1、ACI 349.2R-07(Reapproved 2014)Reported by ACI Committee 349Guide to the Concrete CapacityDesign (CCD) MethodEmbedment Design ExamplesGuide to the Concrete Capacity Design (CCD) MethodEmbedment Design ExamplesFirst PrintingNovember 2007ISBN 978-0-87031-263-2American Concrete InstituteAdvancing concre
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10、ay be obtained by contacting ACI.Most ACI standards and committee reports are gathered together in the annually revised ACI Manual ofConcrete Practice (MCP).American Concrete Institute38800 Country Club DriveFarmington Hills, MI 48331U.S.A.Phone: 248-848-3700Fax: 248-848-3701www.concrete.orgACI 349.
11、2R-07 supersedes ACI 349.2R-97 and was adopted and published November2007.Copyright 2007, American Concrete Institute.All rights reserved including rights of reproduction and use in any form or by anymeans, including the making of copies by any photo process, or by electronic ormechanical device, pr
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14、nstitute disclaimsany and all responsibility for the stated principles. The Instituteshall not be liable for any loss or damage arising therefrom.Reference to this document shall not be made in contractdocuments. If items found in this document are desired by theArchitect/Engineer to be a part of th
15、e contract documents, theyshall be restated in mandatory language for incorporation bythe Architect/Engineer.Guide to the Concrete Capacity Design (CCD) MethodEmbedment Design ExamplesReported by ACI Committee 349ACI 349.2R-07(Reapproved 2014)CONTENTSIntroduction, p. 2Notation, p. 2Commentary, p. 4P
16、ART AExamples: Ductile single embedded element in semi-infinite concrete, p. 5Example A1Single stud, tension only, no edge effectsExample A2Single stud, shear onlyExample A3Single stud, combined tension and shearExample A4Single bolt, combined tension and shearPART BExamples: Ductile multiple embedd
17、ed elements in semi-infinite concrete, p. 22Example B1(a)Four-stud embedded plate, tension only,wide spacingExample B1(b)Four-stud embedded plate, tension only,close spacingExample B1(c)Four-bolt surface-mounted plate,tension only, close spacing, close to a cornerExample B2(a)Four-stud embedded plat
18、e, combinedshear and uniaxial momentExample B2(b)Four-anchor surface-mounted plate,combined shear and uniaxial momentExample B3Four-threaded anchors and surface-mounted plate, combined axial, shear, and momentExample B4(a)Four-stud embedded plate in thin slab,tension onlyExample B4(b)Four-stud rigid
19、 embedded plate in thinslab, tension onlyAPPENDIX ATables, p. 66Table 1Materials for headed and threaded anchorsTable 2Threaded fastener dimensionsTable 3Required embedment for ductile behavior: freefield, single anchorTable 4Anchor head and nut dimensionsTable 5Hardened washer dimensionsTable 6Stud
20、 dimensionsAPPENDIX BACI 349, Appendix D, Code and Commentary, p. 71Omesh B. Abhat Werner Fuchs Christopher Heinz*Richard S. OrrAdeola K. Adediran*Branko Galunic*Charles J. Hookham Bozidar StojadinovicHansraj G. Ashar Partha S. Ghosal Jagadish R. Joshi Barendra K. TalukdarRanjit L. Bandyopadhyay*Her
21、man L. Graves III*Richard E. Klingner Donald T. WardPeter J. Carrato Orhan Gurbuz Nam-Ho Lee Andrew S. WhittakerRonald A. Cook James A. Hammell*Dan J. Naus Albert Y. C. WongRolf Eligehausen Gunnar A. Harstead Dragos A. Nuta Charles A. Zalesiak*Committee 349 members who were major contributors to the
22、 development of this report.Ronald J. JanowiakChair349.2R-2 ACI COMMITTEE REPORTINTRODUCTIONThis report was prepared by the members of the ACI 349Subcommittee on Steel Embedments to provide examples ofthe application of ACI 349 to the design of steel embedments.The first edition of this report, publ
23、ished in 1997, was basedon ACI 349-97 that used the 45-degree cone breakout modelfor determining the concrete breakout strength. The 2001edition of the Code*marked a major departure from theprevious editions with the adoption of the concrete capacitydesign (CCD) method. The model for the concrete br
