332-08 code requirements for residential concrete and ...dl.mycivil.ir/dozanani/aci/aci 332-08 code...

ACI 332-08

Reported by ACI Committee 332

Code Requirements for ResidentialConcrete and Commentary

An ACI Standard

Code Requirements for Residential Concreteand Commentary

First PrintingJune 2008

ISBN 978-0-87031-267-0

American Concrete Institute®

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An ACI Standard

Reported by ACI Committee 332

ACI 332-08

Brent D. Anderson Thomas L. Carter Said Iravani T. George Muste

Robert B. Anderson Michael W. Cook Raj K. Jalla Royce J. Rhoads

William L. Arent Jerry D. Coombs Kirby Justesen James Rogers

Joseph S. Balik Barry A. Descheneaux Tarek S. Khan J. Edward Sauter

Robert T. Bartley Nader R. Elhajj Richard Kinchen Robert E. Sculthorpe

Claude J. Bergeron Robert L. Henry Joseph Knarich Michael H. Weber

Glen E. Bollin Barry Herbert Lionel A. Lemay Kevin D. Wolf

Kenneth B. Bondy Scott R. Humphreys Warren E. McPherson, Jr. Carla V. Yland

Morris “Skip” HuffmanChair

James R. Baty, IISecretary

The code portion of this document covers the design and construction ofcast-in-place concrete one- and two-family dwellings and multiple single-family dwellings (townhouses), and their accessory structures.

Among the subjects covered are the design and construction requirementsfor plain and reinforced concrete footings, foundation walls, and slabs-on-ground, and requirements for concrete, reinforcement, forms, and otherrelated materials.

The quality and testing of materials used in this document are coveredby reference to the appropriate ASTM standards.

The code is written in a format that allows adoption by reference in ageneral building code without change to its language. Background detailsor suggestions for carrying out the requirements or intent of the codeportion are not included. The commentary is provided for this purpose. Thecommentary discusses some of the considerations of the committee indeveloping the code portion with emphasis given to the explanation ofprovisions that may be unfamiliar to code users or where significant departureexists from other concrete codes. Commentary provisions begin with an“R,” such as “R1.1.1,” and are shown in italics.

References to relevant resource documents are cited for the user whodesires to study individual issues in greater detail.

Keywords: admixtures; aggregates; air entrainment; anchorage (structural);backfill; building codes; calcium chloride; cements; cold weather construc-tion; compressive strength; concrete; concrete construction; concrete slabs;construction joints; contraction joints; cover; curing; fiber reinforcement;flexural strength; floors; footings; formwork (construction); foundations;foundation walls; hot weather construction; inspection; loads (forces);materials; mixing; mixture proportioning; placing; plain concrete; reinforcedconcrete; reinforcing steels; residential; serviceability; slab-on-ground;specifications; strength; structural analysis; structural concrete; structuraldesign; sulfates exposure; walls; water; welded wire reinforcement.

33

ACI 332-08 supersedes 332-04, became effective May 19, 2008, and was publishedJune 2008.

Copyright © 2008, American Concrete Institute.All rights reserved including rights of reproduction and use in any form or by any

means, including the making of copies by any photo process, or by electronic ormechanical device, printed, written, or oral, or recording for sound or visual reproductionor for use in any knowledge or retrieval system or device, unless permission in writingis obtained from the copyright proprietors.

CONTENTSChapter 1—General, p. 332-2

1.1—Scope1.2—Alternative systems1.3—Footings and foundation walls1.4—Drawings and specifications1.5—Inspection

Chapter 2—Notation and definitions, p. 332-32.1—Notation2.2—Definitions

Chapter 3—Materials, p. 332-53.1—Concrete3.2—Reinforcement3.3—Formwork

Chapter 4—Concrete requirements, p. 332-54.1—General requirements4.2—Concrete properties4.3—Concrete cover4.4—Calcium chloride

2-1

332-2 ACI STANDARD

Chapter 5—Concrete production and placement,p. 332-7

5.1—Concrete5.2—Placement5.3—Form removal5.4—Cold weather5.5—Hot weather

Chapter 6—Footings, p. 332-86.1—General6.2—Design6.3—Construction

Chapter 7—Foundation walls, p. 332-117.1—General7.2—Design7.3—Construction

Chapter 8—Slabs-on-ground, p. 332-148.1—Design8.2—Support8.3—Forms8.4—Thickness8.5—Joints8.6—Reinforcement8.7—Curing

Chapter 9—References, p. 332-159.1—Referenced standards/R9.1—Commentary references

Appendix A—Prescriptive tables for foundation walls, p. 332-18

CHAPTER 1—GENERAL1.1—Scope

1.1.1 This code, when legally adopted as part of a generalbuilding code, provides minimum requirements for design andconstruction of residential concrete elements. In areas withouta legally adopted building code, this code defines minimumacceptable standards of design and construction practice.

R1.1.1 The user of this document should consult theapplicable general building code for all applied loads todetermine the applicable values for design requirements. Inthe absence of a governing code, the user should considerthe use of ASCE/SEI 7 to determine applicable loads.

1.1.2 This code supplements the general building code andgoverns matters pertaining to design and construction ofcast-in-place concrete construction for one- and two-familydwellings and multiple single-family dwellings (townhouses),and their accessory structures, except wherever this code isin conflict with requirements in the legally adopted generalbuilding code.

1.1.3 This code shall govern in all matters pertaining todesign, construction, and material properties where this codeis in conflict with requirements contained in other standardsreferenced in this code.

1.1.4 This code is limited to design and construction ofconcrete footings, including thickened slab footings, wallfootings, and isolated footings; concrete basement or

foundation walls constructed with removable forms or withflat insulating concrete forms; and concrete slabs-on-ground.

R1.1.4 The design and construction requirements forfootings, foundation walls, and slabs-on-ground areincluded in this code, together with requirements forconcrete, reinforcement, forms, and other related materials.

1.1.5 This code does not govern design and constructionof: insulating concrete form walls with a waffle or screenconfiguration; precast wall elements; above-grade concretewalls; deep foundation systems (such as piles, drilled piers,or caissons); post-tensioned slabs-on-ground; and elevatedconcrete slabs.

R1.1.5 Provisions for application of precast wall elementscan be found in the 2003 International Residential Code(IRC) and other publications. The provisions for above-grade concrete walls are currently available in otherindustry references. Guidance on the requirements for post-tensioned slabs-on-ground can be found in the Post-TensioningInstitute’s “Design and Construction of Post-TensionedSlabs-on-Ground.”

1.1.6 This code does not govern the design and applicationof systems for surface drainage, waterproofing, damp-proofing, and the ventilation of radon gases.

R1.1.6 Guidance on the type and application of systemsfor drainage, waterproofing, and dampproofing, as well asfor radon gas ventilation systems, are commonly found in thegeneral building code.

1.2—Alternative systemsSponsors of any system of design or construction or an

alternative material to be applied within the scope of thiscode, the adequacy of which has been shown by successfuluse or by analysis or test, but which does not conform to oris not covered by this code, shall have the right to present thedata on which their design is based to the building official orto a board of examiners appointed by the building official.This board shall have authority to investigate the data sosubmitted, to require tests, and to formulate rules governingdesign and construction of such systems to meet the intent ofthis code. These rules, when approved by the building officialand promulgated, shall be of the same force and effect as theprovisions of this code.

R1.2 New methods of design, new materials, and new usesof materials should undergo a period of development beforebeing specifically covered in a code. Hence, good systems orcomponents might be excluded from use by implication ifmeans were not available to obtain acceptance. For systemsconsidered under this section, specific tests, load factors,deflection limits, and other pertinent requirements should beset by the board of examiners, and should be consistent withthe intent of the document.

1.3—Footings and foundation wallsThe design and construction of concrete footings and

foundation walls shall be in accordance with the provisionsof Chapters 6 and 7, respectively.

1.3.1 Seismic design—The seismic risk level of a region,or seismic performance or design category of a structure, shall

CODE REQUIREMENTS FOR RESIDENTIAL CONCRETE 332-3

be regulated by the legally adopted general building code, ofwhich this code forms a part, or determined by local authority.

1.4—Drawings and specificationsAll designs for cast-in-place concrete construction not

covered by the design provisions or prescriptive tables of thiscode shall require the seal of a licensed design professional.

1.5—InspectionThe construction of all concrete elements covered by this

code shall be inspected as required by the legally adoptedgeneral building code.

CHAPTER 2—NOTATION AND DEFINITIONS2.1—Notationdb = diameter of steel reinforcing bar, in.fc′ = specified compressive strength of concrete, psiMn = nominal moment strength at section, in.-lbS = elastic section modulus of cross section, in.3

2.2—DefinitionsThe following terms are defined. Commentary is given in

italics.admixture—a material other than water, aggregates,

cementitious materials, and fiber reinforcement, used as aningredient of a cementitious mixture to modify its freshlymixed, setting, or hardened properties and that is added tothe batch before or during its mixing.

admixture, water-reducing—an admixture that eitherincreases slump of freshly mixed mortar or concrete withoutincreasing water content or maintains slump with a reducedamount of water, the effect being due to factors other than airentrainment.

admixture, water-reducing—the type and performance ofwater-reducing admixtures are selected based on theintended application and include both high-range (HRWRA)and mid-range (MRWRA). Water-reducing admixturesresult in large to moderate water reductions in mixtureswhile maintaining greater flowability without causing undueset retardation or air entrainment.

air entrainment—the incorporation of air in the form ofmicroscopic bubbles (typically smaller than 0.04 in.) duringthe mixing of either concrete or mortar.

air entrainment—air entrainment should not be consideredas a substitute for water reduction. An important aspect ofair entrainment is the uniform distribution of air bubbles toprovide resistance to damage due to freezing and thawing.

allowable bearing capacity—the maximum pressure towhich a soil or other material should be subjected to guardagainst shear failure or excessive settlement.

backfill—soil, aggregate, controlled low-strength material,or concrete that is placed in an excavated space.

basement—that portion of a building that is partly orcompletely below grade.

blast-furnace slag—the nonmetallic product consistingessentially of silicates and aluminosilicates of calcium andother bases that is developed in a molten condition simul-taneously with iron in a blast furnace.

