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研究生:林孝勇
研究生(外文):Erwin Lim
論文名稱:鋼筋混凝土剪力連接梁之剪力行為與設計
論文名稱(外文):Cyclic Shear Strength and Seismic Design of Reinforced Concrete Coupling Beams
指導教授:黃世建黃世建引用關係
指導教授(外文):Shyh-Jiann Hwang
口試委員:張國鎮蔡克銓徐增全陳正誠歐昱辰
口試委員(外文):Kuo-Chun ChangKeh-Chyuan TsaiThomas HsuCheng-Cheng ChenYu-Chen Ou
口試日期:2015-06-26
學位類別:博士
校院名稱:國立臺灣大學
系所名稱:土木工程學研究所
學門:工程學門
學類:土木工程學類
論文種類:學術論文
論文出版年:2015
畢業學年度:103
語文別:英文
論文頁數:433
外文關鍵詞:coupling beamsseismic behaviorshear strengthseismic design
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Coupling beams in the coupled wall system are the “fuse” to limit the input earthquake force into building system. They are also expected to subject to very large displacement demand. So, it is important to preserve the shear strength at the Maximum Considered Earthquake (MCE) level. The requirement of the use of diagonal reinforcement layout by ACI 318-14 code design procedure has been proven effective to maintain shear strength at the MCE level and to achieve good deformation capacity, especially for deep coupling beams (clear span-to-depth ratio ln/h < 2). However, the ACI 318-14 neglects the check for flexural strength developed at the Design Based Earthquake (DBE) level, which might cause adverse effects to the system. The design procedure of ACI 318-14 is also criticized for lacking of a proper consideration of force transfer mechanism. It causes that for coupling beams with intermediate span-to-depth ratio (2 < ln/h < 4), engineers are left with options of choosing either a diagonally reinforced layout or a conventional ductile beam design, without being fully aware of the consequences.
This study summarized the findings from a five-year experimental program of coupling beam specimens tested in National Taiwan University from 2010 through 2014 and identified that the major parameters influencing their seismic behavior is the shear strength at the MCE level. Following it, semi rational shear strength models and the corresponding design procedures were developed. The design procedures suggested that the flexural design of a coupling beam be the primary strength design at the DBE level. At the MCE level, by adopting a capacity design concept, the design procedure aims to provide sufficient shear capacity to resist the plastic shear demand. This study also proposes a concept of coupling beams with partial amount of diagonal reinforcement or hybrid layout, which combines the conventional and diagonal layout. This hybrid layout is suitable for coupling beams with intermediate span-to-depth ratio (2 < ln/h < 4). The use of partial amount of diagonal reinforcement (hybrid) layout would not only maintain the shear strength at the MCE level, but also ease the constructability of the coupling beams.


ACKNOWLEDGEMENT………………………………………………………………iii
ABSTRACT…………………………………………………………………………….. v
LIST OF TABLES.…………………………………………………………………… xiii
LIST OF FIGURES……………………………………………………………………. xv
CHAPTER I INTRODUCTION…………………………………………………... 1
1.1 Background and motivation……………………………………………………... 1
1.2 Research objectives……………………………………………………………... 4
1.3 Organization of thesis……………………………………………………………5
CHAPTER II LITERATURE REVIEW…………………………………………...7
2.1 Experimental research of coupling beam……………………………………….. 7
2.2 ACI 318-14 (2014) strengths formulation……………………………………...11
2.2.1 Flexural strength formulation based on ACI 318-14…………………... 11
2.2.2 Shear strength formulation based on ACI 318-14……………………...13
2.2.3 ACI 318 strength formulation for diagonally reinforced coupling beam17
2.3 ACI 318-14 design procedure of a coupling beam……………………………..18
2.4 Softened strut-and-tie (SST) model formulation………………………………. 22
2.4.1 General approach……………………………………………………….22
2.4.2 Simplified approach…………………………………………………….24
CHAPTER III EXPERIMENTAL STUDY OF COUPLING BEAMS…………… 27
3.1 Experimental program………………………………………………………….29
3.2 Benchmark specimens…………………………………………………………. 31
3.2.1 Test specimens…………………………………………………………32
3.2.2 Test results of benchmark specimens………………………………….. 34
3.2.3 Discussion for benchmark specimens…………………………………. 38
3.3 Specimens with rhombic layout………………………………………………...43
3.3.1 Test specimens………………………………………………………….43
3.3.2 Test results of specimens with rhombic layout…………………………43
3.3.3 Discussion on effects of rhombic layout……………………………… 44
3.4 Specimens with vertically distributed longitudinal bars……………………….. 46
3.4.1 Test specimens…………………………………………………………..46
3.4.2 Test results of specimens with vertically distributed longitudinal bars...47
