Code Requirements for Determining Fire Resistance of

Reported by Joint ACI / TMS Committee 216

Code Requirements forDetermining Fire Resistance

of Concrete and MasonryConstruction Assemblies

An ACI / TMS Standard

ACI 216.1M-07 / TMS-216-07

Copyright American Concrete Institute Provided by IHS under license with ACI Licensee=University of Texas Revised Sub Account/5620001114, User=wserrt, fghu

Not for Resale, 01/26/2015 01:23:28 MSTNo reproduction or networking permitted without license from IHS

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ISBN 978-0-87031-304-2

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ACI 216.1M-07 supersedes ACI 216.1-97, was adopted March 6, 2007, and publishedSeptember 2008.

Copyright © 2007, American Concrete Institute.All rights reserved including rights of reproduction and use in any form or by any

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216.1M-1

Code Requirements for Determining Fire Resistance of Concrete and Masonry Construction Assemblies

An ACI/TMS Standard

Reported by Joint ACI-TMS Committee 216

ACI 216.1M-07TMS-216-07

FOREWORDFire resistance of building elements is an important consideration inbuilding design. While structural design considerations for concrete andmasonry at ambient temperature conditions are addressed by ACI 318Mand ACI 530/ASCE 5/TMS 402, respectively, these codes do not considerthe impact of fire on concrete and masonry construction. This standardcontains design and analytical procedures for determining the fire resistanceof concrete and masonry members and building assemblies. Wheredifferences occur in specific design requirements between this standardand the aforementioned codes, as in the case of cover protection of steelreinforcement, the more stringent of the requirements shall apply.

Keywords: beams (supports); columns (supports); compressive strength;concrete slabs, fire endurance; fire ratings; fire resistance; fire tests;masonry walls; modulus of elasticity; prestressed concrete; prestressingsteels; reinforced concrete; reinforcing steel; structural design; temperaturedistribution; thermal properties; walls.

CONTENTSChapter 1—General, p. 216.1M-2

1.1—Scope

1.2—Alternative methods

1.3—Definitions

1.4—Notation

1.5—Fire resistance determinations

Chapter 2—Concrete, p. 216.1M-42.1—General

2.2—Concrete walls, floors, and roofs

2.3—Concrete cover protection of steel reinforcement

2.4—Analytical methods for calculating structural fireresistance and cover protection of concrete flexuralmembers

2.5—Reinforced concrete columns2.6—Structural steel columns protected by concrete

Chapter 3—Concrete masonry, p. 216.1M-173.1—General3.2—Equivalent thickness3.3—Concrete masonry wall assemblies3.4—Reinforced concrete masonry columns3.5—Concrete masonry lintels3.6—Structural steel columns protected by concrete

masonry

Chapter 4—Clay brick and tile masonry, p. 216.1M-204.1—General4.2—Equivalent thickness4.3—Clay brick and tile masonry wall assemblies4.4—Reinforced clay masonry columns4.5—Reinforced clay masonry lintels4.6—Expansion or contraction joints4.7—Structural steel columns protected by clay masonry

Gene C. Abbate* Jeffrey H. Greenwald Phillip J. Iverson John P. Ries

Charles B. Clark, Jr. Thomas F. Herrell Tung D. Lin Thomas J. Rowe

Donald O. Dusenberry Thomas A. Holm Richard J. McGrath Jay G. Sanjayan

William L. Gamble James P. Hurst John D. Perry Jeffery F. Speck

Richard G. Gewain* Robert Iding Stephen Pessiki Robert E. Van Laningham

Dennis W. Graber Joel R. Irvine Walter J. Prebis

*Deceased.

Long T. PhanChair

Venkatesh K. R. KodurSecretary



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216.1M-2 ACI/TMS STANDARD

Chapter 5—Effects of finish materials on fire resistance, p. 216.1M-21

5.1—General5.2—Calculation procedure5.3—Installation of finishes

Chapter 6—References, p. 216.1M-226.1—Referenced standards

APPENDIXESAppendix A —Minimum cover for steel columns encased in concrete, p. 216.1M-24

Appendix B—Fire resistance of concrete-masonry-protected steel columns, p. 216.1M-26

Appendix C—Fire resistance of clay-masonry-protected steel columns, p. 216.1M-28

CHAPTER 1—GENERAL1.1—Scope

This standard describes acceptable methods for determiningthe fire resistance of concrete building and masonry buildingassemblies and structural elements, including walls, floorand roof slabs, beams, columns, lintels, and masonry fireprotection for structural steel columns. These methods shallbe used for design and analysis purposes and shall be basedon the fire exposure and applicable end-point criteria ofASTM E 119. This standard does not apply to compositemetal deck floor or roof assemblies.

The primary intended use of this document is for determiningthe design requirements for concrete and masonry elementsto resist fire and provide fire protection. Tolerance complianceto the provisions for concrete shall be based on informationprovided in ACI 117. Consideration for compliance to theprovisions for masonry shall be based on the informationprovided in ACI 530.1/ASCE 6/TMS 602.

1.2—Alternative methodsMethods other than those presented in this standard shall

be permitted for use in assessing the fire resistance ofconcrete and masonry building assemblies and structuralelements if the methods are based on the fire exposure andapplicable end-point criteria specified in ASTM E 119.Computer models, when used, shall be validated and supportedby published material to substantiate their accuracy.

1.3—DefinitionsThe following definitions apply for this standard:approved—approved by the building official responsible

for enforcing the legally adopted building code of which thisstandard is a part, or approved by some other authorityhaving jurisdiction.

bar, high-strength alloy steel—steel bars conforming tothe requirements of ASTM A 722/A 722M.

barrier element—a building member that performs as abarrier to the spread of fire (for example, walls, floors, androofs).

beam—a structural member subjected primarily toflexure, but also to axial loads.

blanket, ceramic fiber—mineral wool insulating materialmade of alumina-silica fibers and having a density of 60to 130 kg/m3.

board, mineral—mineral fiber insulation boardcomplying with ASTM C 726.

building code—a legal document that establishes theminimum requirements necessary for building design andconstruction to provide for public health and safety.

concrete, carbonate aggregate—concrete made withcoarse aggregate consisting mainly of calcium carbonate ora combination of calcium and magnesium carbonate (forexample, limestone or dolomite).

concrete, cellular—a low-density product consisting ofportland-cement, cement-silica, cement-pozzolan, lime-pozzolan, lime silica pastes, or pastes containing a blend ofthese ingredients and having a homogeneous void or cellstructure, attained with gas-forming chemicals or foamingagents. (For cellular concretes containing binder ingredientsother than, or in addition to, portland cement, autoclavecuring is usually employed.)

concrete, lightweight-aggregate—concrete made withaggregates conforming to ASTM C 330 or C 331.

concrete, normalweight—concrete made with aggregatesconforming to ASTM C 33.

concrete, perlite—nonstructural lightweight insulatingconcrete having a density of approximately 480 kg/m3, madeby mixing perlite aggregate complying with ASTM C 332with portland cement slurry.

concrete, plain—structural concrete with no reinforcementor less reinforcement than the minimum amount specified inACI 318M for reinforced concrete.

concrete, reinforced—structural concrete reinforced withno less than the minimum amount of prestressing tendons ornonprestressed reinforcement as specified by ACI 318M.

concrete, semi-lightweight—Concrete made with a combi-nation of lightweight aggregates (expanded clay, shale, slag,or slate, or sintered fly ash) and normalweight aggregates,having an equilibrium density of 1680 to 1920 k/m3 inaccordance with ASTM C 567.

concrete, siliceous aggregate—normalweight concretehaving constituents composed mainly of silica or silicates.

concrete, structural—all concrete used for structuralpurposes, including plain and reinforced concrete.

concrete, vermiculite—concrete in which the aggregateconsists of exfoliated vermiculite.

end-point criteria—conditions of acceptance for anASTM E 119 fire test.

end-point, heat transmission—An acceptance criterionof ASTM E 119 limiting the temperature rise of the unexposedsurface to an average of 121 °C for all measuring points or amaximum of 160 °C at any one point.

end-point, integrity—an acceptance criterion of ASTM E119 prohibiting the passage of flame or gases hot enough toignite cotton waste before the end of the desired fire-endurance period. The term also applies to the hose-streamtest of a fire-exposed wall.



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DETERMINING FIRE RESISTANCE OF CONCRETE AND MASONRY CONSTRUCTION ASSEMBLIES 216.1M-3

end-point, steel temperature—an acceptance criterion ofASTM E 119 defining the limiting steel temperatures forunrestrained assembly classifications.

end-point, structural—ASTM E 119 criteria that specifythe conditions of acceptance for structural performance of atested assembly.

endurance, fire—a measure of the elapsed time duringwhich a material or assembly continues to exhibit fireresistance. As applied to elements of buildings with respectto this standard, it shall be measured by the methods andcriteria contained in ASTM E 119.

fiberboard, glass—fibrous glass insulation boardcomplying with ASTM C 612.

fiber, sprayed mineral—a blend of refined mineral fibersand inorganic binders.

fire resistance—the property of a material or assembly towithstand fire or provide protection from it. As applied toelements of buildings, it is characterized by the ability toconfine a fire or, when exposed to fire, to continue toperform a given structural function, or both.

fire-resistance rating (sometimes called fire rating, fire-resistance classification, or hourly rating)—a legal termdefined in building codes, usually based on fire endurance;fire-resistance ratings are assigned by building codes forvarious types of construction and occupancies, and areusually given in half-hour or hourly increments.

fire test—see standard fire test.joist—a comparatively narrow beam, used in closely

spaced arrangements to support floor or roof slabs (thatrequire no reinforcement except that required for temperatureand shrinkage stresses); also a horizontal structural membersuch as that which supports deck form sheathing.

masonry, plain—masonry in which the tensile resistanceof masonry is taken into consideration and the resistance ofthe reinforcing steel, if present, is neglected.

masonry, reinforced—a material in which the masonrytensile strength is neglected and the effects of stress inembedded reinforcement are included in the design.

masonry unit, clay—solid or hollow unit (brick or tile)composed of clay, shale, or similar naturally occurringearthen substances shaped into prismatic units and subjectedto heat treatment at elevated temperature (firing), meetingrequirements of ASTM C 34, C 56, C 62, C 126, C 212, C216, C 652, or C 1088.

masonry unit, concrete—hollow or solid unit (block)made from cementitious materials, water, and aggregates,with or without the inclusion of other materials, meeting therequirements of ASTM C 55, C 73, C 90, C 129, or C 744.

mastic, intumescent—spray-applied coating that reacts toheat at approximately 150 °C by foaming to a multicellularstructure having 10 to 15 times its initial thickness.

material, cementitious—cements and pozzolans used inconcrete and masonry construction.

material, vermiculite cementitious—cementitious materialcontaining mill-mixed vermiculite to which water is added toform a mixture suitable for spraying.

reinforcement, cold-drawn wire—steel wire made fromrods that have been rolled from billets, cold-drawn through a

die; for concrete reinforcement of a diameter not less than 2 mmnor greater than 16 mm.

standard fire exposure—the time-temperature relationshipdefined by ASTM E 119.

standard fire test—the test prescribed by ASTM E 119.steel, hot-rolled—steel used for reinforcing bars or structural

steel members.strand—a prestressing tendon composed of a number of

wires twisted about a center wire or core.temperature, critical—temperature of reinforcing steel in

unrestrained flexural members during fire exposure at whichthe nominal flexural strength of a member is reduced to themoment produced by application of service loads to thatmember.

tendon—a steel element such as strand, bar, wire, or abundle of such elements, primarily used in tension to impartcompressive stress to concrete.

wallboard, gypsum type “X”—mill-fabricated product,complying with ASTM C 36/C 36M, Type X, made of agypsum core containing special minerals and encased in asmooth, finished paper on the face side and liner paper onthe back.

