Guidelines for Reviewing Concrete Mix Designs

8/11/2019 Guidelines for Reviewing Concrete Mix Designs

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STRUCTURAL ENGINEERS ASSOCIATION OF NORTHERN CALIFORNIA

i

GUIDELINES

FOR

REVIEWING CONCRETE MIX DESIGNS

In Accordance with the 2 ! C"C

Prepared by

SEAONC Construction Quality Assurance CommitteeJuly 2013


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ii

Board of Directors, 2012 201!

Grace Kang, PresidentColin Blaney, Vice President

Darrick Hom, TreasurerIan Aiken, Director

Sarah Billington, Directorichael Gemmill, Director

!alterio "o#e$, Director Taryn !illiams, DirectorPeter "ee, Past President

Disc"ai#er

Documents #roduced %y the Structural &ngineers Association o' (orthern Cali'ornia )S&A*(C+ are#u%lished as #art o' our association s educational #rogram- !hile the in'ormation #resented in thedocument is %elie.ed to %e correct, neither S&A*(C nor its Board, committees, /riters, editors, orindi.iduals /ho ha.e contri%uted to this document make any /arranty, e0#ressed or im#lied, or assumeany legal lia%ility or res#onsi%ility 'or the use, a##lication o', and1or re'erence to o#inions, 'indings,conclusions, or recommendations e0#ressed herein- The material #resented in this document should not %eused or relied u#on 'or any s#eci'ic a##lication /ithout com#etent e0amination and .eri'ication o' itsaccuracy, suita%ility, and a##lica%ility %y 2uali'ied #ro'essionals- 3sers o' in'ormation 'rom this documentassume all lia%ility arising 'rom such use-

Structural Engineers Association of Northern California

4 5678 S&A*(C

All rights reser.ed- This document or any #art thereo' may not %e re#roduced in any 'orm /ithout the /ritten #ermission o' S&A*(C-


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G$ide"i%es for Re&ie'i%( Co%crete )i* Desi(%sI% Accorda%ce 'it+ t+e 2010 CBC

STRUCTURAL ENGINEERS ASSOCIATION OF NORTHERN CALIFORNIA575 Market Street, Suite 2125

San Francisc , CA !"1#5$2%7#&' ne( )"15* !7"$51"7 Fa+( )"15* 7 "$"!15

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Construction Quality Assurance Committee Terr8 E .an6, C $C'air 2#12$2#1:

R ss Es/an6iari, C $C'air 2#12$2#1:Mark Gi..i an, C'air 2#1#$2#11

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GUIDELINES FOR RE IE-ING CONCRETE )I. DESIGNS I% Accorda%ce 'it+ t+e 2010 CBC

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1

GUIDELINES FOR REVIEWING CONCRETE MIX DESIGNSIn Accordance with the !"! C#C

I. Introduction

Concrete mix designs are submitted for review so that the reviewer can verify the contractor isinterpreting the construction documents correctly. These guidelines were developed to assist theengineer reviewing concrete mix designs. The main body of the guidelines focuses on the

process of reviewing the mix design. The appendices provide a discussion of performance issuesand code requirements for concrete as well as a discussion of what typically is considered whenwriting the project specification sections for concrete, and examples of how these specificationsare typically organized.

The user is encouraged to review the performance and code considerations discussed in thisdocument during the development of construction documents. The discussion of specificationissues in ppendix C could then be utilized by the user to ensure that the construction documentsfully define the project requirements. Ta!ing these proactive steps is encouraged with the hopethat doing so will result in a smooth review process where the contractor is more li!ely to submitcompliant designs and the reviewer is more li!ely to spend less time verifying the adequacy ofthe submitted mix designs.

These guidelines do not ma!e recommendations regarding specific project decisions but instead provide information to assist in ma!ing the decisions.

"f questions are raised during the review process the reviewer will find the appendices a usefulsource of bac!ground information that will either answer the questions or that will help him#herto understand the issues. These guidelines ma!e no attempt to provide all the information thatthe reviewer will possibly need but are intended to help identify issues that are li!ely to berelevant for building projects. The merican Concrete "nstitute $ C"% Manual of Concrete

Practice is often a good place to start when more information is needed. The &ortland Cementssociation $&C % publication Design and Control of Concrete Mixtures is also a useful

reference.

II. Process

t the start of the construction administration phase, it is a good idea to discuss the schedule forsubmission of concrete mix designs with the contractor in order to convey to him or her theimportance of timely submittals so that there is adequate time for review and for the contractor to

provide supplemental information needed in response to the review. 'ometimes pre(constructionmeetings can help communicate the need to submit more complete submittals early.

The reviewer should have the project plans and specifications available for review. "t isrecommended that the reviewer also have available a copy of C" )1* + Building Code

Requirements for Structural Concrete , which includes the building code requirements for


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concrete mixes. "t is also helpful to have handy copies of the standards referenced in the projectspecifications and in C" )1*.

"f mix designs are submitted for wor! specified by multiple design professionals $e.g., civilwor!% each design professional specifying concrete mixes should ma!e it clear which mixdesigns they have reviewed. -otifying the prime design professional that some of the mixdesigns submitted are for wor! specified by other consultants can allow the other consultants to

perform their review in parallel. here multiple consultants are reviewing the same mix designsor are commenting on the same components coordination of comments can be beneficial.

'ome project construction documents require the general contractor to stamp and sign eachsubmittal to indicate that he#she has reviewed and coordinated the submittal with the other wor!.

hen this is a requirement, verify if this has been done and if not notify the design professional

in responsible charge.

The first step of the review process is to verify that the submittal is complete and responsive.This can be accomplished by answering the following questions/

re the submittal requirements listed in &art 1 of the specifications complied with0 ave all of the mix designs specified for the project been submitted0 "s it clear which mix design applies to which concrete elements or class of concrete used

on the project0

"f the submittal is obviously incomplete the reviewer should consider returning it without further

review. lternately the reviewer could notify concerned parties so that the contractor can begiven the opportunity to provide the missing information before the submittal needs to bereturned, hopefully eliminating the need to require the resubmission of the submittal. hen themissing information cannot be promptly provided it may be necessary to return the submittalwith a request for the missing information in order to comply with the contract requirements for

prompt processing of submittals.

"f mix designs are not provided for all concrete that will be used on the project, the reviewer maychoose to identify the mix designs that still need to be submitted.

The focus of a mix design review is on whether the mix design conforms to the requirements in

the construction documents. This is because the building code states that the constructiondocuments are to be used as the basis of code compliance and because they are assumed toreflect the owner2s performance objectives. This does not mean that the reviewer ignoressituations where the construction documents may conflict with the code or have other defects butif such a situation were to occur this typically would require that a revision to the documents beissued.

Traditionally the submittal would be reviewed in the following order/

3ix design4


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)

istorical test data or trial batch test data4 3ill reports for cementitious materials4 Certifications and test results for concrete components.

5uring the mix design review some of the basic requirements that should be verified include/

Concrete compressive strengths4 'lump or slump flow4 ater cementitious material ratio $w#cm%4 Type of cement4 Coarse aggregate size and source if specified4 &roportions of supplementary cementitious materials4 Concrete density4 'pecified admixtures are used and prohibited admixtures are not used4 dditional properties and material requirements in the specifications such as entrained air

content, limitations on total chlorides, or other durability or exposure criteria.

hen reviewing the historical data the reviewer should verify that enough tests have been provided to establish a standard deviation and the required average compressive strength. "f asatisfactory strength history is not provided then laboratory trial batch data will be needed tosubstantiate the mix performance. 6efer to ppendix 5 for a discussion of the process ofverifying concrete strengths.

ppendix contains sample submittal documents with annotations that help identify some ofthe items commonly addressed in the review along with information to help understand thecontents of the document and provide help in reviewing the submittal. ppendix not onlyaddresses the mix design and strength test results but also data on the components of the mixdesign. &ertinent items are identified and discussed briefly with references to more in(depthdiscussion in the ppendices. The annotations do not necessarily identify all of the items thatshould be reviewed.

"t is generally not necessary to chec! the detailed calculations on the mix design summary sheetor the historical test data. The data provided should be reviewed to see if anything appearsunusual or suspicious. "f specified parameters are not reported but can be easily computed thereviewer may decide to calculate them, thus eliminating the need to request a resubmittal.7xamples would include the water#cementitious material ratio and the percent of slag cement, flyash or other supplementary cementitious materials.

hen test reports present the test data and then ma!e an affirmative statement that the materialcomplies with the specified standard as well as the appropriate supplemental properties it istypically not necessary to verify that the individual test values conform to the standard. hentest data is provided but no statement is made regarding compliance with the specified standardcaution should be exercised since occasionally suppliers will just submit the data when they!now that the material does not conform to some aspect of the standard. hen in doubt it may


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be appropriate for the reviewer to request an affirmative statement as to compliance from thesupplier.

"f information is provided in the mix design submittal that is beyond what is required by theconstruction documents then it is normally not reviewed, although the reviewer may want tochec! with the prime design professional and the contractor prior to returning any submittalswith un(reviewed information. "n cases where alternative mix designs that were not specified are

provided, the engineer has the prerogative to not review these submittals. The reviewer shouldnote that the alternative mix designs were not reviewed.

"f problems are found during the review it is often desirable to tal! with the contractor orconcrete supplier to either resolve the problem or to develop a strategy to resolve the problem if

project protocols allow. ll such communications should be coordinated with the prime design

professional.