1. Air-cooled blast-furnace slag is the material resultingfrom solidification of molten blast-furnace slag underatmospheric conditions; subsequent cooling may be acceleratedby application of water to the solidified surface;

2. Expanded blast-furnace slag is the low-density, cellularmaterial obtained by controlled processing of molten blast-furnace slag with water, or water and other agents, such assteam, compressed air, or both;

3. Granulated blast-furnace slag is the glassy, granularmaterial formed when molten blast-furnace slag is rapidlychilled, as by immersion in water; and

4. Slag cement is granulated blast-furnace slag that hasbeen finely ground and is a hydraulic cement.

bug hole—a cosmetic or aesthetic blemish in a concretesurface resulting from a single air bubble.

bulkhead—a partition in formwork blocking freshconcrete from a section of the form, or a partition closing asection of the form, such as at a construction joint.

bulkhead—a bulkhead forms the edge of a constructionjoint and is normally used at the end of a placement when aninterruption is planned or anticipated.

cement, hydraulic—a cement that sets and hardens bychemical interaction with water and is capable of doing sounderwater; for example, portland cement and slag cementare hydraulic cements.

compound, curing—a liquid that can be applied as acoating to the surface of newly placed concrete to retard theloss of water and, in the case of pigmented compounds, toreflect heat so as to provide an opportunity for the concreteto develop its properties in a favorable temperature andmoisture environment.

concrete, fiber-reinforced—concrete containing dispersed,randomly oriented fibers.

concrete, flowing—a cohesive concrete mixture with aslump greater than 7-1/2 in.

concrete, plain—structural concrete with no reinforcementor with less reinforcement than the specified minimumamount specified in ACI 318 for reinforced concrete, exceptas modified in 7.2 of this code.

concrete, reinforced—structural concrete reinforced withno less than the specified minimum amount of reinforcementas specified by ACI 318, except as modified in 7.2 of this code.

controlled low-strength materials (CLSM)—self-consoli-dating cementitious mixture that is intended to result in acompressive strength of 1200 psi or less.

controlled low-strength materials (CLSM)—CLSM isusually a cementitious-based material, also known asflowable fill.

element, structural—member that is required by designto be part of the structural load path.

fins—concrete features projecting from the surface of awall formed from the concrete matrix seeping between twoforms and remaining after forms are stripped.

fly ash—the finely divided residue that results from thecombustion of ground or powdered coal and that is transportedby flue gases from the combustion zone to the particleremoval system.

332-4 ACI STANDARD

footing—a structural element of a foundation that trans-mits loads directly to the soil.

foundation—a system of structural elements that transmitloads from the structure above to the earth.

foundation—the typical components of the residentialfoundation are the footing and foundation wall.

foundation wall—a structural element of a foundationthat transmits loads to the footing or directly to the subgradeand may resist earth pressures.

foundation wall—examples of foundation walls includebasement walls, crawl-space walls, and stem walls.

height, unbalanced backfill—the difference between theheights of the finished grade on each side of a wall.

height, unbalanced backfill—where an interior concreteslab is provided, the unbalanced backfill should bemeasured from the exterior finished grade level to the top ofthe interior concrete slab.

honeycomb—voids left in concrete due to failure of themortar to effectively fill the spaces among coarse-aggregateparticles.

insulating concrete forms (ICFs)—a concrete formingsystem using stay-in-place forms of rigid foam plasticinsulation, a hybrid of cement and foam insulation, a hybridof cement and wood chips, or other insulating material forconstructing cast-in-place concrete walls.

insulating concrete forms, flat—a insulating concreteforming system that produces a solid concrete wall ofuniform thickness.

joint—1. a physical separation in a concrete system,whether precast or cast-in-place, including cracks if inten-tionally made to occur at specified locations; or 2. the regionwhere structural members intersect.

joint—a joint can be achieved by a hand tool made for thepurpose (slabs), sawing, forming, or casting an insert in theconcrete.

joint, contraction—formed, sawed, or tooled groove in aconcrete structure to create a weakened plane to regulate thelocation of cracking resulting from the dimensional changeof different parts of the structure (also called a control joint).

joint, isolation— a separation between adjoining parts ofa structure that allows relative movement in three directions;usually vertical planes located to avoid formation of cracksin the structure. (See also joint, contraction.)

keyway—a recess or groove in one lift or placement ofconcrete that is filled with concrete of the next lift, givingshear strength to the joint.

licensed design professional—an individual who isregistered or licensed to practice his or her respective designprofession as defined by the statutory requirements of theprofessional registration laws of the state or jurisdiction inwhich the project is to be constructed.

load, dead—dead weight supported by a member, asdefined by general building code of which this code forms apart (without load factors).

load, live—live load specified by general building code ofwhich this code forms a part (without load factors).

load, roof—the specific live load applied to the roof structure.

material, cementitious—pozzolans and hydrauliccements. (See also fly ash; silica fume; slag cement.)

silica fume—very fine noncrystalline silica produced inelectric arc furnaces as a by-product of the production ofelemental silicon or alloys containing silicon.

reinforcement—bars, wires, strands, or other slendermembers that are embedded in concrete in such a mannerthat they and the concrete act together in resisting forces.

seismic design category (SDC)—a classificationassigned to a structure based on its seismic group andseverity of the design earthquake ground motion at the site.

slab-on-ground—a slab supported by ground, whosemain purpose is to support the applied loads by bearing onthe ground.

slump—a measure of consistency of freshly mixedconcrete, mortar, or stucco equal to the subsidence measuredto the nearest 1/4 in. of the molded specimen immediatelyafter removal of the slump cone.

story—that portion of a building between the uppersurface of the floor and the upper surface of the floor or theroof above.

strength—a generic term for the ability of a material toresist strain or rupture induced by external forces.

strength, concrete compressive—the measured maximumresistance of a concrete specimen to axial compressiveloading; expressed as force per unit cross-sectional area.

strength, specified concrete compressive—the specifiedresistance of a concrete specimen to axial compressiveloading used in design calculations and as a criterion formaterial proportioning and acceptance.

strength, design—nominal strength of a member multipliedby a strength reduction factor φ.

strength, yield—the engineering stress at which amaterial exhibits a specific limiting deviation from theproportionality of stress to strain.

subgrade—the soil prepared and compacted to support astructure or pavement system.

tie, form—a mechanical connection in tension used toprevent concrete forms from spreading due to the fluidpressure of fresh concrete.

townhouse—a single-family dwelling unit constructed ina group of three or more attached units in which each unitextends from foundation to roof and with open space on atleast two sides.

voids, surface—cavities visible on the surface of a solid.voids, surface—these voids are sometimes called bug

holes or honeycombing.wall, load-bearing—a wall designed and built to carry

superimposed vertical or in-plane shear loads, or both.wall, nonbearing—a wall that supports no vertical load

other than its own weight and no in-plane shear loads.wall height—the distance from the top of the lower floor

framing or slab to the bottom of the upper floor framing or slab.water-cementitious material ratio—the ratio of the mass

of water, excluding that absorbed by the aggregate, to themass of cementitious material in a mixture, stated as adecimal.

water-cementitious material ratio—abbreviated as w/cm.


CHAPTER 3—MATERIALS3.1—Concrete

Materials used in residential concrete shall conform to therequirements of 3.1.1 through 3.1.4.

3.1.1 Cementitious material3.1.1.1 Cement shall conform to ASTM C150, C595, or

C1157.3.1.1.2 Fly ash and natural pozzolans shall conform to

ASTM C618.3.1.1.3 Slag cement shall conform to ASTM C989.3.1.1.4 Silica fume shall conform to ASTM C1240.

3.1.2 Aggregates—Aggregates shall conform to ASTMC33 or C330.

3.1.3 Water3.1.3.1 Water used in mixing concrete shall conform to

ASTM C1602/C1602M.3.1.4 Admixtures

3.1.4.1 Air-entraining admixtures shall conform toASTM C260.

3.1.4.2 Chemical admixtures shall conform to ASTMC494/C494M. Admixtures for flowing concrete shallconform to ASTM C494/C494M or C1017/C1017M.

3.1.4.3 Calcium chloride shall conform to ASTM D98.

3.2—Reinforcement3.2.1 Deformed reinforcement—Deformed steel reinforcing

bars shall conform to ASTM A615/A615M, A706/A706M,or A996/A996M. The specified yield strength of reinforcementshall not be less than 40,000 psi.

R3.2.1 See Table R3.1.

Table R3.1—Steel reinforcement bar information

Bar size, no.Nominal

diameter, in.Nominal area, in.2

Nominal mass, lb/ft 30db, in.

4 0.5 0.20 0.67 15

5 0.63 0.31 1.04 18.75

6 0.75 0.44 1.5 22.5

3.2.2 Welded wire reinforcement3.2.2.1 Welded plain wire reinforcement, designated by

the letter W, shall conform to ASTM A82/A82M and ASTMA185/A185M.

