Guidelines for Reviewing Concrete Mix Designs

STRUCTURAL ENGINEERS ASSOCIATION OF NORTHERN CALIFORNIA

GUIDELINES FOR

REVIEWING CONCRETE MIX DESIGNS In Accordance with the 2! C"C

Prepared by SEAONC Construction Quality Assurance Committee July 2013

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Board of Directors, 2012201! Grace Kang, President Colin Blaney, Vice President Darrick Hom, Treasurer Ian Aiken, Director Sarah Billington, Director ichael Gemmill, Director !alterio "o#e$, Director Taryn !illiams, Director Peter "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 the document is %elie.ed to %e correct, neither S&A*(C nor its Board, committees, /riters, editors, or indi.iduals /ho ha.e contri%uted to this document make any /arranty, e0#ressed or im#lied, or assume any 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 %e used or relied u#on 'or any s#eci'ic a##lication /ithout com#etent e0amination and .eri'ication o' its accuracy, suita%ility, and a##lica%ility %y 2uali'ied #ro'essionals- 3sers o' in'ormation 'rom this document assume 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 not %e re#roduced in any 'orm /ithout the /ritten #ermission o' S&A*(C-

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Board of Directors, 2012201! Grace Kang, President Colin Blaney, Vice President Darrick Hom, Treasurer Ian Aiken, Director Sarah Billington, Director ichael Gemmill, Director !alterio "o#e$, Director Taryn !illiams, Director Peter "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 the document is %elie.ed to %e correct, neither S&A*(C nor its Board, committees, /riters, editors, or indi.iduals /ho ha.e contri%uted to this document make any /arranty, e0#ressed or im#lied, or assume any 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 %e used or relied u#on 'or any s#eci'ic a##lication /ithout com#etent e0amination and .eri'ication o' its accuracy, suita%ility, and a##lica%ility %y 2uali'ied #ro'essionals- 3sers o' in'ormation 'rom this document assume 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 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(%s I% Accorda%ce 'it+ t+e 2010 CBC STRUCTURAL ENGINEERS ASSOCIATION OF NORTHERN CALIFORNIA 575 Market Street, Suite 2125 San Francisc, CA !"1#5$2%7# &'ne( )"15* !7"$51"7 Fa+( )"15* 7"$"!15 E-ai.( //ice0seancr 'tt3(44seancr T'ese ui6e.ines ere ritten 8 -e-ers / t'e SEAONC Cnstructin 9ua.it8 Assurance C--ittee

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 Ti- Hart, C'air 2##5$2##%, 2##!$2#1#

;incent An6ra6a Car.s Art ?e.. Lucie Funer ?a@i6 McCr-ick Sa-ue. Tan irk Barnck

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GUIDELINES FOR REIE-ING CONCRETE )I. DESIGNS I% Accorda%ce 'it+ t+e 2010 CBC Ta/"e of Co%te%ts I II III

Intr6uctin    1 &rcess  1 Li-itatins / Su-itta. Re@ies  5

A33en6ices A33en6i+ A  Anntate6 Sa-3.e Su-itta. ?cu-ents ?iscussins an6 Re/erences A33en6i+ =  &er/r-ance an6 C6e Cnsi6eratins /r Mi+ ?esins A33en6i+ C  S3eci/icatins A33en6i+ ?  Re@ie / Mi+ ?esin Strent's A33en6i+ E  ?e/initins an6 Ter-in.8 A33en6i+ F  Re/erence ?cu-ents A33en6i+ G  Areate Re3rt

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GUIDELINES FOR REIE-ING CONCRETE )I. DESIGNS I% Accorda%ce 'it+ t+e 2010 CBC reface T'is 6cu-ent as 6e@e.3e6 8 t'e Structura. Enineers Assciatin / Nrt'ern Ca.i/rnia )SEAONC* Cnstructin 9ua.it8 Assurance C--ittee T'e 3ur3se / t'is 6cu-ent is t ser@e as a resurce t structura. enineers in t'e re@ie / cncrete -i+ 6esin su-itta.s It s'u.6 e e-3'asi>e6 t'at t'e suestins, rec--en6atins, an6 c--entar8 6iscusse6 in t'is 6cu-ent are //ere6 in an a6@isr8 ca3acit8 n.8 an6 re/.ect t'e 3inin s.e.8 / t'e aut'rs T'is 6cu-ent 6es nt 6e/ine a stan6ar6 / 3ractice

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GUIDELINES FOR REVIEWING CONCRETE MIX DESIGNS In Accordance with the !"! C#C I.

Introduction

Concrete mix designs are submitted for review so that the reviewer can verify the contractor is interpreting the construction documents correctly. These guidelines were developed to assist the engineer reviewing concrete mix designs. The main body of the guidelines focuses on the process of reviewing the mix design. The appendices provide a discus sion of performance issues and code requirements for concrete as well as a discussion of what typically is considered when writing the project specification sections for concrete, and examples of how these specifications are typically organized. The user is encouraged to review the performance and code considerations discussed in this document during the development of construction documents. The discussion of specification issues in ppendix C could then be utilized by the user to ensure that the construction documents fully define the project requirements. Ta!ing these proactive steps is encouraged with the hope that doing so will result in a smooth review process where the contractor is more li!ely to submit compliant designs and the reviewer is more li!ely to spend less time verifying the adequacy of the 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 useful source of bac!ground information that will either answer the questions or that will help him#her to understand the issues. These guidelines ma!e no attempt to provide all the information that the reviewer will possibly need but are intended to help identify issues that are li!ely to be relevant 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 Cement ssociation $&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 for submission of concrete mix designs with the contractor in order to convey to him or her the importance 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(construction meetings can help communicate the need to submit more complete submittals early. The reviewer should have the project plans and specifications available for review. "t is recommended that the reviewer also have available a copy of C" )1* + Building Code Requirements for Structural Concrete, which includes the building code requirements for 1


concrete mixes. "t is also helpful to have handy copies of the standards referenced in the project specifications and in C" )1*. "f mix designs are submitted for wor! specified by multiple design professionals $e.g., civil wor!% each design professional specifying concrete mixes should ma!e it clear which mix designs they have reviewed. -otifying the prime design professional that some of the mix designs 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 designs or are commenting on the same components coordination of comments can be beneficial. 'ome project construction documents require the general contractor to stamp and sign each submittal 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 be given the opportunity to provide the missing information before the submittal needs to be returned, hopefully eliminating the need to require the resubmission of the submittal. hen the missing information cannot be promptly provided it may be necessary to return the submittal with 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 may choose 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 construction documents are to be used as the basis of code compliance and because they are assumed to reflect the owner2s performance objectives. This does not mean that the reviewer ignores situations where the construction documents may conflict with the code or have other defects but if such a situation were to occur this typically would require that a revision to the documents be issued. Traditionally the submittal would be reviewed in t he following order/ •

3ix design4 


• • •

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 s pecifications such as entrained air content, limitations on total chlorides, or other du rability 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 s trength. "f a satisfactory strength history is not provided then laboratory trial batch data will be needed to substantiate the mix performance. 6efer to ppendix 5 for a discussion of the process of verifying concrete strengths. ppendix  contains sample submittal documents with annotations that help identify some of the items commonly addressed in the review along with information to help understand the contents of the document and provide help in reviewing the submittal. ppendix  not only addresses the mix design and strength test results but also data on the components of the mix design. &ertinent items are identified and discussed briefly with references to more in(depth discussion in the ppendices. The annotations do not necessarily identify all of the items that should be reviewed. "t is generally not necessary to chec! the detailed calculations on the mix design summary sheet or the historical test data. The data provided should be reviewed to see if anything appears unusual or suspicious. "f specified parameters are not reported but can be easily computed the reviewer 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, fly ash or other supplementary cementitious materials. hen test reports present the test data and then ma!e an affirmative statement that the material complies with the specified standard as well as the appropriate supplemental properties it is typically not necessary to verify that the individual test values conform to the standard. hen test data is provided but no statement is made regarding compliance with the specified standard caution 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 )


be appropriate for the reviewer to request an affirmative statement as to compliance from the supplier. "f information is provided in the mix design submittal that is beyond what is required by the construction documents then it is normally not reviewed, although the reviewer may want to chec! with the prime design professional and the contractor prior to returning any submittals with 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 should note that the alternative mix designs were not reviewed. "f problems are found during the review it is often desirable to tal! with the contractor or concrete 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 s ubmittal stamp to 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 to strength 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 to the 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 decide whether 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 is contemplated.

