新型高层建筑物结构交错排列剪力墙结构外文翻译文献.doc

一.英文原文
A NEW STAGGERED SHEAR WALL STRUCTURE FOR HIGH-RISE BUILDING
ABSTRACT
Shear wall structure has been widely used in tall buildings. However, there are still two obvious disadvantages in this structure: first of all, space between two shear wall could not too big and the plane layout is not flexible, so that serviceability requirements are dissatisfied for public buildings; secondly, the bigger dead weight will lead to the increase of constructional materials and seismic force which cause desigh difficulty of super-structures and foundations. In this paper, a new type tall building structure-staggered shear wall structure-is presented in order to overcome above disadvantages of traditional shear wall, which not only provide big space for architectural design but also has lighter dead weight and high capacity of resistance to horizontal load.
REINFORCEMENT CONCRETE STAGGERED SHEAR WALL STRUCTURAL SYSTEM IN TALL BUILDINGS
Structure Style and Features of New Type Shear Wall Structural System：In this new-type shear wall structural system,every shear wall is at staggered location on adjacent floor, as well as adjacent shear walls are staggered with each other.One end of floor slab is supported on top edge of one shear wall; the other end of floor slab is supported on bottom edge of adjacent shear wall. The edge column and beam are set beside every shear wall. The embedded column and connected beam are set on every floor. The advantage of this structural system is its big use space with small span floor slab.The shear wall arrangement can be staggered or not according to use requirement, shown in Figure 1. As a result, the width of one bay is increased from L to 2L or 3L. In addition, the dead weigh of staggered shear wall is smaller than that of traditional down-to-ground shear wall, so the material cost is reduced. The structural analysis result indicates the wall amount decreases by 25% and the dead weigh decreased by 20% comparing the new-type shear wall with traditional shear wall, while both have same lateral stiffness. Two main obvious disadvantages of traditional shear wall are overcome and the use space of shear wall structures is enlarged effectively. Besides the architectural convenience, the staggered shear wall has other advantages. Although the stiffness of every shear wall is changed along vertical direction, the sum stiffness of whole structure is even along vertical direction when adjacent shear walls are set on staggered locations. The whole structural deformation is basically bending style. Form the analysis of reference,the staggered shear wall has stronger whole stiffness, less top-storey displacement(decreasing by about 58%),and less relative storey displacement comparing with traditional coupled shear wall.Under the same horizontal load, the staggered shear wall structure could effectively cut down the internal force of coupled beam and embedded column, at the same time the structural seismic performance is improved.

Working Mechanism of New Type Shear Wall Structure
Under the vertical load, this structure effect is the same as ordinary frame-shear wall structure, that is, the shear wall and column act together to resist the vertical load. Because the stiffness of every span shear wall is large and the deformation is small, the bending deformation and moment of columns are very small. Under lateral load, the structure deformation is uniform, thereby it can improve the whole stiffness effectively and the higher capability resisting lateral load is obtained.The main cause is the particular arrangement method of walls, which could be explained as follows: firstly, the lateral shearing force transfer mechanism is different from traditional shear wall. The lateral shearing force on top edge of shear wall is transferred to under layer floor slab though the bottom edge of wall, then to under storey adjacent shear wall through the under storey floor slab. At last, the lateral shearing force is transferred to ground floor shear wall and foundation.By this way,the lateral shearing force transfer mechanism is special, in which every floor slab transfer the lateral shearing force of itself floor and above floor.But in traditional shear wall directly. This structure makes the best use of the peculiarity that the slab stiffness is very strong to transfer and resist lateral shear. Although the shear walls are not up bottom in sequence, the slabs which has larger stiffness participate in the work transferring and resisting lateral shear force from the top to the down,from the floor middle part to edge, and from the edge to middle part in whole structure.It corresponds to a space integer structure with large lateral stiffness connected all shear walls by slabs, which have been cut in every story and span. It has been proved in author’s paper that the whole structure will occur integer-bending deformation under lateral force action,while every storey shear walls will occur integer bending without local bending. Secondly, in every piece of staggered shear wall (shown in Figure 2),the shear wall arrangement forms four large X diagonal brace along adcb,cfed, ehgf, gjih (dashed as shown in Figure 2).Because the shear walls forming X diagonal brace have large stiffness and strength, the X diagonal brace stiffness is strong. In addition, both the edge beams and columns around the boundary form bracing ‘frame” with large lateral stiffness. Hence, the structural integer stiffness is greatly improved.
Due to the above main reasons, this structure is considered to have particular advantages compared with traditional shear wall structure in improving structural lateral stiffness. It can provide larger using space, and reduce the material, earthquake action as well as dead weight.Also, it can provide larger lateral stiffness, which will benefit the structural lateral capability. In author’s paper and in this paper the example calculating results indicates that lateral stiffness of this structure are double of coupled shear wall structure ,and nearly equal to integer shear wall structure (light small than the latter).
Aseismic analysis and construction measures in a building example
In order to study dynamic characteristics and aseismic performances in this structural system, the staggered shear wall will be used as all cross walls in the large bay shear wall structure without internal longitudinal walls.
Example. Thereis a nine-storey reinforcement concrete building, which is large bay shear wall struvture, shown in figure3. here,walls columns, beams, and slabs are all cast-in-situ. The thickness t=240mm is used for shear walls from 1 to 3 stories, while thickness t=200mm is used for shear walls from 4 to 9 stories. Given the section of columns of width b=500mm and depth h=600mm . Given the section of beams of width b=300mm and depth h=700mm . The modulus of elasticity is assumed to be E=2.1*10E7 kN/ and G=1.05*10E7 kN /. The external longitudinal walls are cast-in-situ 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 computer program FWD with wallboard element based on modal ayalysis response spectrum method。 In order to compare ，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.