3.2.2.2 Welded deformed wire reinforcement, designatedby the letter D, shall conform to ASTM A496/A496M andA497/A497M.

3.2.3 Fiber reinforcement3.2.3.1 Synthetic fibers shall conform to ASTM C1116/

C1116M for fiber-reinforced concrete.3.2.3.2 Steel fibers shall conform to ASTM C1116/

C1116M for Type I fiber-reinforced concrete.3.2.4 Surface conditions of reinforcement—At the time

concrete is placed, deformed bar and welded wire reinforcementshall be free of materials deleterious to development of bondstrength between the reinforcement and the concrete.

R3.2.4 Surface contaminants such as concrete splatter,form oil, or other release agents will not prevent the reinforcingbars from achieving design values cited in the coderequirements.

3.3—FormworkForms, form ties, bulkheads, and other accessories shall be

constructed of materials that are capable of performing thefunction for which they are intended.

R3.3 Guidance on design and construction of formworkcan be found in ACI 347 and ACI SP-4.

CHAPTER 4—CONCRETE REQUIREMENTS4.1—General requirements

Concrete shall meet the requirements of 4.2, 4.3, and 4.4.

4.2—Concrete propertiesConcrete strength, slump, and air entrainment shall be

selected from Tables 4.1 and 4.2 based on the weathering
probability defined in Fig. 4.1.
R4.2 Figure 4.1 provides a map of the United Statesdefining areas of negligible, moderate, and severe weatheringprobability. Concrete durability is improved by the introductionof air entrainment and with a low w/cm (0.45) in a widerange of conditions, including concrete exposed to deicingchemicals. Refer to ACI 201.2R for more information onconcrete durability.

4.2.1 Strength—The specified minimum 28-daycompressive strength fc′ shall be selected from Table 4.1.

R4.2.1 The concrete supplier has the responsibility forproviding concrete with the strength specified by thepurchaser and should supply documentation. The concretesupplier should provide delivery ticket information inaccordance with ASTM C94/C94M. If strength verificationis required, cylinders taken by an ACI Certified FieldTechnician during time of placement should be testedaccording to ASTM C39/C39M. Maturity software canprovide an accurate prediction of the strength attainedbased on the information provided by the concrete producerand the temperature profile of the concrete during thehydration process if this information needs to be determined. If,at a later date, the structural integrity is in question,nondestructive field tests and core samples in accordancewith ASTM C42/C42M can verify the in-place strength.

4.2.2 Slump—The specified maximum design slump ofconcrete shall be selected from Table 4.1.

R4.2.2 For specific information regarding dosage rates ofa water-reducing admixture, the ready-mix producer isadvised to review the manufacturer’s recommendations.When using high-range water-reducing admixtures thatmeet ASTM C494/C494M or C1017/C1017M, the specifiedmaximum slump may be increased from that listed in Table 4.1,provided that the aggregates in the concrete do not segregatefrom the paste in the resulting mixture. A maximum of 9 in.may be specified if necessary. If slump verification is required,slump testing should be in accordance with ASTM C143/C143M. A traditional slump limit is not appropriate for self-consolidating concrete, where the consistency of the concreteis measured in terms of slump flow in accordance with ASTMC1611/C1611M. Slump flow in the range of 24 to 28 in. isgenerally used for residential concrete. Refer to ACI 237R.

4.2.3 Air entrainment—Concrete exposed to weather andlocated in regions of moderate or severe weathering probability

332-6 ACI STANDARD

Table 4.1—Minimum specified compressivestrength (fc′ , psi) at 28 days and maximum specified slump of concrete

Type or location ofconcrete construction

Weathering probability Maximum slump, in.*Negligible Moderate Severe

Type 1: Walls and foundations not exposed to weather. Interior slabs-on-ground, not including garage floor slabs

2500 2500 2500 6

Type 2: Walls, foundations, and other concrete work exposed to weather, except as noted in Type 3

2500 3000 3000 6

Type 3: Driveways, curbs, walk-ways, ramps, patios, porches, steps, and stairs exposed to weather and garage floor slabs

2500 3500 4500 5

*Specified maximum slump may be increased through the use of mid-range or high-range water-reducing admixtures.

Table 4.2—Air content for Types 2 and 3 concrete under moderate or severe weathering probability

Nominal maximum aggregate size, in.

Air content, % (tolerance ±1.5%)

Moderate Severe

3/8 6.0 7.5

1/2 5.5 7.0

3/4 5.0 6.0

1 4.5 6.0

1-1/2 4.5 5.5

Fig. 4.1—Weathering probability map for concrete. Notes:1) Lines defining areas are approximate only. Local areascan be more or less severe than indicated by the regionclassification; 2) a “severe” classification is where weatherconditions encourage or require the use of deicing chemicalsor where there is potential for a continuous presence ofmoisture during frequent cycles of freezing and thawing. A“moderate” classification is where the weather conditionsoccasionally expose concrete in the presence of moisture tofreezing and thawing, but where deicing chemicals are notgenerally used. A “negligible” classification is whereweather conditions rarely expose concrete in the presence ofmoisture to freezing and thawing; and 3) Alaska and Hawaiiare classified as severe and negligible, respectively.

as indicated in Fig. 4.1 shall be air entrained in accordancewith Table 4.2.

R4.2.3 When verification of air entrainment is required bythe construction documents, the contractor should providetesting in accordance with ASTM C231/C231M or C173/C173M as appropriate on the first batch of concrete deliveredto the site. If concrete fails to meet the specified minimum air-entrainment requirements, steps should be taken to increasethe air content on the first batch and on future batches.Additional tests should then be taken to verify the increase.

4.2.4 Coarse aggregate size—The nominal maximum sizeof coarse aggregate shall not exceed the smaller of thefollowing:

(a) 1/5 of the minimum wall thickness;(b) 1/3 of the cross-sectional dimension of a structural

member; or(c) 3/4 of the specified minimum clear spacing between

reinforcing bars or clear cover.4.2.5 Concrete sulfate exposure

4.2.5.1 Concrete that is in direct contact with native soilscontaining water-soluble sulfates as determined according to4.2.5.2 shall conform to the following:

4.2.5.1.1 For sulfate concentrations greater than or equalto 0.1% but less than 0.2% by weight, concrete shall be madewith ASTM C150 Type II cement, or an ASTM C595 orC1157 hydraulic cement meeting moderate sulfate-resistanthydraulic cement (MS) designation.

4.2.5.1.2 For sulfate concentrations equal to or greaterthan 0.2% by weight, concrete shall be made with ASTM

C150 Type V cement or an ASTM C595 or C1157 hydrauliccement meeting high sulfate-resistant hydraulic cement (HS)designation and shall have a specified minimum compressivestrength of 3000 psi at 28 days.

R4.2.5.1.2 For information regarding proportioning ofconcrete exposed to elevated sulfate levels, refer to ACI201.2R.

4.2.5.1.3 Alternative combinations of cements andsupplementary cementitious materials shall be permittedwith acceptable service record or test results. The materialsshall comply with Section 3.1.1 of this code.

4.2.5.2 Concentrations of water-soluble soil sulfatesshall be determined by a test method or historical dataaccepted by the local building official.

R4.2.5.2 Tests for soil sulfates can yield different resultsfor the same soil sample, depending primarily on the specifiedtest extraction ratio (the weight of water divided by theweight of soil). This is particularly true where the predominantsoil sulfates are in the form of gypsum. Thus, it is preferablethat the test has a history of successful use in the geographicarea of the project, and be recognized and approved by thelocal building official. Test methods may include theUnited States Bureau of Reclamation “Method of Test forDetermining the Quantity of Water-Soluble Sulfate in Solid(Soil and Rock) and Water Samples” (1973); CaliforniaDOT Test 417; and ASTM C1580.


4.3—Concrete coverClear cover for reinforcement in all concrete elements

shall not be less than required by 4.3.1, 4.3.2, and 4.3.3. The

4.3.1 Concrete cast against earth: 3 in.

4.3.2 Concrete exposed to earth or weather:(a) No. 5 bar W31 or D31 wire and smaller: 1.5 in.; and(b) No. 6 and larger: 2 in.4.3.3 Concrete not exposed to earth or weather: 0.75 in.

requirements shall not apply to slabs-on-ground, except forthickened slab footings. Concrete cover for slabs-on-groundshall be in accordance with 8.6.1. Concrete cover shall have
a tolerance of ±3/8 in.
4.4—Calcium chloride

R4.3.1 In some instances, it is advantageous or necessaryfor one or more sides of the formed concrete placement toconsist of an excavated earth surface. This section refers tothese instances where the placing operation results in theconcrete directly contacting the earth.

4.4.1 Where structural plain concrete is dry or protectedfrom moisture in service, calcium chloride added to themixture shall not exceed 2.0% by weight of cementitiousmaterials. For structural plain concrete subject to otherservice conditions, and for all reinforced concrete, calciumchloride added to the mixture shall not exceed 0.30% byweight of cementitious materials.

R4.4.1 Additional information on the effects of chlorideson the corrosion of reinforcing steel is given in ACI 201.2Rand 222R. Gaynor (1999) gives guidance on calculating thepercentage of calcium chloride content.

4.4.2 Calcium chloride as an admixture, or admixturescontaining intentionally added chloride ions, shall not beused in concrete containing aluminum or dissimilar metals.

CHAPTER 5—CONCRETE PRODUCTIONAND PLACEMENT

5.1—Concrete5.1.1 Ready mixed concrete shall be ordered, batched,

mixed, and transported in accordance with the requirementsof ASTM C94/C94M.

5.1.2 Concrete produced by volumetric batching andcontinuous mixing shall be batched and mixed in accordancewith the requirements of ASTM C685/C685M.