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III.

Limitations of Submittal Reviews

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

•

• •

"n the months between the times the material is tested and when the concrete is batched there may be variations in the product. There is great flexibility in selecting the concrete mixes whose historical test results are used 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 result may not fully address all of the necessary information for a specific project. It should also be noted that there is no one standard format for presenting the information requested, thus the reviewer may have to study the document to understand what is and is not provided.

A-1


!"#!$%T% &I' (%)I*# Annotations+ 1. !hec the project name to verify that the mi design is intended for use on this project. . It should be clear which elements in the project this mi design will be used for. If it is unclear where the mi design will be used the reviewer can request clarification before returning the submittal or return the submittal with a request for clarification. . /erify that the concrete compressive strength equals or eceeds the specified value. 0$ef. Appendi ! )ection .123 4. /erify that the design slump does not eceed the specified value. If tolerances are listed in 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 .1123 6. /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 the mi design was based on so clarification should be requested. 8. /erify that the nominal maimum coarse aggregate si;e complies with the specified limits and the values in the submitted aggregate test report. 0$ef. Appendi ! )ection .2 <. /erify that the admitures used are consistent with the project specifications and matches the submitted admiture data. 0$ef. Appendi ! )ection .123 1=. /erify that the unit weight complies with the specifications. >or light weight mies verify dry weight or equilibrium density. 0$ef. Appendi ! )ection .2 11. /erify that the percentage of supplemental cementitious materials 0)!&s2 is consistent with minimum and maimum percentages specified. This is calculated as the weight of the )!&s divided by the weight of the cementitious materials+ 1187 011894462 ? =.<@. 0$ef. Appendi ! )ections .6 and !.2 1. Aggregate weights are based on saturated surface dry condition 0))(2, which implies that at batching the water added will depend on the actual moisture content of the aggregates. #otes+ If limits on total chloride content are specified chec chloride content against the limits. #ote that chlorides are not reported for this mi design. 0$ef. Appendi ! )ection .<2 3If the contractor was given eposure category classifications and then epected to sort out the mi properties it may be necessary to verify that the properties comply with the requirements in !hapter 4 of A!I 18 in addition to the values specified in the construction documents.

A-


1 2

3 4 5 6 12

7 11

8

9 10

A-


>I%( )T$%#*TB T%)T $%!"$( 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. The field strength test record can be used to determine a standard deviation for a batch plant 0which is then used to determine the Crequired average compressive strengthD E see below2, and to demonstrate that the mi will produce concrete with the required average compressive strength. The Crequired average compressive strengthD fF is always greater than the specified strength in order to limit the probability that strength tests during cons truction will fall below the specified strength. It is either a function of the standard deviation 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 with A!I 18 Table 5.... . This field strength test record shows = test results for the actual mi proposed. If results from a similar mi are submitted 0for eample, when data from the actual mi are not available2 the record should identify those mies. )ee Appendi ( for a discussion of the A!I procedures for documenting concrete mi proportions on the basis of compressive strength. . 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. Test records of no less than 15 tests can also be used, although the standard deviation must be factored upward per A!I 18 Table 5..1., thus increasing the required average compressive 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 used and three when 4 by 8 in. cylinders are used. The test record submitted may not include the results of the individual breas. 6. As there are = tests in this record, the modification factor 0see #ote 4 above2 to be applied to the standard deviation is 1. :. The average compressive strength and the standard deviation are the ey pieces of data derived from the test record. 8. The standard deviation, ss, calculated from the strength test record is then used in the two formulae 0)ee #ote < below2 from A!I 18, Table 5...1 to determine fF . The larger value is used. <. The formulae for concrete with a specified compressive strength less than or equal to 5,=== psi are shown and applied. The modification factor 0&>2 is taen as 1 as discussed above. The average compressive strength of the test record is found to be greater than the calculated required average strength fF . Thus, the mi has been appropriately qualified and documented with respect to compressive strength. 1=. The data in these columns are of interest only with respect to documenting the strength test data but are not required for the mi design review. &any field strength test records will not include this information. 11. The data in these columns present interesting information for the contractor or ready-mi supplier, but are not required for the mi design review. cr

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A-4


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2

3 4

6

7

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10

10

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5

10

fF ? 4=== psi c

fF ? fF 9 .ss 0&>2 E 5== psi ? 44< psi H 486< psi

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fF ? fF 9 1.4ss 0&>2

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10

11


T$IA &I'T$% T%)TI#* 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 test record to establish the standard deviation for a batch plant. Although not shown here, the trial miture test report should also include the miture proportions and the test results for each of the trial mitures. . %arlier editions of A!I 18 required trial mitures to include three different watercementitious material ratios 0w7cm2 selected to encompass the required compressive strength. 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 variations in water-cementitious material ratio and no longer specifies three mitures. Trial mitures are now required to simply include a Crange of proportions.D Bowever, the three-point curves shown here are still commonly used as part of the justification for qualifying a mi based on trial mitures or, when accepted by the design professional, as the 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 to compressive strength. This curve shows the best fit for three data points from trial mitures with w7cm ratios of =.8, =.46, and =.6=. 4. The Crequired average compressive strengthD fFcr is either a function of the standard deviation 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 with A!I 18 Table 5.... Although the three point curve shown here is intended to represent %cellent $eady &i !ompanyFs &i 6=4===, for which we have already seen a field strength test record including a calculation of the standard deviation, here it is assumed that no such record is available and the required average strength is 5,== psi in accordance with A!I 18 Table 5.... 5. The dotted lines show that in order to achieve 5,== psi, the w7cm should be no greater than =.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.

A-6


1

T$IA &I'T$% T%)TI#*

2

5 3 4

5

A-:


!"A$)% A**$%*AT% !%$TI>I!ATI"#7 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$ef. Appendi ! )ection A.2 . /erify that the aggregate is same as the aggregate used in the mi design. . /erify that there is an affirmative statement that the material conforms to the standard listed in the specifications. 4. If the alali-silica reactivity is not innocuous then chec the specifications to see if any limits were placed on the A)$ classification. classification. There are several different tests for evaluating A)$ potential and some individuals prefer to require certain tests. /erify the specified test0s2 is referenced. 0$ef. Appendi ! )ection .8 and !.42 5. Aggregate gradation need only be verified when the project specifications require specific gradation requirements. 6. If a cleanness requirement is included in the specifications, verify that the cleanness value eceeds the minimum value specified for the test. !altrans Test ðod : is the standard used in this eample. 0$ef. Appendi ! )ection !.42 #ote+ /erify that evidence is provided of conformance of other aggregate properties listed in the specifications besides what is noted above.

A-8


1

2

3

5

6

4

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$ef. Appendi ! )ection A.2 . The sand source should agree with the sand listed in the mi design. . /erify that there is an affirmative statement that the material conforms to the standard listed in the specifications or verify that listed values comply with the allowed ranges for the standard. 4. If the alali-silica reactivity is not innocuous chec then the specifications to see if any limits were placed on the A)$ classification. There are several different tests for evaluating A)$ potential and some individuals prefer to require certain tests. /erify that the specified test0s2 is referenced. 0$ef. Appendi ! )ections .8 and !.2 5. Aggregate gradation need only be verified when the project specifications require specific gradation requirements. 6. If a sand equivalent requirement is included in the specifications, verify that the sand equivalent value eceeds the minimum value specified for the test. !altrans Test ðod 1: is the standard used in this eample. 0$ef. Appendi ! )ection !.2 #ote+ /erify that evidence is provided of conformance of other aggregate properties listed in the specifications besides what is listed above.