9pon completion of the mix design review the reviewer will typically affix the submittal stampto each submittal and return the submittal according to the project requirements.

:ocus of 6eview

The review of a concrete mix design should focus on three !ey issues/

1. 5oes the mix meet the performance requirements of the specifications with respect tostrength and other characteristics such as shrin!age, permeability, w#cm ratio, etc.0

. "s the historical or trial batch test data adequate to justify the strength0). 5o the materials used comply with the project requirements as evidenced by test results,certifications, and product data0

:ollow up

fter the completion of the mix design review the accepted mix designs need to be provided tothe concrete special inspector to verify the use of the required design mix per "tem ; of C8.8.

"t is expected that the special inspector will use the mix number and other information on the mix

design to verify that the concrete mix provided is the mix design that was reviewed.

6eviews to 3odified 3ixes

"f a concrete mix design is modified after it has been reviewed the engineer will need to decidewhether it needs to be re(reviewed and if so the extent of the review. "f a mix design is modified,care should be exercised to verify exactly what was changed if an abbreviated review iscontemplated.


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III. Limitations of Submittal Reviews

3ix design submittals and their reviews are limited in their ability to assure performance of thein place concrete. 'ome of the limitations include/

"n the months between the times the material is tested and when the concrete is batchedthere may be variations in the product.

There is great flexibility in selecting the concrete mixes whose historical test results areused to establish the standard deviation.

The batching, delivery, and testing of concrete are subject to variation. Curing and environmental conditions will impact rate of strength gain and ultimate

concrete strength.


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APPENDIX A

ANNOTATED SAMPLE SUBMITTAL DOCUMENTS

The following sample documents are representative of what is often submitted and as a resultmay not fully address all of the necessary information for a specific project. It should also benoted that there is no one standard format for presenting the information requested, thus thereviewer may have to study the document to understand what is and is not provided.


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!"#!$%T% &I' (%)I*#

Annotations+1. !hec the project name to verify that the mi design is intended for use on this project.

. It should be clear which elements in the project this mi design will be used for. If it isunclear where the mi design will be used the reviewer can request clarification beforereturning the submittal or return the submittal with a request for clarification.

. /erify that the concrete compressive strength equals or e ceeds the specified value. 0$ef.Appendi ! )ection .123

4. /erify that the design slump does not e ceed the specified value. If tolerances are listedin the submittal verify that they comply with the construction documents. 0$ef. Appendi! )ection .42

5. /erify the air content 0air content as a percentage of concrete volume2 if limits are

specified. 0$ef. Appendi ! )ection .11236. /erify that the water cementitious materials ratio 0w7cm2 does not e ceed specified value.The w7cm in this e ample equals 8 7 044691182, which is the weight of water divided

by weight of cementitious materials. The water cement ratio is no longer used. 0$ef.Appendi ! )ection .523

:. /erify that the types of cementitious materials comply with the specifications. 0$ef.Appendi ! )ections .6 and !. 23 In this e ample it is unclear what type of fly ash themi design was based on so clarification should be requested.

8. /erify that the nominal ma imum coarse aggregate si;e complies with the specifiedlimits and the values in the submitted aggregate test report. 0$ef. Appendi ! )ection

. 2

or light weight mi es

verify dry weight or equilibrium density. 0$ef. Appendi ! )ection . 211. /erify that the percentage of supplemental cementitious materials 0)!&s2 is consistent

with minimum and ma imum percentages specified. This is calculated as the weight ofthe )!&s divided by the weight of the cementitious materials+ 1187 011894462 ? =.


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>I% ( )T$%#*TB T%)T $%!"$(Annotations+

1. A!I 18 !hapter 5 requires concrete to be proportioned on the basis of field e perience0often Chistorical test dataD or Cfield strength test recordD2, trial mi tures 0often Ctrial

batchesD2 or both. The field strength test record can be used to determine a standarddeviation for a batch plant 0which is then used to determine the Crequired averagecompressive strengthD E see below2, and to demonstrate that the mi will produceconcrete with the required average compressive strength. The Crequired averagecompressive strengthD fF cr is always greater than the specified strength in order to limitthe probability that strength tests during construction will fall below the specifiedstrength. It is either a function of the standard deviation determined from a field strengthtest record 0A!I 18, G5. . .12, or determined more conservatively on the basis ofspecified compressive strength in accordance with A!I 18 Table 5. . . .

. This field strength test record shows = test results for the actual mi proposed. If resultsfrom a similar mi are submitted 0for e ample, when data from the actual mi are notavailable2 the record should identify those mi es. )ee Appendi ( for a discussion of theA!I procedures for documenting concrete mi proportions on the basis of compressivestrength.

. A!I 18, G5. .1 now requires that the test record be no more than 1 months old.4. = consecutive tests or two groups of consecutive tests totaling at least = tests are

always acceptable per A!I 18, G5. .1.1 for determining the standard deviation. Testrecords of no less than 15 tests can also be used, although the standard deviation must befactored upward per A!I 18 Table 5. .1. , thus increasing the required averagecompressive strength. >or documenting the actual mi proportions, the test record may

include as few as 1= tests 0A!I 18, G5. . .12.5. A strength test is the average of two cylinder brea s when 6 by 1 in. cylinders are usedand three when 4 by 8 in. cylinders are used. The test record submitted may not includethe results of the individual brea s.

6. As there are = tests in this record, the modification factor 0see #ote 4 above2 to beapplied to the standard deviation is 1.

:. The average compressive strength and the standard deviation are the ey pieces of dataderived from the test record.

8. The standard deviation, s s, calculated from the strength test record is then used in the twoformulae 0)ee #ote < below2 from A!I 18, Table 5. . .1 to determine fF cr . The largervalue is used.

2 is ta en as 1 as discussedabove. The average compressive strength of the test record is found to be greater than thecalculated required average strength fF cr . Thus, the mi has been appropriately qualifiedand documented with respect to compressive strength.

1=. The data in these columns are of interest only with respect to documenting the strengthtest data but are not required for the mi design review. &any field strength test recordswill not include this information.

11. The data in these columns present interesting information for the contractor or ready-misupplier, but are not required for the mi design review.


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A-5

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fFc ? 4=== psi

fFcr ? fFc 9 . ss 0&>2 E 5== psi ? 44 < psi H 486< psi "

fFcr ? fFc 9 1. 4s s 0&>2 ? 454= psi H 486< psi "

1

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Annotations+1. A!I 18 !hapter 5 requires concrete to be proportioned on the basis of field e perience

0often Chistorical test dataD or Cfield strength test recordD2, trial mi tures 0often Ctrial batchesD2 or both. Trial mi tures can be used alone or along with a field strength testrecord to establish the standard deviation for a batch plant. Although not shown here, thetrial mi ture test report should also include the mi ture proportions and the test results foreach of the trial mi tures.

. %arlier editions of A!I 18 required trial mi tures to include three different water-cementitious material ratios 0w7cm2 selected to encompass the required compressivestrength. In order to account for the more common use of supplemental cementitious

materials, A!I 18-=8 )ection 5. . . no longer requires tests based solely on variationsin water-cementitious material ratio and no longer specifies three mi tures. Trialmi tures are now required to simply include a Crange of proportions.D Bowever, thethree-point curves shown here are still commonly used as part of the justification forqualifying a mi based on trial mi tures or, when accepted by the design professional, asthe justification for accepting a mi based on A!I 18 )ection 5.4.

. The 8-day curve is the curve used to qualify the mi proportions with respect tocompressive strength. This curve shows the best fit for three data points from trialmi tures with w7cm ratios of =. 8, =.46, and =.6=.

4. The Crequired average compressive strengthD fF cr is either a function of the standarddeviation determined from a field strength test record 0A!I 18, G5. . .12 or determined

more conservatively on the basis of specified compressive strength in accordance withA!I 18 Table 5. . . . Although the three point curve shown here is intended torepresent % cellent $eady &i !ompanyFs &i 6=4===, for which we have already seena field strength test record including a calculation of the standard deviation, here it isassumed that no such record is available and the required average strength is 5, == psi inaccordance with A!I 18 Table 5. . . .

5. The dotted lines show that in order to achieve 5, == psi, the w7cm should be no greaterthan =.5 .

#ote+$efer to Appendi ( of these *uidelines for a more complete e planation of the A!I procedures

for documenting concrete mi proportions on the basis of compressive strength.


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Annotations+1. /erify that the test report is reasonably current and in conformance with any time limits

listed in the specifications. 0$ef. Appendi ! )ection A. 2. /erify that the aggregate is same as the aggregate used in the mi design.. /erify that there is an affirmative statement that the material conforms to the standard

listed in the specifications.4. If the al ali-silica reactivity is not innocuous then chec the specifications to see if any

limits were placed on the A)$ classification. There are several different tests for

evaluating A)$ potential and some individuals prefer to require certain tests. /erify thespecified test0s2 is referenced. 0$ef. Appendi ! )ection .8 and !.425. Aggregate gradation need only be verified when the project specifications require

specific gradation requirements.6. If a cleanness requirement is included in the specifications, verify that the cleanness value

e ceeds the minimum value specified for the test. !altrans Test &ethod : is thestandard used in this e ample. 0$ef. Appendi ! )ection !.42

#ote+/erify that evidence is provided of conformance of other aggregate properties listed in thespecifications besides what is noted above.