R5.1.2 The user should refer to ACI 304R for additionalrecommendations for the measuring, mixing, transporting,and placing of concrete.

5.2—Placement5.2.1 Specified concrete properties in accordance with

4.2.2 and 4.2.3 shall be provided at point of delivery.R5.2.1 Normally, concrete is discharged within 90 minutes

after the introduction of water to cement. Experience hasshown that the 90-minute discharge time can be exceededwhile maintaining the specified concrete properties duringplacing operations when the following conditions exist:(a) the temperature of the concrete is within the range of 55 to100 °F; and (b) the amount of water added to the mixture toachieve workability does not exceed the specified mixtureproportion. ASTM C94/C94M allows for the one-time addition

of water at the job site up to the allowable maximum w/cm.Alternatively, the addition of an HRWRA or a MRWRA at thejob site may be used to increase the slump of flowingconcrete when it falls below the desired slump. After anMRHRA or HRWRA is added to the concrete at the site toachieve flowable concrete, do not add water to the concrete.

5.2.2 Concrete shall be placed into position by methodsthat maintain the consistency and properties of the concrete.

5.2.3 Concrete that has partially hardened or has beencontaminated by foreign materials shall not be placed.

5.2.4 Areas prepared for the placement of concrete shall befree of debris and contaminants. Such areas shall also be freeof water in excess of an amount present in the bottom of footingsthat will be displaced by the concrete during placement.

5.2.5 Concrete shall be consolidated by suitable meansduring placement and shall be worked around embeddeditems and reinforcement and into corners of the forms.

R5.2.5 Concrete that is designed to be self-consolidatingis usually not vibrated.

5.3—Form removalRemoval of forms shall not damage the concrete surfaces.

5.4—Cold weather5.4.1 During anticipated ambient temperature conditions

of 35 °F or less, concrete temperature shall be maintainedabove freezing until a concrete compressive strength of 500 psihas been reached.

R5.4.1 Concrete that is frozen before achieving acompressive strength of 500 psi will not achieve thecompressive strength that it would have otherwise. A maturitycurve for a particular mixture, available from the concretesupplier, can be used to determine when the compressivestrength of the concrete mixture can be expected to reach500 psi. Further information demonstrating the effectivenessof maturity testing as an accurate prediction method forearly-age in-place strength and mixture performance can beobtained from the Concrete Foundations Association (CFA)in the “Cold-Weather Research Report for ResidentialFoundation Walls.” Refer to ACI 306R for further informationregarding cold-weather concrete practices.

5.4.2 Concrete materials, reinforcement, forms, and anyearth with which concrete is to come in contact shall be freefrom ice, snow, and frost.

5.4.3 Frozen materials or materials containing ice shall notbe used.

5.5—Hot weatherDuring hot weather, proper attention shall be given to

ingredients, production methods, handling, delivering, placing,protection, and curing of concrete to prevent excessive concretetemperatures or water evaporation that could impair requiredstrength or serviceability of the member or structure.

R5.5 Hot weather conditions can impair the ultimateconcrete strength or serviceability of the concrete element ifappropriate hot-weather concreting practices are notfollowed. Refer to ACI 305R for information on hot-weatherconcreting practices.

332-8 ACI STANDARD

CHAPTER 6—FOOTINGS
6.1—General
The design and construction of isolated footings and wallfootings shall be in accordance with 6.2 and 6.3. Footings not

6.2—DesignFor footings designed by this code, the attributes limited in

Table 6.1 shall not be exceeded.

Table 6.1—Specified maximum values for prescriptive tables in Chapter 6

Attribute Maximum limitation

GeneralPlan dimension Less than 60 ft

Ground snow load 70 lb/ft2

FoundationsEquivalent fluid density of soil 100 lb/ft3. See Appendix A

Presumptive soil-bearing value 1500 to 4000 lb/ft2.See Tables 6.2 and 6.3

WallsUnsupported wall height, per

story 10 ft

Unbalanced backfill height 9 ft

Floor loads

Floor dead load 15 lb/ft2

First-floor live load 40 lb/ft2

Second- and third-floor live loads 30 lb/ft2

Roof loads

Roof and ceiling dead load 15 lb/ft2

Roof snow load 70 lb/ft2

Attic live load 20 lb/ft2

Maximum clear span

Floor clear span (unsupported) 32 ft

Roof clear span (unsupported) 40 ft

conforming to the requirements of this chapter shall bedesigned by a licensed design professional.

R6.1 Footings are provided under columns (also calledpiers) and walls when calculations show that the omission ofthe footing will result in soil pressures that exceed the allowablesoil-bearing pressures or to facilitate the placement of forms.Soil-bearing pressures can be referenced in the generalbuilding code or obtained from a geotechnical report.

6.2.1 Wall footings6.2.1.1 Wall footing width shall not be less than the

applicable dimensions specified in Table 6.2 or the

Table 6.2—Minimum specified width of wall footings, in.*†‡

No. of stories above grade§

Allowable soil-bearing capacity, lb/ft2

1500 2000 2500 3000 3500 4000

Conventional wood frame construction (above grade)

One-story 16 12 10 8 7 6

Two-story 19 15 12 10 8 7

Three-story 22 17 14 11 10 9

4 in. brick veneer over wood frame;8 in. hollow concrete masonry unit

(above grade)

One-story 19 15 12 10 8 7

Two-story 25 19 15 13 11 10

Three-story 31 23 19 16 13 12

8 in. grouted concrete masonry unit

One-story 22 17 13 11 10 9

Two-story 31 23 19 16 13 12

Three-story 40 30 24 20 17 15*Specified minimum concrete strength fc′ shall be 2500 psi.†Specified minimum footing widths that are greater than the wall thickness shall project a minimum of 2 in. on both sides of the wall. The footing width projection shall bemeasured from the face of the concrete to the edge of the footing.‡Footing widths less than 12 in. are restricted to walls that meet all of the following criteria: a) 4 ft or less in height; b) Seismic Design Category C or less; and c) wall footings thatsupport garages, porches, or single-story roof loads.§Table includes foundation (for example, a one-story includes the story above grade and a foundation).

supported wall thickness plus 4 in., whichever is less.6.2.1.2 Wall footing thickness shall not be less than the

greater of 6 in. or half the footing width minus the supportedwall thickness.

6.2.2 Isolated footings—Isolated footing dimensions shall notbe less than the applicable dimensions specified in Table 6.3.

R6.2.2 The tributary area supported by an isolated footingis shown in Fig. R6.1. Isolated footings are also referred to

Fig. R6.1—Tributary area for isolated footing.

as pier or column footings.6.2.3 Footing surfaces—The bottom surface of footings

shall not exceed a slope of 1 vertical in 10 horizontal. The topsurface of footings shall be level within the tolerancesspecified in ACI 117.

6.2.4 Footings not continuously supported—Footings thatare not continuously supported shall be constructed inaccordance with 6.2.4.1, 6.2.4.2, or 6.2.4.3.

R6.2.4 Conditions where wall footings are not continuouslysupported are commonly found around sanitary or waterpipes where poorly compacted soil settles below the bottomsurface of the footing. The backfill should be compacted by


Table 6.3—Minimum specified size and reinforcement for isolated footings, in.*†‡

Tributary area

Allowable soil-bearing capacity, lb/ft2

1500 2000 2500 3000 3500 4000

Footing supporting roof load

36 x 36 x 8 in. with3 No. 4 each way






Footing supporting roof and one floor

48 x 48 x 10 in. with 3 No. 4 each way






Footing supporting roof and two floors







*Specified minimum concrete strength fc′ shall be 2500 psi.†Specified minimum yield strength fy shall be 40,000 psi.‡Maximum tributary area is 20 x 32 ft (based on loads prescribed in Table 6.1).

6.2.4.1 Where an unsupported wall footing section doesnot exceed a 3 ft span, a minimum of two No. 4 reinforcementbars shall be placed in the bottom of the footing and extend atleast 18 in. into the supported sections on both sides.

Reinforcement bars shall have a specified minimum coverof 3 in. from the sides and bottom of the footing.

6.2.4.2 Trenches under footings shall be backfilled toprevent movement of the adjacent soil and compacted tomatch the adjacent soil conditions.

6.2.4.3 Where an unsupported wall footing sectionexceeds a 3 ft span, the footing and reinforcement shall bedesigned by a licensed design professional.

tamping to the level of the bottom surface of the footings toobtain adequate bearing and minimize the likelihood ofdetrimental settlement.

6.2.5 Discontinuous wall footings—A wall footing ispermitted to be discontinuous at an abrupt elevation changeaccording to 6.2.5.1 or 6.2.5.2.

6.2.5.1 A maximum specified horizontal discontinuity of4 ft shall be permitted by this code and conform to the reinforce-ment requirements of 7.2.9.

6.2.5.2 A discontinuity greater than 4 ft shall be designedby a licensed design professional.

R6.2.5 Abrupt elevation changes, commonly referred to assteps, usually occur in locations such as walk-out basements,grade changes, and transitions to garage foundations. Atsuch locations, the wall spans the horizontal discontinuity ofthe footing. Refer to Fig. R6.2.

Fig. R6.2—Discontinuous wall footing and additional wallreinforcement.

