications are prepared using electronic pro-cedures and all methods but one are deleted or use in
a contract specication, delete rom the last paragraph
All Methods The ollowing provisions apply to
all methods o measurement and payment. Let
justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 41–3, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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41–1(210–VI–NEH, May 2001)
Construction Speciication 41—Reinorced Concrete Pressure PipeConduits
1. ScopeThe work shall consist o urnishing and installing reinorced concrete pressure pipe conduits, ttings, and acces-
sories as shown on the drawings and/or specied herein.
2. MaterialReinorced concrete pressure pipe, ttings, and accessories shall conorm to the requirements o Material
Specication 541, Reinorced Concrete Pressure Pipe.
Portland cement concrete or bedding and cradles shall conorm to the requirements o Construction Speci-
cation 31 or the specied class o concrete.
Joint sealing compound shall conorm to the requirements o Material Specication 536, Sealing Compound or
Joints in Concrete and Concrete Pipe.
Preormed expansion joint ller shall conorm to the requirements o Material Specication 535, Preormed
Expansion Joint Filler.
Filter abric shall conorm to Material Specication 592, Geotextile.
Portland cement concrete or bedding and cradles shall conorm to Construction Specication 31.
3. Laying the pipe
The pipe shall be set to the specied line and grade and temporarily supported on precast concrete blocks or
wedges. Concrete blocks and wedges used to temporarily support the pipe during placement o concrete bedding
or cradle, or both, shall be a class o concrete equal to or stronger than the concrete used to construct the bedding
or cradle. Bell and spigot pipe shall be laid with the bells or grooves acing upstream unless otherwise specied in
section 7 or shown on the drawings. When precast pipe risers and other similar precast pipe structures are installed
beore pipe installation, pipe may be installed in the downstream direction with the belled end upstream. Adequate
bell clearance in the subgrade/bedding shall be provided.
Just beore each joint is connected, the connecting surace o the bell and spigot or spigots and sleeve shall be
thoroughly cleaned and dried. Also, the rubber gasket and the inside surace o the bell or sleeve shall be lubricated
with a light lm o sot vegetable soap compound (fax soap). The rubber gasket shall be stretched uniormly as it
is placed in the spigot groove to ensure a uniorm volume o rubber around the circumerence o the pipe.
Method 1—The joint shall be connected by means o a pulling or jacking orce so applied to the pipe that the
spigot enters squarely into the bell.
Method 2—The joint shall be connected in accordance with the manuacturer's instructions.
Use with either method—When the spigot has been seated to within 0.5 inch o its nal position, the position
o the gasket in the joint shall be checked around the entire circumerence o the pipe by means o a metal eelergauge. In any case where the gasket is ound to be displaced, the joint shall be disengaged and properly recon-
nected. Ater the position o the gasket has been checked, the spigot shall be completely pulled into the bell and
the section o pipe shall be adjusted to line and grade.
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41–2 (210–VI–NEH, May 2001)
4. Filling jointsBeore the placement o the bedding or cradle, the exterior annular space between the ends o the pipe sections
shall be cleaned and completely lled with joint sealing compound. Beore the compound is applied, the surace
against which it is to be placed shall be cleaned o all dust, lubricant, and other substances that would interere
with a bond between the compound and the pipe. I recommended by the manuacturer o the compound, the con-
crete surace shall be coated with a primer in accordance with the manuacturer's recommendations. Primers shall
be applied to the concrete surace only and shall not come in contact with the gasket or gasket sealing surace. Un-
less the compound or primer is specically recommended or use on moist concrete, the surace shall be dry when
the compound or primer is applied.
The joint sealing compound shall be allowed to cure until it is suciently rm to prevent the entry o concrete or
earth into the joint. Unless otherwise specied in section 7 o this specication, beore placing bedding or earth
backll (excluding concrete) containing particles larger than 0.25 inch in maximum dimension within 6 inches
o the joint sealing compound, the compound shall be covered with a strip o 16-gauge to 24-gauge metal at least
2-inches wider than the space between the ends o the pipe sections. Instead o metal strips, the joints shall be
covered by a minimum o 2-oot-wide, 4-ply thick lter abric. Filter abric shall be wrapped completely around the
joint and overlapped a minimum o 12 inches at the top o the pipe. Lap shall be securely astened to ensure lter
abric ts snugly during backll operations. Filter abric is centered on the joint. It shall conorm to Material Speci-
cation 592, table 2, Nonwoven, class II.
5. Pressure testing Method 1—Pressure testing o the completed conduit is not required.
Method 2—Beore placing any concrete or earthll around the conduit or lling the pipe joints, the conduit shall
be tested or leaks in the ollowing manner:
The ends o the conduits shall be plugged and a standpipe with a minimum diameter o 2 inches shall be attached
to the upstream plug. The conduit shall be braced at each end to prevent slippage. The conduit and the standpipe
shall be lled with water. The water level in the standpipe shall be maintained at least 10 eet above the invert o
the upstream end o the conduit or at least 2 hours. Any leaks shall be repaired, and the conduit shall be tested
again as described. The procedure shall be repeated until the conduit is watertight.
The pipe joints shall show no leakage. Damp spots developing on the surace o the pipe are not considered as
leakage.
Method 3—Beore placing any concrete or earthll around the conduit or lling the pipe joints, the conduit shall
be air tested in accordance with ASTM C 924. The conduit shall be braced on each end to prevent slippage. All end
plugs used or the air test shall be capable o resisting the internal pressure and must be securely braced.
All testing equipment to be used shall be urnished by the contractor and shall be inspected and approved by the
engineer. The pressure gauges used shall be graduated to read in increments o 0.1 pounds per square inch and cali-
brated to provide accuracy within 10 percent plus or minus o the standard gauge. The contractor has the option o
prewetting the conduit or line beore testing. Any conduit that ails to pass this test must be repaired by a method
satisactory to the engineer. Ater the repairs are made, the conduit shall be retested until it passes the test require-
ments.
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41–3(210–VI–NEH, May 2001)
Method 4—Beore placing concrete or earth backll around the conduit joint to be tested or lling the pipe joints,
the joint shall be tested in accordance to ASTM C 1103, Standard Practice or Joint Acceptance Testing o Installed
Precast Concrete Sewer Line. The test pressure shall be as specied in section 7 o this specication. Any joints
showing leaks shall be relaid or repaired, and the joint shall be retested. The procedure shall be repeated until the
joint passes the test.
6. Measurement and payment Method 1—For items o work or which specic unit prices are established in the contract, the quantity o each
size, type, and class o pipe is determined to the nearest 0.l oot by measurement o the laid length o pipe along the
invert centerline o the conduit. Payment or each size, type, and class o reinorced concrete pressure pipe is made
at the contract unit price or that size, type, and class o pipe. Such payment constitutes ull compensation or ur-
nishing, transporting, and installing the pipe complete in place. This includes accessories, such as wall ttings, joint
gaskets, coupling bands, sleeves, or collars, and all other items necessary and incidental to the completion o the
work except the special ttings and appurtenances listed separately in the bid schedule. Payment or each special
tting and appurtenance is made at the contract price or that type and size o tting or appurtenance.
Method 2—For items o work or which specic unit prices are established in the contract, the quantity o each
size, type, and class o pipe is determined as the sum o the nominal laying lengths o the pipe sections used. Pay-
ment or each size, type, and class o reinorced concrete pressure pipe is made at the contract unit price or that
size, type, and class o pipe. Such payment constitutes ull compensation or urnishing, transporting, and installing
the pipe complete in place. This includes accessories, such as wall ttings, joint gaskets, coupling bands, sleeves orcollars, and all other items necessary and incidental to the completion o the work except the special ttings and
appurtenances listed separately in the bid schedule. Payment or each special tting and appurtenance is made at
the contract price or that type and size o tting and appurtenance.
All Methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule, is included in the payment or the item o
work to which it is made subsidiary. Such items and the items to which they are made subsidiary are identied in
section 7 o this specication.
7. Items o work and construction details
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National Standard Construction
Specications
Chapter 2
(210-VI-NEH, May 2001)41–4
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National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009) 42–I–1
Instructions or use
Construction Specifcations 42—Concrete Pipe Conduits and Drains
1. ApplicabilityConstruction Specication 42 is applicable to all con-
crete pipe conduits except principal spillway conduits
or earth dams or conduits under deep lls. It may be
applied to culverts, pipe collector systems in structure
drains, irrigation pipelines, or parts o land drainage
systems.
2. Material specifcationsThe ollowing material specications complement
Construction Specication 42:535—Preormed Expansion Joint Filler
536—Sealing Compound or Joints in Concrete
and Concrete Pipe
541—Reinorced Concrete Pressure Pipe
542—Concrete Culvert Pipe
543—Nonreinorced Concrete Pipe (concrete
irrigation pipe, drainage pipe, and drain tile)
Portland cement concrete or bedding and cradles
shall conorm to Construction Specication 31, Con-
crete or Major Structures, or Construction Specica-
tion 32, Structure Concrete.
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. Line and grade o the conduit. Include state-
ment in section 11 that pipe shall be laid so that
there is no reversal o grade between joints
unless shown on the drawings.
b. Details o concrete bedding or cradle, includ-
ing class o concrete, joint details, and type o
expansion joint ller.
c. Details o earth, sand, or gravel bedding, in-cluding description and grading limits o the
bedding material.
d. Excavation and backll requirements, i appli-
cable.
e. Pay limits or actual limits or excavation and
backll, i required.
. Special requirements or oundation prepara-
tion.
g. Kind o pipe or tile by name and class. (See ap-
propriate reerence specications.)
h. Size o pipe or tile.
i. Type o cement or pipe or tile i a certain type
is necessary because o soil, water, or other
environmental conditions.
j. Strength o pipe, i not covered by reerence
specications, in terms o three-edge-bearing
load and internal pressure as appropriate.
k. Type o joint and details o banded joints or
other special joints.
l. Details o wall ttings and other special ttings
and appurtenances.
m. Test pressure, i applicable.
n. Method o measurement and payment i the
standard specication includes more than onemethod.
4. MethodsSection 5a, Rubber gasket joint, pressure pipe
Method 1—The preerred method o stating the in-
structions or connecting pipe sections.
Method 2—Intended or use when special problems
are anticipated or when the pipe to be urnished re-
quires special methods o connection.
Section 9, Pressure testingThe methods are sel-explanatory. The choice o
method must be consistent with the unction o the
conduit and the required operating pressure.
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Chapter 2
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Section 10, Measurement and payment Method 1—Must be used when it is desired to base
payment on the measurement o the laid length o theconduit.
Method 2—Must be used when it is desired to base
payment on the summation o the nominal laying
lengths o the pipe sections used.
Sections 5a, 9, and 10When specications are prepared using electronic pro-
cedures and all methods but one are deleted or use
in a contract specication, delete rom the last para-
graph All Methods The ollowing provisions apply to
all methods o measurements and payment. Let justiythe remaining text.
5. Items o work and construction detailsStarting at the top o page 42–5, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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42–1(210–VI–NEH, May 2001)
Construction Speciication 42—Concrete Pipe Conduits and Drains
1. ScopeThe work shall consist o urnishing and installing concrete pipe or concrete drain tile and the necessary ttings as
shown on the drawings.
2. MaterialReinorced concrete pressure pipe shall conorm to the requirements o Material Specication 541, Reinorced
Concrete Pressure Pipe, or the type and strength specied.
Concrete culvert pipe shall conorm to the requirements o Material Specication 542, Concrete Culvert Pipe, or
the kind o pipe specied.
Concrete irrigation pipe, drainage pipe, and drain tile shall conorm to the requirements o Material Speci-
cation 543, Nonreinorced Concrete Pipe, or the kind o pipe or tile specied.
Pipe ttings shall conorm to the requirements o the applicable pipe specications.
Sealing compound or lling rubber gasket joints shall conorm to the requirements o Material Specication536, Sealing Compound or Joints in Concrete and Concrete Pipe.
Hot-pour joint sealer shall conorm to the requirements o Material Specication 536, Sealing Compound or
Joints in Concrete and Concrete Pipe.
Cold-applied sealing compound shall conorm to the requirements o Material Specication 536, Sealing Com-
pound or Joints in Concrete and Concrete Pipe.
Preormed sealing compound shall conorm to the requirements o Material Specication 536, Sealing Com-
pound or Joints in Concrete and Concrete Pipe.
Joint packing shall be commercial grade oakum.
Preormed expansion joint ller shall conorm to the requirements o Material Specication 535, Preormed
Expansion Joint Filler.
Portland cement concrete or bedding and cradles shall conorm to Construction Specication 31, Concrete
or Major Structures, or Construction Specication 32, Structure Concrete.
3. Laying and beddingPipe and tile shall be laid to the line and grade shown on the drawings. Unless otherwise specied, belled pipe shall
be laid with the bells or grooves acing upstream. When precast pipe risers and other similar precast pipe struc-
tures are installed beore pipe installation, pipe may be installed in the downstream direction with the belled end
upstream. Adequate bell clearance in the subgrade/bedding shall be provided.
Concrete cradles or bedding—Pipe to be cradled or bedded on concrete shall be set to the specied line and
grade and temporarily supported on precast concrete blocks or wedges until the cradle or bedding concrete is
placed. Concrete blocks or wedges used to temporarily support the pipe during placement o bedding or cradle
shall be o a class o concrete equal to or stronger than that to be used in the bedding or cradle.
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42–2 (210–VI–NEH, May 2001)
Earth, sand, or gravel bedding—The pipe shall be uniormly bedded throughout its entire length to the depth
and in the manner specied on the drawings. The pipe shall be loaded suciently during backlling around the
sides to prevent displacement.
Perorated pipe shall be laid with the perorations down and oriented symmetrically about a vertical centerline.
Perorations shall be clear o any obstructions when the pipe is laid.
Elliptical pipe and pipe with elliptical or quadrant reinorcement shall be laid so that the vertical axis, as indicated
by markings on the pipe, is in a vertical position.
4. JointsPipe joints shall conorm to the details shown on the drawings and to the requirements o sections 5 and 6 o this
specication applicable to the type o joint specied. Except where unsealed joints are indicated, pipe joints shall
be sound and watertight at the pressure specied.
5. Jointing bell and spigot pipeRubber gasket joint, pressure pipe
Just beore the joint is connected, the connecting suraces o the spigot and the bell or coupling band, sleeve, or
collar shall be thoroughly cleaned and dried. Also, the rubber gasket and the inside surace o bell or coupling
band, sleeve, or collar shall be lubricated with a light lm o sot vegetable soap compound (fax soap). The rubber
gasket shall be stretched uniormly as it is placed in the spigot groove to ensure a uniorm volume o rubber around
the circumerence o the pipe.
Method 1—The joint shall be connected by means o a pulling or jacking orce so applied to the pipe that the
spigot enters squarely into the bell.
Method 2—The joint shall be connected in accordance with the manuacturer's recommendations.
Use with either method—When the spigot has been seated to within 0.5 inch o its nal position, the position o
the gasket in the joint shall be checked around the entire circumerence o the pipe using a metal eeler gauge. In
any case where the gasket is ound to be displaced, the joint shall be disengaged and properly reconnected. Ater
the proper position o the gasket has been conrmed, the spigot shall be completely pulled into the bell and the
section o the pipe shall be adjusted to line and grade.
Rubber gasket joints, sewer, and culvert pipe or irrigation pipe
The pipe shall be joined in accordance with the gasket manuacturer's recommendations except as otherwise
specied.
Mastic sealed joints
At the time o assembly, the inside surace o the bell and the outside surace o the spigot shall be clean, dry, and
primed as recommended by the manuacturer o the sealing compound. A closely twisted gasket o joint packing o
the diameter required to support the spigot at the proper grade and to make the joint concentric shall be made in
one piece o sucient length to pass around the pipe and lap at the top. The gasket shall be laid in the bell through-
out the lower third o the circumerence. The end o the spigot shall be laid in the bell throughout the lower third
o the circumerence. The end o the spigot shall be laid on the gasket, and the spigot shall be ully inserted into the
bell so that the pipe sections are closely tted and aligned. The gasket then shall be lapped at the top o the pipeand thoroughly packed into the annular space between the bell and the spigot.
Hot-pour joint sealer —The sealing compound shall be heated to within the temperature range recommended by
the manuacturer and shall not be overheated or subjected to prolonged heating. Ater the joint is assembled with
the pipe in its nal location, a suitable joint runner shall be placed around the joint with an opening let at the top.
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Molten sealing compound shall be poured into the joint as rapidly as possible without entrapping air until the an-
nular space between bell and spigot is completely lled. Ater the compound has set, the runner may be removed.
Alternate joints may be poured beore the pipe is lowered into the trench. In this case the joint shall be poured with
the pipe in a vertical position without the use o the runner. The compound shall have thoroughly set beore the
pipe is placed in the trench, and the pipe is handled so as to cause no deormation o the joint during placement.
Cold-applied sealing compound—The annular space between bell and spigot shall be completely lled with the
sealing compound. The compound shall be mixed on the job in accordance with the manuacturer's recommenda-
tions and in relatively small quantities so that setting will not be appreciable beore application.
Preormed sealing compound—Joint packing is not required except as recommended by the manuacturer o the
sealing compound. Preormed strips or bands o the sealing compound shall be applied to the bell and spigot be-
ore assembly o the joint in accordance with the manuacturer's recommendations. Any compound extruded rom
the interior side o the joint during assembly shall be trimmed even with the interior surace o the pipe.
Cement mortar sealed joints
Cement mortar or joints shall consist o one part by weight o portland cement and two parts by weight o ne
sand with enough water added to produce a workable consistency. At the time o assembly, the inside surace o
the bell and the outside surace o the spigot shall be clean and moist.
With packing—A closely twisted gasket o joint packing o the diameter required to support the spigot at the
proper grade and to make the joint concentric shall be made in one piece o sucient length to pass around the pipe and lap at the top. The gasket shall be saturated with neat cement grout, laid in the bell throughout the lower
third o the circumerence, and covered with mortar. The end o the spigot shall be ully inserted into the bell so
that the pipe sections are closely tted and aligned. A small amount o mortar shall be placed in the annular space
throughout the upper two-thirds o the circumerence. The gasket then shall be lapped at the top o the pipe and
thoroughly packed into the annular space between the bell and the spigot. The remainder o the annular space then
shall be lled completely with mortar and beveled o at an angle o about 45 degrees with the outside o the bell.
I the mortar is not suciently sti to prevent appreciable slump beore setting, the outside o the joint thus made
shall be wrapped with cheesecloth. Ater the mortar has set slightly, the joint shall be wiped inside the pipe. I the
pipe is too small or a person to work inside, wiping may be done by dragging an approved swab through the pipe
as the work progresses.
Without packing—The lower part o the bell shall be lled with sti mortar o sucient thickness to make the in-
ner surace o the abutting sections fush. The spigot end o the pipe to be joined shall be ully inserted into the bell
so that the sections are closely tted and aligned. The remaining annular space between the bell and spigot shall
then be lled with mortar and the mortar neatly beveled o at an angle o about 45 degrees with the outside o the
bell. Ater the mortar has set slightly, the joint shall be wiped inside the pipe. I the pipe too small or a person to
work inside, wiping may be done by dragging an approved swab through the pipe as the work progresses.
Unsealed joints
When unsealed joints are specied, they shall conorm to the details shown on the drawings.
6. Joining tongue and groove pipeCement mortar sealed joint
Mortar shall be as specied or bell and spigot joints. The tongue end o the section being placed shall be covered
with mortar and rmly pressed into the groove o the laid section so that the tongue ts snugly and truly in the
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42–4 (210–VI–NEH, May 2001)
groove and that mortar is squeezed out on both the interior and exterior o the joint. Care shall be taken that no
mortar alls rom the groove end during the abutting operation. Immediately ater the pipe sections have been
abutted, exposed external surace mortar shall be pressed into the joint and any excess mortar removed. Ater
this is done, the interior surace o the joint shall be careully pointed and brushed smooth and all surplus mortar
removed.
Mastic sealed joints
Strips or bands o preormed sealing compound shall be applied to the tongue and groove beore assembly o the
joint in accordance with the manuacturer's recommendations. Any compound extruded rom the interior side o the joint during assembly shall be trimmed even with the interior surace o the pipe.
Rubber gasket joints
The pipe shall be joined in accordance with the gasket manuacturer's recommendations except as otherwise
specied.
Unsealed joints
When unsealed joints are specied, they shall conorm to the details shown on the drawings.
7. BandingWhen external mortar bands are specied, they shall conorm to the details shown on the drawings.
8. Curing mortar joints and bandsThe external surace o mortar joints shall be covered with moist earth, sand, canvas, burlap, or other approved
material and shall be kept moist or 10 days or until the pipe is backlled. Earth backlling operations shall not
begin until 24 hours ater joints are nished.
Water shall not be turned into the conduit within 24 hours ater the joints are nished. Hydrostatic pressure shall
not be applied to the conduit beore 14 days ater the joints are nished.
9. Pressure testing Method 1—Pressure testing o the completed conduit is not required.
Method 2—Beore the concrete or earth backll is placed around the conduit, the conduit shall be tested or leaks
in the ollowing manner:
The ends o the conduits shall be plugged and a standpipe with a minimum diameter o 2 inches shall be attached
to the upstream plug. The conduit shall be braced at each end to prevent slippage. The conduit and the standpipe
shall be lled with water. The water level in the standpipe shall be maintained a minimum o 10 eet above the
invert o the upstream end o the conduit or a period o not less than 2 hours. Any leaks shall be repaired and the
conduit shall be retested as described. The procedure shall be repeated until the conduit is watertight.
Method 3—Beore the concrete or earth backll is placed around the conduit, the conduit shall be tested at the
specied test pressure or a period o at least 2 hours. Any leaks shall be repaired, and the conduit shall be retest-
ed. The procedure shall be repeated until the conduit is watertight.
Method 4—Beore the concrete or earth backll is placed around the conduit joint to be tested, the joint shall be
tested in accordance to ASTM C 1103, Standard Practice or Joint Acceptance Testing o Installed Precast Concrete
Pipe Sewer Lines. Any joints showing leaks shall be relaid or repaired, and the joint shall be retested. The proce-
dure shall be repeated until the joint passes the test.
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42–5(210–VI–NEH, May 2001)
For methods 2, 3, and 4, the pipe joints shall show no leakage. Damp spots developing on the surace o the pipe
are not considered leaks.
10. Measurement and payment Method 1—For items o work or which specic unit prices are established in the contract, the quantity o each
kind, size, and class o pipe or tile is determined to the nearest 0.l oot by measurement o the laid length along the
invert centerline o the conduit. Payment or each kind, size, and class o pipe or tile is made at the contract unit
price or that kind, size, and class. Such payment constitutes ull compensation or urnishing, transporting, andinstalling the pipe or tile complete in place.
Method 2—For items o work or which specic unit prices are established in the contract, the quantity o each
kind, size, and class o pipe or tile is determined as the sum o the nominal laying lengths o the sections used.
Payment or each kind, size, and class o pipe or tile is determined as the sum o the nominal laying lengths o the
sections used. Payment or each kind, size, and class o pipe or tile is made at the contract unit price or that kind,
size, and class. Such payment constitutes ull compensation or urnishing, transporting, and installing the pipe or
tile complete in place.
All methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule, is included in the payment or the item o
work to which it is made subsidiary. Such items and the items to which they are made subsidiary are identied in
section 11 o this specication.
11. Items o work and construction details
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National Standard Construction
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Chapter 2
(210-VI-NEH, May 2001)42–6
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Chapter 2
(210-VI-NEH, January 2009) 43–I–1
Instructions or use
Construction Specifcations 43—Clay Pipe
1. ApplicabilityConstruction Specication 43 is applicable to all types
o clay pipe conduits. Application to pipe collector
systems in structure drains or to parts o land drainage
systems is applicable.
2. Material specifcationsThe ollowing material specications complement
Construction Specication 43:
536—Sealing Compound or Joints in Concrete
and Concrete Pipe
544—Clay Pipe and Drain Tile
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. Line and grade o the conduit. Include state-
ment in items o work that pipe shall be in-
stalled in a manner that no reversal o grade
between joints occurs unless shown on the
drawings.
b. Details o the bedding including description
and grading limits o the bedding material.
c. Excavation and backll requirements, i appli-
cable.
d. Pay limits or actual limits or excavation and
backll, i required. When excavation require-
ments need to be perormed to comply with
saety requirements, state clearly i those vol-
umes are included or not in the pay limits.
e. Kind and class o pipe or tile.
. Size(s) o pipe or tile.
g. Type o joint and details o special joints.
h. Details o wall ttings and other special ttings
and appurtenances.
i. Pressure testing requirements, i applicable.
j. Method o measurement and payment i the
standard specication includes more than one
method.
4. MethodsSection 6, Measurement and payment
Method 1—Must be used when it is desired to base
payment on the measurement o the laid length o the
conduit.
Method 2—Must be used when it is desired to base
payment on the summation o the nominal laying
lengths o the pipe conduit.
When specications are prepared using electronic
procedures and all measurement and payment meth-
ods but one are deleted or use in a contract speci-
cation, delete rom the last paragraph, All Methods
The ollowing provisions apply to all methods o
measurement and payment. Let justiy the remain-
ing text.
5. Items o work and construction detailsStarting at the top o page 43–3, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009)43–I–2
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43–1(210–VI–NEH, May 2001)
Construction Speciication 43—Clay Pipe
1. Scope
The work consists o urnishing and installing clay pipe and/or clay drain tile and the necessary ttings as shown
on the drawings.
2. MaterialPipe, drain tile, and ttings shall conorm to the requirements o Material Specication 544, Clay Pipe and Drain
Tile, or the kind o pipe or tile specied.
Sealing compound or lling rubber gasket joints shall conorm to the requirements o Material Specication
536, Sealing Compound or Joints in Concrete and Concrete Pipe.
Compression joints using resilient material shall conorm to the requirements o ASTM C 425.
Nonpour joint sealer shall conorm to the requirements o Material Specication 536, Sealing Compound or
Joints in Concrete and Concrete Pipe.
Cold-applied sealing compound shall conorm to the requirements o Material Specication 536, Sealing Com-
pound or Joints in Concrete and Concrete Pipe.
Joint packing shall be commercial grade oakum.
3. Laying and beddingPipe and tile shall be installed to the line and grade shown on the drawings. Each pipe section shall be installed
with the bell end upstream.
The pipe shall be rmly and uniormly bedded throughout its entire length to the depth and in the manner specied
on the drawings. The pipe shall be loaded suciently during backlling around the sides to prevent uplit o the
pipe and the development o voids between the pipe and bedding.
Perorated pipe and tile shall be laid with the perorations down and oriented symmetrically about the vertical
centerline. Perorations shall be clear o any obstructions when the pipe is installed.
4. JointsPipe joints shall conorm to the details shown on the drawings except where unsealed joints are indicated. The
joints shall be sound and watertight at the pressures specied.
Rubber gasket joints shall be assembled in accordance with the gasket manuacturer's recommendations except
as otherwise specied.
Compression joints using resilient material shall be assembled in accordance with the manuacturer's recom-
mendations.
Mastic sealed joints—At the time o pipe assembly, the inside surace o the bell and the outside surace o the
spigot shall be clean, dry, and primed as recommended by the manuacturer o the sealing compound. A closely
twisted gasket o joint packing, o the diameter required to support the spigot at the proper grade and to make the
joint concentric, shall be made in one piece o sucient length to pass around the pipe and lap at the top o the
pipe and be thoroughly packed into the annular space between the bell and the spigot.
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Hot-pour joint sealer—The sealing compound shall be heated to within the temperature range recom-
mended by the manuacturer and shall not be overheated or subjected to prolonged heating. Ater the joint
is assembled, with the pipe in its nal location, a suitable joint runner shall be placed around the joint with
an opening let at the pipe top. Molten sealing compound shall be poured into the joint as rapidly as pos-
sible without entrapping air until the annular space between bell and spigot is completely lled. Ater the
compound has set, the runner may be removed. Alternate joints may be poured beore the pipe is lowered
into the trench. When this installation procedure is used, the joint shall be poured with the pipe in a vertical
position without the use o a runner. The compound shall have thoroughly set beore the pipe is placed in
the trench, and the pipe shall be handled so as to cause no deormation o the joint during placement.
Cold-applied sealing compound—The annular space between bell and spigot shall be completely lled with
the sealing compound. The compound shall be mixed on the job in accordance with the manuacturer's
recommendations and in relatively small quantities so that setting is not appreciable beore application.
Preormed sealing compound—Joint packing is not required except as recommended by the manuacturer
o the sealing compound. Preormed strips or bands o the sealing compound shall be applied to the bell
and spigot beore assembly o the joint in accordance with the manuacturer's recommendations. Any com-
pound extruded rom the interior side o the joint during assembly shall be trimmed even with the interior
surace o the pipe.
Cement mortar sealed joints—Cement mortar or joints shall consist o one part, by weight, o portland cement
and two parts, by weight, o ne sand with adequate water added to produce a workable consistency. At the time o
assembly, the inside surace o the bell and the outside surace o the spigot shall be clean and moist.
With packing. A closely twisted gasket o joint packing, o the diameter required to support the spigot at
the proper grade and to make the joint concentric, shall be made in one piece o sucient length to pass
around the pipe and lap at the pipe top. The gasket shall be saturated with neat cement grout, laid in the bell
throughout the lower third o the circumerence, and covered with mortar. The end o the spigot shall be
ully inserted into the bell so that the pipe sections are closely tted and aligned. A small amount o mortar
shall be placed in the annular space throughout the upper two-thirds o the circumerence. The gasket then
shall be lapped at the top o the pipe and thoroughly packed into the annular space between the bell and thespigot. The remainder o the annular space shall then be lled completely with mortar and beveled o at an
angle o about 45 degrees with the outside o the bell. I the mortar is not suciently sti to prevent appre-
ciable slump beore setting, the outside o the joint thus made shall be wrapped with cheesecloth. Ater the
mortar has set slightly, the joint shall be wiped inside the pipe. I pipe is too small or a person to work in-
side, wiping may be accomplished by dragging an approved swab through the pipe as the work progresses.
Without packing. The lower part o the bell shall be lled with sti mortar o sucient thickness to make
the inner surace o the abutting sections fush. The spigot end o the pipe to be jointed shall be ully in-
serted into the bell so that the sections are closely tted and aligned. The remaining annular space between
the bell and spigot shall be then lled with mortar and the mortar neatly beveled-o at an angle o about 45
degrees with the outside o the bell. Ater the mortar has set slightly, the joint shall be wiped inside the pipe.
I pipe is too small or a person to work inside, wiping may be accomplished by dragging an approved swab
through the pipe as the work progresses.
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43–3(210–VI–NEH, May 2001)
Unsealed joints—When unsealed joints are specied, they shall conorm to the details shown on the drawings.
5. Curing mortar jointsThe external surace o mortar joints shall be covered with moist earth, sand, canvas, burlap, or other approved
material and shall be kept moist or 10 days or until the pipe is backlled.
Water shall not be turned into the conduit within 24 hours ater the joints are nished.
6. Measurement and payment Method 1—For items o work or which specic unit prices are established in the contract, the quantity o each
kind, size, and class o pipe or tile is determined to the nearest oot by measurement o the laid length along the
invert centerline o the conduit. Payment or each kind, size, and class o pipe or tile is made at the contract unit
price or that kind, size, and class. Such payment constitutes ull compensation or urnishing, transporting, and
installing the pipe or tile complete in place.
Method 2—For items o work or which specic unit prices are established in the contract, the quantity o each
kind, size, and class o pipe or tile is determined as the sum o the nominal laying lengths o the sections satisac-
torily installed. Payment or each kind, size, and class o pipe or tile is made at the contract unit price or that kind,
size, and class. Such payment constitutes ull compensation or urnishing, transporting, and installing the pipe or
tile complete in place.
All methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule, is included in the payment or the item o
work to which it is made subsidiary. Such items and the items to which they are made subsidiary are identied in
section 7 o this specication.
7. Items o work and construction details
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Chapter 2
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Chapter 2
(210-VI-NEH, January 2009) 44–I–1
Instructions or use
Construction Specifcations 44—Corrugated Polyethylene Pipe
1. ApplicabilityConstruction Specication 44 is applicable or use or
land drainage and drains or embankments, ounda-
tions, structures, and other conduit systems.
2. Material specifcationsMaterial specication 548, Corrugated Polyethylene
Pipe, complements Construction Specication 44.
3. Included itemsItems to be included in construction specications and
drawings ollow
a. Line and grade o pipe. Include in Section 9,
Items o work and construction details, any ap-
plicable limitations or restrictions on the grade
o the pipe, such as reverse grades are not ac-
ceptable.
b. Details o the trench bottom.
c. Details o the bedding including description
and grading limits o the bedding material.
d. Describe in section 9 the range o over excava-
tion that will be permitted without correctivemeasures.
e. Diameter(s) o the pipe and interior nish (cor-
rugated or smooth wall).
. Describe any special lter envelope or pipe, i
required.
g. Type o joint and details or any special joints.
h. Details o special ttings and appurtenances.
i. Details or connections with other appurte-
nances or existing structures, or both.
j. Details and specications or nylon sock, when
required.
4. Measurement and payment Method 1—Includes all excavation and earth backll
to install the pipe.
Method 2—Intended or use when separate payment
items are identied or earthwork.
When a nylon sock or other special lter material is an
installation requirement, mention the item in section 9
o this specication as an included item or measure-
ment and payment i it is not a separate item in the bid
schedule.
When specications are prepared using electronic
procedures and all methods but one are deleted or
use in the contract specication, delete rom the last
paragraph, All Methods The ollowing provisions
apply to all methods o measurement and pay-
ment. Let justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 44–2, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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44–1(210–VI–NEH, January 2009)
Construction Speciication 44—Corrugated Polyethylene Pipe
1. ScopeThe work consists o urnishing and installing pipe and the necessary ttings and appurtenances as shown on the
drawings and as outlined in this specication.
2. Material
Corrugated polyethylene pipe and ttings shall conorm to the material requirements as outlined in Material Speci-cation 548, Corrugated Polyethylene Pipe.
When perorations are specied, the water inlet area shall be a minimum o 1 square inch per lineal oot o pipe.
The inlets either shall be circular perorations or slots equally spaced along the length and circumerence o the
pipe. Unless otherwise specied, circular perorations shall not exceed 3/16 inch in diameter, and slot perorations
shall not be more that 1/8 inch wide.
Geotextile lter socks, when required, shall meet the material requirements outlined in section 9 o this specica-
tion.
Granular bedding material, when specied, shall conorm to the requirements specied in section 9 o this speci-
cation.
The pipe shall be appropriately marked with ASTM or AASHTO designation.
3. Handling and storagePipe shall be delivered to the job site and handled by means that provide adequate support to the pipe and do not
subject it to undue stresses or damage. When handling and placing corrugated polyethylene pipe, care shall be
taken to prevent impact blows, abrasion damage, and gouging or cutting (by metal edges and/or surace or rocks).
The manuacturer's special handling requirements shall be strictly observed. Special care shall be taken to avoid
impact when the pipe must be handled at a temperature o 40 degrees Fahrenheit or less.
Pipe shall be stored on a relatively fat surace so that the ull length o the pipe is evenly supported. Unless the
pipe is specically manuactured to withstand exposure to ultraviolet radiation, it shall be covered with an opaque
material when stored outdoors or 15 days or longer.
4. ExcavationUnless otherwise specied or approved by the engineer, excavation or and subsequent installation o each tube
pipeline shall begin at the outlet end and progress upgrade. The trench or excavation or the pipe shall be con-
structed to the lines, depths, cross sections, and grade shown on the drawings, specied in Section 9 o this speci-
cation, or as approved by the engineer.
Trench shields, shoring and bracing, or other suitable methods necessary to saeguard the contractor's employees
and the works o improvement and to prevent damage to the existing improvements shall be urnished, placed, and
subsequently removed by the contractor.
5. Preparing the pipe bed and blinding the pipeWhen a granular lter or envelope is specied, the lter or envelope material shall be placed in the bottom o the
trench just beore the pipe is laid. The pipe shall then be laid and the lter and envelope material placed to a depth
over the top o the pipe o not less than that shown on the drawings or as specied in section 9 o this specication.
When a granular lter or envelope is not specied, the bottom o the trench shall be shaped to orm a semicircular
or trapezoidal groove in its center. This groove shall provide support or not less than a ourth o the outside cir-
cumerence o the pipe. Ater the pipe is placed in the excavated groove, it shall be capped with riable material
rom the sides o the trench. The riable material shall be placed around the pipe, completely lling the trench to a
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depth o at least 3 inches over the top o the pipe. For material to be suitable, it must not contain hard clods, rocks,
rozen soil, or ne material that will cause a silting hazard to the drain. Pipe placed during any day shall be blinded
(place required soil material around and over pipe) and temporarily capped beore construction activities are com-
pleted or that day.
6. Placement and joint connections All pipe shall be installed to grade as shown on the drawings. Ater the pipe is placed in the trench and blinded, al-
low sucient time or the pipe to adapt to the soil temperature beore backlling.
Maximum allowable stretch o the pipe is 5 percent. Special precautions must be implemented on hot, bright days
to ensure that the stretch limit is not exceeded and excessive defection does not occur as a result o installation
procedures, including backll operations.
Unless otherwise specied in section 9 o this specication or shown on the drawings, connections are made with
manuactured junctions comparable in strength with the specied pipe. All split ttings shall be securely astened
with nylon cord or plastic zip ties beore any backll is placed. All buried ends shall be supplied with end caps un-
less otherwise approved by the engineer.
7. BackfllingUnless otherwise specied in section 9 o this specication, the backlling o the trench shall be as shown on the
drawings and completed as rapidly as is consistent with the soil conditions. Automatic backlling machines may be
used only when approved by the engineer. Backll shall extend above the ground surace and be well rounded and
centered over the trench.
8. Measurement and payment Method 1—For items o work or which specic unit prices are established in the contract, the quantity o each
kind and size o pipe is determined to the nearest oot o length measured along the centerline o the installed pipe.
Payment or each kind and size o pipe is made at the contract unit price or that kind and size o pipe. Such pay-
ment constitutes ull compensation or all labor, equipment, tools, and all other items necessary and incidental to
urnishing, transporting, and installing the pipe, including excavation, shoring, geotextile or granular lter (when
specied), backll and all ttings, appurtenances, and other items required to complete the work. Payment or
appurtenances listed separately in the bid schedule is made at the contract unit price(s) or the size and type o ap-
purtenance listed.
Method 2—For items o work or which specic unit prices are established in the contract, the quantity o each
kind, size, and class o pipe is determined to the nearest oot by measurement o the laid length along the crown
centerline o the pipe. Payment or each kind, size, and class o pipe is made at the contract unit price or the kind,
size, and class. Such payment constitutes ull compensation or urnishing, transporting, and installing the pipe, in-
cluding shoring, all ttings, thrust blocks, appurtenances, and other items necessary and incidental to the comple-
tion o the work. Payment or appurtenances listed separately in the bid schedule are made at the contract prices
or those items.
Compensation or any item o work described in the contract, but not listed in the bid schedule, is included in the
payment or the item o work to which it is made subsidiary. Such items and the items to which they are made sub-
sidiary are identied in section 9 o this specication.
9. Items o work and construction details
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Instructions or use
Construction Specifcations 45—Plastic Pipe
1. ApplicabilityConstruction Specication 45 is applicable or the use
o plastic pipe conduits except corrugated polyethyl-
ene pipe (see Construction Specication 44).
2. Material specifcationMaterial Specication 547, Plastic Pipe, complements
Construction Specication 45.
3. Included items
Items to be included in the construction specicationand drawings ollow:
a. Line and grade o the conduit.
b. Details o the bedding and shape and place-
ment requirements.
c. Description o the bedding material and grad-
ing limits, i needed.
d. Excavation requirements. Provide pay limits or
actual limits or excavation, minimum trench
width, i applicable and any special consid-
erations necessary in case o unstable trench
bottom or walls or or saety.e. Backll requirements. Provide pay limits or
actual limits o backll, compaction require-
ments, or other special methods o perorming
and controlling backll, including the kind o
material, as appropriate.
. Speciy industry (ASTM or AWWA) material
standards or specications that the pipe mate-
rial is required to meet, as applicable.
The designer may require a specic type o
pipe by listing in section 14 o this construc-
tion specication or the appropriate reerencespecication(s). The designer must be prepared
to evaluate and accept pipe meeting other
reerences that equal or exceed the minimum
specied when proposed by the contractor or
supplier. NRCS maintains a limited list o reer-
ence specications in NRCS oces or use o
design and construction personnel.
g. Speciy the salient eatures o the pipe that are
required to meet the intent o the design.
(1) Size (diameter, include ID or OD i critical)
and type o plastic (PE, HDPE, ABS, PVC 1120,
or other).
(2) Schedule, SDR or DR, pressure class, and/ or pressure rating, as appropriate.
(3) Peroration requirements i dierent rom
Material Specication 547.
h. Type o joint by reerring to a reerence speci-
cation or details o any specic joint require-
ments.
i. Details o special ttings, when applicable.
j. Type o protective coatings or special ttings
and appurtenances, when applicable (include
eld repair requirements).
k. Pressure testing specications, including rate
o lling requirements, i applicable. The test
pressure specied should not be less than the
normal operating pressure together with the
duration o the test with the allowable pressure
change that is acceptable.
l. Speciy and detail concrete thrust blocks,
encasement, and anchors where applicable.
Requirements or concrete encasement and or
thrust blocks i other than Construction Speci-
cation 32, Structure Concrete, Class 3000M.
m. Methods o measurement and payment.
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4. MethodsSection 12, Pressure testing
The methods are sel-explanatory. The choice o method must be consistent with the unction o the
conduit and the required operating pressure.
Section 13, Measurement and paymentThe methods are sel-explanatory.
When specications are prepared using electronic
procedures and all methods but one are deleted or
use in a contract specication, delete rom the last
paragraph, All Methods The ollowing provisions
apply to all methods o measurement and pay-
ment. Let justiy the remaining two sentences.
5. DiscussionThis specication is written to include cast iron pipe
sizes, iron pipe sizes (IPS), sewer pipe, pressure pipe,water pipe, drainpipe, and plastic irrigation pipe (PIP).
In addition to the ductile iron and cast iron ttings,
one piece, injection molded, gasketed PVC plastic
ttings are available or PVC pipe. These tting are
available or sewer pipe sizes 4 inches to 15 inches,
or IPS-PVC pipe sizes 1.5 inches to 8 inches, and or
AWWA Standard C900 pipes that are compatible with
cast iron pipe sizes 4 inches to 8 inches.
6. Items o work and construction details
Starting at the top o page 45–7, prepare and outline job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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1. ScopeThe work consists o urnishing and installing plastic pipe (except corrugated polyethylene pipe) and the necessary
ttings and appurtenances as shown on the drawings or as specied herein.
2. Material
Pipe, ttings, and gaskets shall conorm to the requirements o Material Specication 547, Plastic Pipe, and asspecied in section 14 o this specication or as shown on the drawings.
Perorated pipe shall conorm to the requirements o Material Specication 547, Plastic Pipe, and as specied in
section 14 o this specication or as shown on the drawings.
Unless otherwise specied, concrete shall conorm to the requirements o Construction Specication 32, Structure
Concrete, and section 8 o this specication.
Unless otherwise specied, earth backll shall conorm to the requirements o Construction Specication 23,
Earthll.
Unless otherwise specied, drainll shall conorm to the requirements o Construction Specication 24, Drainll.
3. Handling and storagePipe shall be delivered to the job site and handled by means that provide adequate support to the pipe and do not
subject it to undue stresses or damage. When handling and placing plastic pipe, care shall be taken to prevent im-
pact blows, abrasion damage, and gouging or cutting (by metal edges and/or surace or rocks). The manuacturer's
special handling requirements shall be strictly observed. Special care shall be taken to avoid impact when the pipe
must be handled at a temperature o 40 degrees Fahrenheit or less.
Pipe shall be stored on a relatively fat surace so that the barrels are evenly supported. Unless the pipe is speci-
cally manuactured to withstand exposure to ultraviolet radiation, it shall be covered with an opaque material
when stored outdoors or 15 days or longer.
4. ExcavationExcavation shall be in accordance with Construction Specication 21, Excavation, and section 14 o this specica-
tion or as shown on the drawings.
The pipe oundation shall be excavated a minimum o 4 inches lower than the pipe grade shown on the drawings or
staked in the eld whenever bedrock, boulders, cobbles, or other material that may cause pipe damage is encoun-
tered at planned pipe grade.
5. Laying the pipePlastic pipe conduits complete with ttings and other related appurtenances shall be installed to the lines and
grades shown on the drawings or specied in section 14 o this specication. The pipe shall be installed so that
there is no reversal o grade between joints unless otherwise shown on the drawings. The pipe shall not be droppedor dumped on the bedding or into the pipe trench. The ground surace near the pipe trench shall be ree o loose
rocks and stones greater than 1 inch in diameter. This ensures that rock will not be displaced and impact the pipe.
Construction Specifcation 45—Plastic Pipe
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Just beore placement, each pipe section shall be inspected to ensure that all oreign material is removed rom in-
side the pipe. The pipe ends and the couplings shall be ree o oreign material when assembled. At the completion
o a work shit, all open ends o the pipeline shall be temporarily closed o using a suitable cover or plug.
Care shall be taken to prevent distortion and damage during hot or cold weather. During unusually hot weather
(daytime high temperature o more than 90 °F), the pipe assembled in the trench shall be lightly backlled or
shaded to keep it as near to ground temperature as possible until nal backll is placed. Backll operations should
be perormed during daily construction periods when the ground temperature and the temperature o the pipe do
not vary more than 40 degrees Fahrenheit.
Perorated pipe shall be installed with the perorations down and oriented symmetrically about the vertical center-
line. Perorations shall be clear o any obstructions on the inside and outside o the pipe when the pipe is approved
by the engineer or backll.
During installation, the pipe shall be rmly and uniormly bedded throughout its entire length, to the depth and in
the manner specied in section 14 o this specication or as shown on the drawings. Bell-holes shall be placed in
bedding material under bells, couplings, and other ttings to assure the pipe is uniormly supported throughout its
entire length. Blocking or mounding beneath the pipe to bring the pipe to nal grade is not permitted.
6. Pipe embedment
Earth bedding—The pipe shall be rmly and uniormly placed on compacted earthll bedding or an inplace earthmaterial bedding o ample bearing strength to support the pipe without noticeable settlement. The earth material
on which the pipe is placed shall be o uniorm density to prevent dierential settlement.
Unless otherwise specied, a groove that closely conorms to the outside surace o the pipe shall be ormed in the
bedding. The depth o the groove shall be equal to or greater than 0.3 o the pipe diameter.
Earth bedding shall be compacted to a density not less than adjacent undisturbed inplace earth material or be com-
pacted earth backll. Earthll material used or compacted earth bedding shall be ree o rocks or stones greater
than 1 inch in diameter and earth clods greater than 2 inches in diameter. The pipe shall be loaded suciently dur-
ing the compaction o bedding under the haunches and around the sides o the pipe to prevent displacement rom
its nal approved placement.
Sand, gravel, or crushed rock bedding—When sand, gravel, or crushed rock bedding is specied, the pipe shallbe rmly and uniormly placed on the bedding material. Material or bedding shall not exceed 1 inch in diameter.
Unless otherwise specied in section 14 o this specication or shown on the drawings, the coarse-grained bedding
material shall be careully placed and compacted to a depth equal to or greater than 0.3 o the diameter o the pipe
above the bottom o the pipe. The pipe shall be loaded suciently during backlling and compaction around the
sides to prevent displacement o the pipe rom its nal approved placement.
Pipe encased in drainll—The pipe shall be rmly and uniormly placed on bedding o specied drainll. Drain-
ll shall be placed and compacted as specied in section 14 o this specication or as shown on the drawings to
orm a continuous uniorm support around the entire circumerence o the pipe. The pipe shall be loaded sucient-
ly during backlling around the sides and during compaction to prevent displacement o the pipe.