1.4—NotationA1, A2,and An = air factor for each continuous air space having a

distance of 13 to 89 mm between wythes(nondimensional)

Aps = cross-sectional area of prestressing tendons, mm2

As = cross-sectional area of non-prestressed longitudinaltension reinforcement, mm2

Ast = cross-sectional area of the steel column, mm2

a = depth of equivalent rectangular concretecompressive stress block at nominal flexuralstrength, mm

aθ = depth of equivalent concrete rectangular stressblock at elevated temperature, mm

B = least dimension of rectangular concrete column, in.b = width of concrete slab or beam, mmbf = width of flange, mmcc = ambient temperature specific heat of concrete,

J/(kg/°C)Dc = oven-dried density of concrete, kg/m3

d = effective depth, distance from centroid of tensionreinforcement to extreme compressive fiber ordepth of steel column, mm

def = distance from centroid of tension reinforcement tomost extreme concrete compressive fiber at whichpoint temperature does not exceed 760 °C, mm

dl = thickness of fire-exposed concrete layer, mmdst = column dimension, mmºC = degrees Celsiusfc = measured compressive strength of concrete test

cylinders at ambient temperature, MPafc′ = specified compressive strength of concrete, MPafcθ′ = reduced compressive strength of concrete at

elevated temperature, MPaCopyright American Concrete Institute Provided by IHS under license with ACI Licensee=University of Texas Revised Sub Account/5620001114, User=wserrt, fghu


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fps = stress in prestressing steel at nominal flexuralstrength, MPa

fpsθ = reduced stress of prestressing steel at elevatedtemperature, MPa

fpu = specified tensile strength of prestressing tendons, psify = specified yield strength of non-prestressed

reinforcing steel, MPafyθ = reduced yield strength of non-prestressed reinforcing

steel at elevated temperature, MPaH = specified height of masonry unit, mmHs = ambient temperature thermal capacity of steel

column, J/(m/°C)h = average thickness of concrete cover, mmkc = thermal conductivity of concrete at room

temperature, kcal/(h/m/°C)kcm = thermal conductivity of concrete masonry at room

temperature, kcal/(h/m/°C)L = specified length of masonry unit or interior

dimension of rectangular concrete box protectionfor steel column, mm

l = clear span between supports, mm or mM = moment due to full service load on member, N-mMn = nominal moment capacity at section, N-mMnθ = nominal moment capacity at section at elevated

temperature, N-mMnθ

+ = nominal positive moment capacity of section atelevated temperature, N-m

Mnθ– = nominal negative moment capacity of section at

elevated temperature, N-mMx1 = maximum value of redistributed positive moment

at some distance x1, N-mm = equivalent moisture content of the concrete by

volume (percent)p = inner perimeter of concrete masonry protection, mmps = heated perimeter of steel column, mmR = fire resistance of assembly, hoursR0 = fire resistance at zero moisture content, hoursR1, R2,...Rn= fire resistance of layer 1, 2,...n, respectively,

hourss = center-to-center spacing of items such as ribs or

undulations, mmT = specified thickness of concrete masonry and clay

masonry unit, mmTe = equivalent thickness of concrete, concrete

masonry and clay masonry unit, mmTea = equivalent thickness of concrete masonry assembly,

mmTef = equivalent thickness of finishes, mmt = time, min.te = equivalent thickness of a ribbed or undulating

concrete section, mmtmin = minimum thickness, mmttot = total slab thickness, mmtw = thickness of web, mmu = average thickness of concrete between the center of

main reinforcing steel and fire-exposed surface, mm

uef = an adjusted value of u to accommodate beamgeometry where fire exposure to concrete surfacesis from three sides, mm

Vn = net volume of masonry unit, mm3

W = average weight of the steel column, kg/mw = sum of unfactored dead and live service loadswc = density of concrete, kg/mwcm = density of masonry protection, kg/m3

x0 = distance from inflection point to location of firstinterior support, measured after moment redistribu-tion has occurred, mm

x1 = distance at which maximum value of redistributedpositive moment occurs measured from: (a) outersupport for continuity over one support; and (b)either support where continuity extends over twosupports, mm

x2 = in continuous span, distance between adjacentinflection points, mm

θ = subscript denoting changes of parameter due toelevated temperature

ρ = reinforcement ratioρg = ratio of total reinforcement area to cross-sectional

area of columnωp = reinforcement index for concrete beam reinforced

with prestressing steelωr = reinforcement index for concrete beam reinforced

with non-prestressed steelωθ = reinforcement index for concrete beam at elevated

temperature

1.5—Fire resistance determinationsThe fire resistance of materials and assemblies shall be

determined by one of the methods given in 1.5.1 to 1.5.4.1.5.1 Qualification by testing—Materials and assemblies

of materials of construction tested in accordance with therequirements set forth in ASTM E 119 shall be rated for fireresistance in accordance with the results and conditions ofsuch tests.

1.5.2 Calculated fire resistance—The fire resistanceassociated with an element or assembly shall be deemedacceptable when established by the calculation procedures inthis standard or when established in accordance with 1.2.

1.5.3 Approval through past performance—The provisionsof this standard are not intended to prevent the application offire ratings to elements and assemblies that have been appliedin the past and have been proven through performance.

1.5.4 Alternative methods—The provisions of this standardare not intended to prevent the application of new andemerging technology for predicting the life safety andproperty protection implications of buildings and structures.

CHAPTER 2—CONCRETE2.1—General

The fire resistance of concrete members and assembliesdesigned in accordance with ACI 318M for reinforced andplain structural concrete shall be determined based on theprovisions of this chapter. Concrete walls, floors, and roofsshall meet minimum thickness requirements for purposes of



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barrier fire resistance. Concrete containing steel reinforcementshall additionally meet cover protection requirements in thischapter for purposes of maintaining fire resistance.

In some cases, distinctions are made between normalweightconcrete made with carbonate and siliceous aggregates. Ifthe type of aggregate is not known, the value for the aggregateresulting in the greatest required member thickness or coverto the reinforcement shall be used.

2.2—Concrete walls, floors, and roofsPlain and reinforced concrete bearing or nonbearing walls

and floor and roof slabs required to provide fire-resistanceratings of 1 to 4 hours shall comply with the minimumequivalent thickness values in Table 2.1. For solid walls andslabs with flat surfaces, the equivalent thickness shall bedetermined in accordance with 2.2.1. The equivalent thicknessof hollow-core slabs or walls, or slabs, walls, or other barrierelements with surfaces that are not flat shall be determinedin accordance with 2.2.2 through 2.2.4. Provisions for coverprotection of steel reinforcement are contained in 2.3.

2.2.1 Solid walls and slabs with flat surfaces—For solidwalls and slabs with flat surfaces, the actual thickness shallbe the equivalent thickness.

2.2.2 Hollow-core concrete walls and slabs—For wallsand slabs constructed with precast concrete hollow-corepanels with constant core cross section throughout theirlength, calculate the equivalent thickness by dividing the netcross-sectional area by the panel width. Where all of the corespaces are filled with grout or loose fill material, such asperlite, vermiculite, sand or expanded clay, shale, slag, orslate, the fire resistance of the wall or slab shall be the sameas that of a solid wall or slab of the same type of concrete.

2.2.3 Flanged panels—For flanged walls, and floor androof panels where the flanges taper, the equivalent thicknessshall be determined at the location of the lesser distance oftwo times the minimum thickness or 150 mm from the pointof the minimum thickness of the flange (Fig. 2.1).

2.2.4 Ribbed or undulating panels—Determine theequivalent thickness te of elements consisting of panels withribbed or undulating surfaces as follows:

1. Where the center-to-center spacing of ribs or undulationsis more than four times the minimum thickness; the equivalentthickness te is the minimum thickness of the panel neglectingthe ribs or undulations (Fig. 2.1);

2. Where the center-to-center spacing of ribs or undulationsis equal to or less than two times the minimum thickness,calculate the equivalent thickness te by dividing the netcross-sectional area by the panel width. The maximum

thickness used to calculate the net cross-sectional area shallnot exceed two times the minimum thickness; and

3. Where the center-to-center spacing of ribs or undulationsexceeds two times the minimum thickness but is not morethan four times the minimum thickness, calculate the equivalentthickness te from the following equation

te = tmin + [(4tmin/s) – 1](te2 – tmin) (2-1)

wheres = spacing of ribs or undulations, mm;tmin = minimum thickness, mm; andte2 = equivalent thickness, mm, calculated in accor-

dance with Item 2 of Section 2.2.4.2.2.5 Multiple-layer walls, floors, and roofs—For walls,

floors, and roofs consisting of two or more layers of differenttypes of concrete, masonry, or both, determine the fireresistance in accordance with the graphical or numericalsolutions in 2.2.5.1, 2.2.5.2, or 2.2.5.3. The fire resistance ofinsulated concrete floors and roofs shall be determined inaccordance with 2.2.6.

2.2.5.1 Graphical and analytical solutions—For solidwalls, floors, and roofs consisting of two layers of differenttypes of concrete, fire resistance shall be determined throughthe use of Fig. 2.2 or from Eq. (2-2) or (2-3). Perform separatefire-resistance calculations, assuming each side of theelement is the fire-exposed side. The fire resistance shall bethe lower of the two resulting calculations, unless otherwisepermitted by the building code. For floors and roofs, thebottom surface shall be assumed to be exposed to fire.