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A-I#% A**$%*AT% T%)T $%J"$T

Annotations+1. /erify that the test report is reasonably current and in conformance with any time limits

listed in the specifications. 0$ef. Appendi ! )ection A. 2. The sand source should agree with the sand listed in the mi design.. /erify that there is an affirmative statement that the material conforms to the standard

listed in the specifications or verify that listed values comply with the allowed ranges forthe standard.

4. If the al ali-silica reactivity is not innocuous chec then the specifications to see if anylimits were placed on the A)$ classification. There are several different tests forevaluating A)$ potential and some individuals prefer to require certain tests. /erify thatthe specified test0s2 is referenced. 0$ef. Appendi ! )ections .8 and !. 2

5. Aggregate gradation need only be verified when the project specifications requirespecific gradation requirements.6. If a sand equivalent requirement is included in the specifications, verify that the sand

equivalent value e ceeds the minimum value specified for the test. !altrans Test &ethod1: is the standard used in this e ample. 0$ef. Appendi ! )ection !. 2

#ote+/erify that evidence is provided of conformance of other aggregate properties listed in thespecifications besides what is listed above.


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Annotations+1. /erify that the test report is reasonably current so that it would be representative of

current product. 0$ef. Appendi ! )ection A. 2. /erify that the listed standard matches the standard listed in the specifications.. /erify that the reported cement type conforms to the project specifications and agrees

with the type listed in the concrete mi design. 0$ef. Appendi ! )ection !.124. !omparison of the reported test values against the values defined in the A)T& standard

is not normally done unless there is reason for concern.5. This list shows all of the standards for cement that this test record conforms to. The data

listed is only for A)T& !15=. If A)T& !115: cement was specified a different millcertificate indicating those specification limits would be provided.


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A-13

CEMENT

COMPANY

1234 Address StreetCity, State ZipTel: (000) 123-4567Fax: (000) !0-1234

CEMENT MILL TEST REPORT

Ce"e#t $de#ti%ied as: &ate: 01'01'2011la#t: Ce"e#t C "pa#y

* +ati #: City, Stater d +ti # &ates: e.i##i#. / #t &ay, ear

#di#. / #t &ay, ear e%ere#+e 40702 / STANDARD CHEMICALREQUIREMENTS

AST/ C 150S C$F$CAT$ S

T$

T$$

T T STS8*TS

Sili+ # &i xide (Si 2), 9 /i#i" " 20 1Al "i# " xide (Al2 3), 9 /axi" " 6 0 3 7Ferri+ xide (Fe2 3), 9 /axi" " 6 0 3 6Cal+i " xide (Ca ), 9 62 !/a.#esi " xide (/. ), 9 /axi" " 6 0 6 0 6 0 4 7S l% r Tri xide (S 3), 9;; /axi" " 3 0 3 0 2 3 2 7* ss # $.#iti # (* $), 9 /axi" " 3 0 3 0 3 0 1 !$#s l 2 ), 9 0 42? i@ale#t Al alis ( a2 B 65 >2 ), 9 /axi" " 0 60 0 60 0 !0 0 50

C 2 (9) 1 3*i"est #e (9) /axi" " 5 0 5 0 5 0 3 0CaC 3 i# *i"est #e /i#i" " 70 0 70 0 70 0 !7$# r.a#i+ r +ess Additi # (9) /axi" " 5 0 5 0 5 0 0 0Tri+al+i " Sili+ate (C3S), 9 5!&i+al+i " Sili+ate (C2S), 9 13Tri+al+i " Al "i#ate (C3A), 9 /axi" " 5 4

Tetra+al+i " Al "i# %errite (C4AF), 9 11eat $#dex (C3S B 4 75 C3A), 9 100 77(C4AF B 2C3A) r (C4AF B C3F), 9 /axi" " 25 1

S$CA* D8$ / TSeat % ydrati # (AST/ C 1 6) $#% r"ati #al data #ly

7 days, E' . (+al'.) / st re+e#t @al e 327(7 1)(AST/ C 204) lai#e Fi#e#ess, +" 2'." /i#i" " 2600 2600 2600 3!00(AST/ C 430) 325 /es , 9 !6 5(AST/ C 1!1) Ti"e % Setti#. ( i+at)

$#itial Set, "i# tes /i#i" " 45 45 45 116Fi#al Set, "i# tes /axi" " 375 375 375 213

(AST/ C 451) False set, 9 /i#i" " 50 50 50 !(AST/ C 1 5) Air C #te#t, 9 /axi" " 12 12 12 5 5(AST/ C 151) A t +la@e xpa#si #, 9 /axi" " 0 0 0 0 0 0 0 13(AST/ C 1 7) r"al C #siste#+y, 9 25 3(AST/ C 103 ) xpa#si # i# Gater 9 /axi" " 0 020 0 020 0 020 0 00

(AST/ C 10!) C "pressi@e Stre#.t , psi (/ a)1 &ay 2300(15 !)3 &ay /i#i" " 1740(12 0) 1450(10 0) 1160( 0) 4000(27 6)7 &ay /i#i" " 2760(1! 0) 2470(17 0) 21 0(15 0) 4!!0(34 4)

2 day (stre#.t %r " pre+edi#. " #t ) /i#i" " 3050(21 0) 6310(43 5)** The performance of CEMENT COMPANY Type II/V has proven to be improved ith s!"f!r trio#ide "eve"s in e#cess of the $%&' "imit for

Type V% Note ( in A)TM C +,- a""o s for additiona" s!"fate. provided e#pansion as meas!red by A)TM C +-& does not e#ceed -%-$-'%C / T C / A ere


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A-14

FLY ASH CERTIFICATION/TEST RECORD

Annotations:1. Verif t!at t!e test re"ort is reasona#$ %&rrent so t!at it 'o&$( #e re"resentati)e of

%&rrent "ro(&%t. *Ref. A""en(i+ C Se%tion A.,,. Verif t!at t!e $iste( stan(ar( at%!es t!e stan(ar( $iste( in t!e s"e%ifi%ations an( t!e

%on%rete i+ (esi n s itte(. If t!e s"e%ifi%ations (efine %onstraints on t!e f$ as! t "e)erif t!at t!e re"orte( f$ as! t "e is a%%e"ta#$e.

0. Co "arison of t!e re"orte( test )a$&es a ainst t!e a%%e"ta#$e )a$&es $iste( in t!es"e%ifi%ation is not nor a$$ (one &n$ess t!ere is reason for %on%ern.

Note:

If a((itiona$ ateria$ re &ire ents for f$ as! are $iste( in t!e "ro2e%t s"e%ifi%ations3 s&%! as $osson i nition3 t!e s itta$ s!o&$( #e %!e% e( to )erif t!at t!ese re &ire ents !a)e #een%o "$ie( 'it!.


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A-15

FLY ASH COMPANYASTM C618 Testing of

Jim Bridger Fly Ash

Sample Type: 3200-ton Report Date: 01/01/2011Sample Date: MM/DD MM/DD/YY MTRF ID 647JBSample ID: BR !"" ## T

ASTM $imits ASTM Test%hemi&al A'alysis %lass F %lass % Meth(dSi$i%on Dio+i(e *SiO, 67.489A$& in& O+i(e *A$,O0 18.859Iron O+i(e *Fe,O0 4.059

S& of Constit&ents 80.689 7.79 in 57.79 in D40,6S&$f&r Trio+i(e *SO0 7.6,9 5.79 a+ 5.79 a+ D40,6Ca$%i& O+i(e *CaO 5.689 D40,6;oist&re 7.759 0.79 a+ 0.79 a+ C011Loss on I nition 7.5 9 6.79 a+ 6.79 a+ C011Tota$ A$ a$ies3 as Na,O 0.,


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?ATER RED CINB AD;I T RE @ROD CT DATA

Annotations:1. Verif t!e a( i+t&re %o "$ies 'it! t!e s"e%ifi%ation re &ire ents an( at%!es t!e

a( i+t&re $iste( in t!e %on%rete i+ (esi n. If t!e a( i+t&re is s"e%ifie( # na e in t!e "ro2e%t s"e%ifi%ations )erif t!at a na e( "ro(&%t is "ro)i(e(. If t!e a( i+t&re iss"e%ifie( on$ # t!e AST; stan(ar( in t!e "ro2e%t s"e%ifi%ations3 )erif t!at t!estan(ar( $iste( !ere at%!es '!at is s"e%ifie(.

If t!e s"e%ifi%ations a e "ro)isions for a""ro)e( e &a$s '!en t!e a( i+t&re 'ass"e%ifie( # na e #&t a non-$iste( "ro(&%t 'as s itte( t!e re)ie'er 'i$$ nee( to

%onsi(er '!et!er to a""ro)e t!e "ro(&%t. ?!en a in t!e (eter ination '!et!er t!e "ro(&%t is an a""ro)e( e &a$ %onsi(eration s!o&$( #e i)en to t!e stan(ar(s in t!es"e%ifi%ations as 'e$$ as to "ro"erties of t!e $iste( a( i+t&res t!at a not !a)e #eene+"$i%it$ $iste(. *Ref. A""en(i+ C se%tion .1,

,. Verif t!at t!e %a$%i& %!$ori(e $i itations as s"e%ifie( are satisfie(. *Ref. A""en(i+ CSe%tion . of the cementitious material was from fly ash or slag

but this could be achieved by adding fly ash to the mix without reducing the amount of cement.The other option would be to compare the cement in the mix design to a comparable mix designwithout fly ash or slag but that would re"uire the development of another mix design withhistorical test data to ustify the design.


