ACI 216 1-2014 Code Requirements for Determining Fire Resistance of Concrete and Masonry Construction Assemblies (Incorporating Errata November 1 2017).pdf

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1、Code Requirements for Determining Fire Resistance of Concrete and Masonry Construction AssembliesReported by ACI/TMS Committee 216ACI/TMS 216.1-14An ACI/TMS StandardFirst PrintingNovember 2014ISBN: 978-0-87031-954-9This document is the intellectual property of ACI and the cosponsor, and both have co

2、pyright. All rights reserved. This material may not be reproduced or copied, in whole or in part, in any printed, mechanical, electronic, film, or other distribution and storage media, without written consent. ACI is the lead sponsor of this joint committee and its operating procedures were followed

3、. ACIs information is below; the cosponsors information is on the inside back cover of this document.Code Requirements for Determining Fire Resistance of Concrete and Masonry Construction AssembliesCopyright by the American Concrete Institute, Farmington Hills, MI. All rights reserved. This material

4、 may not be reproduced or copied, in whole or part, in any printed, mechanical, electronic, film, or other distribution and storage media, without the written consent of ACI.The technical committees responsible for ACI committee reports and standards strive to avoid ambiguities, omissions, and error

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13、 Concrete Practice (MCP).American Concrete Institute38800 Country Club DriveFarmington Hills, MI 48331Phone: +1.248.848.3700Fax: +1.248.848.3701www.concrete.orgFire resistance of building elements is an important consider-ation in building design. While structural design considerations for concrete

14、and masonry at ambient temperature conditions are addressed by ACI 318 and TMS 402/ACI 530/ASCE 5, respectively, these codes do not consider the impact of fire on concrete and masonry construction. This standard contains design and analyt-ical procedures for determining the fire resistance of concre

15、te and masonry members and building assemblies. Where differences occur in specific design requirements between this standard and ACI 318 and TMS 402/ACI 530/ASCE 5, as in the case of cover protection of steel reinforcement, the more stringent of the require-ments shall apply.Keywords: beams; column

16、s; compressive strength; concrete slabs; fire endurance; fire ratings; fire resistance; fire tests; masonry walls; modulus of elasticity; prestressed concrete; prestressing steels; reinforced concrete; reinforcing steel; structural design; temperature distribution; thermal prop-erties; walls.CONTENT

17、SPREFACE, p. 2CHAPTER 1GENERAL, p. 21.1Scope, p. 21.2Alternative methods, p. 2CHAPTER 2NOTATION AND DEFINITIONS, p. 22.1Notation, p. 22.2Definitions, p. 3CHAPTER 3REFERENCED STANDARDS, p. 5CHAPTER 4CONCRETE, p. 54.1General, p. 54.2Concrete walls, floors, and roofs, p. 64.3Concrete cover protection o

18、f steel reinforcement, p. 84.4Analytical methods for calculating structural fire resistance and cover protection of concrete flexural members, p. 104.5Reinforced concrete columns, p. 144.6Structural steel columns protected by concrete, p. 184.7Hollow structural steel columns filled with concrete, p.

19、 20Venkatesh Kumar R. Kodur, ChairACI 216.1-14Code Requirements for Determining Fire Resistance of Concrete and Masonry Construction AssembliesAn ACI and TMS StandardReported by ACI Committee 216 joint with TMSCharles B. Clark Jr.Donald O. DusenberryWilliam L. GambleDennis W. GraberThomas F. Herrell

20、Robert IdingJoel R. IrvinePhillip J. IversonT. D. LinRichard J. McGrathJohn D. PerryStephen PessikiLong T. PhanWalter J. PrebisJohn P. RiesThomas J. RoweJay G. SanjayanJeffrey F. SpeckStephen S. SzokeConsulting MembersMax KalafatWasseem KhanSteven K. RowePhillip J. SamblanetACI Committee Reports, Gu