A-1=


1

2

5 3

6

4

A-11


!%&%#T &I !%$TI>I!ATI"#7T%)T $%!"$( 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 !.12 4. !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 mill certificate indicating those specification limits would be provided.

A-1


1234 Address Street City, State Zip Tel: (000) 123-4567 Fax: (000) !0-1234

CEMENT COMPANY Ce"e#t $de#ti%ied as: la#t: Ce"e#t C"pa#y *+ati#: City, State rd+ti# &ates:

CEMENT MILL TEST REPORT

&ate: 01'01'2011

e.i##i#. #di#.

STANDARD CHEMICAL REQUIREMENTS Sili+# &ixide (Si2), 9 Al"i#" xide (Al23), 9 Ferri+ xide (Fe23), 9 Cal+i" xide (Ca), 9 /a.#esi" xide (/.), 9 Sl%r Trixide (S3), 9;; *ss # $.#iti# (*$), 9 $#sl2), 9 ?i@ale#t Alalis (a2B65>2), 9 C2 (9) *i"est#e (9) CaC3 i# *i"est#e $#r.a#i+ r+ess Additi# (9) Tri+al+i" Sili+ate (C3S), 9 &i+al+i" Sili+ate (C2S), 9 Tri+al+i" Al"i#ate (C3A), 9 Tetra+al+i" Al"i#%errite (C4AF), 9 eat $#dex (C3S B 475 C3A), 9 (C4AF B 2C3A) r (C4AF B C3F), 9

2

/#t &ay, ear /#t &ay, ear

AST/ C 150 SC$F$CAT$S

T $

/i#i"" /axi"" /axi""

    60 30 30 075   060  50 700 50    

e%ere#+e  40702 / T

T      60 23 30 075   0!0  50 700 50   5 



 60 60  60 30 30 075   060  50 700 50     100 

25

201 37 36 62! 47 27 1! 02 022 042 050 13 30 !7 00 5! 13 4 11 77 1

2600 

2600 

2600 

327(71) 3!00 !65

/axi""

45 375 50 12 00  0020

45 375 50 12 00  0020

45 375 50 12 00  0020

116 213 ! 55 013 253 000

/i#i"" /i#i"" /i#i""

 1740(120) 2760(1!0) 

 1450(100) 2470(170) 

 1160(0) 210(150) 3050(210)

2300(15!) 4000(276) 4!!0(344) 6310(435)

/axi"" /axi"" /axi"" /axi""

/axi"" /axi"" /i#i"" /axi""

/axi""

/axi""

3 $$

TST S8*TS

4

S$CA* D8$/TS eat % ydrati# (AST/ C 16) 7 days, E'. (+al'.) (AST/ C 204) lai#e Fi#e#ess, +" 2'." (AST/ C 430) 325 /es, 9 (AST/ C 1!1) Ti"e % Setti#. (i+at) $#itial Set, "i#tes Fi#al Set, "i#tes (AST/ C 451) False set, 9 (AST/ C 15) Air C#te#t, 9 (AST/ C 151) At+la@e xpa#si#, 9 (AST/ C 17) r"al C#siste#+y, 9 (AST/ C 103) xpa#si# i# Gater 9 (AST/ C 10!) C"pressi@e Stre#.t, psi (/a) 1 &ay 3 &ay 7 &ay 2 day (stre#.t %r" pre+edi#. "#t)

$#%r"ati#al data #ly /st re+e#t @ale /i#i""

/i#i"" /axi"" /i#i"" /axi"" /axi""

** 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
A-13

1

y: Dality C#trl /a#a.er C/T C/A  City Ce"e#t la#t 1234 Address Street, City, STAT Z$


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!e s"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 $oss on inition3 t!e s&#itta$ s!o&$( #e %!e%e( to )erif t!at t!ese re&ireents !a)e #een %o"$ie( 'it!.

A-14


FLY ASH COMPANY

ASTM C618 Testing of Jim Bridger Fly Ash

Sample Type: 3200-ton Sample Date: Sample ID:

Report Date: 01/01/2011

MM/DD – MM/DD/YY BR!""##T

%hemi&al A'alysis Si$i%on Dio+i(e *SiO, A$&in& O+i(e *A$,O0 Iron O+i(e *Fe,O0 S& of Constit&ents S&$f&r Trio+i(e *SO0 Ca$%i& O+i(e *CaO ;oist&re Loss on Inition Tota$ A$a$ies3 as Na,O

# MTRF ID

+

647JB

ASTM $imits %lass F %lass %

67.489 18.859 4.059 80.689 7.6,9 5.689 7.759 7.59 0.,<9

7.79 in 5.79 a+

57.79 in 5.79 a+

0.79 a+ 6.79 a+ 59 a+ Ca$trans

0.79 a+ 6.79 a+

,1.,79

049 a+

049 a+

869 8<9 <59 7.709 ,.06

59 in 59 in 1759 a+ 7.89 a+

59 in 59 in 1759 a+ 7.89 a+

ASTM Test Meth(d

D40,6 D40,6 D40,6 C011 C011 AASHTO T175

)hysi&al A'alysis Fineness3 9 retaine( on =0,5 Strent! A%ti)it In(e+ >  or ,8 (a re&ireent  (a3 9 of %ontro$ ,8 (a3 9 of %ontro$ ?ater Re&ireent3 9 %ontro$ A&to%$a)e So&n(ness Tr&e @arti%$e Densit

C0113 C407 C0113 C17<

C0113 C151

FLY ASH CO;@ANY %ertifies t!at "&rs&ant to %&rrent AST; C618 "roto%o$ for testin3 t!e test (ata $iste( !erein 'as enerate( # a""$i%a#$e AST; et!o(s an( eets t!e re&ireents of AST; C618 for C$ass F f$ as!.

"

First nae Last nae ;TRF ;anaer

Materials Testi'g * Resear&h Fa&ility #"+4 Address Street %ity, State -I) Tel: .!!! #"+4067 Fa1: .!!! 23!#"+4 5lyash&(mpa'yesite5&(m

A-15


?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 $iste( in t!e %on%rete i+ (esin. If t!e a(i+t&re is s"e%ifie( # nae in t!e "ro2e%t s"e%ifi%ations )erif t!at a nae( "ro(&%t is "ro)i(e(. If t!e a(i+t&re is s"e%ifie( on$ # t!e AST; stan(ar( in t!e "ro2e%t s"e%ifi%ations3 )erif t!at t!e stan(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 'as s"e%ifie( # nae #&t a non-$iste( "ro(&%t 'as s&#itte( t!e re)ie'er 'i$$ nee( to %onsi(er '!et!er to a""ro)e t!e "ro(&%t. ?!en ain t!e (eterination '!et!er t!e "ro(&%t is an a""ro)e( e&a$ %onsi(eration s!o&$( #e i)en to t!e stan(ar(s in t!e s"e%ifi%ations as 'e$$ as to "ro"erties of t!e $iste( a(i+t&res t!at a not !a)e #een e+"$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+ C Se%tion .<

Note: Stri%t$ s"eain t!e "ro(&%t $iterat&re is not a test re"ort #&t t!e &se of t!is $iterat&re in t!is for %onstit&tes a "roise t!at t!e "ro(&%t &se( 'i$$ !a)e t!e $iste( "ro"erties.

