[雙語(yǔ)翻譯]--土木專(zhuān)業(yè)外文翻譯--削弱梁截面節(jié)點(diǎn)和組合樓板的足尺寸二層鋼板剪力墻的實(shí)驗(yàn)（原文）

1、Testing of Full-Scale Two-Story Steel Plate Shear Wall with Reduced Beam Section Connections and Composite FloorsBing Qu, S.M.ASCE1; Michel Bruneau, M.ASCE2; Chih-Han Lin3; and Keh-Chyuan Tsai4Abstract: A two-phase exper

2、imental program was generated on a full-scale two-story steel plate shear wall with reduced beam section connections and composite floors, to experimentally address the replaceability of infill panels following an earthq

3、uake and the seismic behavior of the intermediate beam. In Phase I, the specimen was pseudodynamically tested, subjected to three ground motions of progressively decreasing intensity. The buckled panels were replaced by

4、new panels prior to submitting the specimen to a subsequent pseudodynamic test and cyclic test to failure in Phase II. It is shown that the repaired specimen can survive and dissipate significant amounts of hysteretic en

5、ergy in a subsequent earthquake without severe damage to the boundary frame or overall strength degradation. It is also found that the specimen had exceptional redundancy and exhibited stable force-displacement behavior

6、up to the story drifts of 5.2 and 5.0% at the first and second story, respectively. Experimental results from pseudodynamic and cyclic tests are compared to seismic performance predictions obtained from a dual strip mode

7、l using tension only strips and from a monotonic pushover analysis using a three-dimensional finite-element model, respectively, and good agreement is observed.DOI: 10.1061/?ASCE?0733-9445?2016?134:3?364?CE Database subj

8、ect headings: Shear walls; Steel plates; Replacement; Cyclic tests; Seismic design; Pseudodynamic method.IntroductionA steel plate shear wall ?SPSW? consists of infill steel panels surrounded by boundary beams and column

9、s. These panels are allowed to buckle in shear and subsequently form a diagonal ten- sion field. SPSWs are progressively being used as the primary lateral force resisting systems in buildings ?Sabelli and Bruneau 2006?.

10、Past monotonic, cyclic, and shaking table tests on SPSW in the United States, Canada, Japan, Taiwan, and other countries have shown that this type of structural system can exhibit high initial stiffness, behave in a duct

11、ile manner, and dissipate signifi- cant amounts of hysteretic energy, which make it a suitable option for the design of new buildings as well as for the retrofit of existing constructions ?extensive literature reviews ar

12、e availablein Sabelli and Bruneau 2006; Berman and Bruneau 2003a, to name a few?. Analytical research on SPSW has also validated useful models for the design and analysis of this lateral load re- sisting system ?Thorburn

13、 et al. 1983; Elgaaly et al. 1993; Driver et al. 1997; Berman and Bruneau 2003b?. Recent design proce- dures for SPSW are provided by the CSA “Limit states design of steel structures” ?CSA 2003? and the AISC Seismic Prov

14、ision for Structural Steel Buildings ?AISC 2005?. Innovative SPSW de- signs have also been proposed and experimentally validated to expand the range of applicability of SPSW ?Berman and Bruneau 2003a,b; Vian and Bruneau

15、2005?. However, some impediments still exist that may limit the widespread acceptance of this structural system. For example, no research has directly addressed the replaceability of infill steel panels following an eart

16、hquake, and there remain uncertainties regarding the seismic behavior of intermediate beams in SPSW ?intermediate beams are those to which steel plates are welded above and below, by opposition to top and bottom beams th

17、at have steel plates only below or above, respectively?. The latter problem was analytically addressed by Lopez Garcia and Bruneau ?2006? using simple models, but experimental investigations on the behavior of intermedia

18、te beams, particularly for beams having reduced beam section ?RBS? connections and composite concrete slabs, can provide much needed information on the behavior of this structural system and how to best design the interm

19、ediate beams. To address the above issues with regard to SPSW perfor- mance, a two-phase experimental program was developed to test a two-story SPSW specimen having an intermediate composite beam with RBS connections. Th

20、e testing program also investi- gated how to replace a steel panel after a severe earthquake and how the repaired SPSW would behave in a second earthquake. This paper summarizes the tests conducted, observed ultimate be-

21、 havior, and adequacy of simple models to replicate the global behavior of the SPSW considered.1Ph.D. Candidate, Dept. of Civil, Structural and Environmental Engineering, 206 Ketter Hall, Univ. at Buffalo, Buffalo, NY 14

22、260 ?corresponding author?. E-mail: bingqu@buffalo.edu 2Director, Multidisciplinary Center for Earthquake Engineering Research; and, Professor, Dept. of Civil, Structural and Environmental Engineering, Univ. at Buffalo,

23、Buffalo, NY 14260. E-mail: bruneau@ buffalo.edu 3Assistant Research Fellow, National Center for Research on Earthquake Engineering, 200, Sec. 3, Xinhai Rd., Taipei 106, Taiwan. E-mail: hanklin@ncree.org 4Director, Nation

24、al Center for Research on Earthquake Engineering and Professor, Dept. of Civil Engineering, National Taiwan Univ., 200, Sec. 3, Xinhai Rd., Taipei 106, Taiwan. E-mail: kctsai@ncree.org Note. Associate Editor: Scott A. Ci

25、vjan. Discussion open until August 1, 2016. Separate discussions must be submitted for individual papers. To extend the closing date by one month, a written request must be filed with the ASCE Managing Editor. The manusc

26、ript for this paper was submitted for review and possible publication on January 18, 2015; approved on July 5, 2015. This paper is part of the Journal of Structural Engineer- ing, Vol. 134, No. 3, March 1, 2016. ©AS

27、CE, ISSN 0733-9445/2016/3- 364–373/$25.00.364 / JOURNAL OF STRUCTURAL ENGINEERING © ASCE / MARCH 2016tation is provided elsewhere ?Tsai et al. 2006; Qu and Bruneau 2016?. Five video cameras were used to record the g

28、lobal behav- ior of the specimen and the local behaviors of RBS connections and infill panels.Phase I TestsIn order to investigate the seismic behavior of SPSW in severe earthquake and aftershocks, the specimen was teste

29、d under three pseudodynamic loads using the Chi-Chi earthquake record ?TCU082EW? scaled up to levels of excitations representative of seismic hazards having 2, 10, and 50% probabilities of exceed- ances in 50 years, subj

30、ecting the wall to earthquakes of progres- sively decreasing intensity. The ground accelerations were scaled so that the spectral acceleration ?5% damping? associated with the first mode period ?0.52 s? was equal to that

31、 in the design response spectra. Despite the numerous ancillary calculations that checked the adequacy of the specimen, the intermediate concrete slab suf- fered premature cracks and two anchor bolts fractured at the sou

32、th column base at time steps of 9.5 and 24 s of the first earthquakerecord, respectively. The tests resumed after the specimen load transfer mechanisms were strengthened at those locations. The SPSW behaved similarly to

33、the Phase II pseudodynamic test described in greater length below. The infill panels dissipated energy and buckled as anticipated, with maximum amplitude of out-of-plane deformations of 50 mm. The residual story drifts w

34、ere 0.31 and 0.29% at the first and second story, respectively, atFig. 3. Specimen and hystereses of first pseudodynamic test of phase I: ?a? specimen prior to Phase I tests; ?b? hysteresesFig. 2. ?a?-?b? Test setup366 /