建筑土木畢業(yè)設計中英文翻譯新型高層建筑物結構交錯排列剪力墻結構

1、一.英文原文A NEW STAGGERED SHEAR WALL STRUCTURE FOR HIGH-RISE BUILDINGABSTRACTShear 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 flexibl

2、e, 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-

3、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 ST

4、RUCTURAL SYSTEM IN TALL BUILDINGSStructure 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 sup

5、ported 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

6、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 she

7、ar 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

8、 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 e

9、ven 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 rel

10、ative 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 Mechan

11、ism 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, t

12、he 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, whi

13、ch 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 th

14、rough 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 t

15、raditional 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 resi

16、sting 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

17、been proved in authors 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 for

18、ms 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”

19、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 sp

20、ace, 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 authors paper and in this paper the example calculating results indicates that lateral stiffness of this structure are double

21、 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 exampleIn order to study dynamic characteristics and aseismic performances in this structural system, the staggered shear wall wi

22、ll 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

23、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

24、*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 w

25、allboard 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 ar

26、e 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 layoutT1T2T3VGScheme0.4170.1280.0890.894088.3566100.071Scheme0.3760.1100.0570.786181.3

27、675000.092Scheme0.8110.2050.0921.942519.9606600.042Table 2 Every-story displancement (cm)Number of storiesSchemeSchemeScheme90.8900.7801.94080.8120.6951.64770.6860.6051.38160.6040.5121.14350.4720.4150.90940.3720.3150.65830.2390.2200.42620.1610.1330.23310.0560.0590.074From the abve calculated results

28、 , 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

29、 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 bo

30、ttom 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 w

31、all (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 str

32、uctural 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

33、 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 str

34、ength 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

35、in which the distribution bars are two-way reinforcement 8 200. 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 dista

36、nce 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 be

37、low 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.ConclusionsFrom the above analysis and research, the following conclusions can be drawn : (1) Compare with traditional shear

38、 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

39、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 w

40、all 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

41、 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

42、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, wh

43、ich 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

44、 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 syste

45、m of tall buildings needs further research, especially need to be checked by model experiments and engineering practices. 新型高層建筑物結構交錯排列剪力墻結構引言剪力墻結構在高層建筑用途廣泛。然而，在這個結構中仍然有二個明顯的缺點： 首先，二個剪力墻之間的空間不可能太大，并且平面布局不靈活，因此不滿足公共建筑的操作性能要求; 第二，更大的自重將導致建設材料和地震力的增大從而造成結構和基礎設計困難。在本文，為了克服普通剪力墻的缺點介紹一個新型高層建筑結構交錯排列的剪力墻結構，

46、不僅為建筑設計提供大空間，而且對水平作用力的抵抗有更輕自重和抵抗力。交錯排列剪力墻結構系統(tǒng)在高層建筑中的具體優(yōu)點新型剪力墻結構系統(tǒng)樣式和特點 :在這個新型剪力墻結構系統(tǒng)，每個剪力墻的交錯排列地點設在毗鄰地板上，并且毗鄰剪力墻相互交錯排列. 一剪力墻上緣支撐地面板的一個末端; 毗鄰剪力墻下緣支撐地面板的另一個末端。在每個剪力墻旁邊設置邊柱和梁。在每個地面板上設置嵌入柱和連系梁。這個結構系統(tǒng)的好處是它的空間用途大和板的間距小。剪力墻可以交錯排列或不符合使用要求，見圖1。 結果，間隔寬度從L被增加到2L或3L。. . 另外，交錯排列的剪力墻自重小于普通剪力墻，因此減少物質費用。 結構分析結果表明新型