Table1PeriodT(s) top-storey displancement△(cm) bottom seismic shearV(KN)
Wall layout
T1
T2
T3
△
V
G

SchemeⅠ
0.417
0.128
0.089
0.89
4088.3
56610
0.071
SchemeⅡ
0.376
0.110
0.057
0.78
6181.3
67500
0.092
SchemeⅢ
0.811
0.205
0.092
1.94
2519.9
60660
0.042

Table 2 Every-story displancement △(cm)
Number of stories
SchemeⅠ
SchemeⅡ
SchemeⅢ
9
0.890
0.780
1.940
8
0.812
0.695
1.647
7
0.686
0.605
1.381
6
0.604
0.512
1.143
5
0.472
0.415
0.909
4
0.372
0.315
0.658
3
0.239
0.220
0.426
2
0.161
0.133
0.233
1
0.056
0.059
0.074
From the abve calculated results , it can be observed, firstly , that the building bay increased from 7.2m(scheme 2,3) to 7.2*2=14.4m (scheme 1 ) .Therefore, the useable floor area is increased greatly while dead weight is decreased 2093kN, and concrete of shear walls is saved (40% compared with scheme 2 or about 25% compared 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 0.092 (scheme 2) to 0.071, thereby it can solve problems in traditional shear wall structures with light increase of the top-storey displancement ( scheme 1 only increases 0.11 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 top-storey displancement =0.89cm is about 45% of the coupled wall =1.94cm .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 , 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 cast-in-situ. 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 two-way reinforcement ф8 @200. It is emphasized that the shear constructions should be strengthened at the joints-shear walls and slabs . In order to ensure shear strength between walls and slabs ,the wall bars should extend into the above and below spans for a distance according to related Code avout development length .Furthermore, the joint stresses of above and below shear walls are so complex that the shear failure or the lailure caused by the used except the embedded column and connected beam to ensure the joint strength and stiffness. At the above and below walls intersects the fillet measure must be used . Other aseismic constructional details should be carried out in accordance with the Code involved in shear wall structure.
Conclusions
From the above analysis and research, the following conclusions can be drawn : (1) Compare with traditional shear wall structures , the staggered shear wall structure has many advantages, such as providing bigger space and lateral stiffness ,reducing dead weight and seismic force , and saving constructional materials . therefore, this structural system has good economic benefits .
(2) the structural stiffness and deformation is uniform, thereby it can improve the whole stiffness effectively and enable it to appear wholly bending state, which are beneficial to increase the capacity of resistance to horizontal force and ductility.
(3) This structure can reduce the bottom shear seismic coefficient of shear wall structures, thereby it can solve many problems in ordinary shear wall structures , such as bigger space and lateral stiffness , and higher seismic force which will lead to bigger bottom shear seismic coefficient . It also can be a efficient method adjusting structural stiffness and dead weigh in design .
(4)This structure can be used in longitudinal wall of big-space shear wall structure without inner longitudinal wall, cross shear wall and longitudinal frame structure, and fishy bone big space shear wall structure , because it can provide bigger space and reduce superstructure dead weigh and seismic action without reducing stiffness, which benefit resistance either ground floor frame-supported shear wall or whole structure.
(5) This structure can be used in non-seismic regions and has good effect because it can provide bigger lateral stiffness than ordinary shear wall structures, which have the same amount of shear walls. So it is beneficial to resist wind loads. Where specific aseismic design and construction measure are taken, it can be used in intensity 7 or 8 seismic zones.
(6) Alternate-floor shear wall structure has been used overseas in practical engineering and has good effect. However, it can only be used in the single-span structures. The staggered shear wall structure presented in this paper can be used in the multi-span structures, which has better behaviors of stiffness uniformity along the height and deformation than the former.
This new type structural system of tall buildings needs further research, especially need to be checked by model experiments and engineering practices.

