1、ACI 352.1R-11Guide for Design of Slab-Column Connections in Monolithic Concrete StructuresReported by Joint ACI-ASCE Committee 352First PrintingMarch 2012Guide for Design of Slab-Column Connections in Monolithic Concrete StructuresCopyright by the American Concrete Institute, Farmington Hills, MI. A
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11、ly revised ACI Manual of Concrete Practice (MCP).American Concrete Institute38800 Country Club DriveFarmington Hills, MI 48331U.S.A.Phone: 248-848-3700Fax: 248-848-3701www.concrete.orgISBN 978-0-87031-760-6This guide provides recommendations for determining proportions and details of monolithic rein
12、forced and post-tensioned concrete slab-column connections.Included are recommendations regarding appropriate uses of slab-column connections in structures resisting gravity and lateral forces; procedures for determination of connection load-carrying capacity; and reinforcement details to achieve ad
13、equate strength, ductility, and structural integrity. Recommendations are based on a review of the literature for ultimate and serviceability limit states. A commentary is provided to clarify the recommendations and identify reference material. Design recommendations are set in standard type. Commen
14、tary is set in italics.Keywords: connection; flat plate; flat slab; joint; lateral drift; post-tensioned; punching shear; seismic; shear reinforcement; slab-column.CONTENTSChapter 1Introduction and scope, p. 21.1Introduction1.2ScopeACI 352.1R-11Guide for Design of Slab-Column Connections in Monolith
15、ic Concrete StructuresReported by Joint ACI-ASCE Committee 352Mary Beth D. HuesteChairThomas KangSecretarySergio M. AlcocerJohn F. BonacciJames R. CagleyMarvin E. CriswellJeffrey J. DragovichCatherine E. FrenchLuis E. GarcaRussell GentryTheodor KrauthammerMichael E. KregerJames M. LaFave*Douglas D.
16、LeeDawn E. LehmanRoberto T. LeonCheng-Ming LinDonald F. MeinheitNilanjan MitraJack P. MoehleStavroula J. PantazopoulouGustavo J. Parra-MontesinosIan RobertsonM. Saiid SaiidiJorge I. SeguraBahram M. ShahroozMyoungsu ShinJohn W. WallaceJames K. WightLoring A. Wyllie Jr.Consulting MembersHossam M. Abdo
17、uFariborz BarzegarHugh L. CottonFilip C. FilippouDavid W. MitchellCharles F. ScribnerDavid Z. YankelevskyLiande Zhang*Chair of editorial subcommittee Member of editorial subcommittee1ACI Committee Reports, Guides, and Commentaries are intended for guidance in planning, designing, executing, and insp
18、ecting 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 for the application of the material it contains. The American Concrete Institute disclaims an
19、y 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 found in this document are desired by the Architect/Engineer to be a part of the contract docume
20、nts, they shall be restated in mandatory language for incorporation by the Architect/Engineer.ACI 352.1R-11 supersedes ACI 352.1R-89 and was adopted and published March 2012.Copyright 2011, American Concrete Institute.All rights reserved including rights of reproduction and use in any form or by any
21、 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 repro-duction or for use in any knowledge or retrieval system or device, unless permission in writing is obtained from the copyright proprie
22、tors.Chapter 2Notation and definitions, p. 32.1Notation2.2DefinitionsChapter 3Connection classifications, p. 43.1General3.2Connection classificationsChapter 4Design considerations, p. 84.1Connection performance4.2Types of actions on the connection4.3Determination of connection forcesChapter 5Methods
23、 of analysis for determination of connection strength, p. 95.1General principles and recommendations5.2Connections without beams5.3Connections with transverse beams5.4Effect of openings5.5Joint strengthChapter 6Reinforcement, p. 136.1Slab reinforcement for moment transfer6.2Joint recommendations6.3S
24、tructural integrity reinforcement6.4Anchorage of reinforcementChapter 7Lateral drift, p. 207.1General7.2Lateral drift capacityChapter 8Shear reinforcement, including for earthquake-resistant design, p. 228.1General8.2Types of shear reinforcement8.3Shear strength of connections with shear reinforceme
25、ntChapter 9References, p. 259.1Referenced standards and reports9.2Cited referencesCHAPTER 1INTRODUCTION AND SCOPE1.1IntroductionThe recommendations in this guide are for determining connection proportions and details to provide adequate performance of cast-in-place reinforced concrete (RC) and post-
26、tensioned concrete (PT) slab-column connections. The recommendations are written to satisfy serviceability, strength, and ductility requirements related to the intended functions of the connection.Design of the connection between a slab and its supporting member requires consideration of both the jo
27、int and the portion of the slab, or slab and beams, immediately adja-cent to the joint. Several connection failures associated with inadequate performance of the slab adjacent to the joint have been reported (Engineering News-Record (ENR) 1956, 1971, 1973; Joint ACI-ASCE Committee 426 1974; Leyen-de
28、cker and Fattal 1977; Lew et al. 1982a,b; Rosenblueth and Meli 1986; Freyermuth 1989; Moehle 1996; Hueste and Wight 1997). However, no reported cases of connection failure due to distress within the joint have been identified. Some connection failures have occurred during construc-tion when young co
29、ncrete slabs received loads from more than one floor as a consequence of shoring and reshoring (Agarwal and Gardner 1974; Lew et al. 1982a,b; Sbarounis 1984; ACI 347-05). The disastrous consequences of some failures, including total collapse of the structure, empha-size the importance of the design
30、of the connection. These recommendations are intended to alert the designer to those aspects of behavior that should be considered in design of the connection and to suggest design procedures that will lead to adequate connection performance.1.2ScopeInformation and design recommendations have been s
