未加筋的低屈服点钢板剪力墙的结构性能英文文献和中文翻译(4)
The finite element analysis software, [2], is utilized to develop and analyze the SPSW numerical models under monotonic and cyclic loadings。 Boundary frame members as well as infill plates of the steel
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Lateral Displacement (mm)
(a)SPSW2 specimen FE model (b) Experimental vs。 numerical results
Fig。 3。 SPSW finite element model validation by Lubell's [13] test results。 (a) SPSW2 specimen FE model。 (b) Experimental vs。 numerical results。
Lateral Displacement (mm)
(a)Specimen no。 1 FE model (b) Experimental vs。 numerical results
Fig。 4。 SPSW finite element model validation by Chen and Jhang's [5] test results。 (a) Specimen no。 1 FE model。 (b) Experimental vs。 numerical results。
0 16 32 48 64 80 0 0。01 0。02 0。03 0。04 0。05
Out-of-plane displ。 (mm)
Fig。 5。 Structural behavior of SPSW2 model with various infill plate thicknesses and steel types。 (a) SPSW2-4。7。 (b) SPSW2-9。3。 (c) SPSW2-14。0。 (d) SPSW2-18。7。
shear walls are modeled by Shell181 element。 This four-node element with six degrees of freedom at each node is suitable for analyzing thin to moderately-thick shell structures and is also well-suited for linear, large rotation, and/or large strain nonlinear applications。 SPSW1, SPSW4, and SPSW6 finite element models are illustrated in Fig。 1。
As shown in Fig。 1, both columns are fully fixed at their bases and the exterior nodes of the column flange and stiffener elements around the perimeter of the panel zones are restrained against out-of-plane displacement。 Moreover, as seen in Fig。 1(c), HBEs in SPSW6 model with the largest span length are braced at their midspan against lateral (out-of-plane) displacement。
The respective steel material selected for the boundary frame members and infill plates of SPSW models were given in Table 1。 Shown in Fig。 2 are the stress–strain relationships as well as mechanical properties of the steel material applied in finite element modeling。 Furthermore, von Mises yield criterion is used for material yielding, and isotropic and kinematic hardening rules are incorporated in the respective nonlinear pushover and cyclic analyses。
0 0。01 0。02 0。03 0。04 0。05
Drift ratio
Fig。 6。 Structural strength and behavior。
In order to account for initial imperfections, very small out-of-plane deformations of about pffiffiffiffiffiffiffiffihffiffi=1000 and proportional to the lowest
eigen-mode shape of elastic buckling are introduced to the SPSW models。 To achieve this, an eigen buckling analysis is performed to determine the first buckling mode prior to the nonlinear analysis of
each SPSW model。 The applied imperfection magnitudes are smaller than 1% of pffilffiffiffiffiffiffiffihffiffi
shown in Table 1, which are not changed in these case studies。 The lat- eral load versus out-of-plane displacement and drift ratio curves of SPSW2 model with respective 4。7, 9。3, 14。0, and 18。7 mm infill plates are shown in Fig。 5(a) through (d), where out-of-plane displacement– lateral load curves exhibit the buckling behavior, and drift ratio–lateral load curves demonstrate the in-plane stiffness and strength perfor-
mances of the SPSW system。 Plate and frame first yield points are denot-
× limit proposed by [3], and therefore their effects on
the stiffness and capacity of the SPSW models are negligible。