6.2.6 Foundation anchorage in Seismic Design CategoriesC, D0, D1, and D2—The following requirements shall applyto wood light-frame structures in Seismic Design CategoriesD0, D1, and D2 and wood light-frame townhouses in SeismicDesign Category C as defined by 1.3.1 of this code:

a) Plate washers that are a minimum of 3/16 x 2 x 2 in.shall be provided for all anchor bolts between the sill plateand the nut. Properly-sized cut washers shall be permitted foranchor bolts in wall lines not containing braced wall panels.

b) Interior braced wall plates shall have anchor boltsspaced at not more than 6 ft on center and located within 12 in.of the ends of each plate section when supported on acontinuous foundation.

c) Interior bearing wall sole plates shall have anchor boltsspaced at not more than 6 ft on center and located within 12 in.of the ends of each plate section when supported on acontinuous foundation.

d) The specified maximum anchor bolt spacing shall be 4 ftfor buildings over two stories in height.

6.2.7 Longitudinal Reinforcement in continuous footingsin Seismic Design Categories D0, D1, and D2

6.2.7.1 Continuous footings with stemwalls—Footingswith stemwalls shall contain one longitudinal No. 4 barwithin 12 in. of the top of the stemwall and one longitudinalNo. 4 bar located 3 to 4 in. from the bottom of the footing.

6.2.7.2 Slabs-on-ground with turned-down footings(a) When a horizontal construction joint is placed between

the slab and the footing, the footing shall contain a minimumof one longitudinal No. 4 bar near the top and bottom, andNo. 3 or larger vertical bars at a maximum spacing of 48 in.on-center passing through the joint. Vertical bars shall have3 in. cover at bottom and sides, and shall engage the top andbottom longitudinal bars with standard hooks at each end.Standard hooks shall conform to ACI 318-08, Section 12.5.

(b) When the slab and footing are cast monolithically, thefooting shall contain a minimum of one longitudinal No. 4bar located at the top and the bottom of the footing; or either

332-10 ACI STANDARD

6.3—Construction

Fig. R6.5—Wall-to-footing joint with dowel.

Fig. R6.4—Interior unformed thickened slab footing.

Fig. R6.3—Exterior unformed thickened slab footing.

two longitudinal No. 4 bars or one longitudinal No. 5 barlocated in the middle third of the footing depth.

Fig. R6.6—Wall-to-footing joint with keyway.

6.3.1 Unformed footings—The excavated condition ofunformed footings shall remain stable before and duringconcrete placement.

R6.3.1 Frequently, unformed footings are used wherefrost depth is shallow or for interior load-bearing walls.Footings may be placed integrally with the floor slab. Referto Fig. R6.3 for exterior unformed footing in slabs-on-ground. Refer to Fig. R6.4 for interior unformed footings inslabs-on-ground.

6.3.2 Formed footings—Side forms shall be secured tomaintain dimensions and alignment before and duringconcrete placement.

6.3.3 Finishing—Top surfaces of the footing shall bestruck off level or prepared for keyway or dowel connectionas required in 6.3.4.

6.3.4 Wall-to-footing joint— All wall-to-footing connectionsin Seismic Design Categories D0 and above shall conform to6.3.4.1. In all other cases where unbalanced backfill exceeds 4 ft,

6.3.4.1 A No. 4 dowel shall extend at a minimum of 36dbinto the wall and 6 in. into the footing at a maximum of 24 in.on-center along the footing. To facilitate positioning beforeconcrete placement, vertical dowels are permitted to bedriven into the grade in the bottom of the footing.

the wall-to-footing joint shall conform to 6.3.4.1 or 6.3.4.2.For other cases, a clean construction joint shall be acceptable.

6.3.4.2 A continuous keyway shall be formed in thefooting located within the middle 1/3 of the wall. Thekeyway shall be a specified minimum of 1-1/2 in. deep and1-1/2 in. wide at the top.

R6.3.4.1 Refer to Fig. R6.5.



CHAPTER 7—FOUNDATION WALLS

7.2—DesignFoundation walls shall be designed either by using the

prescriptive tables in Appendix A or by wall provisions of
ACI 318 as modified by provisions of this chapter. Foundationwall design shall be based on analyzing the wall as a simplysupported vertical flexural member with the top and bottomlaterally supported. Walls shall be designed as either plainconcrete conforming to 7.2.1, reinforced concrete conforming
7.2.1 Plain concrete design

to 7.2.2, or conforming to 7.2.3. All wall provisions of

7.2.2 Reinforced concrete design

ACI 318 not specifically modified or excluded by this chaptershall apply to the design and analysis of foundation walls.

7.1—General7.1.1 Provisions of this chapter shall apply to foundation

walls of buildings within the scope of this code. Foundationwalls not conforming to the requirements of this section shallbe designed by a licensed design professional.

7.1.2 Lateral support is required at the top and bottom ofthe wall. Footing-to-wall joints that comply with 6.3.4 havesatisfied the bottom lateral support requirement. Theconnection of the lateral support system to the top of the wallshall comply with 7.2.5.1. The design of top lateral support
is beyond the scope of this code.
R7.1.2 Refer to 7.2 for the design of foundation walls.7.1.3 Walls with a required structural thickness greater

than 12 in. are beyond the scope of this code.R7.1.3 The code allows wall sections with thickness

greater than 12 in. for nonstructural purposes, such as easeof forming.

7.1.4 Wall thickness shall not be less than the specifiedminimum required by 7.2.1.2, except as permitted by 7.2.4.

7.2.1.2 Foundation walls designed by 7.2.1.1 shall

7.2.1.1 Foundation walls that meet the requirements of7.2.1.2 shall be permitted to be designed using the following

satisfy the following conditions:(a) The specified minimum uniform wall thickness is 7.5 in.,

except a specified minimum thickness of 5.5 in. is permittedwhere the wall height does not exceed 4 ft and the unbalancedbackfill does not exceed 24 in.; and

(b) The requirements of 7.2.3 through 7.2.10.

equation

7.1.5 Unsupported wall height shall not exceed 10 ft.R7.1.5 Unsupported wall heights greater than 10 ft

require design considerations that are not covered by thetables and equations of this code.

7.1.6 The determination of equivalent fluid pressure of thebackfill against the foundation wall is beyond the scope ofthis code.

R7.1.6 The user may consult ASCE/SEI 7, a geotechnicalengineer, or the building code to obtain the equivalent fluidpressure of backfill.

R7.2 The ACI 318-08 provisions that are modified orexcluded in Chapter 7 are: 14.3, Eq. (22-2) in 22.5.1, and22.6.6. ACI 318-08 Section 14.3 requires minimum wallreinforcement; Eq. (22-2) limits the tensile strength of plainconcrete walls subject to flexure; and 22.6.6 providesvarious limits for foundation walls. In Chapter 7 of this code,the minimum reinforcement requirements are less than thoserequired in Section 14.3 of ACI 318-08, the tensile strengthlimit is higher than in Eq. (22-2), and some other wallrequirements are less restrictive than those required inSection 22.6.6 of ACI 318-08, based on an extensive historyof adequate performance of plain concrete foundation walls.

Mn = 7.5 S (7-1)

R7.2.1.1 In Chapter 22 of ACI 318-08, the nominal momentstrength at a section, Mn , of plain concrete is 5 S. This isless than the cracking moment Mcr , which is based on thedefault value for the modulus of rupture of concrete, 7.5 .The committee used the modulus of rupture to compute Mnof plain concrete. This change is based on an extensive historyof satisfactory performance of plain concrete foundation walls.The Mn of 7.5 S still applies to foundation wallsconstructed by methods that do not have a significant historyof satisfactory performance in the housing industry.

This provision only applies to the use of Eq. (7-1). Theother design provisions of the related section in ACI 318-08should be satisfied as well; in particular, the load combinationsof Section 9.2 and the strength reduction factors ofSection 9.3.5 of ACI 318-08 are to be used.

fc′

fc′

fc′

fc′

R7.2.1.2 A specified minimum thickness of 7.5 in. forplain concrete foundation walls is required to permit use ofEq. (7-1) in flexural strength computations.

7.2.1.3 Plain concrete walls located in Seismic DesignCategories D0, D1, and D2 shall comply with the following:

(a) Wall height shall not exceed 10 ft;(b) Unbalanced backfill height shall not exceed 4 ft;(c) Minimum reinforcement for plain concrete walls shall

consist of one No. 4 horizontal bar located in the upper 12 in.of the wall;

(d) Minimum thickness for plain concrete walls shall be7.5 in. except that 6 in. is permitted when the maximumheight is 4 ft, 6 in.; and

(e) Plain concrete walls supporting more than 4 ft ofunbalanced backfill or exceeding 8 ft in height shall beconstructed in accordance with Tables A.1 through A.10.Where Tables A.1 through A.10 permit plain concrete walls,not less than No. 4 vertical bars at a spacing not exceeding48 in. shall be provided. All plain concrete walls shall have twoNo. 4 horizontal bars located in the upper 12 in. of the wall.

R7.2.1.3 Walls that have an unsupported height inexcess of 10 ft are beyond the scope of this code as definedin the general assumptions for 7.2.3.

7.2.2.1 Foundation walls that meet the requirements of7.2.2.2 shall be permitted to be designed using the provisionsof ACI 318-08 with Modifications (a) and (b):

(a) Section 14.3 is excluded; and(b) Section 22.6.6 is excluded.

