50 6 2 0 1 8 6 JOURNAL OF HARBIN INSTITUTE OF TECHNOLOGY Vol 50 No 6 Jun 2018 DOI 1011918 /jissn0367-6234201711107 T RC 1 1 2 1 1 2 1 1 1 510641 2 T RC 12 T RC 12 6 T RC T RC T RC T RC T TU375 A 0367-6234 2018 06-0064-07 Experimental study on seismic deformation index limits of T-shaped RC shear walls CHEN Binbin 1 JI Jing 1 2 XIE Shunguang 1 HAN Xiaolei 1 2 LU Huaikun 1 CUI Jidong 1 1School of Civil Engineering and Transportation South China University of Technology Guangzhou 510641 China 2State Key Laboratory of Subtropical Building Science South China University of TechnologyGuangzhou 510641 China Abstract To investigate the seismic performance and deformation index limits twelve T - shaped reinforced concrete RC shear walls with different shear span ratios design axial compression ratios and longitudinal reinforcement ratios of boundary element were designed according to Chinese current codes The specimens were tested under low frequency cyclic loading to study the seismic behaviors such as failure pattern hysteretic characteristic energy dissipation capacity and deformation capacity According to the test results corresponding deformation index limits of six performance states were obtained with two methods based on skeleton curve and experimental phenomena Regression analysis was conducted with collected experimental results to build the correlations of deformation index limits at different performance states and shear span ratios design axial compression ratios and longitudinal reinforcement ratios of boundary element The results show that the failure patterns of specimens are transformed from flexural failure to flexural-shear failure with the decrease of shear span ratio It is reasonable and feasible to establish the relationship between deformation index limits and damage extents of T-shaped RC shear walls based on skeleton curve While the deformation index limit has positive correlations with shear span ratio and longitudinal reinforcement ratio of boundary element there is a negative correlation between deformation index limit and design axial compression ratio Keywords reinforced concrete T - shaped shear wall low frequency cyclic loading test performance-based design deformation index limit regression analysis RC T RC Thomsen 2 Sittipunt 3 Palermo 4 T RC RC 1 T 5-6 T 2017-11-22 51378221 201504010008 2015ZA05 1990 1964 cvjingji@ scuteducn 7-8 9 T 10 T
6 T RC 65 1 11-12 RC 11 T 13 T 14 12 T RC 400 mm 130 mm 720 mm 130 mm H 1 300 mm 12 T RC 1 700 mm 2 200 mm 165 212 271 λ 0 2 0 5 n 155% 242% ρ 12 TW1 ~ TW12 12 T RC 1 1 2 3 Tab1 1 Parameters of specimens TW1 1 10 8 155% 8@ 80 6@ 125 8@ 125 165 02 TW2 1 10 10 242% 8@ 80 6@ 125 8@ 125 165 02 TW3 1 10 8 155% 8@ 80 6@ 125 8@ 125 165 05 TW4 1 10 10 242% 8@ 80 6@ 125 8@ 125 165 05 TW5 2 10 8 155% 8@ 80 6@ 125 8@ 125 212 02 TW6 2 10 10 242% 8@ 80 6@ 125 8@ 125 212 02 TW7 2 10 8 155% 8@ 80 6@ 125 8@ 125 212 05 TW8 2 10 10 242% 8@ 80 6@ 125 8@ 125 212 05 TW9 2 10 8 155% 8@ 80 6@ 125 8@ 125 271 02 TW10 2 10 10 242% 