mm CECS159. Vol. 36 No. 8 JOURNAL OF BEIJING UNIVERSITY OF TECHNOLOGY. Aug

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Βοανηργες Πανταζής
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1 Vol 36 No 8 JOURNAL OF BEIJING UNIVERSITY OF TECHNOLOGY Aug / TU 375 A mm CECS D PHR

2 SW1 5-1 SW1 5-2 SW / mm 3 β SW mm β = 230 β 250 SW mm β = 115 β 100 ~ 250 SW mm β = 77 β kn mm 140 mm 4 mm t mm GB -1 GB -2 GB - 3 GZ -1 GZ Fig 1 Steel bar and steel details of models Fig 2 Test set-up C MPa Q235 1 Table 1 1 Mechanical properties of materials / mm / MPa / MPa / % / MPa 2 SW SW SW

3 m 250 mm F y F u μ yu = F y / F u Table 2 2 Experimental results of yield load and ultimate load F y / kn F u / kn μ yu SW SW SW SW1 5-2 SW1 5-3 SW % 88 5% 2 SW1 5-2 SW1 5-3 SW % 67 8% 3 SW1 5-2 SW1 5-3 SW % 11 9% SW U y F y U d θ d μ = U d / U y 3 1 SW1 5-1 SW SW1 5-3 SW1 5-1 SW % 7 2% 31 6% 27 1% 3 SW1 5-3 SW1 5-1 SW % 18 5% Table 3 3 Experimental displacement on different times U y / mm U d / mm μ θ d SW / SW / SW /

4 SW1 5-1 SW1 5-2 SW1 5-1 SW1 5-3 SW1 5-1 SW1 5-2 Fig Hysteretic curves of horizontal load - displacement of specimens SW1 5-2 SW1 5-3 SW % 32 4% Table 4 4 Experimental results of energy dissipation E / p kn mm Fig 4 4 Skeleton curve of specimens about F and U SW SW SW h e 5 h e U 5 h e 12 mm 3 h e 5 Fig 5 Equivalent viscous damping versus drift SW1 5-2 SW1 5-3 SW ~ 27 mm 3 27 mm 3 6 mm 4 mm 2 mm 4 mm 6 mm

5 SW K θ 6 K o K y K u β yo = K y / K o β uo = K u / K o SW1 5-1 SW1 5-2 SW SW1 5-2 SW1 5-3 SW % 78 2% 2 SW1 5-2 SW1 5-3 β yo SW % 22 0% β uo SW % 61 5% 1 /100 rad SW1 5-3 SW1 5-6 K - θ 1 SW1 5-2 SW1 5-3 Fig 6 Stiffness attenuation curves 3 3 Table 5 5 Experimental stiffness on different times K o / kn mm - 1 K y / kn mm - 1 K u / kn mm - 1 β yo β yo β uo β uo SW SW SW K - θ SW1 5-1 K = θ θ SW1 5-2 K = θ θ SW1 5-3 K = θ θ ~ /100 rad /40 rad 1 SW /100 rad 7 a 1 /41 rad 8 a 8 a mm mm

6 Fig /100 rad Failure modes of specimens when the drift is 1 /100 rad Fig /40 rad Failure modes of specimens when the drift is 1 /40 rad 2 SW /100 rad SW /41 rad 8 a 8 a SW mm 3 SW1 5-3 SW1 5-2 SW /100 rad 1 /41 rad SW mm mm 190 mm 290 mm 500 mm 2 4 3

7 H /2 H /2 10 Fig 9 9 Mechanical model of capacity 1 F 1 N 2 = α f c x - b a h f - 2b a + 2x + h f b a f' a - f a 3h f - 2x b a 4 M = b a f' a h f - 2b a ( h f - x b a f a h f x - b ) 2 - b a h f - 2b f a ( h f - x + b f 2 ) - 5 M = F 1 H F 2 3 t L L = 12 5t 2-140t /5 8

