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(3)

2。Design and speciﬁcations of SPSW models

Six single-story, single-bay, and full-scale steel shear walls with 2000 × 3000, 3000 × 3000, and 4500 × 3000 mm inﬁll plates of various slenderness ratios and steel material are designed in accordance with the AISC 341-10 [1] seismic provisions for the purpose of this study。 Speciﬁcations of the code-designed SPSW models are provided in Table 1, in which l, h, and tp are the length, height, and thickness of the inﬁll plate, respectively。 Highlighted rows in the table indicate SPSWs with moderate inﬁll plates。
SPSWs are designed according to capacity-design principles, in which boundary elements are designed to permit the web plates to develop signiﬁcant diagonal tension。 In fact, horizontal and vertical boundary ele- ments, i。e。 HBEs (beams) and VBEs (columns), are designed to elastically resist development of the full expected yield strength of the inﬁll plate。 This will ensure that the inﬁll plate can yield in tension prior to plastic hinging of the boundary elements [17]。 As it is seen in the table, ASTM A572 Gr。 50 steel with 345 MPa yield stress is selected for the boundary frame, and LYP 100 and ASTM A36 steel with respective 100 and 250 MPa yield stresses are selected for the inﬁll plates。
In order to design the boundary frame members in SPSWs, corre- sponding inﬁll plate thicknesses are initially determined。 The limiting


(a)SPSW1 (b) SPSW4 (c) SPSW6

Fig。 1。 Finite element models。 (a) SPSW1。 (b) SPSW4。 (c) SPSW6。

Eq。 (1) is derived by setting the critical shear stress (τcr) of a rectan- gular clamped plate, as discussed in [20], equal to the plate shear yield

determined by considering the von Mises yield
Fig。 2。 Material properties of the steel used in SPSWs。

criterion。 The accuracy of the theoretical predictions corresponding
to concurrent geometrical–material bifurcation condition is veriﬁed by numerical results which will be presented in subsequent sections。
Following the determination of the inﬁll plate thickness of SPSW4 model, inﬁll plate thicknesses of SPSW2/3 and SPSW5 models are selected in a manner to represent the behaviors of slender-web and stocky-web steel shear wall systems, respectively。
Lastly, as shown in Table 1, design of SPSW2 model for both LYP100 and ASTM A36 steel material results in identical sections for the bound- ary frame members。 This is because the HBE and VBE designs are dom- inated by the speciﬁed “stiffness” criterion rather than the “strength” criterion, which is independent of the material type。 According to [1] design requirements, VBEs shall have moments of inertia (Ic) not less
4/l , and HBEs shall have moments of inertia (I ) not

plate thicknesses (tp-limit or tp-SPSW) corresponding to simultaneous

than 0。0031tphs

s
4/h

b
times the difference in web plate thicknesses

buckling and yielding of SPSW1, SPSW4, and SPSW6 models are calcu-

less than 0。0031ls    s

lated using

above and below, where ls is the distance between VBE centerlines
and hs is the distance between HBE centerlines。 It is evident that the stiffness criterion is only a function of the inﬁll plate thickness and

geometrical dimensions of the panel。

8:98 þ 5:6=ða=bÞ

× π2 × E ×   ﬃ3ﬃﬃ

3。Finite element modeling and analysis

in which, E (=200,000 MPa) and ν (=0。3) are Young's modulus and Poisson's ratio, respectively, and σyp is the plate yield stress。 In addition, a and b are taken as the respective maximum and minimum values of length (l) and height (h) of the inﬁll plate。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(3):http://www.youerw.com/fanyi/lunwen_134775.html