46 7 2 0 1 3 7 CHINA CIVIL ENGINEERING JOURNAL Vol. 46 Jul. No. 7 2013 BJJQ-2010-169-01 2012-10-25 RC 100044 20 70 8 RC 1 2. 5 RC RC RC 66. 9% FEMA356 Perform-3D RC TU375. 4 A 1000-131X 2013 07-0037-10 Seismic performance of existing RC frame structures reinforced with buckling-restrained braces Wu Hui Zhang Guowei Zhao Jian Zhang Yang Beijing Higher Institution Engineering Research Center of Civil Engineering Structure and Renewable Material Beijing University of Civil Engineering and Architecture Beijing 100044 China Abstract A 1 2. 5 two-storey RC-frame-structure model is designed as a substructure of an existing eight-storey RC building built in late 1970s. It is respectively reinforced with two buckling-restrained-braces frames by means of embedded bars and shear connectors respectively on the middle span of the three-span RC model structure on both sides. Pseudo-static cyclic loading tests were carried out on the model frame substructure. The test results show that the two connecting methods of buckling-restrained braced frame perform well together with the existing frame structure under cyclic loading and buckling-restrained braces increase the seismic performance of model structure and seismic energy to the structures during earthquake is mainly absorbed by buckling-restrained braces leading to less damage to structure elements. The test result shows that more than 66. 9% seismic energy is absorbed by buckling-restrained braces. Nonlinear analysis of the frame structure is conducted by the program Perform-3D and the computation results agree well with the tested ones. Keywords buckling-restrained brace adhesive anchorage pseudo-static test seismic performance RC frame E-mail wuhui@ bucea. edu. cn 20 Buckling-Restrained Brace BRB 80 Buckling-Restrained Brace Frame BRBF 2008-K2-17
38 2013 1 1972 280mm 110mm 14 7-8 BRBF 4 HRB400 14mm 9-13 60mm 37. 44MPa 38. 80MPa 15-16 2 BRBF BRBF BRB BRBF Fig. 1 1 Dormitory building before and after retrofitting 2 2. 1 20 70 8 2 2. 1. 1 TJ 11 1978 14 250 C23 C25 HPB235 HRB400 1440mm 1300mm 230mm 230mm 4 HRB400 14mm
46 7 RC 39 2. 1. 2 230mm 230mm 6 14mm HRB400 50mm 4 HPB235 a 230mm 150mm 280mm 6 HRB400 4 b 14mm C40 50. 06MPa 6 14 HRB400 2 210mm 2. 1. 3 10 14 HRB400 200mm 4 a ~ 4 d + 5 400mm 14mm 75mm 50mm 50mm 36 6 380mm 14mm Ⅲ 3 200mm 150mm 52 KIT680 17 3 150mm 3
40 2013 Fig. 3 Location of the embedded bars 2. 1. 4 BRB BRB 2 Q235 10. 9 M18 18 BRB BRB BRB BRB 8 8 BRB 425mm 2 120kN 1. 2mm BRB 1 13mm 3. 6% 7 Q235
46 7 RC 41 1 Table 1 Design parameters of BRB specimen mm BRB-D 1173 100 1. 1 1173 360 250 563 110 640 2. 2 14 D1 D2 D3 D4 4 BRB D5 D6 D7 D8 D9 D10 D11 D12 D13 D14 9 48 86 BRB 2. 3 JGJ 101 1996 19 400t 1600kN 8 200t 100t 9 10 -
42 2013 50kN Δ y 2Δ y 3Δ y 3 Fig. 9 1. 2mm C2 35cm 20cm 9 Test set-up C7 2 2 C2 5cm 20cm C1 C2 8cm C3 1 15cm 10cm 3cm C7 3 4 10mm C1 C2 15cm C2 8cm C3 10 10cm C2 C3 Fig. 10 Photo of test set-up 2 10cm C4 15cm 3 3 3. 1 C3 10cm 2 1 ± 150kN ± 300kN ± 450kN ± 600kN 4 8 ± 750kN 660kN 20mm C1 C2 C2 BRB 1. 2mm C2 C3 Δ y BRB 11 1 660kN BRB 5 12 30mm C4 C3 C4 C2 C8 1mm C1 C2
46 7 RC 43 C2 6 16 40mm 1 /50 C3 C4 RC3 RC4 15cm C6 C7 6mm B4 RB1 4mm 3. 2 - Fig. 11 11 Damage on elements of the model structure during test 20-21 - 12 1 2 3. 3 11. 8mm 8. 4mm 1 /50 BRB BRB 9 3 1 /50 13mm RC 10. 3mm - 13 13 BRB 1700kN 3 4 RC BRB
44 2013 4Δ BRB 3. 4 50% CSI Perform-3D 22 16Δ BRB 66. 9% 12Δ FEMA Beam /Column 23 Concrete Type BRB BRB 14 BRB
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