National Engineering Handbook 642 - Copy

8/6/2019 National Engineering Handbook 642 - Copy

http://slidepdf.com/reader/full/national-engineering-handbook-642-copy 1/487

(210-VI-NEH, January 2009)

NationalEngineeringHandbook

Part 642 Specifcations orConstructionContracts



National Engineering HandbookSpecifcationsPart 642


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.



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



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



iii


Contracts

Part 642


- - - - - - - 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




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






Contracts

Part 642




(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.



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.



Part 642



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).



Part 642



Procedures

Chapter 1


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.



Part 642



Procedures

Chapter 1


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.



Part 642



Procedures

Chapter 1


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.



Part 642



Procedures

Chapter 1


(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 $__________



Part 642



Procedures

Chapter 1


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



Part 642



Procedures

Chapter 1


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



Part 642



Procedures

Chapter 1


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.



Part 642



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.




c. BidItem9,Excavation,CutoffTrench,Rock

(1) Thisitemconsistsofallrockexcavationrequiredwithinthelimitsofthecutofftrench

as shown on the drawings.

(2) InSection4,Blasting,ablastingplanshallbefurnishedtotheengineerforreviewprior

to the start o any blasting operations.




d. BidItem10,Excavation,PrincipalSpillway,Common

(1) Thisitemconsistsofallcommonexcavationrequiredwithinthelimitsshownonthe

drawings or the installation o the pipe conduit, riser ooting, and outlet structure

exceptforthatportionoftheexcavationlocatedwithinthelimitsofthecutofftrenchor

abovethelowerlimitoffoundationexcavation.




NRCS–05/01

IN–BUSSERONL–1 21–7



Part 642



Procedures

Chapter 1


NRCS–05/01



e. BidItem11Excavation,PrincipalSpillway,Rock

(1) Thisitemconsistsofallrockexcavationrequiredwithinthelimitsshownonthedrawings

fortheinstallationofthepipeconduit,riserfooting,andoutletstructureexceptforthat

portionoftheexcavationlocatedwithinthelimitsofthecutofftrench.

(2) InSection4,Blasting,ablastingplanshallbeprovidedtotheengineerforreviewpriorto

the start o any blasting operations.




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.





Part 642



Procedures

Chapter 1

(210–VI–NEH, January 2009) 1–13

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





Part 642



Procedures

Chapter 1


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


Example 1–3 Typical construction detail to cross reerence a subsidiary item



(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.



Part 642


National Standard Construction

Specications

Chapter 2

(210–VI–NEH, January 2009)1–I–2


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.



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



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,


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.




Part 642



Specications

Chapter 2



ing and grubbing o woody vegetation and the removal

o trash and rubbish at construction sites.


Specication 2.

3. Included items


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


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


l. Method(s) o measurement and payment i the

standard specication includes more than one

method.

4. MethodsSection 6, Measurement and payment


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



Part 642



Specications

Chapter 2



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.


cleared and grubbed is extensive, but the vegetation

consists mainly o scattered trees, stumps, or snags

that can be measured individually.


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:


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.


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.






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 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,


Construction Speciication 2—Clearing and Grubbing



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.


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.




Part 642



Specications

Chapter 2


1. ApplicabilityConstruction Specication 3 is applicable to the re-

moval o all types o structures (including ences)

rom construction sites.


Specication 3.

3. Included items


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


j. Method(s) o measurement and payment, i the


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.


Method 1—For measurement and payment on a unit

basis.

Instructions or use

Construction Speciication 3—Structure Removal



Part 642



Specications

Chapter 2


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.


Starting at the top o page 3–2, prepare and outline





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



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.


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.




Part 642



Specications

Chapter 2



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.


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


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


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:


work satisactorily completed at time o cuto.

• Requirethecontractortoprovidesupporting

calculations to determine extent o work satis-

actorily completed.



Instructions or use

Construction Speciication 4—Channel Clearing and Shaping



Part 642



Specications

Chapter 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



5. Items o work and constructiondetailsStarting at the top o page 4–3, prepare and outline





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 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



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.


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.




Part 642



Specications

Chapter 2


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.


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



Part 642



Specications

Chapter 2


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.


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.



Part 642



Specications

Chapter 2


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








Part 642



Specications

Chapter 2




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



5–2 (210–VI–NEH, January 2009)

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.