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APPENDIX C

SPECIFICATIONS

Approaches to Specifying Concrete 1

The approach to specifying concrete has evolved over the years. In the 1970s concrete wasessentially co posed of coarse aggregate! sand! ce ent! and water. In that era it was co onfor the engineer to specify the so"rces of aggregate! aggregate gradations! n" #er of sac$s ofce ent! and a%i " sl" p in addition to the concrete strength.

The prescriptive approach to specifying concrete in the 1970s wor$ed when the concretestrength did not e%ceed & $si! the re#ar congestion was low! concerns a#o"t environ ental

e%pos"res were oderate! the car#on footprint of the concrete was not a concern! so"rces ofaterials were sta#le! and there was relatively little litigation when pro#le s occ"rred.

In contrast to past practices is the c"rrent environ ent where concrete strength can e%ceed 10$si! high re#ar congestion is co on! greater attention is paid to d"ra#ility and environ entale%pos"res! energy and environ ental concerns drive decisions! aterial so"rces are constantlychanging! and where litigation is co on. As a res"lt of these c"rrent practices concretespecifications foc"s ore on the desired end res"lt! leaving it to the concrete s"pplier andcontractor to develop the i% design and to worry a#o"t wor$a#ility and place ent iss"es.

In response to these press"res and the need to $eep their prices down the 'ational (eady )i%ed

Concrete Association *'()CA+ la"nched the , , Initiative to pro ote a shift to perfor ance- #ased concrete specifications. As a res"lt of this initiative the (eady )i%ed Concrete (esearchand d"cation /o"ndation has developed g"idelines for the perfor ance specification ofconcrete. This initiative is a wor$ in progress.

,erfor ance-#ased specification of concrete is attractive to engineers #eca"se while they $nowthe desired perfor ance characteristics ost engineers do not have e%pertise with concrete i%design. In addition perfor ance-#ased specifications res"lt in the contractor #eing responsi#lefor the cost of resolving the pro#le if the concrete does not eet the perfor ance o# ectives.As a res"lt these g"idelines reflect a #ias in favor of perfor ance-#ased concrete specifications.

In an atte pt to ini i e the wor$ in specifying concrete i% designs individ"als will oftenstate that the i% design sho"ld co ply with the #"ilding code. The introd"ction of ACI 213states that this practice is not desira#le.

1 The intent of this appendi% is to help the specifier identify i% design iss"es that are co only addressed inconcrete specifications. The specifier can then decide what iss"es are relevant for the c"rrent pro ect. It is not theintent of this appendi% to esta#lish technical criteria that is appropriate for partic"lar pro ects.


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In response to the growing tendency to specify perfor ance re4"ire ents ACI has prod"cedIT5-3(-10 Report on Performance Based Requirements for Concrete to help engineers

"nderstand the iss"es.

6rgani ation of this Appendi%

This appendi% first disc"sses how constr"ction specifications are str"ct"red and where theinfor ation will #e located. This is followed #y a disc"ssion of the technical content nor allyaddressed in the pro ect specifications. This disc"ssion of the technical content first disc"sseswhat is re4"ired to #e in the s"# ittal followed #y specification provisions related to i% design

properties and finally the specification provisions related to properties of the aterials incl"dedin the i% design.

6rgani ation of Infor ation

Constr"ction doc" ents incl"de the drawings and the specifications. The drawings identifyele ents with respect to aterials and prod"cts! indicate relationships #etween ele ents of the

pro ect! provide infor ation regarding location di ensions and si es! and provide details ofconnections. Th"s the drawings will help define where the different i% designs will #e "sed.The specifications define re4"ire ents for aterials! wor$ anship! and 4"ality ass"rance

proced"res! incl"ding s"# ittals for i% designs. It is i portant that the infor ation shown inthe specifications and on the drawings #e coordinated so as not to create conflicts.

Any i% design re4"ire ents that are intended to #e enforced need to #e stated on the

constr"ction doc" ents! either on the drawings or in the specifications. here there are 5eneral 'otes #"t no specifications special care sho"ld #e e%ercised to verify that the notes incl"de all ofthe re4"ire ents that will #e enforced. Si ilarly the constr"ction doc" ents sho"ld not incl"de

provisions that the designers are not willing to enforce.

The separation #etween drawings and specifications is not a#sol"te. A co on e%a ple of thisis when a ta#le is incl"ded in the drawings that correlates the type of concrete i% "sed fordifferent portions of the wor$ and indicates the i% design properties that are specific to each

i%. This approach can a$e it easier to coordinate the drawings and specifications #"t it isi portant to a$e s"re that infor ation incl"ded on the drawings does not conflict with theinfor ation in the specifications. Inp"t fro a concrete s"pplier is that this approach "s"ally

res"lts in a ore co plete s"# ittal pac$age.

The technical specifications are divided into sections descri#ing different types of wor$. 6nso e pro ects there ay #e several specification sections that define concrete i%es. So eco on e%a ples incl"de site concrete specified #y the pro ect civil engineer and landscapingconcrete specified #y the landscape architect in addition to the #"ilding concrete specified #y thestr"ct"ral engineer. hen there are "ltiple specification sections specifying concrete it isi portant that there is a co on "nderstanding of who is reviewing which i% design.


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hen there are "ltiple specification sections that specify concrete i%es consideration sho"ld #e given d"ring design to coordinating these sections to allow the contractor to ini i e the

n" #er of i% designs. hen different specifications define concrete i% designs for concretethat will #e visi#le in the co pleted str"ct"re it ay #e appropriate to coordinate there4"ire ents to ass"re that the different i%es will loo$ the sa e.

In addition to the technical specification sections a"thored #y the engineer the pri e design professional will incl"de specification sections addressing topics s"ch as s"# ittal proced"resand the handling of s"#stit"tions. The i% design reviewer sho"ld #e fa iliar with thesespecification sections.

The individ"al specification sections are divided into 2 parts typically titled 5eneral! ,rod"cts!and %ec"tion.

,A(T 1 - 5eneral is where non-technical provisions s"ch as ad inistrative! reg"latory!and s"# ittal re4"ire ents are listed. This is where any testing of so"rce aterialswo"ld #e specified.

,A(T - ,rod"cts is where the i% design re4"ire ents and the aterial specificationsare defined.

,A(T 2 - %ec"tion contains re4"ire ents related to the #atching! transporting! and place ent of the concrete. This part also contains testing and inspection activities perfor ed d"ring constr"ction. Th"s the i% design review will not "s"ally "se the

infor ation in this part.

Technical Content Co only Addressed in Specifications

The foc"s of this section is on identifying infor ation co only provided in specificationsalong with infor ation to help the engineer deter ine what to specify. 8ey iss"es are identifiedand references to reso"rces are provided #"t it is not the intent to provide specificreco endations on aterial properties or what sho"ld #e specified.

(eferences that the engineer ay find "sef"l incl"de

ACI Manual of Concrete Practice Guide to Improving Specifications for Ready Mixed Concrete ! '()CA ,"#lication

, 002

A. S"# ittal (e4"ire ents

The specifications need to spell o"t the contents of the s"# ittal in detail since there is nocode re4"ire ent that the i% designs #e s"# itted for review nor that it #e reviewed #ythe engineer of record. Typically these re4"ire ents are listed in ,A(T 1 of thespecifications.


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6nly re4"ire that infor ation #e s"# itted that yo" intend to review. If infor ation

needs to #e s"# itted to confir that so ething was done #"t which yo" will not reviewthen it sho"ld designated as an infor ational s"# ittal.

1. )i% :esign

The specifications sho"ld list all of the ite s to #e incl"ded in the i% designs"# ittal. The following are often re4"ired.

1. )i% identification #y eans of class or location where i% will #e "sed.

. Strength of concrete.

2. Target sl" p or sl" p flow! w;c ! density! and air content.&. . Calc"lations and test res"lts re4"ired #y ACI 213 Section =.2.

7. Shrin$age test res"lts when shrin$age li its are specified.

3. Test res"lts of total chloride content.

9. Infor ation on concrete aterials as per Section &.1. .2 of ACI 201.

10. /or lightweight aggregate s"# it test res"lts per AST) C220.11. /or nor al weight aggregate s"# it test res"lts per AST) C22! incl"ding

the cleanness val"e! sand e4"ivalent! and al$ali-silica reactivity *AS(+ potential and itigation! if re4"ired.

1 . )ill certificate for the ce ent indicating the so"rce of the ce ent andco pliance with the pro ect specifications.

12. )ill analysis for s"pple entary ce entitio"s aterials *incl"ding fly ashand slag ce ent+ and aggregates fro the an"fact"rer.

1&. Certification #y the an"fact"rers that the ad i%t"res confor tospecified standards.

1=. hether i% is appropriate for p" ping.

1>. Ther al control plan. hile this ay #e considered a separate s"# ittalit sho"ld #e reviewed in con "nction with the i% design s"# ittal.

. )aterial Certificates and ,rod"ct :ata


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specification re4"ire ents they need not #e provided for review. There is no needfor infor ation that does not provide evidence of co pliance with one of the

specification re4"ire ents. If a prod"ct was specified #y #rand na e and or prod"ct n" #er then re4"iring s"# ittal of a catalog sheet provides no #enefit oradded ass"rance.

