ACI 550 3M-2013 Design Specification for Unbonded Post-Tensioned Precast Concrete Special Moment Frames Satisfying ACI 374 1 (ACI 550 3M-13) and Commentary.pdf

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1、ACI 550.3M-13Design Specification for Unbonded Post-Tensioned Precast Concrete Special Moment Frames Satisfying ACI 374.1 (ACI 550.3M-13) and CommentaryAn ACI StandardReported by Joint ACI-ASCE Committee 550(metric)First PrintingJanuary 2014Design Specification for Unbonded Post-Tensioned Precast Co

2、ncrete Special Moment Frames Satisfying ACI 374.1 and CommentaryCopyright by the American Concrete Institute, Farmington Hills, MI. All rights reserved. This material may not be reproduced or copied, in whole or part, in any printed, mechanical, electronic, film, or other distribution and storage me

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12、1www.concrete.orgISBN: 978-0-87031-861-0American Concrete InstituteAdvancing concrete knowledgeACI 550.3M-13Design Specification for Unbonded Post-Tensioned Precast Concrete Special Moment Frames Satisfying ACI 374.1 (ACI 550.3M-13) and CommentaryAn ACI StandardReported by Joint ACI-ASCE Committee 5

13、50Harry A. Gleich, Chair Larbi M. Sennour, SecretaryTe-Lin ChungNed M. ClelandThomas J. DArcyWilliam K. DoughtyAlvin C. EricsonNeil M. HawkinsAugusto H. HolmbergL. S. Paul JohalJason J. KrohnEmily B. LorenzKenneth A. LuttrellVilas S. MujumdarFrank A. NadeauClifford R. OhlwilerLance OsborneVictor F.

14、Pizano-ThomenJose I. RestrepoSami H. RizkallaMario E. RodriguezJoseph C. SandersEdith G. SmithJohn F. StantonP. Jeffrey WangCloyd E. WarnesSubcommittee MembersSatyendra GhoshSuzanne Dow NakakiThis Standard defines requirements that may be used to design special hybrid moment frames composed of discr

15、etely jointed precast concrete beams post-tensioned to concrete columns. After a major earthquake, these hybrid moment frames should exhibit minimal damage in beam-column regions and negligible permanent displacements. Hybrid moment frames do not satisfy the prescriptive requirements of Chapter 21 o

16、f ACI 318M-11 for frames of monolithic construction. According to 21.1.1.8 of ACI 318M-11, their acceptance requires demonstration by experimental evidence and analysis that the frames have strength and toughness equal to or exceeding those provided by comparable monolithic reinforced concrete frame

17、s that satisfy the prescriptive requirements of Chapter 21. This Standard describes the requirements that the licensed design professional may use to demonstrate, through analysis, that such frames have strength and toughness at least equal to those of comparable monolithic frames. This Standard is

18、a revision of the ACI T1.2 Standard.In this Standard, consistent with the format of ACI 318M, the word “Section” is not included before a reference to a section of ACI 318M. To more clearly designate a section of this Standard, however, the word “Section” is used before any reference to a section of

19、 this Standard. Consistent with the format of ASCE/SEI 7, the word “Section” is also included before a reference to a section of ASCE/SEI 7.Keywords: drift ratio; earthquake-resistant design; energy dissipation; moment frame; post-tensioning; precast concrete; prestressed concrete; test module; toug

20、hness.CONTENTSCHAPTER 1GENERAL, p. 31.1Introduction, p. 31.2Scope, p. 41.3Structural drawings, p. 61.4Units, p. 6CHAPTER 2NOTATION AND DEFINITIONS, p. 72.1Notation, p. 72.2Definitions, p. 8CHAPTER 3REFERENCED STANDARDS, p. 10CHAPTER 4MATERIALS, p. 114.1General, p. 114.2Ducts, p. 114.3Energy-dissipat

21、ing reinforcement, p. 114.4Prestressing strands and tendons, p. 111ACI 550.3M-13 supersedes T1.2-03, was adopted August 8, 2013, and was published January 2014.Copyright 2014, American Concrete Institute.All rights reserved including rights of reproduction and use in any form or by any means, includ