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7. BackfllInitial backll—Unless otherwise specied, initial backll to 6 inches above the top o the conduit is required.
Earth haunching and initial backll material shall consist o soil material that is ree o rocks, stones, or hard clods
more than 1 inch in diameter. Coarse backll material shall be the specied sand, gravel, crushed rock, or drainll
material.
Initial backll shall be placed in two stages. In the rst stage (haunching), backll is placed to the pipe spring line
(center o pipe). In the second stage, it is placed to 6 inches above the top o the pipe.
The rst stage material shall be worked careully under the haunches o the pipe to provide continuous support
throughout the entire pipe length. The haunching backll material shall be placed in layers that have a maximum
thickness o about 6 inches and are compacted as specied in section 14 o this specication or as shown on the
drawings. During compaction operations, care shall be taken to ensure that the tamping or vibratory equipment
does not come in contact with the pipe and the pipe is not deormed or displaced.
When pressure testing is not specied, the pipe shall be covered with a minimum o 6 inches o backll material as
soon as possible ollowing assembling o the pipe in the trench, but not later than within the same day that place-
ment has occurred. When pressure testing is specied, sucient backll material shall be placed over the pipe to
anchor the conduit against movement during pressure testing activities.
Final backll—Final backll shall consist o placing the remaining material required to complete the backll rom
the top o the initial backll to the ground surace, including mounding at the top o the trench. Final backll mate-
rial within 2 eet o the top o the pipe shall be ree o debris or rocks larger than 3 inches nominal diameter. Coarse
backll material shall be the specied sand, gravel, crushed rock, or drainll. Final backll shall be placed in ap-
proximately uniorm, compacted layers. Final backll compaction requirements shall be as specied in section 14
o this specication or as shown on the drawings.
Vehicles or construction equipment shall not be allowed to cross the pipe until the minimum earth cover and re-
quired density as specied in section 14 o this specication has been obtained.
8. Pipe encasement in concreteConcrete encasement shall be careully placed to orm a continuous uniorm support around the entire circum-
erence o the pipe as specied in section 14 o this specication or as shown on the drawings. Pipes encased in
concrete shall be securely anchored to prevent movement o the pipe during concrete placement. A clear distance
o 1.5 inch shall be maintained between the pipe and the reinorcing steel.
The concrete or the encasement shall conorm to the requirements o Construction Specication 32, Structure
Concrete, or Class 3000M concrete unless otherwise specied.
9. JointsUnless otherwise specied in section 14 o this specication or shown on the drawings, joints shall be either bell
and spigot type with elastomeric gaskets, coupling type, solvent cement bell and spigot, or jointed by butt heat u-
sion. When a lubricant is required to acilitate joint assembly, it shall be a type having no deleterious aect on the
gasket or pipe material.
Pipe joints shall be watertight at the pressures specied except where unsealed joints are indicated.
Pipe shall be installed and joined in accordance with the manuacturer's recommendations. Laying defections and
joint tting or stab depths shall be within the manuacturer's recommended tolerances.
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When solvent cement joints are specied or PVC or ABS pipe and ttings, they shall be made in accordance with
the ollowing ASTMs and the related appendix o each ASTM; D 2855 or PVC pipe and ttings and D 2235 or ABS
pipe and ttings.
Flanged, banded, heat-usion, or elastomeric-sealed mechanical joints shall be used when joining polyethylene (PE)
and high density polyethylene (HDPE) pipe and ttings unless otherwise specied in section 14 o this specication
or as shown on the drawings.
Pipe ends shall be cut square and be deburred to provide a uniorm, smooth surace or the jointing process.Reerence marks shall be placed on the spigot ends to assist in determining when proper seating depth has been
achieved within the joint.
10. FittingsUnless otherwise specied, steel ttings, valves, and bolted connections shall be painted or coated as recommend-
ed by the manuacturer.
Fittings or nonpressure pipe shall be o the same or similar material as the pipe and shall provide the same dura-
bility, watertightness, and strength as the pipe unless otherwise specied.
11. Thrust blocks and anchorsWhen specied, concrete thrust blocks and anchors shall be installed as shown on the drawings or specied in sec-
tion 14 o this specication.
The concrete or the thrust blocks and anchors shall conorm to the requirements o Construction Specication 32,
Structure Concrete, or Class 3000M concrete unless otherwise specied in section 14 o this specication.
The thrust block cavity shall be hand dug into undisturbed soil or previously placed compacted backll. The cavity
shall be ormed with soil or wood to hold the reshly placed concrete without displacement until an initial set has
occurred.
When excavation beyond the designated trench widths and depths as shown on the drawings or specied in section
14 o this specication occurs at locations where installation o concrete thrust blocks is required, the contrac-
tor shall install an alternative thrust block provision. The concrete thrust block shall have a thickness o one pipediameter and a contact ace area that shall be ormed against the pipe as shown on the drawings or specied in
section 14 o this specication. Backll shall be placed on all sides o the thrust block and to the sides o the exca-
vation. It shall be compacted as specied or initial backll.
12. Pressure testing Method 1—Pressure testing o the completed conduit is not required.
Method 2—The conduit shall be tested or leaks in the ollowing manner:
a. Beore pressure testing:
(1) Joints o the assembled pipeline shall be allowed to cure as recommended by the manuacturer.
(2) Pipeline shall be fushed and cleaned.
(3) All concrete anchors and thrust blocks shall be in place and allowed to cure or a minimum o 3 days.
(4) Earth backll shall be sucient to anchor the conduit against movement during the pressure testing
and shall be compacted as specied in Section 14 o this specication or as shown on the drawings.
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(5) The conduit shall be braced, anchored, or both, at each end to restrict all potential pipe movement.
(6) The ends o the conduit shall be plugged. The upstream plug shall have a standpipe installed vertically
having a minimum diameter o 2 inches and shall be equipped with a shuto valve. All high points in
the line shall be vented to evacuate air pockets. The conduit and the standpipe shall be slowly lled
with water such that no air is entrapped during the lling operation. Ater lling is complete, all vents
shall be closed.
b. During pressure testing, the water level in the standpipe shall be continuously maintained at a minimum o
10 eet above the highest invert elevation o the conduit or no less than 2 hours unless otherwise speciedin section 14 o this specication or as shown on the drawings.
The volume o water leakage in the 2-hour test period shall be recorded. The maximum allowable leakage
(L) in gallons per hour shall not exceed 0.02 times the nominal pipe diameter (D) in inches or each 1,000
eet o pipe line, which is about 50 pipe joints (L = 0.02 x D).
c. When observed leakage exceeds the allowable, leaks shall be sealed by replacement o pipe and ttings
as necessary. The conduit shall be retested as described above. This procedure shall be repeated until the
conduit leakage does not exceed the allowable specied above.
The contractor shall be ully responsible or any and all work required to correct leakage exceeding the
amount specied.
Method 3—The conduit shall be tested or leaks in the ollowing manner:
a. Beore pressure testing:
(1) Joints o the assembled pipeline shall be allowed to cure as recommended by the manuacturer.
(2) Pipeline shall be fushed and cleaned.
(3) All concrete anchor and thrust blocks shall be in place and allowed to cure or at least 3 days.
(4) Earth backll shall be sucient to anchor the conduit against movement during the pressure testing
and compacted as specied in section 14 o this specication or as shown on the drawings.
(5) The conduit shall be braced and/or anchored at each end to prevent all potential pipe movement.
(6) The ends o the conduit shall be plugged, and a pressure gauge shall be attached to the upstream and
downstream ends. All high points along the pipeline shall be vented to permit the complete removalo all air within the pipeline. The conduit shall be slowly lled with water such that no air is entrapped
during the lling operations.
b. The testing pressure specied in section 14 o this specication shall be continuously maintained at the
upstream gauge or a minimum o 2 hours. The pressure at the downstream gauge shall not exceed the pres-
sure rating o the pipe.
c. The volume o water leakage or the 2-hour test period shall be recorded. Maximum allowable leakage shall
be in accordance with the ollowing:
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45–6 (210–VI–NEH, January 2009)
Allowable leakage or plastic pipe
(gal/hr/1,000 eet, or 50 pipe joints) 1/
Nominal Test pressure in the pipeline (lb/in2)
pipe size 50 100 150 200
(in) - - - - - - - - Allowable leakage - - - - - - -
4 .19 .27 .33 .38
6 .29 .41 .50 .578 .38 .54 .66 .76
10 .48 .68 .83 .96
12 .57 .81 .99 1.15
14 .67 .95 1.16 1.34
15 .72 1.02 1.25 1.44
16 .76 1.07 1.32 1.52
18 .86 1.22 1.49 1.72
1/ Computation basis
LND P
=7 400,
where:
L = allowable leakage in gallons per hour
N = number o joints (pipe and ttings)
D = nominal diameter o pipe in inches
P = test pressure in pounds per square inch
d. When observed leakage exceeds the allowable, leaks shall be sealed by replacement o pipe and ttings as
necessary. The conduit shall be retested as described in this section. The procedure shall be repeated until
the conduit leakage does not exceed the allowable specied above.
The contractor shall be ully responsible or any and all work required to correct leakage exceeding the
amount specied.
13. Measurement and payment Method 1—For items o work or which specic unit prices are established in the contract, the quantity o each
kind, size, and class o pipe is determined to the nearest oot by measurement o the laid length along the crown
centerline o the conduit. Payment or each kind, size, and class o pipe is made at the contract unit price or that
kind, size, and class. Such payment constitutes ull compensation or urnishing, transporting, and installing the
pipe including excavation, shoring, backll, bedding, thrust blocks, and all ttings, appurtenances, and other items
necessary and incidental to the completion o the work. Payment or appurtenances listed separately in the bid
schedule is made at the contract prices or those items.
Method 2—For items o work or which specic unit prices are established in the contract, the quantity o each
kind, size, and class o pipe is determined as the sum o the nominal laying lengths o the sections used. Payment
or each kind, size, and class o pipe is made at the contract unit price or the kind, size, and class. Such paymentconstitutes ull compensation or urnishing, transporting, and installing the pipe including excavation, shoring,
backll, bedding, thrust blocks, and all ttings, appurtenances, and other items necessary and incidental to the
completion o the work. Payment or appurtenances listed separately in the bid schedule is made at the contract
prices or those items.
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45–7(210–VI–NEH, January 2009)
Method 3—For items o work or which specic unit prices are established in the contract, the quantity o each
kind, size, and class o pipe is determined to the nearest oot by measurement o the laid length along the crown
centerline o the conduit. Payment or each kind, size, and class o pipe is made at the contract unit price or the
kind, size, and class. Such payment constitutes ull compensation or urnishing, transporting, and installing the
pipe including shoring, all ttings, thrust blocks, appurtenances, and other items necessary and incidental to the
completion o the work. Payment or appurtenances listed separately in the bid schedule is made at the contract
prices or those items.
Method 4—For items o work or which specic unit prices are established in the contract, the quantity o eachkind, size, and class o pipe is determined as the sum o the nominal laying lengths o the pipe sections used. Pay-
ment or each kind, size, and class o pipe is made at the contract unit price or that kind, size, and class. Such
payment constitutes ull compensation or urnishing, transporting, and installing the pipe including shoring, all
ttings, thrust blocks, appurtenances, and other items necessary and incidental to the completion o the work. Pay-
ment or appurtenances listed separately in the bid schedule is made at the contract prices or those items.
Methods 3 and 4—Excavation, backll, and bedding is paid separately under their respective bid items.
All measurement and payment methods—Compensation or any items o work described in the contract, but
not listed in the bid schedule, is included in the payment or the item o work to which it is made subsidiary. Such
items and items to which they are made subsidiary are identied in section 14 o this specication.
14. Items o work and construction details
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National Standard Construction
Specications
Chapter 2
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National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009) 46–I–1
Instruction or use
Construction Specifcation 46—Tile Drains
1. ApplicabilityConstruction Specication 46 is applicable to the
installation o clay and concrete drain tile or land
drainage.
2. Material specifcationsThe ollowing material specications complement
Construction Specication 46:
543—Nonreinorced Concrete Pipe
544—Clay Pipe and Drain Tile
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. Line and grade or tile/pipe. Include statement
in items o work that pipe shall be installed so
that there is no reversal o grade between joints
unless specically shown otherwise on the
drawings.
b. Kind, size, and class o tile and/or pipe.
c. Typical cross sections, including typical bed-
ding details.
d. Special ttings, appurtenances, and other items
necessary to complete the work.
e. Maximum and minimum trench widths.
. Procedures to use where unstable soils are en-
countered. Consider contractor's responsibility
or construction saety.
g. Typical pipe outlets.
h. Details o appurtenances.
i. Location and details o any special tile/pipe
bedding requirements.
j. Use or restrictions o automatic backllers.
k. Location o required compacted backll.
l. Details o any special ttings.
m. Type o joint required (including spacers where
required).
n. Type, kind, and size o material to be used to
cover joint or pipe.
o. Type o envelope or lter.
p. Gradation o sand-gravel envelope or lter ma-
terial. Note the limits o the moisture content
o sand material so bulking is avoided.
q. Directions or covering pipe with envelope or
lter material. Provide caution to avoid the
dropping o gravel/rock material directly on
clay tile.
4. MethodsMethods are included in sections 4, 5, and 7. The meth-
ods are sel-explanatory.
When specications are prepared using electronic
procedures and all methods but one are deleted or
use in the contract specication, delete rom the last
paragraph, All Methods The ollowing provisions
apply to all methods o measurement and pay-
ment. Let justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 46–3, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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Chapter 2
(210-VI-NEH, January 2009)46–I–2
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46–1(210–VI–NEH, November 2005)
Construction Specifcation 46—Tile Drains
1. ScopeThe work consists o urnishing and installing drain tile and necessary ttings and appurtenances.
2. MaterialUnless otherwise specied, the drain tile and ttings shall conorm to the requirements o Material Specication
543, Nonreinorced Concrete Pipe, or Material Specication 544, Clay Pipe and Drain Tile, whichever is applicable.
3. ExcavationUnless otherwise specied, excavation or the installation o each tile line shall begin at the outlet end and prog-
ress upstream.
The trench or excavation or the tile shall be constructed to the depths and cross-sections shown on the drawings.
The trench width may be increased above the top o the tile at the option o the contractor.
Trench shields, shoring and bracing, or other methods necessary to saeguard construction personnel and to pre-
vent damage to the existing improvements shall be urnished, placed, and subsequently removed by the contractor.
4. Preparing the tile bed Method 1—In stable soils the tile shall be rmly and uniormly bedded throughout its entire length to the specied
depth and in the specied manner.
When the bottom o the trench does not provide a suciently stable or rm oundation or the drain tile, cradles
or the tile (constructed o timber or abricated lumber o a cleat-and-rail type construction), a sand-gravel mix, or
other approved material shall be used to stabilize the bottom o the trench.
Drain tile shall not be laid on a rock oundation. In the event that boulders, rocks or ledge rock, or cemented ma-
terial that prevents satisactory bedding are encountered at the required grade with the trench cross-section, the
trench shall be excavated to a minimum depth o 6 inches below grade and backlled to grade with a sand-gravel
mixture or other approved material. The bedding material shall be shaped to grade and compacted.
Method 2—Tile shall be bedded as shown on the drawings or as specied in section 10 o this specication.
5. Laying tile and joint covering Method 1—Gaps between tile ordinarily shall be rom 1/8 inch to 1/4 inch in clay, clay loam, and cohesive soil. Tile
is laid without gaps in sandy soils and on lines to convey water with no intention o providing drainage.
Where tile is installed with the width o joint opening exceeding the limits stated above or noncohesive silts and
ne and medium sands, the joint shall be covered with a permanent type material, such as coal tar pitch treated
roong paper, ber glass sheet or mat, or plastic sheeting.
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46–2 (210–VI–NEH, November 2005)
For tile installations on a curve alignment, the outside tile gap shall be covered with tile bats (broken tile) or cov-
ered as described above when the gap exceeds the recommended gap or the type o soil encountered. To maintain
the gap within the allowable range, the inside pipe lip may be chipped and tted to secure the required joint opening.
The ends and inside surace o all tiles shall be kept clean during installation. All earth or other extraneous material
within the tile shall be removed beore installation o the next tile section. At the end o work each day and when
laying has been temporarily suspended, the inlet end shall be blocked so that earth or other extraneous material
cannot enter the tile. The upper end o each tile line shall be blocked with permanent type material ollowing satis-
actory completion o tile installation.
Method 2—Tile shall be laid and joints shall be covered in the manner shown on the drawings or as specied in
section 10 o this specication.
6. ConnectionsLateral connections are made with manuactured junctions comparable in strength with the specied tile unless
otherwise specied.
Where existing tile lines not shown on the drawings are crossed, they shall be bridged across the new trench or
they shall be connected into the new tile lines, as directed by the engineer.
7. Blinding or flter material Method 1—As soon as the tiles are placed satisactorily, they shall be blinded by covering with riable soil material
to a minimum depth o 6 inches. Material used or blinding shall not be rozen and, unless otherwise specied in
section 10 o this specication, shall contain no rocks or stones that when dropped may cause tile damage. Sandy
and other noncohesive soil shall not be used or blinding unless the joints are covered. All tile placed during any
day shall be blinded at the completion o the work activities that day.
Method 2—Tile shall be covered with sand and gravel meeting the gradation, quality, quantities, and dimensions
requirements and installed as shown on the drawings or as specied in section 10 o this specication. Material
used or blinding shall not be rozen or contain rocks or stones that when dropped may cause tile damage. All tile
placed during any day shall be blinded at the completion o the work activities that day.
Method 3—Unless otherwise specied, tile shall be covered with material obtained rom required trench excava-tions.
8. BackfllingBacklling o the trench shall be completed as rapidly as consistent with the soil conditions.
Automatic backlling machines may be used only when approved by the engineer. Backll shall extend above the
ground surace and be well rounded and centered over the trench.
Unless otherwise specied, where drain tile is installed under roads and at other designated locations shown on the
drawings, the backll shall be placed in successive layers o not more than 6 inches and each layer shall be com-
pacted beore the next layer is placed. The density o the compacted backll shall not be less than the density o
the surrounding adjacent earth material unless otherwise specied in section 10 o this specication.
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46–3(210–VI–NEH, November 2005)
9. Measurement and paymentFor items o work or which specic unit prices are established in the contract, the quantity o each kind, size, and
class o tile is determined to the nearest oot o length measured along the centerline o the installed tile. Payment
or each kind, size, and class o tile is made at the contract unit price or that kind, size, and class o tile. Such
payment constitutes ull compensation or urnishing, transporting, and installing the tile, including excavation,
shoring, backll, and all ttings, appurtenances, and other items necessary and incidental to the completion o the
work. Payment or appurtenances listed separately in the bid schedule is made at the contract prices or the sizes
and types o appurtenances listed.
Compensation or any item o work described in the contract, but not listed in the bid schedule is included in the
payment or the item o work to which it is made subsidiary. Such items and the items to which they are made sub-
sidiary are identied in section 10 o this specication.
10. Items o work and construction details
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Chapter 2
46–4 (210-VI-NEH, November 2005)
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Specications
Chapter 2
(210-VI-NEH, January 2009) 51–I–1
Instruction or use
Construction Specifcation 51—Corrugated Metal Pipe
1. ApplicabilityConstruction Specication 51 is applicable to the
installation o all types o corrugated metal pipe con-
duits.
2. Material specifcationsThe ollowing material specications complement
Construction Specication 51:
551—Coated Corrugated Steel Pipe
552—Aluminum Corrugated Pipe
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. Line and grade o the conduit.
b. Details o the pipe bedding including descrip-
tion and grading limits o the bedding material.
c. Details o wall ttings, joint and other special
pipe ttings.
d. Details o struts or ties, as necessary.
e. Pay limits or actual limits or excavation and
backll, i required. Due consideration o OSHA
saety requirements or trench excavation
should be considered or pay quantities.
. Applicable material specications.
g. Type, class, size, gauge, and length o pipe.
h. Type o coupling and gasket, i required. Cou-
pling bands may be detailed on the drawings
and described in section 11, or may be specied
in section 11 by describing the perormance
requirements by reerence to ASTM A 798,
paragraph 8, Pipe Installation. Using ASTM A
798, joint watertightness may be specied per
paragraph 8.2.4.6 Watertightness; however, the
method o testing and the basis or determining
acceptance is needed.
i. Close riveting or double riveting, i required.
j. Type o pipe coating, i required.
k. Methods o measurement and payment i the
contract specication includes more than one
method.
l. Backll requirements. Compaction require-
ments should be equal to requirements or the
adjacent embankment or principal spillways
or similar installations.
4. Methods
Section 10, Measurement and paymentThe methods are sel-explanatory.
When specications are prepared using electronic
procedures and all methods but one are deleted or
use in a contract specication, delete rom the last
paragraph, All Methods The ollowing provisions
apply to all methods o measurement and pay-
ment. Let justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 51–3, prepare and outline
job specic "Items o Work and Construction Details"(IWCD) in accordance with these instructions.
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Chapter 2
(210-VI-NEH, January 2009)51–I–2
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51–1(210–VI–NEH, May 2001)
Construction Specifcation 51—Corrugated Metal Pipe
1. ScopeThe work consists o urnishing and placing circular, arched, or elliptical corrugated metal pipe and the necessary
ttings.
2. MaterialPipe and ttings shall conorm to the requirements o Material Specication 551, Coated Corrugated Steel Pipe, or
Material Specication 552, Aluminum Corrugated Pipe, whichever is specied.
Unless otherwise specied in section 11 o this specication, perorated pipe urnished shall conorm to the re-
quirements or Class I perorations as described in ASTM A 760 or A 762.
3. Coupling bands and hardwarePipe joint coupling bands shall be provided meeting the requirements specied in section 11 o this specication.
Hardware consisting o coupling bands and band astening devices, such as connecting bolts, rods, lugs, and angles
used in conjunction with zinc-coated iron or steel pipe, shall be galvanized by the hot-dip method. Hardware used
in conjunction with aluminum pipe and aluminum or aluminum-zinc alloy-coated iron and steel pipe shall be o the
same material as the pipe except that hot-dip galvanized or cadmium-plated asteners may be used. The surace o
all band-astening devices or pipe specied with bituminous or polymer coating shall be coated with asphalt-mas-
tic material meeting the requirements o ASTM A 849. The coupling band shall be coated similar to that specied
or the pipe unless otherwise specied in section 11 o this specication.
Coupling bands shall be installed to provide straight alignment o the connecting pipe ends. Unless otherwise
specied in section 11 o this specication, the bandwidth shall be as specied in ASTM A 760 and A 762. The
bands shall be positioned to overlap adjacent pipe ends equally. The coupling bands shall be corrugated to match
the corrugations o the pipe section ends being connected.
4. FabricationFabrication o appurtenant sections shall be perormed as shown on the drawings and described in section 11 o
this specication. The items may consist o inlet sections, outlet sections, end sections, elbows, skew or beveledsections, rod reinorced ends, cut-o collars, or headwalls. Fabrication o these appurtenant sections shall be made
rom metallic-coated material identical to that rom which the attached pipe is abricated. Fabrication shall be o a
quality and nished workmanship equal to that required or the pipe.
5. Handling the pipeThe contractor shall urnish equipment as necessary to install the pipe without damaging the pipe or coating. The
pipe shall be transported and handled in a manner to prevent damage to the pipe and coating.
6. Laying and bedding the pipeUnless otherwise specied, the pipe shall be installed in accordance with the manuacturer's recommendations.
Pipe shall be installed so no reversal o grade between joints results unless otherwise shown on the drawings. The pipe shall be installed with the outside laps o circumerential joints pointing upstream and with longitudinal laps
at the sides near the vertical mid-height o the pipe.
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51–2 (210–VI–NEH, May 2001)
Field welding o corrugated galvanized iron or steel pipe is not permitted. The pipe sections shall be joined with
abricator-supplied coupling bands meeting the specied joint requirements. The coupling shall be installed as
recommended by the abricator.
The pipe shall be rmly and uniormly bedded throughout its ull length to the depth and in the manner specied on
the drawings.
Perorated pipe shall be installed with the perorations down and oriented symmetrically about a vertical center-
line. Perorations shall be clear o any obstructions at the time the pipe is installed in its nal position.
The pipe shall be loaded suciently during backlling to prevent displacement rom line and grade and to maintain
ull contact with the bedding during the placement operations.
7. StruttingWhen required, struts or horizontal ties shall be installed in the manner specied on the drawings. Struts and ties
shall remain in position until the backll has been placed above the top o the pipe to a height o 5 eet or the pipe
diameter, whichever is greater, or to the surace o the completed earth backll when the ll height is less than
5 eet above the top o the pipe. The contractor shall remove the struts or ties ollowing completion o the earth
backll requirements that apply.
8. Embedment in concreteSpecial treatment shall be provided to the pipe surace when embedded or attached to concrete and the pipe mate-
rial is aluminum or aluminum-coated and aluminum-zinc alloy-coated. Potential contact suraces in contact with
concrete and masonry suraces shall be coated with two coats o a bituminous paint o the cutback type. Place-
ment o the pipe shall be such that direct metal-to-metal contact with other metallic material, such as embedded
steel reinorcement or water control gates, is prevented.
9. Repair o damaged coating Any damage to the metallic coating shall be repaired by cleaning the damaged surace area by sand blasting, power
disk sanding, or wire brushing. All loose and cracked coating, dirt, and any products o corrosion shall be removed
beore application o paint. Oil and grease material shall be removed by use o a solvent. The surace shall be clean
and dry during the painting period and until the coating has completely dried.
Painting shall be accomplished by one o the ollowing options based upon installed exposure conditions o the
pipe as determined by the engineer.
Normal exterior or interior atmospheric exposure:
a. Zinc dust - zinc oxide primer, ASTM D 79 and D 520
b. Single package, moisture cured urethane prime in silver metallic color, or
c. Zinc-rich cold galvanized compound, brush, or aerosol application
Submergence in water exposure:
a. Zinc dust - zinc oxide primer, ASTM D 79 and D 520b. Zinc dust paint, ASTM D 4146
When the metallic coating is damaged in any individual area larger than 12 square inches or i more than 0.2 per-
cent o the total surace area o a single pipe section is damaged, that section o pipe will be rejected.
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51–3(210–VI–NEH, May 2001)
Breaks or scus in bituminous coatings that are less than 36 square inches in area shall be repaired by applying
two coats o hot-asphaltic paint or a coating o cold-applied bituminous mastic. The repair coating shall be a mini-
mum o 0.05 inch thick ater hardening and shall bond securely and permanently to the pipe and coating. The mate-
rial shall meet the minimum physical requirements or bituminous coating in ASTM A 849 and A 885. Whenever
individual breaks exceed 36 square inches in area or when the total area o breaks exceeds 0.5 percent o the total
surace area o an individual pipe section, that section o pipe will be rejected.
Bituminous coating damaged by welding o coated pipe or pipettings shall be repaired as specied in this section
or breaks or scus in bituminous coatings.
Breaks or scus in polymer coatings that are less than 36 square inches in area shall be repaired by the applica-
tion o a polymer material similar to and compatible with the durability, adhesion, and appearance o the original
polymer coating, as described in ASTM A 849, paragraph 6.8. The repair coating shall be a minimum thickness o
0.010 inch (10 mils) ater drying. Whenever individual breaks exceed 36 square inches in area or when the total
area o breaks exceeds 0.5 percent o the total surace area o the individual pipe section, that section o pipe will
be rejected.
10. Measurement and payment Method 1—For items o work or which specic unit prices are established in the contract, the quantity o each
type, class, size, and gauge o pipe is determined to the nearest 0.1 oot by measurement o the laid length o the
pipe along the centerline o the pipe. Payment or each type, class, size, and gauge o pipe is made at the contractunit price or that type, class, size and gauge o pipe. Such payment constitutes ull compensation or urnishing,
transporting, and installing the pipe and ttings and all other items necessary and incidental to the completion o
the work except items designated as special ttings. Special ttings are those sections o pipe requiring special
abrication to meet layout requirements. Payment or special ttings is made at the contract unit price or special
ttings (CMP).
Method 2—For items o work or which specic unit prices are established in the contract, the quantity o each
type, class, size, and gauge o pipe is determined as the sum o the nominal laying lengths o the pipe sections
installed. Payment or each type, class, size, and gauge o pipe is made at the contract unit price or that type, class,
size, and gauge o pipe. Such payment constitutes ull compensation or urnishing, transporting, and installing the
pipe and ttings and all other items necessary and incidental to the completion o the work except items designat-
ed as special ttings. Special ttings are those sections o pipe requiring special abrication to meet layout require-
ments. Payment or special ttings is made at the contract unit price or special ttings (CMP).
Method 3—For items o work or which specic lump sum prices are established in the contract, payment or
corrugated metal pipe structures is made at the contract lump sum price. Such payment constitutes ull compensa-
tion or urnishing, abricating, transporting, and installing the pipe structure complete with metal pipe, ttings, and
appurtenances, and all other items necessary and incidental to completion o the work, which includes, except as
otherwise specied, required excavation, dewatering, and earth backll.
All Methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule, is included in the payment or the item o
work to which it is made subsidiary. Such items and items to which they are made subsidiary are identied in sec-
tion 11 o this specication.
11. Items o work and construction details
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Chapter 2
(210-VI-NEH, January 2009) 52–I–1
1. ApplicabilityConstruction Specication 52 is applicable to the
installation o steel pipe conduits.
2. Material specifcationsThe ollowing material specications complement
Construction Specication 52:
554—Steel Pipe
581—Metal
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. Details o the bedding, including description
and grading limits o the bedding material.
b. Excavation requirements. I measurement and
payment method 1 or 2 is used, a bid item and
items o work and construction details or
excavation and backll would normally be cov-
ered under Construction Specication 21 and
23. I measurement and payment method 3 or 4
is used, construction details or excavation can
be covered either in section 12, or as a subsid-iary item under Construction Specication 21.
c. Method o backll selected rom section 10.
d. Pay limits or actual limits or excavation and
backll, i required.
e. Kind o pipe. Include name, type, grade, nish,
weight class, and wall thickness as required.
(See appropriate reerence specications.)
. Size o pipe.
g. Length o pipe.
h. Type o protective lining and coating i re-
quired (Reer to AWWA Standard C203, AWWA
Standard C209, or AWWA Standard C214 or
detailed inormation). Note: In accordance
with AWWA C203, eld welded pipe 27-inch
diameter and larger is large enough to allow
entry o personnel to clean the welded surace
and apply primer and enamel. Thereore, lined
pipe smaller than 27-inch diameter should not
be eld welded.
i. Type o joint and details o special joints.
j. Details o wall ttings and other special ttings
and appurtenances.
k. Watertightness or pressure test requirements, i applicable.
l. Shop coating o ttings i the vinyl option is
specied as described in section 6.
m. Bonding details or cathodic protection, i ap-
plicable.
n. Method o eld lining, coating, wrapping, and
repair selected rom section 7.
o. Method o measurement and payment in sec-
tion 11.
4. MethodsSection 7, Field Lining, Coating, Wrapping, andRepair
Method 1—Intended or use when hot-applied linings
and/or coatings are required or or repairing hot ap-
plied linings and/or coatings.
Method 2—Intended or use when cold-applied tapes
are required or wrapping assembled joints and or
repair o hot applied coatings.
Method 3—Intended or use when the pipe is coated
in accordance with AWWA Standard C214.
Method 4—Intended or use when cold-applied lin-
ings and/or coatings are required or or repairing lin-
ings and/or coatings.
Instruction or use
Construction Specifcation 52—Steel Pipe
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More than one method may be used, in which case the
paragraphs should be linked with the word or and the
ollowing paragraph inserted beore the last paragraphin the section:
All Methods—The ollowing provisions apply to all
methods o eld coating, wrapping, and coating repair.
Section 10, Backll
The methods are sel-explanatory.
Section 11, Measurement and payment
The methods are sel-explanatory.
When specications are prepared using electronic
procedures and all methods but one are deleted oruse in a contract specication, delete rom the last
paragraph, All Methods The ollowing provisions
apply to all methods o measurement and pay-
ment. Let justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 52–5, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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1. Scope
The work shall consist o urnishing and installing steel pipe complete with lining, coating, ttings, and appurte-
nances.
2. MaterialSteel pipe and ttings shall conorm to the requirements o Material Specication 554, Steel Pipe.
Unless otherwise specied, special ttings and appurtenances shall be o the same material as the pipe.
Welding electrodes shall conorm to the requirements o Material Specication 581, Metal.
Coating and lining materials shall conorm to the requirements o the ollowing:
• AWWAC203,StandardforCoal-TarProtectiveCoatingsandLiningsforSteelWaterPipelines-Enameland
Tape - Hot-Applied
• AWWAC209,StandardforCold-AppliedTapeCoatingsfortheExteriorofSpecialSections,Connections,
and Fittings or Steel Water Pipelines
• AWWAC214,StandardforTapeCoatingSystemsfortheExteriorofSteelWaterPipelines
and as specied below:
• ShopcoatingmaterialshallconformtotherequirementsofAWWAStandardC203andAWWAStandard
C214 and as specied in section 12 o this specication.
• ShopliningmaterialshallconformtotherequirementsofAWWAStandardC203.
• FieldcoatingandcoatingrepairmaterialshallconformtotherequirementsofAWWAStandardC203,
AWWA Standard C209, AWWA Standard C214, and, as specied in Section 12 o this specication.
• FieldliningmaterialshallconformtotherequirementsofAWWAStandardC203andasspeciedinsection
12 o this specication.
3. Coating and liningShop coating o pipe, specials, and ttings shall be in accordance with AWWA Standard C203, AWWA Standard
C209, or AWWA Standard C214 and as specied in Section 12 o this specication.
Shop lining o pipe, specials, and ttings shall conorm to the requirements o AWWA Standard C203.
4. ExcavationExcavation shall be in accordance with Construction Specication 21 or as specied in section 12 o this specica-
tion.
5. Laying and bedding the pipePipe shall be installed to the line and grade shown on the drawings. Unless otherwise specied, the pipe shall be
installed so that there are no reversals o grade between joints, and shall be installed in accordance with the manu-
acturer's recommendations. The pipe shall be rmly and uniormly bedded to the depth and in the manner speci-
ed on the drawings. An ample bell hole working area may be let at pipe joints to perorm welding, coating, and
other related activities. The bell hole area shall then be bedded, as specied, beore backll operations.
Construction Specifcation 52—Steel Pipe
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The pipe shall be weighed down suciently to prevent its displacement rom the bedding during placement o the
backll under the haunches.
6. Joints and connectionsPipe joints shall conorm to the details shown on the drawings and shall be sound and watertight at the pressures
specied in section 12 o this specication.
Welded joints—Welding and welded joints shall conorm to the welding procedure details and requirements o
AWWA Standard C206. Field welding shall be done in such a way as to avoid burning the protective coating on the
pipe except in the immediate vicinity o the weld.
Where welded eld joints are used, they shall be single welded butt joints or lap welded slip joints, as shown on the
drawings. Special closure lap joints shall be used as described in AWWA Standard C206.
Bell and spigot joints—The dimensions o bells and spigots shall be in accordance with the manuacturer's stan-
dard design dimensions and tolerances.
The pipe shall be laid with the bell oriented upstream. The spigot end shall be seated in the bell to a depth as rec-
ommended by the manuacturer. The spigot, when seated, shall compress the gasket radially in its annular recess
to provide a positive seal. Joints with sh-mouthed gaskets will be taken apart and reseated with a new gasket.
Rubber gaskets shall meet the requirements o AWWA Standard C200.
Mechanical couplings—The ends o pipe to be connected with mechanical couplings shall be machined to allow
coupling the pipe sections without damaging or displacing the gaskets and to ensure uniorm end separation o the
pipes. Machined ends o the pipe that receive the coupling sleeves shall be ree rom dents, gouges, rust, or scale.
The pipe and couplings shall be assembled with continuous rubber ring gaskets conorming to the dimensions and
tolerances recommended by the pipe manuacturer. Coupling ollowers shall be drawn up evenly to ensure uniorm
pressure on the gaskets.
Grooved and shouldered joints shall be urnished and installed in accordance with AWWA Standard C606.
Flanged joints—All steel ring fanges shall be abricated in accordance with AWWA Standard C207. Gaskets shall
be either a neoprene cloth insert 1/16 or 1/8 inch thick or red rubber 1/16 inch thick. The gasket shall be ull ace
where used between fat ace fange suraces. All fanged joints shall be made up tightly and shall not leak.
Fitting and coupling coatings—Compression couplings, mechanical couplings, and fanged ttings shall be shop
coated with the AWWA Standard C203 coal tar enamel coating, as recommended by the coating manuacturer, or
a actory-applied vinyl coating at least 12 mils thick and as specied in section 12 o this specication. All bolts
urnished or fanges, couplings, and other types o bolted connections shall be stainless steel or low alloy steel and
shall be eld coated with a coal tar enamel or vinyl coating ater installation.
7. Field lining, coating, wrapping, and repairLining and coating or wrapping o eld joints or connections and repair o damage to the wrap or coating on pipe,
couplings, ttings, and appurtenances shall be made in accordance with section 12 o this specication and one o
the ollowing methods:
Method 1—All eld coating, lining, and repair shall be as specied in AWWA Standard C203.
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Method 2—All eld wrapping and repair shall be as specied in AWWA Standard C209 with type I or II tape.
Method 3—All eld wrapping and repair shall be as specied in AWWA Standard C214 and as specied in section
12 o this specication.
Surace preparation—Bare steel suraces shall be prepared or coating by removing all grease and oil or other
soluble contaminants with solvent commercial cleaners (wiping, dipping, or steam) or vapor degreasing. Ater
degreasing, suraces shall be cleaned with hand tools to remove all loose scale rust and other loose detrimental
oreign matter.
On previously coated suraces, all dirt, paper, and other oreign matter and loose coating shall be removed. Krat
paper, whitewash, or other surace protective layers shall be removed at least 12 inches on either side o the bare
steel to be coated.
Welds shall be cleaned o all welding slag, splatter, and scale. Sharp edges or burrs that could puncture or cut the
coating shall be removed by grinding or ling. All welds shall be allowed to cool beore applying primer or coatings.
Primer application—Ater surace preparation is complete, primer shall be thoroughly mixed and applied in strict
adherence to manuacturer's instructions. The primer shall be permitted to dry to the consistency recommended
by the manuacturer beore applying the coating. No oreign matter shall come in contact with the primed surace
beore application o the coating. Application o primer to suraces shall be limited to that amount o area that can
be wrapped during the same workshit. Primed areas not wrapped during the same workshit shall be reprimed.
Cold weather applications o primer shall be done in accordance with AWWA Standard C203.
Coating application—The specied coating shall be applied in accordance with the manuacturer's recommenda-
tions unless otherwise specied.
Ater assembly, all pipe joints shall be eld wrapped in accordance with AWWA C209 or AWWA C214, as appro-
priate. Surace preparation and primer application to the ends o the pipe to be wrapped shall be as previously
described in this specication. A tape or ller tape shall be cigarette wrapped over the annular ring o the joint.
The pipe coating shall be primed 2 inches back rom the coating cutback and two layers o tape shall be wrapped
overlapping 2 inches o pipe coating on one side o the joint, extending across the joint and overlapping 2 inches
o coating on the other side o the joint. Coal tar enamel coating cutback edges shall be tapered back until 1 inch
o coal tar is exposed on the taper beore priming and wrapping. Wraps shall be terminated on the underside o the pipe. Tape widths shall be 6 inches or pipe greater than 8 inches in diameter and 4 inches or pipe 2 to 8 inches in
diameter.
Welded eld joints o lined pipe shall be lined in accordance with AWWA Standard C203, section 4.3, or as specied
in section 12 o this specication.
Repair and patching actory coatings—All loose or disbonded material shall be removed rom the area o the
"holiday." All points, burrs, or rough edges shall be smoothed to a eathered edge. The surace shall be cleaned
and prepared as specied or joints, couplings, and ttings. The area to be cleaned and prepared shall be at least
twice the size o the "holiday." The repair coating shall be worked onto the surace o the steel to leave no voids or
wrinkles on the surace.
Coal tar enamel coatings shall be repaired in accordance with AWWA Standard C203, section 2.15. Tape coatingsshall be repaired in accordance with AWWA Standard C214, Section 3.4, Coating Repair. The repair shall be made
by wrapping tape around the circumerence o the pipe.
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All damaged vinyl coat areas shall be cleaned and recoated in accordance with the manuacturer's recommenda-
tion.
8. Handling the pipeThe contractor shall urnish such equipment as is necessary to place the pipe without damaging the pipe or coat-
ing. Coated pipe shall be handled in the manner specied in AWWA Standard C203 or C214, as appropriate.
9. Pressure testingI pressure testing o the conduit is specied, it shall be perormed as ollows:
a. Placement o backll beore pressure testing shall be as specied in section 10 o this specication.
b. Beore pressure testing, the pipeline shall be fushed and cleaned.
c. The pipeline shall not be pressure tested until concrete in the anchor and thrust blocks has attained the
minimum specied compressive strength.
d. The total conduit or section o the conduit, to be tested shall be lled with clean water at the rate specied
and tested at the pressure specied in section 12 o this specication.
e. The section o conduit being tested shall be allowed to stand ull o water or at least 24 hours beore the
start o pressure and leakage test. Test pressure shall be held constant or 2 hours. I the amount o water
loss exceeds the limit specied, the leaks shall be repaired and the conduit shall be retested. The procedureshall be repeated until the amount o water loss is within the limits specied in section 12 o this specica-
tion.
10. Backfll Method 1—Backll, in accordance with Construction Specication 23 and section 12 o this specication, shall be
made only in sucient amount to hold the conduit in place during testing, with the ollowing exceptions:
a. Compacted backll shall be placed to its nal depth as shown on the drawings at vertical and horizontal
angle points, road crossings, and thrust blocks. Backll shall be placed in such a way that the conduit and
joints will not be subject to displacement or damage.
b. All joints and connections shall be completely exposed or visual inspection during testing, except at loca-
tions that may be exempt as outlined in the previous exemption.
Method 2—Backll, in accordance with Construction Specication 23 and section 12 o this specication, shall be
to its nal depth as shown on the drawings or the section o conduit being tested.
Use with either method—The contractor shall be ully responsible or any and all work required to repair any
leakage when water loss exceeds the amount specied in section 12 o this specication. Ater pressure testing is
satisactorily completed, the backll shall be placed in accordance with Construction Specication 23 and section
12 o this specication.
11. Measurement and payment Method 1—For items o work or which specic unit prices are established in the contract, the quantity o each
type and size o pipe is determined to the nearest 0.1 oot by measurement o the installed length o pipe along thecenterline o the pipe. Payment or each type and size o pipe is made at the contract unit price or that type and
size o pipe. Such payment constitutes ull compensation or urnishing, transporting, and installing the pipe, in-
cluding the necessary ttings and all other items necessary and incidental to the completion o the work.
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Method 2—For items o work or which specic unit prices are established in the contract, the quantity o each
type and size o pipe is determined to the nearest 0.1 oot by measurement o the installed length o pipe along the
centerline o the pipe. Payment or each type and size o pipe is made at the contract unit price or that type and
size o pipe. Such payment constitutes ull compensation or urnishing, transporting, and installing the pipe, com-
plete in place, including the necessary ttings and all other items necessary and incidental to the completion o the
work except the special ttings and appurtenances listed separately in the bid schedule. Payment or each special
tting and appurtenance is made at the contract unit price or that type and size o tting or appurtenance.
Method 3—For items o work or which specic unit prices are established in the contract, the quantity o eachtype and size o pipe is determined to the nearest 0.1 oot by measurement o the installed length o pipe along the
centerline o the pipe. Payment or each type and size o pipe is made at the contract unit price or that type and
size o pipe. Such payment constitutes ull compensation or urnishing, transporting, and installing the pipe, in-
cluding excavation, shoring, backll, and all the necessary ttings and all other items necessary and incidental to
the completion o the work.
Method 4—For items o work or which specic unit prices are established in the contract, the quantity o each
type and size o pipe is determined to the nearest 0.1 oot by measurement o the installed length o pipe along the
centerline o the pipe. Payment or each type and size o pipe is made at the contract unit price or that type and
size o pipe. Such payment constitutes ull compensation or urnishing, transporting, and installing the pipe, com-
plete in place, including excavation, shoring, backll, and all the necessary ttings and all other items necessary
and incidental to the completion o the work except the special ttings and appurtenances listed separately in the
bid schedule. Payment or each special tting and appurtenance is made at the contract unit price or that type and
size o tting or appurtenance.
All methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule, is included in the payment or the item o
work to which it is made subsidiary. Such items, and the items to which they are made subsidiary, are identied in
section 12 o this specication.
12. Items o work and construction details
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1. ApplicabilityConstruction Specication 53 is applicable to the in-
stallation o ductile-iron pipe and ttings used in water
distribution systems.
2. Material specifcationsMaterial Specication 553, Ductile-Iron Pipe, comple-
ments Construction Specication 53.
3. Included itemsItems to be included in the contract specications and
drawings ollow:
a. Line and grade o the conduit. Include a state-
ment in items o work that the pipe shall be
installed so reversal o grade between joints
does not occur unless shown on the drawings.
b. Details o bedding including description and
grading limits o bedding material.
c. Method o backll consistent with minimum
job requirements, complexity, and inspection
compliance considerations. Reer to Construc-
tion Specication 23, Earthll, i used.
d. Pay limits or actual limits or excavation,
minimum trench width, and any special con-
siderations necessary. Consider the need or
contractor's compliance with the excavation
saety requirements o OSHA.
e. Pay limits o actual limits o backll, compac-
tion requirements, or other special methods o
perormance and controlling backll, as ap-
propriate. (AWWA Standard C600 provides a
prepared standard that may be reerenced or
installation as appropriate.) Provide the neces-
sary guidance when sand bedding is speciedso bulking potential is avoided.
. Kind o pipe (thickness class and rated working
pressure).
g. Size o pipe (diameter).
h. Laying length o pipe.
i. Type o joints or pipe and ttings (mechanical
push-on or fanged). Pipe joining details i di-
erent rom manuacturer's recommendations.
j. Lining thickness and coating or pipe (interior
and exterior) and methods o repair. Loose
polyethylene pipe encasement, tube or sheet
orm, or corrosion protection can be speci-
ed as per ANSI A21.5 (AWWA C105). Provide
placing and handling details as appropriate.
Protective coatings applied to the pipe during
manuacture must be specied on the job basis.
Outline minimum repair procedures to correct
tears and rips in the loose encasement cover-
ings.
k. Pressure and leakage test requirements includ-
ing the duration o the test period.
l. Details o special ttings and appurtenances.
m. Concrete thrust and anchor block specica-
tions and details.
4. MethodsSection 7, BackfllMethods are sel-explanatory.
Section 8, Measurement and PaymentWhen deduction in measured pipe length will be made
or special ttings and other appurtenances, outline in
section 9 the procedures that will be implemented to
determine pipe length or payment purposes.
5. Items o work and construction detailsStarting at the top o page 53–2, prepare and outline
job specic "Items o Work and Construction Details"(IWCD) in accordance with these instructions.
Instruction or use
Construction Specifcation 53—Ductile-Iron Pipe
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(210-VI-NEH, January 2009)53–I–2
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1. Scope
The work consists o urnishing and installing ductile-iron pipe, ttings, and appurtenances as specied in section 9
o this specication and as shown on the drawings.
2. MaterialDuctile-iron pipe and ttings shall conorm to the requirements o Material Specication 553, Ductile-Iron Pipe.
Thickness class o pipe and rated working pressure shall be as specied in section 9 o this specication or as
shown on the drawings.
Unless otherwise specied, special ttings and appurtenances shall be the same material as the pipe.
