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(6)

0 0。01 0。02 0。03 0。04 0。05
Drift ratio

Fig。 7。 Stiffness performance。

absorbed through plastic deformations of LYP steel inﬁll plates, which will consequently result in the limitation of the plastic deformation demand to the frame structure。
Replaceability of conventional steel inﬁll plates and employment of LYP steel plates with enhanced structural and seismic characteristics are investigated in further detail by taking a closer look at behavior and performance of SPSW-4。7 and SPSW-9。3 models。 SPSW2 model with 4。7 mm inﬁll plate made of ASTM A36 steel denoted by SPSW2- 4。7-ASTM A36, is considered as a typical slender-web SPSW system,

inﬁll plate of which is required to be replaced after an earthquake。 This inﬁll plate may be replaced by either 9。3 mm ASTM A36 or LYP100 steel plates。 The structural behavior as well as stiffness perfor- mance of the SPSW system with the original and two alternative inﬁll plates are shown in Figs。 6 and 7。
From Figs。 6 and 7, it is quite evident that the overall performance of SPSW2-4。7-ASTM A36 and SPSW2-9。3-LYP100 models is pretty similar。 However, as seen in Fig。 7, due to larger plate thickness, SPSW2-9。3- LYP100 model possesses higher initial stiffness relative to SPSW2-4。7-

(a)SPSW2-4。7-ASTM A36 (Drift ratio = 0。01) (b) SPSW2-4。7-ASTM A36 (Drift ratio = 0。02)

(c) SPSW2-9。3-LYP100 (Drift ratio = 0。01) (d) SPSW2-9。3-LYP100 (Drift ratio = 0。02)

(e) SPSW2-9。3-ASTM A36 (Drift ratio = 0。01) (f) SPSW2-9。3-ASTM A36 (Drift ratio = 0。02)

Fig。 8。 von Mises stress contour plots of SPSW2 model with various inﬁll plate thicknesses and steel types at drift ratios of 0。01 and 0。02。 (a) SPSW2-4。7-ASTM A36 (drift ratio = 0。01)。
(b) SPSW2-4。7-ASTM A36 (drift ratio = 0。02)。 (c) SPSW2-9。3-LYP100 (drift ratio = 0。01)。 (d) SPSW2-9。3-LYP100 (drift ratio = 0。02)。 (e) SPSW2-9。3-ASTM A36 (drift ratio = 0。01)。
(f) SPSW2-9。3-ASTM A36 (drift ratio = 0。02)。

0 0。01 0。02 0。03 0。04 0。05

Fig。 10。 Comparison of the hysteretic behaviors。

Fig。 9。 Comparison of the developed column axial loads。

ASTM A36 model, which is of course declined due to early yielding of LYP100 steel material and the stiffnesses of both models tend to get closer。 The von Mises stress contour plots of SPSW2-4。7-ASTM A36, SPSW2-9。3-LYP100, and SPSW2-9。3-ASTM A36 models at 0。01 and
0。02 drift ratios are also shown in Fig。 8 in which, according to the stress contour legend, yielded zones in boundary frame members are in red color。
As it is seen in Fig。 8, stress level, in general, and yielded points, in particular, are increased in the boundary frame members at 0。02 drift ratio compared to 0。01 drift ratio due to higher deformations and forces imposed on these components。 As well, due to the effect of diagonal ten- sion ﬁeld action, yielding zones are conﬁned to the HBE and VBE ends near the HBE-to-VBE connection areas where plastic hinges are expect- ed to be formed。 However, it is quite evident that the stress contours as well as yielding patterns in boundary frame members of SPSW2-4。7- ASTM A36 and SPSW2-9。3-LYP100 models are pretty similar at both levels of drift ratio, while HBEs and VBEs in SPSW2-9。3-ASTM A36 model possess comparatively different stress contours and of course ex- panded yielding zones。 In addition, comparison of stress contours of SPSW2-9。3-LYP100 (Fig。 8(c) and (d)) and SPSW2-9。3-ASTM A36 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(6):http://www.youerw.com/fanyi/lunwen_134775.html