1、Code Requirements for Determining Fire Resistance of Concrete and Masonry Construction Assemblies Reported by ACI/TMS Committee 216 ACI/TMS 216.1M-14 An ACI/TMS StandardFirst Printing December 2017 ISBN: is 978-1-945487-94-1 This document is the intellectual property of ACI and the cosponsor, and bo
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3、e followed. 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 Assemblies (metric) Copyright by the American Concrete Institute, Farmington Hills, MI. All rights re
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13、annually revised ACI Collection of Concrete Codes, Specifications, and Practices. American Concrete Institute 38800 Country Club Drive Farmington Hills, MI 48331 Phone: +1.248.848.3700 Fax: +1.248.848.3701 www.concrete.orgFire resistance of building elements is an important consider- ation in buildi
14、ng design. While structural design considerations for concrete and masonry at ambient temperature conditions are addressed by ACI 318M and TMS 402/ACI 530/ASCE 5, respec- tively, these codes do not consider the impact of fire on concrete and masonry construction. This standard contains design and an
15、alytical procedures for determining the fire resistance of concrete and masonry members and building assemblies. Where differences occur in specific design requirements between this standard and ACI 318M and TMS 402/ACI 530/ASCE 5, as in the case of cover protection of steel reinforcement, the more
16、stringent of the require- ments shall apply. Keywords: beams; columns; 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
17、design; temperature distribution; thermal prop- erties; walls. CONTENTS PREFACE, p. 2 CHAPTER 1GENERAL, p. 2 1.1Scope, p. 2 1.2Alternative methods, p. 2 CHAPTER 2NOTATION AND DEFINITIONS, p. 2 2.1Notation, p. 2 2.2Definitions, p. 3 CHAPTER 3REFERENCED STANDARDS, p. 5 CHAPTER 4CONCRETE, p. 5 4.1Gener
18、al, p. 5 4.2Concrete walls, floors, and roofs, p. 6 4.3Concrete cover protection of steel reinforcement, p. 9 4.4Analytical methods for calculating structural fire resistance and cover protection of concrete flexural members, p. 10 4.5Reinforced concrete columns, p. 18 4.6Structural steel columns pr
19、otected by concrete, p. 18 4.7Hollow structural steel columns filled with concrete, p. 20 Venkatesh Kumar R. Kodur, Chair ACI 216.1M-14 Code Requirements for Determining Fire Resistance of Concrete and Masonry Construction Assemblies An ACI and TMS Standard Reported by ACI Committee 216 joint with T
20、MS Charles B. Clark Jr. Donald O. Dusenberry William L. Gamble Dennis W. Graber Thomas F. Herrell Robert Iding Joel R. Irvine Phillip J. Iverson T. D. Lin Richard J. McGrath John D. Perry Stephen Pessiki Long T. Phan Walter J. Prebis John P. Ries Thomas J. Rowe Jay G. Sanjayan Jeffrey F. Speck Steph
21、en S. Szoke Consulting Members Max Kalafat Wasseem Khan Steven K. Rowe Phillip J. Samblanet ACI Committee Reports, Guides, 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
22、 to evaluate the significance and limitations of its content and recommendations and who will accept responsibility for 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 a
23、ny loss or damage arising therefrom. Reference to this document shall not be made in contract documents. If items found 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/Engin
24、eer. ACI 216.1M-14 supersedes ACI 216.1M-07, was adopted October 30, 2014, and published December 2017. Copyright 2017, American Concrete Institute. All rights reserved including rights of reproduction and use in any form or by any means, including the making of copies by any photo process, or by el
25、ectronic or mechanical device, printed, written, or oral, or recording for sound or visual reproduc- tion or for use in any knowledge or retrieval system or device, unless permission in writing is obtained from the copyright proprietors. 1CHAPTER 5CONCRETE MASONRY, p. 21 5.1General, p. 21 5.2Equival
26、ent thickness, p. 21 5.3Concrete masonry wall assemblies, p. 22 5.4Reinforced concrete masonry columns, p. 22 5.5Reinforced concrete masonry lintels, p. 22 5.6Structural steel columns protected by concrete masonry, p. 23 CHAPTER 6CLAY BRICK AND TILE MASONRY, p. 23 6.1General, p. 23 6.2Equivalent thi
27、ckness, p. 23 6.3Clay brick and tile masonry wall assemblies, p. 23 6.4Reinforced clay masonry columns, p. 25 6.5Reinforced clay masonry lintels, p. 25 6.6Expansion or contraction joints, p. 25 6.7Structural steel columns protected by clay masonry, p. 25 CHAPTER 7EFFECTS OF FINISH MATERIALS ON FIRE
28、RESISTANCE, p. 27 7.1General, p. 27 7.2Calculation procedure, p. 27 7.3Installation of finishes, p. 27 PREFACE This standard provides requirements for determining fire resistance of concrete and masonry elements and assem- blies. Calculation procedures for determining fire resistance are provided fo
29、r concrete walls, floors, roofs, and columns and masonry walls, lintels, and columns. Procedures are also included for determining requirements for concrete cover, protection of structural steel columns using concrete or masonry, and for hollow structural steel columns filled with concrete. Procedur
30、es for determining the contribution of additional fire resistance provided by finish materials on concrete or masonry assemblies are also included. CHAPTER 1GENERAL 1.1Scope This standard describes acceptable methods for deter- mining the fire resistance of concrete and masonry building assemblies a