3.4.3 Discussion on effects of vertically distributed longitudinal bars……… 48
3.5 Specimen casted with steel fiber-reinforced concrete…………………………. 50
3.5.1 Test specimen…………………………………………………………..50
3.5.2 Test results of a specimen casted with steel fiber-reinforced concrete…50
3.5.3 Discussion on effects of steel fiber-reinforced concrete………………..51
3.6 Specimens with partial amount of diagonal reinforcement (hybrid layout)…… 52
3.6.1 Test specimens………………………………………………………….52
3.6.2 Test results of specs with partial amount of diagonal reinforcement…..54
3.6.3 Discussion on effects of partial amount of diagonal reinforcement…… 57
3.7 Specimens with high strength material…………………………………………58
3.7.1 Test specimens………………………………………………………….58
3.7.2 Test results of specimens with high strength material………………….58
3.7.3 Discussion on effects of high strength material………………………...59
3.8 Specimen with discontinuous diagonal bars……………………………………61
3.8.1 Test specimen…………………………………………………………..61
3.8.2 Test results of a specimen with discontinuous diagonal bars…………..61
3.8.3 Discussion on effects of discontinuous diagonal bars………………….61

3.9 Specimen tested under axial restrain…………………………………………...62
3.9.1 Test specimen…………………………………………………………..62
3.9.2 Test results of a specimen tested under axial restrain………………….62
3.9.3 Discussion on effect of axial restraint………………………………….63
3.10 Summary on major findings in the experimental program……………………63
3.11 Lessons learned and extension to the development of an analytical model…..67
CHAPTER IV ANALYTICAL FORMULATION FOR SHEAR STRENGTH….. 71
Part I: Static Behavior………………………………………………………………73
4.1 Deep beam with bearing plate…………………………………………………74
4.2 Deep beam with column stub………………………………………………….85
4.3 Lessons learned and extension to the development of analytical model for specimens under cyclic loading………………………………………………. 92
Part II: Cyclic Behavior…………………………………………………………….94
4.4 Basic criteria for development of a shear strength model……………………..94
4.5 Shear strength modeling for deep coupling beams ( )……………...98
4.5.1 Shear strength at low displacement demand (or DBE level)…………...98
4.5.2 Shear strength at high displacement demand (or MCE level)………... 100
4.5.3 Experimental verifications and discussions…………………………...102
4.6 Shear strength modeling for coupling beams with ……………... 113
4.6.1 Shear strength at low displacement demand (or DBE level)………….115
4.6.2 Shear strength at high displacement demand (or MCE level)………... 116
4.6.3 Experimental verifications and discussions………………………….. 116
4.7 Alternative force transfer mechanism for coupling beams with ...121
4.8 Summary……………………………………………………………………..122

CHAPTER V DESIGN IMPLEMENTATION………………………………….. 125
5.1 Critical remarks on ACI 318-14 design procedure of a reinforced concrete coupling beam………………………………………………………………..129
5.2 Proposed design procedure for deep coupling beams ( )………… 131
5.3 Parametric analysis of proposed design for deep coupling beams………..… 135
5.3.1 Coupling beams with straight diagonal bars layout…………………...135
5.3.2 Coupling beams with bent diagonal bars layout………………………142
5.3.3 Summary on the parametric analysis of the design procedure for
deep coupling beams…………………………………………………..144
5.4 Proposed design procedure for coupling beams with intermediate span-to-depth ratio ( )……...…………………………………………...147
5.5 Parametric analyses of the proposed design for coupling beams with
intermediate span-to-depth ratio ……………………………………….…... 151
5.5.1 Coupling beams with straight diagonal bars layout………………...... 151
5.5.2 Coupling beams with bent diagonal bars layout……………………... 156
5.5.3 Summary on the parametric analyses of the design procedure for
intermediate/slender coupling beams……………………………….... 158
5.6 Justification of the proposed design procedure to selected test specimens…. 159
5.7 Alternative design procedure for coupling beams with …………162
5.8 Comparisons between the proposed and ACI 318-14 design procedure…….163
CHAPTER VI CONCLUSIONS
6.1 Summary of findings…………………………………………………………167
6.1.1 General comments…………………………………………………….167
6.1.2 Reinforcement layout…………………………………………………167
6.1.3 Flexural strength………………………………………………………168
6.1.4 Shear strength………………………………………………………… 169
6.1.5 Design limitations……………………………………………………. 172
6.2 Design recommendations…………………………………………………… 172
6.3 Future study………………………………………………………………….174
REFERENCES……………………………………………………………………….. 175
APPENDIXES


ACI 318-99 (1999), “Building Code Requirements for Structural Concrete (ACI 318-99) and Commentary (318R-99),” American Concrete Institute, Farmington Hills, Mich., 391 pp.