3. Laying and bedding the pipePipe shall be installed to the lines and grades shown on the drawings with bell socket ends aligned upstream unless
otherwise specied. The pipe shall be installed in accordance with the manuacturer's recommendations, unless
otherwise specied. Two copies o the pipe manuacturer's installation instructions shall be provided to the engi-
neer beore any pipe placement. The pipe shall be rmly and uniormly bedded within the trench throughout theentire length o the pipe section to the depth and in the manner specied. Bell holes or fanged, push-on, or me-
chanical joint pipe shall be provided as necessary to allow space or joint assembly and to permit the pipe barrel to
be uniormly supported on the bedding.
4. Joints and connectionsPipe joints shall conorm to the details shown on the drawings and shall be sound and watertight at the pressures
specied in section 9 o this specication.
5. Handling the pipeThe contractor shall urnish all equipment and acilities needed to handle, store, and place the pipe without damag-
ing the pipe, lining, encasement, or coating. Pipe coating, encasement, or lining that is damaged shall be repaired
using methods recommended by the manuacturer unless otherwise specied in section 9 o this specication.
6. Pressure testingPressure testing o the conduit, when specied, shall be conducted as ollows:
a. Placement o backll beore pressure testing shall be as specied in section 7 o this specication.
b. Beore pressure testing, the pipeline shall be fushed and ree o all oreign material.
c. The pipeline shall not be pressure tested until concrete or anchor and thrust blocks has attained the mini-
mum specied compressive strength unless other specied methods o thrust restraint are provided.
d. The total conduit or continuous section o conduit to be tested shall be lled with clean water at a rate not
to exceed the maximum specied and tested at the pressure(s) specied in section 9 o this specication.
e. The section o conduit being tested shall be allowed to stand ull o water or a minimum o 24 hours beore
the start o pressure and leakage tests. Test pressures shall be held constant or 2 hours. When the amount
o water loss exceeds the maximum allowable loss specied in section 9 o this specication, the leak(s)
shall be repaired or otherwise corrected and the conduit shall be re-tested. The testing procedure shall be
repeated until the requirements o the specications are met.
Construction Specifcation 53—Ductile-Iron Pipe
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7. Backfll Method 1—Backll in accordance with section 9 o this specication shall be accomplished only in sucient
amount to hold the conduit in place during testing, with the ollowing exceptions:
a. Compacted backll shall be placed to its nal depth as shown on the drawings at vertical and horizontal de-
fection points, road crossings, and thrust blocks. Backll shall be placed so that conduit and joint displace-
ment does not occur.
b. All joints and connections shall be completely exposed or visual observation during testing, except at loca-
tions described in the exception above.
Method 2—Backll in accordance with section 9 o this specication shall be to the nal depth as shown on the
drawings or the section o conduit being tested.
Use with either method—The contractor shall be ully responsible or any and all work required to correct any
leakage when the leakage test results in water loss that exceeds the amount specied in section 9 o this specica-
tion.
8. Measurement and paymentFor items o work or which specic unit prices are established in the contract, the quantity o each size, and thick-
ness class o pipe is determined to the nearest oot by measurement o the installed length o pipe along the crown
centerline o the conduit. Payment or each size and thickness class o pipe is made at the contract unit price or
that size and thickness class o pipe. Such payment constitutes ull compensation or urnishing, transporting, han-
dling, and installing the pipe and necessary ttings and appurtenances complete in place.
Compensation or any item o work described in the contract, but not listed, is included in the payment or the item
o work to which it is made subsidiary. Such items and the items to which they are made subsidiary are identied in
section 9 o this specication.
9. Items o work and construction details
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1. ApplicabilityConstruction Specication 61 is applicable to equip-
ment-placed or hand-placed rock riprap, granular lter,
and granular bedding. It is also applicable or riprap
placed over geotextile abrics installed in accordance
with Construction Specication 95.
2. Material specifcationsMaterial Specications 521, 523, and 592 complement
Construction Specication 61. Select rock type 1, 2,
or 3 o Specication 523, section 2, as appropriate andspeciy in section 8.
Rock type 1—For exposure conditions that require
sound and durable material because o aggressive
environment and demanding requirements, or in loca-
tions where replacement or repair would be dicult i
breakdown or other ailure were to occur.
Rock type 2—A lesser degree o durability is required
while meeting a good standard o perormance. The
hazard is not a major consideration, and accessibil-
ity or repair or replacement is practical. No design
changes are necessary or use o this rock type.
Rock type 3—Does not meet our normal require-
ments or quality, but because o the lack o onsite
availability or availability o better materials, it is
advantageous to use. Design changes, such as greater
rock thickness and/or fatter slopes, may be required
to compensate or the lack o long-term durability.
More requent repair and replacement should be an-
ticipated.
3. Included items
Items to be included in contract specications anddrawings ollow:
a. Complete plans and cross-sections o the re-
quired riprap.
b. Type o placement (equipment or hand-placed).
c. Pay limits, where applicable.
d. Foundation preparation requirements, i any.
e. Gradation requirements or material.
. Screening, selection, or other processing re-
quirements to ensure obtaining rock o the
required quality and grading. For example, i
angular to subangular rock is preerred over
subrounded to rounded rock, speciy this re-
quirement in section 8.
g. Sources o material i the sources are to be
specied. When sources are designated in the
contract, the adequacy o quantity and qual-
ity o usable material at each source must be
determined in advance by:
(1) Geologic investigations with adequate sam-
pling and testing
(2) Specic case history that establishes the
quality by satisactory perormance under
comparable conditions o use and expo-
sure or acceptable prequalication by
other agencies.
h. ASTM D 5240 should be specied to check or
rock resistance to reeze-thaw damage on sites
that have large volumes o riprap, at highly
hazardous locations, or on sites that would be
dicult to repair i rock breakdown occurs.
Acceptance limits in the specication must
be evaluated and strengthened, i needed, to
ensure the use o the appropriate rock type and
quality.
i. Method(s) o measurement and payment. j. When geotextile lters are specied, Construc-
tion Specication 95 should be used.
Instruction or use
Construction Specifcation 61—Rock Riprap
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4. MethodsSection 8, Measurement and payment
The methods listed below provide two basic optionsor measuring and paying or rock riprap using either
weight (ton) or volume (cubic yard) methods. Advan-
tages o each option are as ollows:
Weight—Ton methods would be more appropriate or
quarried rock imported to a site. Contractors generally
pay their supplier or quarried rock by the ton. Pay-
ment by the ton provides or direct pricing without the
need to convert rom a ton basis to cubic yards. Varia-
tions in riprap characteristics, such as rock specic
gravity, transportation and placement losses, dense-
ness o placement, make it necessary or the contrac-
tor to add contingencies that include these variations.
Volume—Cubic yard methods would be more appro-
priate or riprap that is produced rom onsite loca-
tions, or gathered eld stone, quarried rock sold by
the truck load, and other situations where a certied
scale is not readily available. It would also be ap-
propriate or small quantities o rock where quantity
measurement is not complex or a major task. Cubic
yard methods can also be an advantage where the rip-
rap end section is uniorm or long reaches on larger
projects. The elimination o the need to keep track o
delivery tickets may be a considerable timesavings.
Cubic yard methods can be expected to impose some
contingency considerations rom the contractor be-
cause o the necessity to convert rom tons to cubic
yards in quantity estimation.
Methods 1, 2, and 3—Provide various means o
measurement and are intended or use where lter or
bedding aggregate, i any, is to be paid or as a sepa-
rate item.
Method 4—Intended or use where lter or bedding
aggregate is a minor item and payment or it is to beincluded in the payment or rock riprap.
Methods 5 and 6—Intended or use when geotextile
lters are specied or when no lter, bedding aggre-
gate, or geotextile are specied.
When all methods but one are deleted or use in a
contract specication, delete rom the last paragraph
All Methods The ollowing provisions apply toall methods o measurement and payment. Let
justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 61–3, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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61–1(210–VI–NEH, January 2009)
1. Scope
The work shall consist o the construction o rock riprap revetments and blankets, including lter or bedding
where specied.
2. MaterialRock riprap shall conorm to the requirements o Material Specication 523, Rock or Riprap, or i so specied,
shall be obtained rom designated sources. It shall be ree rom dirt, clay, sand, rock nes, and other material not
meeting the required gradation limits.
At least 30 days beore rock is delivered rom other than designated sources, the contractor shall designate in writ-
ing the source rom which rock material will be obtained and provide inormation satisactory to the contracting
ocer that the material meets contract requirements. The contractor shall provide the contracting ocer's techni-
cal representative (COTR) ree access to the source or the purpose o obtaining samples or testing. The size and
grading o the rock shall be as specied in section 8.
Rock rom approved sources shall be excavated, selected, and processed to meet the specied quality and gradingrequirements at the time the rock is installed.
Based on a specic gravity o 2.65 (typical o limestone and dolomite) and assuming the individual rock is shaped
midway between a sphere and a cube, typical size/weight relationships are:
Sieve size
o rock
Approx. weight
o rock
Weight o test pile
16 inches 300 pounds 6,000 pounds
11 inches 100 pounds 2,000 pounds
6 inches 15 pounds 300 pounds
When specied in Section 8 or when it is necessary to veriy the gradation o the rock riprap, a particle size analysisshall be perormed in accordance with ASTM D5519, Test Method A or B. The analysis shall be perormed at the
work site on a test pile o representative rock. The mass o the test pile shall be at least 20 times the mass o the
largest rock in the pile.
The results o the test shall be compared to the gradation required or the project. Test pile results that do not meet
the construction specications shall be cause or the rock to be rejected. The test pile that meets contract require-
ments shall be let on the job site as a sample or visual comparison. The test pile shall be used as part o the last
rock riprap to be placed.
Filter or bedding aggregates when required shall conorm to Material Specication 521, Aggregates or Drainll
and Filters, unless otherwise specied. Geotextiles shall conorm to Material Specication 592, Geotextile.
3. Subgrade preparationThe subgrade surace on which the rock riprap, lter, bedding, or geotextile is to be placed shall be cut or lled and
graded to the lines and grades shown on the drawings. When ll to subgrade lines is required, it shall consist o ap-
proved material and shall conorm to the requirements o the specied class o earthll.
Construction Specifcation 61—Rock Riprap
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Rock riprap, lter, bedding, or geotextile shall not be placed until the oundation preparation is completed and the
subgrade surace has been inspected and approved.
4. Equipment-placed rock riprapThe rock riprap shall be placed by equipment on the surace and to the depth specied. It shall be installed to the
ull course thickness in one operation and in such a manner as to avoid serious displacement o the underlying
material. The rock or riprap shall be delivered and placed in a manner that ensures the riprap in place is reason-
ably homogeneous with the larger rocks uniormly distributed and rmly in contact one to another with the smaller
rocks and spalls lling the voids between the larger rocks. Some hand placing may be required to provide a neat
and uniorm surace.
Rock riprap shall be placed in a manner to prevent damage to structures. Hand placing is required as necessary to
prevent damage to any new and existing structures.
5. Hand placed rock riprapThe rock riprap shall be placed by hand on the surace and to the depth specied. It shall be securely bedded with
the larger rocks rmly in contact one to another without bridging. Spaces between the larger rocks shall be lled
with smaller rocks and spalls. Smaller rocks shall not be grouped as a substitute or larger rock. Flat slab rock shall
be laid on its vertical edge except where it is laid like paving stone and the thickness o the rock equals the speci-
ed depth o the riprap course.
6. Filter or beddingWhen the contract species lter, bedding, or geotextile beneath the rock riprap, the designated material shall be
placed on the prepared subgrade surace as specied. Compaction o lter or bedding aggregate is not required, but
the surace o such material shall be nished reasonably smooth and ree o mounds, dips, or windrows.
7. Measurement and payment Method 1—For items o work or which specic unit prices are established in the contract, the quantity o each
type o rock riprap placed within the specied limits is computed to the nearest ton by actual weight. The volume
o each type o lter or bedding aggregate is measured within the specied limits and computed to the nearest
cubic yard by the method o average cross-sectional end areas. For each load o rock riprap placed as specied, the
contractor shall urnish to the COTR a statement-o-delivery ticket showing the weight to the nearest 0.1 ton.
Payment is made at the contract unit price or each type o rock riprap, lter, or bedding. Such payment is consid-
ered ull compensation or completion o the work.
Method 2—For items o work or which specic unit prices are established in the contract, the quantity o each
type o rock riprap placed within the specied limits is computed to the nearest 0.1 ton by actual weight. The
quantity o each type o lter or bedding aggregate delivered and placed within the specied limits is computed to
the nearest 0.1 ton. For each load o rock riprap placed as specied, the contractor shall urnish to the engineer a
statement-o-delivery ticket showing the weight to the nearest 0.1 ton. For each load o lter or bedding aggregate,
the contractor shall urnish to the COTR a statement-o-delivery ticket showing the weight to the nearest 0.1 ton.
Payment is made at the contract unit price or each type o rock riprap, lter, or bedding. Such payment is consid-
ered ull compensation or completion o the work.
Method 3—For items o work or which specic unit prices are established by the contract, the volume o each
type o rock riprap and lter or bedding aggregate is measured within the specied limits and computed to the
nearest cubic yard by the method o average cross-sectional end areas.
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61–3(210-VI-NEH, January 2009)
Payment is made at the contract unit price or each type o rock riprap, lter, or bedding. Such payment is consid-
ered ull compensation or completion o the work.
Method 4—For items o work or which specic unit prices are established by the contract, the volume o each
type o rock riprap, including lter and bedding aggregate, is measured within the specied limits and computed to
the nearest cubic yard by the method o average cross-sectional end areas.
Payment is made at the contract unit price or each type o rock riprap, including lter and bedding. Such payment
is considered ull compensation or completion o the work.
Method 5—For items o work or which specic unit prices are established by the contract, the quantity o each
type o rock riprap placed within the specied limits is computed to the nearest ton by actual weight. For each load
o rock or riprap placed as specied, the contractor shall urnish to the COTR a statement-o-delivery ticket show-
ing the weight to the nearest 0.1 ton.
Payment is made at the contract unit price or each type o rock riprap, including geotextile used or lter or bed-
ding. Such payment is considered ull compensation or completion o the work.
Method 6—For items o work or which specic unit prices are established by the contract, the volume o each
type o rock riprap is measured within the specied limits and computed to the nearest cubic yard by the method
o average cross-sectional end areas.
Payment is made at the contract unit price or each type o rock riprap, including geotextile used or lter or bed-
ding. Such payment is considered ull compensation or completion o the work.
All methods—The ollowing provision applies to all methods o measurement and payment. Compensation or
any item o work described in the contract, but not listed in the bid schedule, is included in the payment or the
item o work to which it is made subsidiary. Such items and the items to which they are made subsidiary are identi-
ed in section 8.
No separate payment is made or testing the gradation o the test pile. Compensation or testing is included in the
appropriate bid item or riprap.
8. Items o work and construction details
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
61–4 (210-VI-NEH, January 2009)
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National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009) 62–I–1
1. ApplicabilityConstruction Specication 62 is applicable to the
placement o grouted rock riprap on channel slopes
and in other designated areas.
2. Material specifcationsThe ollowing material specications complement
Construction Specication 62:
521—Aggregates or Drainll and Filters
522—Aggregates or Portland Cement Concrete
523—Rock or Riprap
531—Portland Cement532—Supplementary Cementitious Materials
533—Chemical Admixtures or Concrete
534—Concrete Curing Compound
592—Geotextile
Construction Specications 31, 32, and 95 also comple-
ment Construction Specication 62.
3. Included itemsItems to be included in construction specications and
drawings ollow:
a. Complete plans and cross-sections clearlydening the grouted rock riprap requirements.
b. Pay limits, where applicable.
c. Gradation o rock.
d. Gradation o lter or bedding materials, i used.
e. Location o weep holes and pipe material or
weep holes, i used.
. Placement tolerances.
g. Design o grout mix together with the slump
range and amount o air content.
h. Type o cement.
i. Type o admixtures, i any.
j. Gradation o coarse aggregate.
k. Designate equipment-placed or hand-placed
rock.
l. Designate i grout is to be placed or pumped.
m. Method o measurement and payment.
4. MethodsSection 4, Placement o rock riprap
Method 1—Intended or use when rock placement
operations that may cause some displacement o the
lter or bedding material is not critical. Access to the
site or dumping by hauling and placing equipment is
reasonable.
Method 2—Intended or sites with limited access by
hauling and placement equipment. This method should
be considered when using geotextile lter material
and sharp angular rock so puncture o the geotextile
can be minimized. Hand-placed operations should be
considered on steeper slopes.
Section 12, Measurement and payment
Method 1—Intended or use when the volume o rip-
rap and grout, together with the lter or bedding mate-
rial when used, is computed as one quantity and paidor at the contract unit price or grouted rock riprap.
Method 2—Intended or use when the volume o
riprap, the volume o lter or bedding, the volume o
concrete grout, and the area o geotextile are comput-
ed and paid as separate items.
Method 3—Intended or use when the actual weight
o rock and lter/bedding material delivered is de-
termined and paid to the nearest 0.1 ton, the grout
volume is determined and paid to the nearest 0.1 cubic
yard rom batch volumes delivered, and the geotextileis determined and paid to the nearest square yard.
Instruction or use
Construction Specifcation 62—Grouted Rock Riprap
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National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009)62–I–2
When specications are prepared using electronic
procedures and all methods but one are deleted or
use in a contract specication, delete rom the last paragraph, All Methods The ollowing provisions
apply to all methods o measurement and pay-
ment. Let justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 62–6, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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1. Scope
The work consists o urnishing, transporting, and the installation o grouted rock riprap revetments and blankets,
including lter or bedding where specied.
2. MaterialRock or riprap shall conorm to the requirements o Material Specication 523, or, i so specied, shall be obtained
rom designated sources. It shall be ree rom dirt, clay, sand, rock nes, and other material not meeting the re-
quired gradation limits.
At least 30 days beore rock is delivered rom other than designated sources, the contractor shall designate, in writ-
ing, the source rom which rock material will be obtained and provide inormation satisactory to the engineer that
the material meets contract requirements. The contractor shall provide the engineer ree access to the source or
the purpose o obtaining samples or testing. The size and grading o the rock shall be as specied in section 13 o
this specication.
Rock rom approved sources shall be excavated, selected, and processed to meet the specied quality and grading
requirements at the time the rock is installed.
When specied in section 13 o this specication or when requested by the contracting ocer, a gradation quality
control check shall be made by the contractor and subject to inspection by the engineer. The test shall be per-
ormed at the work site in accordance to ASTM D 5519 Test Method B Size, Size-Range Grading, on a test pile o
representative rock. The weight or size o the test pile shall be large enough to ensure a representative gradation o
rock rom the source and to provide test results within a 5 percent accuracy.
Based on a specic gravity o 2.65 (typical o limestone and dolomite), and assuming the individual rock is shaped
midway between a sphere and a cube, typical size/weight relationships are:
Sieve size Approx. weight
o rock
Weight o
test pile
16 inches 300 pounds 6,000 pounds
11 inches 100 pounds 2,000 pounds
6 inches 15 pounds 300 pounds
The results o the test shall be compared to the gradation required or the project. Test pile results that do not meet
the construction specications shall be cause or the rock to the rejected. The test pile that meets contract require-
ments shall be let on the job site as a sample or visual comparison. The test pile shall be used as part o the last
rock riprap to be placed.
Filter or bedding aggregates, when required, shall conorm to Material Specication 521, Aggregates or Drainll
and Filters, unless otherwise specied.
Portland cement shall conorm to the requirements o Material Specication 531 or the specied type.
Construction Specifcation 62—Grouted Rock Riprap
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Pozzolan conorming to Specication ASTM C 618, Class C or F, in amounts not to exceed 25 percent based on
absolute volume, may be substituted or an equivalent amount o portland cement in the grout mixture unless oth-
erwise specied in section 13 o this specication.
Aggregates shall conorm to the requirements o Material Specication 522, Aggregates or Portland Cement Con-
crete, except that the grading or coarse aggregate shall be as specied in section 13 o this specication.
Water shall be clean and ree rom injurious amounts o oils, acid, alkali, organic matter, or other deleterious sub-
stances.
Air-entraining admixtures shall conorm to the requirements o Material Specication 533, Chemical Admixtures
or Concrete.
Curing compound shall conorm to the requirements o Material Specication 534, Concrete Curing Compound.
Other admixtures, when required, shall be as specied in section 13 o this specication.
Geotextiles shall conorm to the requirements o Material Specication 592.
3. Subgrade preparation
The subgrade surace on which the grouted rock riprap, lter, bedding, or geotextile is to be placed shall be cutor lled and graded to the lines and grades shown on the drawings. When ll to subgrade lines is required, it shall
consist o approved material and shall conorm to the requirements o the specied class o earthll.
Rock riprap, lter, bedding, or geotextile shall not be placed until the oundation preparation is completed and the
subgrade surace has been inspected and approved.
4. Placement o rock riprap Method 1 Equipment-placed rock—The rock riprap shall be placed by equipment on the surace and to the
depth specied. It shall be installed to the ull section thickness in one operation and in such a manner as to avoid
serious displacement o the underlying material. The rock or riprap shall be delivered and placed in a manner that
ensures that the riprap in place shall be reasonably homogeneous with the larger rocks uniormly distributed and
rmly in contact one to another with the smaller rocks and spalls lling the voids between the larger rocks. Somehand placing may be required to provide a neat and uniorm surace.
Rock riprap shall be placed in a manner to prevent damage to structures. Hand placing is required as necessary to
prevent damage to any new and existing structures.
Method 2 Hand-placed rock—The rock riprap shall be placed by hand on the surace and to the depth specied.
It shall be securely bedded with the larger rocks rmly in contact one to another without bridging. Spaces between
the larger rocks shall be lled with smaller rocks and spalls. Smaller rocks shall not be grouped as a substitute or
larger rock. Flat slab rock shall be laid on its vertical edge except where it is installed like paving stone and the
thickness o the rock equals the specied depth o the riprap section.
5. Filter or beddingWhen the contract species lter, bedding, or geotextile beneath the rock riprap, the designated material shall be
placed on the prepared subgrade surace as specied. Compaction o lter or bedding aggregate is not required, but
the surace o such material shall be nished reasonably smooth and ree o mounds, dips, or windrows.
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6. Design o the grout mixThe mix proportions or the grout mix shall be as specied in the construction details in section 13 o this specica-
tion. During installation, the engineer may require adjustment o the mix proportions whenever necessary. The mix
shall not be altered without the approval o the engineer.
7. Handling and measurement o grout materialMaterial shall be stockpiled and batched by methods that prevent segregation or contamination o aggregates and
ensure accurate proportioning o the mix ingredients.
Except as otherwise provided in section 13 o this specication, cement and aggregates shall be measured as ol-
lows:
• Cementshallbemeasuredbyweightorinbagsof94poundseach.Whencementismeasuredinbags,no
raction o a bag shall be used unless weighed.
• Aggregatesshallbemeasuredbyweight.Mixproportionsshallbebasedonthebatchweightofeachaggre-
gate saturated, surace-dry weight plus the weight o surace moisture it contains at the time o batching.
• Watershallbemeasured,byvolumeorbyweight,toanaccuracywithin1percentofthetotalquantityof
water required or the batch.
• Admixturesshallbemeasuredwithinalimitofaccuracyofplusorminus3percent.
8. Mixers and mixingThe mixer, when operating at capacity, shall be capable o combining the ingredients o the grout mix into a thor-
oughly mixed and uniorm mass and o discharging the mix with a satisactory degree o uniormity.
The mixer shall be operated within the limits o the manuacturer's guaranteed capacity and speed o rotation.
The time o mixing ater all cement and aggregates have been combined in the mixer shall be a minimum o 1
minute or mixers having a capacity o 1 cubic yard or less. For larger capacity mixers, the minimum time shall be
increased 15 seconds or each cubic yard or raction thereo o additional capacity. The batch shall be so charged
into the mixer that some water will enter in advance o the cement and aggregates, with the balance o the mixing
water introduced into the mixer beore a ourth o the total minimum mixing time has elapsed.
When ready-mix grout is urnished, the contractor shall urnish to the engineer at the time o delivery a ticket
showing the time o loading and the quantities o material used or each load o grout mix delivered.
No mixing water in excess o the amount required by the approved job mix shall be added to the grout mix during
mixing or hauling or ater arrival at the delivery point.
9. Conveying and placingThe grout mix shall be delivered to the site and placed within 1.5 hours ater the introduction o the cement to
the aggregates. In hot weather or under conditions contributing to accelerated stiening o the concrete, the time
between the introduction o the cement to the aggregates and complete discharge o the grout batch shall be a
maximum o 45 minutes. The engineer may allow a longer time provided the setting time o the grout is increased a
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corresponding amount by the addition o an approved set-retarding admixture. In any case concrete shall be con-
veyed rom the mixer to the nal placement as rapidly as practicable by methods that prevent segregation o the
aggregates, loss o mortar, displacement o the rock riprap, or a combination o these.
Grout mix shall not be allowed to ree all more than 5 eet unless suitable equipment is used to prevent segrega-
tion.
The grout mix shall not be placed until the rock riprap has been inspected and approved by the engineer or the
placement o grout.
Rock to be grouted shall be kept moist or a minimum o 2 hours beore grouting.
The rock riprap shall be fushed with water beore placing the grout to remove the nes rom the rock suraces.
The rock shall be kept moist beore the grouting and without placing in standing or fowing water. Grout placed on
inverts or other nearly level areas may be placed in one operation. On slopes, the grout shall be placed in two near-
ly equal applications consisting o successive lateral strips about 10 eet in width starting at the toe o the slope and
progressing upward. The grout shall be delivered to the place o nal deposit by approved methods and discharged
directly on the surace o the rock. A metal or wood splash plate is used to prevent displacement o the rock direct-
ly under the grout discharge. The fow o grout shall be directed with brooms, spades, or bafes to prevent grout
rom fowing excessively along the same path and to assure that all intermittent spaces are lled. Sucient barring
shall be conducted to loosen tight pockets o rock and otherwise aid in the penetration o grout to ensure the grout
ully penetrates the total thickness o the rock blanket. All brooming on slopes shall be uphill. Ater the grout has
stiened, the entire surace shall be rebroomed to eliminate runs and to ll voids caused by sloughing. The surace
nish, ollowing the completion o grout installation, shall consist o one-third o the rock extended above the level
o grout. The exposed rock will not have a plastered appearance.
Ater completion o any strip or panel, no individual(s) or equipment shall be permitted on the grouted surace or
24 hours. The grouted surace shall be protected rom injurious action by the sun, rain, fowing water, mechanical
injury, or other potential damaging activity.
10. Curing and protectionThe completed nished surace shall be prevented rom drying or a minimum curing period o 7 days ollowing
placement. Exposed suraces shall be maintained in a moist condition continuously or the 7-day curing period or
until curing compound has been applied as specied in this section. Moisture shall be maintained by sprinkling,
fooding, or og spraying or by covering with continuously moistened canvas, cloth mats, straw, sand, or other ap-
proved material. Water or moist covering shall be used to protect the grout during the curing process without caus-
ing damage to the grout surace by erosion or other mechanisms that may cause physical damage.
The grouted rock may be coated with an approved curing compound as an alternative method to maintaining a con-
tinuous moisture condition during the curing period. The compound shall be sprayed on the moist grout surace as
soon as ree water has disappeared and all surace nishing has been completed. The compound shall be applied at
a minimum uniorm rate o 1 gallon per 175 square eet o surace and shall orm a continuous adherent membrane
over the entire surace. Curing compound shall not be applied to suraces requiring bond to subsequently placed
grout and/or concrete. I the membrane is damaged during the curing period, the damaged area shall be resprayed
at the rate o application specied or the original treatment.
Grout mix shall not be placed when the daily minimum temperature is less than 40 degrees Fahrenheit unless
acilities are provided to ensure that the temperature o the material is maintained at a minimum temperature o 50
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degrees Fahrenheit and not more than 90 degrees Fahrenheit during placement and the curing period. Grout mix
shall not be placed on a rozen surace. When reezing conditions prevail, rock to be grouted must be covered and
heated to within a range o 50 to 90 degrees Fahrenheit or a minimum o 24 hours beore placing grouting material.
11. Inspecting and testing resh groutThe grout material shall be checked and tested throughout the grouting operation. Sampling o resh grout shall be
conducted in conormance with ASTM C 172. The volume o each batch will be determined by methods prescribed
in ASTM C 138.
The engineer shall have ree access to all parts o the contractor's plant and equipment used or mixing and placing
grout during the period o the contract. Proper acilities shall be provided or the engineer to sample material and
view processes implemented in the mixing and placing o grout as well as or securing grout test samples. All tests
and inspections shall be conducted so that only a minimum o intererence to the contractor's operation occurs.
For ready-mixed grout, the contractor shall urnish to the engineer a statement-o-delivery ticket or each batch
delivered to the site. The ticket shall provide as a minimum: weight in pounds o cement, aggregates (ne and
coarse), water; weight in ounces o air-entraining agent; time o loading; and the revolution counter reading at the
time batching was started.
12. Measurement and payment Method 1—For items o work or which specic unit prices are established in the contract, the volume o grouted
rock riprap, including lter layers or bedding, is determined to the nearest cubic yard rom the specied thickness
shown on the drawings and the area on which acceptable placement has been installed. Payment or grouted rock
riprap is made at the contract unit price. Such payment is considered ull compensation or all labor, material,
equipment, and all other items necessary and incidental to the completion o the grouted rock riprap, lter layers
and bedding, and geotextile material.
Method 2—For items o work or which specic unit prices are established in the contract, the volume o riprap
and the volume o lter layers or bedding is determined to the nearest cubic yard rom the specied thickness
shown on the drawings and the area in which acceptable placement has been installed. The volume o grout is
determined rom the calculated batch volume and the number o mixed batches delivered to the site and placed in
accordance with the specication. The area o geotextile is determined to the nearest square yard rom measure-
ments o geotextile material installed according to the contract requirements. Payment is made at the contract unit price or each type o rock riprap, lter or bedding, concrete grout, and geotextile. Such payment is considered ull
compensation or all labor, material, equipment, and all other items necessary and incidental to the completion o
the work.
Method 3—For items o work or which specic unit prices are established in the contract, the quantity o each
type o rock riprap placed within the specied limits is computed to the nearest 0.1 ton by actual weight. The
quantity o each type o lter or bedding aggregate delivered and placed within the specied limits is computed to
the nearest 0.1 ton. For each load o rock riprap placed as specied, the contractor shall urnish to the engineer a
statement-o-delivery ticket showing the weight to the nearest 0.1 ton. For each load o lter or bedding aggregate,
the contractor shall urnish to the engineer a statement-o-delivery ticket showing the weight to the nearest 0.1 ton.
The volume o grout is determined rom the calculated batch volume and the number o mixed batches delivered
to the site and placed in accordance with the specications and drawings. The area o geotextile is determined to
the nearest square yard rom measurements o geotextile material installed according to the contract requirements.Payment is made at the contract unit price or each type o rock riprap, lter or bedding, concrete grout, and geo-
textile. Such payment is considered ull compensation or all labor, material, equipment, and all other items neces-
sary and incidental to the completion o the work.
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62–6 (210-VI-NEH, May 2001)
All methods—The ollowing provision applies to all methods o measurement and payment. Compensation or
any item o work described in the contract, but not listed in the bid schedule is included in the payment or the
item o work to which it is made subsidiary. Such items and the items to which they are made subsidiary are identi-
ed in section 13 o this specication.
13. Items o work and construction details
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National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009) 63–I–1
1. ApplicabilityConstruction Specication 63 is applicable to the treat-
ment o rock suraces. Included are the cleaning and
preparing o the suraces and the urnishing and plac-
ing o the treatment material. Where large volumes o
concrete are involved, or when desired, Construction
Specication 32 may be used as an alternative to this
specication. Treatment details would then be placed in
construction details or Construction Specication 32.
2. Material specifcations
The ollowing material specications complementConstruction Specication 63:
522—Aggregate or Portland Cement Concrete
531—Portland Cement
534—Concrete Curing Compound
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. Plan view showing location and extent o sur-
ace treatment.
b. Details or cleaning and treatment o cracks,and dental excavation.
c. Type o treatment including design o mix,
slump, air content, and special placement
methods when required.
d. Type o cement.
e. Type o admixtures, include necessary material
specications.
. Gradation o coarse aggregate.
g. Slope limitations or the nished surace(s),
as determined by site topography, plasticity o
available ll material, embankment zoning, and
other design considerations, stated as ollows:
Except or small local areas, the slope o the
nished surace shall not be steeper than ____
horizontal to _____ vertical. Steeper suraces
extending not more than ____ eet, measured
vertically, are permitted.
h. Method o curing and protection in section 8.
i. Method o measurement and payment in sec-tion 9.
4. MethodsSection 8, Curing and protection
Method 1—Treatment o rock suraces is intended to
remove surace irregularities that could contribute to
nonuniorm installation o earth material.
Method 2—Treatment o rock suraces is an integral
phase to ensure blending and/or bonding o surace
treatment and the proposed earth embankments.Water-tightness and the reduction o potential seep-
age paths are major design considerations. (See gure
63–1.)
Section 9, Measurement and payment
Method 1—Intended or use when the area to be
treated is not ully denable and the ull extent o
treatment needs to be determined at the time o instal-
lation. This method applies to rock suraces that have
signicant irregularities and are not readily deter-
mined beore installation.
Method 2—Intended or use when the area to be
treated is clearly denable and the extent o treatment
has been determined. This method applies to rock
suraces that can be viewed and where the extent o
treatment will not vary.
Instruction or use
Construction Specifcation 63—Treatment o Rock
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Chapter 2
(210-VI-NEH, January 2009)63–I–2
When specications are prepared using electronic pro-
cedures and all methods but one are deleted or use in
a contract specication, delete rom the last paragraph All Methods The ollowing provisions apply to
all methods o measurement and payment. Let
justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 63–4, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
1 1/2 inSlurry concrete Top of sound
rock
Thin surface cracksThin surface cracks
1 1/2 - 3 in
Open fissures
Top of sound rock
6 in
Slurry or dental concretedepending on size of opening
Twice the width of fissure, 6 in. minimum.
Holes or solution channels
Top of sound rock
Dental concrete
Overhangs and irregular suraces
Top o sound rock
Dental concrete
Figure 63–1 Typical treatments o rock suraces
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(210-VI-NEH, May 2001) 63–1
1. ScopeThis work consists o preparing and cleaning the designated rock suraces, including the specied dental excava-
tion, and the urnishing and placing o the specied treatment material or either dental or slurry grout.
2. MaterialPortland cement shall conorm to the requirements o Material Specication 531 or the type specied in section10 o this specication.
Pozzolans conorming to the ASTM C 618, Class C or F, may be used in amounts not to exceed 25 percent, based
on absolute volume, to substitute or an equal amount o portland cement in the concrete grout mixture, unless
otherwise specied in section 10 o this specication.
Aggregates shall conorm to the requirements o Material Specication 522, Aggregates or Portland Cement Con-
crete, except that the grading or coarse aggregate shall be as specied in section 10 o this specication.
Water shall be clean and ree rom injurious amounts o oil, acid, alkali, organic matter, or other deleterious sub-
stances.
Admixtures, when specied, shall be o the type and quality specied in section 10 o this specication.
Curing compound shall conorm to the requirements o Material Specication 534, Concrete Curing Compound.
3. Preparation and cleaning Ater excavation o the overburden has been completed, the rock suraces shall be thoroughly cleaned and dewa-
tered. All loose rock, ledges, and overhangs exposed during preparation o the rock suraces shall be removed.
Suraces exceeding the slope limitations specied in section 10 o this specication shall be eliminated by excava-
tion or by lling with concrete as described in section 7 o this specication.
Dental excavation shall consist o the removal o all soil and sot or loose rock rom cracks, ssures, holes, and
solution channels exposed during excavation activities. The extent o the dental excavation shall be as shown onthe drawings with onsite adjustments as determined by the engineer.
Rock suraces shall be cleaned by air-water cutting, water jetting, wire brush scrubbing, or other suitable methods
determined necessary to obtain an acceptable surace. No surace treatment material shall be applied until rock
suraces have been inspected and approved.
Rock suraces shall be ree o standing or running water during the placement o surace treatment material.
4. Design o surace treatment materialThe treatment material and mix proportions shall be as specied in section 10 o this specication. During the sur-
ace treatment operation, the engineer may require adjustment o the mix proportions. The mix shall not be altered
without the approval o the engineer.
Construction Specifcation 63—Treatment o Rock Suraces
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5. Handling and measurement o materialMaterial shall be stockpiled and batched by methods that prevent segregation or contamination o aggregates and
ensure accurate measurement and proportioning o the mix ingredients.
Except as otherwise provided in section 10 o this specication, cement and aggregates shall be measured as ol-
lows:
a. Cement shall be measured by weight or in bags o 94 pounds each. When cement is measured in bags, no
raction o a bag shall be used unless properly weighed.
b. Aggregates shall be measured by weight. Mix proportions shall be based on saturated, surace-dry weights.
The batch weight o each aggregate shall be required saturated, surace-dry weight plus the weight o the
surace moisture it contains at the time o batching.
c. Water shall be measured, by volume or weight, to an accuracy within 1 percent o the total quantity o water
required or the batch.
d. Admixtures shall be measured within a limit o accuracy o 3 percent.
6. Mixers and mixingThe mixer, when operating at capacity, shall be capable o combining the ingredients o the concrete into a thor-
oughly mixed and uniorm mass and o discharging the mix with a satisactory degree o uniormity.
The mixer shall be operated within the limits o the manuacturer's guaranteed capacity and speed o rotation.
The time o mixing, ater all cement and aggregates are combined in the mixer, shall be a minimum o 1 minute or
mixers having a capacity o 1 cubic yard or less. For larger capacity mixers, the minimum time shall be increased
15 seconds or each cubic yard or raction thereo o additional capacity. The batch shall be so charged into the
mixer that some water enters beore the cement and aggregates, with the balance o the mixing water introduced
into the mixer beore a ourth o the total mixing time has elapsed.
No mixing water in excess o the amount required by the approved job mix shall be added to the grout mix during
mixing or hauling or ater arrival at the delivery point.
7. Conveying and placingSurace treatment material shall be delivered to the site and placed within 1.5 hours ater the introduction o the
cement to the aggregates. In hot weather or under conditions contributing to accelerated stiening o the concrete,
the time between the introduction o the cement to the aggregates and complete discharge o the concrete shall be
a maximum o 45 minutes. The engineer may allow a longer period i the setting time o the concrete is increased
a corresponding amount by the addition o an approved set-retarding admixture. In any case concrete shall be
conveyed rom the mixer to the nal placement as rapidly as practical by methods that prevent segregation o the
aggregates, loss o mortar, or both.
Concrete shall not be allowed to ree all more than 5 eet unless suitable equipment is used to prevent segregation.
Surace treatment material shall not be placed until the rock suraces have been inspected and approved by the
engineer.
All cracks, ssures, solution channels, and other suraces within the designated area shall be treated as shown on
the drawings. Suraces to be treated shall be kept moist or at least 2 hours beore treatment.
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Concrete shall be lled against any specied remaining rock suraces that exceed the slope limitations and shall be
shaped so that no part o the nished surace exceeds these limitations.
Material placed in cracks, ssures, and solution channels shall be consolidated by vibration, spading, or tamping as
necessary to assure complete lling o the void.
8. Curing and protection Method 1—The surace o treatment material shall be prevented rom drying or a minimum curing period o 7
days ater placement. Exposed suraces shall be maintained in a moist condition continuously or the 7-day cur-
ing period or until curing compound has been applied as specied in this section. Moisture shall be maintained by
sprinkling, fooding, or og spraying or by covering with continuously moistened canvas, cloth mats, straw, sand,
or other acceptable material. Water or moist covering shall be used to protect the concrete treatment during the
curing process without causing damage to the treatment surace by erosion or other mechanisms that may cause
physical damage.
The concrete treatment material may be coated with an approved curing compound as an alternative method to
maintaining a continuous moisture condition during the curing period. The compound shall be sprayed on the
moist treatment suraces as soon as ree water has disappeared and all surace nishing has been completed. The
compound shall be applied at a minimum uniorm rate o 1 gallon per 175 square eet o surace and shall orm a
continuous adherent membrane over the entire treated surace. Curing compound shall not be applied to suraces
requiring bond to subsequently placed grout or concrete. I the membrane is damaged during the curing period, thedamaged area shall be resprayed at the rate application specied or the original treatment.
Backlling operations shall not commence or a minimum period o 24 hours ollowing the placement o concrete
treatment unless otherwise specied.
Method 2—A minimum earth cover o 1.5 eet depth shall be placed and compacted beore the rock surace treat-
ment material (concrete) has established an initial set. The earth cover may be placed on the concrete with a
dragline or hoe, or it can be bladed onto the treated surace by lightweight dozer or similar equipment operating
rom a covered and compacted surace. Compaction shall be accomplished by pneumatic-tired equipment or by an
alternative method that provides an equivalent density.
Use with either method—No backll material shall be placed until the treated suraces have been inspected and
approved by the engineer.
Surace treatment material shall not be placed when the daily minimum temperature is less than 40 degrees Fahr-
enheit unless acilities are provided to ensure that the temperature o the material is maintained at a minimum
temperature o 50 degrees Fahrenheit and not greater than 90 degrees Fahrenheit during placement and the curing
period. Concrete treatment material shall not be placed on a rozen surace. When reezing conditions prevail, rock
suraces to be treated must be covered and heated to within a range o 50 to 90 degrees Fahrenheit or a minimum
period o 24 hours beore placing concrete treatment material.
9. Measurement and payment Method 1—For items o work or which specic unit prices are established in the contract, the area o rock surac-
es to be prepared, cleaned, and treated is measured to the nearest square yard within the limits established by the
engineer. The volume o surace treatment material placed within the established limits is computed to the nearest0.1 cubic yard o concrete placed. Payment is made at the contract unit price or surace preparation, cleaning,
and installation o surace treatment material. Such payment constitutes ull compensation o all labor, equipment,
material, and all other items necessary and incidental to the completion o the work.
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Method 2—For items o work or which specic unit prices are established in the contract, the area o rock sur-
aces to be prepared, cleaned, and treated will not be measured. The volume o surace treatment material deliv-
ered and properly installed to treat rock suraces is determined to the nearest 0.1 cubic yard. Areas to be treated
are shown on the drawings with the nal extent o rock surace treatment to be determined by the engineer. The
volume o any waste or otherwise unsuitable material is determined by procedures established by the engineer and
deducted rom the volume o concrete delivered to the site. Payment is made at the contract unit price or surace
preparation, cleaning, and installation o surace treatment material. Such payment constitutes ull compensation
o all labor, equipment, material, and all other items necessary and incidental to the completion o the work.
All methods—For each load o concrete delivered to the site or placement as rock treatment material, the con-
tractor shall urnish to the engineer a delivery ticket at the time o delivery, This ticket shall provide as a minimum:
Weights in pounds o cement, aggregates (ne and coarse), pozzolan (i used), and water; weight in ounces o air-
entraining agent; time o loading; and, the revolution counter reading at the time batching was started.
Compensation or any item o work described in the contract, but not listed in the bid schedule is included in the
payment or the item o work to which it is made subsidiary. Such items and the items to which they are made sub-
sidiary are identied in section 10 o this specication.
10. Items o work and construction details
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1. ApplicabilityConstruction Specication 64 is applicable to the in-
stallation o wire mesh gabions and gabion mattresses,
including bedding, lter, or geotextile where specied.
2. Material specifcationsThe ollowing material specications complement
Construction Specication 64:
521—Aggregates or Drainll and Filters
523—Rock or Riprap
592—Geotextile
Construction Specication 95, Geotextile, also comple-
ments this specication.
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. Complete drawings showing alignment, layout,
size o gabions or gabion mattresses, interior
support details, lacing, connecting or astening
plans as applicable, and any other related ap-
purtenances or details.
b. Where the type o gabion constructed is re-
stricted to only one type, speciy the type:
twisted or welded-mesh. I either twisted or
welded-mesh may be used, state that the gabi-
ons and gabion mattresses may be constructed
o either twisted or welded-mesh.
c. Speciy in section 7 the class o wire. Gabions
and gabion mattresses are classied in the ap-
plicable ASTM standard (A974 or welded-wire
or A975 or twisted-wire) according to coating.
For welded-wire, speciy coating Style 1, 2, 3,
or 4 and select Style 5 i the wire is to be PVCcoated. For twisted-wire, speciy coating Style
1, 2, 3, or 4. For example, “Welded-wire shall
be zinc-coated and coated with PVC (ASTM
A974 Styles 1 and 5 or Styles 2 and 5). Twisted-
wire shall be zinc-coated and coated with PVC
(ASTM A975 Style 3).” Zinc coated wire with a
PVC coating is adequate or most applications.
For welded-wire there is a choice o wire that is
Instruction or use
Construction Specifcation 64—Gabions and Gabion Mattresses
coated beore being welded into a abric (Style
1) or wire that is coated ater being welded into
a abric (Style 2). Either style is acceptable.
Aluminum and zinc coated wire with no PVC
coating has perormed well in arid climates.
Aluminum-mishmetal alloy (Zn–5A1–MM)
coated wire should be specied or marine and
other corrosive environments.
d. List specic requirements such as coating color
or non-standard wire size or mesh openings, as
applicable.
e. When ll is required, speciy material and com-
paction requirements in section 7. I material
and compaction requirements are specied in
Construction Specication 23, Earthll, reer-
ence this specication in section 7.
. Details o bedding, lter material, and/or
geotextile including gradation or material,
compaction requirements o material, class o
geotextile, and any special requirements. Reer
to the respective construction specications as
applicable. Both types o gabions perorm best
when placed on relatively smooth and unyield-
ing oundations. A coarse aggregate or a stone
leveling course can be successully used under
gabions to provide good support and grade
control.
g. Source o rock and prequalication o rock
sources as appropriate.
h. Rock size i dierent than that specied in sec-
tion 2.
i. Requirements or concrete cap, i applicable,
including location and placement details. In-
clude and reer to Construction Specications
31, 32, or 33 as necessary.
j. Rockll and lid closure requirements or gabi-
ons placed on a slope to serve as a chute with
fow down the top surace. These gabions must
be lled as densely as possible to avoid move-
ment and distortion during design fow events.
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k. The specied batter to the ront ace o verti-
cal gabion walls. A minimum wall batter o 6
degrees is recommended (1 horizontal to 10 vertical). Where possible, design stepped aced
gabion walls instead o vertical aced walls.
l. Method o measurement and payment in sec-
tion 7.
4. Methods
Section 7, Measurement and payment
Method 1—Use when payment is to be made or
gabions or gabion mattresses and rock ller. Bedding,
lter, or geotextile is to be paid under a separate item.
Method 2—Use when payment is made or gabions or
gabion mattresses and rock ller including the bedding
or lter and geotextile. Include a description o the
subsidiary items in section 7 o this specication and
in the items o work and construction details o the ap-
propriate companion construction specication.
Method 3—Use when payment is to be made or
gabion mattresses and rock ller. Bedding, lter, or
geotextile is to be paid under a separate item o work.
Method 4—Used when payment is made or com-
pleted gabion mattresses and rock ller including the
bedding or lter and geotextile. Include a descriptiono the subsidiary items in section 7 and in the items
o work and construction details o the appropriate
companion construction specication.
When only one method is specied, delete rom the
last paragraph All Methods—The ollowing provi-
sions apply to all methods o measurement and
payment. Let justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 64–4, prepare and outline
job specic "Items o Work and Construction Details"(IWCD) in accordance with these instructions.
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1. Scope
The work consists o urnishing, assembling, and installing rock lled wire mesh gabions and gabion mattresses.
Gabions are at least 12 inches high. Gabion mattresses are no more than 12 inches high.
2. Material
Gabions and gabion mattresses shall consist o rectangular wire mesh ormed containers lled with rock. The wire
coating shall be as specied in section 7.
