ACI 408R-2003 Bond and Development of Straight Reinforcing Bars in Tension《牵力下直配筋粘结性能和拉伸性能》.pdf
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1、ACI 408R-03 became effective September 24, 2003.Copyright 2003, 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, printed, written, or oral, o
2、r recording for sound or visual reproductionor for use in any knowledge or retrieval system or device, unless permission in writingis obtained from the copyright proprietors.1ACI Committee Reports, Guides, Manuals, and Commentariesare intended for guidance in planning, designing, executing,and inspe
3、cting construction. This document is intended for theuse of individuals who are competent to evaluate thesignificance and limitations of its content and recommendationsand who will accept responsibility for the application of thematerial it contains. The American Concrete Institute disclaimsany and
4、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 the contract documents, they
5、shall be restated in mandatory language for incorporation bythe Architect/Engineer.Bond and Development of StraightReinforcing Bars in TensionReported by ACI Committee 408ACI 408R-03(Reapproved 2012)The performance of reinforced concrete structures depends on adequatebond strength between concrete a
6、nd reinforcing steel. This report describesbond and development of straight reinforcing bars under tensile load. Bondbehavior and the factors affecting bond are discussed, including concretecover and bar spacing, bar size, transverse reinforcement, bar geometry,concrete properties, steel stress and
7、yield strength, bar surface condition,bar casting position, development and splice length, distance betweenspliced bars, and concrete consolidation. Descriptive equations and designprovisions for development and splice strength are presented and com-pared using a large database of test results. The
8、contents of the databaseare summarized, and a protocol for bond tests is presented.Test data and reliability analyses demonstrate that, for compressivestrengths up to at least 16,000 psi (110 MPa), the contribution of concretestrength to bond is best represented by the compressive strength to the 1/
9、4power, while the contribution of concrete to the added bond strengthprovided by transverse reinforcement is best represented by compressivestrength to a power between 3/4 and 1.0. The lower value is used inproposed design equations. These values are in contrast with the squareroot of compressive st
10、rength, which normally is used in both descriptiveand design expressions. Provisions for bond in ACI 318-02 are shown to beunconservative in some instances; specifically, the 0.8 bar size factor forsmaller bars should not be used and a -factor for bond is needed toprovide a consistent level of relia
11、bility against bond failure. Descriptiveequations and design procedures developed by Committee 408 that provideimproved levels of reliability, safety, and economy are presented. The ACICommittee 408 design procedures do not require the use of the 1.3 factorfor Class B splices that is required by ACI
12、 318.Keywords: anchorage; bond; concrete; deformed reinforcement; develop-ment length; reinforced concrete; reinforcement; relative rib area; splice;stirrup; tie.CONTENTSPreface, p. 408R-2Chapter 1Bond behavior, p. 408R-31.1Bond forcesbackground1.2Test specimens1.3Details of bond response1.4Notation
13、John H. Allen Rolf Eligehausen Roberto T. Leon*Stavroula J. PantazopoulouAtorod Azizinamini Fernando E. Fagundo LeRoy A. LutzMax L. PorterGyorgy L. Balazs Anthony L. FelderSteven L. McCabe Julio A. RamirezJoAnn Browning*Robert J. FroschJohn F. McDermott John F. SilvaJames V. Cox Bilal S. Hamad*Denis
14、 Mitchell Jun Zuo*Richard A. DeVries*Neil M. Hawkins*Members of the subcommittee who prepared this report.Members of the editorial subcommittee.David Darwin*ChairAdolfo B. Matamoros*Secretary408R-2 ACI COMMITTEE REPORTChapter 2Factors affecting bond, p. 408R-92.1Structural characteristics2.2Bar prop
15、erties2.3Concrete properties2.4SummaryChapter 3Descriptive equations, p. 408R-253.1Orangun, Jirsa, and Breen3.2Darwin et al.3.3Zuo and Darwin3.4Esfahani and Rangan3.5ACI Committee 4083.6ComparisonsChapter 4Design provisions, p. 408R-294.1ACI 3184.2ACI 408.34.3Recommendations by ACI Committee 4084.4C
16、EB-FIP Model Code4.5Structural reliability and comparison of designexpressionsChapter 5Database, p. 408R-385.1Bar stresses5.2DatabaseChapter 6Test protocol, p. 408R-396.1Reported properties of reinforcement6.2Concrete properties6.3Specimen properties6.4Details of test6.5Analysis method6.6Relative ri
17、b areaChapter 7References, p. 408R-417.1Referenced standards and reports7.2Cited referencesAppendix ASI equations, p. 408R-47PREFACEThe bond between reinforcing bars and concrete has beenacknowledged as a key to the proper performance of reinforcedconcrete structures for well over 100 years (Hyatt 1
18、877).Much research has been performed during the interveningyears, providing an ever-improving understanding of thisaspect of reinforced concrete behavior. ACI Committee 408issued its first report on the subject in 1966. The reportemphasized key aspects of bond that are now well under-stood by the d
19、esign community but that, at the time, repre-sented conceptually new ways of looking at bond strength.The report emphasized the importance of splitting cracks ingoverning bond strength and the fact that bond forces did notvary monotonically and could even change direction inregions subjected to cons
20、tant or smoothly varying moment.Committee 408 followed up in 1979 with suggested provi-sions for development, splice, and hook design (ACI408.1R-79), in 1992 with a state-of-the-art report on bondunder cyclic loads (ACI 408.2R-92), and in 2001 with designprovisions for splice and development design
21、for high relativerib area bars (bars with improved bond characteristics) (ACI408.3-01). This report represents the next in that line,emphasizing bond behavior and design of straight reinforcingbars that are placed in tension.For many years, bond strength was represented in terms ofthe shear stress a
22、t the interface between the reinforcing barand the concrete, effectively treating bond as a materialproperty. It is now clear that bond, anchorage, development,and splice strength are structural properties, dependent notonly on the materials but also on the geometry of the reinforcingbar and the str
23、uctural member itself. The knowledge base onbond remains primarily empirical, as do the descriptiveequations and design provisions. An understanding of theempirical behavior, however, is critical to the eventualdevelopment of rational analysis and design techniques.Test results for bond specimens in
24、variably exhibit largescatter. This scatter increases as the test results fromdifferent laboratories are compared. Research since 1990indicates that much of the scatter is the result of differencesin concrete material properties, such as fracture energy andreinforcing bar geometry, factors not norma
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