7.2.2.2 Foundation wall vertical reinforcement shallcomply with 7.2.1.2 and (a) through (h):

(a) Minimum area of vertical wall reinforcement shall be0.067 in.2 per linear foot of wall;

332-12 ACI STANDARD

7.2.3 Wall design tables—It shall be permitted to constructfoundation walls using the design information tabulated inTables A.1 through A.10 of Appendix A, which satisfies 7.2.1
and 7.2.2.
R7.2.3 Tables A.1 through A.10 are based on thefollowing:General assumptions:

(a) Simply supported vertical flexural member;

(b) Top and bottom laterally supported;(c) Axial load neglected;(d) Self-weight neglected;(e) No deflection limits considered because wall thick-

ness and loading limits are specified;(f) The only loading considered is the equivalent fluid

pressure of soil (use 30, 45, 60, and 100 psf/ft);(g) Maximum unsupported wall height is 8, 9, and 10 ft,

with maximum unbalanced backfill height of 7, 8, and9 ft, respectively;

(h) Range of concrete compressive strength fc′ consideredis 2500 to 4500 psi;

(i) Yield strength of reinforcement fy is 40 or 60 ksi; and(j) The building shall not be assigned to Seismic Design

Category D, E, or F, or located in Seismic Zone 3 or4 as defined in 1.3.1.

Design criteria per ACI 318-08 provisions modified orexcluded as follows:

(a) Eq. (22-2) modified to Mn = 7.5 S;(b) Section 22.6.6 excluded and fc′ ; and(c) Section 14.3 excluded.

Construction requirements:(a) Specified minimum actual wall thickness: 7.5, 9.5,

and 11.5 in.;(b) Concrete cover to vertical reinforcement: 0.75 in.;(c) Walls constructed with removable forms;(d) Specified maximum vertical reinforcement spacing:

48 in.;(e) Specified minimum vertical reinforcement spacing:

1/2 of wall thickness; and(f) One layer of vertical reinforcement placed at the

tensile face, maintaining concrete cover as per Item (b)of construction requirements.

7.2.4 Reduction of wall thickness—The thickness of the topof a foundation wall shall be permitted to be reduced. The heightof the reduced thickness section shall not exceed 24 in. Thereduced thickness section shall comply with (a) and (b):

(a) Unless otherwise determined by a licensed designprofessional, reduced wall thickness shall not be less than3.5 in.; and

(b) Where the reduced wall thickness is 4 in. or less, aminimum of one No. 4 reinforcing bar at 24 in. on centershall be placed at the tension face. This bar shall extend aspecified minimum of 12 in. into the full thickness section,and full height into the reduced thickness section. Concretecover shall be maintained in accordance with 4.3.

R7.2.4 The reduction of wall thickness is a common detailto accommodate brick veneer. Refer to Fig. R7.2.

fc′

7.2.5 Lateral restraint—The equivalent fluid pressure ofthe backfill shall be determined, but in no case shall be takenas less than 30 psf/ft. The foundation walls shall berestrained top and bottom against lateral movement. The topand bottom restraint for the foundation wall shall be in placebefore the introduction of backfill against the foundationwall. Temporary lateral restraint is permitted.

R7.2.5 A properly detailed connection between the walland the interior slab or a wall-to-footing joint conforming to6.3.4 should provide adequate bracing to the wall bottom.

(b) Specified maximum vertical wall reinforcementspacing shall be 48 in.;

(c) Minimum vertical wall reinforcement spacing shall be0.5 times the wall thickness;

(d) Vertical reinforcement shall be placed in one layer, unlessshown otherwise on the construction documents;

(e) Vertical reinforcement shall be placed with a concretecover from the tension face in accordance with 4.3, unlessshown otherwise on the construction documents;

(f) Vertical reinforcement shall be placed closer to thetension face of the wall and secured to the horizontal reinforce-ment where vertical and horizontal reinforcement intersect;

(g) Reinforcement lap length shall not be less than 24 in.;and

(h) Reinforcement shall comply with 3.2.1 or 3.2.2.R7.2.2.2 The minimum area of vertical wall reinforcement

amounts to No. 4 bars at 36 in. on center. This minimumreinforcement and the maximum bar spacing of 48 in. corre-spond to the extensive history of satisfactory performance.The tension face of the wall refers to the face that is oppositeto the side of the lateral loading (soil). Refer to Fig. R7.1.

Fig. R7.1—Reinforced concrete foundation wall.


7.2.9 Additional wall reinforcement—At discontinuouswall footings, where wall footing elevation change is greaterthan twice the footing thickness, place a minimum of twoNo. 4 horizontal reinforcing bars, one at the top and the otherat the bottom of the wall, in addition to other required wallreinforcement. These bars shall extend at each end at least36 in. into the wall portion supported directly by the top andbottom wall footings. The bars shall be placed in the middlethird of the wall thickness. Concrete cover shall be maintainedin accordance with 4.3.

7.2.5.1 Connection to lateral support system at top ofwall—A positive connection by means of steel anchors shallbe required between the top of the wall and the lateralbracing system. The spacing and size of the anchors thattransmit the lateral force due to earth pressures to the lateralbracing system shall not be less than:

(a) The minimum diameter of anchors shall be 0.5 in.;(b) The specified minimum embedment depth of anchors

shall be 6 in.;(c) The specified maximum spacing of the anchors shall

be 6 ft;(d) A minimum of one anchor shall be located within 12 in.

of each change of wall direction, height, or termination; and(e) A minimum of one anchor shall be located within 12 in.

of each side of each door or window opening.
Fig. R7.2—Reduction of wall thickness.
Values for equivalent fluid pressure can be determined byusing ASCE/SEI 7, the general building code, or geotechnicalreports obtained locally.

R7.2.5.1 When appropriate, the connection to the lateralsupport system should be reviewed by a licensed design profes-sional (for example, conditions with high soil pressures or tallwalls, such as 60 lb/ft2 soil pressure or a 10 ft wall height).

7.2.6 Minimum specified reinforcement size—The specifiedminimum bar size for wall reinforcement shall be No. 4.

7.2.7 Lintel beams7.2.7.1 Lintel beams that conform to the empirical

requirements given in (a) through (c) shall be permitted:(a) Lintel beam depth shall be not less than 8 in.;(b) Lintel beam span shall not exceed 40 in.; and(c) A minimum of two No. 4 longitudinal reinforcing bars

shall be placed at the bottom, extending 24 in. into the wallat each end. Concrete cover shall be maintained in accordancewith 4.3.

Fig. R7.3—Lintel beam reinforcement. 7.2.8 Horizontal reinforcement—For both reinforced and
plain concrete walls, horizontal reinforcement shall beprovided in accordance with (a) through (f):

(a) Where walls exceed 6 ft in height, a minimum of threecontinuous, horizontal reinforcing bars shall be provided;

(b) Where walls exceed 8 ft in height, a minimum of fourcontinuous, horizontal reinforcing bars shall be provided;

(c) For all wall heights, a minimum of one horizontal barshall be located within the top 24 in. and a minimum of onein the bottom 24 in. The remaining required bars shall bespaced over the height of the wall as equally as practical;

(d) The horizontal reinforcement shall be secured as closeas practical to the tension face of the wall, but behind verticalreinforcement where present;

(e) Reinforcement lap length shall not be less than 24 in.; and(f) At corners, horizontal reinforcement shall extend

around corners and lap reinforcement a specified minimumof 30db.

R7.2.8 Horizontal wall reinforcement is placed to reducecracking that can result from restraint against volumechanges due to shrinkage and temperature change. Theserviceability requirements of residential concrete allow forcrack development. The tension face is the inside face of a

wall, assuming backfill is applied to the outside face. Refer toTable R3.1 for common reinforcing bar values including 30db.

R7.2.9 This reinforcement is placed to restrain cracking.The code requires reinforcement to be provided in both plainand reinforced foundation walls. Refer to Fig. R6.2.

7.2.10 Reentrant corners—Where a wall opening, or anabrupt elevation change greater than 8 in. in top or bottom ofwall, creates a reentrant corner, a minimum of one 24 in.long reinforcing bar shall be placed diagonally as close aspractical to the reentrant corner.

332-14 ACI STANDARD

R7.2.10 This reinforcement is placed to limit the width ofwall cracks caused by a reentrant corner such as is formedby a window or a door. Refer to Fig. R7.4.

7.3—Construction7.3.1 Forms—Foundation wall forms shall be stable

during placement of concrete and shall result in a final structurethat conforms to the shapes, lines, and dimensions requiredby the design drawings and specifications. Blockouts, inserts,bulkheads, embedded items, and reinforcement shall beinstalled in the forms in such a manner that their finaldimensions, alignments, and elevations are maintainedwithin the tolerances specified in ACI 117.

7.3.2 Construction joints—The joint surface shall be cleanand wetted and standing water removed from the formsimmediately before concrete is placed.

R7.3.2 Construction joints may be required where there isan interruption in the placement of concrete.

7.3.2.1 Construction joints shall be oriented vertically instructural plain concrete walls. Horizontal or verticalconstruction joints are permitted in reinforced concrete walls.

7.3.2.2 For vertical construction joints, a minimum ofthree horizontal reinforcing bars, equally spaced, shallextend through construction joints, with a specifiedminimum length of 24 in. on each side of the joint.

7.3.2.3 Construction joints shall be sealed in such amanner as to prevent visual seepage of water through the joint.

R7.3.2.3 External waterproofing and internal water-stops are methods commonly used to provide watertightconstruction joints. Refer to ACI 504R.

7.3.3 Surface irregularities—Fins or projections ofconcrete greater than 0.5 in. shall be removed after strippingforms. Surface areas where voids in the concrete placementexpose the reinforcement shall be repaired.

R7.3.3 It is important to remove fins or other projectionsfrom the exterior wall surface to prevent interference withdampproofing and waterproofing systems. It is also importantto remove fins or other projections from the interior wallsurface to prevent interference with interior finish systemswhere the wall surface encloses occupied space.

Fig. R7.4—Reentrant corner reinforcement.