It is not feasi#le for the aggregate and ce entitio"s aterial s"ppliers to provideaterial certificates and test res"lts that are #ased on the act"al aterials that will

#e provided. Aggregate and ce entitio"s aterial test certificates "s"allyrepresent the average res"lts for a partic"lar lot or period of prod"ction. It is not"nreasona#le to re4"ire that the certificates and test res"lts are c"rrent and have

#een prod"ced within the last 1 onths. This will provide so e protectionagainst "nanticipated changes in the aterial so"rces.

So eti es concrete i% design s"# ittals will incl"de )aterial Safety :ataSheets *)S:S+ for the aterials in the i%. )S:S doc" ent the potentialenviron ental and safety ha ards associated with handling the aterials and the

preca"tions that wor$ers that are handling the aterials sho"ld ta$e to itigatethese ha ards. 6S?A reg"lations re4"ire that an e ployer! s"ch as a contractor!

#e infor ed a#o"t the ha ards and $eep the on file on the o# site. So eowners ay re4"ire that the )S:S #e s"# itted to the . ?owever! #eca"se)S:S sheets do not pertain to the perfor ance of the concrete and are o"tside ofthe scope of the str"ct"ral engineers wor$ the engineer is not responsi#le forreviewing these sheets. Instead! the engineer sho"ld note the as @not reviewed

and ret"rn the witho"t a shop drawing sta p or f"rther co ent.

2. )an"fact"rers (eco endations and Instr"ctions

In general an"fact"rers reco endations and instr"ctions are not reviewed #ythe design professionals #eca"se they are part of the contractors eans and

ethods and th"s are o"tside of the design tea s scope. If they are s"# itted!the reviewer sho"ld note that they were @not reviewed and ret"rn the witho"t ashop drawing sta p or f"rther co ent.

&. :SA;6S?,: Additional (e4"ire ents

hen the pro ect is s"# ect to the "risdiction of either :SA *8-1 schools+ or6S?,: *hospitals+ the following re4"ire ents sho"ld #e addressed in thespecifications

CBC Section 1902A.2 re4"ires the reporting of the percentage of totalce entitio"s aterials for each type of ce entitio"s aterial "sed in the i%.

CBC Section 1902A.& prohi#its the "se of Class C fly ash. Also! if ore thanoderate a o"nts of slag ce ent or fly ash are "sed! then the i% design


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"st #e validated #ased on field e%perience or trial i%t"res. This li itationdoes not appear to apply when the ce ent is provided #y AST) C=9= and

AST) C11=7.

CBC Section 1902A.= re4"ires enforce ent agency approval for deviationsfro aggregate si e li itations. This section also re4"ires the testing forreactivity "sing AST) C 39 if new aggregate so"rces are "sed or if pro#le shave #een reported. It is not clear how the engineer can deter ine if this is anew so"rce for the agency or if the agency #elieves pro#le s have #eenreported.

CBC Section 190=A.1.1 re4"ires f c to #e greater than or e4"al to 2!000 psi.This section also does not allow f c to #e greater than 3!000 psi witho"t special

per ission.

CBC Section 190=A. re4"ires a registered engineer to deter ine the #asic proportions of concrete i%t"re. 5iven that the acceptance criteria iso# ective it is not clear what additional constraints that the registered engineeris e%pected to i pose.

=. < : S"# ittals

(e4"ire s"# ittals to incl"de doc" entation that verify co pliance with < :re4"ire ents! s"ch as the ce ent and aggregates #e locally so"rced.

B. )i% design properties

The concrete i% properties need to #e specified for each class of concrete "sed on the pro ect. It is fairly co on practice to provide a ta#le of i% properties on the drawingswith the specifications providing ore detail on the individ"al properties.

1. Co pressive Strength

Specify the co pressive strength for each class of concrete. Indicate the age atwhich the strength is re4"ired. /or e%a ple! it ight #e 2 days for for re oval

or tendon stressing! => days for a i% with high vol" e fly ash *? /A+ or 3! =>or even 90 days for ass concrete applications. Be realistic in strengthe%pectations and avoid specifying high early strength for ? /A applications.

A higher concrete co pressive strength than re4"ired to carry the loads ay #ere4"ired #y other criteria s"ch as w;c li itations! od"l"s of elasticity! and the

provisions of ACI 213 Section &.2 triggered #y the concrete e%pos"re.(eco endations in other ACI doc" ents and fro other so"rces ay alsoi pact the ini " concrete strength specified.


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Section 1.1.1 of ACI 213 sets a ini " co pressive strength of !=00 psi for

str"ct"ral concrete.

ACI 213-03 re4"ires that the strength tests records "sed to calc"late the standarddeviation and concrete strength #e no ore than 1 onths old. This createssit"ations where prod"cers are "na#le to esta#lish a standard deviation and "st"se the higher overdesign val"es fro Ta#le =.2. .1 to calc"late the re4"iredaverage strength. This res"lts in higher ce entitio"s contents and higher cost

i%es. It is o"r "nderstanding that ACI 213 has reali ed the pro#le s with thischange and intends to revert #ac$ to the & onth criteria.

Concrete prod"cers have a chronic pro#le in o#taining copies of the concrete

strength test res"lts fro past pro ects and as a res"lt are at ti es co pelled todesign for higher target concrete strengths. The engineer is often li ited in his orher a#ility to co pel that the res"lts fro the owners testing la#oratory #e

provided directly to the concrete s"pplier #eca"se all co "nication to thecontractor and his s"ppliers are typically thro"gh the contractor. 6ne approach tothis is to re4"ire evidence of co pliance to AST) C9& which re4"ires that thetest res"lts #e provided to the concrete s"pplier.

. Concrete :ensity

Concrete density is nor ally specified as either light weight! nor al weight or

heavy weight concrete. 'or al weight concrete is ass" ed to #e appro%i ately1&= pcf. hen light weight or heavy weight concrete is specified it is necessaryto also specify a%i " or ini " density in po"nds per c"#ic foot. The test

ethod for air-dry or e4"ili#ri" density is AST) C=>7. The density of lightweight concrete ay #e reported as the calc"lated density! oven dry density or airdried density. This allows the contractor to choose the ethod of co pliance.

Specified concrete density is "s"ally significant when there is a concern a#o"t firerating *light weight+! radiation shielding *heavy weight+! str"ct"ral weight! orcapacity of e #ers.


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In general the larger the a%i " aggregate si e is then the less ce ent paste is

needed. This red"ces the cost of the concrete! red"ces the car#on footprint of theconcrete! and helps to li it shrin$age.

&. Sl" p;Sl" p /low

Specify the a%i " sl" p or re4"ire the contractor to specify a target sl" p foreach i% design with the "nderstanding that if the sl" p varies #y ore than thatthe tolerance the #atch will #e re ected. If the sl" p tolerance is not e%plicitlystated in the specifications the tolerance will #e defined #y AST) C9& if it isreferenced.

'()CA s"ggests that the engineer sho"ld stop specifying sl" p #eca"se thesl" p li it ight res"lt in a i% design that will #e hard to place. This concernis addressed when the contractor is re4"ired to specify a target sl" p whichwo"ld #e "sed to re ect i%es when the field sl" p is not within tolerance of thetarget val"e.

hen concrete did not have ad i%t"res s"ch as s"per-plastici ers! sl" p was agood indication of the a o"nt of water in the concrete i%. This is not the casewith odern day concrete i%es! #"t sl" p is still a good indicator of theconsistency of one #atch with respect to another.

It is s"ggested that a a%i " #e placed on the target sl" p of no ore thaneight inches "nless sl" p flow tests are "sed to verify the i% will not segregate.

hen the sl" p is specified this is the target val"e and the allowed variation isdefined #y AST) C9& if it is referenced.

If the contractor is allowed to ad "st the sl" p or if a low w;c is specified thespecifications sho"ld allow the "se of s"perplastici ers.

If sl" ps in e%cess of 3 in. are allowed or if the "se of self-consolidating concreteis conte plated the engineer sho"ld specify the test ethods and the li its to

control segregation.

=. ater Ce entitio"s )aterials (atio

The water-ce entitio"s aterials ratio *w;c + sho"ld #e indicated. aterce entitio"s aterials ratio has replaced the "se of water ce ent ratio *w;c+.The w;c is the ratio of the weight of the water to the co #ined weight of allce entitio"s aterials. (efer to the definition in Appendi% .


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The water ce entitio"s aterials ratio is often driven #y code re4"ire ents *e.g.!ACI 213 Section &.2+! other ACI standards and g"ides! or #y the an"fact"rer of

the flooring aterial. The co entary to ACI 213 Section &.1.1 s"ggests that thefc specified will #e reasona#ly consistent with the specified w;c . ACI 213Section &.1. notes that code w;c a%i " s do not apply to light weightconcrete! #"t #eca"se of the concerns a#o"t the drying of concrete with flooringadhesives applied it is pro#a#ly still appropriate to specify a w;c for light weightconcrete.

>.


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hen the engineer specifies the specific para eters! as opposed to having thecontractor develop the i% design #ased on perfor ance criteria! the engineer

ay have to specify the ce ent type! percentage of air entrain ent! and the percentage of fly ash or po olan. In the case of %pos"re Class S2 the need to #ase the a o"nt of po olan or slag ce ent on service record or test data ayeffectively precl"de the engineer fro specifying the percentages of these

aterials.