24、eakoutstrength used in the CCD method is a breakout prism havingan angle of approximately 35 degrees. In addition, theconcrete breakout strength for a single anchor away from theedge is proportional to the embedment depth raised to thepower of 1.5 and not embedment depth squared, as used inthe previ
25、ous versions of the Code. These and other changesin the Code result in designs that are somewhat different thanthose obtained using previous editions of the Code. Theexamples used in this report are based on the ACI 349-06,Appendix D, and illustrate how the CCD method is applied.In previous editions
26、 of ACI 349, the anchorage design wasgiven in Appendix B. Because ACI 349 is a dependent code,the chapters and Appendixes in ACI 349 are updated to beconsistent with ACI 318.As in previous Codes, the underlying philosophy in thedesign of embedments is to attempt to assure a ductile failuremode. This
27、 is similar to the philosophy of the rest of theconcrete building codes wherein, for example, flexural steelfor a beam is limited to assure that the reinforcement steelyields before the concrete crushes. In the design of anembedment for direct loading, the philosophy leads to therequirement that the
28、 concrete breakout, concrete pullout,side-face blowout, and pryout strength should be greaterthan the tensile or shear strength of the steel portion of theembedment.This report includes a series of design examples starting withsimple cases and progressing to more complex cases for ductileembedments.
29、 The format for each example follows the formatof the ACI Design Handbook, SP-17, and provides a referenceto the Code paragraph for each calculation procedure.NOTATIONAbrg= bearing area of the head of stud or anchor bolt,in.2Abrg,pl= the effective bearing area of a steel base plate, in.2AD= gross cr
30、oss-sectional area of anchor, in.2AH= gross cross-sectional area of anchor head, in.2ANc= projected concrete failure area of a singleanchor or group of anchors, for calculation ofstrength in tension (ANcshall not be takengreater than nANco), in.2, see D.5.2.1ANco= projected concrete failure area of
31、a singleanchor, for calculation of strength in tension ifnot limited by edge distance or spacing, in.2,see D.5.2.1Ase= effective cross-sectional area of anchor, in.2Ase,t= effective cross-sectional area of anchor(required to resist tension loads), in.2Ase,v= effective cross-sectional area of anchor(
32、required to resist shear loads), in.2AVc= projected concrete failure area of a singleanchor or group of anchors, for calculation ofstrength in shear (AVcshall not be taken greaterthan nAVco), in.2, see D.6.2.1AVco= projected concrete failure area of a singleanchor, for calculation of strength in she
33、ar, ifnot limited by corner influences, spacing, ormember thickness, in.2, see D.6.2.1a = moment arm from row of anchors to mid-thick-ness of adjacent steel tube wall, in.b = width of steel base plate, in.beff= effective width of steel base plate, in.bf= flange width of supported steel member, in.C
34、= anchor head dimension, see figure in Tables 4(a)through (c), in.CF= the compressive resultant force between theembedment and the concrete resulting fromfactored moment and factored axial loadapplied to the embedment, lbCm= the resultant compressive force in concrete dueto factored moment acting on
35、 a steel base plate,kipsca1= distance from the center of an anchor shaft tothe edge of concrete in one direction. If shearis applied to anchor, ca1is taken in the direc-tion of the applied shear. If the tension isapplied to the anchor, ca1is the minimum edgedistance, in.ca2= distance from center of
36、an anchor shaft to theedge of concrete in the direction orthogonal toca1, in.cac= critical edge distance required to develop thebasic concrete breakout strength of a post-installed anchor in uncracked concrete withoutsupplementary reinforcement to controlsplitting, in., see D.8.6ca,max= maximum dist
37、ance from center of an anchorshaft to the edge of concrete, in.ca,min= minimum distance from center of an anchorshaft to the edge of concrete, in.d = moment arm from resultant compression forceon base plate to center of tension force inanchors, in.dc= distance from resultant compression force toadja