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.




Part 642



Specications

Chapter 2


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.


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:


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.



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






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.



Part 642



Specications

Chapter 2




6–1(210–VI–NEH, May 2001)

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



6–2 (210–VI–NEH, May 2001)

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.



6–3(210–VI–NEH, May 2001)

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.



work to which it is made subsidiary. Such items and the item(s) to which they are made subsidiary are identied in

section 7.




(210–VI–NEH, May 2001)



Part 642



Specications

Chapter 2


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.


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



Part 642



Specications

Chapter 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







Note: Implementation o methods within this

construction specication needs to be compatible

with the Quality Assurance Plan prepared and ap-

proved or the project.




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



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


• establishingnalgradestakes

• performingquantitysurveys,measurements,andcomputationsforprogresspayment

• othersurveysasdescribedinsection9ofthisspecication

Method 3—Contractor perormed surveys shall consist o all work necessary or:

• establishinglineandgradeforallwork

• settingslopestakesforallwork


• 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.




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





(210–VI–NEH, January 2009)



Part 642



Specications

Chapter 2


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.


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.




Instructions or use

Construction Specifcations 8—Mobilization and Demobilization



Part 642



Specications

Chapter 2




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.


Construction Speciication 8—Mobilization and Demobilization



(210–VI–NEH, May 2001)



Part 642



Specications

Chapter 2


1. ApplicabilityThis specication is applicable to providing acilities

or control o trac and providing public saety during

construction.


Specication 9.

3. Included items


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.




Instructions or use

Construction Specifcations 9—Trafc Control



Part 642



Specications

Chapter 2




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



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





Part 642



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.


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



Part 642



Specications

Chapter 2




use in the contract specication, delete rom the last paragraph, All Methods—The ollowing provisions









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.



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.




Part 642



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.


Specication 11.


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.









Instructions or use

Construction Specifcations 11—Removal o Water



Part 642



Specications

Chapter 2




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.



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.


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





Part 642



Specications

Chapter 2

(210–VI–NEH, January 2009) 12–I–1


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


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.










Instructions or use

Construction Specifcations 12—Relie Wells



Part 642



Specications

Chapter 2




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



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.



12–3(210–VI–NEH, May 2001)

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.



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


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.




Part 642



Specications

Chapter 2

(210–VI–NEH, January 2009) 13–I–1


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


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.










Instructions or use

Construction Specifcations 13—Piling



Part 642



Specications

Chapter 2




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



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



13–3(210–VI–NEH, May 2001)

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.



13–4 (210–VI–NEH, May 2001)

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



13–5(210–VI–NEH, May 2001)

will constitute ull payment or all labor, equipment, materials, and other items necessary and incidental to the


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.




(210–VI–NEH, May 2001)



Part 642



Specications

Chapter 2

(210–VI–NEH, January 2009) 14–I–1


drilling and pressure grouting o structure oundations

with suspension grouts.



522—Aggregates or Portland Cement Concrete

531—Portland Cement


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



Part 642



Specications

Chapter 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.






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


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



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.



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.



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.



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.



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.



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.



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.




Part 642



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.


Specication 21, Excavation.


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.



Part 642



Specications

Chapter 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


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.


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.






Part 642



Specications

Chapter 2

(210–VI–NEH, January 2009) 21–I–3









Part 642



Specications

Chapter 2




(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



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.



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:




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:




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.



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.







Part 642



Specications

Chapter 2

(210–VI–NEH, January 2009) 23–I–1


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.


Specication 23.


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.



Part 642



Specications

Chapter 2


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.


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.












Part 642



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.



Part 642



Specications

Chapter 2





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



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.




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.



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.




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 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.











Part 642



Specications

Chapter 2

(210–VI–NEH, January 2009) 24–I–1


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.


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.



Part 642



Specications

Chapter 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.


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.


Starting at the top o page 24–3, prepare and outline job specic "Items o Work and Construction Details"




(210–VI–NEH, May 2001) 24–1

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



24–2 (210–VI–NEH, May 2001)

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.



24–3(210–VI–NEH, May 2001)

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





(210–VI–NEH, May 2001)



Part 642



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.


Specication 25.


drawings

a. Complete plans and cross-sections o the

required lls. Include any required construction

tolerances measured rom the lines and grades


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.