2.2.5.2 Numerical solution—For floor and roof slabs andwalls made of one layer of normalweight concrete and onelayer of semi-lightweight or lightweight concrete, whereeach layer is 25 mm or greater in thickness, the combinedfire resistance of the assembly shall be permitted to be deter-mined using the following expressions:

(a) When the fire-exposed layer is of normalweightconcrete

Table 2.1—Fire resistance of single-layer concrete walls, floors, and roofs

Aggregate type

Minimum equivalent thickness for fire-resistance rating, mm

1 hour 1-1/2 hours 2 hours 3 hours 4 hours

Siliceous 90 110 125 157 175

Carbonate 80 100 115 145 170

Semi-lightweight 70 85 95 115 135

Lightweight 65 80 90 110 130

Fig. 2.1—Equivalent thickness of flanged, ribbed, andundulating panels.



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R = 0.057(2ttot2 – dl ttot +6/ttot) (2-2)

(b) When the fire-exposed layer is of lightweight or semi-lightweight concrete

R = 0.063(ttot2 + 2dlttot – dl

2 + 4/ttot) (2-3)

whereR = fire resistance, hours;ttot = total thickness of slab, mm; anddl = thickness of fire-exposed layer, mm

2.2.5.3 Alternative numerical solution—Determine thefire resistance from Eq. (2-4) for walls, floors, and roofs notmeeting the criteria of 2.2.5.1 and consisting of two or morelayers of different types of concrete, or consisting of layersof concrete, concrete masonry, clay masonry, or a combination

R = (R10.59 + R2

0.59 +...+ Rn0.59 + A1 + A2 +...+ An)1.7 (2-4)

whereR = fire resistance of assembly, hours;R1, R2, and Rn = fire resistance of individual layers, hours;

A1, A2, and An = 0.30; the air factor for each continuous airspace having a distance of 13 to 90 mm betweenlayers.

Obtain values of R n for individual layers for use in Eq. (2-4)from Table 2.1 or Fig. 2.3 for concrete materials, from Table 3.1for concrete masonry, and Table 4.1 for clay masonry.Interpolation between values in the tables shall be permitted.Equation (2-4) does not consider which layer is beingexposed to the fire.

2.2.5.4 Sandwich panels—Determine the fire resistanceof precast concrete wall panels consisting of a layer of foamplastic sandwiched between two layers of concrete by usingEq. (2-4). For foam plastic with a thickness not less than 25 mm,use Rn

0.59 = 0.22 hours in Eq. (2-4). For foam plastic with atotal thickness less than 25 mm, the fire resistance contribu-tion of the plastic shall be zero. Foam plastic shall beprotected on both sides with not less than 25 mm of concrete.

2.2.6 Insulated floors and roofs—Use Fig. 2.4(a), (b), and(c) or Fig. 2.5(a) and (b) to determine the fire resistance offloors and roofs consisting of a base slab of concrete with atopping (overlay) of cellular, perlite or vermiculite concrete,or insulation boards and built-up roof. Where a three-plybuilt-up roof is installed over a lightweight insulating, orsemi-lightweight concrete topping, it shall be permitted toadd 10 minutes to the fire resistance determined fromFig. 2.4(a), (b), (c) or Fig. 2.6.

2.2.7 Protection of joints between precast concrete wallpanels and slabs—When joints between precast concretewall panels are required to be insulated by 2.2.7.1, this shallbe done in accordance with 2.2.7.2. Joints between precastconcrete slabs shall be in accordance with 2.2.7.3.

Fig. 2.2—Fire resistance of two-layer concrete walls, floors,and roofs.

Fig. 2.3—Effect of slab thickness and aggregate type of fireresistance of concrete slabs based on 139 °C rise in tem-perature of unexposed surface.



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2.2.7.1 Joints in walls required to be insulated—Whereopenings are not permitted or where openings are required tobe protected, use the provisions of 2.2.7.2 to determine therequired thickness of joint insulation. Joints betweenconcrete wall panels that are not insulated as prescribed in2.2.7.2 shall be considered unprotected openings. Where thepercentage of unprotected openings is limited in exteriorwalls, include uninsulated joints in exterior walls with otherunprotected openings. Insulated joints that comply with2.2.7.2 shall not be considered openings for purposes ofdetermining allowable percentage of openings.

2.2.7.2 Thickness of ceramic fiber insulation—Thethickness of ceramic fiber blanket insulation required toinsulate joints of 10 and 25 mm in width between concretewall panels to maintain fire-resistance ratings of 1 to 4 hoursshall be in accordance with Fig. 2.7. For joint widthsbetween 10 and 25 mm, determine the thickness of insulationby interpolation. Other approved joint treatment systems thatmaintain the required fire resistance shall be permitted.

2.2.7.3 Joints between precast slabs—It shall bepermitted to ignore joints between adjacent precast concreteslabs when calculating the equivalent slab thickness,provided that a concrete topping not less than 25 mm thick is

used. Where a concrete topping is not used, joints shall begrouted to a depth of at least 1/3 of the slab thickness. In thecase of hollow-core slabs, the grout thickness need notexceed the sum of the thicknesses of the top and bottomshells. It shall be permitted to use ceramic fiber blanketinsulation in accordance with 2.2.7.2.

2.2.8 Effects of finish materials on fire resistance—Theuse of finish materials to increase the fire-resistance ratingshall be permitted. The effects of the finish materials,whether on the fire-exposed side or the non-fire-exposedside, shall be evaluated in accordance with the provisions ofChapter 5.

Fig. 2.4—Fire resistance of concrete base slabs with overlaysof insulating concrete, 480 kg/m3.

Fig. 2.5—Fire resistance of concrete roofs with boardinsulation.

Fig. 2.6—Fire resistance of semi-lightweight concreteoverlays on normalweight concrete base slabs.



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2.3—Concrete cover protection of steel reinforcement

Cover protection determinations in this section are basedon the structural end-point. Assemblies required to performas fire barriers shall additionally meet the heat transmissionend-point and comply with the provisions in 2.2.

2.3.1 General—Determine minimum concrete cover overbottom longitudinal steel reinforcement (positive momentreinforcement in simple spans) for floor and roof slabs andbeams using methods described in 2.3.1.1 through 2.3.1.3.Concrete cover shall not be less than required by ACI 318M.For purposes of determining minimum concrete cover, classify

slabs and beams as restrained or unrestrained in accordancewith Table 2.2.

2.3.1.1 Cover for reinforcement in slab—The minimumthickness of concrete cover to positive moment reinforcement(bottom steel) for different types of concrete floor and roofslabs required to provide fire resistance of 1 to 4 hours shallconform to values given in Table 2.3. Table 2.3 is applicableto one-way or two-way cast-in-place beam/slab systems orprecast solid or hollow-core slabs with flat undersurfaces.

2.3.1.2 Cover for nonprestressed flexural reinforcementin beams—The minimum thickness of concrete cover to non-prestressed bottom longitudinal steel reinforcement forrestrained and unrestrained beams of different widthsrequired to provide fire resistance of 1 to 4 hours shallconform to values given in Table 2.4. Values in Table 2.4 forrestrained beams apply to beams spaced more than 1.2 mapart on center. For restrained beams and joists spaced 1.2 mor less on center, 20 mm cover shall be permitted to meet fire-resistance requirements of 4 hours or less. Determine coverfor intermediate beam widths by linear interpolation.

The concrete cover for an individual bar is the minimumthickness of concrete between the surface of the bar and thefire-exposed surface of the beam. For beams in which severalbars are used, the cover, for the purposes of Table 2.4, is theaverage of the minimum cover of the individual bars. Forcorner bars (that is, bars equidistant from the bottom andside), the minimum cover used in the calculation shall be1/2 the actual value. The actual cover for any individual barshall be not less than 1/2 the value shown in Table 2.4 or20 mm, whichever is greater.

2.3.1.3 Cover for prestressed flexural reinforcement—For restrained and unrestrained beams and stemmed units

Fig. 2.7—Ceramic fiber joint production.

Table 2.2—Construction classification, restrained and unrestrained

Unrestrained

Wall bearingSingle spans and simply-supported end spans of multiple bays such as concrete or precast units*

Restrained

Wall bearing

Interior spans of multiple bays:1. Cast-in-place concrete slab systems2. Precast concrete where the potential thermal expansion is resisted by adjacent construction†

Concrete framing

1. Beams fastened securely to the framing numbers2. Cast-in-place floor or roof systems (such as beam/slab systems, flat slabs, pan joists, and waffle slabs) where the floor or roof system is cast with the framing members3. Interior and exterior spans of precast systems with cast-in-place joints resulting in restraint equivalent to that of Condition 1, concrete framing4. Prefabricated floor or roof systems where the structural members are secured to such systems and the potential thermal expansion of the floor or roof systems is resisted by the framing system of the adjoining floor or roof construction†

*It shall be permitted to consider floor and roof systems restrained when they are tiedinto walls with or without tie beams, provided the walls are designed and detailed toresist thermal thrust from the floor or roof system.†For example, resistance to potential thermal expansion is considered to beachieved when:

1. Continuous concrete structural topping is used;2. The space between the ends of precast units or between the ends of units and the

vertical face of supports is filled with concrete or mortar; or3. The space between the ends of the precast units and the vertical face of supports,

or between the ends of solid or hollow-core slab units, does not exceed 0.25% ofthe length for normalweight concrete members or 0.1% of the length for structurallightweight concrete members.

Table 2.3—Minimum cover in concrete floors and roof slabs

Aggregate type

Cover*† for corresponding fire resistance, mm

Restrained Unrestrained

4 or less 1 hour 1-1/2 hours 2 hours 3 hours 4 hours

Nonprestressed

Siliceous 20 20 20 25 30 40

Carbonate 20 20 20 20 30 30

Semi-lightweight 20 20 20 20 30 30

Lightweight 20 20 20 20 30 30

Prestressed

Siliceous 20 30 40 45 60 70

Carbonate 20 25 35 40 55 55

Semi-lightweight 20 25 35 40 50 55

Lightweight 20 25 35 40 50 55*Shall also meet minimum cover requirements of 2.3.1.†Measured from concrete surface to surface of longitudinal reinforcement.



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(Table 2.2), the minimum thickness of concrete cover overbottom longitudinal steel reinforcement required to providefire-resistance of 1 to 4 hours shall conform to values givenin Tables 2.5 and 2.6. Values in Table 2.5 apply to memberswith carbonate, siliceous, or semi-lightweight aggregate andwidths not less than 200 mm. Values in Table 2.6 apply toprestressed members of all aggregate types and widths thathave cross-sectional areas not less than 26,000 mm2. In caseof conflict between the values, it shall be permitted to use thesmaller of the values from Tables 2.5 or 2.6. The cover to beused with Tables 2.5 or 2.6 values shall be a weightedaverage, computed following the provisions in 2.3.1.2, with“strand” or “tendon” substituted for “bar.” The minimumcover for nonprestressed bottom longitudinal steel reinforce-ment in prestressed beams shall be determined in accordancewith 2.3.1.2.

