高层建筑剪力墙结构中英文对照外文翻译文献

中英文资料翻译

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.

1 2

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/2m and G=1.05*10E7 kN /2m . 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.

3

Table1PeriodT(s) top-storey displancement △(cm) bottom seismic shearV(KN)

Wall layout

T1 T2 T3 △ V G V G α= Scheme Ⅰ

0.417 0.128 0.089 0.89 4088.3 56610 0.071 Scheme Ⅱ

0.376 0.110 0.057 0.78 6181.3 67500 0.092 Scheme Ⅲ 0.811 0.205 0.092

1.94 2519.9 60660 0.042

Table 2 Every-story displancement △(cm)

Number of stories SchemeⅠSchemeⅡSchemeⅢ

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 0.31

5 0.658

3 0.239 0.220 0.426

2 0.161 0.13

3 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.

新型高层建筑物结构交错排列剪力墙结构

引言

剪力墙结构在高层建筑用途广泛。然而，在这个结构中仍然有二个明显的缺点：首先，二个剪力墙之间的空间不可能太大，并且平面布局不灵活，因此不满足公共建筑的操作性能要求; 第二，更大的自重将导致建设材料和地震力的增大从而造成结构和基础设计困难。在本文，为了克服普通剪力墙的缺点介绍一个新型高层建筑结构交错排列的剪力墙结构，不仅为建筑设计提供大空间，而且对水平作用力的抵抗有更轻自重和抵抗力。

交错排列剪力墙结构系统在高层建筑中的具体优点新型剪力墙结构系统样式和特点:在这个新型剪力墙结构系统，每个剪力墙的交错排列地点设在毗邻地板上，并且毗邻剪力墙相互交错排列. 一剪力墙上缘支撑地面板的一个末端; 毗邻剪力墙下缘支撑地面板的另一个末端。在每个剪力墙旁边设置边柱和梁。在每个地面板上设置嵌入柱和连系梁。这个结构系统的好处是它的空间用途大和板的间距小。剪力墙可以交错排列或不符合使用要求，见图1。结果，间隔宽度从L被增加到2L或3L。. . 另外，交错排列的剪力墙自重小于普通剪力墙，因此减少物质费用。结构分析结果表明新型剪力墙与普通剪力墙相比，在两者有同样侧向刚度时，墙壁数减退25%和自重减少20%。不仅克服了普通剪力墙的二个主要明显的缺点，并且有效地扩大剪力墙结构用途空间。除了建筑便利以外，交错排列的剪力墙还有其他好处。虽然每个剪力墙的刚度变形沿垂直的方向，当毗邻剪力墙在交错排列地点受力时，整体结构的总刚度变形沿垂直的方向。整体结构变形基本上弯曲形式。以上分析表明，交错排列的剪力墙和普通剪力墙相比有更强的整体刚度、较少的上面层位移(减少大约58%)和较少的相对楼层位移。在同一水平力之下，交错排列剪力墙结构能有效地减少梁和柱的内力，并且在地震时提高结构的性能。

新型剪力墙结构工作方法

在垂直力作用下，这个结构作用和普通框架结构一样，剪力墙和柱一起抵抗垂直力。由于每个剪力墙的刚度大，并且变形小，柱的弯曲的变形和弯曲时间是非常小的。在侧向力作用下，结构变形是一致的，从而它可能有效地改进整体刚度，

并且能更好的抵抗侧向力。主要原因是剪力墙的特殊布置方法，可以解释如下：首先，侧向剪切力传递方法是与传统剪力墙不同。侧向剪切力通过墙壁下缘从剪力墙上缘转移到下层楼板，然后通过下面楼板到下面楼层毗邻剪力墙。最后，侧向剪切力转移到基层剪力墙和基础。由此可知，侧向剪切力传递方法是特别的，每个楼板通过楼板和上层楼板传递侧向剪切力。但在传统剪力墙结构中，每个楼板只传递自身的侧向剪力。横向剪切力通过剪力墙直接传递给基础。这个结构充分利用板的大刚度来传递并且抵抗横向剪力。虽然剪力墙底部排列不规则，但在整体结构中，楼板有更大的刚度，它传递和抵抗从上到下的侧向剪力，从地板中间渐近或从边缘到中间的侧向剪力。它相当于空间整体结构有了大侧向刚度，它通过楼板连接被楼层和跨度隔开的所有剪力墙。在作者的文章中证明了在侧向力作用下整体结构将发生整体弯曲变形，而每个楼层剪力墙将发生弯曲，不会发生局部弯曲。

图2 剪力墙的布置方法

图1 结构形式

第二，在交错排列的剪力墙每个部分（如图2所示），剪力墙沿对角线adcb，cfed，ehgf，gjih排列成四个X形(如图2所示)。由于形成X对角线，剪力墙有大刚度和强度，X对角线具有教大的刚度。另外，边柱和梁形成了具有教大侧向刚度的支撑--`框架”。因此，很大地增强结构整体刚度。由于上述主要原因，这个结构与普通剪力墙结构相比，在增强结构侧向刚度方面有特殊的意义。它可以扩大使用空间，并且减少材料，在地震作用时减轻自重。并且，它可能提供更大的侧向刚度，有益于增强结构侧向能力。在作者的想法和本文例子的计算的结果表明这个结构通过连接两个剪力墙产生的侧向刚度几乎和整体剪力墙结构相同(比后者轻)。

在大厦这个例子中的抗震分析和建筑措施

为了学习这个结构系统的力学性能和抗震能力，交错排列的剪力墙在结构不使用内纵墙的情况下将被用于大跨度结构的横墙。

例子。有一个九层的混凝土建筑，是跨度剪力墙结构，如上图3所示。这里，墙、柱、梁和楼板全部采用现浇。从1到3层使用厚度t=240mm的剪力墙，从4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。

图3 墙的布置

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 V

α=

G

方案Ⅰ0.417 0.128 0.089 0.89 4088.3 56610 0.071

方案Ⅱ0.376 0.110 0.057 0.78 6181.3 67500 0.092

方案Ⅲ0.811 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