ACI 318-08 (2008), “Building Code Requirements for Structural Concrete (ACI 318-08) and Commentary (318R-08),” American Concrete Institute, Farmington Hills, Mich., 465 pp.
ACI 318-14 (2014), “Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary (318R-14),” American Concrete Institute, Farmington Hills, Mich., 520 pp.
ACI 374 (2005), “Acceptance Criteria for Moment Frames Based on Structural Testing (ACI 374.1-05) and Commentary,” American Concrete Institute, 9 pp.
Aguilar, G., Matamoros, A. B., Parra-Montesinos, G. J., Ramires, J. A., and Wight, J. K. (2002), “Experimental Evaluation of Design Procedures for Shear Strength of Deep Reinforced Concrete Beams,” ACI Structural Journal, V. 99, No. 4, pp. 539-548.
Alcocer, S. M., and Uribe, C. M. (2008), “Monolithic and Cyclic Behavior of Deep Beams Designed Using Strut-and-Tie Models,” ACI Structural Journal, V. 105, No. 3, pp. 327-337.
Barney, G. B., Shiu, K. N., Rabbat, B. G., Fiorato, A. E., Russell, H. G., and Corley, W. G. (1980), “Behavior of Coupling Beams under Load Reversals,” Research and Development Bulletin, RD068.01B, Portland Cement Association, 25 pp.
Bouadi, H., and Wahidi, A. (2010), “ Example 9: Design of Two Link Beams of a Medium-rise Building,” Further Examples for the Design of Structural Concrete with Strut-and-Tie Models, ACI SP-273, American Concrete Institute, pp. 145-157.
Brown, M. D., and Bayrak, O. (2008), “Design of Deep Beams Using Strut-and-Tie Models – Part I: Evaluating U.S. Provisions,” ACI Structural Journal, V. 105, No. 4, pp. 395-404.
Canbolat, B. A., Parra-Montesinos, G. J., and Wight, J. K. (2005), “Experimental Study on Seismic Behavior of High-Performance Fiber-Reinforced Cement Composite Coupling Beams,” ACI Structural Journal, V. 102, No. 1, pp. 159-166.
Chang, Y. H. (2012), “Study on Detailing for Reinforced Concrete Coupling Beams of Shear Walls,” Master Thesis, Department of Civil Engineering, National Taiwan University, Taipei, Taiwan, 246 pp. (in Chinese)
Cheng, C. H. (2010), “Cyclic Loading Tests of Reinforced Concrete Coupling Beams for Shear Walls,” Master Thesis, Department of Civil Engineering, National Taiwan University, Taipei, Taiwan, 268 pp. (in Chinese)
Cook, W. D., and Mitchell, D. (1988), “Studies of Disturbed Regions near Discontinuities in Reinforced Concrete Members,” ACI Structural Journal, V. 85, No. 2, pp. 206-216.
de Paiva, H. A. R., and Siess, C. P. (1965), “Strength and Behavior of Deep Beams in Shear,” Journal of the Structural Division, ASCE, V. 91, No. ST5, pp. 19-41.
Fortney, P. J., Rassati, G. A., and Shahrooz, B. M. (2008),” Investigation on Effect of Transverse Reinforcement on Performance of Diagonally Reinforced Coupling Beams,” ACI Structural Journal, V. 105, No. 6, pp. 781-788.
Foster, S. J., and Gilbert, R. I. (1996), “Tests on High Strength Concrete Deep Beams,” School of Civil Engineering, The University of New South Wales, 57 pp.
Galano, L., and Vignoli, A. (2000), “Seismic Behavior of Short Coupling Beams with Different Reinforcement Layouts,” ACI Structural Journal, V. 97, No. 6, pp. 876-885.
Hakuto, S., Park, R., and Tanaka, H., (2000), “Seismic Load Tests on Interior and Exterior Beam-Column Joints with Substandard Reinforcing Details,” ACI Structural Journal, V. 97, No. 1, pp. 11-25.
Harries, K. A., Fortney, P. J., Shahrooz, B. M., and Brienen P. J., (2005), “Practical Design of Diagonally Reinforced Concrete Coupling Beams-Critical Review of ACI 318 Requirements,” ACI Structural Journal, V. 102, No. 6, pp. 876-882.