:eter ination of whether there is a concern a#o"t che ical *"s"ally s"lfate+attac$ fro soil or gro"ndwater will typically re4"ire inp"t fro the geotechnicalengineer.

3. Aggregate (eactivity

(elated to d"ra#ility is the concern a#o"t Al$ali-Silica (eactivity *AS(+ whichhas to do with the che ical interaction #etween the silica fro the aggregate andthe al$alis fro the ce ent.

6ften the specifications will re4"ire that when aggregates are tested for AS( thatthe res"lts #e innoc"o"s. hen the contractor is allowed to "se potentiallyreactive aggregates the specifications sho"ld a$e it clear that the contractor hasthe responsi#ility of providing a concrete i% that itigates the pro#le .

(eactivity #etween ce entitio"s aterial and aggregates can often #e itigated

#y providing a s"ita#le a o"nt of po olan or slag ce ent. vidence ofinnoc"o"s #ehavior ay #e provided with data fro AST) C 39! C1 >0! C1 92!and;or C 9=. vidence of appropriate itigation of potential deleterio"saggregates ay #e provided with data fro AST) C1=>7! which is referencedfro AST) C22. The appendi% to AST) C22 provides additional infor ation.

hen po olans s"ch as fly ash are "sed considerations sho"ld #e given to the previo"sly disc"ssed li itations on the "se of fly ash.

9. Chloride Content

Chloride content needs to #e controlled. This can #e done #y re4"iringco pliance with the appropriate e%pos"re class in ACI 213 Ta#le &.2.1.

ACI 213 Ta#le &.2.1 defines the allowa#le chloride content for vario"sapplications. The a o"nt of chloride ions can #e o#tained #y testing individ"alconcrete ingredients and #ased on the proportions of the ingredients calc"latingtotal ion content. Alternately it is accepta#le to test sa ples of hardened concreteto find the total ion content.


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In 'orthern California sand dredged fro San /rancisco Bay is often "sed.Concrete containing washed arine sands and s all a o"nts of arine @#lend

sands can often eet the a%i " allowa#le a o"nt of chlorides forconventionally reinforced concrete. )i%t"res containing these sands ay alsoco ply with re4"ire ents for post-tensioned and prestressed concrete! altho"ghco on practice is to e%cl"de these sands fro these applications.

(ecycled water and ad i%t"res are other so"rces of chlorides. ven when overallchloride li its are specified it is co on practice to specify that accelerators notcontain calci" chloride.

10. Shrin$age


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1 . Ad i%t"res

The specifications need to #e clear what ad i%t"res are andatory for specifici%es and which can #e "sed at the contractors option. here possi#le the

generic ad i%t"re specifications sho"ld #e referenced.

Specifying ad i%t"res generically is preferred #eca"se

Concrete s"ppliers do not typically have ad i%t"res fro "ltiplean"fact"rers.

ngineers typically do not have the e%pertise to deter ine whether onead i%t"re is s"perior to another if #oth co ply with the specified standard orif they are co pati#le with the aggregate and ce entitio"s aterials "sed.

If for so e reason the ad i%t"re listed #y na e did not co ply with theAST) standard or was inco pati#le with other ad i%t"re the contractorwo"ld still #e in co pliance with his contract if he "sed it! whereas if a

perfor ance specification is "sed the lia#ility re ains with the contractor. The consolidation of the concrete ad i%t"re #"siness and technology

i prove ents have created a sit"ation where so e of the ad i%t"resco only listed in specifications are no longer availa#le.

In general the dosage rates will #e selected #y the individ"al designing theconcrete i%. The dosage rate for ad i%t"res sho"ld #e in accordance with the

an"fact"rers reco ended range. This will #e fo"nd in the data sheets provided with the s"# ittal. /or so e specialty ad i%t"res it ay #e appropriatefor the engineer to specify dosage rates altho"gh this is the e%ception.

The constraints i posed #y the lac$ of dedicated #atching tan$s do not apply tospecialty ad i%t"res that are hand #atched.

C. )aterial ,roperties

1. Ce entitio"s aterials

Indicate accepta#le ce ent standards and the ce ent types. Alternately theaccepta#le ce ent types co"ld #e defined as part of the i% design properties.

'ote that the type designations are "ni4"e for each of the ce ent standards.

ACI 213 now tal$s in ter s of ce entitio"s aterial and not "st ce ent. 'odistinction is ade #etween the several ce entitio"s aterials listed in Section2. .1 of ACI 213 altho"gh #y convention AST) C1=0! AST) C=9=! and AST)C11=7 are specified as ce ent with the others #eing referred to as s"pple entary


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ce entitio"s aterials. AST) C1=0 is no longer the only type of ce entspecified.

AST) C1=0 is the standard specification for portland ce ent. There are = #asicce ent types defined in this standard. Type I is the least restrictive! for "se whenthe special properties specified for the other types are not re4"ired. Type II isdesigned for general "se and has oderate s"lfate resistance properties. Type IIIis si ilar to Type I #"t is an"fact"red differently to prod"ce high early strengthconcrete. Type I is "sed for ass concrete where the rate and a o"nt of heatgenerated #y hydration needs to #e ini i ed. Type is si ilar to Type II #"thas a higher resistance to s"lfates. Ce ents that are designated with "ltipletypes! s"ch as Type II; ! eet the specifications of #oth types and can #e "sedwhen either type is specified. AST) C1=0 Type II; is the ost co only "sed

ce ent in California. These ce ents also eet the less restrictive re4"ire entsfor Type I ce ent.

AST) C=9= specifies hydra"lic ce ent created #y #lending portland ce ent withone or ore SC)s to create a #lended hydra"lic ce ent. AST) C11=7 is a

perfor ance oriented ce ent specification that incl"des portland and #lendedce ents. AST) C=9= and C11=7! as well as C1=0! are the referenced standardsfor #lended and portland ce ent in the vol"ntary CA


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0 and AST) C1 92. AST)C1 >0 is a 1> day test whereas AST) C1 92 is a one year test. AST) C1 >0 isa severe test and any aggregates that have a satisfactory record of perfor ancefail it. A odification of AST) C1 >0! AST) C1=>7 is "sed to deter ine theappropriate itigation for potential AS(. The specifications sho"ld a$e it clearwhat tests shall or can #e "sed to eval"ate reactivity.

So e pro ect specifications ay incl"de a re4"ire ent for sand e4"ivalent of thefine aggregate. This is a cleanliness test "sing Caltrans Test )ethod 17.

Caltrans re4"ires a ini " sand e4"ivalent val"e of 71. Caltrans Test )ethod17 provides the proced"re for eas"ring the relative proportions of detri ental

fine d"st or clay-li$e aterial in soil or fine aggregates and is represented as a"nitless n" #er. The higher the n" #er is the s aller the proportion of fine d"stor clay in the aggregates.

&. Coarse Aggregate

The specification for coarse aggregate sho"ld list the aggregate types that will #e"sed! typically nor al weight and light weight! the applica#le standard! eitherAST) C22 or AST) C220! as well as s"pple ental re4"ire ents.

The pri ary s"pple ental re4"ire ent for coarse aggregate is the li its onaggregate reactivity in AST) C22 Appendi% E1. AST) C22 provides forseveral ethods to eval"ate an aggregate for potential al$ali-silica reactivityincl"ding AST) C1 >0 and AST) C1 92. AST) C1 >0 is a 1> day testwhereas AST) C1 92 is a one year test. AST) C1 >0 is a severe test and anyaggregates that have a satisfactory record of perfor ance fail it. A odificationof AST) C1 >0! AST) C1=>7 is "sed to deter ine the appropriate itigationfor potential AS(. The specifications sho"ld a$e it clear what tests shall or can

#e "sed to eval"ate reactivity.

So e pro ect specifications ay incl"de a re4"ire ent for cleanness of the coarseaggregate. This is eval"ated "sing Caltrans Test )ethod 7. Caltrans re4"ires aini " cleanness val"e of 71. Caltrans Test )ethod 7 provides an

indication of the relative proportions of clay-si ed aterial clinging to coarseaggregates or screenings and is represented as a "nitless n" #er. The higher then" #er is the s aller the proportion of clay in the aggregate.

hen light weight concrete is specified consideration sho"ld #e given to the typesof light weight aggregates provided. There is evidence that concrete ade withso e types of p" ice aggregate can have lower shear strengths than acco"nted


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for #y the red"ction factors in Section 3.>.1 of ACI 213. This concern can #eaddressed #y either prohi#iting the "se of p" ice aggregate or #y specifying a

ini " splitting tensile strength.

. Ad i%t"res

Co only "sed ad i%t"res s"ch as water-red"cing *nor al and id-range+!accelerating! retarding! high range water-red"cing *s"per plastici ers+! shrin$agered"cing and viscosity odifying ad i%t"res sho"ld #e specified generically"sing the appropriate AST) Standards. (efer to the disc"ssion on ad i%t"res inSection B.1 a#ove.

In so e cases the dosage rates of the allowed i%t"res will need to #e specified.

The contractor sho"ld #e re4"ired to verify the co pati#ility of the ad i%t"reswhen "sed in co #inations "sed for the specified i%es.