CHAPTER 8—SLABS-ON-GROUND8.1—Design

Slabs-on-ground shall be designed considering the antici-pated loads and the soil- or fill-bearing capacity supportingthe slab. This code shall apply to slabs-on-ground that are:

(a) Subject to loads resulting from pedestrians orpassenger vehicles with a passenger capacity of nine or lessand conform to the values listed in Tables 4.1 and 4.2; and

(b) Constructed on soils not classified as expansive by thegeneral building code.

Slabs-on-ground not conforming to the aforementionedrequirements shall be designed by a licensed designprofessional.

R8.1 These provisions are intended to apply to slabsplaced on suitable ground where the loads are not greaterthan those expected as a result of pedestrian and passengervehicles. Any slab that is placed on soil not suitable tosupport the imposed loads, located over voids, or otherwisenot continuously supported should be designed andconstructed as a structural slab. In addition, refer to thegeneral building code for applicable requirementsconcerning vapor retarder, granular base drainage, water-proofing, and dampproofing requirements.

Soils are considered to be expansive when they have aplasticity index (PI) greater than 15; have more than 10% ofthe soil passing a No. 200 sieve; have more than 10% of thesoil particles less than 5 micrometers in size; and have anexpansion index greater than 20. ASTM D4318 providesfurther discussion of the PI of soils.

8.2—SupportSlabs-on-ground shall be continuously supported on

undisturbed soil or with fill and base as described in 8.2.1and 8.2.2.

8.2.1 Fill—The fill shall be compacted to provide uniformsupport of the slab and shall be free of organic and foreignmaterial. Fill depths shall not exceed 24 in. for clean sand orgravel and 8 in. for earth, unless approved by the localbuilding official.

8.2.2 Base—A 4 in. thick base course consisting of cleangraded sand, gravel, crushed stone, crushed slag, or recycledcrushed concrete passing a 2 in. sieve shall be placed on theprepared subgrade when the slab is below grade.

8.3—FormsForms for slabs-on-ground shall be braced to maintain

horizontal and vertical alignment with sufficient strength toresist concrete pressure and applied loads from mechanicalplacing and finishing equipment.

8.4—ThicknessThe specified minimum thickness of slabs-on-ground

shall be 3.5 in.

R8.4 Interior bearing walls on slabs-on-ground mayrequire thickened slab footings for load distribution. Refer toFig. R6.4 for unformed thickened slab footings.


8.6.1 Steel reinforcement—Reinforcement shall consist ofdeformed bars or welded wire reinforcement conforming to3.2.1 or 3.2.2 and shall be placed and maintained in the upper1/2 of the slab depth with a specified minimum cover of 3/4 in.for interior conditions and 1-1/2 in. for exterior conditions.The reinforcement shall be supported in a manner thatmaintains its position during concrete placement.

8.5—Joints8.5.1 Construction joints—Formed construction joints

shall be provided when concrete placing operations are inter-rupted long enough for previously placed concrete to set.

8.5.2 Contraction joints—Contraction joints shallconform to (a), (b), and (c). Alternatively, an isolation jointconforming to 8.5.3 is an acceptable contraction joint.

8.5.3 Isolation joints—Isolation joints shall extend the fulldepth of the slab. Where vehicular traffic crosses isolationjoints, slab thickness shall be increased at least 25% at thejoint and tapered back to specified thickness over a distancenot less than 12 in. from the joint.

(a) Joints shall be formed, sawed, or tooled;(b) Joint spacing shall not exceed the limits of Table 8.1

Table 8.1—Specified maximum contractionjoint spacing for slab-on-ground withoutsteel reinforcementSlab thickness h,

in.Specified maximum size

aggregate less than 3/4 in.Specified maximum size

aggregate 3/4 in. and larger

3.5 8 ft 10 ft

4.5 10 ft 13 ft

5.5 12 ft 15 ft

unless the slab is reinforced in accordance with 8.6.2;

8.6.2 Minimum steel reinforcement based on jointspacing— For crack-width control, either provide contractionjoints in accordance with 8.5.2, or a minimum area of

(c) Slab sections defined by contraction joints shall havean aspect ratio no greater than 1.5; and

(d) Joint depth shall be a specified minimum of 1/4 theslab thickness.

reinforcement in both directions. The specified minimumarea of reinforcement shall be equal to 0.5% times the slabcross-sectional area for joint spacing exceeding 100h , whereh is the slab thickness. For joint spacing between 24h and

100h, the specified minimum area of reinforcement shall bedetermined by a linear interpolation from 0.1% at 24h to0.5% at 100h.

R8.5.2 Contraction joints are required because concreteshrinkage (shortening) occurs at a ratio of approximately5/8 in. for each 100 ft based on empirical data.

Interior bearing walls should not bear directly on slabs-on-ground without consideration given to the location of thecontraction joint relative to the bearing wall. Also, the floorfinish (such as carpeting or tile) manufacturer instructionsshould be consulted to determine the ability of the floorfinish to span the contraction joint. The spacing of jointsaccording to the provisions of Table 8.1 may not eliminateall random cracks in concrete slabs. Experience has shownthat the use of an early-entry concrete saw just after final set,or a conventional saw, tends to limit crack development tothe sawed joint. Refer to ACI 302.1R for more informationon limiting slab-on-ground cracking.

R8.5.3 Isolation joints usually use a minimum 3/8 in. thickpremolded joint filler. Isolation joints are usually providedwhere:

(a) Slab edges are adjacent to other slabs-on-ground orwalls; and

(b) Rigid elements penetrate the slabs-on-ground, inwhich case isolation joints are formed by wrapping rigidelements.

8.6—Reinforcement

8.7—CuringAfter placement, concrete shall be protected to maintain

proper moisture content and temperature. Protection shallensure that excessive water evaporation does not impairrequired strength or serviceability of the slab. The additionalprovisions of 5.4 and 5.5 shall be followed in cold and hotweather conditions.

R8.7 The objectives of curing are to reduce the loss ofmoisture from concrete and, when needed, to supply additionalmoisture and maintain a favorable concrete temperature fora sufficient period of time to allow the concrete to reachinitial critical strengths. Common methods include wetburlap, polyethylene sheets, blankets, foggers, and curingcompounds. References to these methods and other curingtechniques can be found in ACI 332.1R and 308R.

CHAPTER 9—REFERENCES9.1—Referenced standardsAmerican Concrete Institute117-06 Specifications for Tolerances for Concrete

Construction and Materials318-08 Building Code Requirements for Structural

Concrete and Commentary

ASTM InternationalA82/A82M-07 Standard Specification for Steel Wire,

Plain, for Concrete ReinforcementA185/A185M-07 Standard Specification for Steel Welded

Wire Reinforcement, Plain, for ConcreteA496/A496M-05 Standard Specification for Steel Wire,

Deformed, for Concrete ReinforcementA497/A497M-07 Standard Specification for Steel Welded

Wire Reinforcement, Deformed, forConcrete

A615/A615M-08 Standard Specification for Deformedand Plain Carbon-Steel Bars forConcrete Reinforcement

A706/A706M-06a Standard Specification for Low-AlloySteel Deformed and Plain Bars forConcrete Reinforcement

A996/A996M-06a Standard Specification for Rail-Steel andAxle-Steel Deformed Bars for ConcreteReinforcement

C33-07 Standard Specification for ConcreteAggregates

332-16 ACI STANDARD

C94/C94M-07 Standard Specification for Ready-MixedConcrete

C150-07 Standard Specification for PortlandCement

C260-06 Standard Specification for Air- EntrainingAdmixtures for Concrete

C330-05 Standard Specification for LightweightAggregates for Structural Concrete

C494/C494M-05a Standard Specification for ChemicalAdmixtures for Concrete

C595-08 Standard Specification for BlendedHydraulic Cements

C618-08 Standard Specification for Coal Fly Ashand Raw or Calcined Natural Pozzolanfor Use in Concrete

C685/C685M-07 Standard Specification for ConcreteMade by Volumetric Batching andContinuous Mixing

C989-06 Standard Specification for GroundGranulated Blast-Furnace Slag for Usein Concrete and Mortars

C1017/C1017M-07 Standard Specification for ChemicalAdmixtures for Use in ProducingFlowing Concrete

C1116/C1116M-08 Specification for Fiber-ReinforcedConcrete

C1157-03 Standard Performance Specification forHydraulic Cement

C1240-05 Standard Specification for Silica FumeUsed in Cementitious Mixtures

C1602/C1602M-06 Standard Specification for Mixing WaterUsed in the Production of HydraulicCement Concrete

D98-05 Standard Specification for CalciumChloride

International CodeIRC 2003 International Residential Code for One-

and Two-Family Dwellings

The above publications may be obtained from thefollowing organizations:

American Concrete InstituteP.O. Box 9094Farmington Hills, MI 48333-9094www.concrete.org

ASTM International100 Barr Harbor DriveWest Conshohocken, PA 19428-2959www.astm.org

International Code Council5203 Leesburg Pike, Suite 600Falls Church, VA 22041www.iccsafe.org

R9.1 Commentary referencesR9.1.1 Referenced standards and reports—The standards

and reports listed below were the latest editions at the timethis document was prepared. Because these documents arerevised frequently, the reader is advised to contact theproper sponsoring group if it is desired to refer to the latestversion.