21、ides, and Commentaries are intended for guidance in planning, designing, executing, and inspecting construction. This document is intended for the use of individuals who are competent to evaluate the significance and limitations of its content and recommendations and who will accept responsibility f

22、or the application of the material it contains. The American Concrete Institute disclaims any and all responsibility for the stated principles. The Institute shall not be liable for any loss or damage arising therefrom.Reference to this document shall not be made in contract documents. If items foun

23、d in this document are desired by the Architect/Engineer to be a part of the contract documents, they shall be restated in mandatory language for incorporation by the Architect/Engineer.ACI 216.1-14 supersedes ACI 216.1-07, was adopted October 30, 2014, and published November 2014.Copyright 2014, Am

24、erican 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 or mechanical device, printed, written, or oral, or recording for sound or visual reproduc-tion or for use in any

25、knowledge or retrieval system or device, unless permission in writing is obtained from the copyright proprietors.1CHAPTER 5CONCRETE MASONRY, p. 215.1General, p. 215.2Equivalent thickness, p. 215.3Concrete masonry wall assemblies, p. 225.4Reinforced concrete masonry columns, p. 225.5Reinforced concre

26、te masonry lintels, p. 225.6Structural steel columns protected by concrete masonry, p. 22CHAPTER 6CLAY BRICK AND TILE MASONRY, p. 236.1General, p. 236.2Equivalent thickness, p. 236.3Clay brick and tile masonry wall assemblies, p. 236.4Reinforced clay masonry columns, p. 256.5Reinforced clay masonry

27、lintels, p. 256.6Expansion or contraction joints, p. 256.7Structural steel columns protected by clay masonry, p. 25CHAPTER 7EFFECTS OF FINISH MATERIALS ON FIRE RESISTANCE, p. 277.1General, p. 277.2Calculation procedure, p. 277.3Installation of finishes, p. 27PREFACEThis standard provides requirement

28、s for determining fire resistance of concrete and masonry elements and assem-blies. Calculation procedures for determining fire resistance are provided for concrete walls, floors, roofs, and columns and masonry walls, lintels, and columns. Procedures are also included for determining requirements fo

29、r concrete cover, protection of structural steel columns using concrete or masonry, and for hollow structural steel columns filled with concrete. Procedures for determining the contribution of additional fire resistance provided by finish materials on concrete or masonry assemblies are also included

30、.CHAPTER 1GENERAL1.1ScopeThis standard describes acceptable methods for deter-mining the fire resistance of concrete and masonry building assemblies and structural elements, including walls, floor and roof slabs, beams, columns, lintels, and masonry fire protection for structural steel columns. Thes

31、e methods shall be used for design and analysis purposes and shall be based on the fire exposure and applicable end-point criteria of ASTM E119. This standard does not apply to composite metal deck floor or roof assemblies.The primary intended use of this standard is for deter-mining the design requ

32、irements for concrete and masonry elements to resist fire and provide fire protection. Tolerance compliance to the provisions for concrete shall be based on information provided in ACI 117. Masonry construction shall comply with TMS 402/ACI 530.1/ASCE 6.The provisions of this standard establish fire

33、 resistance based on calculations. The fire resistance associated with an element or assembly shall be deemed acceptable when established by the calculation procedures in this standard or when established in accordance with 1.2.1.2Alternative methodsMethods other than those presented in this standar

34、d shall be permitted for use in assessing the fire resistance of concrete and masonry building assemblies and struc-tural elements if the methods are based on the fire expo-sure and applicable end-point criteria specified in ASTM E119. Computer models, when used, shall be validated and supported by

35、published literature to substantiate their accu-racy. Alternative methods include:Qualification by testingMaterials and assemblies of materials of construction tested in accordance with the requirements set forth in ASTM E119 shall be classified for fire resistance in accordance with the results and

36、 conditions of such tests.Approval through past performanceThe application of fire resistance ratings to elements and assemblies that have been applied in the past and have been proven through performance shall be permitted.Other methodsThe provisions of this standard are not intended to prevent the

