外文翻译及原文
审查剪力墙底部薄弱层高层建筑
【摘要】：在最近的地震中现代高层建筑有几个遭受了严重的结构性破坏，说明避免侧向刚度突然变化的重要性和力的强大。最近发生的地震显示，现有的很多钢筋混凝土建筑物很容易受到损害或发生强烈地震结构崩溃倒塌。虽然破坏和倒塌，因为底部薄弱层最常在建筑物观察到的，它们也可以用在其他开发类型的结构。含混凝土下层表现为软弱的薄弱层无法在地震中提供足够的抗剪切能力。这样，在本文强调了立即采取措施的重要性防止有薄弱层的的建筑发生事故，其目的是不考虑增加的位移，在软层建筑的延展性和力的需求，本文认为设计新颖的做法，有优势的重要性刚性框架和剪力墙之间的互动。一两个结构部件的组合导致高效的系统，其中，所述剪切墙抵抗多数在建筑物的下部的横向载荷，和框架支持大多数横向负载在建筑物的上部。
【关键词】：高层建筑钢筋混凝土框架结构线性行为剪力墙软弱层
一．引言
联合国国家人士预测高层建筑城市化发展和增长，在1990年和2020年之间
发展中国家城市人口将增加160％，共增加22亿人口。大城市甚至“特大城市”（由美国定义联合国（UN）拥有超过800万人口的城市）将被创建。城市化进程一直是过去几十年的共同特征，如社区一般是为了解决生活空间和商业的发展，政治和文化围绕中心点活动，从而导致高层建筑的增长。
在印度的许多城市高层建筑有今天发展底部软弱层是一个不可避免的特征。现有的建筑物封基地地板一般都安排为车库或办事处。没有墙壁内置于在这些楼层因为会影响它们规定的使用和舒适的问题。但楼上做已经不分彼此的分离式住宅的使用。在这些安排中，建筑的上部楼层大多数都是比它们的基地地板更坚硬。作为结果，基体的抗震性能和上部楼层是显著不同，这种现象被称为软弱不均。“薄弱层柔软的基底被定义为在建筑底部软弱层，具有较少的阻力或僵硬或不充分的延展性（能量吸收能力）的一个基底地层抵抗的建筑物引起的应力地震。”如果建筑有一个楼层底部是上部强度的百分之七十，它被认为是一种软层建筑（UBC-1997年，IBC-2003和ASCE-2002）。这种软层建筑在地震中是一个主要的薄弱点，因为软层建筑都与零售空间和停车场有关，它们往往是在一个建筑，这就意味着，当它们崩溃，它们可以把整个建筑同它们一起崩溃，从而导致可能使结构完全无法使用的严重的结构性破坏建筑。
二．问题描述
然而总的来说有地震基底剪力的经验在地震中建筑物是根据于它的固有周期，地震力分布是根据对刚度和质量的沿高度的分布。在用底部软弱层的建筑，上面的楼层是坚硬的，经过较小的跨层间位移。但是，跨层间在底部软弱层上是很大的。强度上在第三层建筑对于底部软弱层的柱上受力也很大，如在第一层的剪切最大值。用于上层的，然而，在各柱上的力有效的减少了与突发建筑物的存在变化的软弱层刚度的有不平衡的沿高度侧向力的分布，这很可能是局部诱发
应力集中。这影响了建筑在地面震动时的性能。
软弱地层的建筑建造过程中都受到地震较大的横向载荷和水平荷载，在这些荷载作用下的横向变形大于其他楼层的结构的设计软弱层强度是至关重要的，是不同于较高的楼层。这种特征是非常不希望发生在建造在地震活跃地区的建筑物身上的，这是在过去大量的地震强烈震动的过程验证得出的经验。
内夫扎特Kirac等人[1]认为以下因素或参数是影响软弱层建筑形成不规则结构的原因：
?薄弱层的高度。
?夹层楼面的存在。
?刚性柱在薄弱层的分布。