2.4—Analytical methods for calculating structural fire resistance and cover protection of concrete flexural members

Instead of using methods described in 2.3, the calculationmethods in this section shall be permitted for determiningfire resistance and the adequacy of cover protection inconcrete flexural members based on the ASTM E 119 time-temperature fire exposure. The provisions in 2.4 do notexplicitly account for the effects of restraint of thermallyinduced expansion; however, the use of comprehensiveanalysis and design procedures that take into account theeffects of moment redistribution and the restraint of thermallyinduced member expansion shall be permitted. In no case shallcover protection be less than that required by ACI 318M.

2.4.1 Simply supported and unrestrained one-way slabsand beams—On the basis of structural end-point behavior,the fire resistance of a simply supported, unrestrained, flexuralmember shall be determined by

Mn ≥ Mnθ ≥ M

Assume that the unfactored full service load moment M isconstant for the entire fire-resistance period.

The redistribution of moments or the inclusion of thermalrestraint effects shall not be permitted in determining the fireresistance of members classified as both simply supportedand unrestrained.

2.4.1.1 Calculation procedure for slabs—Use Fig. 2.8 todetermine the structural fire resistance or amount of concretecover u to center of the steel reinforcement of concrete slabs.

2.4.1.2 Calculation procedure for simply supportedbeams—The same procedures that apply to slabs in 2.4.1.1shall apply to beams with the following difference: whendetermining an average value of u for beams with corner barsor corner tendons, an “effective u,” uef , shall be used in itsplace. Values of u for the corner bars or tendons used in thecomputation of uef shall be equal to 1/2 of their actual uvalue. Figure 2.8 shall be used in conjunction with thecomputed uef .

2.4.2 Continuous beams and slabs—For purposes of themethod within this section, continuous members are definedas flexural members that extend over one or more supports orare built integrally with one or more supports such that momentredistribution can occur during the fire-resistance period.

On the basis of structural end-point behavior, the fire resis-tance of continuous flexural members shall be determined by

Mnθ+ = Mx1

Table 2.4—Minimum cover in nonprestressed beams

Restraint

Beam width, mm

Cover for corresponding fire-resistance rating, mm


Restrained

125 20 20 20 25 30

175 20 20 20 20 20

≥250 20 20 20 20 20

Unrestrained

125 20 25 30 NP* NP

175 20 20 20 45 75

≥250 20 20 20 25 45*Not permitted.

Table 2.5—Minimum cover in prestressed concrete beams 200 mm or greater in width

RestraintAggregate

type

Beam width, mm

Cover thickness for correspondingfire-resistance rating, mm

1 hour1-1/2 hours 2 hours 3 hours 4 hours

Restrained*

Carbonate or siliceous

200 40 40 40 45 65

≥300 40 40 40 40 50

Semi-lightweight

200 40 40 40 40 50

≥300 40 40 40 40 40

Unrestrained


200 40 45 65 125 NP‡

≥300 40 40 50 65 75

Semi-lightweight

200 40 40 50 85 NP

≥300 40 40 40 50 65*Tabulated values for restrained beams apply to beams spaced at more than 1.2 m on centers.†Not practical for 200 mm-wide beams, but shown for purposes of interpolation.‡Not permitted.

Table 2.6—Minimum cover in prestressed concrete beams of all widths

RestraintAggregate

typeArea,*

mm2 × 103

Cover thickness forcorresponding fire-resistance

rating, mm

1 hour

1-1/2 hours

2 hours

3 hours

4 hours

Restrained

All 26 ≤ A ≤ 100 40 40 50 65 NP†


100 ≤ A ≤ 200 40 40 40 45 65

200 < A 40 40 40 40 50

Lightweight or semi-

lightweight100 < A 40 40 40 40 50

Unrestrained

All 26 ≤ A ≤ 100 50 65 NP NP NP


100 ≤ A ≤ 200 40 45 65 NP NP

200 < A 40 40 50 75‡ 75‡

Lightweight or semi-

lightweight100 < A 40 40 50 75‡ 100‡

*In computing the cross-sectional area for stems, the area of the flange shall be added tothe area of the stem, and the total width of the flange, as used, shall not exceed threetimes the average width of the stem.†Not permitted.‡Adequate provisions against spalling shall be provided by U-shaped or hooded stirrupsspaced not to exceed the depth of the member, and having a cover of 25 mm.



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that is, when Mnθ+ is reduced to Mx1, the maximum value of

the redistributed positive moment at distance x1. For slabsand beams that are continuous over one support, this distanceis measured from the outer support. For continuity over twosupports, the distance x1 is measured from either support(Fig. 2.9(a) and (b)).

Mnθ+ shall be computed as required in 2.4.2.2(a). The

required and available values of Mnθ shall be determined asrequired in 2.4.2.2(b) and (d).

2.4.2.1 Reinforcement detailing—Design the member sothat flexural tension governs the design. Negative momentreinforcement shall be long enough to accommodate thecomplete redistributed moment and change in the location ofinflection points. The required lengths of the negativemoment reinforcement shall be determined assuming that thespan being considered is subjected to its minimum probableload, and that the adjacent span(s) are loaded to their fullunfactored service loads. Reinforcement detailing shallsatisfy the provisions in Section 7.13 and Chapter 12 of ACI318M, and the requirement of 2.4.2.1(b) of this standard.

Fig. 2.8—Fire resistance of concrete slabs as influenced by aggregate type, reinforcing steel type, moment intensity, and u, asdefined in 1.4.

Fig. 2.9(a)—Redistributed applied moment diagram atfailure condition for a uniformly loaded flexural membercontinuous over one support.

Fig. 2.9(b)—Redistributed applied moment diagram atfailure condition for a symmetrical uniformly loaded flexuralmember continuous at both supports.



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2.4.2.1(a) To avoid compressive failure in the negativemoment region, the negative moment tension reinforcementindex ωθ shall not exceed 0.30. In the calculation of ωθ,concrete hotter than 760 °C shall be neglected. In this case,a reduced def shall be used in place of d, where ωθ = ρfyθ/fcθ′= As fyθ/bdef fcθ′ for nonprestressed reinforcement; and ωρθ =Aps fpsθ/bdef fcθ′ for prestressed reinforcement.

2.4.2.1(b) When the analysis in 2.4.2.1 indicates thatnegative moments extend for the full length of the span, notless than 20% of the negative moment reinforcement in thespan shall be extended throughout the span to accommodatethe negative moment redistribution and change of location ofthe inflection points.

2.4.2.2 Calculation procedure for continuous slabs—Procedures in 2.4.2.2(a) shall be used to determine structuralfire resistance and cover protection based on continuity overone support. For continuity over two supports, the proceduresin 2.4.2.2(c) shall be used.

2.4.2.2(a) Determination of structural fire resistanceor amount of steel reinforcement for continuity over onesupport—Obtain concrete and steel temperatures in theregion of maximum positive moment from Fig. 2.10(a)through (c) based on the type of aggregate in concrete, therequired fire rating, and an assumed fire test exposure to theASTM E 119 standard fire condition.

Compute the positive moment capacities as Mnθ+ =

As fyθ(d – aθ/2) for nonprestressed reinforcement, and Mnθ+ =

Aps fpsθ(d – aθ/2) for prestressed reinforcement, where:fyθ, fpsθ= the reduced reinforcement strengths at elevated

temperatures, determined from Fig. 2.11;aθ = As fyθ/0.85fcθ' b for reinforcing bars;aθ = Aps fpsθ/0.85fcθ' b for prestressing steel;

fcθ' = the reduced compressive strength of the concretein the zone of flexural compression based on theelevated temperature and concrete aggregate type,determined from Fig. 2.12; and

d = distance from the centroid of the tension reinforce-ment to the extreme compressive fiber.

Fig. 2.10(a)—Temperatures within slabs during ASTM E119 fire tests—carbonate aggregate concrete.

Fig. 2.10(b)—Temperatures within slabs during ASTM E119 fire tests—siliceous aggregate concrete.

Fig. 2.10(c)—Temperatures within slabs during ASTM E119 fire tests—semi-lightweight aggregate concrete.



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Alternatively, it is also permitted to use Fig. 2.8 to determinethe available moment capacity Mnθ

+ as a fraction of Mn+.

2.4.2.2(b) Design of negative moment reinforcement—Determine the required negative moment reinforcement andlocation of an inflection point to calculate its developmentlength by the following procedures:

Calculate ωθ ≤ 0.30 as in 2.4.2.1(a), and increase compres-sion steel or otherwise alter the section, if necessary.

For a uniformly distributed load w (Fig. 2.9(a))

Mx1 = (wlx1)/2 – (wx12)/2 – (Mnθ

– x1)/l = Mnθ+

Mnθ– = (wl2)/2 − wl2(2Mnθ

+ /wl2)1/2

x1 = l/2 – Mnθ– /wl

x0 = 2Mnθ– /wl

where x0 equals the distance from the inflection point aftermoment redistribution to the location of the first interiorsupport. The distance x0 reaches a maximum when theminimum anticipated uniform service load w is applied.

The available negative moment capacity shall be computed as

Mnθ– = As fyθ(def – aθ/2)

where def is as defined in 2.4.2.1(a).2.4.2.2(c) Determination of structural fire resistance

or amount of steel reinforcement for continuity over twosupports—The same procedures shall be used in determiningstructural fire resistance and cover protection requirementsfor positive steel reinforcement as in 2.4.2.2(a) for slabscontinuous over one support.

2.4.2.2(d) Design of negative moment reinforcement—Determine the required negative moment reinforcement and

location of inflection points to calculate its developmentlength by the following procedures.

Calculate ωθ ≤ 0.30 as in 2.4.2.1(a), and increasecompression steel or otherwise alter the section if necessary.

Fig. 2.11—Strength of flexural reinforcement steel bar andstrand at high temperatures.

Fig. 2.12(a)—Compressive strength of siliceous aggregateconcrete at high temperatures and after cooling.

Fig. 2.12(b)—Compressive strength of carbonate aggregateconcrete at high temperatures and after cooling.

Fig. 2.12(c)—Compressive strength of semi-lightweightconcrete at high temperatures and after cooling.



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For a uniformly distributed load w

Mx1 = (wx22)/8 = Mnθ

+

x2 = (8Mnθ+ /w)1/2

wherex2 = distance between inflection points of the span in

question;Mnθ

– = (wl2)/8 – Mnθ+ ;

x0 = (l – x2)/2.The distance x0 reaches a maximum when the minimum

anticipated uniform service load w is applied.2.4.2.3 Calculation procedure for continuous beams—

The calculation procedure shall be the same as in 2.4.2.2(a)for continuous slabs over one support or in 2.4.2.2(c) forcontinuous slabs over two supports with the followingdifferences.

Figure 2.13(a) through (m) shall be used for determiningconcrete and steel temperatures as described in 2.4.2.2(a).