22、ing 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 knowledge or retrieval system or device, unless permission in writing is obtained from the copyright proprietors.R4MATERIA

23、LS, p. 114.5Interface grout, p. 124.6Grout for anchorage of energy-dissipating reinforce-ment, p. 12CHAPTER 5FRAMING SYSTEM REQUIREMENTS, p. 135.1General, p. 135.2Strength, p. 135.3Drift, p. 135.4Moment frame characteristics, p. 145.5Distribution of moment frames within structures, p. 155.6Moment fr

24、ame-floor slab interactions, p. 16CHAPTER 6DESIGN REQUIREMENTS FOR BEAMS OF MOMENT FRAMES, p. 176.1Prestress, p. 176.2Beam design, p. 17CHAPTER 7REQUIREMENTS FOR BEAM-COLUMN INTERFACES OF MOMENT FRAMES, p. 197.1General, p. 197.2Prestress force, p. 197.3Interface grout, p. 197.4Energy-dissipating rei

25、nforcement, p. 207.5Nominal flexural strength, p. 207.6Probable flexural strength, p. 207.7Anchorage of energy-dissipating reinforcement, p. 237.8Distribution of flexural reinforcement, p. 25CHAPTER 8FRAME JOINTS, p. 268.1General, p. 26R9COMMENTARY REFERENCES, p. 27Authored references, p. 27American

26、 Concrete Institute Copyrighted Materialwww.concrete.org2 SPECIFICATION FOR UNBONDED PT PRECAST CONCRETE SPECIAL MOMENT FRAMES SATISFYNG ACI 374.1CHAPTER 1GENERAL1.1IntroductionFor regions of high seismicity, 21.1.1.8 of ACI 318M-11 permits the use of structural systems that do not meet the prescrip

27、tive requirements of Chapter 21 if certain experimental evidence and analysis are provided. The intent of ACI 374.1 is to define the minimum evidence required when attempting to validate the use of weak-beam, strong-column special moment frames in accordance with 21.1.1.8 of ACI 318M-11.Before accep

28、tance testing can be undertaken, ACI 374.1 requires that a design procedure be developed for prototype moment frames having the generic form for which acceptance is sought, and that procedure be used to proportion the test modules. ACI 550.3-13 defines the requirements to be used for one specific ty

29、pe of moment frame that does not fully satisfy the prescriptive requirements of Chapter 21 of ACI 318M-11. This moment frame has been validated for use in regions of high seismicity under ACI 374.1 and ACI 318M. The moment frame uses precast concrete beams that are post-tensioned to precast or cast-

30、in-place concrete columns. The columns are continuous through the joints and the beams each span a single bay. This Standard describes the frame as hybrid because it combines post-tensioned and precast concrete construction and combines the use of deformed reinforcement that is designed to yield wit

31、h unbonded post-tensioning tendons that are designed to remain essentially elastic during the design basis earthquake (DBE).In this specific type of hybrid frame, the post-tensioning tendons are unbonded. Horizontal reinforcing bars grouted in ducts located in the columns and in the top and bottom o

32、f the beams, and described in this Standard as energy-dissipating reinforcement, provide additional continuity between the beams and the columns, and additional moment strength to the beams. Those bars dissipate energy as they yield alternately in tension and compression during an earthquake.A key f

33、eature of this system is that the grouted bars are deliberately debonded for a short distance in the beam adjacent to the beam-column interface to reduce the high cyclic strains that would otherwise occur at that location. Consequently, during an earthquake, the beams and columns displace essentiall

34、y as rigid bodies with deformations occurring primarily at the beam-column interface as the beam rocks against the column.A second key feature is that post-tensioning allows the columns to be built without the permanent corbels normally found in precast concrete construction. The post-tensioning has

35、 two purposes. First, the friction induced by the post-tensioning transfers vertical shears at the interface between beam and column for both gravity and lateral loadings. Second, with the post-tensioning deliberately designed to remain essentially elastic during the DBE, the post-tensioning forces