A-16


ABC Concrete Products

WRA 521 ASTM C494 Type A and D

Water-reducing admixture # Product Description WRA 521 is a poymer !ased a"ueous soution o# compex organic compounds$ WRA 521 is a ready-to-use o% &iscosity i"uid %'ic' is #actory pre-mixed in exact proportion to minimi(e 'anding) eiminate mista*es and guess%or*$ WRA 521 does not contain cacium c'oride and %eig's approximatey 11 !s$+ga$

"

Uses WRA 521 produces a concrete %it' o%er %ater content ,typicay 5 to 9 reduction.) greater pasticity and 'ig'er strengt'$ /t is used in ready-mix pants) !oc* and concrete product pants) in ig't%eig't and pr estressed %or* %'ere&er concrete is produced$ WRA 521 aso per#orms especiay %e in concrete containing #y as' and ot'er po((oans$

Finishability T'e cement paste) or mortar) in WRA 521 admixtured concrete 'as impro&ed tro%ea!iity$ T'e in#uence o# WRA 521 on t'e #inis'a!iity o# ean mixes is particuary noticea!e$ 0oating and tro%eing) !y mac'ine or 'and imparts a smoot') cose toerance sur#ace$

Addition Rates T'e addition rate o# WRA 521 is 4 to  #$ o($+1 !s$ o# cement$ 3retesting is re"uired to determine t'e appropriate addition rate #or Type A and Type D per#ormance$ ptimum addition depends on t'e ot'er concrete mixture components) o! conditions and desired per#ormance c'aracteristic$

Compatibility with ther Admi!tures and Batch "e#uencin$ WRA 521 is compati!e %it' most A6C admixtures as ong as t'ey are added separatey to t'e concrete mix) usuay t'roug' t'e %ater 'oding tan* disc'arge ine$ /n genera) it is recommended t'at WRA 521 !e added to t'e concrete mix near t'e end o# t'e !atc' se"uence #or optimum per#ormance$

Product Ad%anta$es •

/mpro&es per#ormance o# concrete containing suppementary cementitious materias

•

Consistent %ater reduction and set times

•

3roduces concrete t'at is more %or*a!e) easy to pace and #inis'

•

7ig' compressi&e and #exura strengt'

A-1

e t e r c n o C C B A


DISCUSSIONS AND REFERENCES

The following appendices discuss issues to be considered when developing project specifications as well as definitions and a list of documents referenced in these guidelines.


APPENDIX B PERFORMANCE AND CODE CONSIDERATIONS FOR MIX DESIGNS

This appendix provides a summary of concrete performance and code issues that the engineer may consider when developing the construction documents. A. Appearance The appearance of concrete is affected by finishing practices, form materials, cementitious material types and amounts (i.e. such as white or grey cement, slag, fly ash and silica fume, the incorporation of color pigments, and curing practices. Aggregate color and uniformity may be a concern if the aggregate will be exposed. !here appearance and uniformity of color is important the architect should be involved in editing the concrete specifications and these issues should be discussed at a pre-placement conference. The construction and approval of test panels may be re"uired when specific appearances are desired. !hen consistency of finish is important consider re"uiring new test panels when changes are made to the source of materials. The need to provide uniformity in materials should be made explicitly clear to the contractor. !hen a test panel is re"uired to verify appearance characteristics it supplements the mix design review submittal. B. !or#ability and $lacement The concrete mix needs to be of a consistency such that it can be placed by the intended methods, properly consolidated to prevent voids and segregation, and provided with the desired finish. $lacement is influenced by the form geometry, the amount and location of reinforcing steel, and the concrete properties such as aggregate si%e, aggregate gradation, and slump. The common strategy is to give the contractor sufficient control over the details of the mix design to ensure proper placement. !hen the contractor is given the responsibility to proportion the concrete mix the engineer must ma#e sure that he&she has not imposed constraints on the mix that create difficulties. 'ome potential constraints that could cause problems are large maximum aggregate si%es, maximum slumps that are too low, or not allowing the use of high range water-reducers (super plastici%ers or self-consolidating concrete. The need to control concrete temperature in mass concrete or during hot and cold weather will often necessitate changes in the mix design. !hen temperature control is important the use of fly ash, ice or chilled water, and the type of cementitious material are often adusted.

B-1


!hen the control of temperature is critical the contractor should be re"uired to submit a placement and temperature control plan. 'uch plans may include provisions for heating or cooling the concrete, the incorporation of suitable amounts of supplementary cementitious materials, monitoring temperature differentials and protecting the concrete for ex tended periods of time. !hile there is considerable overlap between the temperature control plan and concrete mix designs, these guidelines do not offer additional guidance regarding the review of such plans. *ix design weights of aggregate and water are reported based on aggregates in saturated surface dry condition (''+ and thus at time of batching the weights must be adusted for the actual aggregate moisture condition. . +urability The durability re"uirements of hapter  of A /10 may impose limitations on the types and amounts of cementitious materials, water-cementitious material ratio (w&cm, free%e-thaw resistance, and permeability or corrosion resistance. +. conomic oncrete mix proportioning decisions, li#e all design decisions, are strongly influenced by economic considerations. These economic concerns can include life cycle cost, initial cost and schedule, and the impact on liability exposure. There may be no one right answer and the appropriate decision will often be driven by proect specific considerations. A general strategy is to specify only what is needed, do not deviate from standard practice unless there is a real need, specify generically when possible, and focus on specifying performance obectives as opposed to specifying prescriptively. This strategy promotes competition by allowing the contractor to ma#e use of his special expertise to control proect costs. . 'hrin#age f concrete shrin#age is a concern, two common strategies are to re"uire the concrete mix to meet specific shrin#age limits or to indirectly control the shrin#age by placing limits on the mix design and the materials used. 'etting specific shrin#age limits is attractive but because of proect time constraints and the lac# of historical shrin#age data for many mix designs this is often not feasible. t is recommended that the specifier adopt one of the strategies and not use both approaches for the same concrete mix design. !hen selecting the strategy to control drying shrin#age it is important to have realistic expectations regarding the impact of the expected shrin#age, cost, and schedule impact. At times concrete drying shrin#age may not be a maor concern depending on the building configuration or the amount of reinforcing steel used in the sections. !ithout restraint, concrete B-)


can shrin# without crac#ing and with enough reinforcing steel the crac#s may be small enough that they will not create problems. !hen evaluating the impact of drying shrin#age it is important to consider the se"uence of construction and the rate of shrin#age. 'hrin#age is not linear with respect to time and little shrin#age will occur in the first several wee#s. Thus pour oints that cannot be left open for several months may not have a significant impact on reducing shrin#age crac#ing. The point is that it may not be necessary to pay a premium for low shrin#age concrete if the building configuration does not provide restraint or if the reinforcing levels are high enough that crac# si%es will be acceptably small. !hen there are no shrin#age test results for the proposed concrete mix new tests would need to be performed. The time needed to perform the necessary tests may not be compatible with the proect schedule. Thus this issue should be considered during design. This problem is aggravated by the tendency of contractors to not worry about concrete submittals until shortly before concrete is to be delivered to the ob site, reducing the time available for testing. !hen drying shrin#age limits are specified it is recommended to not also specify specific aggregate sources and other material properties to try to limit shrin#age since this would limit the supplier2s options. The specifications should re"uire that shrin#age test results be included with the mix design submittal. 'hrin#age testing should be performed upon laboratory trial batches. 'pecifying field shrin#age results are not appropriate because of the high variability of the initial curing conditions. n addition if higher than expected field shrin#age values are reported there are often no satisfactory options to correct the field conditions. A'T* 134 notes that the drying shrin#age test is intended as a laboratory test and that specimens cast in the field may exhibit up to twice the shrin#age of laboratory prepared specimens. oncrete shrin#age is influenced by many factors with the maor contributors being the volume of cement paste and amount of water, followed by aggregate properties. 5or common structural concrete mixes the contribution from the paste volume is relatively constant. The amount of water needed is primarily driven by the aggregate si%e, particle shape, aggregate characteristics and combined aggregate gradation. 6ther factors impacting the water demand for a mixture include supplementary cementitious materials and admixtures. 6nce the amounts of water and cementitious materials have been determined further reductions can be obtained by the use of low shrin#age aggregate and shrin#age reducing admixtures. The mineralogical character of the aggregates (i.e. stiffness and adsorption has a significant impact upon the total drying shrin#age. n a region where the aggregates have differing geologic characteristics there can be significant differences between aggregate sources. The cost of out of mar#et low shrin#age aggregates, specific aggregate sources, or the use of shrin#age reducing admixtures can be substantial and can significantly affect the economics of a B-/