38、cent edge of supported steel member, in.de= distance from edge of steel base plate to theresultant compression force, in.dh= nominal diameter of anchor head, in.do= outside diameter of anchor or shaft diameter ofheaded stud or headed bolt, in.ds= depth of supported steel member, in.*Note: Wherever t
39、he term “Code” is used, it signifies ACI 349.CONCRETE CAPACITY DESIGN (CCD) METHODEMBEDMENT DESIGN EXAMPLES 349.2R-3dt= distance from center of tension force inanchors and adjacent edge of supported steelmember, in.eN = distance between resultant tension load on agroup of anchors loaded in tension a
40、nd thecentroid of the group of anchors loaded intension (eN is always positive), in.eV = distance between resultant shear load on agroup of anchors loaded in shear in the samedirection and the centroid of the group ofanchors loaded in shear in the same direction(eV is always positive), in.F = anchor
41、 head dimension, see figure in Tables 4(a)through (c), in.Fd= ductility factor, 0.85, per D.3.6.1Fy= specified minimum yield strength of steelplate, ksifc = specified compressive strength of concrete, psifuta= specified tensile strength of anchor steel, psifya= specified yield strength of anchor ste
42、el, psiH = anchor head thickness, see figure in Tables 4(a)through (c), in.ha= thickness of member in which an anchor islocated, measured parallel to anchor axis, in.hef= effective embedment depth of anchor, in., seeD.8.5ID = inside diameter of steel washer, in.kc= coefficient for basic concrete bre
43、akout strengthin tensionkcp= coefficient for pryout strengthL = overall length of anchor, in.le= load bearing length of anchor for shear, not toexceed 8do, in., see D.6.2.2Mn= nominal flexural strength at section, kipin.Mp= plastic moment of steel plate, kipin.Mu= factored moment at section, kipin.M
44、y= moment corresponding to onset of yielding atextreme fiber of steel plate, kipin.Nb= basic concrete breakout strength in tension of asingle anchor in cracked concrete, lb, seeD.5.2.2Ncb= nominal concrete breakout strength in tensionof a single anchor, lb, see D.5.2.1Ncbg= nominal concrete breakout
45、 strength in tensionof a group of anchors, lb, see D.5.2.1Nn= nominal strength in tension, lbNp= pullout strength in tension of a single anchor incracked concrete, lb, see D.5.3.4Npn= nominal pullout strength in tension of a singleanchor, lb, see D.5.3.1Nsa= nominal strength of a single anchor or gr
46、oup ofanchors in tension as governed by the steelstrength, lb, see D.5.1.1 or D.5.1.2Nsb= side-face blowout strength of a single anchor, lbNsbg= side-face blowout strength of a group ofanchors, lbNua= factored tensile force applied to anchor orgroup of anchors, lbn = number of anchors in a groupOD =
47、 outside diameter of steel washer, in.Pu= factored axial force; to be taken as positive forcompression and negative for tension, lbs = center-to-center spacing of items, such asanchors, in.T = factored tensile force in a single anchor or arow of anchors, kipst = thickness of washer or plate, in.tf=
48、flange thickness of supported steel member, in.tw= web thickness of supported steel member, in.Vb= basic concrete breakout strength in shear of asingle anchor in cracked concrete, lb, seeD.6.2.2 or D.6.2.3Vcb= nominal concrete breakout strength in shear ofa single anchor, lb, see D.6.2.1Vcbg= nomina
49、l concrete breakout strength in shear ofa group of anchors, lb, see D.6.2.1Vcp= nominal concrete pryout strength of a singleanchor, lb, see D.6.3Vcpg= nominal concrete pryout strength of a group ofanchors, lb, see D.6.3Vf= shear resisting force provided by frictionresulting from compressive forces on steelbase plate, kipsVn= nominal shear strength, lbVsa= nominal strength in shear of a single anchor orgroup of anchors as governed by the steelstrength, lb, see D.6.1.1 or D.6.1.2Vu= factored shear force at section, kipsVua= factored shear force applied to a
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