Hsieh, M. C. (2004), “Shear Strengths of Reinforced Concrete Deep Beams with Different Shear Span-to-Depth Ratios,” Master Thesis, Department of Construction Engineering, National Taiwan University of Science and Technology, Taipei, Taiwan, 120 pp. (in Chinese)
Hwang, S. J., and Lee, H. J. (1999), “Analytical Model for Predicting Shear Strength of Exterior Reinforced Concrete Beam-Column Joints for Seismic Resistance,” ACI Structural Journal, V. 96, No. 5, pp. 846-858.
Hwang, S. J., and Lee, H. J. (2000), “Analytical Model for Predicting Shear Strengths of Interior Reinforced Concrete Beam-Column Joints for Seismic Resistance,” ACI Structural Journal, V. 97, No. 1, pp. 35-44.
Hwang, S. J., and Lee, H. J. (2002), “Strength Prediction for Discontinuity Regions by Softened Strut-and-Tie Model,” Journal of Structural Engineering, ASCE, V. 128, No.12, pp. 1519-1526.
Hwang, S. J., Lu, W. Y., and Lee, H. J. (2000), “Shear Strength Prediction for Deep Beams,” ACI Structural Journal, V. 97, No. 3, pp. 367-376.
Kong, F. K., Robins, P. J., and Cole, D. F. (1970), “Web Reinforcement Effects on Deep Beams,” ACI Journal, V. 67, No. 12, pp. 1010-1017.
Laskar, A. (2009), “Shear Behavior and Design of Prestressed Concrete Members,” PhD Dissertation, Department of Civil Engineering, University of Houston, 317 pp.
Lequesne, R., Setkit, M., Parra-Montesinos, G. J., and Wight, J. K. (2010), “Seismic Detailing and Behavior of Coupling Beams with High-Performance Fiber Reinforced Concrete,” Antoine E. Naaman Symposium — Four Decades of Progress in Prestressed Concrete, Fiber Reinforced Concrete, and Thin Laminate Composites, ACI SP-272, American Concrete Institute, pp. 189-204.
Lin, P. Y. (2014), “Study of Seismic Design for Reinforced Concrete Coupling Beams of Shear Walls,” Master Thesis, Department of Civil Engineering, National Taiwan University, Taipei, Taiwan, 271 pp. (in Chinese)
MacGregor, J. G., Mirza, S. A., and Ellingwood, B. (1983), “Statistical Analysis of Resistance of Reinforced and Prestressed Concrete Members,” ACI Journal Proceedings, V. 80, No. 3, pp. 167-176.
Mansour, M., Hsu, T. T. C., and Lee, J. Y. (2001), “Pinching Effect in Hysteretic Loops of R/C Shear Elements,” Finite Element Analysis of Reinforced Concrete Structures, ACI SP-205, American Concrete Institute, pp. 293-321.
Moehle, J.P., Ghodsi, T., Hooper, J. D., Fields, D. C., and Gedhada, R. (2011), “Seismic design of cast-in-place concrete special structural walls and coupling beams: A guide for practicing engineers (NIST GCR 11-917-11REV-1),” NEHRP Seismic Design Technical Brief No. 6, produced by the NEHRP Consultants Joint Venture, a partnership of the Applied Technology Council and the Consortium of Universities for Research in Earthquake Engineering, for the National Institute of Standards and Technology, 37 pp.
Moehle, J. (2015), Seismic Design of Reinforced Concrete Buildings, McGraw-Hill Education, USA, 782 pp.
Naish, D., Fry, A., Klemencic, R., and Wallace, J. (2013a), “Reinforced Concrete Coupling Beams-Part I: Testing,” ACI Structural Journal, V. 110, No. 6, pp. 1057-1066.
Naish, D., Fry, A., Klemencic, R., and Wallace, J. (2013b), “Reinforced Concrete Coupling Beams-Part II: Modeling,” ACI Structural Journal, V. 110, No. 6, pp. 1067-1076.
O’Malley, C. J. (2011), “Experimental Testing, Analysis, and Strengthening of Reinforced Concrete Pier Caps by Exterior Post Tensioning,” PhD Dissertation, School of Civil and Environmental Engineering, Georgia Institute of Technology, Georgia, USA, 180 pp.
Park, R., and Paulay, T. (2006), Connections: The EERI Oral History Series, Robert Reitherman interview, Earthquake Engineering Research Institute, 172 pp.
Park, J. W., and Kuchma, D. (2007), “Strut-and-Tie Model Analysis for Strength Prediction of Deep Beams,” ACI Structural Journal, V. 104, No. 6, pp. 657-666.