Twisted-mesh—Nonraveling, double twisted, hexagonal wire mesh consisting o two wires twisted together in
two 180-degree turns. Twisted-mesh, asteners, and stieners shall conorm to the requirements o ASTM A975.
Welded-mesh—Welded mesh with a uniorm square or rectangular pattern and a resistance weld at each intersec-
tion. Welded-mesh and stieners shall conorm to the requirements o ASTM A974 with the exception that welded-
mesh may be delivered in component orm, either rolled or stacked, or assembly at the job site.
Spiral binders are the standard astener or welded-mesh gabions and gabion mattresses. Spiral binders shall
conorm to the requirements o ASTM A974. Alternate asteners or use with welded-mesh gabions and gabionmattresses, such as ring asteners or lacing wire, shall be ormed rom wire meeting the same quality and coating
thickness requirements as specied or the gabions and gabion mattresses. Ring asteners shall be made o stain-
less steel. Standard asteners and alternate asteners must provide the minimum strength per lineal oot that is
specied in ASTM A974 or gabions and gabion mattresses.
Rock—Rock shall conorm to the quality requirements in Material Specication 523, Rock or Riprap, unless oth-
erwise specied in Section 7. At least 85 percent o the rock particles, by weight, shall be within the predominant
rock size range.
Gabion basket
or mattress
height
Predominant
rock size
(in)
Minimum rock
dimension
(in)
Maximum rock
dimension
(in)
12-, 18-, or 36-inch basket 4 to 8 4 8
6-, 9-, or 12-inch mattress 3 to 6 3 6
At least 30 days beore delivery to the site, the contractor shall submit in writing the source rom which the rock
will be obtained, test data, and other inormation needed to document that the rock meets the requirements o
this specication. The contractor shall provide the engineer ree access to the source or the purpose o obtaining
samples or testing.
Bedding or flter material—Bedding or lter material, when specied, shall meet the gradation shown on the
plans, or as specied in section 7, and the requirements o Material Specication 521, Aggregates or Drainll and
Filters. Geotextile, when specied, shall conorm to the requirements specied in section 7 and those o Material
Specication 592, Geotextile.
3. Foundation preparation
The oundation on which the gabions and gabion mattresses are to be placed shall be cut or lled and graded to the
lines and grades shown on the drawings. Surace irregularities, loose material, vegetation, and all oreign matter
shall be removed rom the oundation. When ll is required, it shall consist o material conorming to the require-
ments specied in Section 7. Fill shall be compacted as specied in Section 7. Gabions, gabion mattresses, and
bedding or geotextiles shall not be placed until the oundation meets the requirements o this specication.
Construction Specifcation 64—Gabions and Gabion Mattresses
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Compaction o bedding or lter material is required as specied in section 7. The surace o the nished material
shall be to grade and ree o mounds, dips, or windrows. Geotextile shall be installed in accordance with the re-
quirements o Construction Specication 95.
4. Assembly and placement
Where a gabion or gabion mattress unit must be modied, welded-mesh panels may be cut to t. Twisted-mesh
panels may be olded and neatly wired but shall not be cut.
Assembly—Use lacing wire or the assembly and placement o twisted-mesh panels. Wrap the lacing wire with
alternating single and double hal-hitches at 4- to 6-inch intervals and secure by tying a double hal hitch at each
end. Use spiral or ring type asteners or the assembly and placement o welded-mesh panels. Where spiral asten-
ers are used, crimp the ends to secure the spirals in place. Where ring type asteners are used, install the asteners
at a maximum spacing o 6 inches.
Interior diaphragms are required where any dimension exceeds 3 eet. Use the same type asteners and astening
procedures to install interior diaphragms and lids as used in the panel assembly.
Placement—Place the gabions or gabion mattresses on the oundation and use lacing wire to interconnect all
adjacent horizontal and vertical edges. Wrap the wire with alternating single and double hal-hitches at 4- to 6-inch
intervals. Welded-mesh gabions and gabion mattresses may be interconnected with spiral asteners, ring typeasteners, or lacing wire. Where spiral asteners are used, crimp the ends to secure the spirals in place. Where ring
type asteners are used, install the asteners at a maximum spacing o 6 inches.
Interconnect each layer o gabions and gabion mattresses to the underlying layer along the ront, back, and sides.
Stagger the vertical and horizontal joints o adjacent rows and layers by at least one ourth o a cell length.
5. Filling operation
Twisted-mesh—Ater adjacent empty twisted-mesh units are set to line and grade and common sides properly
connected, they shall be placed in straight line tension and stretched to remove any kinks rom the mesh and to
gain a uniorm alignment. Units may be staked to maintain the established proper alignment beore the rock is
placed. No stakes shall be placed through geotextile material. Fasteners shall be attached during the lling opera-
tion as needed to preserve the strength and shape o the structure.
Internal connecting crosstie wires shall be placed in each unrestrained gabion and gabion mattress unit o more
than 18 inches in height, including units let temporarily unrestrained. Two internal connecting wires shall be
placed concurrently with rock placement at each 12-inch interval o depth. These crossties shall be evenly spaced
along the ront ace and connected to the back ace. All crosstie wires shall be looped around two mesh openings
and each wire end shall be secured by a minimum o ve 180-degree twists around itsel ater looping.
Welded-mesh—Welded-mesh units do not require stretching. Units may be staked to maintain the established
proper alignment beore the rock is placed. No stakes shall be placed through geotextile material. Fasteners shall
be attached during the lling operation as needed to preserve the strength and shape o the structure.
Internal crossties or stieners shall be placed in each unrestrained gabion and gabion mattress unit o more than
18 inches in height, including units let temporarily unrestrained. Crossties or stieners shall be placed concur-
rently with rock placement at each 12-inch interval o depth. They shall be placed across the corners o the gabions
(at 12 inches rom the corners) providing diagonal bracing. Lacing wire or preormed hooked wire stieners may
be used.
Twisted and welded-mesh—The gabions and gabion mattresses shall be careully lled with rock in a manner
that will ensure alignment, avoid bulges, and provide a compact mass that minimizes voids. Machine placement
requires supplementing with hand work to ensure the desired results. The units or cells in any row shall be lled
in stages so that the depth o rock placed in any one cell does not exceed the depth o rock in any adjoining cell by
more than 12 inches. Along the exposed aces, the outer layer o stone shall be careully placed and arranged by
hand to ensure a neat, compact placement with a uniorm appearance.
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The last layer o rock shall be uniormly leveled to the top edges o the cells. Lids shall be stretched tight over the
rock lling. The use o crowbars or other single point leverage bars or lid closing is prohibited as they may damage
the baskets. The lid shall be stretched until it meets the perimeter edges o the ront and end panels. The gabion lid
shall then be secured to the sides, ends, and diaphragms with lacing wire, spiral binders, or approved alternate as-
teners. Lacing wire shall be wrapped with alternating single and double hal-hitches at 4 to 6-inch intervals. Where
spiral asteners are used, crimp the ends to secure the spirals in place.
Any damage to the wire or coatings during assembly, placement, or lling shall be repaired promptly in accordance
with the manuacturer's recommendations or replaced with undamaged materials.
6. Measurement and payment
Method 1—For items o work or which specic unit prices are established in the contract, the volume o rock is
measured within the neat lines o the gabion structure and computed to the nearest cubic yard. Payment or gabi-
ons is made at the contract unit price and includes the wire mesh and rock. Such payment is considered ull com-
pensation or all labor, material, equipment, and all other items necessary and incidental to completion o the work.
Method 2—For items o work or which specic unit prices are established in the contract, the volume o the
gabions is measured within the neat lines o the gabion structure and computed to the nearest cubic yard. Payment
or the gabions is made at the contract unit price and includes the wire mesh, rock, and specied bedding material
or geotextile. Such payment is considered ull compensation or all labor, material, equipment, and all other items
necessary and incidental to the completion o the work.
Method 3—For items o work or which specic unit prices are established in the contract, the surace area ismeasured within the neat lines o the gabion mattress structure and computed to the nearest square yard. Payment
or the gabion mattress is made at the contract unit price and includes the wire mesh and rock. Such payment is
considered ull compensation or all labor, material, equipment, and all other items necessary and incidental to the
completion o the work.
Method 4—For items o work or which specic unit prices are established in the contract, the surace area is
measured within the neat lines o the gabion mattress structure and computed to the nearest square yard. Payment
or the gabion mattress is made at the contract unit price and includes the wire mesh, rock, and specied bedding
material or geotextile. Such payment is considered ull compensation or all labor, material, equipment, and all
other items necessary and incidental to the completion o the work.
All methods—The ollowing provisions apply to all methods o measurement and payment. Unless otherwise
specied in section 7, no deduction in volume is made or any void or embedded item (e.g. a pipe passing througha gabion wall). Compensation or any item o work described in the contract, but not listed in the bid schedule, is
included in the payment or the item o work to which it is made subsidiary. Each item and the items to which they
are made subsidiary are identied in section 7 o this specication.
7. Items o work and construction details
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(210–VI–NEH, January 2009)
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National Standard Construction
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Chapter 2
(210-VI-NEH, January 2009) 71–I–1
1. ApplicabilityConstruction Specication 71 is applicable to the
installation o gates or the purpose o water control,
including slide gates, fap gates, and radial gates.
2. Material specifcationsMaterial Specications 571, 572, and 573 complement
Construction Specication 71. Table 71–1 is a guide
to selection o metal water control gates. When abri-
cated wooden gates are required or special applica-
tions, a material specication tailored to the specic
job generally is more appropriate.
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. Plans, elevations, and sections showing loca-
tion o gates and type and size o openings.
b. Types o gates and applicable material speci-
cations.
c. Class o gate (seating and unseating heads
expressed as a numerical symbol). Example:Class 40-10 denotes a seating head o 40 eet
and an unseating head o 10 eet.
d. Type o rame (fat, spigot, fange, fange with
spigot) and details o the method o attach-
ing the gate to the structure or pipe. Include
thimble details, when required, together with
designation o type o thimble (E, F, C, L, fange
and bell, or fange and fare).
e. Special gate requirements (sel-contained,
nonrising stem, fush-bottom opening); include
material requirements or abricated metal
gates i other than steel is required.
. Type and capacity o gate stems, hoists, lits,
stem guides, stem housings, couplings, sleeves,
and other appurtenances.
g. Paint systems to be used in shop and eld
painting. (Reer to Construction Specication
82, Painting Metalwork.)
h. Special gate operating requirements, particu-
larly i the gate is intended to operate in other
than the ully open or ully closed position.
Example: Gate will be required to operate in a
partly open position under a ull head.
4. MethodsNo alternative methods are included.
5. Items o work and construction detailsStarting at the top o page 71–3, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
Instructions or use
Construction Specifcations 71—Water Control Gates
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Chapter 2
(210-VI-NEH, January 2009)71–I–2
Table 71–1 Guide to selection o metal water control gates
Type
o
gate
Application Frequency o use - - - - - - Types o gates satisactory or exposure condition - - - - -
resh water or
slight pollution
moderate pollution (do-
mestic and agricultural
sewage, industrial waste)
extreme pollution,
(sea water, brackish
water)
Slide Drainage gates Frequent MLS-1&2, MS-1
Canal headgates Inrequent MMS-1, MHS-1 MHS-2 MHS-3
Sediment pool
drainage gate
Inrequent MMS-2, MHS-1 MHS-2 MHS-3
Reservoir water
supply
Frequent MMS-2, MHS-1 MHS-2 MHS-3
Intake gates Inrequent MHS-1, MHS-2 MHS-3 MHS-3
Flap Accessible
gravity outlets
MMF-1, MLF-1 MHF-2 MHF-3
Inaccessible
gravity outlets
MHF-1, MMF-1 MHF-2 MHF-3
Pump outlets,
not subject to
slamming
MHF-1, MMF-1 MHF-2 MHF-3
Pump outlets,
subject to
slamming
MHF-1R MHF-2R MHF-3R
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71–1(210–VI–NEH, May 2001)
Construction Speciication 71—Water Control Gates
1. ScopeThe work consists o urnishing and installing water control gates including gate stems, hoists, lits, and other ap-
purtenances.
2. MaterialThe gates urnished shall conorm to the requirements o Material Specications 571, 572, and 573, as appropriate,
and as specied in section 8 o this specication and on the drawings. All gates shall be urnished complete with
hoisting equipment and other specied appurtenances.
3. Installing gatesThe contractor shall install the gates in a manner that prevents leakage around the seats and binding o the gates
during normal operation.
Suraces o metal against which concrete will be placed shall be ree rom oil, grease, loose mill scale, loose paint,
surace rust, and other debris or objectionable coatings.
Anchor bolts, thimbles, and spigot rames shall be secured in true position within the concrete orms and main-tained in alignment during concrete placement.
Concrete suraces against which rubber seals will bear or against which fat rames or plates are to be installed
shall be nished to provide a smooth and uniorm contact surace.
When a fat rame is installed against concrete, a layer o concrete mortar shall be placed between the gate rame
and the concrete.
When a gate is attached to a wall thimble, a mastic or resilient gasket shall be applied between the gate rame and
the thimble in accordance with the recommendations o the gate manuacturer.
Wall plates, sills, and pin brackets or radial gates shall be adjusted and astened by grouting and bolting ater the
gates have been completely assembled in place.
4. Installing hoists and litsGate stems, stem guides, and gate lits shall be careully aligned so that the stem shall be parallel to the guide bars
or angles on the gate rame ollowing installation.
5. Radial gate sealsThe rubber seals or radial gates shall be installed so that the seals contact the walls or wall plates throughout the
entire gate length when the gate is in the closed position.
6. Operational tests
Ater the gate(s) and hoist(s) (or lits) have been installed, they shall be cleaned, lubricated, and otherwise servicedby the contractor in accordance with the manuacturer's instructions. The contractor shall test the gate and hoist
by operating the system several times throughout its ull range o operation. The contractor shall make any chang-
es or adjustments necessary to ensure satisactory operation o the complete gate system.
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71–2 (210–VI–NEH, May 2001)
7. Measurement and paymentThe number o each type, size, and class o gate is counted. Payment or urnishing and installing each type, size,
and class o gate shall be made at the contract unit price or that type, size, and class o gate. Such payment consti-
tutes ull compensation or all labor, equipment, material, and all other items necessary and incidental to the com-
pletion o the work including urnishing and installing anchor bolts and all specied appurtenances and ttings.
Compensation or any item o work described in the contract, but not listed in the bid schedule is included in the
payment or the item o work to which it is made subsidiary. Such items and items to which they are made subsid-
iary are identied in section 8 o this specication.
8. Items o work and construction details
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Chapter 2
(210-VI-NEH, January 2009) 81–I–1
1. ApplicabilityConstruction Specication 81 is applicable to the
construction o items o metalwork not covered by
other specications. It is applicable to such items as
trash guards, anti-vortex hoods and bafes, fashboard
guides, and similar structures or parts. It is not appli-
cable to the installation o concrete reinorcing steel,
water control gates, ences, wells, piles, or pipe con-
duits.
2. Material specifcationsMaterial Specication 581 and 582 and Construction
Specication 82 complement Construction Specica-
tion 81.
3. Included itemsItems to be included in construction specications and
drawings ollow:
a. Detailed drawings as necessary to show the di-
mensions and method o abrication and erect-
ing the item or structure.
b. For aluminum, the alloy to be used in the worki other than specied in Material Specication
581. Alloys specied or use should be limited
to those or which ASCE Specications or
Structures o Aluminum Alloy are available.
Such specications are published in section A
o the Aluminum Construction Manual o The
Aluminum Association.
c. Type o steel i other than structural quality.
Use commercial or merchant quality only or
small parts where the strength is not a major
design consideration. Examples: Noncritical
angles and other shapes less than 3 inches inmaximum dimension o section, shear plates
or construction joints in concrete, small trash
rack parts, and other similar metal eatures.
d. Details o connections showing sizes and num-
ber o bolts; sizes, kinds, and dimensions o
welds; and sizes and number o rivets.
e. Designation o items to be galvanized or paint-
ed and designation o paint systems to be used.
. Ordering data listed in the material specica-
tions, as appropriate, including such items as:
(1) Type, kind, size, hardness, and length o
bolts.
(2) Class, grade, condition, and nish o cast-ings.
(3) Type, composition, hardness, size, and
orm o other material.
g. Methods o measurement and payment i the
standard specication includes more than one
method.
4. MethodsSection 6, Measurement and payment
Method 1—Intended or use when the metalwork is
a minor portion o the contract and consists largely o
items that would normally be abricated by the con-
tractor.
Method 2—Intended or use when the metalwork is a
signicant portion o the contract.
Method 3—Intended or use when the metalwork
includes individual items o signicant scope or com-
plexity or which would normally be procured rom
outside sources or abricated or the contractor by
others.
Instructions or use
Construction Speciication 81—Material Fabrication and Installation
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(210-VI-NEH, January 2009)81–I–2
When specications are prepared using electronic
procedures and all methods but one are deleted or
use in a contract specication, delete rom the last paragraph, All Methods—The ollowing provisions
apply to all methods o measurement and pay-
ment. Let justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 81–2, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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81–1(210–VI–NEH, May 2001)
Construction Speciication 81—Metal Fabrication and Installation
1. ScopeThe work consists o urnishing, abricating, and erecting metalwork, including the metal parts and asteners o the
composite structures.
2. MaterialUnless otherwise specied, material shall conorm to the requirements o Material Specication 581, Metal. Steel
shall be structural quality unless otherwise specied. Castings shall be thoroughly cleaned and subjected to care-
ul inspection beore installation. Finished suraces shall be smooth and true to assure proper t. Galvanizing shall
conorm to the requirements o Material Specication 582, Galvanizing.
3. FabricationFabrication o structural steel shall conorm to the requirements o Specication or the Design, Fabrication and
Erection o Structural Steel or Buildings (Riveted, Bolted and Arc-Welded Construction), American Institute o
Steel Construction.
Fabrication o structural aluminum shall conorm to the requirements in the Aluminum Design Manual available
rom The Aluminum Association.
4. ErectionThe rame o metal structures shall be installed true and plumb. Temporary bracing shall be placed wherever nec-
essary to resist all loads to which the structure may be subjected, including those applied by the installation and
operation o equipment. Such bracing shall be let in place as long as may be necessary or saety.
As erection progresses the work shall be securely bolted up, or welded, to resist all dead load, wind, and erection
stresses. The contractor shall urnish such installation assisting bolts, nuts, and washers as may be required.
No riveting or welding shall be perormed until the structure is stiened and properly aligned.
Rivets driven in the eld shall be heated and driven with the same care as those driven in the shop.
All eld welding shall be perormed in conormance to the requirements or shop abrication except those that
expressly apply to shop conditions only.
5. Protective coatingsItems specied to be galvanized shall be completely abricated or eld assembly beore the application o the zinc
coatings. Galvanized items shall not be cut, welded, or drilled ater the zinc coating is applied.
Items specied to be painted shall be painted in conormance to the requirements o Construction Specication 82
or the specied paint systems.
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81–2 (210–VI–NEH, May 2001)
6. Measurement and payment
Method 1—The work is not measured. Payment or metal abrication and installation is made at the contract lump
sum price in the contract. Such payment constitutes ull compensation or all labor, equipment, material, and all
other items necessary and incidental to the completion o the work including connectors and appurtenances, such
as rivets, bolts, nuts, pins, studs, washers, hangers, and weld metal.
Method 2—The weight o metal installed complete in place shall be determined to the nearest pound. Unless oth-
erwise specied, the weight o metal shall be computed by the method specied in section 3 o the Code o Stan-dard Practice or Steel Buildings and Bridges, American Institute o Steel Construction, except that the ollowing
unit weights shall also be used, as appropriate, as the basis o computation:
Material Unit weight
(lb/t3)
Aluminum alloy 173
Bronze or copper alloy 536
Iron, malleable 470
Iron, wrought 487
Payment or urnishing, abricating, and installing metalwork is made at the contract unit price or the speciedtypes o labor, material, equipment, and all other items necessary and incidental to the completion o the work.
Method 3—The work is not measured. Payment or urnishing, abricating, and installing each item o metalwork
is made at the contract price or that item. Such payment constitutes ull compensation or all labor, equipment,
material, and all other items necessary and incidental to the completion o the work including connectors and ap-
purtenances, such as rivets, bolts, nuts, pins, studs, washers, hangers, and weld metal.
All methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule, is included in the payment or the item o
work to which it is made subsidiary. Such items and the items to which they are made subsidiary are identied in
section 7 o this specication.
7. Items o work and construction details
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Chapter 2
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1. ApplicabilityConstruction Specication 82 is applicable to the
painting o metalwork including structural metal,
water control gates, piping, pumps, and other metal
equipment and machinery.
The durability o paint lms on metal depends upon
the exposure condition, the types o paints used, the
thickness o the coating, and the method o preparing
the metal surace beore the application o primers
and paint. To a large extent the type o paint required
is dictated by the exposure condition, and the requiredsurace preparation is dictated by the type o paint to
be applied. Each paint system species the type and
quality o paint, the number o coats or minimum paint
lm thickness required, and the nish (gloss, semi-
gloss, fat).
The paint systems are not equivalent optional meth-
ods. Each paint system is designed to provide protec-
tion or a particular exposure condition or to produce
a particular nished appearance or both. The criteria
or selection o the appropriate paint system and
surace preparations or that nish are summarized intable 82–1 o these instructions.
Where a minor amount o painting is to be perormed
and it is not required or protection, use a simple note
on the drawings rather than Construction Specication
82.
2. Material specifcationsMaterial Specication 583, Coal Tar-Epoxy Paint,
complements Construction Specication 82 when
Paint System F is specied. Reerences to the Steel
Structures Paint Council (SSPC) or surace prepara-
tion are summarized. Reer to SSPC or ull text as
appropriate. No other material specications comple-
ment this specication. Any material requirements are
to be specied in section 10.
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. Indicate by notes on the drawings, the suraces
and items to be painted.
b. Designate the paint system (by letter) to be
used or painting each indicated item. I all
metalwork is to be painted by the same paint
system, one standard note to that eect is su-
cient.
c. Waiver o the requirement that the contractor
urnish a plan and material list i the plan is not
necessary.
d. Provide color requirements, nish (gloss,
semigloss, fat) and any special requirements as
appropriate.
e. Instructions or painting, surace preparation,
or other special conditions or methods not
covered by the standard specication.
. Surace preparation or needed maintenance
painting may be limited to those spots or areashaving loss o protection by corrosion and/or
wearing suraces. A clean, sound paint surace
provides a good base or added layers.
g. Provide tinting requirements as appropriate.
Various coatings have a unique tolerance or
pigmentation. Under- or over-pigmentation can
produce poor cover quality (hide) and less than
desirable perormance.
h. Note in section 10 i the contractor is to pro-
vide paint specication inormation to the
engineer that is to be shared with the owners
to use or their responsibility or operation andmaintenance.
Instructions or use
Construction Speciication 82—Painting Metalwork
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4. MethodsSelect the method or methods or surace preparation
that is appropriate or the durability and length o ser- vice required. Reer to table 82–1 or surace prepara-
tion recommendations. The quality o surace prepara-
tion diminishes as the method number increases, and
the expected surace lie is reduced accordingly. The
small cost increase in selecting a higher quality prepa-
ration can signicantly reduce operation and mainte-
nance costs and untimely coating ailure.
5. Items o work and construction detailsStarting at the top o page 82–4, prepare and outline
job specic "Items o Work and Construction Details"(IWCD) in accordance with these instructions.
Table 82–1 Paint systems or metalwork*
Paint
system
Type o paint
material
Description and conditions or use Example applications Surace preparation
A Alkyd primer
(type 1)
Alkyd enamel
(type 2)
Gloss or
semigloss
(type 3)
A good interior and exterior system.
It is not intended or humid or damp
environments. System A should not
be applied to a surace that constantly
sweats or is immersed in water. It
chalks or oxidizes when subjected
to sunlight.
Interior and exterior
suraces o buildings,
piping, pumps, and
machinery above
operating foors,
doors, rames, tanks.
Method 2 or 3,
commercial
blast or brush-
o blast.
B Single package
moisture cured
urethane primer
(type 9)
Alkyd enamel
(type 2)
Gloss or semigloss
(type 3)
Similar to the qualities o system A.
Urethane primer allows system to be
applied over poorly prepared suraces
particularly in areas where proper
preparation is dicult or impractical.
It is a good system or repainting
over old existing paint or
rehabilitation.
Exterior or interior
suraces o buildings,
piping, pumps, and
machinery above
operating level. Good
rehabilitation system
when preparation is
minimal.
Method 2 or 3,
commercial
blast or brush-
o blast.
C Epoxy
polyamide
(type 4)Epoxy
polyamide
(type 5)
An excellent system or constant or
intermittent immersion in salt or resh
water. Excellent or suraces exposedto constant humidity and sweating.
Excellent chemical resistance and
available in almost all colors. Will
chalk or oxidize when exposed to
sunlight.
Trash racks and
guards or fap gates,
stop logs and guides, pumps, piping,
machinery, and storage
tanks.
Method 1, near
white blast.
See ootnotes at end o table.
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Paintsystem
Type o paintmaterial
Description and conditions or use Example applications Surace preparation
D Epoxy polyamide
primer (type 4)
Epoxy polyamide
(type 5)
Acrylic
polyurethane
gloss (type 6)
or semigloss
(type 7)
Same as system C except is topcoated
with acrylic polyurethane. Not
recommended or immersed metals.
Excellent interior or exterior in humid
or arid environment. High abrasion
resistance. Excellent color and gloss
retention (15 times greater than sys-
tems A, B, or C). Excellent on steel
that sweats. Available in either gloss or
semi-gloss. Should be considered orlong-term exposure to sunlight or when
esthetics are a actor.
Exterior suraces o
buildings, such as drains,
overfows, gutters, and
piping expos-ed to either
humid or arid conditions.
Any metal items that
gather condensation and/
or have high exposure to
sunlight. Interior suraces,
such as walls, ceilings,structural steel, equipment,
and piping.
Method 2 or 3,
commercial
blast or brush-
o blast.
E Single package
moisture cured
Urethane primer
(type 9)
Acrylic polyure-
thane gloss
(type 6)
or semigloss
(type 7)
Good system or dry or humid envi-
ronments. Excellent color and gloss
retention. Cannot be used or coating
immersed metals and is not as good as
system D in constant moisture. Excellent
long-term esthetics.
Structural steel, siding,
doors, rames, piping,
machinery, and storage
tanks.
Method 2 or 3,
commercial or
brush-o blast.
F Coal tar
epoxy
(type 10)
Excellent in constant or intermittent
immersion in salt or resh water.
Excellent also or buried steel suraces.
Available in black only; changes to
brown when exposed to sunlight, but
sunlight does not adversely eect
perormance. Excellent chemical resis-
tance and dependability exhibited in
extensive use throughout the water and
wastewater treatment industry. Note:
Galvanized suraces require a pretreat-ment vinyl acid wash primer beore
applying paint, as noted in type 8 paints.
Sandblasting or aged galvanized suraces
do not require a vinyl wash treatment.
Trash guards, water
control gates, pipes,
steel piling, stop logs
and guides, water tanks,
and fumes.
Method 1, near
white blast.
Table 82–1 Paint systems or metalwork—Continued
See ootnotes at end o table.
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Paint
system
Type o paint
material
Description and conditions or use Example applications Surace preparation
G
Epoxy polyamide
primer (type 4)
Single package
moisture cured
urethane (type 9)
Excellent system or repair o damaged
galvanized metal in humid or arid
environments. Provides protection
or suraces exposed to constant
humidity and sweating.
Trash guards, CMP,
stop logs and guides,
and other galvanized
metalwork.
Method 4 or 5,
hand tool or
solvent clean.
H Vinyl acid
wash treatment
(type 8)
For use as a pretreatment wash or
galvanized and nonerrous metals
that require painting.
Trash guards, CMP,
stop logs and guides,
gutters, downspouts,
and other galvanizedor nonerrous metals.
Steam clean
with TSP, or
solvent clean,
regularly chang-ing rags.
Footnotes:
a. All surace preparation reerred to herein shall be perormed in accordance with SSPC (Steel Structures Painting Council).
b. All painting and coating shall be perormed per SSPC Good Painting Practices and paint manuacturer's recommendations.
c. Coated steel subjected to potable water service shall be coated in accordance with American Water Works Association (AWWA) provisions
and directions. Said coatings shall meet United States National Sanitation Foundation (US-NSF) requirements.
d. When special protective coatings or other specic painting recommendations are necessary, reer to the Paint Manual, United States Depart-
ment o Interior (USDI), Bureau o Reclamation, or paint manuacturer's data.
e. Surace preparation indicated is the method that will provide coating quality appropriate or exposure conditions. Methods that produce a
greater or a lesser quality can be chosen to produce the quality o work that is necessary. Hand tool cleaning (method 4) and solvent clean-
ing (method 5) are applicable or eld applications, small areas requiring coating, or in making repairs to actory coatings.
Table 82–1 Paint systems or metalwork—Continued
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82–1(210–VI–NEH, November 2005)
1. ScopeThe work consists o cleaning metal suraces and applying paints and protective coatings.
2. PaintFor the purpose o this specication, paints and coatings shall be designated by types as dened below.
Materials or systems requiring two or more coats shall be supplied by the same manuacturer.
Unless otherwise specied and beore application, the contractor shall urnish in writing to the engineer or ap-
proval a plan outlining procedures proposed or painting metalwork and a list o material including name o
manuacturer, pertinent product identication names and numbers, and product data sheets. Data shall refect the
requirements set orth in this section.
Type 1—Alkyd primer. Alkyd based, rust inhibitive primer shall be lead and chromate ree. Primer shall have a
minimum o 54 percent solids, by volume. Color availability shall be red, gray, and white. Primer shall be able to be
applied satisactory at 2 to 3 mils dry-lm thickness in one coat.
Type 2—Alkyd enamel (gloss). Alkyd based enamel shall be lead ree. It shall have a minimum o 49 percent
solids, by volume. Alkyd enamel shall be able to be applied satisactory at 2 to 3 mils dry-lm thickness in one coat.
Finish shall be gloss.
Type 3—Alkyd enamel (semigloss). Alkyd based enamel shall be lead ree. It shall have a minimum o 55 per-
cent solids, by volume. Alkyd enamel shall be able to be applied satisactory at 2 to 3 mils dry-lm thickness in one
coat. Finish shall be semigloss.
Type 4—Epoxy polyamide primer. Epoxy polyamide primer shall be lead and chromate ree. It shall have a
minimum o 56 percent solids, by volume. Epoxy primer shall be able to be applied satisactory at 4 to 6 mils dry-
lm thickness in one coat. Color availability shall be red, gray, and white. Epoxy primer shall conorm to AWWA
Standard C 210 and AWWA Standard D 102.
Type 5—Epoxy polyamide (intermediate or fnish). Epoxy polyamide shall be lead ree. It shall have a mini-mum o 56 percent solids, by volume. Epoxy polyamide shall be able to be applied satisactory at 4 to 6 mils dry-
lm thickness in one coat. Finish shall be semigloss. Epoxy nish shall conorm to AWWA C 210 and AWWA D 102.
Type 6—Acrylic polyurethane (gloss). Acrylic polyurethane shall be lead ree. It shall have a minimum o 74
percent solids, by volume. Polyurethane shall be able to be applied satisactory at 3 to 5 mils dry-lm thickness in
one coat. Finish shall be gloss.
Type 7—Acrylic polyurethane (semigloss). Acrylic polyurethane shall be lead ree. It shall have a minimum o
58 percent solids, by volume. Polyurethane shall be able to be applied satisactory at 3 to 5 mils dry-lm thickness
in one coat. Finish shall be semigloss.
Type 8—Vinyl acid wash treatment. Pretreatment primer or galvanized and nonerrous metal. Pretreatment
primer shall have a minimum o 8 percent solids, by volume. The applied dry-lm thickness o pretreatment primer
shall not exceed 0.5 mil. Steel primed with pretreatment primer shall be topcoated within 6 to 8 hours in humid
conditions.
Construction Speciication 82—Painting Metalwork
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Type 9—Single package moisture cured urethane primer. Urethane primer shall have a minimum o 50 per-
cent solids, by volume. Primer shall be able to be applied satisactory at 2 to 3 mils dry-lm thickness in one coat.
Color shall be metallic aluminum.
Type 10—Coal tar epoxy. Coal tar epoxy shall have a minimum o 75 percent solids, by volume, and conorm to
the requirements o NRCS Material Specication 583 Coal Tar Epoxy Paint (Steel Structures Paint Council PS No.
16, Type I). Coal tar epoxy shall be able to be applied satisactory at 8 to 15 mils dry-lm thickness in one coat.
3. TintingTinting shall not be perormed in the eld unless otherwise specied.
4. Surace preparationSuraces to be painted shall be thoroughly cleaned beore the application o paint or coatings. Surace preparations
required by this specication are as designated by SSPC (Steel Structures Painting Council) and are summarized by
the methods listed in this section.
Method 1—Near white blast (SSPC-SP10). All suraces to be coated shall be prepared by removing all grease and
oil using steam cleaning or solvent cleaning methods per method 5. Ater degreasing is completed, sand or grit
blasting shall be perormed to remove all dirt, rust, mill scale, and other oreign material or residue. The cleaned,
nished surace shall be a minimum o 95 percent ree o all visible oreign material or residue.
Method 2—Commercial blast (SSPC-SP6). All suraces to be coated shall be prepared by removing all grease and
oil using steam cleaning or solvent cleaning methods per method 5. Ater degreasing is completed, sand or grit
blasting shall be perormed to remove all dirt, rust, mill scale, or other oreign material or residue. The cleaned,
nished surace shall be a minimum o 67 percent ree o all visible oreign material or residue.
Method 3—Brush-o blast cleaning (SSPC-SP7). All suraces to be coated shall be prepared by removing all grease
and oil using steam cleaning or solvent cleaning methods per method 5. Ater degreasing is completed, sand or grit
blasting shall be perormed to remove dirt, rust, mill scale, or other oreign material or residue. Mill scale, rust, and
paint are considered tightly adherent i they cannot be removed by liting with a dull putty knie.
Method 4—Hand tool cleaning (SSPC-SP2). All suraces to be coated shall be prepared by removing all oil or
grease using steam cleaning or solvent cleaning methods per method 5. Ater degreasing is completed, nonpowerhandtools shall be used to remove loose, detrimental oreign material. Adherent mill scale, rust, and paint need not
be removed.
Method 5—Solvent cleaning (SSPC-SP1). Suraces to be coated shall be prepared by removing all visible oil,
grease, soil, drawing and cutting compounds, and other soluble contaminants rom suraces with solvents or com-
mercial cleaners using various methods o cleaning, such as wiping, dipping, steam cleaning, or vapor degreasing.
5. Paint systemsFor the purposes o this specication, systems o painting and coating metalwork are designated as dened in this
section.
Paint system A—Consists o the application o one primer coat o type 1 and two or more coats o type 2 (gloss)or type 3 (semigloss) to provide a minimum dry-lm thickness o 6 mils.
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Paint system B—Consists o the application o one primer coat o type 9 and two or more coats o type 2 (gloss)
or type 3 (semigloss) to provide a minimum dry-lm thickness o 6 mils.
Paint system C—Consists o the application o one coat o type 4 and one or more coats o type 5 to provide a
minimum dry-lm thickness o 8 mils.
Paint system D—Consists o the application o one coat o type 4 primer, one coat o type 5, and one coat o type
6 (gloss) or type 7 (semigloss) to provide a minimum dry-lm thickness o 11 mils.
Paint system E—Consists o the application o one coat o type 9 and one coat o type 6 (gloss) or type 7 (semi-
gloss) to provide a minimum dry-lm thickness o 5 mils.
Paint system F —Consists o the application o two coats o type 10 at a dry-lm thickness o 8 mils. per coat.
Total system shall provide a minimum dry-lm thickness o 16 mils.
Paint system G—Consists o the application o two coats o type 4 and two coats o type 9 paint. Total system
shall provide a minimum dry-lm thickness o 14 mils.
6. Application o paintSuraces shall be painted immediately ater preparation or within the same day as prepared with a minimum o one
coat o the primer type specied. Remaining suraces not required to be painted shall be protected against contami-nation and damage during the cleaning and painting operation.
Paints shall be thoroughly mixed immediately beore application.
Ater erection or installation o the metalwork, all damage to shop-applied coating shall be repaired and all bolts,
nuts, welds, and eld rivet heads shall be cleaned and painted with one coat o the specied priming paint.
Initial priming coats shall be applied by brush except on suraces accessible only to spray equipment. All other
coats may be applied by brush or spray. Each coat shall be applied in such a manner to produce a paint lm o
uniorm thickness with a rate o coverage within the guidelines and limits recommended by the paint manuacturer
and as outlined in section 2 o this specication.
The drying time between coats shall be as prescribed by the paint manuacturer, but not less than that required or
the paint lm to thoroughly dry. The elapsed time between coats in paint system F shall not exceed 24 hours. I or
any reason the critical recoat time is exceeded, the coated surace shall be treated with the manuacturer's recom-
mended tackier solvent or brush blasted to roughen the surace.
The nished surace o each coat shall be ree rom runs, drops, ridges, laps, or excessive brushmarks and shall
present no variation in color, texture, and nish. The surace o each dried coat shall be cleaned as necessary be-
ore application o the next coat.
7. Atmospheric conditionsPaint application shall not be perormed when the temperature o the item to be painted or the surrounding air is
less than 50 degrees Fahrenheit. Painting shall be perormed only when the humidity and temperature o the sur-
rounding air and the temperature o the metal suraces are such that evaporation rather than condensation resultsduring the time required or application and drying. The surace shall be dry and a minimum o 5 degrees Fahren-
heit above the dew point. Suraces protected rom adverse atmospheric conditions by special cover, heating, or
ventilation shall remain so protected until the paint is thoroughly dry.
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8. TestsDry-lm thickness on errous metal shall be determined by the use o a nondestructive magnetic instrument, such
as an Elcometer or Mikrotest gauge. Instruments shall have been calibrated within 1 month beore use. Film thick-
ness on nonerrous metal shall be determined with lm gauges during the application process. Systems with lm
thickness less than specied shall be brought into conormance by the application o one or more additional coats
o the specied material.
9. PaymentFor items o work or which lump sum prices are established in the contract, payment is made as the work pro-
ceeds, but ater presentation o invoices by the contractor supporting actual related costs and evidence o the
charges o suppliers, subcontractors, and others or supplies urnished and work completed. I the total o such
payments is less than the lump sum contract price or this item, the unpaid balance is included in the next appro-
priate contract payment. Payment o the lump sum contract price constitutes ull compensation or completion o
the work.
Compensation or any item o work described in the contract, but not listed in the bid schedule, is included in the
payment or the item o work to which it is made subsidiary. Such items and the items to which they are made sub-
sidiary are identied in section 10 o this specication.
10. Items o work and construction details
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Chapter 2
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g. Any deviation rom the requirement in Mate-
rial Specication 585 to use stainless steel or
all asteners, connectors, and any other metalcontacting alkali copper quaternary (ACQ) or
copper azole (CA) treated wood.
4. MethodsSection 6, Measurement and payment
Method 1—Intended or use in cases where the quan-
tities o lumber and timber are large and the measure-
ment o structural elements is easible.
Method 2—Considered more appropriate or struc-
tures o moderate size.
Method 3—Provides a fexible method o payment
when there are some structure units that can be paid
or as completed structures and also structures that
lend themselves to partial payment on a linear oot
basis.
When specications are prepared using electronic
procedures and all methods but one are deleted or
use in a contract specication, delete rom the last paragraph, All Methods—The ollowing provisions
apply to all methods o measurement and pay-
ment. Let justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 83–2, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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1. ScopeThe work shall consist o the construction o timber structures and timber parts o composite structures.
2. Material
Structural timber and lumber shall conorm to the requirements o Material Specication 584. Treated timber andlumber shall be impregnated with the specied type and quantity o preservative and in the manner specied in
Material Specication 585.
Hardware, except cast iron, shall be galvanized as specied or iron and steel hardware in Material Specication
582. Unless otherwise specied, structural steel shapes, plates, and rods shall not be galvanized. Nuts, dritbolts,
dowels, and screws shall be either wrought iron or steel.
Steel bolts shall conorm to the requirements o ASTM A 307. When galvanized or zinc-coated bolts are specied,
the zinc coating shall conorm to the requirements o Material Specication 582.
Washers shall be ogee gray iron castings or malleable iron castings unless washers cut rom medium steel or
wrought iron plate are specied on the drawings or in section 7 o this specication. Cast washers shall have a
thickness equal to the diameter o the bolt and a diameter equal to our times the thickness. The thickness or platewashers shall be equal to hal the diameter o the bolt, and the sides o the square shall be equal to our times the
diameter o the bolt. Holes in washers shall have a maximum diameter o 1/8 inch larger than the diameter o the
bolt. Split ring connectors, tooth ring connectors, and pressed steel shear plate connectors shall be manuactured
rom hot-rolled, low carbon steel conorming to the requirements o ASTM A 711, Grade 1015. Malleable iron shear
plate connectors and spike grid connectors shall be manuactured in conormance with the requirements o ASTM
A 47, Grade No. 35018. All connectors shall be o approved design and the type and size specied.
Structural shapes, rods, and plates shall be structural steel conorming to the requirements o Material Specica-
tion 581. No welds are permitted in truss rods or other main members o trusses or girders.
3. Workmanship
All raming shall be true and exact. Timber and lumber shall be accurately cut and assembled to a close t and shallhave even bearing over the entire contact surace. No open or shimmed joints will be accepted. Nails and spikes
shall be driven with just sucient orce to set the heads fush with the surace o the wood. Deep hammer marks in
wood suraces shall be considered evidence o poor workmanship and may be sucient cause or rejection o the
work.
Holes or round dritpins and dowels shall be bored with a bit 1/16 inch smaller in diameter than that o the drit-
pin or dowel to be installed. The diameter o holes or square dritpins or dowels shall be equal to one side o the
dritpin or dowel. Holes or lag screws shall be bored with a bit not larger than the body o the screw at the base o
the thread.
Washers shall be used in contact with all bolt heads and nuts that would otherwise be in contact with wood. Cast
iron washers shall be used when the bolt will be in contact with earth. All nuts shall be checked or burred eec-
tively with a pointed tool ater nally tightened.
Unless otherwise specied, suracing, cutting, and boring o timber and lumber shall be completed beore treat-
ment. I eld cutting or eld repair o treated timber and lumber is approved, all cuts and abrasions shall be care-
Construction Speciication 83—Timber Fabrication and Installation
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ully trimmed and coated with copper naphthenate preservative containing a minimum o 2.0 percent copper metal.
The treatment preservative shall be applied according to the product label. Any excess preservative not absorbed
by the wood member shall be cleaned rom the surace prior to the use o the member. Bored holes or connectors
or bolts may be treated by pumping coal-tar roong cement meeting ASTM D5643 into the holes using a caulking
gun or similar device. Ater timber assembly, any unlled holes shall be plugged with tightly tting wooden plugs
that have been treated with preservative as specied.
4. Handling and storing material All timber and lumber stored at the site o the work shall be neatly stacked on supports a minimum o 12 inches
above the ground surace and protected rom the weather by suitable covering(s). Untreated material shall be
staked and stripped to permit ree circulation o air between the tiers and courses. Treated timber may be close-
staked. The ground surace or the stockpile o timber and lumber shall be ree o weeds and rubbish. The use o
cant hooks, peavies, or other pointed tools except end hooks is not permitted in the handling o structural timber
and/or lumber. Treated timber shall be handled with rope slings or by other methods that prevent the breaking or
bruising o outer bers or penetration o the surace in any manner.
5. PaintingExcept as otherwise specied, suraces designated or painting shall be prepared and painted in accordance with
Construction Specication 84.
6. Measurement and payment Method 1—The unit o measurement o lumber and timber is the number o thousand eet board measure (MBM)
o each type, size, species, and grade o lumber and timber installed in the completed structure. The quantity o
each type, size, species, and grade is computed rom the nominal dimensions and actual lengths o the pieces in the
completed structure and does not include waste timber used or erection purposes (such as alsework or tempo-
rary sheeting and bracing) or any part o any pile or other round timber. The total quantity o lumber and timber in
each type, size, species, and grade is computed to the nearest 0.01 MBM.
The unit o measurement o plywood is the number o square eet o each type, species, grade, and thickness in-
stalled in the completed structure.
Payment or each type, size, species, and grade o lumber and timber is made at the contract unit price or that
type, size, species, and grade. Payment or each type, species, grade, and thickness o plywood is made at the
contract unit price or that type, species, grade, and thickness. Such payment is considered ull compensation or
completion o the work.
Method 2—No measurement o material quantities is made. Payment or each structure, complete in place, is
made at the contract lump sum price or that structure. Such payment is considered ull compensation or comple-
tion o the work.
Method 3—For items o work or which specic unit prices are established in the contract, measurement and pay-
ment or each structure unit except those or which a linear oot payment is established is counted and payment
made at the contract unit price. Items or which a linear oot payment is established are measured to the nearest
linear oot, and payment is made at the contract unit prices as appropriate. Such payment is considered ull com-
pensation or completion o the work.
All methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule, is included in the payment or the item o
work to which it is made subsidiary. Such items and the items to which they are made subsidiary are identied in
section 7 o this specication.
7. Items o work and construction details
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National Standard Construction
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Chapter 2
(210-VI-NEH, January 2009) 84–I–1
Instructions or use
Construction Speciication 84—Painting Wood
1. ApplicabilityConstruction Specication 84 is applicable to the exte-
rior painting o wood material.
2. Material specifcationsNo material specications complement Construction
Specication 84.
3. Included itemsItems to be included in construction specications and
drawings ollow:
a. Suraces to be painted.
b. Instructions or tinting i colors other than
white are required.
c. Paint and primer to be used i other than speci-
ed in section 2.
d. Number o paint and/or primer coats i other
than specied in section 4.
4. MethodsNo methods are included.
5. Items o work and construction detailsStarting at the top o page 84–2, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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National Standard Construction
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Chapter 2
(210-VI-NEH, January 2009)84–I–2
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Construction Speciication 84—Painting Wood
1. ScopeThe work shall consist o cleaning and preparing wood suraces and applying protective paint coatings.
2. Material
Unless otherwise specied in section 7 o this specication, painting material shall meet the ollowing require-ments:
• ExteriorpaintprimershallconformtotherequirementsofMasterPaintersInstitute—MPI#5ExteriorAl-
kyd Wood Primer.
• ExterioroilpaintshallconformtotherequirementsofMasterPaintersInstitute—MPI#8ExteriorAlkyd,
Flat. Unless otherwise specied, the color shall be white. The second coat o exterior oil paint may be
thinned with mineral spirits conorming to the requirements o ASTM D 235 or with pure gum turpentine.
The amount o thinner shall not exceed 1 pint per gallon o paint.
• Whentintingisrequired,itshallbeaccomplishedbytheadditionofpigment-in-oiltintingcolorsconforming
to the requirements o Federal Specication A-A-3108A.
3. Surace preparation All suraces to be painted/primed shall be thoroughly cleaned beore the application o paint/primer. Pitch pockets
and knots shall be scraped and sealed with a shellac varnish conorming to the requirements o ASTM D 360. Previ-
ously painted suraces shall be scraped and brushed to remove any checked or blistered paint and all excess chalk.
4. Application o paint/primerSuraces shall be clean and dry during paint/primer application. No paint/primer shall be applied until the prepared
suraces have been inspected and approved or paint/primer application.
Suraces o new wood shall be painted with 1 brush coat o exterior primer paint and two brush coats o exterior
oil paint unless otherwise specied in section 7 o this specication.
Paints/primers shall be thoroughly mixed at the time o application.
Each paint and primer coat shall be applied in such a manner as to produce a coating lm o uniorm thickness
with a nished surace ree o runs, drops, ridges, laps, or excessive brush marks. The minimum drying time be-
tween applications shall be as prescribed by the manuacturer o the paint/primer and not beore the previous
paint/primer application being thoroughly dry.