The reco endation to specify ini " splitting tensile stress val"es when p" ice aggregate is allowed is #asedon a concern that the defa"lt shear stress red"ctions were #ased on stronger lightweight aggregates and ay not #eappropriate for p" ice aggregates. This concern is s"pported #y low splitting tensile stress test val"es reported #y@,roperties of < AC ade with nat"ral lightweight aggregates #y ,ro ect ,rogra e of Brite; "(a pro ectB 9>-29& and #y @?igh Strength 'at"ral


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Special Considerations

give g"idance on the "se of C


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APPENDIX D

REVIEW OF MIX DESIGN STRENGTHS

A. Methods of Documenting Concrete Strengths

ACI 318 Section 5.3 requires that test data be used to va idate the required concrete strength.!his can be done either b" the use of fie d strength test records or b" ma#ing and testing tria

batches. !his $rocess is summari%ed b" ACI 318 &igure '5.3. !he basic a$$roach is that theo(er the standard deviation is the ess overdesign is required. !he use of aborator" tria batch

resu ts requires an overdesign that is usua " significant " higher than that based u$on thestrength histor".

)hen the strength test records or tria batches required b" Section 5.3 are not avai ab e Section5.* a o(s for the use of concrete $ro$ortioned based on other e+$erience or information if ahigher target strength is used. ,ecause the use of this o$tion (i be de$endent on the $articu arcircumstances of the $ro ect and the information avai ab e these guide ines are not in a $ositionto $rovide an" guidance on the use of this o$tion. ,ecause of the uncertaint" associated (ith thisa$$roach some $ro ect s$ecifications do not a o( this o$tion.

ACI 318 Section 5.5 gives $ermission to reduce the amount b" (hich the test data must e+ceedthe s$ecified com$ression strength as a resu t of data obtained during construction thus a o(ingthe mi+ture $ro$ortions to be ad usted.

,. /va uating the !est 'esu ts

)hen starting to eva uate the test resu ts a basic question that must be ans(ered is (hether themi+ design can be qua ified based on fie d strength test resu ts or (hether the resu ts from aseries of tria mi+tures are required. &ie d strength test resu ts can be used if there are at east 10consecutive tests for mi+tures using simi ar materia s under simi ar conditions. If this conditionis not satisfied the mi+ must be qua ified based on the resu ts of a series of tria mi+tures.

At east 15 test resu ts are required to estab ish a standard deviation used to determine therequired average strength f cr . A modification factor is a$$ ied to the standard deviation (hen

ess than thirt" tests are used. Such tests sha be for concrete mi+es having strength (ithin

1 000 $si of the required com$ressive strength f c. )hen ess than 15 test records are avai ab e!ab e 5.3.2.2 estab ishes the required average strength.

!est records used to determine the average com$ressive strength must inc ude at east 10consecutive tests. In order to qua if" as consecutive tests the fie d strength test records musthave been $erformed over a $eriod of at east *5 da"s and have been based on simi ar concretemi+es (ithin 1 000 $si of the s$ecified concrete strength.

A simi ar mi+ is considered to be one incor$orating simi ar materia s and $ro$ortions and that isnot more restrictive than the mi+ under consideration. &or e+am$ e a mi+ having a ( cm ratio


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of 0.55 cou d be used to su$$ort a mi+ (ith a ( cm ratio of 0.50 if the materia s and $ro$ortionsare simi ar. Simi ar " a 5 sac# mi+ can be used to su$$ort a 4.0 sac# mi+ as ong as their design

strength is (ithin 1 000 $si of each other. i#e(ise a 206 f " ash mi+ cou d be used to su$$ort a156 f " ash mi+ as ong as the ( cm ratio is the same or higher since the 206 f " ash mi+ (ou d

be e+$ected to $roduce a o(er strength than the $ro$osed mi+.

Simi ar mi+es shou d have the same ma+imum aggregate si%e and simi ar gradations.

!he conce$t of simi ar materia s is not c ear " defined and is sub ect to inter$retation. 7bvious "the use of the same source of materia s cement f " ash aggregates and t"$es of admi+tures

t"$es not brands99 com$ ies but this is not a requirement.

:o( c ose the materia s and mi+ $ro$ortions of simi ar mi+ designs have to be is a udgment

ca . !he read" mi+ $roducer bears most of the ris# if the mi+ does not $erform thus norma $ractice is to give the su$$ ier a ot of f e+ibi it". ,ecause of the $ossibi it" that simi ar mi+designs ma" be used to ustif" the submitted mi+ design it ma" be a$$ro$riate to requestinformation on the simi ar mi+es. !his (i ma#e it $ossib e to verif" (hether a mi+ designqua ifies as a simi ar mi+.

If satisfactor" test records are not avai ab e then tria mi+tures are needed 'eference Section5.3.3.2 of ACI 3189. !his requires mu ti$ e aborator" tria batches (ith a range of $ro$ortionsthat (ou d $roduce a range of strengths that brac#et the required com$ressive strengths. !hecommentar" in ACI 318 ma#es it c ear that (hen mu ti$ e t"$es of cementitious materia s areused more tria batches are needed to e+$ ore the sensitivit" of com$ressive strength to

variations in mi+ture $ro$ortions. !he number of tria batches is not e+$ icit " defined. !herequirements for qua ification b" tria batches have changed in ACI 318-08 and it is not c ear thata of the concrete su$$ iers have ad usted their $ractices to ref ect these $rovisions.

!he $ractice of submitting the resu ts of a sing e tria batch does not com$ " (ith therequirements for qua ification b" tria batches.

ACI 318 Section 5.*.1 a o(s the design $rofessiona to a o( the use of the mi+ (hen strengthis ustified based on other ;e+$erience or information< (hen f c is not greater than 5 000 $si.=nder this $rovision the design $rofessiona has the o$tion of acce$ting a mi+ design that issubmitted (ithout sufficient test records or tria batches inc uding mi+es that are based on a

sing e tria batch if in his or her udgment the mi+ is other(ise adequate.


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APPENDIX E

DEFINITIONS AND TERMINOLOGY

This is a compilation of general terminology related to hydraulic cement concrete, concreteaggregates, and other material used in or with hydraulic cement concrete and is based on ASTMC12 -!"# $or other common definitions refer to Chapter 2 of AC% &1' and Section 2#2 of theC(C#

absorption, n - the process by which water is drawn into and tends to fill permeable pores in a porous solid body) also, the increase in mass of a porous solid body resulting from the penetration of a li*uid into its permeable pores#

admixtur , n - a material other than water, aggregates, hydraulic cementitious material, andfiber reinforcement that is used as an ingredient of a cementitious mi+ture to modify its freshlymi+ed, setting, or hardened properties and that is added to the batch before or during its mi+ing#

accelerating admixture, n - admi+ture that accelerates the setting and early strengthde elopment of concrete#

retarding admixture, n - admi+ture that retards the setting of concrete#

water-reducing admixture, n - admi+ture that either increases the slump of freshly mi+edmortar or concrete without increasing the water content or that maintains the slump with areduced amount of water due to factors other than air entrainment#

water-reducing admixture, high-range, n - a water-reducing admi+ture capable of producingat least 12 reduction of water content when tested in accordance with ASTM C./. andmeeting the other rele ant re*uirements of ASTM C./.#

a!!r !at , n - granular material, such as sand, gra el, crushed stone, or iron blast-furnace slag,used with a cementing medium to form hydraulic-cement concrete or mortar#

coarse aggregate, n - (1) aggregate predominantly retained on the 0o# . sie e) or (2) that portion of an aggregate retained on the 0o# . sie e#

fine aggregate, n - (1) aggregate passing the & '-in# sie e and almost entirely passing the 0o#. sie e and predominantly retained on the 0o# 2!! sie e) or (2) that portion of an aggregate

passing the 0o# . sie e and retained on the 0o# 2!! sie e#

high-density aggregate, n - aggregate with relati e density greater than

light weight aggregate, n - aggregate with bul density less than "! lb#3ft# &, such as pumice,scoria, olcanic cinders, tuff, and diatomite) e+panded or sintered clay, shale, slate,


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diatomaceous shale, perlite, ermiculite, or slag) and end products of coal or co ecombustion#

normal-density aggregate, n - aggregate that is neither high nor low density with bul densitytypically ranging between "! lb#3ft# & and 12! lb#3ft#

Normal weight aggregate, n - see normal-density aggregate #

air "ont nt, n - the olume of air oids in cement paste, mortar, or concrete, e+clusi e of porespace in aggregate particles, usually e+pressed as a percentage of total olume of the paste,mortar, or concrete#

air void - see #oid, air$

b%ast&'urna" s%a!, n - the nonmetallic product, consisting essentially of silicates andaluminosilicates of calcium and other bases, which is de eloped in a molten conditionsimultaneously with iron in a blast furnace#

bu%( d nsit), n - of aggregate, the mass of a unit olume of bul aggregate material 4the unitolume includes the olume of the indi idual particles and the olume of the oids between the

particles5#

" m nt, *)drau%i", n - a cement that sets and hardens by chemical reaction with water and iscapable of doing so under water#

past , " m nt , n - the binder in a cementitious mi+ture composed of hydraulic cementitiousmaterial and water that may also contain admi+tures) when part of concrete or mortar, it includesthe material from aggregates finer than 0o# 2!! sie e#