37、 application of new and emerging technology for predicting the life safety and property protec-tion implications of buildings and structures.CHAPTER 2NOTATION AND DEFINITIONS2.1NotationA1, A2, and An= air factor for each continuous air space having a distance of 1/2 to 3-1/2 in. between wythesAps= c

38、ross-sectional area of prestressing tendons, in.2As= cross-sectional area of nonprestressed longitudinal tension reinforcement, in.2Ast= cross-sectional area of the steel column, in.2a = depth of equivalent rectangular concrete compres-sive stress block at nominal flexural strength, in.a= depth of e

39、quivalent concrete rectangular stress block at elevated temperature, in.B = least dimension of rectangular concrete column, in.b = width of concrete slab or beam, in.bf= width of flange, in.C = compressive force due to unfactored dead load and live load, kipcc= ambient temperature specific heat of c

40、oncrete, Btu/(lb-F)d = effective depth, distance from centroid of tension reinforcement to extreme compressive fiber or depth of steel column, in.D = for hollow structural steel columns, outside diam-eter for circular columns, in.; outside dimension for square columns, in.; and least outside dimensi

41、on for rectangular columns, in.Dc= oven-dried density of concrete, lb/ft3American Concrete Institute Copyrighted Material www.concrete.org2 DETERMINING FIRE RESISTANCE OF CONCRETE AND MASONRY CONSTRUCTION ASSEMBLIES (ACI 216.1-14)def= distance from centroid of tension reinforcement to most extreme c

42、oncrete compressive fiber at which point temperature does not exceed 1400F, in.dl= thickness of fire-exposed concrete layer, in.dst= column width, in.fc= measured compressive strength of concrete test cylinders at ambient temperature,psifc = specified compressive strength of concrete, psifc = reduce

43、d compressive strength of concrete at elevated temperature, psifps= stress in prestressing steel at nominal flexural strength, psifps= reduced stress of prestressing steel at elevated temperature, psifpu= specified tensile strength of prestressing tendons, psify= specified yield strength of nonprest

44、ressed rein-forcing steel, psify= reduced yield strength of nonprestressed rein-forcing steel at elevated temperature, psiH = specified height of masonry unit, in.Hs= ambient temperature thermal capacity of steel column, Btu/(ft-F)h = average thickness of concrete cover, in.KL = column effective len

45、gth, ftkc= thermal conductivity of concrete at room tempera-ture, Btu/(h-ft-F)kcm= thermal conductivity of concrete masonry at room temperature, Btu/(h-ft-F)L = specified length of masonry unit or interior dimen-sion of rectangular concrete box protection for steel column, in. = clear span between s

46、upports, ftM = moment due to full service load on member, lb-ftMn= nominal moment capacity at section, lb-ftMn= nominal moment capacity of section at elevated temperature, lb-ftMn+= nominal positive moment capacity of section at elevated temperature, lb-ftMn= nominal negative moment capacity of sect

47、ion at elevated temperature, lb-ftMx1= maximum value of redistributed positive moment at some distance x1, lb-ftm = equivalent moisture content of the concrete by volume (percent)p = inner perimeter of concrete masonry protection, in.ps= heated perimeter of steel column, in.R = fire resistance of as

48、sembly, hoursR0= fire resistance at zero moisture content, minutesR1, R2, Rn = fire resistance of layer 1, 2,.n, respectively, hourss = center-to-center spacing of items such as ribs or undulations, in.t = time, minuteste= equivalent thickness of a ribbed or undulating concrete section, in.te2= equi

49、valent thickness tecalculated by dividing the net cross-sectional area by the panel widthtmin= minimum thickness, in.ttot= total slab thickness, in.tw= thickness of web, in.T = specified thickness of concrete masonry and clay masonry unit, in.Te= equivalent thickness of concrete, concrete masonry and clay masonry unit, in.Tea= equivalent thickness of concrete masonry assembly, in.Tef= equivalent thickness of finishes, in.u = average thickness of concrete between the center of main reinforcing steel and fire-exposed surface, i