For purposes of calculating an average u value, an“effective u” shall be used by considering the distance of cornerbars or tendons to outer beam surfaces as 1/2 of the actualdistance.

2.5—Reinforced concrete columns2.5.1 Columns having design compressive strength fc′ of

85 MPa or less⎯The least dimension of reinforced concretecolumns of different types of concrete having a specifiedcompressive strength equal to or less than 85 MPa for fire-resistance rating of 1 to 4 hours shall conform to values givenin Tables 2.7 and 2.8.

2.5.2 Columns having design compressive strength fc′

greater than 85 MPa2.5.2.1 The least dimension of reinforced concrete

columns of different types of concrete having a specifiedcompressive strength greater than 85 MPa for a fire-resis-tance rating of 1 to 4 hours shall be 600 mm.

Table 2.7—Minimum concrete column size

Aggregate type

Minimum column dimension for fire-resistance rating, mm


Carbonate 200 230 250 280 300

Siliceous 200 230 250 300 350


Table 2.8—Minimum concrete column size with fire exposure conditions on two parallel sides

Aggregate type

Minimum column dimension for fire-resistance rating, mm*


Carbonate 200 200 200 200 250

Siliceous 200 200 200 200 250


*Minimum dimensions are acceptable for rectangular columns with a fire exposurecondition on three or four sides, provided that one set of the two parallel sides of thecolumn is at least 900 mm long.

Fig. 2.13(a)—Temperatures in normalweight concreterectangular and tapered units at 1 hour of fire exposure.

Fig. 2.13(b)—Temperatures in normalweight concreterectangular and tapered units at 2 hours of fire exposure.



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Fig. 2.13(c)—Temperatures in normalweight concreterectangular and tapered units at 3 hours of fire exposure.

Fig. 2.13(d)—Temperatures in semi-lightweight concreterectangular and tapered units at 1 hour of fire exposure.

Fig. 2.13(e)—Temperatures in semi-lightweight concreterectangular and tapered units at 2 hours of fire exposure.

Fig. 2.13(f)—Temperatures in semi-lightweight concreterectangular and tapered units at 3 hours of fire exposure.



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Fig. 2.13(g)—Measured temperature distribution at 2-hour fireexposure for semi-lightweight concrete rectangular unit.

Fig. 2.13(h)—Measured temperature distribution at 2-hour fireexposure for semi-lightweight concrete tapered unit.

Fig. 2.13(i)—Temperature distribution in a normalweightconcrete rectangular unit at 1 hour of fire exposure.

Fig. 2.13(j)—Temperature distribution in a normalweightconcrete rectangular unit at 2 hours of fire exposure.



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2.5.2.2 Ties shall be formed with hooks having a six-diameter extension that engages the longitudinal reinforcementand projects into the interior of the hoop. Hooks for rectangularhoops shall be formed with minimum 135-degree bends.Hooks for circular hoops shall be formed with minimum90-degree bends.

2.5.3 Minimum cover for reinforcement—The minimumthickness of concrete cover to main longitudinal reinforcementin columns, regardless of type of aggregate used in theconcrete and specified compressive strength of the concrete,shall not be less than 25 mm times the number of hours ofrequired fire resistance, or 50 mm, whichever is less.

2.6—Structural steel columns protected by concrete

The fire resistance of structural steel columns protected byconcrete, as illustrated in Fig. 2.14, shall be determined usingEq. (2-5) and (2-6) or Tables A.1 to A.4 if an appropriatecombination of column size and concrete type and thicknessexists. Equations (2-5) and (2-6) apply to all three casesshown in Fig. 2.14, but the case in Fig. 2.14(c) also requiresthe application of Eq. (2-7)

R = Ro(1 + 0.03m) (2-5)

where

Ro = 10(W/ps)0.7 + 17(h1.6/kc

0.2)[1 + 26(Hs /wccch(L + h))0.8] (2-6)

As used in these expressions:R = fire resistance at equilibrium moisture conditions

(minutes);Ro = fire resistance at zero moisture content (minutes);

Fig. 2.13(k)—Temperature distribution in a normalweightconcrete rectangular unit at 3 hours of fire exposure.

Fig. 2.13(l)—Temperatures along vertical centerlines atvarious fire exposures for 102 mm wide rectangular unitscoated with SMF.

Fig. 2.13(m)—Temperatures along vertical centerlines atvarious fire exposures for 102 mm wide rectangular unitscoated with VCM.



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m = equilibrium moisture content of the concrete byvolume (%);

W = average weight of the steel column, kg/m;ps = heated perimeter of steel column, mm;h = average thickness of concrete cover (Fig. 2.14) =

(h1 + h2)/2, mm;kc = ambient temperature thermal conductivity of the

concrete, kcal/(h/m/°C);Hs = ambient temperature thermal capacity of the steel

column = 0.11W, J/(m/°C);wc = concrete density, kg/m3;cc = ambient temperature specific heat of concrete,

J/(kg/ºC);L = average interior dimension of rectangular concrete

box protection = (L1 + L2)/2 for precast concretecolumn covers (Fig. 2.14(a)) or concrete-encasedstructural tube (Fig. 2.14(b)); or = (d + bf)/2 forconcrete-encased wide flange shape (Fig. 2.14(c)), in.

For wide flange steel columns completely encased inconcrete with all reentrant spaces filled (Fig 2.14(c)), add thethermal capacity of the concrete within the reentrant spacesto the thermal capacity of the steel column, as follows

Hs = 0.11W + (wccc/144)(bf d – Ast) (2-7)

wherebf = flange width of the steel column, mm;d = depth of the steel column, mm; andAst = cross-sectional area of the steel column, mm2

When specific data on the properties of concrete are notavailable, use the values given in Table 2.9.

For structural steel columns encased in concrete with allreentrant spaces filled (Fig 2.14(c)), use Tables A.1 and A.2(Appendix A) to determine the thickness of concrete coverrequired for various fire-resistance ratings for typical wideflange sections. The thicknesses of concrete given in thesetables also apply to structural steel columns larger thanthose listed.

For structural steel columns protected with precastconcrete column covers, as shown in Fig 2.14(a), use Table A.3

for normalweight concrete, and use Table A.4 for structurallightweight concrete to determine the thickness of thecolumn covers required for various fire-resistance ratings fortypical wide flange shapes. The thicknesses of concretegiven in these tables also apply to structural steel columnslarger than those listed.

Notes:1. When the inside perimeter of the concrete protection is

not square, L shall be taken as the average of L1 and L2.When the thickness of concrete cover is not constant, h shallbe taken as the average of h1 and h2

2. Joints shall be protected with a minimum 1 in. thicknessof ceramic fiber blanket, but in no case less than 1/2 thethickness of the column cover (Fig. 2.14(a)).

CHAPTER 3—CONCRETE MASONRY3.1—General

The fire resistance of concrete masonry assemblies shallbe determined in accordance with the provisions of thischapter. The minimum equivalent thicknesses of concretemasonry assemblies required to provide fire resistance of 1to 4 hours shall conform to values given in Tables 3.1, 3.2,or 3.3, as is appropriate to the assembly being considered.Except where the provisions of this chapter are more stringent,the design, construction, and material requirements of

Fig. 2.14—Concrete-protected structural steel columns: (a) precast concrete columncover; (b) concrete-encased structural tube; and (c) concrete-encased wide flange shape.

Table 2.9—Thermal properties of concrete

Density Dc , kg/m3Thermal conductivity

kc , kcal/(m/h/°C)Specific heat cc,

J/(kg/°C)

800 0.168 878.64

960 0.205 878.64

1120 0.252 878.64

1280 0.307 878.64

1440 0.375 878.64

1600 0.458 878.64

1760 0.560 878.64

1920 0.683 878.64

2080 0.838 920.48

2240 1.02 920.48

2400 1.24 920.48



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concrete masonry including units, mortar, grout, control jointmaterials, and reinforcement shall comply with ACI 530/ASCE 5/TMS 402 and ACI 530.1/ASCE 6/TMS 602.Concrete masonry units shall comply with ASTM C 55, C 73,C 90, C 129, or C 744.

3.2—Equivalent thicknessThe equivalent thickness of concrete masonry construction

shall be determined in accordance with the provisions of thissection.

The equivalent thickness of concrete masonry assembliesTea shall be computed as the sum of the equivalent thicknessof the concrete masonry unit Te as determined by 3.2.1,3.2.2, or 3.2.3 plus the equivalent thickness of finishes Tefdetermined in accordance with Chapter 5

Tea = Te +Tef (3-1)

Te = Vn/LH (3-2)

whereTe = equivalent thickness of concrete masonry unit

determined in accordance with ASTM C 140, mm;Vn = net volume of masonry unit determined in accor-

dance with ASTM C 140, mm3;

L = length of masonry unit determined in accordancewith ASTM C 140, mm; and

H = height of masonry unit determined in accordancewith ASTM C 140, mm

3.2.1 Ungrouted or partially grouted construction—Theequivalent thickness Te of an ungrouted or partially groutedconcrete masonry assemblage shall be taken equal to thevalue determined by Eq. (3-1).

3.2.2 Solid grouted construction—The equivalent thicknessTe of solid grouted concrete masonry units shall be takenequal to the thickness of the unit determined in accordancewith ASTM C 140.

3.2.3 Air spaces and cells filled with loose fill material—The equivalent thickness Te of hollow concrete masonryunits completely filled is the thickness of the unit determinedin accordance with ASTM C 140 when loose fill materialsare: sand, pea gravel, crushed stone, or slag that meet ASTMC 33 requirements; pumice, scoria, expanded shale,expanded clay, expanded slate, expanded slag, expanded flyash, or cinders that comply with ASTM C 331; perlitemeeting the requirements of ASTM C 549; or vermiculitemeeting the requirements of ASTM C 516.

3.3—Concrete masonry wall assembliesThe minimum equivalent thickness of various types of

plain or reinforced concrete masonry bearing or nonbearingwalls required to provide fire-resistance ratings of 1 to 4 hoursshall conform to Table 3.1.

3.3.1 Single-wythe wall assemblies—The fire-resistancerating of single-wythe concrete masonry walls shall bedetermined in accordance with Table 3.1.

3.3.2 Multi-wythe wall assemblies—The fire resistance ofmulti-wythe walls (Fig. 3.1) shall be calculated using the fireresistance of each wythe and any air space between eachwythe in accordance with Eq. (2-4).

3.3.3 Expansion or contraction joints—Expansion orcontraction joints in fire-rated masonry wall assemblies inwhich openings are not permitted, or in wall assemblieswhere openings are required to be protected, shall complywith Fig. 3.2.