" m ntitious mat ria% (hydraulic) , n - an inorganic material or a mi+ture of inorganic materialsthat sets and de elops strength by chemical reaction with water by formation of hydrates and iscapable of doing so under water# Cementitious material includes supplementary cementitiousmaterials#

"%ass o' "on"r t 4A, (, C, etc#5, n - many pro6ects refer to the different mi+ designs as Concrete

Classes# This nomenclature and the concrete mi+es associated with the class will ary from pro6ect to pro6ect#

"on"r t , n - a material that consists of a binder within which are embedded particles ofaggregate) often fine and coarse) a mi+ture of mortar and coarse aggregates#

"on"r t , 'r s*, n - concrete which possesses enough of its original wor ability so that it can be placed and consolidated by the intended methods#


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"on"r t , *ard n d, n - concrete that has de eloped sufficient strength to ser e some defined purpose or resist a stipulated loading without failure#

"on"r t , s %'&"onso%idatin!, n - concrete mi+tures that can be placed without the need formechanical consolidation#

"onsist n"), n - of fresh concrete, mortar, or grout, the relati e mobility or ability to flow#

crushed stone - see ston , "rus* d$

d nsit), n - mass per unit olume 4preferred o er deprecated term unit + i!*t 5#

dr)in! s*rin(a! , n - a olume change that results in the reduction in the dimensions of a

section or specimen of concrete due to a loss of moisture#

entrained air - see #oid, air$

entrapped air - see #oid, air$

xpand d b%ast&'urna" s%a!, n - the light weight cellular material obtained by controlled processing of molten blast furnace slag with water or water and other agents, such as steam orcompressed air or both#

'ib rs, n - slender filaments, which may be discrete or in the form of bundles, networ s, or

strands of natural or manufactured materials, which can be distributed throughout a freshcementitious mi+ture#

'in n ss modu%us, n - of aggregate , a factor obtained by adding the percentages of material inthe sample that is coarser than each of the following sie es 4cumulati e percentages retained5,and di iding the sum by 1!!7 0o# 1!!, 0o# !, 0o# &!, 0o# 18, 0o# ', 0o# ., & '-in#, & .-in#, 1-1 2-in#, &-in#, 8-in#

'%) as*, n - the finely di ided residue that results from the combustion of ground or powderedcoal and that is transported by flue gases from the combustion 9one to the particle remo alsystem#

hydraulic cement - see " m nt, *)drau%i" #

maximum si (of aggregate) , n - in specifications for, or description of aggregate, the smallestsie e opening through which the entire amount of aggregate is re*uired to pass#

mortar , n - a mi+ture of cement paste and fine aggregates) in concrete, the material 4e+clusi e offibers5 occupying the space between coarse aggregate particles#


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nomina% maximum si (of aggregate) , n - in specifications for, or description of aggregate, thesmallest sie e opening through which the entire amount of the aggregate is permitted to pass#

#po o%an,n - a siliceous or siliceous and aluminous material, which in itself possesses little or nocementitious alue but will, in finely di ided form and in the presence of moisture, chemicallyreact with calcium hydro+ide at ordinary temperatures to form compounds possessingcementitious properties#

relative density , n - see sp "i'i" !ra#it)

s%a! " m nt, n - granulated blast furnace slag that is ground to cement fineness with or withoutadditions and meets ASTM C/'/#

sa"( o' " m nt , n - a sac of cement weighs /. pounds#

sand, n - fine aggregate resulting from natural disintegration and abrasion of roc or processingof completely friable sandstone#

s !r !ation, n - the unintentional separation of the constituents of concrete or particles of anaggregate, causing a lac of uniformity in their distribution#

self-consolidating concrete, SCC - see "on"r t , s %'&"onso%idatin!$

si%i"a 'um , n - ery fine po99olanic material, composed mostly of amorphous silica produced by

electric arc furnaces as a by-product of the production of elemental silicon or ferro-silicon alloys4also nown as condensed silica fume and microsilica5#

s%ump, n - :eference AC% &1' Section # ;A measure of the consistency in the mi+#


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unit + i!*t, n - of aggregate , mass per unit olume# 4=eprecated term>use preferred term bu%(d nsit) 5#

#oid, air , n - a space in cement paste, mortar, or concrete filled with air) an entrapped air oid ischaracteristically 1 mm or more in width and irregular in shape) an entrained air oid is typically

between 1! and 1!!! m in diameter and spherical or nearly so#

+at r&" m nt ratio, n - the ratio of the mass of water, e+clusi e only of that absorbed by theaggregates, to the mass of portland cement in concrete, mortar, or grout, stated as a decimal#This term is not used in AC% &1'-!' which refers to water cementitious materials ratio 4w3cm5#This term, abbre iated as w!c, is applicable only to cementitious mi+tures in which the onlycementitious material is portland cement#

+at r&" m ntitious mat ria% ratio, n - the ratio of the mass of water, e+clusi e only of thatabsorbed by the aggregates, to the mass of cementitious material 4 hydraulic 5 in concrete, mortar,or grout, stated as a decimal 4see also +at r&" m nt ratio 5#

+or(abi%it), n - of concrete , that property determining the effort re*uired to manipulate a freshlymi+ed *uantity of concrete with minimum loss of homogeneity#


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APPENDIX F

REFERENCE DOCUMENTS

ASTM REFERENCES:

C33, Standard Specification for Concrete Aggregates : This specification defines therequirements for coarse and fine aggregate used in normal weight concrete. Light weightaggregate is not covered in C33; it is instead covered in A T! C33".

C94, Standard Specification for Ready-Mixed Concrete : This standard contains thespecification for read#-mi$ed concrete manufactured and in freshl# mi$ed and unhardened state.

C109, Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using-in! or "#$-mm% Cu&e Specimens' This test method covers determination of the compressivestrength of h#draulic cement mortars% using &-in. or '("-mm) cu*e specimens.

C125, Standard Terminology Relating to Concrete and Concrete Aggregates : This standard isa compilation of definitions of terms that are used in other A T! concrete standards under the

+urisdiction of Committee C",.

C150, Standard Specification for )ortland Cement : This standard contains the standardspecification for portland cement% including definition of each cement t#pe such as T#pe % T#pe

% etc.

C151, Standard Test Method for Autoclave *xpansion of Hydraulic Cement : This test methodcovers determination of the autoclave e$pansion of h#draulic cement.

C157, Standard Test Method for +ength Change of Hardened Hydraulic-Cement Mortar andConcrete : This test method covers the determination of the length changes in h#draulic cementmortar that are produced *# causes other than e$ternall# applied forces and temperature changes.

C185, Standard Test Method for Air Content of Hydraulic Cement Mortar : This test methodcovers the determination of the air content of h#draulic cement mortar.

C186, Standard Test Method for Heat of Hydration of Hydraulic Cement : This test method

covers the determination of the heat of h#dration of h#draulic cement.

C187, Standard Test Method for Amount of ,ater Re uired for .ormal Consistency of Hydraulic Cement )aste : This test method covers the determination of the normal consistenc#of h#draulic cement.

C191, Standard Test Methods for Time of Setting of Hydraulic Cement &y /icat .eedle : Thesetest methods determine the time of setting of h#draulic cement *# means of the icat needle.


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C204, Standard Test Methods for 0ineness of Hydraulic Cement &y Air-)ermea&ility Apparatus : This test method covers determination of the fineness of h#draulic cement using the

/laine air-permea*ilit# apparatus.

C289, Standard Test Method for )otential Al1ali-Silica Reactivity of Aggregates (Chemical Method' : This test method covers the determination of the potential for deleterious al0alireactivit# of aggregate *# testing the reaction of the aggregate to a chemical solution.

C295, Standard 2uide for )etrographic *xamination of Aggregates for Concrete : This guideoutlines procedures for the petrographic e$amination of materials used for concrete aggregates.

C330, Standard Specification for +ight3eight Aggregates for Structural Concrete : Thisspecification covers light weight aggregates intended for use in structural concrete.

C430, Standard Test Method for 0ineness of Hydraulic Cement &y the 4#-5m (.o! 6 #' Sieve :This test method covers the determination of the fineness of h#draulic cement.

C451, Standard Test Method for *arly Stiffening of Hydraulic Cement ()aste Method' : Thistest method covers the determination of earl# stiffening in h#draulic-cement paste.

C567, Standard Test Method for 7etermining 7ensity of Structural +ight3eight Concrete :This test method provides procedures to determine the oven-dr# and equili*rium densities ofstructural light weight concrete.

C595, Standard Specification for 8lended Hydraulic Cements : This specification pertains to

*lended h#draulic cements using slag% po olan% limestone% or some com*ination of these% with portland cement or portland cement clin0er or slag with lime.

C618, Standard Specification for Coal 0ly Ash and Ra3 or Calcined .atural )o99olan for Usein Concrete : This specification covers the use of coal fl# ash and raw or calcined natural

po olan in concrete.

C845, Standard Specification for *xpansive Hydraulic Cement : This specification coversh#draulic cements that e$pand during the earl# hardening period after setting.

C989, Standard Specification for Slag Cement for Use in Concrete and Mortars : Thisspecification covers three strength grades of slag cement for use as a cementitious material inconcrete and mortar.

C1038, Standard Test Method for *xpansion of Hydraulic Cement Mortar 8ars Stored in,ater : This test method covers the determination of the e$pansion of mortar *ars made usingh#draulic cement% of which sulfate is

Guidelines for Reviewing Concrete Mix Designs

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