The surace o each dried coating shall be cleaned as necessary beore application o the next coat.
The rst coat o exterior oil paint shall be tinted o-color by the addition o 3 ounces o an appropriate tinting
color per gallon o paint.
5. Atmospheric conditionsUnless otherwise specied in section 7 o this specication or by the manuacturer o the coating products, paint
and primer shall not be applied when the temperature o the wood surace or o the surrounding air is less than 45
degrees Fahrenheit. Coatings shall not be applied when atmospheric conditions result in moisture condensation on
the surace to be painted/primed. Suraces protected rom atmospheric conditions by special cover or enclosure,
heating, or ventilation shall remain to provide ull protection until the paint/primer is thoroughly dry.
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6. PaymentFor items o work or which specic lump sum prices are established in the contract, payment or priming and
painting wood is made at the contract lump sum price. Such payment is ull compensation or urnishing, prepar-
ing the suraces, and applying all coating material to wood suraces designated to be painted including labor, tools,
equipment, material, and all other items necessary and incidental to the completion o the work.
Compensation or any item o work described in the contract, but not listed in the bid schedule is included in the
payment or the item o work to which it is made subsidiary. Such items and the item to which they are made sub-
sidiary are identied in section 7 o this specication.
7. Items o work and construction details
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Chapter 2
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1. ApplicabilityConstruction Specication 91 is applicable to the
installation o chain link ences.
2. Material specifcationsNo material specications complement Construction
Specication 91.
3. Included itemsItems to be included in contract specications and
drawings ollow:
a. Plan showing the location and extent o ences
including location o gates, corners, pull posts,
and end points.
b. Dimensions o the ence including post spacing,
clearance rom ground, and height o ence.
c. Details o posts and assemblies:
(1) Types o post and top rails i other than
specied in section 2.
(2) Line post detail showing height o post,depth o embedment.
(3) Details o corner post assembly, pull post,
and corner post, including embedment,
top rail connections, tension wire detail,
braces, and trusses.
(4) Show diameters o embedment items.
(5) Special anchor requirements, i any.
d. Dimensions o gate opening (clear opening
between inside aces o the gateposts).
e. Dimensions o gates and type i other thanspecied in section 2.
. Required appurtenances, such as locks with
number o keys, barbed wire arms, barbed
wire, and post tops.
g. Type, mesh, and gauge o chain link abric, i
other than specied in section 2.
h. I the ence material is to be PVC coated, the
ollowing inormation should be included in the
Items o Work and Construction Details:
(1) Speciy PVC coating or the ence material.
(2) Speciy desired standard color o PVC
coating (see ASTM F 934) i other than
black is to be used.
4. Methods
Section 5, Measurement and payment Method 1—Intended or use when gates are a minor
part o the work item.
Method 2—Intended or use when gates orm a sub-
stantial part o the work item or when gates must be
installed in existing ences.
When specications are prepared using electronic pro-
cedures and all methods but one are deleted or use in
a contract specication, delete rom the last paragraph
All Methods—The ollowing provisions apply to
all methods o measurement and payment. Let
justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 91–2, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
Instructions or use
Construction Speciication 91—Chain Link Fence
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Chapter 2
(210-VI-NEH, January 2009)91–I–2
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1. ScopeThe work consists o urnishing and installing chain link encing complete with all posts, braces, gates, and all
other appurtenances.
2. MaterialThe material or the chain link ence shall be as ollows:
GalvanizedChain link ence abric shall conorm to the requirements o ASTM A 392, 2-inch mesh and 9-gauge galvanized steel
wire. Zinc coating shall be class 2.
Posts and ence ramework shall conorm to the requirements o ASTM F 1043 Group 1A, or Heavy Industrial
Fence. Coatings shall be a type A galvanized coating or internal and external suraces. Steel pipe posts shall con-
orm to the requirements o ASTM F 1043 and F 1083.
Fence ttings shall conorm to the requirements o ASTM F 626. Fittings shall be galvanized steel. Wire ties and
clips shall be 9-gauge.
Gates, gateposts, and gate accessories shall conorm to the requirements o ASTM F 900. Coating shall be the same
as selected or adjoining ence and ramework.
Barbed wire shall be 12.5 gauge and shall conorm to the requirements o ASTM A 121, chain link ence grade.
Galvanized and PVC coatedChain link ence abric shall conorm to the requirements o ASTM F 668 or class 2a or 2b, 2-inch mesh, and
9-gauge galvanized steel wire. The abric shall have a polymer top coating o the color specied in section 6.
Posts and ence ramework shall conorm to the requirements o ASTM F 1043 Group 1A, or Heavy Industrial
Fence. Coatings shall be a type A galvanized coating or internal and external suraces and covered with a polymertop coating o color as specied in section 6.
Fence ttings shall conorm to the requirements o ASTM F 626. Fittings shall be galvanized steel with a polymer
top coating o color as specied in section 6.
Any damage to the coating shall be repaired in accordance with the manuacturer's recommendations, or the dam-
aged encing material shall be replaced. The contractor shall provide the engineer a copy o the manuacturer's
recommended repair procedure and materials beore correcting damaged coatings.
3. Installing ence postsUnless otherwise specied, line posts shall be placed at intervals o 10 eet measured rom center to center o adja-
cent posts. In determining the post spacing, measurement is made parallel with the ground surace.
Posts shall be set in concrete backll in the manner shown on the drawings.
Posts set in the tops o concrete walls shall be grouted into preormed holes to a depth o 12 inches.
Construction Speciication 91—Chain Link Fence
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All corner posts, end posts, gateposts, and pull posts shall be embedded, braced, and trussed as shown on the
drawings or in accordance with appropriate industry practice i not otherwise shown or specied.
4. Installing wire abricFencing abric shall not be stretched until at least 4 days ater the posts are grouted into walls or 7 days ater the
posts are set in the concrete backll.
Fencing abric shall be installed on the side o the posts designated on the drawings.
The abric shall be stretched taut and securely astened, by means o tie clips, to the posts at intervals not exceed-
ing 15 inches and to the top rails or tension wires at intervals not exceeding 2 eet. Care shall be taken to equalize
the abric tension on each side o each post.
Barbed wire shall be installed as shown on the drawings and shall be pulled taut and astened to each post or arm
with the tie wires or metal tie clips.
5. Measurement and payment Method 1—The length o ence is measured to the nearest 0.1 oot along the ence, including gates. Payment is
made at the contract unit price or the specied height o ence. Such payment constitutes ull compensation or all
labor, material, equipment, and all other items necessary and incidental to the completion o the work.
Method 2—The length o ence is measured to the nearest 0.1 oot along the ence, excluding gate openings. Pay-
ment is made at the contract unit price or the specied height o ence. The number o each size and type o gate
installed is determined. Payment is made at the contract unit price or that type and size o gate. Such payment
constitutes ull compensation or all labor, material, equipment, and all other items necessary and incidental to the
completion o the work.
All methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule, is included in the payment or the item o
work to which it is made subsidiary. Such items and the items to which they are made subsidiary are identied in
section 6 o this specication.
6. Items o work and construction details
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National Standard Construction
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Chapter 2
(210-VI-NEH, January 2009) 92–I–1
1. ApplicabilityConstruction Specication 92 is applicable to the
installation o eld ence o the barbed wire, woven
wire, or wire netting types.
2. Material specifcationsMaterial Specication 591 complements Construction
Specication 92.
3. Included items
Items to be included in contact specications anddrawings ollow:
a. Plan showing the location and extent o ences
including location o gates, corners, braces, and
end points.
b. Dimensions o the ence including post spacing,
clearance rom ground and height o ence.
c. Details o concrete or other specialty post, i
required.
d. Details o posts and assemblies.
(1) Type and kind o posts as dened and re-erenced in Material Specication 591.
(2) Line post detail showing height o post,
depth o embedment.
(3) Details o end panel assembly, pull post as-
sembly, brace panel assembly, and corner
assembly including types o posts, types o
backll, types and dimensions o braces,
gauges o tension wires and details o as-
tening o tension wires to post.
(4) Special anchor requirements or posts at
crossings over depressions or waterways.
(5) Where encing is to be placed on a curved
alignment, special consideration should be
given to providing adequate vertical stabil-
ity or prevention o pullover. Consider-
ation should include spacing o end panels,
post spacing, type o posts, and post depth.
e. Details o gates listed in this section may oten
be shown on a standard drawing developed
or use or encing projects within an agency
administrative area.
. Type and kind o encing as dened in section
11.
(1) For barbed wire encing, speciy the type,
gauge o wire, gauge and spacing o barbs,
and the number o points per barb.
(2) For woven wire encing, speciy the type,
style, design number, and tensile strengthgrade.
(3) For wire netting, speciy the type, style,
height o netting, size o mesh and gauge o
wire, or design number and coating class.
(4) For high tensile strength wire encing ma-
terial, speciy the strength grade classica-
tion.
g. Species o wood posts.
h. Preservative treatment o wood posts and
braces, as applicable.i. Protective coating (painted or zinc-coated) or
steel posts and braces.
4. MethodsSection 10, Measurement and payment
Method 1—Intended or use when gates are simple
and are considered to be o eld abricated type.
Method 2—Intended or use when gates must be shop
abricated, available on the market, or when gates
must be installed within existing ences.
Instructions or use
Construction Speciication 92—Field Fence
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When specications are prepared using electronic pro-
cedures and all methods but one are deleted or use in
a contract specication, delete rom the last paragraph All Methods—The ollowing provisions apply to
all methods o measurement and payment. Let
justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 92–2, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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92–1(210–VI–NEH, January 2009)
1. ScopeThe work shall consist o urnishing and installing eld ence, including gates and ttings.
2. MaterialMaterial or eld ence shall conorm to the requirements o Material Specication 591. All wooden posts shall beo the same species, when available.
Unless otherwise specied, suracing, cutting, and boring o preservative treated wooden posts and braces shall
be completed beore treatment. I eld cutting or eld repair o treated material is approved, all cuts and abrasions
shall be careully trimmed and coated with copper naphthenate preservative containing a minimum o 2.0 percent
copper metal. The treatment preservative shall be applied according to the product label. Any excess preservative
not absorbed by the wood member shall be cleaned rom the surace prior to the use o the member. Bored holes
or connectors or bolts may be treated by pumping coal-tar roong cement meeting ASTM D5643 into the holes
using a caulk gun or similar device. Ater assembly, any unlled holes shall be plugged with tightly tting wooden
plugs that have been treated with preservative as specied.
3. Setting postsConcrete or wood posts shall be set in holes and backlled with earth except where otherwise specied. Wood
posts may be driven when approved by the engineer. Steel posts shall be driven unless otherwise specied.
Holes or installing ence posts shall be at least 6 inches larger than the diameter or side dimension o the posts.
Earth backll around posts shall be thoroughly tamped in layers not thicker than 4 inches and shall completely
ll the posthole up to the ground surace. Concrete backll around posts shall be rodded into place in layers not
thicker than 12 inches and shall completely ll the posthole to the surace o the ground. Backll, either earth or
concrete, shall be crowned-up around posts at the ground surace.
No stress shall be applied to posts set in concrete or a period o not less than 24 hours ollowing the development
o a rm set o the concrete.
4. Corner assemblyUnless otherwise specied in section 11, corner assemblies shall be installed at all points where the ence align-
ment changes 15 degrees or more.
5. End panelsEnd panels shall be built at gates and ence ends.
6. Pull post assemblyPull post assembly (bracing within a section o straight ence) shall be installed at the ollowing locations:
a. In straight ence sections, at intervals not to exceed 660 eet.
b. At any point where the vertical angle described by two adjacent reaches o wire is upward and exceeds 10
degrees (except as provided in section 11 o this specication).
c. At the beginning and end o each curved ence section.
Construction Speciication 92—Field Fence
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7. Attaching encing to postsThe encing shall be stretched and attached to posts as ollows:
a. The encing wire or netting shall be placed on the side o the post opposite the area being protected except
or installation along curved sections.
b. The encing wire or netting shall be placed on the outside or installation along curved sections.
c. The encing wire or netting shall be astened to each end post, corner post, and pull post by wrapping each
horizontal strand around the post and tying it back on itsel with not less than three tightly wound wraps.
d. The encing wire or netting shall be astened to wooden line posts by means o steel staples. Woven-wire
encing shall be attached at alternate horizontal strands. Each strand o barbed wire shall be attached to
each post. Steel staples shall be driven diagonally with the grain o wood and at a slight downward angle
and shall not be driven so tightly as to bind the wire against the post.
e. The encing wire or netting shall be astened to steel or concrete line posts with either two turns o 14 gauge
galvanized steel or iron wire or in accordance with recommendations provided by the post's manuacturer.
. Wire shall be spliced by means o a Western Union splice or by suitable splice sleeves applied with a tool
designed or that purpose. The Western Union splice shall have no less than eight wraps o each end about
the other. All wraps shall be tightly wound and closely spaced. Splices made with splice sleeves shall have a
tensile strength no less than 80 percent o the strength o the wire being spliced.
8. StaysStays shall be attached to the encing at the spacing outlined in section 11 or as shown on the drawings to ensure
maintenance o the proper spacing o the ence wire strands.
9. Crossings at depressions and watercoursesWhere encing is installed parallel to the ground surace, the line posts subject to upward pull shall be anchored.
a. I the ence wire or netting is installed parallel to the ground surace, the line posts subject to uplit shall be
anchored by means o extra embedment or by special anchors as detailed on the drawings.
b. I the ence wire is installed with the top wire straight and parallel to the ground surace on either side o
the depression, extra length posts shall be used to allow normal post embedment. Unless otherwise speci-
ed, excess space between the bottom o the ence and the ground shall be closed with extra strands o
barbed wire or with netting.
10. Measurement and payment Method 1—The length o each type and kind o ence is measured to the nearest oot along the prole o the ence,
including gate openings. Payment or each type and kind o ence is made at the contract unit price or that type
and kind o ence. Such payment constitutes ull compensation or completion o the work, including abricating
and installing gates.
Method 2—The length o each type and kind o ence is measured to the nearest oot along the prole o the ence,
excluding gate openings. Payment is made at the contract unit price or the specied height o ence. The number
o each size and type o gate installed is determined. Payment is made at the contract unit price or that type and
size o gate. Such payment constitutes ull compensation or all labor, material, equipment, and all other items nec-essary and incidental to the completion o the work.
All methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule, is included in the payment or the item o
work to which it is made subsidiary. Such items and the items to which they are made subsidiary are identied in
section 11 o this specication.
11. Items o work and construction details
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1. ApplicabilityThe construction specication is applicable to the
installation o identication markers or plaques to the
works o improvement.
2. Material specifcationsNo material specications complement this speci-
cation. Any specic material requirements must be
indicated in the specications or on the drawings.
3. Included itemsItems to be included in contract specications and
drawings ollows:
a. Complete detail drawings or each type, kind,
and size o marker or plaque, including material
requirements.
b. The style o letters and height o each line.
c. A careully worded exhibit showing the exact
arrangement o words.
d. The physical description or the installation
location or each type and size o marker or
plaque to be installed. Location selected should
consider the audience intended and the poten-
tial or vandalism.
e. Type o required monument or type o structure
to which marker or plaque will be mounted.
. For markers signiying buried structures, state
and/or local government regulations or sign
specications may apply. Ensure that project
sign message and state and/or local govern-
ment rules do not confict.
Instructions or use
Construction Speciication 93—Identiication Markers or Plaques
4. MethodsSection 5, Measurement and Payment
Method 1—Intended or use when various sizes and
types o markers or plaques are to be installed.
Method 2—Intended or use when a single marker or
plaque is to be installed or multiple number o markers
are to be installed and they are o similar type and size.
When specications are prepared using electronic pro-
cedures and all methods but one are deleted or use in
a contract specication, delete rom the last paragraph
All Methods—The ollowing provisions apply to
all methods o measurement and payment. Let
justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 93–1, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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(210-VI-NEH, January 2009)93–I–2
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93–1(210–VI–NEH, May 2001)
1. Scope
The work consists o urnishing and installing identication markers or plaques at the designated locations.
2. MaterialThe markers or plaques shall be constructed o the specied material, and shall meet all requirements or lettering,
painting, nishing, and related items as shown on the drawings or as specied in section 6 o this specication.
3. Construction methodsThe markers or plaques shall be installed at location(s) as shown on the drawings and in the manner or condition
specied in section 6.
4. MonumentsUnless otherwise specied, the markers or plaques shall be mounted on concrete monuments, on existing struc-
tures, or on structures proposed or installation under this contract.
5. Measurement and payment Method 1—For items o work or which specic unit prices are established in the contract, payment or each type,
kind, and size o marker or plaque complete in place is made at the contract unit price or that type, kind, and size.
Such payment constitutes ull compensation or all labor, equipment, tools, and all other items necessary and inci-
dental to the completion o the work.
Method 2—For items o work or which specic lump sum prices are established in the contract, payment or
identication markers or plaques is made at the contract lump sum price. Such payment constitutes ull compensa-
tion or all labor, equipment, tools, and all other items necessary and incidental to the completion o the work.
All methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule, is included in the payment or the item o
work to which it is made subsidiary. Such items and the items to which they are made subsidiary are identied insection 6 o this specication.
6. Items o work and construction details
Construction Speciication 93—Identiication Markers or Plaques
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(210-VI-NEH, May 2001)93–2
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Instructions or use
Construction Specifcations 94—Contractor Quality
1. ApplicabilityConstruction Specication 94 is applicable to con-
tracts that require the contractor to provide quality
control (QC), material testing, and verication o
material quality beore use.
2. Material specifcationsNo material specications complement Construction
Specication 94. Any material requirements are to be
specied in section 10 (see 3 b below).
3. Included itemsItems to be included in the contract specication and
drawings ollow:
a. Develop specic requirements or the quality
control testing that the contractor is to pro-
vide. Establish, as appropriate or the method
selected, the types o material the contractor
is required to test, types o representative tests
required, requency o tests, and other site spe-
cic related details.
b. Provide details on the required intensity o contractor's quality control inspection eorts
with emphasis on the site-specic aspects o
the work, equipment, and material to be used.
Speciy, as appropriate or the method selected,
the documentation required or verication
o oundations and cuto trench excavations,
subgrade or lls, placement o reinorcement
and orming beore ordering concrete, equip-
ment operational tests and available equipment
backups, and saety measures specied. Pre-
scribe specic requirements regarding:
(1) Reliance on contractor or initial or bench-mark testing, production testing, and
testing to adjust to changes in material or
methods.
(2) Standards to be used as reerence or qual-
ity control testing and eld inspections o
material, methods, and procedures.
(3) Special testing or inspection procedures
that need to be included in the quality con-
trol system.
c. Contract specic qualications or requirements
or proessional registration or certication
o QC personnel i necessary to meet Federal,
State, or local statutes or job requirements.
d. Speciy the required approvals by the contract-
ing ocer not covered in the basic specica-
tion or items, such as personnel qualications,
equipment condition, ormat o recordkeeping,
and documentation.
e. Describe the cooperation and communication
aspects or the quality control and quality as-
surance activities.
4. MethodsSection 3, Quality Control System, and Section4, Quality Control Personnel
Method 1—For use with the smaller or less complex
work where the contractor's sta is expected to un-
derstand and be qualied to perorm routine quality
control. The contractor must develop an eective
quality control system. The contractor and contracting
ocer will meet and reach agreement on the system.
Speciy in section 10 i the contracting ocer will
document by correspondence to the contractor the
understanding reached concerning the quality control
system. When the project supervisor can also unction
as the contractor's quality control manager, so state in
section 10.
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Method 2—For use with large or complex work
where the contractor is required to have qualied qual-
ity control testing and inspection personnel on theirsta or will subcontract or these services and provide
NRCS with a written quality control plan and regularly
submit quality control documentation.
Unless otherwise approved by the State Conservation
Engineer, selection o either method 1 or method 2 in
sections 3 and 4 must be uniormly made within the
specication or each contract.
Section 9, Payment
Method 1—Used or larger, more complex projectswhere uniormity in QC activities may not exist.
Method 2—Used or smaller, simpler projects. The
use o method 2 is encouraged when air and equitable
treatment will occur.
When specications are prepared using electronic pro-
cedures and all methods but one are deleted or use in
a contract specication, delete rom the last paragraph
All Methods—The ollowing provisions apply to
all methods o measurement and payment. Let
justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 94–3, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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94–1(210–VI–NEH, January 2009)
Construction Speciication 94—Contractor Quality Control
1. ScopeThe work consists o developing, implementing, and maintaining a quality control system to ensure that the speci-
ed quality is achieved or all materials and work perormed.
2. Equipment and materialsEquipment and material used or quality control shall be o the quality and condition required to meet the test
specications cited in the contract. Testing equipment shall be properly adjusted and calibrated at the start o op-
erations and the calibration maintained at the requency specied. Records o equipment calibration tests shall be
available to the engineer at all times. Equipment shall be operated and maintained by qualied operators as pre-
scribed in the manuacturer's operating instructions, the reerences specied, and as specied in section 10 o this
specication. All equipment and materials used in perorming quality control testing shall be as prescribed by the
test standards reerenced in the contract or in section 10.
All equipment and materials shall be handled and operated in a sae and proper manner and shall comply with all
applicable regulations pertaining to their use, operation, handling, storage, and transportation.
3. Quality control system Method 1—The contractor shall develop, implement, and maintain a system o quality control to provide the speci-
ed material testing and verication o material quality beore use. The system activities shall include procedures
to veriy adequacy o completed work, initiate corrective action to be taken, and document the nal results. The
identication o the quality control personnel and their duties and authorities shall be submitted to the contracting
ocer in writing within 15 calendar days ater notice o award.
Method 2—The contractor shall develop, implement, and maintain a system adequate to achieve the specied
quality o all work perormed, material incorporated, and equipment urnished beore use. The system established
shall be documented in a written plan developed by the contractor and approved by the contracting ocer. The
system activities shall include the material testing and inspection needed to veriy the adequacy o completed work
and procedures to be ollowed when corrective action is required. Daily records to substantiate the conduct o the
system shall be maintained by the contractor. The quality control plan shall cover all aspects o quality control and
shall address, as a minimum, all specied testing and inspection requirements. The plan provided shall be consis-tent with the planned perormance in the contractor's approved construction schedule. The plan shall identiy the
contractor's onsite quality control manager and provide an organizational listing o all quality control personnel
and their specic duties. The written plan shall be submitted to the contracting ocer within 15 calendar days ater
notice o award. The contractor shall not proceed with any construction activity that requires inspection until the
written plan is approved by the contracting ocer.
All methods—The quality control system shall include, but not be limited to, a rigorous examination o construc-
tion material, processes, and operation, including testing o material and examination o manuacturer's certica-
tions as required, to veriy that work meets contract requirements and is perormed in a competent manner.
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94–2 (210–VI–NEH, January 2009)
4. Quality control personnel Method 1—Quality control activities shall be accomplished by competent personnel. A competent person is: One
who is experienced and capable o identiying, evaluating, and documenting that materials and processes being
used will result in work that complies with the contract; and, who has authority to take prompt action to remove,
replace, or correct such work or products not in compliance. O-site testing laboratories shall be certied or in-
spected by a nationally recognized entity. The Contractor shall submit to the Contracting Ocer, or approval, labo-
ratory certication or inspection inormation. The Contractor shall submit to the Contracting Ocer, or approval,
the names, qualications, authorities, certications, and availability o the competent personnel who will perorm
the quality control activities.
Method 2—Quality control activities shall be accomplished by competent personnel who are separate and apart
rom line supervision and who report directly to management. A competent person is one who is experienced and
capable o identiying, evaluating, and documenting that material and processes being used will result in work
that complies with the contract, and who has authorization to take prompt action to remove, replace, or correct
such work or products not in compliance. Osite testing laboratories shall be certied or inspected by a nationally
recognized entity. The Contractor shall submit to the Contracting Ocer, or approval, laboratory certication or
inspection inormation. The contractor shall submit to the contracting ocer, or approval, the names, qualica-
tions, authorities, certications, and availability o the competent personnel who will perorm the quality control
activities.
5. Post-award conerenceThe contractor shall meet with the contracting ocer beore any work begins and discuss the contractor's quality
control system. The contracting ocer and the contractor shall develop a mutual understanding regarding the qual-
ity control system, including procedures or correcting quality control issues.
6. RecordsThe contractor's quality control records shall document both acceptable and decient eatures o the work and
corrective actions taken. All records shall be on orms approved by the contracting ocer, be legible, and be dated
and signed by the competent person creating the record.
Unless otherwise specied in section 10 o this specication, records shall include:
a. Documentation o shop drawings including date submitted to and date approved by the contracting ocer,results o examinations, any need or changes or modications, manuacturer's recommendations and certi-
cations, i any, and signature o the authorized examiner.
b. Documentation o material delivered including quantity, storage location, and results o quality control
examinations and tests.
c. Type, number, date, time, and name o individual perorming quality control activities.
d. The material or item inspected and tested, the location and extent o such material or item, and a descrip-
tion o conditions observed and test results obtained during the quality control activity.
e. The determination that the material or item met the contract provisions and documentation that the engi-
neer was notied.
. For decient work, the nature o the deects, specications not met, corrective action taken, and results o quality control activities on the corrected material or item.
7. Reporting resultsThe results o contractor quality control inspections and tests shall be communicated to the engineer immediately
upon completion o the inspection or test. Unless otherwise specied in section 10, the original plus one copy o
all records, inspections, tests perormed, and material testing reports shall be submitted to the engineer within one
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94–3(210–VI–NEH, January 2009)
working day o completion. The original plus one copy o documentation o material delivered shall be submitted
to the engineer beore the material is used.
8. AccessThe contracting ocer and the engineer shall be given ree access to all testing equipment, acilities, sites, and
related records or the duration o the contract.
9. Payment Method 1—For items o work or which lump sum prices are established in the contract, payment is made as the
work proceeds, ater presentation by the contractor o invoices showing related costs and evidence o charges by
suppliers, subcontractors, and others or urnishing supplies and work perormed. I the total o such payments is
less than the lump sum contract price or this item, the remaining balance is included in the nal contract payment.
Payment o the lump sum contract price constitutes ull compensation or completion o the work.
Payment is not made under this item or the purchase cost o material and equipment having a residual value.
Method 2—For items o work or which lump sum prices are established in the contract, payment is prorated and
paid in equal amounts on each monthly estimate. The number o months used or prorating shall be the number
estimated to complete the work. The nal month's prorate amount is made with the nal payment. Payment as
described above constitutes ull compensation or completion o the work.
Payment is not made under this item or the purchase cost o material and equipment having a residual value.
All methods—Compensation or any item o work described in the contract, but not listed in the bid schedule, is
included in the payment or the item o work to which it is made subsidiary. Such items and the items to which they
are made subsidiary are identied in section 10.
10. Items o work and construction details
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1. ApplicabilityThis specication is applicable or the installation
o both woven and nonwoven geotextiles used or
purposes o slope protection, subsurace drains, and
stabilization o soils.
2. Material specifcationsMaterial Specication 592 complements Construction
Specication 95.
3. Included itemsItems to be included in the contract specications and
drawings ollow:
a. The purpose or use o the geotextile (i.e., slope
protection) and the selection o class I, II, III,
or IV, as appropriate, woven or nonwoven, (See
Design Note 24).
b. The range o apparent opening size (AOS) or
woven geotextiles. Any increase or change
rom those parameters shown in tables 1 and
2 that are desired and based on specic design
data.c. When specied, size and conguration o pan-
els or payment (e.g., method 2). Note: A panel
represents pieces rom a roll that have been
seamed together to create the specied size
and shape.
d. Details o panel joining and splicing; i.e., seam-
ing, overlap or olding (method 1 or method 2
in section 5).
e. The required roll width, when necessary.
. Details o panel placement, orientation, and
anchorage, when necessary. Perimeter and toeanchorage details, as necessary. When the use
o pins is acceptable as temporary anchorage,
so speciy.
g. Requirements o cushioning or bedding mate-
rial used to cover the geotextile to protect
against damage during placement o surace
material, such as rock riprap.
h. Special installation requirements.
i. Ultraviolet exposure requirements or condi-
tions where the potential exposure is con-
sidered severe (use 500 hours). The 150-hour
requirement listed in tables 1 and 2 is recom-
mended or normal exposure conditions.
j. In section 6 or measurement when method 1
or 2 is selected, note the method o measure-
ment being horizontal or slope measurement in
determining surace area o the geotextile or
payment purposes.
4. MethodsSection 5, Placement
Method 1—Intended to be used when the primary use
o the geotextile is to unction as a lter and holes or
"holidays" rom anchoring pins might compromise the
integrity o the installation.
Method 2—Intended to be used when the primary use
o the geotextile is to unction as a bedding and as a
separator o material. Seepage may be present, but the
potential or piping in the base soil material is not a
concern.
May also need to speciy whether a, b, or c in the
Included items apply.
Section 6, Measurement and payment
Method 1—Intended or use when the geotextile is
measured or payment based on the total surace area
covered. The additional lap material needed or joining
is not measured or payment.
Method 2—Intended or use when the geotextile is
measured or payment based on the roll width and
length used to cover the area. The measurement
includes that amount needed or overlap and joining
panels.
Instructions or use
Construction Specifcations 95—Geotextile
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Method 3—Intended or use when the quantity is not
measured or payment and there is not likely to be any
change in quantity.
When specications are prepared using electronic
procedures and all methods but one are deleted or
use in a contract specication, delete rom the last
paragraph, All Methods—The ollowing provisions
apply to all methods o measurement and pay-
ment. Let justiy the remaining text.
5. Items o work and construction detailsStarting at the top o page 95–3, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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(210-VI-NEH, May 2001) 95–1
1. ScopeThis work consists o urnishing all material, equipment, and labor necessary or the installation o geotextiles.
2. Quality
Geotextiles shall conorm to the requirements o Material Specication 592 and this specication.
3. StorageBeore use, the geotextile shall be stored in a clean, dry location out o direct sunlight, not subject to extremes o
either hot or cold temperatures, and with the manuacturer's protective cover undisturbed. Receiving, storage, and
handling at the job site shall be in accordance with the requirements listed in ASTM D 4873.
4. Surace preparationThe surace on which the geotextile is to be placed shall be graded to the neat lines and grades as shown on the
drawings. It shall be reasonably smooth and ree o loose rock and clods, holes, depressions, projections, muddy
conditions, and standing or fowing water (unless otherwise specied in section 7 o this specication).
5. PlacementBeore the geotextile is placed, the soil surace will be reviewed or quality assurance o the design and construc-
tion. The geotextile shall be placed on the approved prepared surace at the locations and in accordance with the
details shown on the drawings and specied in section 7 o this specication. It shall be unrolled along the place-
ment area and loosely laid, without stretching, in such a manner that it conorms to the surace irregularities when
material or gabions are placed on or against it. The geotextile may be olded and overlapped to permit proper
placement in designated area(s).
Method 1—The geotextile shall be joined by machine sewing using thread material meeting the chemical require-
ments or the geotextile bers or yarn. The sewn overlap shall be 6 inches, and the sewing shall consist o two
parallel stitched rows at a spacing o about 1 inch and shall not cross (except or any required re-stitching). The
stitching shall be a lock-type stitch. Each row o stitching shall be located a minimum o 2 inches rom the geotex-
tile edge. The seam type and sewing machine to be used shall produce a seam strength, in the specied geotextile,that provides a minimum o 90 percent o the tensile strength in the weakest principal direction o the geotextile
being used, when tested in accordance with ASTM D 4884. The seams may be actory or eld sewn.
The geotextile shall be temporarily secured during placement o overlying material to prevent slippage, olding,
wrinkling, or other displacement o the geotextile. Unless otherwise specied, methods o securing shall not cause
punctures, tears, or other openings to be ormed in the geotextile.
Method 2—The geotextile shall be joined by overlapping a minimum o 18 inches (unless otherwise specied)
and secured against the underlying oundation material. Securing pins, approved and provided by the geotextile
manuacturer, shall be placed along the edge o the panel or roll material to adequately hold it in place during
installation. Pins shall be steel or berglass ormed as a U, L, or T shape or contain "ears" to prevent total penetra-
tion through the geotextile. Steel washers shall be provided on all but the U-shaped pins. The upstream or upslope
geotextile shall overlap the abutting downslope geotextile. At vertical laps, securing pins shall be inserted through
the bottom layers along a line through approximately the mid-point o the overlap. At horizontal laps and across
slope labs, securing shall be inserted through the bottom layer only. Securing pins shall be placed along a line about
Construction Speciication 95—Geotextile
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(210-VI-NEH, May 2001)95–2
2 inches in rom the edge o the placed geotextile at intervals not to exceed 12 eet unless otherwise specied. Ad-
ditional pins shall be installed as necessary and where appropriate to prevent any undue slippage or movement o
the geotextile. The use o securing pins will be held to the minimum necessary. Pins are to remain in place unless
otherwise specied.
Should the geotextile be torn or punctured, or the overlaps or sewn joint disturbed, as evidenced by visible geotex-
tile damage, subgrade pumping, intrusion, or grade distortion, the backll around the damaged or displaced area
shall be removed and restored to the original approved condition. The repair shall consist o a patch o the same
type o geotextile being used and overlaying the existing geotextile. When the geotextile seams are required to besewn, the overlay patch shall extend a minimum o 1 oot beyond the edge o any damaged area and joined by sew-
ing as required or the original geotextile except that the sewing shall be a minimum o 6 inches rom the edge o
the damaged geotextile. Geotextile panels joined by overlap shall have the patch extend a minimum o 2 eet rom
the edge o any damaged area.
Geotextile shall be placed in accordance with the ollowing applicable specication according to the use indicated
in section 7:
Slope protection—The geotextile shall not be placed until it can be anchored and protected with the speci-
ed covering within 48 hours or protected rom exposure to ultraviolet light. In no case shall material be
dropped on uncovered geotextile rom a height o more than 3 eet.
Subsurace drains—The geotextile shall not be placed until drainll or other material can be used to pro- vide cover within the same working day. Drainll material shall be placed in a manner that prevents damage
to the geotextile. In no case shall material be dropped on uncovered geotextile rom a height o more than 5
eet.
Road stabilization—The geotextile shall be unrolled in a direction parallel to the roadway centerline in a
loose manner permitting conormation to the surace irregularities when the roadway ll material is placed
on its surace. In no case shall material be dropped on uncovered geotextile rom a height o more than 5
eet. Unless otherwise specied, the minimum overlap o geotextile panels joined without sewing shall be
24 inches. The geotextile may be temporarily secured with pins recommended or provided by the manuac-
turer, but they shall be removed beore the permanent covering material is placed.
6. Measurement and payment
Method 1—For items o work or which specic unit prices are established in the contract, the quantity o geotex-tile or each type placed within the specied limits is determined to the nearest specied unit by measurements o
the covered suraces only, disregarding that required or anchorage, seams, and overlaps. Payment is made at the
contract unit price. Such payment constitutes ull compensation or the completion o the work.
Method 2—For items o work or which specic unit prices are established in the contract, the quantity o geotex-
tile or each type placed with the specied limits is determined to the nearest specied unit by computing the area
o the actual roll size or partial roll size installed. The computed area will include the amount required or overlap,
seams, and anchorage as specied. Payment is made at the contract unit price. Such payment constitutes ull com-
pensation or the completion o the work.
Method 3—For items o work or which specic lump sum prices are established in the contract, the quantity o
geotextile is not measured or payment. Payment or geotextiles is made at the contract lump sum price and consti-
tutes ull compensation or the completion o the work.
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95–3(210–VI–NEH, May 2001)
All methods—The ollowing provisions apply to all methods o measurement and payment. Compensation or any
item o work described in the contract, but not listed in the bid schedule, is included in the payment or the item o
work to which it is made subsidiary. Such items and the items to which they are made subsidiary are identied in
section 7 o this specication.
7. Items o work and construction details
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210-VI-NEH, May 2001)95–4
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National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009) 96–I–1
1. ApplicabilityConstruction Specication 96 is applicable when an
onsite project eld oce with the basic acilities or
material testing and construction oce needs is to be
urnished by the contractor.
2. Material specifcationsNo material specications complement Construction
Specication 96.
3. Included itemsItem to be included in contract specications and
drawings ollow:
a. Type o eld oce; identiy type A, B, or C rom
table 1. I other equipment than that specied
is required or is not necessary, supplement or
amend table 1 in section 5 o this specication
to provide appropriate requirements.
b. Identiy any exception, deletion, or special
needs in the equipment, material, or urnish-
ings, such as blinds, lighting, testing equipment
(microwave oven), toilet acilities, typewriter(electric or manual), secure storage or nuclear
equipment, computer (minimum eatures need
to be identied), copy machine, FAX machine,
telephone with answering equipment, and other
related items. It should be determined i NRCS
or sponsors are to urnish any required items
or i they should be included in the contract or
the contractor to provide.
Instructions or use
Construction Speciications 96—Field Oice
c. Include the responsibility or providing service
during the construction period; such as deliv-
ery o bottled water, sanitary acility service,
cleaning service, snow removal, maintenance
o the eld oce equipment, and electric ser-
vice. Include any requirements or inspections
by utilities or government authorities, such as
electrical saety or re department inspection.
d. Show on the drawings the approximate loca-
tion where acilities are to be placed. When
known, show the location o the utility services
(electricity, natural gas, telephone, water,sewer) available.
4. Items o work and construction detailsStarting at the top o page 96–4, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009)96–I–2
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96–1(210-VI-NEH, May 2001)
1. ScopeThis work shall consist o urnishing and maintaining a eld oce or the exclusive use o the engineer and other
employees o the owner.
2. LogisticsThe approximate location o the oce shall be as shown on the drawings. Oce space provided under this con-
tract item shall be separated rom any space used by the contractor or other purposes.
The eld oce and appurtenances shall be set up, equipped, and made ready or use within 20 days o the receipt
o the written Notice to Proceed, unless otherwise specied in section 5. The eld oce and appurtenances shall
remain the property o the contractor and shall be maintained in good condition and appearance until completion
o the contract work.
When a mobile eld oce acility is urnished, it shall be leveled, blocked, and anchored in accordance with Stan-
dard A 225.1 o Manuactured Home Installations, 1987 o the National Conerence o States on Building Codes and
Standards, Inc., or the requirements o the local government that has jurisdiction.
The contractor shall install, provide, and maintain all utilities except telephone service as outlined in section 5.
Contractor shall provide access to the telephone company and authorization or the installation o telephone ser-
vice or the use o NRCS and their agents. Utility service maintenance may include heating uel, electricity, water,
and sewer. Contractor shall provide a sanitary acility (toilet) in accordance with the minimum OSHA Saety and
Health Requirements or use by NRCS and their agents (see table 96–1, ootnote 1).
The contractor shall provide and maintain a reasonable access road to the eld oce location together with park-
ing or a minimum o our vehicles in the proximity o the eld oce site.
Upon completion and acceptance o the project work, the contractor shall remove the eld oce rom the project
site and, unless otherwise directed, shall restore all areas aected by the eld oce installation, including the en-
trance road and parking areas, to a condition equal to or better than existed beore installation o the eld oce.
3. Materials and urnishingsThe contractor shall urnish all materials and urnishings as set orth below:
a. Provide the type o eld oce as specied in section 5 o this specication.
b. The eld oce shall include, or possess as a minimum, the eatures shown below and as specied in table
96–1 or the oce type specied:
(1) Be provided with all items in a clean, usable condition.
(2) Be structurally sound, entirely enclosed, secure, and waterproo.
(3) Have a ceiling height o not less than 7 eet.
(4) Be attractively painted on the outside with a nished interior.
(5) Be provided with two exterior doors except type C oce shall have one door. The doors shall be
equipped with dead-bolt type cylinder locks, including our keys or each lock. Exterior lock and hasps,
or equivalent, shall also be provided or each door.
(6) Windows shall be equipped with screens and with provisions or opening and closing. Latches or other
approved locking provisions to secure the windows shall be provided.
(7) Window blinds shall be available and provided or all windows.
Construction Speciication 96—Field Oice
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96–2 (210-VI-NEH, May 2001)
(8) Be provided with adequate articial lighting to provide an average o 50 candlepower to all work areas
within the oce. Overhead lamps or each desk and drating table shall be provided. Electric service
shall be continuous or the period the eld oce is being used to service this contract. Electric lights
and power service shall be supplied with at least our grounded duplex convenience outlets installed
in each room.
(9) Be provided with an approved heating system capable o maintaining a temperature o at least 70
degrees Fahrenheit throughout the oce during the periods o cold weather that can be expected to
occur during the construction period.
(10) Be provided with an approved air conditioner(s) with a minimum capacity o 15,000 BTUs or each
oce room.
(11) Be provided with an electric or gas water heater with a 5-gallon minimum capacity.
c. The eld oce shall be urnished with the ollowing listed minimum equipment in good condition and as
specied in table 96–1:
(1) Desk(s) shall have a minimum o two drawers on each side and have minimum surace dimension o
30 inches by 60 inches. A standard oce chair with arm rests and casters shall be provided with each
desk.
(2) A slant-top adjustable height drating table, with approximate dimensions o 36 inches wide by 60
inches long and a 36-inch height, and an adjustable height drating stool.
(3) Work table with the approximate dimensions o 30 inches wide by 60 inches long and 30 inches high,
a portable meeting table with approximate dimensions o 36 inches wide by 72 inches long and 30
inches high, and at least six olding or stacking oce chairs.
(4) Closets with a minimum clear height o 7 eet and approximately 24 inches by 30 inches equipped with
two adjustable and removable shelves.
(5) Bookcases or built-in shelving equivalent to ve 4-oot-long shelves, each 10-inches wide and 12-inches
high, suitably located to refect an oce environment.
(6) One two-burner propane or natural gas stove or electric grill that can accommodate two 12-inch diam-
eter pans. Heating capacity shall be adequate to remove soil moisture to meet the requirements o the
ASTM quick-dry method.
(7) Underwriters Laboratory approved wall-mounted re extinguisher with a minimum rating o 10 ABC.
(8) Minimum o one 16-unit rst aid kit approved or certied by the American Red Cross or equivalent.
(9) Four-drawer, locking, reproo metal le cabinet with two keys provided.
(10) Electrical rerigerated cold water drinking equipment supplied with potable drinking water and dis-
posable cups or the duration o the contract.
(11) Racks or hanging drawings, together with holders or clamps, to accommodate 24- by 36-inch maxi-
mum size sheets.
(12) Nonskid steps and landing platorm with saety handrail or each entrance.
(13) One inside and usable sanitary acility (fush type) located within a private room.
(14) One utility sink approximately 24 inches by 24 inches equipped with hot and cold running water.
(15) One microwave oven with specications as listed in ootnote 2 to table 96–1.
d. Beore mobilizing and setting up the eld oce, the contractor shall prepare and submit detailed plans o
the oce to the engineer.
e. The contractor shall provide access to the engineer or visual verication that the oce and equipment
meet contract requirements beore mobilizing the eld oce to the work site.
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96–3(210-VI-NEH, May 2001)
4. PaymentThis item is not measured, but is paid at the contract lump sum price established or this bid item in the contract,
including mobilization and demobilization. The ollowing progress payment schedule applies unless other provi-
sions are outlined in section 5 o this specication:
• 40percentofthelumpsumpricebidwillbepayablefortherstmonthlyprogresspaymentfollowingsatis-
actory delivery and setup complete with ull service installed.
• 20percentofpaymentwillberetainedtocovertheremovalofserviceanddemobilizationfollowingcom-
pletion o the work and will be included in the nal payment.• 40percentremainingwillbeproratedoverthebalanceofthecontractinaccordancewiththeplannedcon-
struction schedule.
Payment as described herein is ull compensation or all labor, material, supplies, equipment, rental ees, utility
charges (excluding telephone service charges), and incidentals required to provide, equip, maintain, insure, and
cleanup the site ollowing demobilization o the eld oce unit.
Table 96–1 Equipment or eld oce types
Equipment - - - - - - - - - - - - - - - - - - - Field oce type - - - - - - - - - - - - - - - - - - -
A B C
Floor space (t2) 480 (2 rooms) 360 (2 rooms) 120 (1 room)
Window space (t2) 66 50 30
Air conditioning Yes Yes Yes
Desk and chair 3 2 1
Rack or drawings 1 1 - - -
Work tables 2 1 1
Meeting table 1 1 - - -
Drating table and stool 2 1 - - -
4-drawer le (D label) metal le cabinet 2 1 - - -
Folding/oce chairs 10 8 4
Electric water cooler 1 1 1
Inside sanitary acility 1 1/ 1 1/ 1 1/
Oven, microwave 1 2/ 1 2/ - - -
Cupboards, closets, etc. 3/ 3/ 3/
2-burner stove 1 1 - - -
Fire extinguisher 1 1 1
First aid kit (16 unit) 1 1 1
Utility sink 1 1 - - -
Window blinds Yes Yes No
Electrical service Yes Yes 4/
Desk and table lamps Yes Yes No
1/ Exterior sel-contained sanitary acilities within 100 eet o the oce with maintenance service is an option.
2/ A variable power microwave oven with minimum inside dimensions o 12 inch by 10 inch by 10 inch. The maximum power setting on the
microwave oven shall operate at approximately 650 watts. The microwave oven shall have at least one power setting that operates at between
300 and 400 watts.
3/ Reasonable number or the size o the oce.
4/ A generator to provide electric service or heating, lighting, and calculators is sucient. Contractor is responsible or maintenance, uel
supplies, and service.
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(210-VI-NEH, May 2001)96–4
5. Items o work and construction details
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Part 642
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National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009) 97–I–1
Instructions or use
Construction Speciications 97—Flexible Membrane Liner
1. ApplicabilityConstruction Specication 97 is applicable to the
placement o fexible membrane liners in liquid con-
tainment systems to control seepage.
2. Material specifcationsMaterial Specication 594, Flexible Membrane Liner, is
complementary to this specication.
3. Included items
Items to be included in the contract drawings andspecications ollow:
a. The type o liner material being used and the
required thickness.
b. The required lines and grades o the liner sub-
grade and the cover layer, i applicable.
c. Details o panel placement, orientation, and
anchorage.
d. Requirements or subgrade compaction.
e. Requirements o any cushioning material to be
used and the material reerences or the same.
. Requirements or a geosynthetic rub sheet, as
mentioned in section 6, Liner Placement
g. Requirements or under drains and the associ-
ated materials.
h. Details or any loading, unloading, or cleanout
ramps; including batten strips or other means
o astening.
i. Details or pipe outlets and boots or appurte-
nances to t the liner to the pipe, concrete, or
steel structures, as mentioned in section 11,
Appurtenances.
j. Details o gas vents and their locations, as men-
tioned in section 12, Gas Vents and Drainage.
k. Details or ences, ladders, or other saety ea-
tures.
l. Requirements or cover soil, as mentioned in
section 13, Cover Soil.
m. Requirements or concrete placement including
the slump o the concrete, as mentioned in sec-
tion 14, Placement o concrete.
n. Any special instructions related to the materials,
installation, and onsite quality control testing.
4. Items o work and construction detailsStarting at the top o page 97–5, prepare and outline
job specic "Items o Work and Construction Details"(IWCD) in accordance with these instructions.
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Part 642
National Engineering Handbook
National Standard Construction
Specications
Chapter 2
(210-VI-NEH, January 2009)97–I–2
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97–1(210–VI–NEH, November 2005)
Construction Speciication 97—Flexible Membrane Liner
1. ScopeThe work consists o urnishing and installing a fexible membrane liner, including appurtenances, cover soil, and
concrete pads.
2. MaterialThe liner, welding rod, vent covers, pipe boots, gaskets, metal battens, clamps, bolts, embed channel, adhesive, and
sealant shall conorm to the requirements o Material Specication 594, the applicable provisions in this specica-
tion, and details as shown on the drawings.