3

到9层使用厚度t=200mm剪力墙。 假如柱的宽度b=500mm，高度h=600mm。 假如梁的宽度b=300mm，高度h=700mm。 假设弹性模量E=2.110E7 kN/㎡和G=1.05×10E7 kN/㎡。如上图3 (a) 所示（方案Ⅰ），8度震区， 2类地面附近，外纵墙被浇注框架中，并且横墙是交错排列的剪力墙。在分析反应光谱方法分析墙板元素的基础上，使用计算机程序FWD计算抗震的分析。为了比较，在上图3 (a)和(b)同时给出了其它的抗震的分析，分别显示横墙使用的整体墙(方案2)和联肢墙(方案3)。
相关结果在表1和表2中列出，地震作用力和位移全部从SRSS结果中采取。

表一 周期T(s),顶点位移△(cm),底部剪力V(KN)

墙的布置
T1
T2
T3
△
V
G

方案Ⅰ
0.417
0.128
0.089
0.89
4088.3
56610
0.071
方案Ⅱ
0.376
0.110
0.057
0.78
6181.3
67500
0.092
方案Ⅲ
0.811
0.205
0.092
1.94
2519.9
60660
0.042
表二 各层位移
层号
方案Ⅰ
方案Ⅱ
方案Ⅲ
9
0.890
0.780
1.940
8
0.812
0.695
1.647
7
0.686
0.605
1.381
6
0.604
0.512
1.143
5
0.472
0.415
0.909
4
0.372
0.315
0.658
3
0.239
0.220
0.426
2
0.161
0.133
0.233
1
0.056
0.059
0.074

由上面的结果可知，这个结构还得经受检验，首先，大厦跨度从7.2m (方案2,3)增加到7.2×2=14.4m (方案1)。在自重减少10890kN的同时增加房屋的使用面积，而且荷载减少了2093kN，并且保护了剪力墙的混凝土 (40%和方案2比较或大约25%和方案3比较)。由于这样布置的剪力墙的结构刚度是一样的，和方案3和方案2相比整体侧向刚度增加很多，然而，自重的减少导致了地震力地减少，使底部剪力系数a从0.092 (计划2) 降低到0.071，因此它有可能解决普通剪力墙结构的顶点位移变化小的问题 (计划1比计划2仅增加0.11 cm)，例如更大的底部剪力系数。
和联肢墙相比(计划3)，这个结构的上层侧向刚度位移明显增加了0.89cm，大约是联肢墙的45%（ =1.94cm）。然而，混凝土用量和自重比连接墙减少了25%。这个结果表示，当坚固的剪力墙有小裂缝时，会具有大刚度、大自重和地震力，此新型结构可以调整结构刚度和减少自重或地震力，美中不足的是在设计时限制了部分剪力墙和梁。. 在这个结构中，因为剪力墙在每个楼层是间断的，所以侧向剪切应力是不可能直接地通过板传递到底部。 由于有较大剪切力传递到底部板，因此，一层板应该具有更大的强度和刚度来传递剪切力.
一般来说，采用现浇板。板的混凝土强度不得低于比C20。板的厚度不应该少于180mm，特别是底层应铺设ф8 @200的双向钢筋。在剪力墙和板的连接处应加大强度。为了保证墙和板之间的抗剪强度