Part 642



Specications

Chapter 2




25–1(210–VI–NEH, May 2001)

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



25–2 (210–VI–NEH, May 2001)

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.


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.



25–3(210–VI–NEH, May 2001)

Class III compaction—No compaction is required beyond that resulting rom the placing and spreading opera-

tions.


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






(210–VI–NEH, May 2001)



Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 26–I–1


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.


Specication 26.


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.


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.




Instructions or use

Construction Specifcations 26—Topsoiling



Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009)26–I–2



26–1(210–VI–NEH, May 2001)

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



26–2 (210–VI–NEH, May 2001)

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 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.




Part 642



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.


Specication 27.


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.




Instructions or use

Construction Speciication 27—Diversions and Waterways






27–1(210–VI–NEH, May 2001)

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.


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



27–2 (210–VI–NEH, May 2001)

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.



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.




Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 28–I–1


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.


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.


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.


procedures and all methods but one are deleted rom


paragraph All Methods The ollowing provisions






Instructions or use

Construction Speciication 28—Lime Treated Earthill







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



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.



28–3(210-VI-NEH, January 2009)

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 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



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.








Part 642



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:


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.


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.



Part 642



Specications

Chapter 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.




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



29–2 (210–VI–NEH, January 2009)

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.




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.



29–4 (210-VI-NEH, January 2009)

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.




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.



29–6 (210-VI-NEH, January 2009)

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.




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.


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








Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 31–I–1

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.


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


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



Part 642



Specications

Chapter 2


(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-



Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 31–I–3

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.



Part 642



Specications

Chapter 2


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.


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








Part 642



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







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.


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).



31–2 (210–VI–NEH, January 2009)

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




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.



31–4 (210–VI–NEH, January 2009)

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.




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



31–6 (210–VI–NEH, January 2009)

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.




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.



31–8 (210–VI–NEH, January 2009)

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.




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.



31–10 (210–VI–NEH, January 2009)

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 reviewed 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.



31–11(210–VI–NEH, January 2009)

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-



31–12 (210–VI–NEH, January 2009)

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



31–13(210–VI–NEH, January 2009)

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.



31–14 (210–VI–NEH, January 2009)

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



31–15(210–VI–NEH, January 2009)

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.



31–16 (210–VI–NEH, January 2009)

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.



31–17(210–VI–NEH, January 2009)

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.



31–18 (210–VI–NEH, January 2009)

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.



31–19(210–VI–NEH, January 2009)

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-





31–20 (210–VI–NEH, January 2009)



Part 642



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.





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.


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





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.










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.


ed type.



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.



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,


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



32–2 (210–VI–NEH, January 2009)

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.




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.



32–4 (210-VI-NEH, January 2009)

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.




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



32–6 (210-VI-NEH, January 2009)

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.




Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 33–I–1

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






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.


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


placement o dry mix and wet mix shotcrete.







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.



Part 642



Specications

Chapter 2



job specic "Items o Work and Construction Details"(IWCD) in accordance with these instructions.




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,


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



33–2 (210–VI–NEH, January 2009)

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.




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.



33–4 (210-VI-NEH, January 2009)

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.




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


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.



33–6 (210-VI-NEH, January 2009)

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.




. 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.


item o work described in the contract, but not listed in the bid schedule, is included in the payment or the item o






Part 642



Specications

Chapter 2

33–8 (210-VI-NEH, January 2009)



Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 34–I–1


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.


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


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



Part 642



Specications

Chapter 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.


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.












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



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.




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.


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.



34–4 (210–VI–NEH, January 2009)




Part 642



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:



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


drawings


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


curing and sealing compound (ASTM C1315).Include the type and class as applicable. For



C1315, Type II."



Part 642



Specications

Chapter 2



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.



use in a contract specication, delete All Methods



ing text.







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.


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.



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.


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



35–2 (210–VI–NEH, January 2009)

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.




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.



35–4 (210-VI-NEH, January 2009)

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.




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.



35–6 (210-VI-NEH, January 2009)

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.




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



35–8 (210-VI-NEH, January 2009)

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.




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.







Part 642



Specications

Chapter 2

35–10 (210-VI-NEH, January 2009)



Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 36–I–1

Instructions or use

Construction Specifcations 36—Roller Compound


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.