3. Shipping and storageLiner material shall be delivered, handled, and stored according to the manuacturer's recommendations. Liner
material shall be stored and protected rom puncture, dirt, grease, excessive heat, exposure to ultraviolet radiation,
or other damage.
Damaged liner material shall be repaired or replaced. Liner material that cannot be satisactorily repaired to com-
ply with the requirements o Material Specication 594 shall be removed rom the job site.
4. Subgrade preparationSubgrade soils shall be compacted to provide a smooth, rm, and unyielding oundation. All subgrade suraces
shall be ree o organic material, rocks larger than 3/8 inch, angular rocks, or other sharp objects. Surace deorma-
tions shall not exceed 1 inch. Standing water, mud, and snow shall be removed prior to liner placement.
The liner shall not be placed until the subgrade has been approved by the engineer.
5. Anchor trenchThe anchor trench provides permanent anchoring or the liner and shall be constructed in accordance with the
drawings. The trench corners shall be slightly rounded to prevent sharp bends in the liner.
I sloughing o the trench occurs, the sloughed soils shall be removed and necessary repairs shall be made to pro- vide a smooth trench wall. Standing water, mud, and snow shall be removed prior to liner placement and trench
backll.
Soil material used or backlling the trench shall meet the requirements specied in section 4 o this specication.
The trench shall be backlled in two equal lits and compacted by rolling with rubber-tired equipment or manually
directed compaction equipment.
6. Liner placementThe liner shall be installed with a minimum o handling by using a spreader bar assembly attached to a ront-end
loader, track-hoe bucket, or by other methods recommended by the liner manuacturer. The liner shall be placed
parallel to the direction o maximum slope. During installation, the liner shall be secured with sandbags to protect
it rom wind uplit orces. The liner shall be seamed and secured by the end o each workday.
Construction equipment shall not be allowed to operate directly on the liner except or all terrain vehicles that
produce ground pressure less than 5 pounds per square inch.
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The liner shall not be placed during oggy conditions, precipitation events, or in the presence o excessive winds.
High-Density Polyethylene (HDPE) and Linear Low-Density Polyethylene (LLDPE) liners shall not be placed when
the temperature is less than 50 degrees Fahrenheit. Polypropylene (PP) liners shall not be placed when the tem-
perature is less than 40 degrees Fahrenheit. Polyvinyl Chloride (PVC) liners shall not be placed when the tempera-
ture is less than 40 degrees Fahrenheit or greater than 105 degrees Fahrenheit. Ethylene Propylene Diene Monomer
(EPDM) liners shall not be placed when the temperature is less than zero degrees Fahrenheit or greater than 120
degrees Fahrenheit.
The liner shall be loosely laid over the subgrade with sucient slack to accommodate thermal expansion andcontraction. Each panel shall be laid out and positioned to minimize the number and length o liner seams and in
accordance with the manuacturer’s recommendations. The methods used to place panels shall minimize wrinkles
especially along eld seams. Wrinkles shall not exceed 6 inches in height or "old over" during soil cover placement
or other load application. When specied in section 16 o this specication or recommended by the manuacturer, a
geosynthetic rub sheet shall be used under the liner when dragging or moving the panels.
Seam overlap—Liner panels shall have a minimum seam overlap o 4 inches or hot wedge welding, hot air weld-
ing, chemical usion welding, adhesive seams, inseam tape, and cover strip seams. A minimum seam overlap o
3 inches shall be used or extrusion-welded seams. Upslope panels shall overlap downslope panels to produce a
shingle eect or drainage.
7. Seaming methods HDPE, LLDPE, PP—The primary method o seaming shall be hot wedge usion welding. Fillet extrusion welding
shall be used or repairs, T-seams, and detail work. Hot air usion or chemical usion welding may be used or PP.
Seaming shall not be perormed when the ambient sheet temperature is below 45 degrees Fahrenheit or above 90
degrees Fahrenheit.
PVC—Seams shall be joined using hot wedge usion welding, hot air usion welding, chemical usion welding, or
an adhesive. Special precautions, as recommended by the manuacturer, shall be taken or seam joining i the ambi-
ent sheet temperature is above 105 degrees Fahrenheit. Seam joining shall not be perormed when the ambient
sheet temperature is below 40 degrees Fahrenheit or above 140 degrees Fahrenheit.
EPDM—Seams shall be joined using double-aced inseam tape or a cover strip recommended by the manuacturer.
Seaming shall not be perormed when the ambient sheet temperature is below zero degrees Fahrenheit or above
120 degrees Fahrenheit.
8. Seaming proceduresSeaming shall extend to the outside edge o the liner to be placed in the anchor trenches. Seaming shall not be
conducted in the presence o moisture, dust, dirt, standing water, or sot subgrade. Seaming procedures shall be in
accordance with the liner manuacturer’s recommendations.
Hot wedge welding—Hot wedge welding shall be accomplished by a double-wedge usion welder that produces a
double track weld. Welding equipment and accessories shall be in accordance with the liner manuacturer’s recom-
mendations. The welder shall be calibrated at least once per day at the beginning o each seaming period.
Fillet extrusion welding—Extrusion welding equipment and accessories shall be in accordance with the liner
manuacturer’s recommendations. The extrusion welder shall be calibrated at least once per day at the beginning o each seaming period. To ensure proper bonding o the extrusion weld, edges o the patch material and the adjacent
liner shall be properly abraded by a light grinding. This operation shall be done no more than 15 minutes beore the
welding operation. The abrasion process shall remove no more than 10 percent o the material thickness.
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Hot air welding—Hot air welding shall be accomplished by a single- or double-tracked usion welder. Welding
equipment and accessories shall be in accordance with the liner manuacturer's recommendations. The welder
shall be calibrated at least once per day at the beginning o each seaming period.
Chemical usion welding—The chemical usion agent shall be applied to both panels by a squeeze bottle or
paintbrush. The width o application shall be a minimum o 2 inches. Pressure shall be applied to the seam in ac-
cordance with the liner manuacturer’s recommendations to provide adequate contact between the panels. Excess
agent extruded rom the seam shall be immediately removed.
Adhesive—Adhesive shall be approved by the manuacturer and consist o material with a lie expectancy similar
to that o the liner material. The adhesive shall be applied to both panels by a paintbrush or other approved meth-
od. The adhesive shall cover the entire seam overlap. Pressure shall be applied to the seam in accordance with the
liner manuacturer’s recommendations to provide adequate contact between the panels. Excess adhesive extruded
rom the seam shall be immediately removed.
Inseam tape—A primer shall be applied to both panels by a scrub pad or other approved method recommended
by the manuacturer. The primer shall cover the entire seam overlap. As soon as the primer has fashed, install the
tape on the bottom sheet, remove tape backing, lap the top sheet over the tape, and roll with sucient pressure to
provide adequate contact between the panels.
Cover strip—A primer shall be applied to both panels by a scrub pad or other approved method recommended
by the manuacturer. The top sheet shall be lapped over the bottom sheet and rolled to provide contact between
the panels. Additional primer shall be applied to cover the entire seam overlap. As soon as the primer has fashed,
install the cover strip and roll it with sucient pressure to provide adequate contact between the cover strip and
the panels.
9. Seam testingField seams shall be nondestructively tested over their ull length. Seam testing shall be perormed as the work
progresses.
Nondestructive seam testing—Air pressure tests shall be perormed in accordance with ASTM D 5820 on all
double-track usion seams. The air pressure test equipment and procedures shall conorm to this specication
and the liner manuacturer's recommendations. Pressurize the air channel to 25 to 30 pounds per square inch or
HDPE, LLDPE, and PP liners, 15 to 25 pounds per square inch or 30 mil PVC liners, and 20 to 30 pounds per square
inch or 40 mil PVC liners.
Monitor any pressure drops or 5 minutes. A loss o pressure in excess o 4 pounds per square inch or HDPE, LL-
DPE, and PP liners, 5 pounds per square inch or 30 mil PVC liners, 4 pounds per square inch or 40 mil PVC liners,
or a continuous loss o pressure is an indication o a leak. The location o all deective seams shall be marked and
repaired.
Vacuum box tests shall be perormed in accordance with ASTM D 5641 on all seams and repairs made by extrusion
welds and may be used on PP chemical usion welds. Vacuum box tests shall not be used on PVC liner seams. The
location o all deective seams shall be marked and repaired.
Air lance tests shall be perormed in accordance with ASTM D 4437 on single-track usion welds, chemical usionwelds, and on adhesive PVC seams and EPDM seams, and may be used on PP chemical usion seams. The location
o all deective seams shall be marked and repaired.
Destructive seam testing—I specied in section 16 o this specication, seam samples shall be cut at no more
than one sample per 500 eet o weld or destructive seam testing. All destructive seam samples shall be tested in
shear and peel modes in accordance with ASTM D 6392 to veriy seams meet the requirements o Material Speci-
cation 594.
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10. Repairs All deective liner areas and ailed seams shall be repaired and retested.
Tears, punctures, material deects—All tears, punctures, and material deects in the liner shall be repaired by
installing a patch over the deective area. Suraces o the liner to be patched shall be cleaned beore the repair. All
patches shall be o the same liner material and extend a minimum o 6 inches beyond the edges o the deect area.
All patches shall have rounded corners and shall be seamed to the liner. Holes that are less than 0.25 inch in diam-
eter on HDPE, LLDPE, and PP liners shall be repaired by a bead o extrudent.
Seam repair—Failed seams shall be repaired by installing a cap strip over the entire length o ailed seam. The cap
strip shall be o the same liner material and shall extend beyond the ailed seam a minimum o 6 inches in all direc-
tions. Alternatively, the upper fap may be extrusion welded to the liner along the entire length o the ailed seam.
11. AppurtenancesThe liner shall be mechanically attached to pipe, concrete, or steel structures as shown in the drawings and accord-
ing to liner the manuacturer’s recommendations.
Pipe boots—Factory abricated pipe boots shall be used as specied in section 16 o this specication. Pipe boots
abricated in the eld shall be rom the same material as the liner. The boots shall be welded and clamped to pipes
o the same material as the liner. They shall be clamped to other types o pipe as shown in the drawings, or as rec-
ommended by the manuacturer, to provide a leak-ree attachment.
Metal battens—Metal battens shall meet the requirements o Material Specication 594 and shall be installed
according to the drawings and the liner manuacturer's recommendations. The battens shall be bolted to concrete
by bolts on 6-inch intervals to create a leak-ree connection under submerged conditions. Bolt spacing may be
increased to 12 inches or connections above the fuid level.
Embed channel—Embed channel shall meet the requirements o Material Specication 594 and be installed ac-
cording to drawings and the liner manuacturer's recommendations. The embed channel shall be preabricated to
the dimensions shown on the drawings. All sections o the channel shall be continuously welded to subsequent
sections beore installation in the concrete orms. All corners shall be miter cut and welded on all sides.
12. Gas vents and drainageGas vent faps vent pipes, and drainage systems shall be installed as specied in section 16 o this specication and
as shown on the drawings.
13. Cover soilI specied in section 16 o this specication, cover soil and placement method shall be in accordance to the draw-
ings and shall conorm to this specication and the liner manuacturer's recommendations. Cover soils shall meet
the same requirements as specied or subgrade soils in section 4 o this specication. Cover soil placement shall
be perormed by a loader or bulldozer with ground pressure o less than 8 pounds per square inch. Cover soil shall
not be dropped onto the liner rom a height o more than 3 eet. Following construction o an access ramp, the
soil shall be placed rom the bottom o the slope upward. Construction equipment or machinery shall not operate
directly on the liner. Cover soil shall be placed during the coolest part o the day.
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14. Placement o concreteConcrete placement or ramps and other appurtenances shall be in accordance with the drawings and as specied
in section 16 o this specication. All reinorcing steel shall be placed on fat-ooted plastic rebar chairs. All rebar
splices shall be ully tied. On slopes, concrete shall be placed rom the bottom o the slope to the top and have a
slump as specied in section 16 o this specication. Internal vibrators shall be used to consolidate concrete. Metal
shovels and rodding shall not be used to consolidate or place the concrete. Concrete orms shall be held in place by
methods that avoid damaging the liner.
15. Measurement and paymentFor work or which specic unit prices are established in this contract, the quantity o liner installed shall be de-
termined to the nearest square oot by measurement o the covered suraces only, disregarding that or anchorage,
seams, and overlaps. Payment or items listed separately in the contract bid schedule shall be made at the contract
price or those items. Such payment shall constitute ull compensation or urnishing, shipping, and installing the
liner including all pipe boots or shirts, mechanical attachments to pipes and structures, and other items necessary
and incidental to the completion o the work.
Compensation or any item o work described in the contract, but not listed in the bid schedule, is included in the
payment or the item o work to which it is made subsidiary. Such items and the items to which they are made sub-
sidiary are identied in section 16 o this specication.
16. Items o work and construction details
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Part 642
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National Standard Construction
Specications
Chapter 2
98–I–1(210–VI–NEH, January 2009)
Instructions or use
Construction Speciications 98—Geosynthetic Clay Liner
1. ApplicabilityConstruction Specication 98 is applicable to the
placement o geosynthetic clay liners in liquid contain-
ment systems to control seepage.
2. Material specifcationsMaterial Specication 595, Geosynthetic Clay Liner,
complements this specication.
Construction Specication 95, Geotextile, also comple-
ments this specication.
3. Included itemsItems to be included in the contract Drawings and
specications ollow:
a. The maximum index fux o the geosynthetic
clay liner. Geosynthetic Clay liners sandwiched
between two geotextiles typically have an in-
dex fux o 1x10-8 m/s while those with a lami-
nate or lm have an index fux o 1x10-9 m/s.
b. The required lines and grades o the liner sub-
grade and the cover layer, i applicable.
c. Details o panel placement, orientation, and
anchorage.
d. Requirements o any cushioning material to be
used and the material reerences or the same.
e. Requirements or subgrade compaction.
. Requirements or under drains or interceptors
and the associated materials.
g. Details or any loading, unloading, or cleanout
ramps.
h. Details or pipe outlets or appurtenances to tthe liner to the outlet or inlet structures.
i. Details or ences, ladders, or other saety ea-
tures.
j. Any special instructions related to the materi-
als, installation, and onsite quality control test-
ing.
4. Items o work and construction detailsStarting at the top o page 98–2, prepare and outline
job specic "Items o Work and Construction Details"
(IWCD) in accordance with these instructions.
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National Standard Construction
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Chapter 2
(210-VI-NEH, January 2009)98–I–2
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1. ScopeThe work shall consist o urnishing and installing a geosynthetic clay liner (GCL) with the necessary appurtenanc-
es as shown on the drawings or as specied herein.
2. MaterialThe liner material shall comply with the requirements o Material Specication 595, the applicable provisions in
this specication, and those shown on the drawings.
Granular bentonite used at panel joints and around penetrations and structures shall be o the same quality as the
bentonite that is encapsulated in the liner.
Cover soil shall conorm to this specication and requirements shown on the drawings.
3. Shipping and storageThe liner material shall be transported to the job site and stored onsite in a manner that does not damage the rolls.
The rolls shall be handled at the site with equipment capable o saely doing the job with no damage to the mate-
rial. The rolls shall be stored on a fat, dry surace and shall be kept dry at all times.
4. Subgrade preparationIrregularities and any abrupt grade changes shall be eliminated rom the surace prior to placing the GCL. When
the GCL is placed, the subgrade shall be dry, smooth, and ree o debris, roots, ruts, and stones or any projection o
more than 0.5 inch. All projections o more than 0.5 inches shall be removed, crushed, or pushed into the surace
with a smooth-drum roller.
5. GCL installationThe contractor shall conne the work to an area that can be completely installed and covered by the end o the
normal working day in a manner that will prevent the occurrence o hydration prior to being covered with the
specied cover soils. Daily completion shall be dened as the ull installation o the liner, covering around appurte-
nances, and placement o the specied cover soils.
The rolls shall be careully rolled down the slope and not allowed to unroll reely and out o control. When it is nec-
essary to drag liner panels, a geosynthetic subgrade covering known as a rub sheet shall be used to reduce riction
and protect the GCL during placement.
The rolls shall be placed with the woven geotextile or geomembrane side against the subgrade. The GCL panels
shall be placed so that the long axis o the panels is oriented up and down the slope. This panel orientation shall
apply to all covered slopes including corner slopes. All seams shall be overlapped a minimum o 6 inches. End-o-
roll seams shall be located at least 3 eet rom the toe or crest o the slope. Seams at the base o the slope shall be a
minimum o 6 eet rom the toe.
Seams at the ends o panels should be constructed such that they are shingled in the direction o the grade to pre-
vent fow rom entering the overlap zone. The end o roll overlap shall be a minimum o 24 inches. All seam areasor runs shall be augmented with granular bentonite. Granular bentonite shall be dispersed evenly to cover the en-
tire lapped area rom the panel edge to the lap line at a minimum rate o 1 pound per 2 square eet o area covered.
Seams shall remain closed during the backll operation in order to prevent contamination o the bond surace and
to ensure the panels remain in intimate contact, where jointed, at all times.
For penetrations or structures the liner will contact, a 3-inch by 3-inch notch shall be cut or dug in the subgrade
around the penetration or structure.
Construction Speciication 98—Geosynthetic Clay Liner
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For penetrations, the liner shall be brought up to the penetration and trimmed to t into the notch. Granular ben-
tonite or a compact mixture o 1 part bentonite to 4 parts soil (by volume), blended dry, shall be placed into the
bottom hal o the notch. The liner shall then be inserted into the notch, with the remaining area in the notch lled
with the granular bentonite or the 1 to 4 mixture, and compacted. A secondary GCL collar shall be placed around
horizontal penetrations. The collar shall overlap the GCL a minimum o 12 inches in each direction.
For liner terminated at a structure, granular bentonite or a compact mixture o one part bentonite to our parts soil
(by volume), blended dry, shall be placed in the notch and against the structure. The liner shall extend over the
notch and a minimum o 3 inches vertically adjacent to the structure.
The GCL shall be anchored at the top o the slope as shown on the drawings. The GCL shall be placed in the anchor
trench so that it covers the entire trench bottom and only one trench wall.
The GCL shall be placed so that seams are parallel to the direction o the slope. End o roll seams shall be a mini-
mum o 3-eet rom the toe or crest o the slope.
The GCL shall not be placed in the rain, at times o impending precipitation, or in ponded water.
6. Repairs during installationGCL that has begun to hydrate beore being covered with soil shall be removed and replaced with dry GCL.
All damaged or fawed material shall be repaired as ollows:
• Completelyexposetheaffectedarea.
• Removeallsoilorotherforeignobjects.
• PlaceaGCLpatchovertheexposedareawithaminimumoverlapof12inchesonalledges.
• Placegranulatedbentonitebetweenoverlapattherateof1poundper2squarefeetofareacovered,and
spread to a minimum width o 6 inches.
• Onaslopingsurface,fastenaugmentthebentonite-enhancedseamwithconstructionadhesive.
7. Protective soil cover A soil cover shall be placed to the nal depths and moisture content as specied in section 9 o this specication or
as shown on the plans.
At all times during the soil cover operation, a minimum o 12 inches o soil material shall be kept between the liner
and any equipment being used to spread soil cover. In requently tracked areas or roadways, a minimum cover
thickness o 2 eet is required. The soil cover on slopes shall be pushed up the slopes to prevent downhill stress on
the liner material. Avoid sharp turns and quick starts or stops that could pinch or shit the liner.
8. Measurement and paymentFor work or which specic unit prices are established in this contract, the quantity o liner installed shall be de-
termined to the nearest square oot by measurement o the covered suraces only, disregarding that or anchorage,
seams, and overlaps. Payment or items listed separately in the contract bid schedule shall be made at the contract
price or those items. Such payment shall constitute ull compensation or urnishing, shipping, and installing theliner including all pipe boots or shirts, mechanical attachments to pipes and structures, and other items necessary
and incidental to the completion o the work.
Compensation or any item o work described in the contract, but not listed in the bid schedule, is included in the
payment or the item o work to which it is made subsidiary. Such items and the items to which they are made sub-
sidiary are identied in section 9 o this specication.
9. Items o work and construction details
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National Standard Material
Specifcations
Chapter 3
(210–VI–NEH, May 2001) 511–1(210–VI–NEH, May 2001)
1. ScopeThe specifcation covers the type and quality o steel
piles.
2. Bearing pilesSteel bearing piles shall be structural steel H-piles
conorming to the requirements o ASTM A 36.
The required length o pile may be abricated by butt-
welding shorter lengths o pile stock. Unless otherwise
specifed, the cross-section o each pile shall be con-
stant throughout its length. The axis o the pile shall
be straight, and the number o welded joints in thelength o the pile shall be as ew as practicable. Pieces
below the top piece shall have a minimum length o 10
eet.
3. Sheet pilesSteel sheet piles shall conorm to the requirements o
ASTM A 328, A 572, or A 690.
Fabrication o piles rom shorter lengths o pile stock
is not permitted.
Material Specifcation 511—Steel Piles
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National Standard Material
Specifcations
Chapter 3
(210–VI–NEH, May 2001) 512–1
Material Speciication 512—Wood Piles
1. ScopeThis specifcation covers the quality o wood piles.
2. Quality o pilesThe piles shall conorm to the requirements o ASTM
D 25 or the specifed classes and sizes o piles.
3. TreatmentPiles shall be treated with the specifed type and
amount o preservative and in conormance with the
requirements o Material Specifcation 585.
4. MarkingEach treated pile delivered to the job site shall be
marked as specifed in Material Specifcation 585.
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National Standard Material
Specifcations
Chapter 3
513–1(210–VI–NEH, May 2001)
Material Speciication 513—Precase Concrete Piles
1. ScopeThis specifcation covers the quality o precast con-
crete piles.
2. General requirementsThe piles shall conorm to the details shown on the
drawings. The piles shall be cast o portland cement
concrete mixed, placed, and cured by the methods
specifed in Construction Specifcation 31 except as
amended in the specifcation. The fnished piles shall
be true to line with a smooth surace ree rom stone
pockets, honeycomb, or other surace deects.
3. Classes o concreteUnless otherwise specifed, Class 4000 concrete ap-
plies.
4. ReinorcementReinorcement steel shall conorm to the requirements
o Construction Specifcation 34.
5. FormsForms shall be constructed o plywood, metal, or
dressed lumber and shall have 1-inch chamer strips
at all corners. They shall be mortar tight, true to line,
and adequately supported to prevent deormation or
settlement during concrete placement. They shall be
designed to be removable without damaging the com-
pleted piles.
6. Placing concreteThe concrete shall be placed in each pile in one contin-
uous operation. The concrete shall be compacted and
worked into the orms and around the reinorcement by
procedures outlined in Construction Specifcation 31.
7. CuringThe piles shall be cured or a minimum o 14 days by a
method specifed in Construction Specifcation 31.
Test cylinders cast or the purpose o determining
when the piles may be subjected to handling stresses
shall be cured by the same method as the pile, at the
same location, and under the same conditions as those
applied to the piles.
The steam curing process may be used as an alterna-
tive to moist curing or membrane curing. The piles
shall be cured inplace on the casting bed by the intro-
duction o steam into a steam-tight housing that com-
pletely encloses the casting bed. The frst application
o steam shall be applied ater the concrete has gained
an initial set, but in no case sooner than 2 hours aterthe concrete is placed unless a set-retarding admixture
is an ingredient o the approved concrete mix. When
a set-retarding admixture is used, the frst application
o steam shall be applied no sooner than 4 hours ater
the concrete is placed. Moist curing methods shall be
applied during the interval between the placement o
the concrete and the application o the steam.
The steam shall be at 100 percent relative humid-
ity and shall not be applied directly on the concrete.
During application o the steam, the ambient air tem-
perature within the housing shall be increased at a
maximum rate o 40 degrees Fahrenheit per hour until
the maximum temperature is reached. The tempera-
ture within the housing shall be maintained between
140 and 160 degrees Fahrenheit until the concrete has
reached the specifed strength. In discontinuing the
application o the steam, the ambient air temperature
within the housing shall be decreased at a maximum
rate o 40 degrees Fahrenheit per hour until the tem-
perature within the housing does not exceed than 20
degrees Fahrenheit above the ambient air temperature
outside the housing.
The concrete shall not be exposed to temperatures be-low reezing or a minimum o 6 days ater placement.
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National Standard Material
Specifcations
Chapter 3
(210–VI–NEH, May 2001)513–2
8. Removing ormsSide orms shall remain in place a minimum 24 hours.
9. Handling and storing pilesThe contractor shall handle and store piles by methods
that do not cause spalling, cracking, or other damage
to the piles. The contractor shall urnish all bridles,
slings, and other handling equipment as necessary.
Piles shall not be moved until the tests indicate a
minimum compressive strength o 80 percent o the
design 28-day compressive strength. Piles shall not be
transported or driven until the feld cure test cylinders
indicate a minimum compressive strength equal to the
design 28-day compressive strength.
Piles that are cracked, spalled, or otherwise damaged
during handling will be rejected.
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National Standard Material
Specifcations
Chapter 3
(210–VI–NEH, May 2001) 514–1
Material Speciication 514—Cast-In-Place Concrete Piles With Shells
1. ScopeThis specifcation outlines the quality o piles ormed
by driving shells to the required bearing, leaving the
shells permanently in place, and placing concrete
within the shells.
2. General requirementsThe piles may have constant diameter or may be ta-
pered. The diameter o the tapered pile shall increase
uniormly rom bottom to top. The pile may be stepped
increasing in diameter rom bottom to top with the
diameter changes between steps to be gradual and uni-orm throughout the total pile length. Unless otherwise
specifed, the average diameter o each pile shall not
be less than 11inches. The minimum tip diameter o a
tapered pile shall be 8 inches.
3. ShellThe shell shall be made o reinorced concrete or steel.
It shall have sufcient strength and rigidity to prevent
distortion during driving or ater driving by soil or
water pressures or pressures caused by the driving
o adjacent piles. It shall be sufciently watertight to
exclude water during placement o concrete. Drivenshells shall be clean and ree o water beore reinorc-
ing steel and/or concrete is placed.
4. ReinorcementWhen internal reinorcement is specifed, it shall con-
orm to the details on the drawings and to the require-
ments o Construction Specifcation 34.
5. ConcreteConcrete shall not be placed in any pile until the
driven shell complete with reinorcement inplace has
been inspected and approved by the engineer.
Unless otherwise specifed, the concrete:
• shallconformtotherequirementsofConstruc-
tion Specifcation 31and shall be Class 4000
• shallbeplacedineachpileinonecontinuous
operation
• shallbeplacedandconsolidatedintotheshell
in conormance with the requirements o Con-
struction Specifcation 31
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Specifcations
Chapter 3
521–1(210–VI–NEH, May 2001)
Material Specification 521—Aggregates for Drainfill and Filters
1. ScopeThis specifcation covers the quality o mineral aggre-
gates or the construction o drainfll and flters.
2. QualityDrainfll and flter aggregates shall be sand, gravel, or
crushed stone or mixtures thereo. Aggregates shall
be composed o clean, hard, durable, mineral particles
ree rom organic matter, clay balls, sot particles, or
other substances that would interere with the ree-
draining properties o the aggregates.
Coarse aggregate may be crushed limestone or othermaterial that has limestone particles included. Ag-
gregates rom crushed limestone shall be thoroughly
washed and screened to remove limestone dust, lime-
stone fnes, and fne soil particles. For coarse aggre-
gate containing limestone, the total portion fner than
the No. 4 sieve shall not contain more than 3 percent
by weight o limestone. Limestone shall not be used
or fne aggregates except in combination with other
material, such that not more than 5 percent o the por-
tion fner than the No. 4 sieve shall be limestone.
Aggregates shall be tested or soundness according to ASTM Method C 88 and shall have a weighted aver-
age loss in 5 cycles o not more than 12 percent when
sodium sulate is used or 18 percent when magnesium
sulate is used.
3. GradingDrainfll and flter aggregates shall conorm to the
specifed grading limits ater being placed or ater
being compacted when compaction is specifed. Grad-
ing shall be determined by ASTM Method C 136. The
percentage o material fner than the No. 200 sieve
shall be determined by the method in ASTM Designa-tion C 117.
4. Storing and handlingDrainfll and flter aggregates shall be stored and han-
dled by methods that prevent segregation o particle
sizes or contamination by mixing with other material.
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National Standard Material
Specifcations
Chapter 3
(210–VI–NEH, May 2001)
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National Standard Material
Specifcations
Chapter 3
(210–VI–NEH, May 2001) 522–1
1. ScopeThis specifcation covers the quality o fne aggregate
and coarse aggregate or use in the manuacture o
portland cement concrete.
2. Quality Aggregate shall conorm to the requirements o ASTM
Specifcation C 33 or the specifed sizes. Aggregates
that ail to meet any requirement may be accepted
only when either:
a. The specifed alternate conditions o accep-tance can be proven beore the aggregates are
used on the job and within a period such that
no work under the contract will be delayed by
the requirements o such proo,
or
b. The specifcation or concrete expressly con-
tains a provision o special mix requirements to
compensate or the eects o the defciencies.
3. Reactivity with alkaliesThe potential reactivity o aggregates with the alkalies
in cement shall be evaluated by petrographic exami-
nation and, where applicable, the chemical method
o test, ASTM Designation C 289, or by the results o
previous tests or service records o concrete made
rom similar aggregates rom the same source. The
standards or evaluating potential reactivity shall be as
described in ASTM Specifcation C 33, appendix A1.
Aggregates indicated by any o the above to be poten-
tially reactive shall not be used except under one o
the ollowing conditions:
a. Applicable test results o mortar bar tests made
according to ASTM Method C 227 are available
which indicate an expansion o less than 0.10
percent at 6 months in mortar bars made with
cement containing not less than 0.8 percent
alkalies expressed as sodium oxide; or
b. Concrete made rom similar aggregates rom
the same source has been demonstrated to besound ater 3 years or more o service under
conditions o exposure to moisture and weath-
er similar to those anticipated or the concrete
under these specifcations.
Aggregates indicated to be potentially reactive, but
within acceptable limits as determined by mortar bar
test results or service records, shall be used only with
low alkali cement, containing less than 0.60 percent
alkalies expressed as sodium oxide.
4. Storing and handling Aggregates o each class and size shall be stored and
handled by methods that prevent segregation o par-
ticles sizes or contamination by intermixing with other
material.
Material Speciication 522—Aggregates or Portland Cement Concrete
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(210–VI–NEH, May 2001)
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Chapter 3
523–1(210–VI–NEH, November 2005)
1. ScopeThis specifcation covers the quality o rock to be used
in the construction o rock riprap.
2. QualityIndividual rock ragments shall be dense, sound, and
ree rom cracks, seams, and other deects conducive
to accelerated weathering. Except as otherwise speci-
fed, the rock ragments shall be angular to subround-
ed. The least dimension o an individual rock ragment
shall be not less than one-third the greatest dimension
o the ragment. ASTM D 4992 provides guidance on
selecting rock rom a source.
Except as otherwise provided, the rock shall be tested
and shall have the ollowing properties:
Rock type 1
• Bulk specifc gravity (saturated surace-
dry basis)—Not less than 2.5 when tested
in accordance with ASTM C 127 on samples
prepared as described or soundness testing.
• Absorption—Not more than 2 percent when
tested in accordance with ASTM C 127 on
samples prepared as described or soundness
testing.
• Soundness—The weight loss in 5 cycles shall
not be more than 10 percent when sodium
sulate is used or more than 15 percent when
magnesium sulate is used.
Rock type 2
• Bulk specifc gravity (saturated surace-
dry basis)—Not less that 2.5 when tested
in accordance with ASTM C 127 on samples
prepared as described or soundness testing.
• Absorption—Not more than 2 percent when
tested in accordance with ASTM C 127 onsamples prepared as described or soundness
testing.
• Soundness—The weight loss in 5 cycles shall
be not more than 20 percent when sodium
sulate is used or more than 25 percent when
magnesium sulate is used.
Rock type 3
• Bulk specifc gravity (saturated surace-
dry basis)—Not less than 2.3 when tested
in accordance with ASTM C 127 on samples
prepared as described or soundness testing.
• Absorption—Not more than 4 percent when
tested in accordance with ASTM C 127 on
samples prepared as described or soundnesstesting.
• Soundness—The weight loss in 5 cycles shall
be not more than 20 percent when sodium
sulate is used or more than 25 percent when
magnesium sulate is used.
3. Methods o soundness testing Rock cube soundness—The sodium or magnesium
sulate soundness test or all rock types (1, 2, or 3)
shall be perormed on a test sample o 5,000 ± 300
grams o rock ragments, reasonably uniorm in size
and cubical in shape, and weighing, ater sampling,about 100 grams each. They shall be obtained rom
rock samples that are representative o the total rock
mass, as noted in ASTM D 4992, and that have been
sawed into slabs as described in ASTM D 5121. The
samples shall urther be reduced in size by sawing the
slabs into cubical blocks. The thickness o the slabs
and the size o the sawed ragments shall be deter-
mined by the size o the available test apparatus and
as necessary to provide, ater sawing, the approximate
100-gram samples. The cubes shall undergo fve cycles
o soundness testing in accordance with ASTM C 88.
Internal deects may cause some o the cubes to breakduring the sawing process or during the initial soaking
period. Do not test any o the cubes that break during
this preparatory process. Such breakage, including an
approximation o the percentage o cubes that break,
shall be noted in the test report.
Material Speciication 523—Rock or Riprap
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Chapter 3
523–2 (210–VI–NEH, November 2005)
Ater the sample has been dried ollowing completiono the fnal test cycle and washed to remove the so-
dium sulate or magnesium sulate, the loss o weight
shall be determined by subtracting rom the original
weight o the sample the fnal weight o all ragments
that have not broken into three or more ragments.
The test report shall show the percentage loss o the
weight and the results o the qualitative examination.
Rock slab soundness—When specifed, the rock
shall also be tested in accordance with ASTM D 5240.
Deterioration o more than 25 percent o the number
o blocks shall be cause or rejection o rock romthis source. Rock shall also meet the requirements or
average percent weight loss stated below.
• ForprojectslocatednorthoftheNumber20
Freeze-Thaw Severity Index Isoline (fg. 523–1).
Unless otherwise specifed, the average percent
weight loss or Rock Type 1 shall not exceed 20
percent when sodium sulate is used or 25 per-
cent when magnesium sulate is used. For Rock
Types 2 and 3, the average percent weight loss
shall not exceed 25 percent or sodium sulate
soundness or 30 percent or magnesium sulate
soundness.
• ForprojectslocatedsouthoftheNumber20
Freeze-Thaw Severity Index Isoline, unless
otherwise specifed, the average percent weight
loss or Rock Type 1 shall not exceed 30 per-
2020
Figure 523–1 Number 20 reeze-thaw severity index isoline (map approximates the map in ASTM D 5312)
Material Specifcation 523 Rock or Riprap (continued)
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523–3(210–VI–NEH, November 2005)
cent when sodium sulate is used or 38 percentwhen magnesium sulate is used. For Rock
Types 2 and 3, the average percent weight loss
shall not exceed 38 percent or sodium sulate
soundness or 45 percent or magnesium sulate
soundness.
4. Field durability inspectionRock that ails to meet the material requirements
stated above (i specifed), may be accepted only i
similar rock rom the same source has been demon-
strated to be sound ater 5 years or more o service
under conditions o weather, wetting and drying, and
erosive orces similar to those anticipated or the rock
to be installed under this specifcation.
A rock source may be rejected i the rock rom that
source deteriorates in 3 to 5 years under similar use
and exposure conditions expected or the rock to be
installed under this specifcation, even though it meets
the testing requirements stated above.
Deterioration is defned as the loss o more than one-quarter o the original rock volume, or severe crack-
ing that would cause a block to split. Measurements
o deterioration are taken rom linear or surace area
particle counts to determine the percentage o deterio-
rated blocks. Deterioration o more than 25 percent o
the pieces shall be cause or rejection o rock rom the
source.
5. GradingThe rock shall conorm to the specifed grading limits
ater it has been placed within the matrix o the rock
riprap. Grading tests shall be perormed, as necessary,according to ASTM D 5519, Method A, B, or C, as ap-
plicable.
Material Specifcation 523 Rock or Riprap (continued)
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Chapter 3
524–1(210–VI–NEH, November 2005)
Material Specification 524—Aggregates for Roller Compacted Concrete
1. ScopeThis specifcation covers the quality o aggregate or
use in the manuacture o roller compacted concrete
(RCC).
2. Quality Aggregate shall conorm to the quality requirements o
ASTM Specifcation C 33.
3. Gradation Aggregate gradation shall be within the limits provided
below or the total aggregate weight in a unit volumeo RCC. For the sieve sizes shown below that are
largerthan#4,nomorethan20percentofthetotal
aggregate shall be retained on an individual sieve. For
sieve sizes smaller than 3/8 inch, at least 3 percent o
the total aggregate shall be retained on each sieve.
Sieve size Percent passing
2" 100
1-1/2" 85–100
1" 70–100
3/4" 60–841/2" 50–70
3/8" 40–60
#4 32–50
#8 26–42
#16 20–35
#30 14–28
#50 8–22
#100 4–15
#200 0–7
Unless otherwise specifed, the fnes (material passing
the#200sieve)shallhaveaplasticityindexlessthan
our.
Particle shape—Theamountofatandelongated
particles with a length-to-width or width-to-thickness
ratio greater than 3:1, as determined by ASTM D 4791,
shall not exceed 25 percent on any individual sieve
size group nor a weighted average o 20 percent or all
o the sieve sizes in the total gradation.
4. Reactivity with alkaliesThe potential reactivity o aggregates with the alkalies
in cement shall be evaluated by petrographic examina-
tion and, where applicable, the chemical method o
test, ASTM C 289, or by the results o previous tests orservice records o RCC or concrete made rom similar
aggregates rom the same source. The standards or
evaluating potential reactivity shall be as described in
ASTM C 33, appendix A1.
Aggregates indicated by any o the above to be poten-
tially reactive shall not be used except under one o
the ollowing conditions:
a. Applicable test results o mortar bar tests made
according to ASTM Method C 227 are available
and indicate an expansion o less than 0.10
percent at 6 months in mortar bars made withcement containing not less than 0.8 percent
alkalies expressed as sodium oxide; or
b. RCC or concrete made rom similar aggregates
rom the same source has been demonstrated
to be sound ater 3 years or more o service
under conditions o exposure to moisture and
weather similar to those anticipated or the
RCC under these specifcations.
Aggregates indicated to be potentially reactive, but
within acceptable limits as determined by mortar bar
test results or service records, shall be used only withlow alkali cement, containing less than 0.60 percent
alkalies expressed as sodium oxide.
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5. Acceptance Aggregates that ail to meet any requirement may be
accepted only when the specifcation or RCC express-
ly contains either:
a. Special provisions or acceptance that can be
proven beore the aggregates are used on the
job and within a period such that no work un-
der the contract will be delayed by the require-
ments o such proo, or
b. Special provisions or specifc mix require-
ments to compensate or the eects o the
defciencies.
6. Storing and handling Aggregates shall be stored in stockpiles at specifed
storage areas. Separators, such as timbers, boards, or
pre-cast concrete panels, shall be used between adja-
cent stockpiles to prevent the contamination and in-
termixing o dissimilar materials. The contractor shall
be responsible or providing a system that reliably
and consistently stockpiles the aggregates and allows
the withdrawal o the aggregates rom the stockpiles
without contamination or segregation. Segregated or
contaminated aggregates will not be allowed in pro-
duction o RCC.
Material Specifcation 524 Aggregates or Roller Compacted Concrete (continued)
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Material Speciication 531—Portland Cement
1. Scope
This specifcation covers the quality o Portland ce-
ment.
2. QualityPortland cement shall conorm to the requirements
o ASTM Specifcation C 150 or the specifc types o
cement. When Type I Portland cement is specifed,
Type IS Portland blast-urnace slag cement or Type IP
Portland-pozzolan cement conorming to the require-
ments o ASTM Specifcation C 595 may be used un-less prohibited by the specifcations.
When air-entraining cement is required, the contrac-
tor shall urnish the manuacturer's written statement
providing the source, amount, and brand name o the
air-entraining component.
3. Storage at the construction siteCement shall be stored and protected at all times rom
weather, dampness, or other destructive elements. Ce-
ment that is partly hydrated or otherwise damaged will
not be accepted.
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(210–VI–NEH, May 2001)531–2
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532–1(210–VI–NEH, January 2009)
Material Speciication 532—Supplementary Cementitious Materials
1. ScopeThis specifcation covers the quality o supplementary
cementitious materials or concrete.
2. QualityFly ash used as a partial substitution o Portland ce-
ment shall conorm to the requirements o ASTM C
618, Class C or F except the loss on ignition shall not
exceed 3 percent, unless otherwise specifed. Lot-to-lot
variation in the loss on ignition shall not exceed 1 per-
cent.Whenspecied,yashshallconformtooneor
more o the supplementary optional physical require-
ments listed in ASTM C618.
Blast-urnace slag used as a partial substitution o
portland cement shall conorm to ASTM Standard C
989 or ground granulated blast-urnace slag.
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533–1(210–VI–NEH, November 2005)
Material Speciication 533—Chemical Admixtures or Concrete
1. ScopeThis specifcation covers the quality o chemical ad-
mixtures or manuacturer o portland cement con-
crete.
2. Quality Air-entraining admixtures shall conorm to the require-
ments o ASTM Specifcation C 260.
Water-reducing and/or retarding admixtures shall con-
orm to the requirements o ASTM Specifcation C 494,
Types A, B, D, F, or G.
Plasticizing or plasticizing and retarding admixtures
shall conorm to ASTM C 494, Types F or G, or C 1017
as applicable.
Accelerating or water-reducing and accelerating ad-
mixtures shall be noncorrosive and conorm to the re-
quirements o ASTM Specifcation C 494, Types C and
E. The manuacturer shall provide long-term test data
results rom an independent laboratory veriying that
the product is noncorrosive when used in concrete
exposed to continuously moist conditions.
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534–1(210–VI–NEH, January 2009)
1. ScopeThis specifcation covers the quality o liquid mem-
brane-orming compounds suitable or spraying on
concrete suraces to retard the loss o water during
the concrete curing process.
2. QualityThe curing compound shall meet the requirements o
either ASTM Specifcation C 309 or C 1315. I Type 1 is
specifed, a ugitive dye shall be used.
3. Delivery and storage All curing compounds shall be delivered to the site o
the work in the original container bearing the name o
the manuacturer and the brand name. The compound
shall be stored in a manner that prevents damage to
the container and protects water-emulsion types rom
reezing.
Material Speciication 534—Concrete Curing Compound
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(210–VI–NEH, May 2001) 535–1
Material Speciication 535—Preormed Expansion Joint Filler
1. ScopeThis specifcation covers the quality o preormed
expansion joint fllers or concrete.
2. QualityPreormed expansion joint fller shall conorm to the
requirements o ASTM Specifcation D 1752, Type I,
Type II, or Type III, unless bituminous type is specifed.
Bituminous type preormed expansion joint fller shall
conorm to the requirements o ASTM Specifcation D
994, or D 1751.
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Material Speciication 536—Sealing Compound or Joints or Concrete
and Concrete Pipe1. ScopeThis specifcation covers the quality o sealing com-
pound or flling joints in concrete pipe and concrete
structures.
2. TypeThe compound shall be a cold-application material
unless otherwise specifed and shall be a single com-
ponent or multiple component type.
3. QualityThe sealing compound shall conorm to the require-
ments o one o the ollowing specifcations:
• ASTMSpecicationC990—Jointsforconcrete
pipe, manholes, and precast box sections using
preformedexiblejointsealants.
• ASTMSpecicationC877—Externalsealing
bands or noncircular concrete sewer, storm
drain, and culvert pipe.
• ASTMSpecicationD6690—StandardSpeci-
cation or Joint and Crack Sealants, Hot Ap-
plied, or Concrete and Asphalt Pavements.
• ASTMSpecicationC920—Elastomericjoint
sealants or cold applied sealing and caulking
o joints on mortar and concrete structures not
subject to uel spills. Use type S or M, grade NS
or vertical joints; type S or M, grade P or NS
or horizontal joints. For class 25, use M, qual-
ity materials shall be used or both vertical and
horizontal joints unless otherwise specifed.
The sealing compound i used with other joint mate-
rial, such as fllers or gaskets, shall be compatible.
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(210–VI–NEH, May 2001) 537–1
1. ScopeThis specifcation covers nonmetallic waterstops or
use in joints o concrete structures.
2. ClassifcationClasses—Nonmetallic waterstops shall be o the ol-
lowing classes, as specifed:
Class I shall be abricated o either natural or
synthetic rubber.
Class II shall be abricated o vinyl chloride
polymer or copolymer.
Types—Nonmetallic waterstops may be either splitor solid and shall conorm to the ollowing types, as
specifed (see fg. 537–1):
Type Ashallhaveribbedanchorangesand
a smooth web. Flanges may be o uniorm
thickness or may have either a converging or a
diverging taper toward the edges.
Type Bshallhaveribbedanchorangesand
a smooth web containing a hollow tubular
center bulb having a wall thickness equal to at
least one-hal the web thickness, and the inside
diameter (D) specifed in the specifcations orshown on the drawings. Flanges may be o uni-
orm thickness or may have either a converging
or a diverging taper toward the edges.
Type C shall have a single, circular bulb-type
anchorangeateachedgeandasmoothweb.
Type D shall have a single, circular bulb-type
anchorangeateachedgeandasmoothweb
containing a hollow tubular center bulb having
a wall thickness equal to a least one-hal the
thickness o the web, and the inside diameter
(D) specifed in the contract.
Type Eshallhaveribbedanchorangesanda
web molded or extruded in the orm o a round
or U-shaped bulb o the dimensions specifed
in the contract or shown on the drawings. The
web bulb shall be connected at the open-end o
the U by a thin membrane having a minimum
thickness o 1/64 inch and a maximum thick-
ness o 1/5 o the web thickness and design to
prevent infltration o wet concrete into the
bulb and to tear when expansion o the joint
occurs. Flanges may be o uniorm thicknessor may have either a converging or a diverging
taper toward the edges. Auxiliary positioning
ornailingangesmaybeprovidedaslongas
the unctioning o the web bulb is not altered.
Material Speciication 537—Nonmetallic Waterstops
Figure 537–1 Types o nonmetallic waterstops
D
D
W
Type A
Type B
Type C
Type D
Type E
Type F
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Material Specifcation 537 Nonmetallic Waterstops (continued)
Type F shallhaveribbedanchorangeswithat least two extra heavy ribs designed to resist
displacement o the waterstop during concrete
placementoneachange,andasmoothweb
havingapositioningornailingangeattached
at the center.
Type G shall be o special design conorming
to the details shown on the drawings.
Sizes—Waterstops o types A through F shall be o the
sizes specifed in the specifcations or shown on the
drawings and listed in table 537–1 o this specifcation.
Type G waterstops shall have the dimensions shown
on the drawings.
3. Physical requirementsThe extruded or molded material shall exhibit the
properties specifed herein when tested by the meth-
ods specifed in section 4 o this specifcation.
Class I waterstops• HardnessasdeterminedbytheShoreAdurom-
eter method shall be a minimum o 60.
• Specicgravityshallbeamaximumof1.2.
• Tensilestrengthshallbeaminimumof2,500
pounds per square inch.
• Ultimateelongationshallbeaminimumof450
percent.
• Compressionsetshallbeamaximumof30
percent.
• Waterabsorptioninweightmeasurementsshall
not exceed 5 percent.
• Decreaseintensilestrengthandultimateelon-
gation ater aging shall not exceed 20 percent.
• Thereshallbenosignoffailureduetobrittle-
ness at a temperature o minus 35 degrees
Fahrenheit.
Class II waterstops• HardnessasdeterminedbytheShoreAdurom-
eter method shall be a minimum o 60.
• Specicgravityshallbeamaximumof1.4.