Paulay, T. (1969), “The Coupling of Shear Walls,” PhD Dissertation, Dept. of Civil Engineering, University of Canterbury, Christchurch, New Zealand, 432 pp.
Paulay, T. (2002), “The Displacement Capacity of Reinforced Concrete Coupled Walls,” Engineering Structures, 24, pp. 1165-1175.
Paulay, T., and Binney, J. R. (1974), “Diagonally Reinforced Coupling Beams of Shear Walls,” Shear in Reinforced Concrete, SP-42, V. 2, American Concrete Institute, pp. 579-598.
Paulay, T., and Priestley, M. J. N. (1992), Seismic Design of Reinforced Concrete and Masonry Buildings, John Wiley & Sons, Inc., USA, 767 pp.
Post, N. M. (2007), “Good News for Tall, Concrete Cores,” Engineering News Record, V. 16, pp. 10-11.
Quintero-Febres, C. G., Parra-Montesinos, G., and Wight, J. K. (2006), “Strength of Struts in Deep Concrete Members Designed Using Strut-and-Tie Method,” ACI Structural Journal, V. 103, No. 4, pp. 577-586.
Rogowsky, D. M., MacGregor, J. G., and Ong, S. Y. (1983), “Tests of Reinforced Concrete Deep Beams,” Structural Engineering Report No. 109, Dept. of Civil Engineering, The University of Alberta, Alberta, Canada, 167pp.
Smith, K. N., and Vantsiotis, A. S. (1982), “Shear Strength of Deep Beams,” ACI Journal, V. 79, No. 3, pp. 201-213.
Subedi, N. K. (1991), “RC-Coupled Shear Wall Structures. I: Analysis of Coupling Beams,” Journal of Structural Engineering, ASCE, V. 117, No. 3, pp. 667-680.
Tanuwidjaja, H. R. (2007), “Coupling Beams in the Satrio Tower,” Concrete International, May, pp. 59-63.
Tassios, T. P., Moretti, M., and Bezas, A. (1996), “On the Behavior and Ductility of Reinforced Concrete Coupling Beams of Shear Walls,” ACI Structural Journal, V. 93, No. 6, pp. 1-10.
Tegos, I. A., and Penelis, G. Gr. (1988), “Seismic Resistance of Short Columns and Coupling Beams Reinforced with Inclined Bars,” ACI Structural Journal, V. 85, No. 1, pp. 82-88.
Tjhin, T. N., and Kuchma, D. A. (2002), “Example 1b: Alternative design for non-slender beam (deep beam),” ACI Special Publication (SP-208): Examples for the Design of Structural Concrete with Strut-and-Tie Models, Editor: Karl-Heinz Reineck, 242 pp.
Tsai, S. C. (2013), “Study on Seismic Behavior of Reinforced Concrete Coupling Beams of Shear Walls,” Master Thesis, Department of Civil Engineering, National Taiwan University, Taipei, Taiwan, 230 pp. (in Chinese)
Tsai, Y. H. (2004), “ Shear Strength of Reinforced High Strength Concrete Deep Beams,” Master Thesis, Department of Construction Engineering, National Taiwan University of Science and Technology, Taipei, Taiwan, 144 pp. (in Chinese)
Wang, T. W. (2011), “Seismic Details of Reinforced Concrete Coupling Beams for Shear Walls,” Master Thesis, Department of Civil Engineering, National Taiwan University, Taipei, Taiwan, 234 pp. (in Chinese)
Wight, J. K., and MacGregor, J. (2009), Reinforced Concrete – Mechanics and Design (5th edition), Prentice Hall, USA, 1128 pp.
Wight, J. K., and Parra-Montesinos, G. J. (2003), “Strut-and-Tie Model for Deep Beam Design,” Concrete International, pp. 63-70.
Wong, P. K. C., Priestley, M. J. N., and Park, R. (1990), “Seismic Resistance of Frames with Vertically Distributed Longitudinal Reinforcement in Beams,” ACI Structural Journal, V. 87, No. 4, pp. 488-498.
Yang, K. H., Chung, H. S., Lee, E. T., and Eun, H. C. (2003), “Shear Characteristics of High-Strength Concrete Deep Beams without Shear Reinforcements,” Engineering Structures, V. 25, pp. 1343-1352.
Zhang, L. X. B., and Hsu, T. T. C. (1998), “Behavior and Analysis of 100 MPa Concrete Membrane Elements,” Journal of Structural Engineering, ASCE, V. 124, No. 1, pp. 24-34.


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