建筑土木毕业设计中英文翻译--新型高层建筑物结构交错排列剪力墙结构

建筑土木毕业设计中英文翻译--新型高层建筑物结构交错排列剪力墙结构内容摘要：

kN / 2m . The external longitudinal walls are castinsitu wall frame, and the cross walls are staggered shear walls , showm in Figure 3 (a) (scheme I) ,intensity 8 zones near earthquake, 2type site ground。 The aseismic analysis is given by using the puter program FWD with wallboard element based on modal ayalysis response spectrum method。 In order to pare ， the aseismic analysis of others are given at the same time ， which are the cross walls used integer walls （ scheme 2） and coupled walls (scheme3), shown in Figure 3 (a) and (b) ,respectively. The related results are listed in Table 1 and Table 2, where the seismic shear and displacement are all adopt from the SRSS result of formal three modal shapes. 3 Table1PeriodT(s) topstorey displancement△ (cm) bottom seismic shearV(KN) Wall layout T1 T2 T3 △ V G VG SchemeⅠ 56610 SchemeⅡ 67500 SchemeⅢ 60660 5 Table 2 Everystory displancement △ (cm) Number of stories SchemeⅠ SchemeⅡ SchemeⅢ 9 8 7 6 5 4 3 2 1 From the abve calculated results , it can be observed, firstly , that the building bay increased from (scheme 2,3) to *2= (scheme 1 ) .Therefore, the useable floor area is increased greatly while dead weight is decreased 2093kN, and concrete of shear walls is saved (40% pared with scheme 2 or about 25% pared with scheme 3). Because the structural stiffness based on the arrangement method of shear walls is uniform, the whole lateral stiffness is increased a lot than that of schene 3 and close to scheme 2 , however, the seismic force is decreased greatly due to the decrease of dead weight ,which reduce the bottom shear coefficient a from (scheme 2) to , thereby it can solve problems in traditional shear wall structures with light increase of the topstorey displancement ( scheme 1 only increases cm than scheme 2 ), such as larger bottom shear seismic coefficient . Compared with coupled wall (scheme 3), this structure obviously advances lateral stiffness that the topstorey displancement  = is about 45% of the coupled wall  = .However, the concrete amount and dead weight reduce 25 % than that of coupled wall. This result shows that the new type struvture can adjust the structural stiffness and reduce eigher dead weight or seismic force when the solid shear wall with small opening, which has large stiffness , dead weight , seismic force , and material amount , is dissatisfied because the section of shear walls and height of coupied beams are limited in design .In this structure, the lateral shear force cannot be transferred to bottom directly but though slabs because the shear walls are cut in ecery storey. Due to the large shear force transferred to the bottom slabs , 6 as a result , the slabs in first storey should be strengthened to ensure that the adequate strength and stiffness would be obtained to transfer the lateral shear force the structure need . In general, the slabs are castinsitu. The concrete used for slabs normally should have grade strength of no less than C20 .The thickness of slabs should not less than 180mm , especially in bottom stories in which the distribution bars are twoway reinforcement ф 8 @200. It is emphasized that the shear constructions should be strengthened at the jointsshear walls and slabs . In order to ensure shear strength between walls and slabs ,the wall bars should extend。