ACI SP-311-2016 James K Wight A Tribute from his Students and Colleagues.pdf

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1、An ACI Technical Publication SYMPOSIUM VOLUMESP-311James K. Wight: A Tribute from his Students and ColleaguesEditors:Gustavo J. Parra-Montesinos and Mary Beth D. HuesteJames K. Wight: A Tribute from his Students and ColleaguesSP-311Editors:Gustavo J. Parra-Montesinos and Mary Beth D. Hueste Discussi

2、on is welcomed for all materials published in this issue and will appear ten months from this journals date if the discussion is received within four months of the papers print publication. Discussion of material received after specified dates will be considered individually for publication or priva

3、te response. ACI Standards published in ACI Journals for public comment have discussion due dates printed with the Standard.The Institute is not responsible for the statements or opinions expressed in its publications. Institute publications are not able to, nor intended to, supplant individual trai

4、ning, responsibility, or judgment of the user, or the supplier, of the information presented.The papers in this volume have been reviewed under Institute publication procedures by individuals expert in the subject areas of the papers.Copyright 2016AMERICAN CONCRETE INSTITUTE38800 Country Club Dr.Far

5、mington Hills, Michigan 48331All 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 any electronic or mechanical device, printed or written or oral, or recording for sound or visual reproduction or for use

6、 in any knowledge or retrieval system or device, unless permission in writing is obtained from the copyright proprietors.Printed in the United States of AmericaEditorial production: Aimee KahaianISBN-13: 978-1-945487-24-8First printing, September 2016PrefaceProfessor James (Jim) K. Wight has been on

7、e of the most remarkable researchers and educators in the field of reinforced concrete structures in the past several decades. Jims engineering career started at Michigan State University, where he obtained his BS and MS in 1969 and 1970, respectively. After completing his MS studies, he went on to

8、the University of Illinois at Urbana-Champaign to pursue doctoral studies under the supervision of Professor Mete A. Sozen, obtaining his PhD in 1973.It was while a student at the University of Illinois that Jim Wight made his first major contributions to the field of behavior and design of reinforc

9、ed concrete structures, particularly under earthquake excitations. He was likely the first to study the phenomenon of shear strength decay in reinforced concrete columns during large shear reversals. He also identified and explained the “disappearance” of the yield plateau in longitudinal reinforcin

10、g bars of flexural members subjected to moment gradient. Referring to this, Mete Sozen later said that had Jim been in the field of Physics, he would have won the Nobel Prize. In 1973, Jim Wight joined the faculty at the University of Michigan. In a career that has spanned over 40 years as a Profess

11、or of Structural Engineering, Jim has exemplified excellence in teaching, research, and professional service. Jim has made enormous contributions to the field of behavior and design of reinforced concrete members, including beam-column and slab-column connections, structural walls, and deep beams. M

12、uch of his research has led to key advances in the safety and performance of reinforced concrete building structures during seismic events. Further, he has advised over 30 PhD students, several of whom are currently faculty members at major research universities. Jim has also contributed to the educ

13、ation of thousands of structural engineers as co-author (with Professor James MacGregor) of the widely used textbook Reinforced Concrete Mechanics colleagues in ACI technical committees; and his doctoral advisor, Professor Mete A. Sozen. The sessions were well attended by former students, academicia

14、ns, researchers, and practitioners. A room-packed reception and a dinner were also offered in honor of Jim Wight. This Special Publication contains 12 papers related to the presentations made during the three technical sessions in Washington, DC. Also, Professor James O. Jirsa contributed with his p

15、ersonal perspective of Jim Wights contributions to the design of beam-column joints.This Special Publication is but one small token of the appreciation and gratitude that all those involved have for Jim Wight. He has been a mentor, role model, and a source of inspiration to many, as well as an examp

16、le of honesty, integrity, dedication, and unselfishness. Professor James K. Wight is, without a doubt, a true educator in the broadest sense of the word. We all feel very grateful to have had the opportunity to honor such an outstanding individual.Gustavo J. Parra-MontesinosMary Beth D. HuesteTABLE

17、OF CONTENTSSP-3111Jim Wight and Joints . 1Author: James O. JirsaSP-3112Innovative Approaches for Predicting RC Beam-Column 2 Connection Joint Shear ResistanceAuthors: James M. LaFave and Jaehong KimSP-3113Hybrid Testing of Beam-to-Column Connection Regions . 3 of a Code Compliant RC Moment Frame Bui