American Concrete Institute201.2R Guide to Durable Concrete222R Protection of Metals in Concrete Against

Corrosion237R Self-Consolidating Concrete302.1R Guide for Concrete Floor and Slab

Construction304R Guide for Measuring, Mixing, Trans-

porting, and Placing Concrete305R Hot Weather Concreting306R Cold Weather Concreting308R Guide to Curing Concrete318 Building Code Requirements for Struc-

tural Concrete and Commentary332.1R Guide to Residential Concrete

Construction347 Guide to Formwork for Concrete504R Guide to Sealing Joints in Concrete

StructuresSP-4 Formwork for Concrete

American Society of Civil EngineersASCE/SEI 7 Minimum Design Loads for Building

and Other Structures

ASTM InternationalC39/C39M Standard Test Method for Compressive

Strength of Cylindrical Concrete SpecimensC42/C42M Standard Test Method for Obtaining and

Testing Drilled Cores and Sawed Beamsof Concrete

C94/C94M Standard Specification for Ready-MixedConcrete

C143/C143M Standard Test Method for Slump ofHydraulic Cement Concrete

C173/C173M Standard Test Method for Air Content ofFreshly Mixed Concrete by the VolumetricMethod

C231 Standard Test Method for Air Content ofFreshly Mixed Concrete by the PressureMethod

C494/C494M Standard Specification for ChemicalAdmixtures for Concrete

C1017/C1017M Standard Specification for ChemicalAdmixtures for Use in ProducingFlowing Concrete

C1580 Standard Test Method for Water-SolubleSulfate in Soil

C1611/C1611M Standard Test Method for Slump Flow ofSelf-Consolidating Concrete


D4318 Standard Test Methods for Liquid Limit,Plastic Limit, and Plasticity Index ofSoils

California Department of TransportationCalifornia Test 417 Method of Testing Soils and Waters for

Sulfate Content

Concrete Foundations AssociationCold Weather Research Report for Residential Foundation

Walls

Post-Tensioning InstituteDesign and Construction of Post-Tensioned Slabs-on-

Ground

The above publications may be obtained from thefollowing organizations:

American Concrete InstituteP.O. Box 9094Farmington Hills, MI 48333-9094www.concrete.org

American Society of Civil Engineers1801 Alexander Bell DriveReston, VA 20191www.asce.org

ASTM International100 Barr Harbor DriveWest Conshohocken, PA 19428-2959www.astm.org

California Department of TransportationEngineering Service CenterTransportation Laboratory5900 Folsom BoulevardSacramento, CA 95819-4612http://www.dot.ca.gov/

Concrete Foundations AssociationP.O. Box 204Mount Vernon, IA 52314www.cfawalls.org

Post-Tensioning Institute8601 North Black Canyon Highway, Suite 103Phoenix, AZ 85021www.post-tensioning.org

R9.1.2 Cited referencesGaynor, R. D., 1999, “Calculating Chloride Percentages,”

Concrete Products, V. 102, No. 2, Feb., pp. 97-98.U.S. Bureau of Reclamation, 1973, “Method of Test for

Determining the Quantity of Water-Soluble Sulfate in Solid(Soil and Rock) and Water Samples,” U.S. Department ofthe Interior.

332-18 ACI STANDARD

APPENDIX A—PRESCRIPTIVE TABLES FOR FOUNDATION WALLS

Table A.1—Vertical reinforcing bar spacing for concrete basement walls

Unsupported wall height, ft

fc′ = 2500 psi Specified maximum equivalent fluid pressure of soil, psf/ft

fy = 40,000 psi 30 45 60 100

Unbalanced backfill, ft Reinforcing bar

Specified minimum wall thickness, in.




7.5 9.5 11.5 7.5 9.5 11.5 7.5 9.5 11.5 7.5 9.5 11.5

8

5

No. 4 @ ... in. Plain Plain Plain Plain Plain Plain Plain Plain Plain Plain Plain Plain



6

No. 4 @ ... in. Plain Plain Plain Plain Plain Plain Plain Plain Plain 12 Plain Plain



7

No. 4 @ ... in. Plain Plain Plain Plain Plain Plain 14 Plain Plain 8 11 Plain



9

5




6

No. 4 @ ... in. Plain Plain Plain Plain Plain Plain Plain Plain Plain 11 15 Plain



7

No. 4 @ ... in. Plain Plain Plain 17 Plain Plain 13 Plain Plain 8 10 Plain



8

No. 4 @ ... in. Plain Plain Plain 13 Plain Plain 10 13 Plain 6 8 9



10

5




6




7

No. 4 @ ... in. Plain Plain Plain 16 Plain Plain 12 Plain Plain 7 9 12



8

No. 4 @ ... in. 18 Plain Plain 12 Plain Plain 9 12 Plain 6 7 9



9

No. 4 @ ... in. 14 Plain Plain 9 12 Plain 7 9 11 5 5 7



Notes:1. The term “plain” refers to concrete where no vertical reinforcement is required other than reinforcement consistent with 7.2.10 and where horizontal reinforcement is required inaccordance with 7.2.8 and 7.2.9 of this code.2. This table is applicable to walls of specified height, unbalanced backfill height, equivalent fluid pressure of soil, concrete strength, and the yield strength of reinforcement.3. This table is applicable only when the structure is not assigned to Seismic Design Category D, E, or F or located in Seismic Zone 3 or 4.4. Values in this table are derived in accordance with ACI 318-08 and 7.2 of this code.





fy = 60,000 psi 30 45 60 100

Unbalancedbackfill, ft Reinforcing bar





7.5 9.5 11.5 7.5 9.5 11.5 7.5 9.5 11.5 7.5 9.5 11.5

8

5




6




7




9

5




6




7




8




10

5




6




7




8




9





332-20 ACI STANDARD




fy = 40,000 psi 30 45 60 100






7.5 9.5 11.5 7.5 9.5 11.5 7.5 9.5 11.5 7.5 9.5 11.5

8

5




6




7




9

5




6




7




8




10

5




6




7




8




9









fy = 60,000 psi 30 45 60 100






7.5 9.5 11.5 7.5 9.5 11.5 7.5 9.5 11.5 7.5 9.5 11.5

8

5




6




7




9

5




6




7




8




10

5




6




7




8




9





332-22 ACI STANDARD




fy = 40,000 psi 30 45 60 100






7.5 9.5 11.5 7.5 9.5 11.5 7.5 9.5 11.5 7.5 9.5 11.5

8

5




6




7




9

5




6




7




8




10

5




6




7




8




9

No. 4 @ ... in. 14 Plain Plain 9 12 Plain 7 9 Plain 5 5 7








fy = 60,000 psi 30 45 60 100

Unbalancedbackfill, ft Reinforcing bar





7.5 9.5 11.5 7.5 9.5 11.5 7.5 9.5 11.5 7.5 9.5 11.5

8

5




6




7




9

5




6




7




8




10

5




6




7




8




9





332-24 ACI STANDARD




fy = 40,000 psi 30 45 60 100






7.5 9.5 11.5 7.5 9.5 11.5 7.5 9.5 11.5 7.5 9.5 11.5

8

5




6




7




9

5




6




7




8




10

5




6




7




8




9









fy = 60,000 psi 30 45 60 100






7.5 9.5 11.5 7.5 9.5 11.5 7.5 9.5 11.5 7.5 9.5 11.5

8

5




6




7




9

5




6




7




8




10

5




6




7




8




9





332-26 ACI STANDARD




fy = 40,000 psi 30 45 60 100






7.5 9.5 11.5 7.5 9.5 11.5 7.5 9.5 11.5 7.5 9.5 11.5

8

5




6




7




9

5




6




7




8




10

5




6




7




8




9









fy = 60,000 psi 30 45 60 100






7.5 9.5 11.5 7.5 9.5 11.5 7.5 9.5 11.5 7.5 9.5 11.5

8

5




6




7




9

5




6




7




8




10

5




6




7




8




9





As ACI begins its second century of advancing concrete knowledge, its original chartered purposeremains “to provide a comradeship in finding the best ways to do concrete work of all kinds and inspreading knowledge.” In keeping with this purpose, ACI supports the following activities:

· Technical committees that produce consensus reports, guides, specifications, and codes.

· Spring and fall conventions to facilitate the work of its committees.

· Educational seminars that disseminate reliable information on concrete.

· Certification programs for personnel employed within the concrete industry.

· Student programs such as scholarships, internships, and competitions.

· Sponsoring and co-sponsoring international conferences and symposia.

· Formal coordination with several international concrete related societies.

· Periodicals: the ACI Structural Journal and the ACI Materials Journal, and Concrete International.

Benefits of membership include a subscription to Concrete International and to an ACI Journal. ACImembers receive discounts of up to 40% on all ACI products and services, including documents, seminarsand convention registration fees.

As a member of ACI, you join thousands of practitioners and professionals worldwide who share acommitment to maintain the highest industry standards for concrete technology, construction, andpractices. In addition, ACI chapters provide opportunities for interaction of professionals and practitionersat a local level.

American Concrete Institute38800 Country Club DriveFarmington Hills, MI 48331U.S.A.Phone: 248-848-3700Fax: 248-848-3701

www.concrete.org

American Concrete Institute®

Advancing concrete knowledge

The AMERICAN CONCRETE INSTITUTE

was founded in 1904 as a nonprofit membership organization dedicated to publicservice and representing the user interest in the field of concrete. ACI gathers anddistributes information on the improvement of design, construction andmaintenance of concrete products and structures. The work of ACI is conducted byindividual ACI members and through volunteer committees composed of bothmembers and non-members.

The committees, as well as ACI as a whole, operate under a consensus format,which assures all participants the right to have their views considered. Committeeactivities include the development of building codes and specifications; analysis ofresearch and development results; presentation of construction and repairtechniques; and education.

Individuals interested in the activities of ACI are encouraged to become a member.There are no educational or employment requirements. ACI’s membership iscomposed of engineers, architects, scientists, contractors, educators, andrepresentatives from a variety of companies and organizations.

Members are encouraged to participate in committee activities that relate to theirspecific areas of interest. For more information, contact ACI.

www.concrete.org


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