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:


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-



Part 642



Specications

Chapter 2


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."



Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 36–I–3

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.


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.



Part 642



Specications

Chapter 2





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 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.



36–2 (210–VI–NEH, January 2009)

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




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



36–4 (210–VI–NEH, January 2009)

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.




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:



36–6 (210–VI–NEH, January 2009)

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




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



36–8 (210–VI–NEH, January 2009)

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.




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.



36–10 (210–VI–NEH, January 2009)

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.



36–11(210–VI–NEH, January 2009)

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.



36–12 (210–VI–NEH, January 2009)

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.



36–13(210–VI–NEH, January 2009)

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



36–14 (210–VI–NEH, January 2009)

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.



36–15(210–VI–NEH, January 2009)

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.



36–16 (210–VI–NEH, January 2009)

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.



36–17(210–VI–NEH, January 2009)

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 applications are required, the second application shall be applied at a 90 degree angle to the rst application. During



36–18 (210–VI–NEH, January 2009)

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.



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.



36–20 (210–VI–NEH, January 2009)

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.




Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 41–I–1

Instructions or use

Construction Specifcations 41—Reinorced Concrete Pressure Pipe Conduits


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.



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.


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.


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 applicable. (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.



Part 642



Specications

Chapter 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.


Method 1—Must be used when it is desired to base

payment on the measurement o the laid length o the

conduit.


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










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.



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.



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.



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.








Part 642



Specications

Chapter 2

(210-VI-NEH, May 2001)41–4



Part 642



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.


Construction Specication 42:535—Preormed Expansion Joint Filler


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.


drawings ollow:


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.


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.



Part 642



Specications

Chapter 2


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.


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.






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


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


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-


Joint packing shall be commercial grade oakum.



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.



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.



42–3(210–VI–NEH, May 2001)

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



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.


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.



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.


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.


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.








Part 642



Specications

Chapter 2

(210-VI-NEH, May 2001)42–6



Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 43–I–1

Instructions or use

Construction Specifcations 43—Clay Pipe


o clay pipe conduits. Application to pipe collector

systems in structure drains or to parts o land drainage

systems is applicable.




and Concrete Pipe

544—Clay Pipe and Drain Tile


drawings ollow:


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


method.



payment on the measurement o the laid length o the

conduit.


payment on the summation o the nominal laying

lengths o the pipe conduit.


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



ing text.






Part 642



Specications

Chapter 2




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


Cold-applied sealing compound shall conorm to the requirements o Material Specication 536, Sealing Com-


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.



43–2 (210–VI–NEH, May 2001)

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.



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.


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.


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.








Part 642



Specications

Chapter 2

(210-VI-NEH, May 2001)43–4



Part 642



Specications

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.


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


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.




paragraph, All Methods The ollowing provisions








Part 642



Specications

Chapter 2





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



44–2 (210–VI–NEH, January 2009)

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.


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.


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






Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 45–I–1

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.



Part 642



Specications

Chapter 2


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.



use in a contract specication, delete rom the last



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.







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



45–2 (210-VI-NEH, January 2009)

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.




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.



45–4 (210–VI–NEH, January 2009)

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.


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.




(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:



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.



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.


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.






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.




Part 642



Specications

Chapter 2

45–8 (210-VI-NEH, January 2009)



Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 46–I–1

Instruction or use

Construction Specifcation 46—Tile Drains


installation o clay and concrete drain tile or land

drainage.



543—Nonreinorced Concrete Pipe

544—Clay Pipe and Drain Tile


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.












Part 642



Specications

Chapter 2




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.



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


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.




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.







Part 642



Specications

Chapter 2

46–4 (210-VI-NEH, November 2005)



Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 51–I–1

Instruction or use

Construction Specifcation 51—Corrugated Metal Pipe


installation o all types o corrugated metal pipe con-

duits.



551—Coated Corrugated Steel Pipe

552—Aluminum Corrugated Pipe


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.











Part 642



Specications

Chapter 2




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.



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.



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.


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).


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).


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.



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.




Part 642



Specications

Chapter 2

(210-VI-NEH, May 2001)51–4



Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 52–I–1


installation o steel pipe conduits.



554—Steel Pipe

581—Metal


drawings ollow:

a. Details o the bedding, including description


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



Part 642



Specications

Chapter 2


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.