• Tensilestrengthshallbeaminimumof1,400 pounds per square inch.
• Ultimateelongationofthewebshallbeamini-
mumof280percent,andtheangesshallbea
minimum o 200 percent.
• Thereshallbenosignoffailureduetoange
brittleness at a temperature o 0 degrees Fahr-
enheit nor o web brittleness at a temperature
o minus 35 degrees Fahrenheit.
Table 537–1 Sizes o waterstops
Size
designation
Web thickness
(T) (inches)
Width (W)
(inches)
1 1/16 5 1/4
2 3/32 3 3/4
3 3/32 4
4 3/32 5 1/4
5 3/32 6
6 1/8 4
7 1/8 5 1/48 1/8 6
9 5/32 4
10 5/32 4 1/2
11 5/32 9
12 3/16 4
13 3/16 5
14 3/16 6
15 3/16 9
16 1/4 6
17 1/4 9
18 3/8 5
19 3/8 6
20 3/8 9
21 1/2 6
22 1/2 9
23 1/2 12
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• Decreaseineithertensilestrengthorultimate
elongation ater accelerated extraction shall
not exceed 15 percent.
• Resultsofalkaliexposure:
a. Ater immersion or 7 days, the sample shall
exhibit no loss o weight and a maximum
weight gain o 0.25 percent, and the hard-
ness measured by the Shore A durometer
method shall not vary more than 5 points
either plus or minus rom the untreated
sample.
b. Ater immersion or 30 days, the sampleshall exhibit no loss o weight and a maxi-
mum weight gain o 0.40 percent, and the
dimensions o the treated sample shall not
vary by more than 1 percent rom the un-
treated sample.
4. Test methodsTesting shall be conducted by the methods cited
herein. All cited test methods are included in ASTM as
ollows:
a. Hardness shall be determined by ASTM D 2240.
b. Specifc gravity shall be determined by ASTM D
792.
c. Tensile strength shall be determined by ASTM
D 412 or Class I waterstops and ASTM D 638
or Class II waterstops.
d. Ultimate elongation shall be determined by
ASTM D 412 or Class I waterstops and ASTM
D 638 or Class II waterstops.
e. Compression set shall be determined by ASTM
D 395.
. Water absorption shall be determined by ASTMD 570.
g. Tensile strength and ultimate elongation ater
aging shall be determined by ASTM D 412 or
Class I waterstops and ASTM D 638 or Class II
waterstops.
h. Brittleness shall be determined by ASTM D 746
or Class II waterstops.
i. Accelerated extraction shall be accomplished
by procedures outlined by United States Army
Corps o Engineers (USACE), Concrete Re-
search Division (CRD) C 572 under the ollow-
ing conditions:
(1) Samples shall not be less than 1/16 inch
nor more than 1/8 inch in thickness.
(2) The immersion medium shall be a solution
prepared by dissolving 5 grams o chemi-
cally pure sodium hydroxide and 5 grams
o chemically pure potassium hydroxide in
1 liter o water.
(3) The samples shall be immersed in the
medium or 14 days at a temperature o
145 degrees Fahrenheit, plus or minus 5
degrees Fahrenheit.
(4) During the period o immersion, air shall
be gently bubbled through the medium
rom a 0.25-inch diameter glass tube at an
approximate rate o one bubble per sec-
ond.
(5) Fresh medium shall be provided each day.
(6) Samples need not be dipped in acetone.
j. The eects o alkalies shall be determined by
USACE CRD C 572 under the ollowing condi-
tions:
(1) Sample shall have a maximum thickness o
0.25 inch.
(2) The immersion medium shall be as de-
scribed or accelerated extraction above.
(3) Fresh medium shall be provided every
7days.
(4) The samples shall be immersed in the me-dium or 30 days.
(5) Samples need not be dipped in acetone.
5. ConditionWaterstops shall be extruded or molded in such a
manner that the material is dense and homogeneous
throughout and ree rom voids, tears, thins, inden-
tations, or other imperections. Unless otherwise
Material Specifcation 537 Nonmetallic Waterstops (continued)
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specifed, waterstops shall be symmetrical in shape
and uniorm in dimensions and shall be urnished in
continuous strips a minimum length o 50 eet. Factory
splices shall have a minimum tensile strength o 50
percent o the unspliced section.
6. Packaging and storingWaterstops shall be packaged and stored by methods
that provide protection rom prolonged exposure to
direct sunlight and/or excessive heat.
Material Specifcation 537 Nonmetallic Waterstops (continued)
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Chapter 3
(210–VI–NEH, May 2001) 538–1
1. ScopeThis specifcation covers the quality o material or
metal waterstops as specifed or reinorced concrete
installation.
2. MaterialMetal waterstops shall be made o copper or galva-
nized steel as specifed. Waterstops that require orm-
ing o the metal involving sharp bends shall be made o
copper, which shall be sot and pliable so bending to
an inside radius equal to its thickness without crack-
ing will occur at temperatures less than 180 degrees
Fahrenheit.
3. QualityMetal or waterstops shall conorm to the require-
ments o the applicable ASTM Standard:
• Copper—ASTMSpecicationB152
• Zinc-coated(galvanized)steel—ASTMSpeci-
cation A 653
Material Speciication 538—Metallic Waterstops
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539–1(210–VI–NEH, January 2009)
1. ScopeThis specifcation covers the quality o steel reinorce-
ment or reinorced concrete.
2. Quality Allreinforcementshallbefreefromlooseorakyrust,
soil, oil, grease, paint, or other deleterious matter.
Steel bars or concrete reinorcement shall be grade
40, 50, or 60 deormed bars conorming to one o the
ollowing specifcations:
• Deformedandplainbillet-steelbarsforcon-
crete reinorcement—ASTM A 615
• Rail-steeldeformedbarsforconcretereinforce-
ment—ASTM A 996
• Axle-steeldeformedbarsforconcreterein-
orcement—ASTM A 996
Dowels shall be plain round bars conorming to the
same specifcations listed above or steel bars.
Fabricated deormed steel bar mats or concrete
reinorcement shall conorm to the requirements o
ASTM A 184.
Plain steel welded wire reinorcement or concrete
reinorcement shall conorm to the requirements o
ASTM A 185.
Deormed steel welded wire reinorcement or
concrete reinorcement shall conorm to the require-
ments o ASTM A 497.
Epoxy-coated steel bars or concrete reinorcement
shall conorm to the requirements o ASTM A 775.
3. Dimensions o welded wire reinorcementGauges, diameters, spacing, and arrangement o wires
or welded steel wire abric shall be as defned or the
specifed style designations.
4. StorageSteel reinorcement inventories at the site o the work
shall be stored above the ground surace on platorms,
skids, or other supports and shall be kept clean and
protected rom mechanical injury and corrosion.
Material Speciication 539—Steel Reinorcement (or concrete)
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(210–VI–NEH, May 2001) 541–1
1. ScopeThis specifcation covers the quality o reinorced con-
crete pressure pipe and fttings.
2. Manuacture and abricationThe pipe, the material used in its manuacture, and the
methods o abrication shall conorm to the require-
ments o the ollowing specifcations applicable to the
specifed type o pipe.
Steel cylinder type, pre-stressed—AWWA Standard
C301 or Pre-stressed Concrete Pressure Pipe, SteelCylinder Type, or Water and Other Liquids.
Steel cylinder type, not pre-stressed—AWWA
Standard C300 or Reinorced Concrete Pressure Pipe,
Steel Cylinder Type, or Water and Other Liquids.
Noncylinder type, not pre-stressed—AWWA Stan-
dard C302 or Reinorced Concrete Pressure Pipe,
Non-Cylinder Type, or Water and Other Liquids.
Steel cylinder type, pre-tensioned—AWWA Stan-
dard C303 or Concrete Pressure Pipe, Bar-Wrapped,
Steel Cylinder Type or Water and Other Liquids.
Low head pressure pipe—ASTM Specifcation C 361.
The ollowing specifcation sections shall not apply:
• AWWAC300andC301,sections1.5and1.6.
• AWWAC302andC303,sections4.2and4.3.
3. DesignThe actual pipe and fttings shall be designed by the
manuacturer to withstand the specifed external loads
and internal pressures. Designs shall be by either o
the ollowing methods as applicable to the type o pipe
specifed:
Indirect design—ASTM C497 or Standard Test
Method or Concrete Pipe, Manhole Sections, or Tile.
Pipe design shall be based on the results o external
crushing strength tests on a minimum 2-oot length o
pipe or a specimen o equivalent size, design, and ma-
terial. The test shall demonstrate the ollowing bearing
loads:
• ForpipemanufacturedaccordingtoASTM
C361, AWWA C300, or AWWA C302, the load re-
quired to produce a 0.01-inch crack 1 oot long.
• ForpipemanufacturedaccordingtoAWWA
C301, the load required to produce a 0.001-inch
crack 1 oot long or the load 10 percent greater
than the specifed three-edge bearing strength,
whichever occurs frst.
In lieu o actual testing or this contract, pipe designmay be based on design curve previously approved
and published by the Natural Resources Conservation
Service.
Direct design—AWWA C304 or Design o Pre-
Stressed Concrete Cylinder Pipe or AWWA Manual M9
or Concrete Pressure Pipe. Pipe design shall be based
on structural analysis and design calculations.
Standard design—ASTM C361 or Reinorced Con-
crete Low Head Pressure Pipe. Pipe design shall be as
published in the standard.
Material Speciication 541—Reinorced Concrete Pressure Pipe
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4. Steel reinorcementThe steel reinorcements shall conorm to the require-
ments o the specifcations cited in section 2 or the
specifed type o pipe except that elliptical reinorcing
cages or other reinorcements that require special ori-
entation o the pipe during placement are not allowed.
5. JointsThe pipe joints shall conorm to the requirements o
the applicable specifcation or the pipe. They shall
be bell-and-spigot type or double-spigot-and-sleeve
type and shall have a positive groove in the spigot to
contain the rubber gasket. The size and shape o the
groove shall be such that it prevents displacement
o the gasket by either internal or external water
pressure when the joint is in any position within the
required range o movement capability. Joint sleeves,
also reerred to as collars or coupling bands, shall
conorm to the requirements or bell rings in the ap-
plicable pipe specifcation.
The joints shall be constructed to permit relative
movement o the adjoining pipe sections with no
reduction o watertightness. The joint length and the
limiting angle defning the required capability o rela-tive movement at each joint shall be no less than speci-
fed.
Joint length reers to the permissible axial movement
in the joint. It is defned as the maximum distance
through which the spigot can move, relative to the bell
or sleeve, rom the ully engaged to the ully extended
condition o the joint when the adjoining pipe sections
are in parallel, concentric alignment. The joint is con-
sidered to be ully engaged when the spigot is inserted
as ar as it will go into the bell or sleeve and is ully
extended when it is inserted the least amount that will
ensure ull confnement o the gasket and completewatertightness.
Joint length specifed or double-spigot joints reers
to the permissible movement in each o the spigot-to-
sleeve connections, not the sum o the two.
The limiting angle o the joint is defned as the maxi-
mumdeectionanglebetweenadjoiningpipesections
the joint will permit beore the outer surace o the
spigot comes into direct contact with inside o the
mating bell or sleeve. I both spigot-to-sleeve connec-
tions o a double-spigot joint permit angular move-
ment, the limiting angle o the joint is the sum o the
twodeectionanglespermittedbythetwoconnec -
tions.
6. GasketsThe pipe joint gaskets shall conorm to the require-
ments o the specifcations cited in section 2 o this
specifcation. They shall be endless rubber gaskets
having circular cross section. The cross-sectional
diameter o the gaskets shall conorm to the pipe
manuacturer's recommendation or the type and size
o pipe urnished.
7. Marking
All pipe sections and special fttings shall be markedby the manuacturer with the manuacturer's name or
trademark, the date o manuacture, the nominal size,
design head, design external load, and the structure
site or which it was designed and manuactured.
8. Certifcation All component material and actual pipe abrication
shall be tested, inspected, and documented as pre-
scribed in the manuacturing specifcations or the
type o pipe specifed. All documentation as noted in
the manuacturing specifcations shall be submitted
to the engineer. Documentation shall include currenttest reports on steel and steel wire reinorcing and
compression tests o concrete used in the manuacture
o the urnished pipe. Current tests are those that have
been conducted within the last year.
Material Specifcation 541 Reinorced Concrete Pressure Pipe (continued)
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(210–VI–NEH, May 2001) 541–3
For pipe design based on actual external crushingstrength tests, the engineer shall witness the actual
test.
For pipe design based on published design curves, a
copy o the appropriate design curve marked to show
the resultant concrete core stress and correspond-
ing three-edge bearing load and a specifcation sheet
showing all data and dimensions necessary to calcu-
late the resultant core stress or the pipe urnished
shall be submitted to the engineer.
For pipe design based on structural analysis and calcu-
lations, such analysis and calculations shall be submit-
ted to the engineer. Printouts o such calculations by
computer programs shall be sufciently detailed to
enable comparison with standardized procedures and
methods.
Drawings, details, and descriptions o the pipe joints
as necessary to show that the joint conorms to the
specifed requirements shall also be submitted.
Material Specifcation 541 Reinorced Concrete Pressure Pipe (continued)
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542–1(210–VI–NEH, November 2005)
1. ScopeThis specifcation covers the quality o nonreinorced
and reinorced concrete culvert pipe.
2. Nonreinorced pipeNonreinorced concrete culvert pipe shall conorm to
the requirements o ASTM Specifcation C 14 or the
class o pipe specifed.
3. Reinorced pipeRound pipe—Round reinorced concrete culvert pipe
shall conorm to the requirements o ASTM Specifca-
tion C 76 or ASTM C 655 or the class o pipe specifed.
Arch pipe—Reinorced concrete arch culvert pipe
shall conorm to the requirements o ASTM Specifca-
tions C 506 or the class o pipe specifed.
Material Speciication 542—Concrete Culvert Pipe
Elliptical pipe—Reinorced concrete elliptical cul-
vert pipe shall conorm to the requirements o ASTM
Specifcation C 507 or the class o pipe specifed.
4. Reinorced box sectionsReinorced concrete box sections shall be manuac-
tured meeting the requirements o ASTM Specifcation
C 1433.
5. Rubber gasket jointsWhen rubber gasket joints are specifed, the joints and
gaskets shall conorm to the requirements o ASTM
Specifcation C 443.
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(210–VI–NEH, May 2001) 543–1
1. ScopeThis specifcation covers the quality o nonreinorced
concrete irrigation pipe, drainage pipe, and drain tile.
2. Irrigation pipeUnless rubber gasket joints are specifed, nonrein-
orced concrete irrigation pipe shall conorm to the
requirements o ASTM Specifcation C 118 or Stan-
dard Concrete Irrigation Pipe.
3. Irrigation pipe with rubber gasket jointsNonreinorced concrete irrigation pipe with rubber
gasket joints shall conorm to the requirements o
ASTM Specifcation C 505.
4. Drainage pipeNonreinorced concrete drainage pipe shall conorm
to the requirements o ASTM Specifcation C 118 or
the class o pipe specifed.
5. Perorated pipePerorated nonreinorced concrete pipe shall conorm
to the requirements o ASTM Specifcation C 444 or
the class o pipe specifed.
6. Drain tile
Concrete drain tile shall conorm to the requirements o ASTM Specifcation C 412 or the class o tile specifed.
Material Speciication 543—Nonreinorced Concrete Pipe
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544–1(210–VI–NEH, November 2005)
1. ScopeThis specifcation covers the quality o clay pipe and
drain tile.
2. PipeStandard strength clay pipe and extra strength clay
pipe shall conorm to the requirements o ASTM Speci-
fcation C 700 or the specifed class o pipe.
3. Perorated pipePerorated clay pipe shall conorm to the requirements
o ASTM Specifcation C 700 or the specifed class o pipe.
4. Drain tileClay drain tile shall conorm to the requirements o
ASTM Specifcation C 4 or the specifed class o tile.
Perorated drain tile shall conorm to the requirements
o ASTM Specifcation C 4 or the specifed class.
5. Compression joint materialCompression joints using material having resilient
properties shall conorm to the requirements o ASTM
Specifcation C 425
Material Speciication 544—Clay Pipe and Drain Tile
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547–1(210–VI–NEH, January 2009)
1. ScopeThis specifcation covers the quality o Poly Vinyl
Chloride (PVC), Polyethylene (PE), High Density Poly-
ethylene (HDPE), and Acrylonitrile-Butadiene-Styrene
(ABS) plastic pipe, fttings, and joint materials.
2. MaterialPipe—The pipe shall be as uniorm as commercially
practicable in color, opaqueness, density, and other
specifed physical properties. It shall be ree rom vis-
ible cracks, holes, oreign inclusions, or other deects.
The dimensions o the pipe shall be measured as pre-
scribed in ASTM D 2122.
Unless otherwise specifed, the pipe shall conorm to
the requirements listed in this specifcation and the
applicable reerence specifcations in table 547–2, the
requirements specifed in Construction Specifcation
45, Plastic Pipe, and the requirements shown on the
drawings.
Fittings and joints—Fittings and joints shall be
o a schedule, SDR or DR, pressure class, external
load carrying capacity, or pipe stiness that equals or
exceeds that o the plastic pipe. The dimensions o fttings and joints shall be compatible with the pipe
and measured in accordance with ASTM D 2122. Joint
and ftting material shall be compatible with the pipe
material. The joints and fttings shall be as uniorm as
commercially practicable in color, opaqueness, den-
sity, and other specifed physical properties. It shall be
ree rom visible cracks, holes, oreign inclusions, or
other deects.
Fittings and joints shall conorm to the requirements
listed in this specifcation, the requirements o the
applicable specifcation reerenced in the ASTM or
AWWA specifcation or the pipe, the requirements
specifed in Construction Specifcation 45, and the
requirements shown on the drawings.
Solvents—Solvents or solvent welded pipe joints
shall be compatible with the plastic pipe used and
shall conorm to the requirements o the applicable
specifcation reerenced in the ASTM or AWWA specif-
cation or the pipe, ftting, or joint.
Gaskets—Rubber gaskets or pipe joints shall con-
orm to the requirements o ASTM F 477, Elastomeric
Seals (Gaskets) or Jointing Plastic Pipe.
3. PerforationsWhen perorated pipe is specifed, perorations shall
conorm to the ollowing requirements unless oth-
erwise specifed in Construction Specifcation 45 or
shown on the drawings:
a. Perorations shall be either circular or slots.
b. Circular perorations shall be 1/4 ± 1/16-inch
diameter holes arranged in rows parallel to the
axis o the pipe. Perorations shall be evenly
spaced along each row such that the center-
to-center distance between perorations is not
less than eight times the peroration diameter.
Perorations may appear at the ends o short
and random lengths. The minimum peroration
opening per oot o pipe shall be as shown in
table 547–1.
Material Specification 547—Plastic Pipe
Table 547–1 Perorations
Nominal
pipe size
(in)
Minimum number of rows Minimum
opening/foot
(in2)circular slot
4 2 2 0.22
6 4 2 0.44
8 4 2 0.44
10 4 2 0.44
12 6 2 0.66
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Rows shall be arranged in two equal groups atequal distance rom the bottom on each side o
the vertical centerline o the pipe. The lower-
most rows o perorations shall be separated by
an arc o not less than 60 degrees or more than
125 degrees. The uppermost rows o perora-
tions shall be separated by an arc not to exceed
166 degrees. The spacing o rows between
these limits shall be uniorm. The minimum
number o rows shall be as shown in table
547–1.
c. Slot perorations shall be symmetrically locatedin two rows, one on each side o the pipe cen-
terline. Slot perorations shall be located within
the lower quadrants o the pipe with slots no
wider than 1/8 inch and spaced not to exceed
11 times the peroration width. Minimum pero-
ration opening per lineal oot o pipe shall be as
shown in table 547–1.
d. On both the inside and outside o the pipe,
perorations shall be ree o cuttings or rayed
edges and o any material that would reduce
the eective opening.
Material Specifcation 547 Plastic Pipe (continued)
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Table 547–2 Pipe specifcation
Pipe Specifcation
Poly vinyl chloride (PVC) pipe
Plastic pipe - Schedules 40, 80, 120 ...................................................................................................................ASTM D 1785
ASTM D 2466
Pressure rated pipe - SDR Series .......................................................................................................................AWWA C 900
ASTM D 2241
Plastic drain, waste, and vent pipe and fttings ...............................................................................................ASTM D 2665
Joints or IPS PVC pipe using solvent weld cement........................................................................................ASTM D 2672
Composite sewer pipe .........................................................................................................................................ASTM D 2680
Type PSM PVC sewer pipe and fttings .............................................................................................................ASTM D 3034
Large-diameter gravity sewer pipe and fttings ................................................................................................ASTM F 679
Smooth-Wall Underdrain Systems or Highway, Airport, and Similar Drainage .........................................ASTM F 758
Profle gravity sewer pipe and fttings based on controlled inside diameter ...............................................ASTM F 794
Corrugated sewer pipe with a smooth interior and fttings ...........................................................................ASTM F 949
Pressure pipe, 4-inch through 12-inch or water distribution ........................................................................AWWA C 900
Water transmission pipe, nominal diameters 14-inch through 36-inch .........................................................AWWA C 905
Polyethylene (PE) plastic pipe
Schedule 40...........................................................................................................................................................ASTM D 2104
12 to 60-inch annular corrugated profle-wall polyethylene (PE) pipe and fttings ....................................ASTM F 2306
SIDR-PR based on controlled inside diameter.................................................................................................ASTM D 2239
Schedules 40 and 80 Based on outside diameter .............................................................................................ASTM D 2447
SDR-PR based on controlled outside diameter ...............................................................................................ASTM D 3035
High density polyethylene (HDPE) plastic pipe
Plastic pipe and fttings .......................................................................................................................................ASTM D 3350
SDR-PR based on controlled outside diameter ...............................................................................................ASTM F 714
Heat joining polyolefn pipe and fttings ...........................................................................................................ASTM D 2657
Acrylonitrile-butadiene-styrene (ABS) pipe
Plastic pipe, schedules 40 and 80 ......................................................................................................................ASTM D 1527
Composite sewer pipe .........................................................................................................................................ASTM D 2680
Material Specifcation 547 Plastic Pipe (continued)
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548–1(210–VI–NEH, January 2009)
1. ScopeThe specifcation covers the quality o corrugated
polyethylene pipe and fttings.
2. PipeCorrugated polyethylene pipe shall conorm to the re-
quirements o ASTM F 405, ASTM F 667, ASTM F 894,
AASHTO M 252, or AASHTO M 294 or the appropriate
pipe sizes and fttings.
3. Fittings ASTM F 405 3-6 inch diameter pipe and fttings
ASTM F 667 8-, 10-, 12-, 15-, 18-, and 24-inch diam
eter pipe and fttings
ASTM F 894 18- to 120-inch diameter pipe and
fttings
AASHTO M 252 3- to 10-inch diameter pipe and ft-
tings
AASHTO M 294 12- to 36-inch diameter pipe and ft-
tings
Material Speciication 548—Corrugated Polyethylene Pipe
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1. ScopeThis specifcation covers the quality o zinc-coated,
aluminum-coated, aluminum-zinc alloy-coated, and
polymer-coated corrugated steel pipe and fttings.
2. Pipe All pipe shall be metallic zinc-coated, aluminum-
coated, or aluminum-zinc alloy-coated corrugated
steel pipe and fttings conorming to the requirements
o ASTM A 742, A 760, A 761, A 762, A 849, A 875, A
885, and A 929 or the specifed type, class, abrication
o pipe and coating, and to the ollowing additional
requirements:
a. When closed riveted pipe is specifed:
(1) Pipe shall be abricated with circumer-
ential seam rivet spacing that does not
exceed 3 inches except that 12 rivets are
sufcient to secure the circumerential
seams in 12-inch pipe.
(2) Longitudinal seams that will be within
the coverage area o a coupling band, the
rivetsshallhaveatheadsortherivets
and holes shall be omitted and the seams
shall be connected by welding to provide
a minimum o obstruction to the seating o
the coupling bands.
b. Double riveting or double spot welding or
pipe less than 42 inches in diameter may be
required. When double riveting or double spot
welding is specifed, the riveting or welding
shall be perormed in a manner specifed or
pipe 42 inches or greater in diameter.
3. CoatingsCoatings described herein, unless otherwise specifed,
equally reer to the inside and outside pipe suraces.
When coatings in addition to metallic coatings are
specifed, they shall conorm to the requirements o
ASTM A 742, A 760, A 761, A 762, A 849, A 875, A 885,
and A 929 or the specifed type.
Polymer-coated pipe, unless otherwise specifed on the
drawings or in the construction specifcations, shall be
coated on each side with a minimum thickness o 0.01
inches (10 mils), designated as grade 10/10 in ASTM A
762.
4. Coupling bands
Coupling bands are to be provided or each section o pipe. The hardware or astening the coupling band
tightly to the connecting pipe shall be abricated to
permit tightening sufciently to provide the required
joint tensile strength and, i required, watertightness
without ailure o its astening.
Gaskets, i specifed, are to be provided or each
coupling band. The abrication o coupling bands and
astening hardware, in addition to the above, shall be
sufcient to provide the required gasket seating with-
out warping, twisting, or bending.
5. FittingsFittings shall be abricated rom steel conorming to
ASTM A 742, A 849, A 875, A 885, and A 929. The coat-
ing o fttings shall be the same as that specifed or the
contiguous corrugated coated pipe.
Welded suraces and adjacent suraces damaged
duringweldingshallbetreatedbyremovingallux
residue and weld splatter. The aected suraces shall
be cleaned to bright metal by sand blasting, power
disk sanding, or wire brushing. The cleaned area shall
extend at least 0.5 inch into the undamaged section
o the coated area. Repair and coating application o
damaged and uncoated pipe surace areas shall be in
accordance with ASTM A 780.
Material Speciication 551—Coated Corrugated Steel Pipe
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1. ScopeThis specifcation covers the quality o aluminum cor-
rugated pipe and fttings.
2. Pipe Aluminum corrugated pipe and fttings shall conorm
to the requirements o ASTM B 745, B 746, or B 790 or
the specifed pipe sheet thickness, shape type, abrica-
tion methods, and the ollowing additional require-
ments:
a. When close-riveted pipe is specifed:
(1) Pipe shall be abricated with circumer-
ential seam rivet spacing that does notexceed 3 inches except that 12 rivets are
sufcient to secure the circumerential
seams in 12-inch pipe.
(2) Longitudinal seams that will be within
the coverage area o a coupling band, the
rivetsshallhaveatheadsortherivets
and holes shall be omitted and the seams
shall be connected by welding to provide
a minimum o obstruction to the seating o
the coupling bands.
3. CoatingsBituminous coatings, when specifed, shall conorm to
the requirements o ASTM A 849.
4. Coupling bandsCoupling bands are to be provided or each section o
pipe. The hardware or astening the coupling band
tightly to the connecting pipe shall be abricated to
permit tightening sufciently to provide the required
joint tensile strength and, i required, watertightness
without ailure o its astening.
Gaskets, i specifed, are to be provided or each cou- pling band. The abrication shall also be sufcient to
provide the required gasket seating without warping,
twisting, or bending.
Gaskets provided with connecting bands meetingrequirements or special joints in erodible soil condi-
tions shall be as specifed in ASTM A 762.
5. FittingsFittings shall be abricated rom sheet aluminum meet-
ing the requirements contained in ASTM B 744. The
coating or fttings shall be the same as that specifed
or the contiguous corrugated aluminum pipe.
Fittings that are welded during abrication shall be
accomplished in a good workmanshiplike manner
resulting in a continuous smooth surace fnish. Alu-minum welding electrodes used shall conorm to the
requirements o American Welding Society (AWS)
specifcation AWS A5.10, "Specifcation or Aluminum
and Aluminum Alloy Welding Rods and Bare Elec-
trodes." Welded suraces and adjacent suraces dam-
aged during welding shall be treated by removing all
weld splatter. The aected surace shall be cleaned to
bright metal by sand blasting, power disk sanding, or
wire brushing. The cleaned area shall extend at least
0.5 inch into the undamaged section o coated area.
Within 24 hours o completion o surace preparation
all treated suraces shall be painted with two coats o
a chromate rich primer and allowed to ully dry beoreexposure to weathering conditions.
Aluminum suraces abricated that will have contact
with steel, iron, or other metals shall be coated with a
zinc-chromate primer and allowed to ully dry beore
fnal installation.
Material Speciication 552—Aluminum Corrugated Pipe
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Chapter 3
(210–VI–NEH, May 2001) 553–1
1. ScopeThis specifcation covers the quality o ductile-iron
pipe and fttings.
2. PipeDuctile-iron pipe shall conorm to the requirements
o ANSI/AWWA C151/A21.51, Ductile-Iron Pipe, Cen-
triugally Cast in Metal Molds or Sand-Lined Molds or
Water or Other Liquids, and ANSI/AWWA C115/A21.15,
Flanged Ductile-Iron Pipe with Threaded Flanges.
3. FittingsDuctile-iron pipe fttings shall conorm to the require-
ments o ANSI/AWWA C110/A21.10, Ductile-Iron and
Gray-Iron Fittings, 3-inch through 48-inch, or Water
and Other Liquids, and ANSI/AWWA C153/A21.53,
Ductile-Iron Compact Fittings, 3-inch through 12-inch,
or Water and Other Liquids.
4. JointsRubber-gasket joints or ductile-iron pipe and fttings
where either mechanical or push-on joints are used
shall conorm to the requirements o ANSI/AWWA
C111/A21.11, Rubber-Gasket Joints or Ductile-Iron
and Gray-Iron Pressure Pipe and Fittings.
5. LiningInterior lining or ductile-iron pipe and fttings shall
conorm to the requirements o ANSI/AWWA C104/
A21.4, Cement Mortar Lining or Ductile-Iron Pipe and
Fittings or Water.
6. EncasementEncasement or ductile-iron pipe and fttings shall con-
orm to the requirements o ANSI/AWWA C105/A21.5-
88, Polyethylene Encasement or Ductile-Iron Pipe or
Water and Other Liquids.
Material Speciication 553—Ductile rom Pipe
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National Standard Material
Specifcations
Chapter 3
(210–VI–NEH, May 2001) 554–1
1. ScopeThis specifcation covers the quality o steel pipe and
fttings.
2. PipeSteel pipe shall conorm to the requirements o the ap-
plicable specifcation listed below or the kind o pipe
and the type, weight, grade, and fnish specifed:
Pipe ASTM
specifcation
Steel, black and hot-dipped, zinc- A 53coated welded and seamless
Steel, electric-usion (ARC)-welded A 134
(sizes NPS 16 and over)
Electric-resistance-welded steel A 135
Electric-usion (ARC)-welded steel A 139
(NPS 4 and over)
AWWA standard
Steel water pipe, 6 inches and larger C 200
3. FittingsFittings shall conorm to the requirements or the
types and kinds specifed.
Fittings ASTM
specifcation
Heat-treated carbon steel fttings A 858
or low-temperature and corrosive
service
Threaded couplings, steel, black or A 865
zinc-coated (galvanized) welded or
seamless, or use in steel pipe joints
Material Speciication 554—Steel Pipe
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National Standard Material
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Chapter 3
571–1(210–VI–NEH, January 2009)
1. ScopeThis specifcation covers the quality o metal slide
gates or water control.
2. Class and type o gateThe class o gate is expressed as a numerical symbol
composed o the seating head and unseating head. The
two numbers are separated by a hyphen with the seat-
ing head listed frst. For this purpose, the heads shall
be expressed in terms o eet o water. Gates shall be
o the specifed types as defned:
Light dutyType MLS-1 Cast iron with cast iron seat acings
Type MLS-2 Fabricated metal
Moderate duty
Type MMS-1 Cast iron with bronze seat acings, cast
iron or galvanized structural steel guides,
and galvanized steel, bronze, or stainless
steel asteners.
Type MMS-2 Cast iron with bronze seat acings, cost
iron or stainless steel guides, and bronze
or stainless steel asteners. Guides and as-
teners are stainless steel, when specifed.
Heavy duty
Type MHS-1 Have gray cast iron slides, rames,
guides, and yokes, and are ftted with
bronze seat acings, bronze wedges and
wedge blocks or wedge seat acings,
and bronze stem blocks or thrust nuts;
bronze or stainless steel asteners; and
cold rolled steel stems except where
stainless steel stems are specifed.
Type MHS-2 Have gray cast iron slides, rame, guides,and yokes, and are ftted with stainless
steel seat acings, wedges, wedge seat
acings, stems and asteners; and auste-
nitic cast iron stem blocks or thrust nuts.
Type MHS-3 Have austenitic gray cast iron slides,rames, guides, and yokes, and are ftted
with nickel-copper alloy seat acings,
wedges, wedge seat acings, stems and
asteners; and austenitic cast iron stem
blocks or thrust nuts.
3. Quality o materialMaterial or slide gates and appurtenances shall con-
orm to the requirements o the applicable specifca-
tions listed below or the alloy, grade, type, or class o
material and the condition and fnish appropriate to
the structural and operational requirements.
Material ASTM specifcation
Cast iron and gray cast iron ....................A 48, Class 30
A 126, Class B
Austenitic cast iron................................................. A 436
Structural steel shapes, plates, .............................. A 36
and bars
Cold rolled steel ...................................................... A 108
Carbon steel bars .....................................A 108 or A 575
Stainless steel ..............................................A 167, A 276,
A 582; Type 302,
303, 304, or 304L
Castings, nickel and nickel alloy .......................... A 494
Carbon steel sheets and strips ............................ A 1011
Zinc-coated carbon steel sheets.............A 653 or A 924
Bronze bar, rods, shapes .............................B 21 or B 98
Naval bronze.............................................................. B 21
Phosphor bronze ......................................B 103 or B 139
Manganese bronze ...................................B 138 or B 584
Silicon bronze.............................................B 98 or B 584
Cast bronze .............................................................. B 584
Nickel-copper alloy plate, sheet, ......................... B 127
strip
Nickel-copper alloy rod or bar .............................. B 164Rubber or gaskets and seals D 395, D 412,
D 471, D 572, or D 2240
Galvanizing (zinc coating) shall conorm to the re-
quirements o Material Specifcation 582.
Material Speciication 571—Slide Gates
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Chapter 3
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4. Fabricated metal gates (light duty gates)Fabricated metal gates shall be built to withstand the
seating head expressed by the gate class designation.
Unless otherwise specifed, the gates shall be galva-
nizedsteelwithat-backframes.
5. Cast iron gates (light duty gates)The rame shall be cast iron o the specifed type. The
ront ace shall be machined to receive the gate guides.
The gate slide shall be cast iron and shall be abri-
cated to withstand the seating and unseating heads
expressed by the gate class designation as defned insection 2 o this specifcation.
Grooves shall be cast on the vertical sides o the slide
to match the guide angles.
The gates guides shall be galvanized structural steel
and shall be abricated to withstand the total thrust o
the gate slide rom water pressure and wedge action
under maximum operating conditions.
Wedges and wedge seats shall have smooth bearing
suraces. Wedges may be cast as integral parts o the
slide. Removable wedges and wedge seats shall be as-tened to the slide, rame, or guides by means o suit-
able studs, screws, or bolts and shall be frmly locked
in place ater fnal adjustment. Each interacting set o
wedge and wedge seat shall be adjustable as needed to
ensure accurate and eective contact. Adjusting bolts
or screws shall be bronze or galvanized steel.
Seat acings shall be machined to a smooth fnish to
ensure proper watertight contact.
6. Frame or seat (moderate and heavy duty
gates)The rame shall be cast iron and o the specifed type.
The ront ace shall be machined to receive the gates
guides, and the rear ace shall be machined as required
to match the specifed attaching means. For heavy duty
gates, a dovetailed groove shall be machined on the
perimeter o the ront ace to receive the seat acing.
7. Gate slide (moderate and heavy dutygates)The gate slide shall be cast iron, rectangular in shape,
and shall have horizontal and vertical stiening ribs o
sufcient section to withstand the seating and unseat-
ing heads expressed by the gate class designation as
defned in section 2 o this specifcation. For heavy duty
gates, a dovetailed groove shall be machined on the
perimeter o the slide ace to receive the seat acing.
Tongues shall be machined on the vertical sides o the
slide along its entire height to match the guide grooves
and angles with a maximum clearance o 1/16 inch or
gates smaller than 54 inches by 54 inches, and 1/8 inchor larger gates.
A nut pocket with reinorcing ribs shall be integrally
cast on the vertical centerline and above the horizontal
centerline o the slide. The pocket shall be o a shape
adequatetoreceiveaat-backedthrustnutorstem
block and shall be built to withstand the opening and
closing thrust o the stem.
8. Gate guides (moderate and heavy dutygates)
The gate guides shall be built to withstand the totalthrust o the gate slide rom water pressure and wedge
action. The gate guides shall be cast iron or heavy
duty gates.
Grooves shall be machine-in cast iron guides to re-
ceive the tongue on the gate slide throughout the
entire length o the guide.
The guides shall be o adequate length to retain a mini-
mum o one-hal the height o the gate slide when the
gate is ully opened.
9. Wedges and wedge seats (moderate andheavy duty gates)Pads or supporting wedges, wedge seats (or blocks),
and wedge loops (or stirrups) shall be cast as integral
parts o the gate rame, slide, or guides and shall be
accurately machined to receive those parts.
Material Specifcation 571 Slide Gates (continued)
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Chapter 3
571–3(210–VI–NEH, January 2009)
Wedges and wedge seats shall have smooth bear-ing suraces or moderate duty gates and shall have
machine fnish bearing suraces or heavy duty gates.
Removable wedges may be cast as integral part o
the slide or moderate duty gates. Wedges shall be
astened to the gate slide, rame, or guides with suit-
able studs, screws, or bolts and shall be frmly locked
in place ater fnal adjustment. Each interacting set o
wedge and wedge seat shall be adjustable as needed to
ensure accurate and eective contact.
10. Seat acing
Moderate duty gates—Seat acings shall be ma-chined to a smooth fnish to ensure proper watertight
contact. Bronze acings shall be securely attached by
welding or other approved methods.
Heavy duty gates—Seat acings shall be pressed or
impacted into the machined dovetailed grooves on the
gate slide and rame and machined to a smooth fnish
to ensure proper watertight contact.
11. YokeWhen a sel-contained gate is specifed, the yoke shall
be o such design as to withstand the loads resultingrom normal operation o the gate. For moderate and
heavy duty gates, cast iron yokes shall be provided
with machined pads or connecting to the ends o gate
guides and to receive the stem thrust cap or hand-
wheel lit.
12. Flush bottom seal (heavy duty gate)Whenaushbottomsealinggatesisspecied,asolid,
square-corner type rubber seal shall be provided at
the bottom o the gate opening. It shall be securely
attached either to the bottom o the slide or to the
rame. Metal suraces bearing on the rubber seal shallbe smooth and rounded as necessary to prevent cut-
ting o the seal during gate operation.
13. Gate stem and lit (or hoist)The gate stem and lit/hoist shall be o the specifed
type, size, and capacity and, i hand operated, shall be
capable o moving the gate slide under normal condi-
tions, ollowing unseating rom the wedging device,
with a pull on the handwheel or crank o not more
than 25 pounds with the specifed seating and/or un-
seating head o water against the gate.
Unless otherwise specifed, the stem shall be carbon
steel and shall be urnished in sections as necessary to
permit reasonable ease in installation. Couplings shall
be bolted, pinned, or keyed to the stem. The stem shallbe urnished with rolled or machine-cut 29 degree
Acme threads o sufcient length to completely open
the gate. The threads shall be smooth and o uniorm
lead and cross-section, such that the nut can travel
the ull length without binding or excessive riction.
For moderate and heavy duty gates, the stem shall be
threaded or connection to the stem block or thrust
nut on the gate slide.
The lit shall be compatible with the type o stem
urnished. Unless otherwise specifed, the lit nut shall
be cast bronze or light and moderate duty gates and
cast manganese bronze or heavy duty gates and shallbe ftted with ball or roller thrust bearings designed to
withstand the normal thrust developed during open-
ing and closing o the gate at the maximum operat-
ing heads. All gears, sprockets, and pinions shall be
machine-cut, with ratios and strength adequate to
withstand expected operating loads. Sufcient grease
fttings shall be provided to allow lubrication o all
moving parts. An arrow and the word "open" shall be
cast on the rim o the handwheel or on the lit housing
to indicate the direction o gate opening. Unless other-
wise specifed, the lit or the nonrising-stem gate shall
be provided with an indicator capable o showing both
when the gate is ully open and when it is ully closed
or the moderate and heavy duty gates.
Provisions shall be made to prevent stem rotation
within the stem block or thrust nut or at the connec-
tion o the gate slide.
Material Specifcation 571 Slide Gates (continued)
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Chapter 3
571–4 (210–VI–NEH, January 2009)
Stop collars shall be provided to prevent overtravel inopening and closing the gate.
14. Stem guidesUnless otherwise specifed, stem guides shall be cast
iron or light duty gates and cast iron with bronze
bushed collars or moderate and heavy duty gates.
They shall be ully adjustable in two directions.
15. Wall thimble (moderate and heavy dutygates)When a wall thimble is specifed, it shall be o the
same cast iron used in the gate rame and o the sec-
tion,type,anddepthspecied.Thefrontangeshall
be machined to match the gate rame and drilled and
tapped to accurately receive the gate attachment
studs.
Gaskets or mastic to be installed between the thimble
and the gate rame shall conorm to the recommenda-
tions o the gate manuacturer and shall be urnished
with the thimble.
16. FastenersUnless otherwise specifed, all anchor bolts and other
asteners shall be galvanized steel or bronze or light
duty gates; galvanized steel or stainless steel or bronze
or moderate duty gates; and, o the quality and size
as recommended by the gate manuacturer or heavy
duty gates. All anchor bolts, assembly bolts, screws,
nuts, and other asteners shall be o ample section to
withstand the orces created by operation o the gate
while subjected to the specifed seating and unseating
heads. Anchor bolts shall be urnished with two nuts
to acilitate installation.
17. Installation instructionsBeore installation, the contractor shall provide the
engineer with the manuacturer's complete installation
data, instructions or adjustments, and drawings or
templates showing the location o all anchor bolts or
each gate.
18. PaintingWhen specifed, gates and accessories shall be painted
by the designated paint system.
19. CertifcationThe supporting data submitted to the engineer shall
include the name o the manuacturer, the manuac-
turer's model number (or standard catalogue items),
or the seating and unseating heads or which the gate
is designed together with such drawings and specifca-
tions as may be necessary to show that the gate con-
orms to the requirements o this specifcation.
Material Specifcation 571 Slide Gates (continued)
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Chapter 3
572–1(210–VI–NEH, January 2009)
1. ScopeThisspecicationcoversthequalityofmetalapgates
or water control.
2. Class and type o gateThe class o gate is expressed as the numerical value
o the seating head that the gate must be built to with-
stand. For this purpose, the head shall be expressed
in terms o eet o water measured to the center o the
gate. Gates shall be o the specifed type as defned
below:
Light dutyType MLF–1—Cast iron or cast steel ftted with un-
bushed linkage systems and galvanized steel asteners,
or with bronze bushed linkage systems and bronze or
stainless steel asteners.
Moderate duty
Type MMF – 1—Cast iron or cast steel ftted with
bronze seat acings, bronze bushed linkage systems,
and bronze or stainless steel asteners.
Heavy duty
Type MHF–1—Havegraycastironframesandaps
and are ftted with naval bronze seat acings, gray cast
iron or high-strength bronze hinge arms, bronze bush-
ings, bronze hinge pins, and bronze asteners.
Type MHF–1R—The same as Type MHF-1 gates
except that the rame is ftted with a rubber seat acing
instead o a metal seat acing.
Type MHF – 2—Havegraycastironframesandaps
and are ftted with stainless steel seat acings, gray
cast iron or stainless steel hinge arms, and stainless
steel bushings, hinge pins, and asteners.
Type MHF – 2R—The same as Type MHF-2 gates
except that the rame is ftted with a rubber seat acing
instead o a metal seat acing.
Type MHF–3—Have austenitic gray cast iron rames,apsandhingearmsandarettedwithnickel-copper
alloy seat acings, bushings, hinge pins, and asteners.
Type MHF – 3R—The same as Type MHF-3 except that
the rame is ftted with a rubber seat acing instead o
a metal seat acing.
3. Quality o materialMaterialinapgatesandappurtenancesshallconform
to the requirements o the applicable specifcations
listed below or the alloy, grade, type, or class o mate-
rial and the condition and fnish appropriate to thestructural and operational requirements:
Material ASTM specifcations
Cast iron and gray cast iron ...............A 48, Class 30, or
A 126, Class B
Cast steel......................................................A 27 or A 148
Structural steel shapes, plates, ............................... A 36
and bars
Carbon steel bars ......................................A 108 or A 575
Stainless steel ..........................................A 167, A 276, or
A 582; Type 302,
303, 304, or 304L
Austenitic gray cast iron ......................................... A 436
Castings, nickel and nickel-alloy ........................... A 494
Carbon steel sheets and strips ............................. A 1011
Bronze bar, rods, shapes, and ....................B 21 or B 98
naval bronze
Red brass .................................................................... B 43
Silicon bronze..............................................B 98 or B 584
Phosphor bronze .......................................B 103 or B 139
Manganese bronze ....................................B 138 or B 584
Nickel-copper alloy plate, sheet, ..........................B 127
strip
Nickel-copper alloy rod, bar ................................... B 164Cast bronze ............................................................... B 584
Rubber gaskets and seals ..........................D 395, D 412,
D 471, D 572, or D 2240
Material Speciication 572—Flap Gates, Metal
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Chapter 3
572–2 (210–VI–NEH, January 2009)
4. FrameThe rame shall be cast iron or cast steel or light and
moderate duty gates and as specifed or heavy duty
gates, and o the specifed type. For moderate and
heavy duty gates, the rear ace shall be machined as
required to match the specifed attaching means. For
the heavy duty gate, a groove shall be matched on the
perimeter o the ront ace to receive the seat acing.
5. FlapForlightandmoderatedutygates,theapshallbe
cast iron or cast steel and shall be built to withstand
the seating head expressed by the gate class designa-tion as defned in section 2 o this specifcation.
Forheavydutygates,theapshallbebuilttowith-
stand the seating head expressed by the gate class des-
ignation as defned in section 2 o this specifcation. A
groove shall be machined on the perimeter o the ace
to receive the seat acing.
6. Linkage systemThelinkagesystembywhichtheapismountedonto
the rame shall be double-pivoted type or gates more
than 8 inches in diameter. It shall be designed to pre- venttheapfromfoldinginsideoftheseatandwedg-
ing in the open position. For the moderate heavy duty
gates, the top pivot shall be so designed as to allow
adjustment o gate alignment and sensitivity.
7. Seat acings Light duty gates—All acings shall be machined to a
smooth fnish to insure proper contact.
Moderate duty gates—Seat acings shall be securely
attached by welding or other approved means and ma-
chined to a smooth fnish to ensure proper contact.
Heavy duty gates—Metal acings shall be pressed or
impactedintomachineddovetailedgroovesontheap
and rame (or securely attached in the seat grooves by
means o studs, set screws, or other approved means)
and machined to a smooth fnish to ensure proper con-tact. Rubber acings shall be pressed into a dovetailed
groove in the rame.
8. Wall thimbleWhere a wall thimble is specifed or moderate and
heavy duty gates, it shall be o the same cast iron used
in the gate rame and o the section, type, and depth
specied.Thefrontangeshallbemachinedtomatch
the gate rame and drilled and tapped to accurately
receive the gate attachment studs.
Gaskets or mastic to be installed between the thimbleand the gate rame shall conorm to the recommenda-
tions o the gate manuacturer and shall be urnished
with the thimble.
9. GalvanizingUnless otherwise specifed, cast steel and abricated
steel parts shall be galvanized in accordance with
Material Specifcation 582.
10. PaintingWhen specifed, gates and accessories shall be painted
by the designated paint system.