31、nd structural elements, including walls, floor and roof slabs, beams, columns, lintels, and masonry fire protection for structural steel columns. These 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
32、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 requirements for concrete and masonry elements to resist fire and provide fire protection. Tolerance compliance to the provisions for concrete shall be
33、based on information provided in ACI 117M. Masonry construction shall comply with TMS 402/ACI 530.1/ASCE 6. The provisions of this standard establish fire resistance based on calculations. The fire resistance associated with an element or assembly shall be deemed acceptable when established by the c
34、alculation procedures in this standard or when established in accordance with 1.2. 1.2Alternative methods Methods other than those presented in this standard shall be permitted for use in assessing the fire resistance of concrete and masonry building assemblies and struc- tural elements if the metho
35、ds 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 published literature to substantiate their accu- racy. Alternative methods include: Qualification by testingMaterials and assemblies of materi
36、als 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 conditions of such tests. Approval through past performanceThe application of fire resistance ratings to elements and assemblies that have
37、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 application of new and emerging technology for predicting the life safety and property protec- tion implications of buildings and structu
38、res. CHAPTER 2NOTATION AND DEFINITIONS 2.1Notation A 1 , A 2 , and A n= air factor for each continuous air space having a distance of 13 to 90 mm between wythes A ps= cross-sectional area of prestressing tendons, mm 2 A s= cross-sectional area of nonprestressed longitudinal tension reinforcement, mm
39、 2 A st= cross-sectional area of the steel column, mm 2 a = depth of equivalent rectangular concrete compres- sive stress block at nominal flexural strength, mm a = depth of equivalent concrete rectangular stress block at elevated temperature, mm B = least dimension of rectangular concrete column, m
40、m b = width of concrete slab or beam, mm b f= width of flange, mm C = compressive force due to unfactored dead load and live load, kN c c= ambient temperature specific heat of concrete, kJ/ (kgK) d = effective depth, distance from centroid of tension reinforcement to extreme compressive fiber or dep
41、th of steel column, mm D = for hollow structural steel columns, outside diam- eter for circular columns, mm; outside dimension for square columns, mm; and least outside dimen- sion for rectangular columns, mm D c= oven-dried density of concrete, kg/m 3 American Concrete Institute Copyrighted Materia
42、l www.concrete.org 2 DETERMINING FIRE RESISTANCE OF CONCRETE AND MASONRY CONSTRUCTION ASSEMBLIES (ACI 216.1M-14)d ef= distance from centroid of tension reinforcement to most extreme concrete compressive fiber at which point temperature does not exceed 760C, mm d l= thickness of fire-exposed concrete
43、 layer, mm d st= column width, mm f c= measured compressive strength of concrete test cylinders at ambient temperature, MPa f c = specified compressive strength of concrete, MPa f c = reduced compressive strength of concrete at elevated temperature, MPa f ps= stress in prestressing steel at nominal
44、flexural strength, MPa f ps= reduced stress of prestressing steel at elevated temperature, MPa f pu= specified tensile strength of prestressing tendons, MPa f y= specified yield strength of nonprestressed rein- forcing steel, MPa f y= reduced yield strength of nonprestressed rein- forcing steel at e
45、levated temperature, MPa H = specified height of masonry unit, mm H s= ambient temperature thermal capacity of steel column, kJ/(mK) h = average thickness of concrete cover, mm KL = column effective length, m k c= thermal conductivity of concrete at room tempera- ture, kcal/(mhrC) k cm= thermal cond
46、uctivity of concrete masonry at room temperature, kcal/(mhrC) L = specified length of masonry unit or interior dimen- sion of rectangular concrete box protection for steel column, mm = clear span between supports, m M = moment due to full service load on member, Nm M n= nominal moment capacity at se
47、ction, Nm M n= nominal moment capacity of section at elevated temperature, Nm M n += nominal positive moment capacity of section at elevated temperature, Nm M n = nominal negative moment capacity of section at elevated temperature, Nm M x1= maximum value of redistributed positive moment at some dist
48、ance x 1 , Nm m c= equivalent moisture content of the concrete by volume, percent p = inner perimeter of concrete masonry protection, mm p s= heated perimeter of steel column, mm R = fire resistance of assembly, hours R m= fire resistance of assembly, minutes R 0= fire resistance at zero moisture co
49、ntent, minutes R 1 , R 2 , R n = fire resistance of layer 1, 2,.n, respectively, hours s = center-to-center spacing of items such as ribs or undulations, mm t = time, minutes t e= equivalent thickness of a ribbed or undulating concrete section, mm t e2= equivalent thickness t ecalculated by dividing the net cross-sectional area by the panel width t min= minimum thickness, mm t tot= total slab thickness, mm t w= thickness of web, mm T = specified thickness of concrete masonry and clay masonry unit, mm T e= equival