The methods are sel-explanatory.


procedures and all methods but one are deleted oruse in a contract specication, delete rom the last









(210-VI-NEH, May 2001) 52–1

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



(210-VI-NEH, May 2001)52–2

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


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.



(210-VI-NEH, May 2001) 52–3

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


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


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.



(210-VI-NEH, May 2001)52–4

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



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.



(210-VI-NEH, May 2001) 52–5


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


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.


type and size o pipe is determined to the nearest 0.1 oot by measurement o the installed length o pipe along the


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.



work to which it is made subsidiary. Such items, and the items to which they are made subsidiary, are identied in





Part 642



Specications

Chapter 2

(210-VI-NEH, May 2001)52–6



Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 53–I–1

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.


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.



Instruction or use

Construction Specifcation 53—Ductile-Iron Pipe



Part 642



Specications

Chapter 2




(210-VI-NEH, May 2001) 53–1

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


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


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



(210-VI-NEH, May 2001)53–2

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





Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 61–I–1

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


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



Part 642



Specications

Chapter 2



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.



All Methods The ollowing provisions apply toall methods o measurement and payment. Let








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


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



61–2 (210-VI-NEH, January 2009)

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.


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.


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.



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.







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.


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


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.




Part 642



Specications

Chapter 2

61–4 (210-VI-NEH, January 2009)



Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 62–I–1


placement o grouted rock riprap on channel slopes

and in other designated areas.



521—Aggregates or Drainll and Filters


523—Rock or Riprap

531—Portland Cement532—Supplementary Cementitious Materials

533—Chemical Admixtures or Concrete


592—Geotextile

Construction Specications 31, 32, and 95 also comple-

ment Construction Specication 62.


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.


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



Part 642



Specications

Chapter 2




use in a contract specication, delete rom the last paragraph, All Methods The ollowing provisions








(210-VI-NEH, May 2001) 62–1

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



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



(210-VI-NEH, May 2001)62–2

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.


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.



(210-VI-NEH, May 2001) 62–3

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



(210-VI-NEH, May 2001)62–4

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



(210-VI-NEH, May 2001) 62–5

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.


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.



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






Part 642



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




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.)


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



Part 642



Specications

Chapter 2




a contract specication, delete rom the last paragraph All Methods The ollowing provisions apply to






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



(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.


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



(210-VI-NEH, May 2001)63–2

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.



(210-VI-NEH, May 2001) 63–3

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.



63–4 (210-VI-NEH, May 2001)

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.







Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 64–I–1

1. ApplicabilityConstruction Specication 64 is applicable to the in-

stallation o wire mesh gabions and gabion mattresses,

including bedding, lter, or geotextile where specied.



521—Aggregates or Drainll and Filters

523—Rock or Riprap

592—Geotextile

Construction Specication 95, Geotextile, also comple-

ments this specication.


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.



Part 642



Specications

Chapter 2


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


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.






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



64–2 (210–VI–NEH, January 2009)

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.




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.


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


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.







Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 71–I–1


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.


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.




Instructions or use

Construction Specifcations 71—Water Control Gates



Part 642



Specications

Chapter 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



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.



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.


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.




Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 81–I–1


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.


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


method.


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



Part 642



Specications

Chapter 2




use in a contract specication, delete rom the last paragraph, All Methods—The ollowing provisions








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.



81–2 (210–VI–NEH, May 2001)


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.








Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 82–I–1


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.


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



Part 642



Specications

Chapter 2


4. MethodsSelect the method or methods or surace preparation

that is appropriate or the durability and length o service 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.



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.



Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 82–I–3

Paintsystem

Type o paintmaterial


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.



Part 642



Specications

Chapter 2


Paint

system

Type o paint

material


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




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




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.




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.




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.









Part 642



Specications

Chapter 2


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.


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.



use in a contract specication, delete rom the last paragraph, All Methods—The ollowing provisions









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



83–2 (210–VI–NEH, January 2009)

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


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.








Part 642



Specications

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.


Specication 84.


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.






Part 642



Specications

Chapter 2





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.




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.


payment or the item o work to which it is made subsidiary. Such items and the item to which they are made sub-





Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 91–I–1


installation o chain link ences.


Specication 91.


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


(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.