proect. t is suggested that specifying a specific aggregate source be avoided unles s the specifier has intimate #nowledge of the materials, availability, and associated economics in the proect area. 'ome of the historically low shrin#age aggregate sources may no longer be available or their characteristics may have changed because the aggregate from a specific pit may not have the same properties as the aggregate tested years ago. The fact that a particular concrete plant may not have access to specific aggregate sources may ma#e it impractical or difficult to utili%e a specific aggregate source. oncrete shrin#age reducing admixtures reduce the effects of drying shrin#age by reducing the surface tension of the water in the concrete pores. The surface tension of the water in the concrete pores pulling the pores together is a significant factor in drying shrin#age. 5. Architectural onsiderations ncreasingly concrete mix properties are driven by architectural considerations in addition to the physical properties discussed above. A common issue is the need to accommodate flooring or roofing materials. The focus on flooring materials applied to concrete is driven by a heightened awareness of moisture transmission and the fact that currently available adhesives are not as effective as the products used in the past. n response to these concerns flooring manufacturers and others have imposed criteria on the w&cm ratio of the concrete mix. Thus it is important to consult with the architect to understand what these limits are. n addition to controlling the w&cm ratio the use of admixtures to reduce the flow of moisture through the concrete and the evaporation of moisture from the concrete may be considered. n addition to structural or appearance considerations concrete admixtures have been developed that improve the electrical conductivity of concrete and others that cause air pollutants to precipitate out of the air. 7. 'ustainability 'ustainability considerations are becoming more prominent in concrete construction. 'ome of the strategies that are used to reduce the environmental impacts and improve sustainability include8 •

•

•

The use of the thermal mass of concrete to minimi%e temperature variations and thus the need to heat and cool the building. The use of exposed concrete as the building finish, thus eliminating the need to add other finish systems. The use of slag or white cement to improve reflectivity and reduce lighting re"uirements. mproved solar reflectance reduces the heat load and can help to mitigate heat island effects.

B-


•

•

•

•

The use of photocatylitic cement on exterior surfaces to remove nitrogen oxides and other atmospheric pollutants. 9educing the amount of cement to reduce the amount of carbon in the atmosphere generated by cement production. The use of slag, fly ash and other po%%olans to utili%e what would otherwise be considered a waste product and to reduce the amount of cement re"uired. 9eusing crushed concrete or reclaimed aggregate as a portion of the aggregate in concrete mixes.

The alifornia 7reen Building 'tandards ode (:A;7reen< includes provisions that re"uire evidence of percentage reduction in concrete usage, the use of supplementary cementitious materials, and the use of recycled concrete as aggregate. 9eference A;7reen 'ections A.=/.), A.=3./, A3.=3., and A3.=3.3. +ocumenting conformance with A;7reen 'ection A.=/.) can be difficult since it re"uires )=> or )3> reduction in cement usage. The "uestion is how to measure this reduction in cement usage. 6ne could show that )3> 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 design without fly ash or slag but that would re"uire the development of another mix design with historical test data to ustify the design.

B-3


APPENDIX C SPECIFICATIONS 1

Approaches to Specifying Concrete

The approach to specifying concrete has evolved over the years. In the 1970’s concrete was essentially coposed of coarse aggregate! sand! ceent! and water. In that era it was coon for the engineer to specify the so"rces of aggregate! aggregate gradations! n"#er of sac$s of ceent! and a%i" sl"p in addition to the concrete strength. The prescriptive approach to specifying concrete in the 1970’s wor$ed when the concrete strength 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 of aterials 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 $si! high re#ar congestion is coon! greater attention is paid to d"ra#ility and environental e%pos"res! energy and environental concerns drive decisions! aterial so"rces are constantly changing! and where litigation is coon. As a res"lt of these c"rrent practices concrete specifications foc"s ore on the desired end res"lt! leaving it to the concrete s"pplier and contractor to develop the i% design and to worry a#o"t wor$a#ility and placeent iss"es. In response to these press"res and the need to $eep their prices down the 'ational (eady )i%ed Concrete Association *'()CA+ la"nched the ,, Initiative to proote a shift to perforance #ased concrete specifications. As a res"lt of this initiative the (eady )i%ed Concrete (esearch and d"cation /o"ndation has developed g"idelines for the perforance specification of concrete. This initiative is a wor$ in progress. ,erforance-#ased specification of concrete is attractive to engineers #eca"se while they $now the desired perforance characteristics ost engineers do not have e%pertise with concrete i% design. In addition perforance-#ased specifications res"lt in the contractor #eing responsi#le for the cost of resolving the pro#le if the concrete does not eet the perforance o#ectives. As a res"lt these g"idelines reflect a #ias in favor of perforance-#ased concrete specifications. In an attept to iniie the wor$ in specifying concrete i% designs individ"als will often state that the i% design sho"ld coply with the #"ilding code. The introd"ction of ACI 213 states 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 in concrete specifications. The specifier can then decide what iss"es are relevant for the c"rrent proect. It is not the intent of this appendi% to esta#lish technical criteria that is appropriate for partic"lar proects.

C-1


In response to the growing tendency to specify perforance re4"ireents ACI has prod"ced IT5-3(-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 the inforation will #e located. This is followed #y a disc"ssion of the technical content norally addressed in the proect specifications. This disc"ssion of the technical content first disc"sses what 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"ded in the i% design. 6rganiation of Inforation Constr"ction doc"ents incl"de the drawings and the specifications. The drawings identify ele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 of connections. Th"s the drawings will help define where the different i% designs will #e "sed. The specifications define re4"ireents for aterials! wor$anship! and 4"ality ass"rance proced"res! incl"ding s"#ittals for i% designs. It is iportant that the inforation shown in the specifications and on the drawings #e coordinated so as not to create conflicts. Any i% design re4"ireents that are intended to #e enforced need to #e stated on the constr"ction doc"ents! either on the drawings or in the specifications. here there are 5eneral 'otes #"t no specifications special care sho"ld #e e%ercised to verify that the notes incl"de all of the re4"ireents that will #e enforced. Siilarly the constr"ction doc"ents sho"ld not incl"de provisions that the designers are not willing to enforce. The separation #etween drawings and specifications is not a#sol"te. A coon e%aple of this is when a ta#le is incl"ded in the drawings that correlates the type of concrete i% "sed for different portions of the wor$ and indicates the i% design properties that are specific to each i%. This approach can a$e it easier to coordinate the drawings and specifications #"t it is iportant to a$e s"re that inforation incl"ded on the drawings does not conflict with the infor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$age. The technical specifications are divided into sections descri#ing different types of wor$. 6n soe proects there ay #e several specification sections that define concrete i%es. Soe coon e%aples incl"de site concrete specified #y the proect civil engineer and landscaping concrete specified #y the landscape architect in addition to the #"ilding concrete specified #y the str"ct"ral engineer. hen there are "ltiple specification sections specifying concrete it is iportant that there is a coon "nderstanding of who is reviewing which i% design.

C-


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 concrete that will #e visi#le in the copleted str"ct"re it ay #e appropriate to coordinate the re4"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"res and the handling of s"#stit"tions. The i% design reviewer sho"ld #e failiar with these specification 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 aterials wo"ld #e specified. ,A(T  - ,rod"cts is where the i% design re4"ireents and the aterial specifications are 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 specifications along with inforation to help the engineer deterine what to specify. 8ey iss"es are identified and references to reso"rces are provided #"t it is not the intent to provide specific recoendations on aterial properties or what sho"ld #e specified. (eferences that the engineer ay find "sef"l incl"de • •

A.

ACI Manual of Concrete Practice Guide to Improving Specifications for Ready Mixed Concrete! '()CA ,"#lication ,002 S"#ittal (e4"ireents The specifications need to spell o"t the contents of the s"#ittal in detail since there is no code re4"ireent that the i% designs #e s"#itted for review nor that it #e reviewed #y the engineer of record. Typically these re4"ireents are listed in ,A(T 1 of the specifications. C-2


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 review then 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% design s"#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.