Table 3.1—Fire-resistance rating of concrete masonry assemblies

Aggregate type

Minimum equivalent thickness Tea for

fire-resistance rating, mm*†

1/2 hour

3/4 hour

1 hour

1-1/2 hours

2 hours

3 hours

4 hours

Calcareous or siliceous gravel (other than limestone) 50 60 70 90 110 135 155

Limestone, cinders, orair-cooled slag 50 60 70 85 100 125 150

Expanded clay, expanded shale, or expanded slate 45 55 65 85 90 110 130

Expanded slag or pumice 40 50 55 70 80 100 120*Fire-resistance ratings between the hourly fire-resistance rating periods listed shallbe determined by linear interpolation based on the equivalent thickness value of theconcrete masonry assembly.†Minimum required equivalent thickness corresponding to the fire-resistance ratingfor units made with a combination of aggregates shall be determined by linear inter-polation based on the percent by dry-rodded volume of each aggregate used in manu-facturing the units.

Table 3.2—Reinforced masonry structuresFire resistance, hours 1 2 3 4

Minimum nominal column dimensions, mm 200 250 300 350

Fig. 3.1—Multi-wythe walls.

Table 3.3—Reinforced masonry lintels

Nominal lintel width, mm

Minimum longitudinal reinforcement cover for fire-resistance rating, mm

1 hour 2 hours 3 hours 4 hours

150 40 50 NP* NP*

200 40 40 45 75

250 or more 40 40 40 45*Not permitted without a more detailed analysis.



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3.4—Reinforced concrete masonry columnsThe fire resistance of reinforced concrete masonry columns

shall be determined using the least plan dimension of thecolumn in accordance with the requirements of Table 3.2. Theminimum cover for longitudinal reinforcement shall be 50 mm.

3.5—Concrete masonry lintelsThe fire resistance of concrete masonry lintels shall be

established based on the nominal width of the lintel and theminimum cover of longitudinal reinforcement in accordancewith Table 3.3.

3.6—Structural steel columns protected by concrete masonry

The fire resistance of structural steel columns protected byconcrete masonry shall be determined using the followingequation

R = 0.401(Ast /ps)0.7 + [0.285(Tea

1.6/kcm0.2)] (3-3)

[1.0 + 42.7{(Ast /wcmTea)/(0.25p + Tea)}0.8]

whereR = fire resistance of the column assembly, hours;Ast = cross-sectional area of the structural steel

column, mm2;wcm = density of the concrete masonry protection, kg/m3;p = inner perimeter of concrete masonry protection

(Fig. 3.3(a)), mm;ps = heated perimeter of steel column (Eq. (3-4), (3-5),

and (3-6)), mm;Tea = equivalent thickness of concrete masonry protection

assembly, mm; andkcm = thermal conductivity of concrete masonry

((Eq. (3-7)), kcal/(h/m/°C)

ps = 2(bf + dst) + 2(bf – tw) [W-section] (3-4)

ps = πdst [pipe section] (3-5)

ps = 4dst [square structural tube section] (3-6)

wherebf = width of flange, mm;dst = column dimension (Fig. 3.3), mm;ps = heated perimeter of steel column (Eq. (3-4), (3-5),

and (3-6)), mm; andtw = thickness of web (Fig. 3.3, w-shape), mm

It shall be permitted to calculate the thermal conductivityof concrete masonry for use in Eq. (3-3) as

kcm = 0.0417e0.02, kcal/(h/m/°C) (3-7)

The minimum required equivalent thickness of concretemasonry units for specified fire-resistance ratings of severalcommonly used column shapes and sizes is shown inAppendix B.

Fig. 3.2—Expansion or construction joints in masonrywalls with 13 mm maximum width having 2- or 4-hour fireresistance.

Fig. 3.3—Structural steel shapes protected by concretemasonry.



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CHAPTER 4—CLAY BRICK AND TILE MASONRY4.1—General

The calculated fire resistance of clay masonry assembliesshall be determined based on the provisions of this chapter.Except where the provisions of this chapter are more stringent,the design, construction, and material requirements of claymasonry including units, mortar, grout, control jointmaterials, and reinforcement shall comply with ACI 530/ASCE 5/TMS 402 and ACI 530.1/ASCE 6/TMS 602. Claymasonry units shall comply with ASTM C 34, C 56, C 62, C 73,C 126, C 212, C 216, or C 652.

4.2—Equivalent thicknessThe equivalent thickness of clay masonry assemblies shall be

determined in accordance with the provisions of this section.The equivalent thickness of hollow clay masonry

construction shall be based on the equivalent thickness of theclay masonry unit as determined by 4.2.1, 4.2.2, 4.2.3, andEq. (4-1).

Te = Vn/LH (4-1)

whereTe = equivalent thickness of the clay masonry unit, mm;Vn = net volume of the masonry unit, mm3;L = specified length of the masonry unit, mm; andH = specified height of the masonry unit, mm

4.2.1 Ungrouted or partially grouted construction—Theequivalent thickness Te of an ungrouted or partially groutedclay masonry unit shall be taken equal to the value determinedby Eq. (4-1).

4.2.2 Solid grouted construction—The equivalent thicknessof solidly grouted clay masonry units shall be taken as theactual thickness of the unit.

4.2.3 Air spaces and cells filled with loose fill material—The equivalent thickness of hollow clay masonry unitscompletely filled shall be taken as the actual thickness of theunit when loose fill materials are: sand, pea gravel, crushedstone, or slag that meet ASTM C 33 requirements; pumice,scoria, expanded shale, expanded clay, expanded slate,expanded slag, expanded fly ash, or cinders in compliance withASTM C 331; perlite meeting the requirements of ASTM C549; or vermiculite meeting the requirements of ASTM C 516.

4.3—Clay brick and tile masonry wall assembliesThe fire resistance of clay brick and tile masonry wall

assemblies shall be determined in accordance with theprovisions of this section.

4.3.1 Filled and unfilled clay brick and tile masonry—Thefire resistance of clay brick and tile walls shall be determinedfrom Table 4.1, using the equivalent thickness calculationprocedure prescribed in 4.2.

4.3.2 Single-wythe walls—The fire resistance of clay brickand tile masonry walls shall be determined from Table 4.1.

4.3.3 Multi-wythe walls—The fire resistance of multi-wythe walls shall be determined in accordance with theprovisions of this section and Table 4.1.

4.3.3.1 Multi-wythe clay masonry walls with dimensionallydissimilar wythes—The fire resistance of multi-wythe claymasonry walls consisting of two or more dimensionallydissimilar wythes shall be based on the fire resistance of eachwythe. Equation (2-4) shall be used to determine fire resis-tance of the wall assembly.

4.3.3.2 Multi-wythe walls with dissimilar materials—For multi-wythe walls consisting of two or more wythes ofdissimilar materials (concrete or concrete masonry units), thefire resistance of the dissimilar wythes Rn shall be determined inaccordance with 2.2; Fig. 2.2 for concrete; and 3.3 and Table 3.1for concrete masonry units. Equation (2-4) shall be used todetermine fire resistance of the wall assembly.

4.3.3.3 Continuous air spaces—The fire resistance ofmulti-wythe clay brick and tile masonry walls separated bycontinuous air spaces between each wythe shall be determinedusing Eq. (2-4).

4.4—Reinforced clay masonry columnsThe fire resistance of reinforced clay masonry columns

shall be based on the least plan dimension of the column inaccordance with the requirements of Table 3.2. The minimumcover for longitudinal reinforcement shall be 50 mm.

4.5—Reinforced clay masonry lintelsThe fire resistance of clay masonry lintels shall be

determined based on the nominal width of the lintel and theminimum cover for the longitudinal reinforcement inaccordance with Table 3.3.

4.6—Expansion or contraction jointsExpansion or contraction joints in fire-rated clay masonry

wall assemblies shall be in accordance with 3.3.3.

4.7—Structural steel columns protectedby clay masonry

4.7.1 Calculation of fire resistance—It shall be permitted tocalculate fire resistance of a structural steel column protectedwith clay masonry, or to determine the thickness of claymasonry necessary for meeting a fire-resistance requirement,following the methods of 3.6. For this calculation, the thermalconductivity of the clay masonry shall be taken as follows:

Table 4.1—Fire resistance of clay masonry walls

Material type

Minimum equivalent thickness for fire resistance, mm*†‡

1 hour 2 hours 3 hours 4 hours

Solid brick of clay or shale§ 70 95 125 150

Hollow brick or tile of clay or shale, unfilled 60 85 110 125

Hollow brick or tile of clay or shale, grouted or filled with materials specified

in 4.2.375 110 140 170

*Equivalent thickness as determined from 4.2.†Calculated fire resistance between the hourly increments listed shall be determinedby linear interpolation.‡Where combustible members are framed into the wall, the thickness of solid materialbetween the end of each member and the opposite face of the wall, or between membersset in from opposite sides, shall not be less than 93% of the thickness shown.§Units in which the net cross-sectional area of cored or frogged brick in any planeparallel to the surface containing the cores or frog is at least 75% of the gross cross-sectional area measured in the same plane.



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Density = 1920 kg/m3 kcm = 1.86 kcal/(h/m/°C)

Density = 2080 kg/m3 kcm = 3.35 kcal/(h/m/°C)The minimum required equivalent thicknesses of clay

masonry for specified fire resistance of several commonlyused column shapes and sizes are shown in Appendix C.

CHAPTER 5—EFFECTS OF FINISHMATERIALS ON FIRE RESISTANCE

5.1—GeneralDetermine the contribution of additional fire resistance

provided by finish materials installed on concrete ormasonry assemblies in accordance with the provisions of thischapter. The increase in fire resistance of the assembly shallbe based strictly on the influence of the finish material’sability to extend the heat transmission end-point in an ASTME 119 test fire.

5.2—Calculation procedureThe fire-resistance rating of walls or slabs of cast-in-place

or precast concrete, or walls of concrete or clay masonrywith finishes of gypsum wallboard or plaster applied to oneor both sides of the wall or slab shall be determined inaccordance with this section.

5.2.1 Assume each side of wall or slab is the fire-exposedside—For a wall or slab having no finish on one side orhaving different types, thicknesses, or both, of finish on eachside, perform the calculation procedures in 5.2.2 and 5.2.3,assuming that each side of the wall or slab is the fire-exposedside. The resulting fire resistance of the wall or slab,including finishes, shall not exceed the smaller of the twovalues calculated, except in the case of the building coderequiring that walls or slabs only be rated for fire exposurefrom one side of the wall or slab.

5.2.2 Calculation for non-fire-exposed side—Where thefinish is applied to the non-fire-exposed side of the slab orwall, determine the fire resistance of the entire assembly asfollows: adjust the thickness of the finish by multiplying theactual thickness of the finish by the applicable factor fromTable 5.1 based on the type of aggregate in the concrete orconcrete masonry units, or the type of clay masonry. Add theadjusted finish thickness to the actual thickness or equivalentthickness of the wall or slab, then determine the fire resistance ofthe concrete or masonry, including the effect of finish, fromTable 2.1, Fig. 2.1, or Fig. 2.2 for concrete; from Table 3.1for concrete masonry; or from Table 4.1 for clay masonry.