18、ldingAuthor: Burcu Burak BakirSP-3114Reinforced Concrete in Motion . 4Author: Mete A. SozenSP-3115A Review of Research on Shear Strength Decay in . 5 Members under Load ReversalsAuthors: Rmy Lequesne and Gustavo Parra-MontesinosSP-3116Deformation Capacity and Strength of RC Frame Members . 6 with Hi

19、gh-Strength MaterialsAuthors: Min-Yuan Cheng, Leonardus S. B. Wibowo, Rmy D. Lequesne and Andres LepageSP-3117Structural Subassemblage Tests at the University of Minnesota 7 Inspired by U.S.-Japan Collaborative Research ProgramAuthor: Catherine E. FrenchSP-3118Panel Zones in Structural Walls . 8Auth

20、ors: Enrique Villalobos, Santiago Pujol and Jack P. MoehleSP-3119Behavior and Strength of Splices for Continuous Prestressed. 9 Concrete Girder BridgesAuthors: Mary Beth D. Hueste, John B. Mander, Reza Baie, Anagha S. Parkar, Akshay Parchure, J. Michelle Prouty and Tristan SarremejaneSP-31110Lattice

21、 Modeling of Early-Age Cracking in 10 Restrained Ring SpecimensAuthors: Jingu Kang and John E. BolanderSP-31111Benefits of Fiber Addition on the Seismic Resistance of RC Joints .11Author: Antoine E. NaamanSP-31112Recent Advances in FRP Products for Repair of Infrastructure .12Author: Mohammad R. Ehs

22、aniSP-31113An Insight into the Space Building Collapse .13Authors: Luis E. Garca, Mete A. Sozen, Anthony Fiorato, Luis E. Yamn and Juan F. CorrealSP-31101 1.1 Jim Wight and Joints A Brief Overview of the Development of Design Guidelines for Joints in Reinforced Concrete Structures and Dr. James K. W

23、ights Contributions to ACI 352 By James O. Jirsa Department of Civil, Architectural, and Environmental Engineering The University of Texas at Austin I am pleased to have been asked to participate in this Symposium honoring Jim Wight and recognizing his many contributions to the field of reinforced c

24、oncrete structures through his research, teaching, and service to ACI and the profession. He has served the Institute in so many waysas a member of a variety of technical committees, as Chair of a number of committees, notably ACI 318, Building Code Requirements for Structural Concrete, and as Presi

25、dent. His textbook “Reinforced Concrete: Mechanics and Design” is widely used in both graduate and undergraduate reinforced concrete classes. Above all, he has been a wonderful friend and colleague. However, my comments here will be directed to his contributions related to the design of joints and c

26、onnections in reinforced concrete structures. To recall some history of the Joint ACI-ASCE Committee on Joints and Connections in Monolithic Structures (ACI 352). The committee was organized in 1966 and the First meeting was held in Oct. 1967 at an ACI Convention in Des Moines, Iowa. The committee w

27、as formed to address a gap in the design and construction of monolithic concrete structuresthe joints between elements. There was no guidance for designers in any codes in use at that time. The mission of the committee was to “Study the detailed design of joints and connections in monolithic concret

28、e members and develop practical aids for the designer and the constructor.” A key question was posed by Raymond C. Reese (a long time member of ACI who served on ACI 318 and as President) “Is it not short-sighted, and possibly dangerous, to spend so much time in making involved frame analyses and pu

29、rsuing sophisticated methods which are directed almost entirely to the main members, and leave the joints and connections to detailers?” The committee issued its first report in 1976. The document was based on the concept that failure should not occur in the connections. It was also understood that

30、joint design requirements should meet the demands of loads and deformations produced by ordinary loads as well as those imposed where energy absorption is needed as in seismic zones. At the time the committee was developing the report, the PhD research of Jim Wight at the University of Illinois figu

31、red prominently in the discussions. His work on strains in hinging regions provided important data on which the report was based. The figure below illustrates the manner in which strains and deflections are related in a hinging zone where a beam frames into a column as he reported in a paper in 1973

32、. James O. Jirsa 1.2 Key elements of the ACI 352 report: Joints must develop specified levels of steel strains (given as a multiple of yield strain) for each type. Only two types were includedordinary and seismic. Stresses in the bars had to be consistent with the strains-strain hardening had to be