&.

=.

'oinal a%i" aggregate sie and co#ined aggregate gradation *percent passing on every sieve sie+.

>.

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 and copliance with the proect specifications.

12.

)ill analysis for s"ppleentary ceentitio"s aterials *incl"ding fl y ash and slag ceent+ and aggregates fro the an"fact"rer.

1&.

Certification #y the an"fact"rers that the adi%t"res confor to specified standards.

1=.

hether i% is appropriate for p"ping.

1>.

Theral control plan. hile this ay #e considered a separate s"#ittal it sho"ld #e reviewed in con"nction with the i% design s"#ittal.

)aterial Certificates and ,rod"ct :ata

specification re4"ireents they need not #e provided for review. There is no need for 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 or added ass"rance. It is not feasi#le for the aggregate and ceentitio"s aterial s"ppliers to provide aterial 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"ally represent 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 protection against "nanticipated changes in the aterial so"rces. Soeties concrete i% design s"#ittals will incl"de )aterial Safety :ata Sheets *)S:S+ for the aterials in the i%. )S:S doc"ent the potential environ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 itigate these 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 $eep the on file on the o# site. Soe owners ay re4"ire that the )S:S #e s"#itted to the. ?owever! #eca"se )S:S sheets do not pertain to the perforance of the concrete and are o"tside of the scope of the str"ct"ral engineer’s wor$ the engineer is not responsi#le for reviewing 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"rer’s (ecoendations and Instr"ctions In general an"fact"rer’s recoendations and instr"ctions are not reviewed #y the design professionals #eca"se they are part of the contractor’s 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 a shop 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+ or 6S?,: *hospitals+ the following re4"ireents sho"ld #e addressed in the specifications •

CBC Section 1902A.2 re4"ires the reporting of the percentage of total ce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 than oderate ao"nts of slag ceent or fly ash are "sed! then the i% design C-=


"st #e validated #ased on field e%perience or trial i%t"res. This liitation does 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 deviations fro aggregate sie liitations. This section also re4"ires the testing for reactivity "sing AST) C39 if new aggregate so"rces are "sed or if pro#les have #een reported. It is not clear how the engineer can deterine if this is a new so"rce for the agency or if the agency #elieves pro#les have #een reported.

•

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 is o#ective it is not clear what additional constraints that the registered engineer is 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 drawings with 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 at which the strength is re4"ired. /or e%aple! it ight #e 2 da ys 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 strength e%pectations and avoid specifying high early strength for ?/A applications. A higher concrete copressive strength than re4"ired to carry the loads ay #e re4"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 also ipact the ini" concrete strength specified. C->


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 standard deviation and concrete strength #e no ore than 1 onths old. This creates sit"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"ired average 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 this change 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 to design for higher target concrete strengths. The engineer is often liited in his or her a#ility to copel that the res"lts fro the owner’s testing la#oratory #e provided directly to the concrete s"pplier #eca"se all co"nication to the contractor and his s"ppliers are typically thro"gh the contractor. 6ne approach to this is to re4"ire evidence of copliance to AST) C9& which re4"ires that the test 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ately 1&= pcf. hen light weight or heavy weight concrete is specified it is necessary to 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 light weight concrete ay #e reported as the calc"lated density! oven dry density or air dried 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 fire rating *light weight+! radiation shielding *heavy weight+! str"ct"ral weight! or capacity of e#ers.
2.

)a%i" Aggregate Sie )a%i" aggregate sie needs to #e coordinated with the specified concrete cover and the re#ar congestion. The code liitations on a%i" aggregate sie are specified in ACI 213 Section 2.2.. It needs to #e appreciated that soe concrete s"ppliers will have different aggregate gradations and th"s ay not have e%actly the a%i" sie specified. C-7


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 the concrete! 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 for each i% design with the "nderstanding that if the sl"p varies #y ore than that the tolerance the #atch will #e reected. If the sl"p tolerance is not e%plicitly stated in the specifications the tolerance will #e defined #y AST) C9& if it is referenced. '()CA s"ggests that the engineer sho"ld stop specifying sl"p #eca"se the sl"p liit ight res"lt in a i% design that will #e hard to place. This concern is addressed when the contractor is re4"ired to specify a target sl"p which wo"ld #e "sed to reect i%es when the field sl"p is not within tolerance of the target val"e. hen concrete did not have adi%t"res s"ch as s"per-plasticiers! sl"p was a good indication of the ao"nt of water in the concrete i%. This is not the case with odern day concrete i%es! #"t sl"p is still a good indicator of the consistency 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 than eight 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 is defined #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 the specifications 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 concrete is 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. ater ce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 all ceentitio"s aterials. (efer to the definition in Appendi% .

C-3


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 the f’c specified will #e reasona#ly consistent with the specified w;c. ACI 213 Section &.1. notes that code w;c a%i"s do not apply to light weight concrete! #"t #eca"se of the concerns a#o"t the drying of concrete with flooring adhesives applied it is pro#a#ly still appropriate to specify a w;c for light weight concrete. >.

0D #y weight of Class / fly ash. Slag ceent has #een "sed at a replaceent of &0 to =0 percent #y weight and ay #e "sed "p to 30 D for ass concrete. In severe freee thaw conditions ACI 213 liits the a%i" ao"nt of SC)s. The ao"nt and type of SC)s "sed can significantly affect setting tie! s"scepti#ility to plastic shrin$age crac$ing! rate of strength developent! heat of hydration! and proect s"staina#ility goals. In addition the "se of poolans ay ipact the concrete finish especially for trowelled sla#s. ,CA’s Design and Control of Concrete Mixtures incl"des an e%cellent disc"ssion of SC)s.

7.

:"ra#ility (e4"ireents ACI 213 Sections &. and &.2 specifies d"ra#ility re4"ireents for several e%pos"re classes. These re4"ireents can #e addressed in the specifications #y either specifying the e%pos"re classes and re4"iring the contractor to develop i% designs that satisfies the specific code re4"ireents or #y specifying the specific paraeters applica#le for each concrete i%. Concrete s"ppliers prefer the second approach. There are tradeoffs #"t whatever approach is selected it is necessary to verify that all of the code iss"es have #een addressed in a anner so that it is clear what the contractor sho"ld do. C-9


hen the engineer specifies the specific paraeters! as opposed to having the contractor 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 a y effectively 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 geotechnical engineer. 3.

Aggregate (eactivity (elated to d"ra#ility is the concern a#o"t Al$ali-Silica (eactivity *AS(+ which has to do with the cheical interaction #etween the silica fro the aggregate and the al$alis fro the ceent. 6ften the specifications will re4"ire that when aggregates are tested for AS( that the res"lts #e innoc"o"s. hen the contractor is allowed to "se potentially reactive aggregates the specifications sho"ld a$e it clear that the contractor has the 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 of innoc"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"s aggregates ay #e provided with data fro AST) C1=>7! which is referenced fro 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"iring co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"s applications. The ao"nt of chloride ions can #e o#tained #y testing individ"al concrete ingredients and #ased on the proportions of the ingredients calc"lating total ion content. Alternately it is accepta#le to test saples of hardened concrete to find the total ion content.

C-10


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 for conventionally reinforced concrete. )i%t"res containing these sands ay also coply with re4"ireents for post-tensioned and prestressed concrete! altho"gh co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 overall chloride liits are specified it is coon practice to specify that accelerators not contain calci" chloride. 10.

Shrin$age
11.

,ercentage of Air ntrainent hen air content is re4"ired #y ACI 213 the ao"nt is defined in Ta#le &.&.1. Soeties contractors will prefer the "se of air entrainent to a$e the concrete easier to place. Indicate the percentage of air entrainent re4"ired at the point of deposit. The air content at the point of deposit can differ significantly fro the air content at the tr"c$. Indicate if the contractor is allowed to "se air entrainent when not otherwise re4"ired. hen i%es "se fly ash it ay #e diffic"lt to prod"ce consistent air content. Air entrainent for sla#s that are to have a steel trowelled finish can res"lt in #listering or delaination if not finished properly. C-11


1.