5.2.3 Calculation for fire-exposed side—Where the finishis applied to the fire-exposed side of the slab or wall, determinethe fire resistance of the entire assembly as follows: add thetime assigned to the finish in Table 5.2 to the fire resistancedetermined from Table 2.1, Fig. 2.1, or Fig. 2.2 for theconcrete alone; from Table 3.1 for concrete masonry; fromTable 4.1 for clay masonry; or to the fire resistance asdetermined in accordance with 5.2.2 for the concrete ormasonry and finish on the non-fire-exposed side.

5.2.4 Minimum fire resistance provided by concrete ormasonry—Where the finish applied to a concrete slab or aconcrete or masonry wall contributes to the fire resistance,

the concrete or masonry alone shall provide not less than 1/2 ofthe total required fire resistance. In addition, the contributionto fire resistance of the finish on the non-fire-exposed side ofthe wall shall not exceed 1/2 the contribution of the concrete ormasonry alone.

5.3—Installation of finishesFinishes on concrete slabs and concrete and masonry walls

that are assumed to contribute to the total fire resistance shallcomply with the installation requirements of 5.3.1, 5.3.2, andother applicable provisions of the building code. Plaster andterrazzo shall be applied directly to the slab or wall. Gypsumwallboard shall be permitted to be attached to wood or steelfurring members or attached directly to walls by adhesives.

5.3.1 Gypsum wallboard—Gypsum wallboard andgypsum lath shall be attached to concrete slabs and concreteand masonry walls in accordance with the requirements ofthis section or as otherwise permitted by the building code.

5.3.1.1 Furring—Attach gypsum wallboard and gypsumlath to wood or steel furring members spaced not more than600 mm on center. Gypsum wallboard and gypsum lath shallbe attached in accordance with one of the methods in5.3.1.1(a) or (b).

5.3.1.1(a)—Self-tapping drywall screws shall bespaced at a maximum of 300 mm on center and shall penetrate

Table 5.1—Multiplying factor for finishes on non-fire-exposed side of concrete slabs and concrete and masonry walls

Type of material used in slab or wall

Type of finish applied to slab or wall

Portland cement-sand plaster* or terrazzo

Gypsum-sand

plaster

Gypsum-vermiculite or perlite plaster

Gypsum washboard

Concrete slab or wall

Concrete—siliceous, carbonate, air-cooled blast-furnace slag

1.00 1.25 1.75 3.00

Concrete—semi-lightweight 0.75 1.00 1.50 2.25

Concrete—lightweight,insulating concrete

0.75 1.00 1.25 2.25

Concrete masonry wall

Concrete masonry—siliceous, calcareous, limestone, cinders, air-cooled blast-furnace slag

1.00 1.25 1.75 3.00

Concrete masonry—made with 80% or more by volume of expanded shale, slate or clay, expanded slag, or pumice

0.75 1.00 1.25 2.25

Clay masonry wall

Clay masonry—solid brick of clay or shale 1.00 1.25 1.75 3.00

Clay masonry—hollow brick or tile of clay or shale

0.75 1.00 1.50 2.25

*For portland cement-sand plaster 16 mm or less in thickness and applied directly toconcrete or masonry on the non-fire-exposed side of the wall, multiplying factor shallbe 1.0.



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10 mm into resilient steel furring channels running horizontallyand spaced at a maximum of 600 mm on center.

5.3.1.1(b)—Lath nails shall be spaced at a maximumof 300 mm on center and shall penetrate 20 mm into nominal25 x 50 mm wood furring strips that are secured to themasonry by 50 mm concrete nails, and spaced at a maximumof 400 mm on center.

5.3.1.2 Adhesive attachment to concrete and claymasonry—Place a 10 mm bead of panel adhesive around theperimeter of the wallboard and across the diagonals. Afterthe wall board is laminated to the masonry surface, secure itwith one masonry nail for each 18,600 mm2 of panel.

5.3.1.3 Gypsum wallboard orientation—Install gypsumwallboard with the long dimension parallel to furringmembers and with all horizontal and vertical jointssupported and finished.

Exception: 16 mm thick Type “X” gypsum wallboard ispermitted to be installed horizontally on walls with thehorizontal joints unsupported.

5.3.2 Plaster and stucco—Plaster and stucco attached to aconcrete or masonry surface for the purpose of increasingfire resistance shall be applied in accordance with provisionsof the building code.

CHAPTER 6—REFERENCES6.1—Referenced standards

The standards listed below were the latest editions at thetime this document was prepared. Because these documents

are revised frequently, the reader is advised to contact theproper sponsoring group if it is desired to refer to the latestversion.

American Concrete Institute117-90 Standard Specification for Tolerances for

Concrete and Construction and Materials318M-05 Building Code Requirements for Struc-

tural Concrete530-05 Building Code Requirements for Masonry

Structures (document is also identified asASCE 5-05/TMS 402-05)

530.1-05 Specification for Masonry Structures

ASTM InternationalA 722/A 722M-06Standard Specification for Uncoated

High-Strength Steel Bars for PrestressingConcrete

C 33-03 Standard Specification for ConcreteAggregates

C 34-03 Standard Specification for Structural ClayLoad-Bearing Wall Tile

C 36/C 36M-03 Standard Specification for Gypsum Wall-board

C 55-03 Standard Specification for ConcreteBuilding Brick

C 56-05 Standard Specification for Structural ClayNon-Load-Bearing Tile

C 62-05 Standard Specification for Building Brick(Solid Masonry Units Made from Clay orShale)

C 73-05 Standard Specification for Calcium SilicateBrick (Sand-Lime Brick)

C 90-06b Standard Specification for Load-BearingConcrete Masonry Units

C 126-99(2005) Standard Specification for CeramicGlazed Structural Clay Facing Tile,Facing Brick, and Solid Masonry Units

C 129-06 Standard Specification for Nonload-bearing Concrete Masonry Units

C 140-06 Standard Test Methods for Sampling andTesting Concrete Masonry Units andRelated Units

C 212-00(2006) Standard Specification for Structural ClayFacing Tile

C 216-06 Standard Specification for Facing Brick(Solid Masonry Units Made from Clay orShale)

C 330-05 Standard Specification for LightweightAggregates for Structural Concrete

C 331-05 Standard Specification for LightweightAggregates for Concrete Masonry Units

C 332-99 Standard Specification for LightweightAggregates for Insulating Concrete

C 516-02 Standard Specification for VermiculiteLoose Fill Thermal Insulation

C 549-06 Standard Specification for Perlite LooseFill Insulation

Table 5.2—Time assigned to finish materials on fire-exposed side of concrete and masonry walls

Finish description Time, minutes

Gypsum wallboard

10 mm 10

13 mm 15

16 mm 20

Two layers of 10 mm 25

One layer of 10 mm and one layer of 13 mm 35

Two layers of 13 mm 40

Type “X” gypsum wallboard

13 mm 25

16 mm 40

Direct-applied portland cement-sand plaster *

Portland cement-sand plaster on metal lath

20 mm 20

22 mm 25

25 mm 30

Gypsum-sand plaster on 10 mm gypsum lath

13 mm 35

16 mm 40

20 mm 50

Gypsum-sand plaster on metal lath

20 mm 50

22 mm 60

25 mm 80*For purposes of determining the contribution of portland cement-sand plaster to theequivalent thickness of concrete or masonry for use in Tables 2.1, 3.1, or 4.1, it shallbe permitted to use the actual thickness of the plaster or 16 mm, whichever is smaller.



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C 567-05a Standard Test Method for DeterminingDensity of Structural Lightweight Concrete

C 612-04 Standard Specification for Mineral FiberBlock and Board Thermal Insulation

C 652-05a Standard Specification for Hollow Brick(Hollow Masonry Units Made from Clayor Shale)

C 726-05 Standard Specification for Mineral FiberRoof Insulation Board

C 744-05 Standard Specification for PrefacedConcrete and Calcium Silicate MasonryUnits

C 796-04 Standard Test Method for FoamingAgents for Use in Producing CellularConcrete Using Preformed Foam

C 1088-06 Standard Specification for Thin VeneerBrick Units Made from Clay or Shale

E 119-05a Standard Test Methods for Fire Tests ofBuilding Construction and Materials

IEEE/ASTM SI 10-02 American National Standard for Use of

the International System of Units (SI): TheModern Metric System

American Society of Civil Engineers5-05 Building Code Requirements for Masonry

Structures (see also ACI 530-05/TMS402-05)

6-05 Specification for Masonry Structures (seealso ACI 530.1-05/TMS 602-05)

The Masonry Society402-05 Building Code Requirements for

Masonry Structures (see also ACI 530-05/ASCE 5-05)

602-05 Specification for Masonry Structures (seealso ACI 530.1-05/ASCE 6-05)

The above documents can be purchased from thefollowing organizations:

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

American Society of Civil Engineers1801 Alexander Bell Dr.Reston, VA 20191-4400

ASTM International100 Barr Harbor DriveWest Conshohocken, PA 19428-2959

The Masonry Society3970 Broadway, Unit 201 DBoulder, CO 80304



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APPENDIX A—MINIMUM COVER FOR STEEL COLUMNS ENCASED IN CONCRETE

Table A.1—Minimum cover (mm) for steel columns encased in normalweight concrete* (Fig. 2.14(c))

Structural shapeFire resistance rating, h

1 1-1/2 2 3 4

2525

2540

50W360 x 347

65W360 x 262W360 x 196

50W360 x 134

40W360 x 91

75W360 x 72W360 x 64 40 65W310 x 226

2525

2550

65W310 x 143

40W310 x 97

75W310 x 7440 65

W310 x 60W250 x 131

25 4040

5075W250 x 73

65W250 x 67W250 x 58

90W250 x 49.1 50W200 x 100

25

2540

6575

W200 x 86

4090

W200 x 71

50W200 x 46.1

75W200 x 31.3W200 x 26.6 100

2540 50

75

90W150 x 37.1W150 x 29.8

50 65W150 x 24

W150 x 22.540

W150 x 13.5 90*Tabulated thicknesses are based on the assumed Dc = 2320 kg/m3, kc = 1.41 kcal/(h/m/°C), and cc = 920.48 J/(kg/°C).