Instructions or use

Construction Speciication 91—Chain Link Fence



Part 642



Specications

Chapter 2




91–1(210–VI–NEH, May 2001)

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



91–2 (210–VI–NEH, May 2001)

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









Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 92–I–1


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.


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



Part 642



Specications

Chapter 2




a contract specication, delete rom the last paragraph All Methods—The ollowing provisions apply to









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



92–2 (210–VI–NEH, January 2009)

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.








Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 93–I–1

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.


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


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.












Part 642



Specications

Chapter 2




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


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.


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.



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.


Construction Speciication 93—Identiication Markers or Plaques



Part 642



Specications

Chapter 2

(210-VI-NEH, May 2001)93–2



Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 94–I–1

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.


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.



Part 642



Specications

Chapter 2


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.













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.



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




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.




Part 642



Specications

Chapter 2

94–4 (210-VI-NEH, January 2009)



Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 95–I–1

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.


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.


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



Part 642



Specications

Chapter 2


Method 3—Intended or use when the quantity is not

measured or payment and there is not likely to be any

change in quantity.












(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



(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 provide 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.


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.


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.



95–3(210–VI–NEH, May 2001)








Part 642



Specications

Chapter 2

(210-VI-NEH, May 2001)95–4



Part 642



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.


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.






Part 642



Specications

Chapter 2




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



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.



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.



(210-VI-NEH, May 2001)96–4




Part 642



Specications

Chapter 2

(210-VI-NEH, January 2009) 97–I–1

Instructions or use

Construction Speciications 97—Flexible Membrane Liner


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.





Part 642



Specications

Chapter 2





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 provide 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.




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.




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.




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.




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.










Part 642



Specications

Chapter 2

98–I–1(210–VI–NEH, January 2009)

Instructions or use

Construction Speciications 98—Geosynthetic Clay Liner


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.






Part 642



Specications

Chapter 2





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




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.







Part 642


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



(210–VI–NEH, May 2001)



Part 642



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.



(210–VI–NEH, May 2001)512–2



Part 642



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.



Part 642



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.



Part 642



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



(210–VI–NEH, May 2001)



Part 642



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.



Part 642



Specifcations

Chapter 3

(210–VI–NEH, May 2001)



Part 642



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



(210–VI–NEH, May 2001)



Part 642



Specifcations

Chapter 3


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


dry basis)—Not less that 2.5 when tested




tested in accordance with ASTM C 127 onsamples prepared as described or soundness

testing.


be not more than 20 percent when sodium



Rock type 3


dry basis)—Not less than 2.3 when tested




tested in accordance with ASTM C 127 on

samples prepared as described or soundnesstesting.


be not more than 20 percent when sodium



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



Part 642



Specifcations

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)



Part 642



Specifcations

Chapter 3


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)



(210–VI–NEH, November 2005)



Part 642



Specifcations

Chapter 3


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.



Part 642



Specifcations

Chapter 3

524–2 (210–VI–NEH, November 2005)

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)



Part 642



Specifcations

Chapter 3

(210–VI–NEH, May 2001) 531–1

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.



(210–VI–NEH, May 2001)531–2



Part 642



Specifcations

Chapter 3

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.






Part 642



Specifcations

Chapter 3


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.






Part 642



Specifcations

Chapter 3

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






Part 642



Specifcations

Chapter 3

(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.



(210–VI–NEH, May 2001)



Part 642



Specifcations

Chapter 3

536–1(210–VI–NEH, January 2009)

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.






Part 642



Specifcations

Chapter 3

(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



Part 642



Specifcations

Chapter 3

(210–VI–NEH, May 2001)537–2

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



Part 642



Specifcations

Chapter 3

(210–VI–NEH, May 2001) 537–3

• 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




Part 642



Specifcations

Chapter 3

(210–VI–NEH, May 2001)537–4

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.




Part 642



Specifcations

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



(210–VI–NEH, May 2001)



Part 642



Specifcations

Chapter 3

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)






Part 642



Specifcations

Chapter 3

(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



Part 642



Specifcations

Chapter 3

(210–VI–NEH, May 2001)541–2

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)



Part 642



Specifcations

Chapter 3

(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)



(210–VI–NEH, May 2001)



Part 642



Specifcations

Chapter 3


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.