11. Installation instructionsThe contractor shall provide the engineer with the
manuacturer's complete installation data, instructions
or adjustments, and drawings or templates showing
the location o anchor bolts or each gate.
12. CertifcationThe supporting data submitted to the engineer shall
include the name o the manuacturer, the manuac-
turer's model number (or standard catalogue items),or the seating head or which the gate is designed
together with such drawings and specifcations as may
be necessary to show that the gate conorms to the
requirements o this specifcation.
Material Specifcation 572 Flap Gates, Metal (continued)
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Chapter 3
(210–VI–NEH, May 2001) 573–1
1. ScopeThis specifcation covers the quality o radial (Tainter)
gates or water control.
2. Quality o materialMaterial in radial gates and appurtenances shall con-
orm to the requirements o the applicable specifca-
tions listed below or the alloy, grade, type, or class o
material and the condition and fnish appropriate to
the structural and operational requirements:
Material ASTM specifcations
Cast iron ................................................ A 48, Class 30, or
A 126, Class B
Cast steel......................................................A 27 or A 148
Structural steel shapes, plates ................................ A 36
and bars
Carbon steel bars ......................................A 108 or A 575
Stainless steel ..........................................A 167, A 276, or
A 582; Type 302,
303, 304, or 304L
Zinc-coated steel sheets ...........................A 653 or A 924
Bronze bar, rods, shapes ...............................B 21 or B98
Cast bronze ............................................................... B 584
Galvanizing (zinc coating) shall conorm to the re-
quirements o Material Specifcation 582.
3. GatesUnless otherwise specifed, the gates shall be abri-
cated rom structural steel with skin plates made o
smooth or corrugated iron or steel sheets. They shall
conorm to the dimensions shown on the drawings
and shall be built to withstand the specifed head. The
curvature o the skin plate shall be concentric with the
pivot pins or trunnions. Gates shall be supplied with
pin bearings, pins, hoist, galvanized hoisting cable, andall anchor bolts. Unless otherwise specifed, the pin
bearings shall be cast iron and o the embedded type.
4. HoistHoists shall be o the worm-gear type and shall be
equipped with hand crank or be power operated as
specifed on the drawings. Hoists shall be urnished
complete with all lubricants, anchor bolts, and other
appurtenances necessary or their installation and
operation.
5. Rubber sealsEach gate shall be ftted with rubber seals along the
side and bottom edges o the gate ace. The seals shall
be o the belt type or J type, as specifed, and shall
be designed to bear on the walls and bottom o thestructure or on rubbing plates and sills to ensure a
watertight ft when the gate is closed. When specifed,
a rubber seal shall also be provided at the top edge o
the gate.
6. Installation instructionsBeore gate installation, the contractor shall provide
the engineer with the manuacturer's complete instal-
lation data, instructions or adjustments and drawings,
or templates showing the location o anchor bolts and
pin bearings or each gate.
7. PaintingGates and accessories shall be galvanized or painted
with the specifed paint system.
8. CertifcationThe supporting data submitted to the engineer shall
include the manuacturer's name and the hydraulic
head or which the gate is designed together with such
drawings and specifcations as may be necessary to
show that the gate conorms to the requirements o
this specifcation.
Material Speciication 573—Radial Gates
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(210–VI–NEH, May 2001)
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National Standard Material
Specifcations
Chapter 3
581–1(210–VI–NEH, November 2005)
1. ScopeThis specifcation covers the quality o steel and alumi-
num alloys.
2. Structural steel• Structuralsteelshallconformtotherequire-
ments o ASTM A 36.
• High-strengthlow-alloystructuralsteelshall
conorm to ASTM A 242 or A 588.
• Carbonsteelplatesofstructuralqualitytobe
bent, ormed, or shaped cold shall conorm the
ASTM A 283, Grade C.
• Carbonsteelsheetsofstructuralqualityshall
conorm to ASTM Standard A 1011, Grade 40,
or A 1008, Grade 40.
• Carbonsteelstripofstructuralqualityshall
conorm to ASTM Standard A 1011, Grade 36.
3. Commercial or merchant quality steelCommercial or merchant quality steel shall conorm to
the requirements o the applicable ASTM listed below:
Product ASTM standards
Carbon steel bars ..........................A 575, Grade M 1015
to Grade M 1031
Carbon steel sheets ..............................................A 1011
Carbon steel strips ................................................A 1011
Zinc-coated carbon steel sheets.............A 653 or A 924
4. Aluminum alloy Aluminum alloy products shall conorm to the require-
ments o the applicable ASTM standard listed below.
Unless otherwise specifed, alloy 6061-T6 shall be
used.
Product ASTM standards
Standard structural shape .....................................B 308
Extruded structural pipe and tube ....................... B 429
Extruded bars, rods, shapes, and tubes ............... B 221
Drawn seamless tubes ...........................................B 210
Rolled or cold-fnished bars, rods, and wire ......B 211
Sheet and plate ........................................................B 209
5. BoltsSteel bolts shall conorm to the requirements o ASTM
Standard A 307. I high-strength bolts are specifed,
they shall conorm to the requirements o ASTM A 325.
When galvanized or zinc-coated bolts are specifed,
the zinc coating shall conorm to the requirements o
ASTM Standard A 153 except that bolts 0.5 inch or less
in diameter may be coated with electro-deposited zinc
or cadmium coating conorming to the requirements
o ASTM Standard B 633, Service Condition SC 3, or
ASTM B 766, unless otherwise specifed.
6. RivetsUnless otherwise specifed, steel rivets shall conorm
to the requirements o ASTM Specifcation A 31, Grade
B. Unless otherwise specifed, aluminum alloy rivets
shall be Alloy 6061 conorming to the requirements o
ASTM Standard B 316.
7. Welding electrodesSteel welding electrodes shall conorm to the require-
ments o American Welding Society Specifcation AWS
A5.1, "Specifcation or Mild Steel Covered Arc-Weld-
ing Electrodes," except that they shall be uniormly
and heavily coated (not washed) and shall be o such
a nature that the coating does not chip or peel while
being used with the maximum amperage specifed by
the manuacturer.
Aluminum welding electrodes shall conorm to the
requirements o American Welding Society Specif-
cation AWS A5.10, "Specifcation or Aluminum and
Aluminum-Alloy Welding Rods and Bare Electrodes."
Material Speciication 581—Metal
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National Standard Material
Specifcations
Chapter 3
(210–VI–NEH, May 2001) 582–1
Material Speciication 582—Galvanizing
1. ScopeThis specifcation covers the quality o zinc coatings
applied to iron and steel productions.
2. QualityZinc coatings shall conorm to the requirements o
ASTM A 123 or Zinc (Hot-Dip Galvanized) Coatings
on Iron and Steel Products or as otherwise specifed
in the items o work and construction details o the
Construction Specifcation.
ASTM A 123 covers both abricated and nonabricated
products; e.g., assembled steel products, structuralsteel abrications, large tubes already bent or welded
beore galvanizing, and wire work abricated romnoncoated steel wire. It also covers steel orgings
and iron castings incorporated into pieces abricated
beore galvanizing or which are too large to be centri-
uged (or otherwise handled to remove excess galva-
nizing bath metal).
Items to be centriuged or otherwise handled to
remove excess zinc shall meet the requirements o
ASTM A 153, except bolts, screws, and other asten-
ers 0.5 inch or less in diameter may be coated with
electro-deposited zinc or cadmium coating conorming
to the requirements o ASTM B 766, coating thicknessClass 5, Type III, or ASTM B 633, Service Condition
SC-3, unless otherwise specifed.
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National Engineering Handbook
National Standard Material
Specifcations
Chapter 3
583–1(210–VI–NEH, November 2005)
1. ScopeThis specifcation covers the quality o a coal tar poly-
amide epoxy paint suitable or use on structural steel
or concrete. Paint supplied meeting Paint Specifcation
No. 16, Type 1, Class II, o the Steel Structures Painting
Council will meet the requirements o this specifca-
tion.
2. Composition and processingComposition—The paint shall be a two-component
system that has the pitch, fller, and catalyst in one
component and the resin in another. Each componento this paint based on the specifed ingredients shall
be uniorm, stable in storage, and ree rom grit and
coarse particles. The components shall contain the ol-
lowings types and proportions o ingredients:
Ingredient Component A
percent by weight
Component A and
B typical composi-
tion percent by
weightmin. max.
Coal tar pitch 33.0 36.0 28.2
Polyamide 11.0 12.0 9.5
Magnesiumsilicate
30.0 33.0 25.8
Xylene 18.0 21.0 15.4
Gelling agent
and activator
2.5 2.6 2.0
Catalyst
(accelerator)
1.2 1.3 1.1
Subtotal 82.0
Component B
Epoxy resin
(100% nonvolatile)
100 — 18.0
Total 100.0
Processing—Magnesium silicate and gelling agent
shall be thoroughly dispersed in component A by
means o grinding equipment capable o develop-
ing substantial shear values. Gellant shall be mixed
with an equal weight o magnesium silicate and then
dampened by stirring-in all o the alcohol; the resultant
mixture shall be added to and thoroughly dispersed
into component A. (The viscosity o component A is
markedlyinuencedbythedegreeofdispersionof
gellant and magnesium silicate.)
Quality o ingredients—Ingredient material shall
exhibit the ollowing properties:
Coal tar pitch. Coal tar pitch is a product obtained
rom the distillation o high temperature crude coke
oven tar, which in itsel is a product obtained during
the destructive distillation o coal in slot ovens oper-
ated at a temperature above 700 degrees Celsius. Coal
tar pitch shall have the ollowing characteristics:
Min. Max.
Sotening point, in water, °C
(ASTM D 36)
70 75
Ash, percent by weight
(ASTM D 2415)
— 0.5
Insolubles in carbon disulfde, percent by weight (ASTM D 4)
— 20
Volatiles, percent by weight
Under 250 °C — 0.0
Under 300 °C — 5.0
Gellant. The gellant or thixotropic-producing ad-
ditive shall be an organic derivative o magnesium
montorillonite or hydrogenated castor oil. It shall be
a creamy white powder having a bulking value o 15 ±
0.2 pounds per gallon and water content o 3 percent
maximum.
Activator. The activator, i used, shall be methanol,
ethanol, or propylene carbonate.
Catalyst. The catalyst (accelerator) shall be 2,4,6-tri
(dimethylamino methyl) phenol.
Epoxy resin. Epoxy resin shall be a di-epoxide con-
densation product o bisphenol-A and epichlorohydrin
Material Speciication 583—Coal Tar-Epoxy Paint
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National Standard Material
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Chapter 3
583–2 (210–VI–NEH, November 2005)
with terminal epoxide group. It shall be clear, tree o
turbidity, crystals, and particulate matter with the ol-
lowing properties:
Property Requirements
min. max.
Nonvolatile content
(1 to 2 grams ater 1 hour at 105
± 2 °C), % by weight
99 —
Epoxide equivalent
(ASTM D 1652)
180 200
Color, Gardner(ASTM D 1544)
— 5.0
Specifc gravity
(ASTM D 1475)
1.15 1.18
Viscosity, Brookfeld,
poises at 25 °C
100 160
Polyamide resin. Polyamide resin shall be a conden-
sation product o a dimerized atty acid in polyamides.
It shall be clear, ree o turbidity and particulate mat-
ter, with the ollowing characteristics:
Characteristics Requirements
min. max.
Amine value 1/ Color, Gardner (ASTM
D 1544)
330 360
— 9
Specifc gravity
(ASTM D 1475)
0.96 0.98
Viscosity, Brookfeld,
poises at 25 °C
7 9
Nonvolatile content
(1–2 grams ater 1 hr at
105 ± 2 °C), % by weight
97 —
1/ The amine value is defned as the milligrams o potassium
hydroxide equivalent to the amine alkalinity potentiometric
titration with standard perchloric acid according to the ollowing
method:
a. Weigh the approximate amount o well mixed resin to give a
titration in the range o 12 to 18 milliliters (mL) into a tared
200 mL berzelius tall orm beaker on an analytical balance.
Cover the beaker with aluminum oil to minimize contact
with air.
b. From a graduated cylinder, careully add 90 mL o solvent
(suitable solvents are nitrobenzene, propylene carbonate,
or acetonitrile), insert a stirring bar, cover the beaker with
aluminum oil, and stir on a magnetic stirrer to dissolve the
sample. Add the solvent immediately ater weighing the
sample. A ume hood should be used or all operations.
c. From a graduated cylinder, add 20 mL o glacial acetic acid to
the sample solution and stir or several minutes.
d. Immerse the electrodes into the sample solution, stir or 2
minutes, and titrate potentiometrically with 0.1 N perchloric
acid using the millivolt scale. Record the millivolt reading
every 0.1 mL. Plot a graph showing the millivolts against the
titration.Theendpointisthemidpointoftheinectiononthe
titration curve.
e. Conduct a blank determination on 90 mL o the solvent and
20 mL o acetic acid. The blank need only be determined onceor each lot o solvent used. On the majority o lots used, the
blank has been ound to be zero.
. Calculate the amine value using the ollowing ormula:
Amine value = (sample titration-solvent blank)
normality 5
×
× 66.1 weight o sample
Magnesium silicate. Magnesium silicate shall con-
orm to ASTM Standard D 605 "Magnesium Silicate
Pigment (Talc)." When a dark red coating is specifed,
a dark red coating shall be urnished in 50 percent or
more (by volume) o the magnesium silicate is re-
placed by synthetic red iron conorming to ASTM Stan-
dard D 3721. The red coating shall meet all o the test
requirements prescribed or the black coating except
that the nonvolatile content o component A shall be
anamountreectingthegreaterspecicgravityofthe
iron oxide pigment.
3. Physical requirementsWhen tested by the methods described in section 4,
component A shall exhibit the ollowing properties:
• Viscosity,Brookeld,at25degreesCelsius
poises 160 maximum
• Nonvolatileresidue,percentbyweight77mini-mum
The mixed paint shall exhibit the ollowing properties:
• Sag,14milwetlm—None
• Potlifeat24to27°C,hours—4minimum
The cured flm shall exhibit the ollowing properties:
Material Specifcation 583 Coal Tar Epoxy Paint (continued)
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National Standard Material
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Chapter 3
583–3(210–VI–NEH, November 2005)
• Penetration,200grams,5seconds,25°C,hun-dredth centimeter units—3 maximum
• Odorafter48hourscuring—Passtest
• Flexibilityon0.5-inchmandrel—Passtest
• Adhesion—Nodelamination
4. Test methodsViscosity o component A—Fill a container having
a minimum diameter o 3 inches, a minimum height o
3.75 inches, and a minimum depth o 3 inches with a
representative sample o component A. Set up a Model
RVT or RVF-100 Brook-feld Synochro-Electric Vis-
cometer with a No. 7 spindle and with guard removed.
Bring the sample to (and thereater maintain) a tem-
perature o 25 degrees Celsius and stir vigorously or
2 minutes with a sti spatula. Immediately ater stir-
ring, lower the viscometer, immersing the spindle until
hal o the neck mark on the spindle is covered. Run
the viscometer at 100 rpm or 1 minute and record the
pointer position on the dial. I the dial reading is 40 or
less, the viscosity shall be considered to be 160 poises
or less. I the reading is over 40, immediately start the
motor and take additional readings at 1-minute inter-
vals. I one or more readings o 40 or less are obtainedout o 10 readings, taken at 1-minute intervals, the vis-
cosity o the material shall be considered to be within
specifcation limits.
Nonvolatile content o component A—Place a
stirrer (e.g., short length o sti wire, such as a partly-
straightened paper clip) into a small disposable alu-
minum dish o about 2 inches in diameter and weigh
to the nearest 0.1 milligram. As rapidly as possible,
place between 2 and 3 grams o component A into the
dish and weigh immediately to the nearest 0.1 mil-
ligram. Ater weighing, spread the material over the
bottom o the dish. Heat the dish, wire, and contentsin a well-ventilated, convection-type oven maintained
at 105 degrees Celsius plus or minus 2 degrees Celsius
or 3 hours. Ater the material has been in the oven
or a ew minutes, and periodically thereater, stir the
material. Cool in a desiccator, weigh to the nearest 0.1
milligram, and calculate the percentage o nonvolatile
on a weight basis.
Sag test o coal tar-epoxy paint—Prepare about500 mL o the material by thoroughly mixing 100 mL o
component B into 400 mL o component A. Determine
its viscosity immediately ater mixing using the same
procedure as those or component A, but employ-
ing a No. 5 spindle. I all o fve readings recorded at
1-minute intervals are above 50, reduce the viscosity
by adding xylene in small increments until a reading
not greater than 50 is obtained. Press a strip o 1-inch
masking tape across the ull width o a solvent-cleaned
3-inch by 6-inch cold-rolled steel panel. The tape
should be parallel to and centered on the shorter axis
o the panel. Within 5 minutes ater making the fnal
check o viscosity, apply the material to the panel to
a wet flm thickness at least 14 mils as determined by
an Interchemical wet flm doctor blade having a gap o
about 25 mils, or by brush. Immediately ater applying
the material, careully remove the masking tape and
stand the panel in a vertical position (with the bare
strip horizontal) in a drat-ree, 24 to 27 degree Celsius
location. Examine the panel ater 4 hours. Sagging or
running o the coating into the bare area shall consti-
tute ailure o the material to pass the sag test.
Pot lie test o coal tar-epoxy paint—Mix 100 mL
o compound B into 400 mL o component A with bothcomponents having a temperature o 24 to 27 degrees
Celsius beore mixing. Pour the material at once into
a pint metal can, seal tightly, and maintain at 24 to 27
degrees Celsius. Examine the material 4 hours ater it
was mixed. For its pot lie to be considered satisac-
tory,themixedmaterialmustremaininauidcondi -
tion and, when thinned with no more than 100 mL o
xylene, shall be lump-ree and brushable.
Penetration test on coal tar-epoxy flm—Select
and solvent spray-clean two 3-inch by 6-inch cold-
rolled steel panels in accordance with ASTM D 609.
Draw down in accordance with a coat o the paint pre- pared as described in section 4 or the sag test. Allow
the flm to dry 18 to 24 hours in a horizontal position at
24 to 27 degrees Celsius and at a relative humidity o
not over 60 percent. Apply a second coat over and at
right angles to the frst coat, using reshly mixed paint
prepared identically to that used or the frst coat. The
draw down applicator(s) shall be such as to provide
Material Specifcation 583 Coal Tar Epoxy Paint (continued)
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Chapter 3
583–4 (210–VI–NEH, November 2005)
a total dry-flm thickness or the two coats o 20 to 25mils, and the coats shall be o approximately equal
thickness. Allow the second coat to dry in a horizontal
position or 120 hours at 24 to 27 degrees Celsius. Ater
120 hours o curing, and daily thereater, clamp the pan-
el into the table o a penetrometer (ASTM D 5) so that
the needle is over an area that is within the prescribed
thickness range (as measured by ASTM D 1186). De-
termine the penetration using a total load o 200 grams
applied or 5 seconds at 25 degrees Celsius. The aver-
age o the three lowest out o fve penetration readings,
all taken within a 1 centimeter square, shall not exceed
0.03 o a centimeter ater 120 hours o curing.
Odor o dried coal tar-epoxy flm—Examine the
paintlmononeoftheexibilitypanelsforodorafter
it has cured or 48 hours. The flm shall be ree o any
odor except or a aint odor o xylene.
Flexibility o coal tar-epoxy flm—Sand blast
three steel panels (similar to those used in the penetra-
tion test) at low pressure with a clean, 30 to 50 mesh,
nonmetallic abrasive until a uniorm, gray-white sur-
ace with well developed anchor pattern, is achieved.
(Note: It may be necessary to blast both sides o panel,
in stages, to avoid warping.) Blow o any dust with a
clean air blast. Apply two coats o paint as describedin section 4 or the penetration test. Allow the flm to
cure in the period equal to that required to reach a
penetration o 0.03 centimeter on the penetration test
panel, whichever occurs frst. With the flm side up,
and in a time interval o about 1 second, bend each o
theexibilitypanelsdoubleovera0.5-inchdiameter
mandrel. Cracks in any o the panels visible to the na-
ked eye shall constitute ailure except that edge cracks
extending no urther than 0.5 inch or small local fs-
sures emanating rom air bubbles, craters, and similar
imperections shall be disregarded.
Adhesion o coal tar-epoxy flm—Test the adhesion
ofthecoatingonanunbrokenareaoftheexibility
panel with a sharp knie ater the coating has cured or
120 hours. It shall strongly resist being removed rom
the metal. Also use a knie to test the intercoat adhe-
sion o the flm on a penetration panel ater 120 hours
curing. Any delamination o the two coats shall consti-
tute ailure.
Material Specifcation 583 Coal Tar Epoxy Paint (continued)
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National Standard Material
Specifcations
Chapter 3
(210–VI–NEH, May 2001) 584–1
1. ScopeThe specifcation covers the quality o structural tim-
ber, lumber, and plywood.
2. GradingStructural timber and lumber shall be graded in accor-
dance with the grading rules and standards, applicable
to the specifed species adopted by a lumber grading
or inspection bureau or agency recognized as being
competent and that conorm to the basic principles o
ASTM Standard D 245. The material supplied accord-
ing to the commercial grading rules shall be o equal or
greater stress value than the specifed stress-grade.
3. Quality o material All material shall be sound wood ree rom decay
and disease damage. Boxed heart pieces o Douglas
rorredwoodshallnotbeusedinstringers,oor
beams, caps, posts, sills, or other principal structural
members. Boxed heart pieces are defned as timber
so sawed that at any section in the length o a sawed
piece the pith lies entirely inside the our aces.
4. Heartwood requirements All timber and lumber specifed or use without pre-
servative treatment shall contain a minimum o 75
percent heartwood on any diameter or on any side
or edge, measured at the point where the greatest
amount o sapwood occurs. This requirement shall not
apply to timber and lumber or which pressure treat-
ment with wood preservative is specifed.
5. SizesThe sizes specifed are nominal sizes. Unless otherwise
specifed, the material shall be urnished in American
Standard dressed sizes.
6. MarkingEach piece o timber and lumber shall be legibly
stamped or branded with an ofcial grade identifca-
tion. Plywood shall be legibly stamped with an ofcial
mark designating the grade, type, and surace fnish as
described in the cited Product Standard.
Material Speciication 584—Structural Timber and Lumber
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Specifcations
Chapter 3
585–1(210–VI–NEH, January 2009)
1. ScopeThis specifcation covers the quality o wood preserva-
tives, treatment processes, quality o treated material,
and marking related to preservative treatment. Includ-
ed are requirements or asteners, connectors, and any
other metal that will be in contact with preservative
treated wood.
2. Treatment processesTreatment processes may use any combination o
atmospheric air, initial air pressure, or vacuum and
pressure that will achieve the desired results without
damaging the wood.
3. PreservativesThe wood shall be treated with the specifed type o
preservative.
4. Quality o treated materialTreated lumber, timber, piles, poles, or posts shall be
ree rom heat checks, water bursts, excessive check-
ing, chafng damage, or rom any other damage or
deects that would impair their useulness or durabil-
ity or the purpose intended. The use o s-irons is not
permitted. Holes bored or tests shall be flled with
tight ftting, treated wood plugs.
5. MarkingEach treated wood item delivered to the job site shall
be identifed with a label, brand, or stamp that lists:
the product name or logo; treatment company name
and location; names o the preservative components;
treatment end use category; minimum retention; andthe applicable AWPA treatment standard or the num-
ber o the evaluation report rom an evaluation service
recognized by the International Code Council at http://
www.iccsafe.org.
6. Fasteners and Connectors All asteners, connectors, and any other metal contact-
ing preservative treated wood shall be hot-dip galva-
nized or stainless steel. Unless otherwise specifed, all
asteners, connectors, and any other metal contacting
alkali copper quaternary (ACQ) or copper azole (CA)
treated wood shall be stainless steel. Galvanizing orasteners shall conorm to ASTM A153. Galvanizing
or connectors made rom steel sheet shall conorm
to ASTM A653, Class G185. Galvanizing or all other
metal in contact with preservative treated wood shall
conorm to ASTM A123. Stainless steel shall be AISI
Type 304 or 316.
Material Speciication 585—Wood Preservatives and Treatment
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Specifcations
Chapter 3
591–1(210–VI–NEH, January 2009)
1. ScopeThis specifcation provides the minimum quality re-
quirements or the material used in the construction o
feld ences.
2. Wire gaugeWhen the size o steel wire is designated by gage num-
ber, the diameter shall be as defned or U.S. Steel Wire
Gauge.
3. FencingFencing material shall conorm to the requirements o
ASTM A 121 or barbed wire, ASTM A 116 or woven
wire, ASTM A 390 or poultry ence or netting, and
ASTM A 854 or high-tensile wire. Barbed wire and
woven wire shall be class 3 zinc coated as specifed in
ASTM A 641 unless otherwise specifed. High-tensile
wire shall have type I zinc coating unless otherwise
specifed.
4. Stays, asteners, and tension wireStays and asteners shall conorm to the requirements
o the appropriate ASTM or the encing material spec-
ifed unless otherwise specifed. Tension wires shall
have a tensile strength not less than 58,000 pounds per
square inch. Stays, asteners and tension wire shall
have class 3 zinc coating as specifed in ASTM A 641
unless otherwise specifed.
5. Wood ence posts and bracesUnless otherwise specifed, wood posts shall be natu-
rally rot resistant, preservative-treated, or other wood
o equal lie and strength. At least hal the diameter
or diagonal dimension o naturally rot resistant posts
shall be in heartwood. Provide new wood posts that
are sound, ree rom decay with all limbs trimmed
substantiallyushwiththebody.Allpostsshallbe
substantially straight throughout their ull length.
Make tops convex rounded or inclined. Provide posts
ree o ring shake, season cracks more than a quarter-
inch wide, splits in the end, and unsound knots. Pine
shall be pressure treated in conormance with Material
Specifcation 585, Wood Preservatives and Treatment.
Wood braces shall be o wood material equal to or bet-
ter than construction grade Douglas fr. Wood braces
shall be pressure treated in conormance with Material
Specifcation 585.
6. Steel ence posts and bracesSteel ence posts and braces shall conorm to the
requirements o ASTM A 702 or steel ence posts and
ASTM A 53 or bracing pipes. Posts with punched tabs
or astening the wires shall not be installed.
7. Concrete ence postsConcrete ence posts shall be manuactured to the
specifed requirements o size, shape, and strength.
8. Panel gatesPanel gates shall be the specifed types, sizes, and qual-
ity and shall include the necessary fttings required or
installation. Gates shall be o rigid construction ree
rom sag or twist. The fttings shall consist o not less
than two hinges and one latch or galvanized chain or
astening. Latches shall be o such design that a pad-
lock may be used or locking. All fttings shall not be
o lesser quality than the gate manuacturer's standard.
9. Wire gatesWire gates shall be the type shown on the drawings,
constructed in accordance with specifcations, at the
locations, and to the dimensions shown on the draw-
ings. The material shall conorm to the kinds, grades,
and sizes specifed or new ence, and shall include the
necessary fttings and stays.
10. StaplesStaples required to secure the ence wire to wood
posts shall be 9-gauge galvanized wire with a minimum
length o 1.5 inches or sot woods and a minimum
length o 1 inch or close-grain hardwoods.
11. Galvanizing
All iron and steel encing material, except as otherwisespecifed, shall be zinc coated by the hot dip process
meeting the requirements o Material Specifcation
582. Clips, bolts, and other small hardware may be pro-
tected by electro-deposited zinc or cadmium coating.
Material Speciication 591—Field Fencing Material
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Specifcations
Chapter 3
592–1(210–VI–NEH, January 2009)
1. ScopeThis specifcation covers the quality o geotextiles.
2. General requirementsFibers (threads and yarns) used in the manuacture
o geotextile shall consist o synthetic polymers com-
posed o a minimum o 85 percent by weight poly-
propylenes, polyesters, polyamides, polyethylene,
polyolefns, or polyvinylidene-chlorides. They shall
be ormed into a stable network o flaments or yarns
retaining dimensional stability relative to each other.
The geo-textile shall be ree o deects and conorm tothe physical requirements in tables 592–1 and 592–2.
The geotextile shall be ree o any chemical treatment
or coating that signifcantly reduces its porosity. Fibers
shall contain stabilizers and/or inhibitors to enhance
resistance to ultraviolet light.
Thread used or actory or feld sewing shall be o con-
trasting color to the abric and made o high strength
polypropylene, polyester, or polyamide thread. Thread
shall be as resistant to ultraviolet light as the geotex-
tile being sewn.
3. ClassifcationGeotextiles shall be classifed based on the method
used to place the threads or yarns orming the abric.
The geotextiles will be grouped into woven and non-
woven types.
Woven—Fabrics ormed by the uniorm and regular
interweaving o the threads or yarns in two directions.
Woven abrics shall be manuactured rom monofla-
ment yarn ormed into a uniorm pattern with distinct
and measurable openings, retaining their position
relative to each other. The edges o abric shall be sel-
vedged or otherwise fnished to prevent the outer yarnrom unraveling.
Material Speciication 592—Geotextile
Nonwoven—Fabrics ormed by a random place-
ment o threads in a mat and bonded by heat-bonding,
resin-bonding, or needle punching. Nonwoven abrics
shall be manuactured rom individual fbers ormed
into a random pattern with distinct, but variable small
openings, retaining their position relative to each
other when bonded by needle punching, heat, or resin
bonding. The use o nonwovens other than the needle
punched geotextiles is somewhat restricted (see note
3 o table 592–2).
4. Sampling and testingThe geotextile shall meet the specifed requirements
(table 592–1 or 592–2) or the product style shown on
the label. Product properties as listed in the latest edi-
tion o the "Specifers Guide," Geosynthetics, (Indus-
trial Fabrics Association International, 1801 County
Road B, West Roseville, MN 55113-4061 or at http://
www.geosindex.com) and that represent minimum
average roll values, are acceptable documentation
that the product style meets the requirements o these
specifcations.
For products that do not appear in the above directory
or do not have minimum average roll values listed,typical test data rom the identifed production run o
the geotextile will be required or each o the specifed
tests (tables 592–1 or 592–2) as covered under clause
AGAR 452.236-76.
5. Shipping and storageThe geotextile shall be shipped/transported in rolls
wrapped with a cover or protection rom moisture,
dust, dirt, debris, and ultraviolet light. The cover shall
be maintained undisturbed to the maximum extend
possible beore placement.
Each roll o geotextile shall be labeled or tagged to
clearly identiy the brand, class, and the individual pro-
duction run in accordance with ASTM D 4873.
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Chapter 3
592–2 (210–VI–NEH, January 2009)
Table 592–1 Requirements or woven geotextiles
Property Test method Class I Class II & III Class IV
Tensile strength
(pounds) 1/
ASTM D 4632
grab test
200 minimum
in any principal
direction
120 minimum
in any principal
direction
180 minimum in any
principal direction
Elongation at ailure
(percent) 1/
ASTM D 4632
grab test
<50 <50 <50
Puncture
(pounds) 1/
ASTM D 4833 90 minimum 60 minimum 60 minimum
Ultraviolet light
(% residual tensile
strength)
ASTM D 4355
150-hr exposure
70 minimum 70 minimum 70 minimum
Apparent opening
size (AOS)
ASTM D 4751 As specifed, but
no smaller than
0.212mm(#70)2/
As specifed, but
no smaller than
0.212mm(#70)2/
As specifed, but
no smaller than
0.212mm(#70)2/
Percent open area(percent)
CWO-02215-86 4.0 minimum 4.0 minimum 1.0 minimum
Permitivity sec–1 ASTM D 4491 0.10 minimum 0.10 minimum 0.10 minimum
1/ Minimum average roll value (weakest principal direction).
2/ U.S. standard sieve size.
Note: CWO is a USACE reerence.
Material Specifcation 592 Geotextile (continued)
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592–3(210–VI–NEH, January 2009)
1/ Minimum average roll value (weakest principal direction).
2/ U.S. standard sieve size.3/ Heat-bonded or resin-bonded geotextile may be used or classes III and IV. They are particularly well suited to class IV. Needle-punched
geotextiles are required or all other classes.
Table 592–2 Requirements or woven geotextiles
Property Test method Class I Class II Class III Class IV 3/
Tensile strength
(lb) 1/
ASTM D 4632
grab test
180 minumum 120 minumum 90 minumum 115 minumum
Elongation at
ailure(%) 1/
ASTM D 4632 ≥ 50 ≥ 50 ≥ 50 ≥ 50
Puncture (pounds) ASTM D 4833 80 minumum 60 minumum 40 minumum 40 minumum
Ultraviolet light
(% residual
tensile strength)
ASTM D 4355
150-hr exposure
70 minumum 70 minumum 70 minumum 70 minumum
Apparent opening
size (AOS)
ASTM D 4751 As specifed
max.#40 2/
As specifed
max.#402/
As specifed
max.#402/
As specifed
max.#402/
Permittivity sec–1 ASTM D 4491 0.70 minumum 0.70 minumum 0.70 minumum 0.10 minu-
mum
Material Specifcation 592 Geotextile (continued)
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Chapter 3
593–1(210–VI–NEH, November 2005)
1. ScopeThis material specifcation covers the quality o hy-
drated lime used in the treatment o clayey soils.
2. QualityHydrated lime—Hydrated lime shall meet the ollow-
ing requirements when tested in accordance with
ASTM C 25 or AASHTO T 219:
• Minimumavailablelime,reportedas
Ca(OH)2 = 90 percent.
• Maximumcarbondioxide(as-received
basis) = 7 percent.
The physical gradation o hydrated lime when tested
in accordance with ASTM C 110 shall meet the require-
ments o ASTM C 977.
Material Speciication 593—Lime
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Chapter 3
594–1(210–VI–NEH, January 2009)
Material Speciication 594—Flexible Membrane Liner
1. ScopeThis specifcation covers the quality o High Density
Polyethylene (HDPE), Linear Low Density Polyeth-
ylene (LLDPE), Ethylene Propylene Diene Monomer
(EPDM), Poly Vinyl Chloride (PVC), and Polypropyl-
ene(PP)exibleliner,seams,gaskets,metalbattens,
bolts, embed channels, clamps, and sealant.
2. Material Liner—The liner shall have a nominal thickness as
specifed. The liner shall be manuactured to be suit-
able or use in the specifed exposed or buried con-
ditions. It shall conorm to the requirements o this
specifcation, Construction Specifcation 97, and the
requirements shown on the drawings.
Gaskets, metal battens, clamps, bolts, embed
channels, welding rod, adhesive, and sealant—
Gasket material shall be neoprene, closed-cell medium,
0.25 inch thick, with adhesive on one side, or other
gasket material as approved by the liner manuacturer.
Metal battens shall be 0.25-inch-thick by 2-inch-wide
stainless steel. Clamps shall be 0.5-inch-wide stainless
steel. Bolts shall be stainless steel. The embed channel
and welding rod shall have the same properties as theliner. Adhesive shall be approved by the manuacturer
and shall consist o material with a lie expectancy
similar to the liner material. Sealant shall be as recom-
mended by the manuacturer. Silicone sealant shall not
be used with PVC liner materials.
Vents and pipe boots—Vents and pipe boots shall be
made o the same material as the liner.
3. Liner propertiesThe liner shall be uniorm in color, thickness, and
surace texture. The liner shall be resistant to ungalor bacterial attack and ree o cuts, abrasions, holes,
blisters, contaminants, and other imperections.
HDPE and LLDPE—The HDPE or LLDPE liner shall
be manuactured rom virgin polymer material and
shall meet the property values specifed in tables 594–1
through 594–4 as applicable.
EPDM —The EPDM liner shall be ormulated rom
virgin compounding materials and shall meet the prop-
erty values specifed in tables 594–5 and 594–6 as ap-
plicable. Regrind, reworked, or trim materials shall be
rom the same manuacturer and the same ormulation
as the liner. Recycled materials shall not be allowed.
PVC—The PVC liner shall be manuactured rom virgin polymers and other compounding materials and
shall meet the property values specifed in table 594–7
as applicable. Regrind, reworked, or trim materials
shall be rom the same manuacturer and the same or-
mulation as the liner. No more than 10 percent regrind,
reworked, or trim materials shall be used to manuac-
ture the liner. Recycled materials shall not be allowed.
The PVC compound shall consist o 50- to 70-percent
PVC resin, by weight. Liquid plasticizers shall be
mixed until completely absorbed by the resin powder.
Other additives shall be thoroughly mixed into the
resin.
PP—The PP liner shall be manuactured rom virgin
polymer material and shall meet the property values
specifed in tables 594–8 and 594–9 as applicable.
A reinorced PP liner shall consist o one ply o rein-
orcing polyester (scrim) between two sheets o PP.
The polyester scrim shall be o an open weave that
permits strike-through o the PP.
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Chapter 3
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Table 594–1 Requirements or smooth HPDE liner
Property Test methods Requirements*
- - - - - - - - - - nominal thickness - - - - - - - - - -
30 mil 40 mil 60 mil
Density, g/cc ASTM D 1505 0.940 0.940 0.940
Tensile properties ASTM D 6693
(type IV at 2 in/min)yield stress, lb/in
break stress, lb/in
yield elongation, %
break elongation, %
63
114
12
700
84
152
12
700
126
228
12
700
Tear resistance, lb ASTM D 1004 21 28 42
Puncture resistance, lb ASTM D 4833 54 72 108
Carbon black content, % ASTM D 1603 2-3 2-3 2–3
Carbon black dispersion ASTM D 5596 Cat 1–2 Cat 1–2 Cat 1–2
Seam properties ASTM D 6392
shear strength, lb/in
peel strength, lb/in**
60
39/FTB
80
52/FTB
120
78/FTB
* All values, unless specifed otherwise, are minimum average roll values as reported or the test method.
** Film tear bond: A ailure o one o the bonded sheets by tearing prior to complete separation in the bonded area.
Material Specifcation 594 Flexible Membrane Liner (continued)
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Chapter 3
594–3(210–VI–NEH, January 2009)
Table 594–2 Requirements or textured HDPE liner
Property Test methods Requirements*
- - - - - - - - nominal thickness - - - - - - - - - -
30 mil 40 mil 60 mil
Density, g/cc ASTM D 1505 0.940 0.940 0.940
Tensile properties ASTM D 6693
(type IV at 2 in/min)yield stress, lb/in
break stress, lb/in
yield elongation, %
break elongation, %
63
45
12
100
84
60
12
100
126
90
12
100
Tear resistance, lb ASTM D 1004 21 28 42
Puncture resistance, lb ASTM D 4833 45 60 90
Carbon black content, % ASTM D 1603 2–3 2–3 2–3
Carbon black dispersion ASTM D 5596 Cat 1–2 Cat 1–2 Cat 1–2
Seam properties ASTM D 6392
shear strength, lb/in
peel strength, lb/in**
60
39/FTB
80
52/FTB
120
78/FTB
* All values, unless specifed otherwise, are minimum average roll values as reported by the specifed test method.
** Film tear bond: A ailure o one o the bonded sheets by tearing prior to complete separation in the bonded area.
Material Specifcation 594 Flexible Membrane Liner (continued)
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Chapter 3
594–4 (210–VI–NEH, January 2009)
Table 594–3 Requirements or smooth LLDPE liner
Property Test methods Requirements*
- - - - - - - - - - nominal thickness - - - - - - - - - -
30 mil 40 mil 60 mil
Density, g/cc ASTM D 1505 0.915 0.915 0.915
Tensile properties ASTM D 6693
(type IV at 2 in/min)break stress, lb/in
break elongation, %
114
800
150
800
228
800
Tear resistance, lb ASTM D 1004 16 22 33
Puncture resistance, lb ASTM D 4833 42 56 84
Carbon black content, % ASTM D 1603 2–3 2–3 2–3
Carbon black dispersion, % ASTM D 5596 Cat 1–2 Cat 1–2 Cat 1–2
Seam properties ASTM D 6392
shear strength, lb/inpeel strength, lb/in** 4437/FTB 5850/FTB 9075/FTB
* All values, unless otherwise specifed, are minimum average roll values as reported or each test method.
** Film tear bond: A ailure o one o the bonded sheets by tearing prior to complete separation in the bonded area.
Material Specifcation 594 Flexible Membrane Liner (continued)
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Table 594–4 Requirements or textured LLDPE liner
Property Test methods Requirements*
- - - - - - - - - - nominal thickness - - - - - - - - - -
30 mil 40 mil 60 mil
Density, g/cc ASTM D 1505 0.915 0.915 0.915
Tensile properties ASTM D 6693
(type IV at 2 in/min)break stress, lb/in
break elongation, %
60
350
80
350
120
350
Tear resistance, lb ASTM D 1004 17 22 33
Puncture resistance, lb ASTM D 4833 33 44 66
Carbon black content, % ASTM D 1603 2–3 2–3 2–3
Carbon black dispersion, % ASTM D 5596 Cat 1–2 Cat 1–2 Cat 1–2
Seam properties ASTM D 4437
(1 in wide at 2 in/min)shear strength, lb/in
peel strength, lb/in**
40
33/FTB
53
44/FTB
79
66/FTB
* All values, unless otherwise specifed, are minimum average roll values as reported or each test method.
** Film tear bond: A ailure o one o the bonded sheets by tearing prior to complete separation in the bonded area.
Material Specifcation 594 Flexible Membrane Liner (continued)
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Chapter 3
594–6 (210–VI–NEH, January 2009)
Table 594–5 Requirements or nonreinorced EPDM liner
Property Test methods Requirements*
- - nominal thickness - -
45 mil 60 mil
Specifc gravity ASTM D 792 1.1 1.1
Tensile properties ASTM D 882
break stress, lb/in (Type IV at 20 in/min) 50 50
break elongation, % 400 400
Tear resistance, lb ASTM D 1004 9 11
Puncture resistance, lb ASTM D 4833 35 60
Low temperature brittleness, °F ASTM D 1790 <-45 <-45
Seam properties ASTM D413/D4437
shear strength, lb/in** (NSF modifed 20 in/min strain rate) 35 35
peel strength, lb/in*** 14 14
* All values, unless specifed otherwise, are minimum average roll values as reported or the test method.
** At 200 percent strain.
*** Cohesive bond mode.
Material Specifcation 594 Flexible Membrane Liner (continued)
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Chapter 3
594–7(210–VI–NEH, January 2009)
Table 594–6 Requirements or reinorced EPDM liner
Property Test methods Requirements*
nominal thickness
45 mil
Specifc gravity ASTM D 792 1.1
Tensile properties ASTM D 751
Method A
125
Tear resistance, lb ASTM D 5884
Method B
130
Puncture resistance, lb FTMS 101C
Method 2031
45
Ply adhesion, lb/in ASTM D 413
Machine method
7
Low temperature
brittleness, °F
ASTM D 1790 < –45
Seam properties
shear strength, lb/in** ASTM D 751 35
peel strength, lb/in*** ASTM D 413 14
* All values, unless specifed otherwise, are minimum average roll values as reported or the test method.
** At 200 percent strain.
*** Cohesive bond mode.
Material Specifcation 594 Flexible Membrane Liner (continued)
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Chapter 3
594–8 (210–VI–NEH, January 2009)
Table 594–7 Requirements or PVC liner
Property Test methods Requirements*
- - nominal thickness - -
30 mil 40 mil
Specifc gravity ASTM D 792 1.2 1.2
Tensile properties ASTM D 882
break strength, lb/in (MD and XD) 73 97
elongation at break, % 350 400
Tear resistance, lb ASTM D 1004 8.5 10.5
Low temperature brittleness, °C ASTM D 1790 < –29 < –29
Dimensional stability, % (maximum) ASTM D 1204 3 3
Hydrostatic resistance, lb/in2 ASTM D 751 100 120
Method A
Seam properties ASTM D 6392/D 6214/D 4437 **
shear strength, lb/in 58 77
peel strength, lb/in 15 15
* All values, unless specifed otherwise, are minimum average roll values as reported or the test method.
MD Machine direction
XD Cross-machine direction
** ASTM D 6392 shall be used or thermally welded seams, D 6214 or chemically welded seams, and D 4437 or all other types.
Material Specifcation 594 Flexible Membrane Liner (continued)
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Chapter 3
594–9(210–VI–NEH, January 2009)
Table 594–8 Requirements or unreinorced PP liner
Property Test methods Requirements*
- - - - - - - - - nominal thickness - - - - - - - - - - -
30 mil 40 mil 60 mil
Specifc gravity ASTM D 792 0.90 0.90 0.90
Tensile Properties ASTM D 638
break stress, lb/in (Type IV at 20 in/min) 60 72 130break elongation, % 600 600 600
Tear resistance, lb ASTM D 1004 9 11 16
Puncture resistance, lb ASTM D 4833 28 35 65
Carbon black content, % ASTM D 1603 2–4 2–4 2–4
Carbon black dispersion ASTM D 5596 Cat 1–2 Cat 1–2 Cat 1–2
Low temperature brittleness, °C ASTM D 1790 <–40 <–40 <–40
Seam properties ASTM D 6392/D6214/D 4437 ***
shear strength, lb/in 35 45 55
peel strength, lb/in*** 20/FTB 30/FTB 40/FTB
* All values, unless specifed otherwise, are minimum average roll values as reported or the test method.
** ASTM D 6392 shall be used or thermally welded seams, D 6214 or chemically welded seams, and D 4437 or all other types.
*** Film tear bond: A ailure o one o the bonded sheets by tearing prior to complete separation in the bonded area.
Material Specifcation 594 Flexible Membrane Liner (continued)
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Chapter 3
594–10 (210–VI–NEH, January 2009)
Table 594–9 Requirements or reinorced PP liner
Property Test methods Requirements*
- - - nominal thickness - - -
36 mil 45 mil
Specifc gravity ASTM D 792 0.90 0.90
Tensile properties ASTM D 751 225 225
Method A
Tear resistance, lb ASTM D 5884 55 75
Method B
Puncture resistance, lb FTMS 101C 200 250
Method 2031
Ply adhesion, lb/in ASTM D 413 20 20
Machine Method
Carbon black content, % ASTM D 1603 2–4 2–4
Carbon black dispersion ASTM D 5596 Cat 1–2 Cat 1–2
Low temperature brittleness, °C ASTM D 2136 < –40 < –40
Seam properties
shear strength, lb/in ASTM D 751 160 200
peel strength, lb/in** ASTM D 413 20/FTB 20/FTB
* All values, unless specifed otherwise, are minimum average roll values as reported or the test method.
** Film tear bond: A ailure o one o the bonded sheets by tearing prior to complete separation in the bonded area.
Material Specifcation 594 Flexible Membrane Liner (continued)
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Specications
Chapter 3
1. ScopeThis specication covers the quality o geosynthetic
clay liner (GCL) material and workmanship.
2. General requirementsThe GCL is composed o a layer o high shrink-swell
sodium bentonite sandwiched between two geosyn-
thetics. The GCL material shall be manuactured by
one o the ollowing processes:
• Needlepunchedprocessbywhichthebenton-
ite is encapsulated between the geotextile lay-
ers by a mechanical bonding process without
the use o any chemical binders or adhesive, or
• Lockstitchedtoprovideinternalshearstrength
and the integrity and consistency to the thick-
ness and unit weight o the material.
The bentonite shall have the ollowing base properties:
3. Packaging and labeling Allmaterialshallbepackagedinindividualrollsofa
minimum o 3.65 meters wide and with at least 22.5
metersinlengthontheroll.Allrollsshallbelabeled
and in a wrapping that is resistant to UV light deterio-
ration. The labels on each roll shall identiy the length
and width o the roll, the manuacturer, the product,
lot number, and the roll number.
4. Testing and quality controlThe ollowing tests shall be perormed and the results
certied by the manuacturer:
Swellindex ASTMD5890
Fluidloss ASTMD5891
Bentonitemass/unitarea ASTMD5993
Indexux ASTMD5887
Hydraulic conductivity ASTM D 5887
Material Specification 595—Geosynthetic Clay Liner