36、the moment frame to return to its undeformed position following the DBE.R1INTRODUCTION AND SCOPER1.1IntroductionLaboratory studies (Stone et al. 1995; Hawkins and Ishizuka 1988; Priestley 1996; Priestley and MacRae 1994; Palmieri et al. 1996; Nakaki et al. 1999; Priestley et al. 1999; Day 1999) have

37、 shown that precast or prestressed concrete moment frames can provide safety and serviceability levels, during and after an earthquake, that meet or exceed performance levels required by 21.1.1.8 of ACI 318M-11. To achieve such performance levels, the precast or prestressed concrete moment frames sh

38、ould be carefully proportioned and detailed. This Standard is based on the studies reported by Stone et al. (1995), Hawkins and Ishizuka (1988), Priestley and MacRae (1994), Priestley (1996), Nakaki et al. (1999), Priestley et al. (1999), and Day (1999). It contains the minimum requirements for ensu

39、ring that one type of precast and prestressed concrete moment frame can sustain a series of oscillations into the inelastic range of response without critical decay in strength or excessive story drifts. Further, that frame should show only minimal or no damage in beam-column joint regions and no pe

40、rmanent displacements after the oscillations cease.A typical interior frame for this seismic-force-resisting system is illustrated in Fig. R1.1. Details for a vertical longitudinal section of the beam as it passes through the column are shown in Fig. R1.1(b), and details for cross sections of the be

41、am at the column face (Section B) and on the centerline of the column (Section C) are shown in Fig. R1.1(c). The frame is composed of multistory columns to which single-bay precast concrete beams are connected. Except for possible yielding at the column bases, the interfaces between the precast beam

42、s and the continuous columns are the only locations where yielding of the reinforcement (nonlinear action location) occurs in the frame during a major earthquake. Crossing each interface are three deliberately debonded reinforcement elements: post-tensioned strands that extend the full length of the

43、 frame in the direction of its plane; and top and bottom deformed bar energy-dissipating reinforcement that is anchored by grouting in ducts preformed in the beam and column. The length over which the energy-dissipating reinforcement is debonded in the beam adjacent to the connection is selected del

44、iberately to provide the desired design level of overall performance. Cheok et al. (1996) describes the development of a rational basis for the design procedures for a frame with equal strength for the top and bottom partially debonded energy-dissipating reinforcement and central post-tensioning ten

45、dons that remain elastic during a major earthquake. Stanton and Nakaki (2002) describe design guidelines for the same frame system using an iterative step-by-step procedure and displacement-based design procedures. Hawileh et al. (2006) provide nondimensional, noniterative, simplified design procedu

46、res for that same system for either displacement-based or force-based design procedures. Where force-based design procedures are used, ASCE/SEI American Concrete Institute Copyrighted Materialwww.concrete.orgSPECIFICATION FOR UNBONDED PT PRECAST CONCRETE SPECIAL MOMENT FRAMES SATISFYNG ACI 374.1 3CO

47、DE COMMENTARYUnder earthquake loading, the special moment frames described in this Standard are intended to behave differently than monolithic frames. Most of the deformations of the frames occur from the opening and closing of the joint at the interface between the precast beam and the column. Cons

48、equently, with the detailing procedures described in this Standard, damage during a major earthquake is limited in extent, confined essentially to the joint filler material, and is readily repairable after the earthquake. By contrast, monolithic frames designed to Chapter 21 of ACI 318M-11 can suffe

49、r significant cracking, crushing, and spalling in the plastic hinging regions of the beam, the beam-column joint, or both, and repair can be costly. Further, monolithic special moment frames designed to Chapter 21 of ACI 318M-11 may show permanent lateral deformations following a DBE, whereas the special moment frames described in this Standard do not.The preceding paragraphs define the key characteristics of hybrid frames. The detailing requirements described in this Standard are for one specific type of special hybrid moment frame with:a) Equa