Adi%t"res The specifications need to #e clear what adi%t"res are andatory for specific i%es and which can #e "sed at the contractor’s 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 "ltiple an"fact"rers. ngineers typically do not have the e%pertise to deterine whether one adi%t"re is s"perior to another if #oth coply with the specified standard or if 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 the AST) standard or was incopati#le with other adi%t"re the contractor wo"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"res coonly listed in specifications are no longer availa#le.

In general the dosage rates will #e selected #y the individ"al designing the concrete i%. The dosage rate for adi%t"res sho"ld #e in accordance with the an"fact"rer’s 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 appropriate for 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 to specialty 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 the accepta#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. 'o distinction is ade #etween the several ceentitio"s aterials listed in Section 2..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

C-1


ceentitio"s aterials. AST) C1=0 is no longer the only type of ceent specified. AST) C1=0 is the standard specification for portland ceent. There are = #asic ceent types defined in this standard. Type I is the least restrictive! for "se when the special properties specified for the other types are not re4"ired. Type II is designed for general "se and has oderate s"lfate resistance properties. Type III is siilar to Type I #"t is an"fact"red differently to prod"ce high early strength concrete. Type I is "sed for ass concrete where the rate and ao"nt of heat generated #y hydration needs to #e iniied. Type  is siilar to Type II #"t has a higher resistance to s"lfates. Ceents that are designated with "ltiple types! s"ch as Type II;! eet the specifications of #oth types and can #e "sed when 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ents for Type I ceent. AST) C=9= specifies hydra"lic ceent created #y #lending portland ceent with one 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 #lended ceents. AST) C=9= and C11=7! as well as C1=0! are the referenced standards for #lended and portland ceent in the vol"ntary CA<5reen Section A=.&0=.=. It is s"ggested that the specifications not liit which ceentitio"s aterials can #e "sed "nless there are specific technical or other constraints. /or e%aple if e%pansive ceent is needed AST) C3&= can #e specified. .

S"ppleentary Ceentitio"s )aterials *SC)s+ The types of SC)s that will #e allowed and the corresponding standards sho"ld #e listed. The norally availa#le SC)s incl"de Class / fly ash! slag ceent! silica f"e! and eta$aolin *a type of Class ' fly ash+. SC)s ay #e incorporated singly with ceent *a #inary #lend+! or in co#ination with another SC)! a ternary #lend. Soe ceent an"fact"rers prod"ce #lended ceent that incorporates the SC) in the ceent *i.e. Type I-, ceent+. hen this is done the total ao"nt of SC) wo"ld incl"de #oth the SC) added and the SC) incorporated in the ceent. The type of fly ash */ or C+ is deterined #y the type of coal "sed and firing conditions at a specific power plant. There are no plants prod"cing Class C fly ash s"pplying the California ar$et. Th"s Class C fly ash is not coonly availa#le in California.

2.

/ine Aggregate *sand+ C-12


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 is a severe test and any aggregates that have a satisfactory record of perforance fail it. A odification of AST) C1>0! AST) C1=>7 is "sed to deterine the appropriate itigation for potential AS(. The specifications sho"ld a$e it clear what tests shall or can #e "sed to eval"ate reactivity. Soe proect specifications ay incl"de a re4"ireent for sand e4"ivalent of the fine aggregate. This is a cleanliness test "sing Caltrans Test )ethod 17. Caltrans re4"ires a ini" sand e4"ivalent val"e of 71. Caltrans Test )ethod 17 provides the proced"re for eas"ring the relative proportions of detriental fine d"st or clay-li$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"st or 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! either AST) 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 on aggregate reactivity in AST) C22 Appendi% E1. AST) C22 provides for several ethods to eval"ate an aggregate for potential al$ali-silica reactivity incl"ding AST) C1>0 and AST) C192. AST) C1>0 is a 1> day test whereas AST) C192 is a one year test. AST) C1>0 is a severe test and any aggregates that have a satisfactory record of perforance fail it. A odification of AST) C1>0! AST) C1=>7 is "sed to deterine the appropriate itigation for potential AS(. The specifications sho"ld a$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 coarse aggregate. This is eval"ated "sing Caltrans Test )ethod 7. Caltrans re4"ires a ini" cleanness val"e of 71. Caltrans Test )ethod 7 provides an indication of the relative proportions of clay-sied aterial clinging to coarse aggregates or screenings and is represented as a "nitless n"#er. The higher the n"#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 types of light weight aggregates provided. There is evidence that concrete ade with soe types of p"ice aggregate can have lower shear strengths than acco"nted C-1&




for #y the red"ction factors in Section 3.>.1 of ACI 213. This concern can #e addressed #y either prohi#iting the "se of p"ice aggregate or #y specifying a ini" splitting tensile strength.
ater )i% water ay consist of "nicipal water! well water! recycled or reclaied water! or a co#ination. It was once ass"ed that i% water sho"ld #e @pota#le tho"gh this is no longer the case and specifications sho"ld not re4"ire the "se of pota#le water. ACI 213 Section 2.& defines the criterion for i% water to #e AST) C1>0. This criterion is also stated in AST) C9&. AST) C1>0 has optional liits on s"lfates! chlorides! al$alis! and total solids that can #e specified if appropriate. These optional liits are seldo specified.

>.

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+! s hrin$age red"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 in Section 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"res when "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 #ased on a concern that the defa"lt shear stress red"ctions were #ased on stronger lightweight aggregates and ay not #e appropriate 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ect B9>-29& and #y @?igh Strength 'at"ral
C-1=


Special Considerations give g"idance on the "se of C
C-1>


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$$roach is that the o(er the standard deviation is the ess overdesign is required. !he use of aborator" tria batch resuts requires an overdesign that is usua" significant" higher than that based u$on the strength histor". )hen the strength test records or tria batches required b" Section 5.3 are not avaiabe Section 5.* ao(s for the use of concrete $ro$ortioned based on other e+$erience or information if a higher target strength is used. ,ecause the use of this o$tion (i be de$endent on the $articuar circumstances of the $roect and the information avaiabe these guideines are not in a $osition to $rovide an" guidance on the use of this o$tion. ,ecause of the uncertaint" associated (ith this a$$roach some $roect s$ecifications do not ao( this o$tion. ACI 318 Section 5.5 gives $ermission to reduce the amount b" (hich the test data must e+ceed the s$ecified com$ression strength as a resut of data obtained during construction thus ao(ing the 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 the mi+ design can be quaified based on fied strength test resuts or (hether the resuts from a series of tria mi+tures are required. &ied strength test resuts can be used if there are at east 10 consecutive tests for mi+tures using simiar materias under simiar conditions. If this condition is 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 the required 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 10 consecutive tests. In order to quaif" as consecutive tests the fied strength test records must have been $erformed over a $eriod of at east *5 da"s and have been based on simiar concrete mi+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 is not more restrictive than the mi+ under consideration. &or e+am$e a mi+ having a (cm ratio D-1