Part 642



Specifcations

Chapter 3

(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



(210–VI–NEH, May 2001)



Part 642



Specifcations

Chapter 3


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






Part 642



Specifcations

Chapter 3

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



Part 642



Specifcations

Chapter 3

547–2 (210–VI–NEH, January 2009)

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)



Part 642



Specifcations

Chapter 3

547–3(210–VI–NEH, January 2009)

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)






Part 642



Specifcations

Chapter 3

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






Part 642



Specifcations

Chapter 3


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






Part 642



Specifcations

Chapter 3

(210–VI–NEH, May 2001) 552–1

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 coupling 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



(210–VI–NEH, May 2001)



Part 642



Specifcations

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



(210–VI–NEH, May 2001)



Part 642



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



(210–VI–NEH, May 2001)



Part 642



Specifcations

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



Part 642



Specifcations

Chapter 3

571–2 (210–VI–NEH, January 2009)

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)



Part 642



Specifcations

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.




Part 642



Specifcations

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.




Part 642



Specifcations

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



Part 642



Specifcations

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.


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)



Part 642



Specifcations

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.


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



(210–VI–NEH, May 2001)



Part 642



Specifcations

Chapter 3


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






Part 642



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.



(210–VI–NEH, May 2001)



Part 642



Specifcations

Chapter 3


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



Part 642



Specifcations

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)



Part 642



Specifcations

Chapter 3


• 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 prepared 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




Part 642



Specifcations

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.




Part 642



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



(210–VI–NEH, May 2001)



Part 642



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






Part 642



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






Part 642



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.



Part 642



Specifcations

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)



Part 642



Specifcations

Chapter 3

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)






Part 642



Specifcations

Chapter 3


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






Part 642



Specifcations

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.



Part 642



Specifcations

Chapter 3

594–2 (210–VI–NEH, January 2009)

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)



Part 642



Specifcations

Chapter 3

594–3(210–VI–NEH, January 2009)

Table 594–2 Requirements or textured HDPE liner


- - - - - - - - nominal thickness - - - - - - - - - -




(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



Carbon black content, % ASTM D 1603 2–3 2–3 2–3



shear 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.





Part 642



Specifcations

Chapter 3

594–4 (210–VI–NEH, January 2009)

Table 594–3 Requirements or smooth LLDPE liner






(type IV at 2 in/min)break stress, lb/in

break elongation, %

114

800

150

800

228

800




Carbon black dispersion, % ASTM D 5596 Cat 1–2 Cat 1–2 Cat 1–2


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.





Part 642



Specifcations

Chapter 3

594–5(210–VI–NEH, January 2009)

Table 594–4 Requirements or textured LLDPE liner






(type IV at 2 in/min)break stress, lb/in

break elongation, %

60

350

80

350

120

350




Carbon black dispersion, % ASTM D 5596 Cat 1–2 Cat 1–2 Cat 1–2


(1 in wide at 2 in/min)shear 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.





Part 642



Specifcations

Chapter 3

594–6 (210–VI–NEH, January 2009)

Table 594–5 Requirements or nonreinorced EPDM liner


- - nominal thickness - -

45 mil 60 mil

Specifc gravity ASTM D 792 1.1 1.1


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


** At 200 percent strain.

*** Cohesive bond mode.




Part 642



Specifcations

Chapter 3

594–7(210–VI–NEH, January 2009)

Table 594–6 Requirements or reinorced EPDM liner


nominal thickness

45 mil

Specifc gravity ASTM D 792 1.1


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


** At 200 percent strain.

*** Cohesive bond mode.




Part 642



Specifcations

Chapter 3

594–8 (210–VI–NEH, January 2009)

Table 594–7 Requirements or PVC liner


- - nominal thickness - -

30 mil 40 mil



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


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.




Part 642



Specifcations

Chapter 3

594–9(210–VI–NEH, January 2009)

Table 594–8 Requirements or unreinorced PP liner


- - - - - - - - - nominal thickness - - - - - - - - - - -


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





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


** 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.




Part 642



Specifcations

Chapter 3

594–10 (210–VI–NEH, January 2009)

Table 594–9 Requirements or reinorced PP liner


- - - nominal thickness - - -

36 mil 45 mil


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






Part 642



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

Documents

National Engineering Handbook 642 - Copy