8@ 80 6@ 125 8@ 125 271 02 TW11 2 10 8 155% 8@ 80 6@ 125 8@ 125 271 05 TW12 2 10 10 242% 8@ 80 6@ 125 8@ 125 271 05 n = 12N / f c A N f c A 2 Tab2 Mechanical properties of concrete MPa f cu m f cu k f ck f c TW1~ TW4 3508 3007 2011 1436 TW5~ TW12 3418 2450 1639 1171 f cu m f cu k f ck f c Tab3 3 Mechanical properties of reinforcement bars TW1~ TW4 TW5~ TW12 f y /MPa f u /MPa 6 467 660 8 364 573 8 426 653 10 533 687 6 424 654 8 430 575 8 497 696 10 439 636 Fig1 1 a b c mm Geometry and reinforcement details of specimens mm
66 50 12 2 12 3 MTS 4 5 6 7 8 9 10 11 12 13 2 2 21 12 T 3 1 05 TW5 ~ TW12 2 Fig2 Test setup 15 20~40 kn - Δ y TW1~ TW4 Δ y T 50% Fig3 3 Failure patterns of specimens
6 T RC 67 22 P- θ S 4 5 TW5 ~ TW12 4 1 T TW1~ TW4 3 2 4 P- θ Fig4 P-θ hysteretic loops of specimens 5 P- θ Fig5 P-θ skeleton curves of specimens
68 50 5 2 10 1 2 3 1 mm 4 2 mm 5 6 1 9 10 1 ~ 10 2 4 t 1 ~ t 6 3 θ 1 ~ θ 6 t 1 ~ t 6 5 θ 1 /t 1 ~ θ 6 /t 6 096 ~ 3 31 005~036 0002~013 T RC θ 1 ~ θ 6 t 1 ~ t 6 13 T RC 6 G 1 G 2 6 G 3 G 4 G 5 4 G 6 Tab 4 Damage extent of each performance state of reinforced concrete shear wall 1 Park 18 θ 1 20% θ 5 θ 6 50% θ 2 θ 3 θ 4 θ 1 θ 5 5 1 ~ 3 19 Tab5 Comparison of deformation limits between performance points and phenomenon points 6 θ 2 = θ 1 + 025 θ 5 - θ 1 1 θ 3 = θ 1 + 050 θ 5 - θ 1 2 θ 4 = θ 1 + 075 θ 5 - θ 1 3 7 8 118 1 ~ 2 3 4 ~ 5 6 ~ 7 8 ~ 9 10 θ 1 /t 1 θ 2 /t 2 θ 3 /t 3 θ 4 /t 4 θ 5 /t 5 θ 6 /t 6 107 102 109 106 118 096 036 027 024 019 018 005 013 007 006 004 003 0002 053 056 071 060 075 086 194 169 163 147 151 100 Fig6 32 31 G 1 G 5 G 6 6 Definition of deformation index limits based on skeleton T RC curve 24
6 T RC 69 T RC n ρ % 3 17 24 12 θ 1 θ 5 θ 6 T RC 36 056~133 λ θ 2 θ 3 θ 4 θ 1 θ 5 Tab6 6 Deformation index limits for different performance states of specimens TW1 TW2 TW3 TW4 TW5 TW6 TW7 TW8 TW9 TW10 TW11 TW12 0002 8 0007 0 0011 0015 0019 0025 0003 3 0010 0 0017 0023 0030 0035 0003 2 0007 6 0012 0016 0021 0029 0004 1 0009 5 0015 0020 0026 0029 0002 4 0005 9 0009 0013 0016 0017 0002 4 0005 6 0009 0012 0015 0016 0003 8 0007 0 0010 0013 0017 0017 0003 0 0005 9 0009 0012 0014 0018 0003 9 0008 7 0014 0018 0023 0031 0004 3 0009 5 0015 0020 0025 0029 0002 7 0008 9 0015 0021 0028 0031 0003 2 0009 2 0015 0021 0027 0027 0001 8 0006 7 0011 0016 0021 0023 0003 3 0006 5 0010 0013 0016 0019 0004 1 0008 7 0013 0018 0023 0027 0004 7 0008 2 0012 0015 0019 0021 0004 2 0009 0 0014 0019 0023 0031 0005 8 0010 2 0015 0019 0023 0025 0004 3 0010 4 0017 0023 0029 0034 0005 1 0010 9 0017 0023 0028 0030 0003 4 0008 9 0014 0020 0025 0026 0005 6 0008 9 0012 0015 0019 0019 0003 1 0008 0 0013 0018 0023 0024 0004 2 0008 0 0012 0015 0019 0020 θ 1 = 0003 9 + 0000 8λ - 0006 0n + 0000 4ρ θ 5 = 0005 6 + 0008 6λ - 0017 2n + 0003 7ρ θ 6 = 0009 1 + 0011 1λ - 0036 1n + 0003 7ρ θ 1 = 0003 5 + 0000 1λ - 0005 4n + 0001 2ρ θ 5 = 0014 4 + 0001 6λ - 0007 0n + 0001 0ρ θ 6 = 0014 7 + 0002 7λ - 0019 7n + 0002 5ρ T RC 3 4 1 T RC 2 T RC
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