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Steel Plate Shear Wall Design - SEAoT

Steel Plate Shear Wall Design - SEAoT

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8/12/2012Flexibility Limit (cont’d)• SPSWs tested by Tsai and Lee (2007) exceeded flexibilitylimit, yet performed comparably to SPSWs meeting limitSPSW N (ω t =2.53>2.5)SPSW S (ω t =3.01>2.5)Column <strong>Design</strong> Issues (cont’d)• Prevention of In-Plane <strong>Shear</strong> Yielding• Evaluation of previous specimensCaseResearcherSpecimen Number ofωidentification storiestV V n sap2000(kN) (kN)Vu − design(kN)<strong>Shear</strong> Yielding(i) single-story specimen1 Driver Lubell et al, et 1997, al (2000) ω SPSW2 1 3.35t =1.73 Park et al, 2007 75 108 113 Yes2 Berman and Bruneau (2005) F2 1 1.01 ω t =1.58 932 259 261 No(ii) multi-story specimen -ab3 Driver et al (1998) - 4 173 1.73 766 1361 1458 YesPark et al, 2007, ω4 Park et al (2007) SC2T 3 1.24 999 676 1011 t =1.62No5 SC4T 3 1.44 999 984 1273 No6 SC6T 3 1.58 999 1218 1469 Yes7 WC4T 3 1.62 560 920 1210 Yes8 WC6T 3 1.77 560 1151 1461 Yes9 Qu and Bruneau (2007) - b 2 1.95 2881 1591 2341 No10 Tsai and Lee (2007) SPSW N 2 2.53 968 776 955 No11 SPSW S 2 3.01 752 675 705 NoaFor multi-story specimens, VBEs at the first story are evaluated.bNot applicable.Lubell et al, 2000, ω t =3.35Excessive flexibility example• Theoretically, with infinitely elastic beam/columns, couldpurposely assign high L/h ratio and low stiffness to theboundary elements (Bruneau and Bhagwadar 2002)• Truss members 1 to 8 in compression as a result of beam andcolumn deflections induced by the other strips in tension –entire tension field is taken by the last four truss members.• Behavior even worse if bottom beam free to bend.• This extreme (not practical) example nonetheless illustrateshow non-uniformyielding can occurolαTension FieldsxBase <strong>Shear</strong> (N)Base <strong>Shear</strong> (N)1.2E+0061.0E+0068.0E+0056.0E+0054.0E+005Specimen: Two-story SPSW (SPSW S)2.0E+005 Flexibility factor: ω t =3.01Researchers: Tsai and Lee (2007)0.0E+0003.5E+0063.0E+0062.5E+0062.0E+0061.5E+0061.0E+006 Specimen: Four-story SPSWFlexibility factor: ω5.0E+005t =1.73Researcher: Driver (1997)0.0E+0000.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.51F Drift (%)σ / fyσ / fyσ / fyσ / fyσ / fy1.21F Drift = 0.1%1.00.80.60.40.20.01.21F Drift = 0.2%1.00.80.60.40.20.01.21F Drift = 0.3%1.00.80.60.40.20.01.21F Drift = 0.6%1.00.80.60.40.20.01.21F Drift = 2.0%1.00.80.6Lee and Tsai (2008)0.4Driver (1997)0.20.00.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0x/lαHBEFBDωxbi+1• Compressionstrut betweencolumns• Resultant forcesfrom yieldingof stripsωxbioV v(x)oV h(x)SPSW+ωybi+1fish plate web of intermediate beam flange of intermediate beam(B)ωybiLV + VV - Vωybi-ωybi+1(ωybi+ωybi+1)(d+2hf)/2--dHBE Moment Diagram: M(x) / (ωL 2 /8)Normalized Moment:2.01.51.00.50.0-0.5-1.0-1.5κ=0.0κ=0.5κ=1.0κ=1.5κ=2.0MaximumOptional Alternative:RBS at HBE endsIn-Span HBEHinging-2.00 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1Fraction of span from left support<strong>Design</strong> forwL 2 /46

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