of 0.55 coud be used to su$$ort a mi+ (ith a (cm ratio of 0.50 if the materias and $ro$ortions are simiar. Simiar" a 5 sac# mi+ can be used to su$$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$$ort a 156 f" ash mi+ as ong as the (cm ratio is the same or higher since the 206 f" ash mi+ (oud be e+$ected to $roduce a o(er strength than the $ro$osed mi+. Simiar mi+es shoud have the same ma+imum aggregate si%e and simiar gradations. !he conce$t of simiar materias is not cear" defined and is subect to inter$retation. 7bvious" the use of the same source of materias cement f" ash aggregates and t"$es of admi+tures t"$es not brands99 com$ies but this is not a requirement. :o( cose the materias and mi+ $ro$ortions of simiar mi+ designs have to be is a udgment ca. !he read" mi+ $roducer bears most of the ris# if the mi+ does not $erform thus norma $ractice is to give the su$$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$$ro$riate to request information on the simiar mi+es. !his (i ma#e it $ossibe to verif" (hether a mi+ design quaifies as a simiar mi+. If satisfactor" test records are not avaiabe then tria mi+tures are needed 'eference Section 5.3.3.2 of ACI 3189. !his requires muti$e aborator" tria batches (ith a range of $ro$ortions that (oud $roduce a range of strengths that brac#et the required com$ressive strengths. !he commentar" in ACI 318 ma#es it cear that (hen muti$e t"$es of cementitious materias are used more tria batches are needed to e+$ore the sensitivit" of com$ressive strength to variations in mi+ture $ro$ortions. !he number of tria batches is not e+$icit" defined. !he requirements for quaification b" tria batches have changed in ACI 318-08 and it is not cear that a of the concrete su$$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 the requirements for quaification b" tria batches. ACI 318 Section 5.*.1 ao(s the design $rofessiona to ao( the use of the mi+ (hen strength is ustified based on other ;e+$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 is submitted (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, concrete aggregates, and other material used in or with hydraulic cement concrete and is based on ASTM C12-!"# $or other common definitions refer to Chapter 2 of AC% &1' and Section 2#2 of the C(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 bod y resulting from the penetration of a li*uid into its permeable pores# admixtur, n - a material other than water, aggregates, hydraulic cementitious material, and fiber reinforcement that is used as an ingredient of a cementitious mi+ture to modify its freshly mi+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 strength de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+ed mortar or concrete without increasing the water co ntent or that maintains the slump with a reduced amount of water due to factors other than air entrainment# water-reducing admixture, high-range, n - a water-reducing admi+ture capable of producing at least 12  reduction of water content when tested in accordance with ASTM C./. and meeting 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, E-1


diatomaceous shale, perlite, ermiculite, or slag) and end products of coal or coe combustion# normal-density aggregate, n - aggregate that is neither high nor low density with bul density & & typically 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 pore space 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 and aluminosilicates of calcium and other bases, which is deeloped in a molten condition simultaneously with iron in a blast furnace# bu%( dnsit), n - of aggregate, the mass of a unit olume of bul aggregate material 4the unit olume 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 is capable of doing so under water# past, "mnt, n - the binder in a cementitious mi+ture composed of hydraulic cementitious material and water that may also contain admi+tures) when part of concrete or mortar, it includes the material from aggregates finer than 0o# 2!! siee# "mntitious matria% (hydraulic), n - an inorganic material or a mi+ture of inorganic materials that sets and deelops strength by chemical reaction with water by formation of hydrates and is capable of doing so under water# Cementitious material includes supplementary cementitious materials# "%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 of aggregate) 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#

E-2


"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 for mechanical 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!*t5# 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 or compressed 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 fresh cementitious mi+ture# 'innss modu%us, n - of aggregate, a factor obtained by adding the percentages of material in the 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#, 112-in#, &-in#, 8-in# '%) as*, n - the finely diided residue that results from the combustion of ground or powdered coal and that is transported by flue gases from the combustion 9one to the particle remoal system#

hydraulic cement - see "mnt, *)drau%i" # maximum si (of aggregate), n - in specifications for, or description of aggregate, the smallest sie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 of fibers5 occupying the space between coarse aggregate particles#

E-&


nomina% maximum si (of aggregate), n - in specifications for, or description of aggregate, the smallest 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 no cementitious alue but will, in finely diided form and in the presence of moisture, chemically react with calcium hydro+ide at ordinary temperatures to form compounds possessing cementitious 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 without additions 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 processing of completely friable sandstone# s!r!ation, n - the unintentional separation of the constituents of concrete or particles of an aggregate, 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 s ilicon or ferro-silicon alloys 4also nown as condensed silica fume and microsilica5# s%ump, n - :eference AC% &1' Section #&# ;A measure of the consistency in the mi+#
E-.


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 is characteristically 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 the aggregates, 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 only cementitious material is portland cement# +atr&"mntitious matria% ratio, n - the ratio of the mass of water, e+clusie only of that absorbed by the aggregates, to the mass of cementitious material 4hydraulic5 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 freshly mi+ed *uantity of concrete with minimum loss of homogeneity#

E-


APPENDIX

F

REFERENCE DOCUMENTS ASTM REFERENCES: C33, Standard Specification for Concrete Aggregates: This specification defines the

requirements for coarse and fine aggregate used in normal weight concrete. Light weight aggregate is not covered in C33; it is instead covered in AT! C33". C94, Standard Specification for Ready-Mixed Concrete: This standard contains the

specification 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 compressive

strength of h#draulic cement mortars% using &-in. or '("-mm) cu*e specimens. C125, Standard Terminology Relating to Concrete and Concrete Aggregates: This standard is

a 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 standard

specification 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 method

covers determination of the autoclave e$pansion of h#draulic cement. C157, Standard Test Method for +ength Change of Hardened Hydraulic-Cement Mortar and Concrete: This test method covers the determination of the length changes in h#draulic cement

mortar 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 method

covers 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: These

test methods determine the time of setting of h#draulic cement *# means of the icat needle.

F-1


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 al0ali

reactivit# of aggregate *# testing the reaction of the aggregate to a chemical solution. C295, Standard 2uide for )etrographic *xamination of Aggregates for Concrete: This guide

outlines procedures for the petrographic e$amination of materials used for concrete aggregates. C330, Standard Specification for +ight3eight Aggregates for Structural Concrete: This

specification 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': This

test 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 of structural 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*i nation 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 Use in 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 covers

h#draulic cements that e$pand during the earl# hardening period after setting. C989, Standard Specification for Slag Cement for Use in Concrete and Mortars: This

specification covers three strength grades of slag cement for use as a cementitious material in concrete 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 using

h#draulic cement% of which sulfate is an integral part. C1157, Standard )erformance Specification for Hydraulic Cement 2 This standard contains the

performance specification for h#draulic cements. t is related to h#draulic cement standards C1(" and C(,(. F-&


C1260, Standard Test Method for )otential Al1ali Reactivity of Aggregates (Mortar-8ar Method': This test method covers the determination of the potential for deleterious al0ali-silica

reaction of aggregate using mortar *ars. C1293, Standard Test Method for 7etermination of +ength Change of Concrete 7ue to Al1ali-Silica Reaction2 This test method covers the determination of the suscepti*ilit# for

e$pansive al0ali-silica reaction of an aggregate or com*ination of an aggregate with poolan or slag. The determination is *# measurement of length change of concrete prisms. C1567, Standard Test Method for 7etermining the )otential Al1ali-Silica Reactivity of Com&inations of Cementitious Materials and Aggregate (Accelerated Mortar-8ar Method'

This test method covers the determination of the potential for deleterious al0ali-silica reaction of com*inations of cementitious materials and aggregate in mortar *ars. t is a modification to the test method outlined in C1&" and is used to determine mitigation measures. C1602, Standard Specification for Mixing ,ater Used in the )roduction of Hydraulic Cement Concrete: This specification covers the compositional and performance requirements for water

used as mi$ing water in h#draulic cement concrete. ACI REFERENCES: ACI 301, Specifications for Structural Concrete: This document covers general construction

requirements for cast-in-place structural concrete and s la*s-on-ground. ACI 318, 8uilding Code Reuirements for Structural Concrete and Commentary The

/uilding Code 4equirements for tructural Concrete 56Code78 covers the materials% design% and construction of structural concrete used in *uildings and where applica*le in non-*uilding structures. ACI 555, Removal and Reuse of Hardened Concrete: This report presents information on

removal and reuse of hardened concrete. Calta!" REFERENCES: Calta!" T#"t M#t$%& 217, Method of Test for Sand *uivalent : This test method provides the

procedure for measuring the relative proportions of detrimental fine dust or cla#-li0e material in soil or fine aggregates. Calta!" T#"t M#t$%& 227: Method of Test for *valuating Cleanness of Coarse Aggregate:

The cleanness test provides an indication of the relative proportions of cla#-sied material clinging to coarse aggregates or screenings.

F-3

Guidelines for Reviewing Concrete Mix Designs

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