47、剪力墻與普通剪力墻相比，在兩者有同樣側向剛度時，墻壁數減退25%和自重減少20%。不僅克服了普通剪力墻的二個主要明顯的缺點，并且有效地擴大剪力墻結構用途空間。 除了建筑便利以外，交錯排列的剪力墻還有其他好處。雖然每個剪力墻的剛度變形沿垂直的方向，當毗鄰剪力墻在交錯排列地點受力時，整體結構的總剛度變形沿垂直的方向。整體結構變形基本上彎曲形式。以上分析表明，交錯排列的剪力墻和普通剪力墻相比有更強的整體剛度、較少的上面層位移(減少大約58%)和較少的相對樓層位移。在同一水平力之下，交錯排列剪力墻結構能有效地減少梁和柱的內力，并且在地震時提高結構的性能。新型剪力墻結構工作方法在垂直力作用下，這個結構作

48、用和普通框架結構一樣，剪力墻和柱一起抵抗垂直力。由于每個剪力墻的剛度大，并且變形小，柱的彎曲的變形和彎曲時間是非常小的。 在側向力作用下，結構變形是一致的，從而它可能有效地改進整體剛度，并且能更好的抵抗側向力。主要原因是剪力墻的特殊布置方法，可以解釋如下： 首先，側向剪切力傳遞方法是與傳統(tǒng)剪力墻不同。 側向剪切力通過墻壁下緣從剪力墻上緣轉移到下層樓板，然后通過下面樓板到下面樓層毗鄰剪力墻。 最后，側向剪切力轉移到基層剪力墻和基礎。由此可知，側向剪切力傳遞方法是特別的，每個樓板通過樓板和上層樓板傳遞側向剪切力。但在傳統(tǒng)剪力墻結構中 ，每個樓板只傳遞自身的側向剪力。橫向剪切力通過剪力墻直接傳遞給基

49、礎。 這個結構充分利用板的大剛度來傳遞并且抵抗橫向剪力。雖然剪力墻底部排列不規(guī)則，但在整體結構中，樓板有更大的剛度，它傳遞和抵抗從上到下的側向剪力，從地板中間漸近或從邊緣到中間的側向剪力。它相當于空間整體結構有了大側向剛度，它通過樓板連接被樓層和跨度隔開的所有剪力墻。在作者的文章中證明了在側向力作用下整體結構將發(fā)生整體彎曲變形，而每個樓層剪力墻將發(fā)生彎曲，不會發(fā)生局部彎曲。第二，在交錯排列的剪力墻每個部分（如圖2所示），剪力墻沿對角線adcb， cfed， ehgf， gjih排列成四個X形(如圖2所示)。由于形成X對角線，剪力墻有大剛度和強度， X對角線具有教大的剛度。 另外，邊柱和梁形成了

50、具有教大側向剛度的支撐-框架”。 因此，很大地增強結構整體剛度。由于上述主要原因，這個結構與普通剪力墻結構相比，在增強結構側向剛度方面有特殊的意義。它可以擴大使用空間，并且減少材料，在地震作用時減輕自重。并且，它可能提供更大的側向剛度，有益于增強結構側向能力。在作者的想法和本文例子的計算的結果表明這個結構通過連接兩個剪力墻產生的側向剛度幾乎和整體剪力墻結構相同(比后者輕)。在大廈這個例子中的抗震分析和建筑措施為了學習這個結構系統(tǒng)的力學性能和抗震能力，交錯排列的剪力墻在結構不使用內縱墻的情況下將被用于大跨度結構的橫墻。例子。 有一個九層的混凝土建筑，是跨度剪力墻結構，如上圖3所示。 這里，墻、柱

51、、梁和樓板全部采用現澆。從1到3層使用厚度t=240mm的剪力墻，從4到9層使用厚度t=200mm剪力墻。 假如柱的寬度b=500mm，高度h=600mm。 假如梁的寬度b=300mm，高度h=700mm。 假設彈性模量E=2.110E7 kN/和G=1.05×10E7 kN/。如上圖3 (a) 所示（方案），8度震區(qū)， 2類地面附近，外縱墻被澆注框架中，并且橫墻是交錯排列的剪力墻。在分析反應光譜方法分析墻板元素的基礎上，使用計算機程序FWD計算抗震的分析。為了比較，在上圖3 (a)和(b)同時給出了其它的抗震的分析，分別顯示橫墻使用的整體墻(方案2)和聯肢墻(方案3)。 相關結果在表1和表2