31、ummarized by Joint ACI-ASCE Committee 426 (1974, 1977). This guide is an update of ACI 352.1R-89 (Joint ACI-ASCE Committee 352 1989), based on research information presented in references such as Moehle (1996); Moehle et al. (1988); Kang and Wallace (2005); ACI 318-08, Chapter 21; and Cheng et al. (
32、2010). Modifications to the previous report include expanding the coverage to include slab-column connections with shear reinforcement, slab-column connections with post-tensioning reinforcement, and lateral drift capacity of both RC and PT slab-column connections.These recommendations apply only to
33、 slab-column connections in monolithic concrete structures, with or without drop panels or column capitals, and using normal-weight or lightweight concrete. For strength calculation purposes, the specified concrete compressive strength should not be taken greater than 6000 psi (42 MPa). The recom-me
34、ndations are limited to slab-column connections with slab thickness ranging between 5 and 12 in. (125 and 300 mm); a slab span-to-thickness ratio varying from 20 to 45, except for slab-column connections with transverse beams; and a ratio of long-to-short cross-sectional column dimen-sions less than
35、 4. The recommendations for PT slab-column connections are applicable only for monolithic concrete connections with unbonded post-tensioning tendons applying an average compressive stress in the concrete not less than 125 psi (0.86 MPa). Construction that combines slab-column and beam-column framing
36、 in orthogonal direc-tions at individual connections is included, but these recom-mendations are limited to issues related to the transfer of loads in the direction perpendicular to the beam axis. Slab-column framing systems are considered inappropriate as seismic-force-resisting systems assigned to
37、 high seismic design categories, but they are commonly used as frames not designated as part of the seismic-force-resisting system along with a stiffer seismic-force-resisting system, such as shear walls or beam-and-column moment-resisting frames.These recommendations are limited to slab-column conn
38、ections of cast-in-place RC and PT floor construction, including two-way ribbed floor slab construction (Meli and American Concrete Institute Copyrighted Materialwww.concrete.org2 GUIDE FOR DESIGN OF SLAB-COLUMN CONNECTIONS IN MONOLITHIC CONCRETE STRUCTURES (ACI 352.1R-11)Rodriguez 1979) and slab-co
39、lumn connections with trans-verse beams. Recommendations are made elsewhere (ACI 352R-02) for connections in which framing is predominantly by action between beams and columns.The recommendations do not consider slab-wall connec-tions, precast connections, or slabs-on-ground. Relevant information on
40、 these subjects may be found in ACI 360R-10, Schwaighofer and Collins (1977), Paulay and Taylor (1981), and Klemencic et al. (2006). Although structures having specified concrete compressive strength exceeding 6000 psi (42 MPa) are within the realm of this guide, the recommen-dations limit the assum
41、ed compressive strength for design to 6000 psi (42 MPa) because of the lack of test data on slab-column connections with higher-strength concrete.Slab-column systems are generally inadequate as the seismic-force-resisting system of multi-story buildings assigned to high seismic design categories bec
42、ause of prob-lems associated with excessive lateral drift and inadequate shear and moment transfer capacity at the connections. For high seismic design categories, if designed according to these recommendations, slab-column systems may be used in multi-story construction in which earthquake-induced
43、lateral forces are primarily carried by a stiffer seismic-force-resisting system. For low and moderate seismic design categories, slab-column systems may be adequate as the seismic-force-resisting system, provided the connection design recommendations in this guide are met.CHAPTER 2NOTATION AND DEFI
44、NITIONS2.1NotationAb= area of individual bar or wire, in.2(mm2)Ac= cross-sectional area of shear-critical section, in.2(mm2)Acf= larger gross cross-sectional area of slab-beam strips of two orthogonal equivalent frames intersecting at a column of a two-way slab, in.2(mm2)As= area of non-prestressed
45、longitudinal tension reinforcement, in.2(mm2)Asm= minimum area of effectively continuous bottom slab bars, in each principal direction, placed over support for resistance to progressive collapse, in.2(mm2)As,min= minimum non-post-tensioned top reinforce-ment, in.2(mm2)Av= cross-sectional area of all
46、 legs of reinforce-ment on one peripheral line that is geometri-cally similar to perimeter of column section, in.2(mm2)b = width of compression face of member, in. (mm)b1= dimension of critical section bomeasured in direction of span for which moments are determined, in. (mm)b2= dimension of critica
47、l section bomeasured in direction perpendicular to b1, in. (mm)bo= perimeter of critical section for shear in slabs, in. (mm)Cv= product of all appropriate modification factors in Table 5.2.1.1c1= dimension of rectangular or equivalent rectan-gular column or capital measured in direction of span for
48、 which moments are being deter-mined, in. (mm)c2= dimension of rectangular or equivalent rectan-gular column or capital measured in direction perpendicular to c1, in. (mm)ct= distance from interior face of column to slab edge measured parallel to c1, but not exceeding c1, in. (mm)DR = maximum story-
49、drift ratiod = slab effective depth, taken as average of depths from extreme concrete compression fiber to centroid of tension steel in two orthogonal directions, in. (mm), not to be taken greater than 0.8hdb= nominal diameter of bar, wire, or prestressing strand, in. (mm)dbeam= effective depth of transverse beam at connec-tion, in. (mm)fc = specified compressive strength of concrete, psi (MPa)fpc= average precompression stress in two orthog-onal directions after losses, psi (MPa)fy= specified yield strength of reinforcement, psi (MPa)fyt= specif