Table A.2—Minimum cover (mm) for steel columns encased in structural lightweight concrete* (Fig. 2.14(c))


1 1-1/2 2 3 4

25 2525

2540W360 x 347

W360 x 28740W360 x 110 50

W360 x 9165

W360 x 64 40 50W310 x 97

25 2525

40 50W310 x 79

50 65W310 x 60 40

W250 x 167

25 2525

40 50W250 x 131W250 x 89

50 65W250 x 49.1 40W200 x 52

2525

4050

65W200 x 41.7

75W200 x 35.9W200 x 26.6 40 65

*Tabulated thicknesses are based on the assumed Dc = 1760 kg/m3, kc = 0.52 kcal/(h/m/°C), and cc = 878.64 J/(kg/°C).



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Table A.3—Minimum cover (mm) for steel columns encased in normalweight precast covers* (Fig. 2.14(a))


1 1-1/2 2 3 4W360 x347

40

4040

65

90

W360 x 314W360 x 262

50W360 x 216

75W360 x 162

50 65W360 x 147W360 x 91

90100

W360 x 64 115W310 x 283

40

40

4065 90

W310 x 22650W310 x 179

75100

W310 x 143W310 x 129

50 65W310 x 8690

W310 x 60 115W250 x 167

40

40 5075

90W250 x 131

100W250 x 11550 65W250 x 80

90W250 x 49.1 115W200 x 100

40

40 50 75100W200 x 86

50 6590

W200 x 71W200 x 41.7

115W200 x 31.365 75

W200 x 26.6 100W150 x 37.1

4050 65

90115

W150 x 29.8

65 75W150 x 24

100W150 x 1850

W150 x 13.5 125*Tabulated thicknesses are based on the assumed Dc = 2320 kg/m3, kc = 1.41 kcal(m/h/°C), and cc = 920.48 J/(kg/°C).

Table A.4—Minimum cover (mm) for steel columns encased in structural lightweight precast covers* (Fig. 2.14(a))


1 1-1/2 2 3 4W360 x 347

40 40

4050

65W360 x 262W360 x 216

75W360 x 196

65W360 x 162W360 x 147

50W360 x 10190

W360 x 64 75W310 x 283

40 40

4050

65W310 x 226W310 x 202

75W310 x 158

65W310 x 143

90W310 x 129

50W310 x 97W310 x 60 75W250 x 167

4040

4050

75W250 x 149

65W250 x 131W250 x 115

50W250 x 89

90W250 x 5875

W250 x 49.1 50W200 x 100

4040

4065 75

W200 x 7150W200 x 52

7590

W200 x 41.750

W200 x 26.6 65 100W150 x 37.1

40 5050

7590

W150 x 22.565 100

W150 x 13.5 90*Tabulated thicknesses are based on the assumed Dc = 1760 kg/m3, kc = 0.52 kcal/(h/m/°C), and cc = 878.64 J/(kg/°C).



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Table B.1—Fire resistance of concrete-masonry-protected steel columnsW shapes

Column size

Concrete masonry

density, kg/m3

Minimum equivalent thickness forfire-resistance rating of concrete masonry

protection assembly Te , mm

Column size

Concrete masonry

density, kg/m3



1 hour 2 hours 3 hours 4 hours 1 hour 2 hours 3 hours 4 hours

W360 x 122

1280 19 40 59 76

W250 x 101

1280 18 40 59 76

1600 23 46 67 85 1600 22 46 67 86

1760 24 49 71 90 1760 24 50 71 90

1920 26 52 74 94 1920 26 52 75 94

W360 x 101

1280 21 43 62 80

W250 x 80

1280 22 45 64 82

1600 25 49 70 89 1600 26 51 72 91

1760 27 52 74 93 1760 28 54 76 95

1920 29 55 77 97 1920 30 57 79 99

W360 x 79

1280 23 46 66 83

W250 x 67

1280 23 46 66 84

1600 27 52 73 92 1600 27 53 74 92

1760 29 55 77 96 1760 29 55 77 97

1920 31 58 80 100 1920 31 58 55 101

W360 x 64

1280 26 49 69 87

W250 x 49.1

1280 27 51 71 89

1600 30 55 76 95 1600 31 57 78 97

1760 32 58 80 99 1760 33 59 81 101

1920 34 60 80 100 1920 35 62 85 105

W310 x 107

1280 21 42 83 103

W200 x 59

1280 24 47 67 85

1600 23 48 69 87 1600 28 53 74 93

1760 25 51 72 91 1760 30 56 78 97

1920 27 53 76 96 1920 32 59 81 101

W310 x 86

1280 22 45 64 82

W200 x 46.1

1280 27 51 71 89

1600 26 51 72 90 1600 31 57 78 97

1760 28 54 75 95 1760 33 59 81 101

1920 30 57 79 99 1920 35 62 85 105

W310 x 74

1280 23 46 66 83

W200 x 35.9

1280 29 53 73 91

1600 27 52 73 92 1600 33 59 80 99

1760 29 55 77 96 1760 35 61 83 103

1920 31 58 80 100 1920 36 64 87 107

W310 x 60

1280 26 49 69 87

W200 x 26.6

1280 31 56 76 94

1600 30 55 76 95 1600 35 61 83 102

1760 32 58 80 99 1760 36 64 86 105

1920 34 61 83 103 1920 38 66 89 109

Note: Tabulated values assume 25 mm air gap between masonry and steel section.

APPENDIX B—FIRE RESISTANCE OF CONCRETE-MASONRY-PROTECTED STEEL COLUMNS



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Table B.1(cont.)—Fire resistance of concrete-masonry-protected steel columnsSquare structural tubing Steel pipe

Nominal tube size,

mm

Concrete masonry

density, kg/m3



Column size

Concrete masonry

density, kg/m3




100 x 10013 mm wall

thickness

1280 24 48 69 874 double

extra-strong 0.674 wall thickness

1280 20 44 65 83

1600 27 54 76 96 1600 24 51 72 92

1760 29 57 80 99 1760 26 53 76 96

1920 31 59 83 103 1920 28 56 79 100

100 x 10010 mm wall

thickness

1280 27 52 72 914 extra strong

0.337 wall thickness

1280 28 54 74 93

1600 30 57 79 99 1600 32 59 81 100

1760 32 60 82 102 1760 34 61 84 104

1920 34 62 86 106 1920 36 64 87 107

100 x 1006 mm wall thickness

1280 31 56 76 954 standard 0.237 wall thickness

1280 32 57 78 96

1600 34 61 83 102 1600 36 62 84 103

1760 36 64 86 106 1760 37 65 87 107

1920 38 66 89 109 1920 39 67 90 110

150 x 15013 mm wall

thickness

1280 21 44 65 835 double


1280 18 41 61 79

1600 25 51 72 91 1600 47 47 69 88

1760 27 53 76 95 1760 23 50 72 92

1920 28 56 79 99 1920 25 51 76 96

150 x 15010 mm wall

thickness

1280 24 49 69 875 extra-strong


1280 26 51 72 90

1600 28 54 76 95 1600 30 57 78 98

1760 30 57 80 99 1760 32 59 82 102

1920 32 60 83 103 1920 34 62 85 105



1280 30 56 76 94

1600 33 59 81 100 1600 34 61 83 102

1760 35 62 84 104 1760 36 63 86 105

1920 36 64 87 107 1920 37 66 89 109

200 x 20013 mm wall

thickness

1280 20 42 62 806 double


1280 15 37 57 74

1600 23 41 70 89 1600 19 43 65 84

1760 25 51 73 93 1760 20 46 68 88

1920 27 54 77 97 1920 22 49 72 92

200 x 20010 mm wall

thickness

1280 23 47 67 856 extra-strong


1280 24 48 69 87

1600 27 53 74 93 1600 28 54 76 95

1760 29 56 78 97 1760 30 57 79 99

1920 31 58 80 98 1920 32 59 82 103



1280 29 54 74 92

1600 32 58 81 101 1600 33 59 81 100

1760 34 60 83 102 1760 35 62 84 104

1920 35 63 86 106 1920 36 64 87 107




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Table C.1—Fire resistance of clay-masonry-protected steel columnsW shapes

Column sizeClay masonry density, kg/m3

Minimum equivalent thickness forfire-resistance rating of clay masonry


Column sizeClay masonry density, kg/m3




W360 x 1221920 31 61 87 109

W250 x 1011920 32 62 88 110

2080 36 69 96 120 2080 37 70 97 122

W360 x 1011920 34 65 90 113

W250 x 801920 36 66 92 115

2080 38 72 99 124 2080 40 73 101 126

W360 x 791920 36 67 93 115

W250 x 671920 37 68 93 116

2080 41 74 102 126 2080 41 75 103 127

W360 x 641920 39 70 96 118

W250 x 49.11920 40 72 98 120

2080 44 77 105 129 2080 45 79 107 130

W310 x 1071920 34 64 89 112

W200 x 591920 37 69 94 117

2080 38 71 99 123 2080 42 76 104 128

W310 x 861920 36 66 92 114

W200 x 46.11920 40 72 98 120

2080 40 73 101 125 2080 45 79 107 131

W310 x 741920 36 67 93 116

W200 x 35.91920 42 74 100 122

2080 41 74 102 127 2080 47 81 122 133

W310 x 601920 39 70 96 119

W200 x 26.61920 44 76 102 125

2080 44 77 105 130 2080 49 83 111 136

Square structural tubing Steel pipe

Nominal tube size, mm

Concrete masonry

density, kg/m3



Column size

Concrete masonry

density, kg/m3





1920 37 69 96 119 4 double extra-strong 0.674 wall thickness

1920 32 65 91 115

2080 41 76 105 130 2080 36 72 101 126


1920 40 72 99 121 4 extra-strong0.337 wall thickness

1920 41 73 100 123

2080 44 79 107 132 2080 45 80 109 133


1920 44 76 102 125 4 standard0.237 wall thickness

1920 44 77 103 126

2080 48 83 111 136 2080 49 84 112 136



1920 30 62 88 112

2080 38 73 101 126 2080 34 69 98 123



1920 39 72 98 121

2080 42 76 105 130 2080 44 78 107 132



1920 43 75 102 124

2080 46 81 109 134 2080 48 82 110 135



1920 26 58 84 107

2080 37 71 99 123 2080 30 66 93 119



1920 37 69 95 119

2080 41 75 103 128 2080 41 76 104 129



1920 42 74 100 123

2080 45 80 108 132 2080 46 81 109 134


APPENDIX C—FIRE RESISTANCE OF CLAY-MASONRY-PROTECTED STEEL COLUMNS



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Advancing the knowledge of masonry

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Code Requirements for Determining Fire Resistanceof Concrete and Masonry Construction Assemblies

The AMERICAN CONCRETE INSTITUTE

ACI was founded in 1904 as a nonprofit membership organization dedicated to public service andrepresenting the user interest in the field of concrete. ACI gathers and distributes information on theimprovement of design, construction, and maintenance of concrete products and structures. The work ofACI is conducted by individual ACI members and through volunteer committees composed of bothmembers and non-members.

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Advancing concrete knowledge

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Code Requirements for Determining Fire Resistance of