8 Fig Mechanical model of capacity of big eccentricity 9 42 ~ F 2 = F b cos θ + F b cos θ F = 2F 1 + F ~ 9 α 1 2 h f b a N F H F 1 F 2 f a f' a f ab f' ab f' ab = 0 2f ab F b F' F b = f ab A ab F' b = f ab A' L t A ab A' A ab = A' ab = tl θ Table 6 6 Comparison of experimental and calculated results of ultimate capacity / kn / kn / % SW SW SW

9 /100 rad ANWAR Hossain K M Design aspects of double skin profiled composite framed shear walls in construction and service stages J ACI Structural Journal J WANG Min CAO Wan-lin ZHANG Jian-wei Seismic research and development in composite shear walls J Journal of Earthquake Engineering and Engineering Vibration in Chinese 3 - J LIAO Fei-yu TAO Zhong HAN Lin-hai A state-of-the-art review of composite shear walls under cyclic loading J Journal of Earthquake Engineering and Engineering Vibration in Chinese 4 CACCESE V ELGAALY M Experimental study of thin steel-plate shear walls under cyclic load J J of Structural Engrg ASCE ASTANEH-ASL Abolhassan ZHAO Qiu-hong Cyclic behavior of steel shear wall systems C Proceedings of Annual Stability Conference Structural Stability Research Council Seattle WA Structural Stability Research Council YAMADA Minoru Steel panel encased R C composite shear walls C Composite Construction in Steel and Concrete Ⅱ New York ASCE J XU Yue Experiment reaseach on shear wall made of reinforced concrete strengthend by thin steel plate J Architecture Technology in Chinese 8 J SUN Fei-fei LIU Gui-ran A simplified model for composite steel plateshear walls J Journal of Tongji University Natural Science in Chinese 9 DRIVER R G KULAK G L ELWI A E et al FE and simplified models of steel plate shear wall J ASCE Journal of Structure Engineer J LI Zhong-xian XU Cheng-xiang WANG Dong et al Experimental research on the seismic behavior of concrete-filled steel tubular frame J Building Structure in Chinese 11 J HAN Lin-hai TAO Zhong LIU Wei Concrete filled steel tubular structures from theory to practice J Journal of Fuzhou University Natural Science in Chinese 12 J HAN Lin-hai Characters and development of concrete filled steel tubes J Industrial Construction in Chinese 13 J CAI Shao-huai The latest developments of concrete-filled steel tube structure in China J China Civil Engineering Journal in Chinese 14 J S CAO Wan-lin WANG Min WANG Shao-he et al Aseismic research of composite shear wall and core walls with

10 rectangular concrete filled steel tube columns J Engineering Mechanics S in Chinese 15 J CAO Wan-lin YANG Ya-bin ZHANG Jian-wei Seismic behaviors of shear wall with concrete filled round steel tube columns and concealed bracing J Journal of Southeast University Natural Science in Chinese Seismic Behavior of Steel-plate Shear Walls With Concrete Filled Steel Tube Columns and Different Ratio of Height to Sectional Thickness of the Walls CAO Wan-lin 1 2 LI Gang 1 ZHANG Jian-wei 1 ZHANG Wen-jiang 1 GENG Hai-xia 1 1 College of Architecture and Civil Engineering Beijing University of Technology Beijing China 2 Key Lab of Urban Security and Disaster Engineering Ministry of Education Beijing China Abstract In order to know the seismic behavior three 1 /5 scale specimens with the same shear span ratio 1 5 but different ratio of height to sectional thickness of the steel-plate shear wall which were and 77 respectively were tested under cyclic loading Based on the experiment the carrying capacity stiffness hysteresis characteristics ductility energy dissipation and damage characteristics of the specimens were analyzed The mechanical model for calculating load-carrying capacity of the new style shear walls was proposed And the calculating results agreed well with those from the experiments It shows that the thinner steel-plate shear wall with higher ratio of height to sectional thickness has lower capacity lower stiffness and better ductility and vice versa The load capacity and stiffness of the wall with moderate ratio of height to sectional thickness are in between of the thinner and the thicker walls But the overall ability of its seismic energy dissipation is the best It is suggested that the stronger concrete filled steel tube columns and weaker steel plate should be used in steel-plate shear walls in order to provide two earthquake fortification lines Key words concrete filled steel tube steel-plate composite shear wall seismic behavior mechanical model of carrying capacity

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