33、considered. A 1.25 stress multiplier was specified for joints in structures subjected to large deformations. Values from 1.2-2.0 were considered. Required ductility was defined. For cyclic loads, the joint was expected to withstand five times first yield for five cycles and maintain a strength at le

34、ast 75% of the first cycle strength. Geometry. The joint included only the column within the depth of the beams framing into the column. Column width had to be equal to or greater than the beam width. Column capacity had to be greater that the capacity of the beams framing into the joint Calculation

35、 of the shear strength and transverse reinforcement within the joint was specified. The manner in which this was to be calculated was contentious. Many engineers were concerned that the addition of joint transverse reinforcement for joint integrity would raise costs and affect the competitiveness of

36、 concrete construction. Anchorage of bars in the joint. No large bars in small columns/joints. The report included some sketches of typical joints as shown below to help the user of the ACI 352 document visualize the reinforcement and the joint geometry. Jim Wight and Joints 1.3 Exterior Seismic Joi

37、nt Interior Seismic Joint Interior Ordinary Joint Perhaps the most important part of the ACI 352 report was a section identifying research needs. As a result, a number of research projects were conducted in the US, Japan, New Zealand, Canada, and China. Workshops were held to exchange information, c

38、oordinate test programs, and discuss design requirements. Different approaches for the shear strength of joints and transverse steel requirements were discussed at great length but there was never general agreement on the best approach. The effect of bond deterioration in the joint when subjected to

39、 cyclic loads was also extensively discussed and researched. During this period, Jim Wight served as a member and as chair of ACI 352. A list of his publications provides an indication of his significant influence on joint design and detailing. 1985 Wight and Ehsani “Effect of Transverse Beams and S

40、lab on Behavior of RC Beam-to-Column Connections” 1985 Wight and Durrani “ Behavior of Interior Beam-Column Connections under Earthquake-Type Loading” 1985 Wight and Ehsani “Exterior RC Beam-to-Column Connections subjected to Earthquake Type Loading” 1987 Durrani and Wight “Earthquake Resistance of

41、RC Interior Connections Including a Floor Slab” 1995 Raffaelle and Wight “Reinforced Concrete Eccentric Beam-Column Connections Subjected to Earthquake-Type Loading” 1999 LaFave and Wight “RC Exterior Wide Beam-Column-Slab Connections Subjected to Lateral Eq. Loading” 2001 Quintero-Febres and Wight

42、“Experimental Study of RC Interior Wide Beam-Column Connections Subjected to Lateral Loading” Jim has been a vital contributor to the development of design guidelines for joints and connections during his career and during the life of ACI 352 since its formation in 1967. His imprints on the guidelin

43、es that ACI 352 has developed are indelible and profound and we can only hope that his involvement continues for many more years. Jim, congratulations on your outstanding achievements and my best wishes as you continue to serve our profession. James O. Jirsa 1.4 SP-31102 2.1 Innovative Approaches fo

44、r Predicting RC Beam-Column Connection Joint Shear Resistance James M. LaFave and Jaehong Kim Synopsis: In this paper, an existing analytical approach for estimating joint shear behavior of reinforced concrete (RC) beam-column connections is critically examined and then modified in light of its limi

45、tations. The approach considers that joint shear strength is provided by an equivalent diagonal compression strut activated by force transfer to the joint through direct bearing from beam and column compression zones, and via bond between beam or column reinforcement and surrounding concrete. The mo

46、del had first been developed for estimating joint shear behavior of composite RC column-to-steel beam connections, and then adjusted for application to certain RC beam-column connections (based on limited test results). This paper describes some shortcomings of that approach in light of a much broad

47、er experimental database of RC beam-column connection subassembly test data for developing joint shear resistance models. The research then uses probabilistic methods to derive a general relationship between joint shear deformation and the so-called principal strain ratio (including proper considera

48、tion of concrete compression softening and reasonable upper limits on joint shear deformation). This updated relationship can be used as a modification in the model for increased accuracy and broader applicability. The resulting modified model compares favorably to other approaches available in the

49、literature for characterizing the joint shear behavior of RC beam-column connections. Keywords: analytical models, Bayesian parameter estimation, beam-column connections, database, joint shear, reinforced concrete James M. LaFave and Jaehong Kim 2.2 James M. LaFave, FACI, is Professor and CEE Excellence Faculty Scholar in the Department of Civil a deterministic model is less biased when the posterior mean of is closer to zero, and it has less scatter when the posterior mean of is smaller. point Apoint B