?悬臂梁存在薄弱层中。
?填充墙的材料特性。
?土质的属性。
?楼层数。
?地震状况。
这些因素必须用来考虑消除薄弱层不规则的破坏作用。
如果出现在楼宇薄弱层，必须采取措施用于防止这种不规则的影响。
三．文献复习
剪力墙是多层建筑中的元素之一最有效的侧向抗力。剪力墙被并入钢筋或钢筋混凝土，抗弯框架抗拒侧向的主要部分负荷会诱发地震。
已经做了一个很大数量的剪力墙各种结构方面的研究工作，直到现在已经做了很多调查，剪力墙和结构墙都属于主要关注的研究方向。例如：
Khan和Sbarounis[2]提出了剪力墙框架结合的软层建筑，以尽量减少地震中的薄弱层效果的新颖的设计方法。高大框架结构的建筑，包括抗力矩钢架和剪切墙组合的尺寸减小或终止完全在中层高度的横向负载电阻上，investigated.Nollet和Smith[3]使用双研究墙框架结构的是三维模型，其中剪力墙尺寸减小或终止完全在中层高度和剪切墙削减不一定有损于结构体的性能。Franket等人[4]在木材剪力墙上进行试验，结果发现用超大的大板墙壁顶住会产生更多的负载。Jaswant N.Arlekar等[5]专注于眼前措施，需要采取什么措施才能防止地震响应底层软弱建筑，避免地层软弱建筑的产生，并在在软弱楼层上提供足够的侧向力。Wen和Song[6]已经进行了过多的SMRF和双系统试验，通过考虑各种结构的配置（窗和剪力墙的数量），延展性能力，需求和能力的不确定性，互动墙壁和时刻的帧之间，以及立体（3-D）的运动，并发现，在双系统的大多数剪力墙在地震中对结构可靠性的影响很小。Rahul Rana等人[7]曾一起讨论的重要性推倒分析知道，静力弹塑性分析（Pushover）结构基于地震工程的研究有利于后屈服行为结构性能，其比非线性响应的历史分析数据，只需要很少的工作和处理要少得多的数据量。Zhao和Abolhassan[8]中讨论传统的钢筋混凝土剪力墙和钢铁墙壁优点和缺点。他们发现，复合剪力墙，即钢板剪力墙钢筋混凝土墙连接到它使用的螺栓的一侧可以减轻大部分钢筋混凝土和钢带来的弊端。利用剪力墙最佳特性优势，两个建筑材料影响最大基底剪力造成钢筋和混凝土的地震。Han-Seon Lee和Dong-Woo Ko[9]分析地震对高层钢筋混凝土轴承壁结构的响应，有三个不规则的类型在底部的楼层和，并指剪力墙的存在在下部框架显着地降低了剪切变形，但对降低倾覆变形，基底剪力几乎可以忽略不计的影响，和倾覆力矩（OTM）。
O.Esmaili，S.Epackachi，M.Samadzad和SRMirghaderi[10]研究了一种最高的钢筋混凝土建筑，位于高地震带的结构方面，有五十六个个楼层。其中剪力墙体系在不规则开口横向和重力荷载作用下被利用，并得出的结论，在剪力墙混凝土的约束是一个很好的提供延
展性和获得更稳定的行为更有层次的方M.Ashraf*,Z.A.Siddiqi和硕士Javed[11]提出通过开展多层建筑的抗震试验，通过UBC（建筑规范）规定改变剪力墙的位置，受到横向和重力荷载按照一个点的重力和建筑物的质心重合中心的正确位置。
Shahabodin.Zaregarizi12]做了关于剪力墙和混凝土填实的比较研究，以改善现有建筑物抗震性能，发现混凝土填充的有相当的强度，同时一个具有较低的强度的砖和混凝土的这种组合，填充砖降低了砖的和填充混凝土的负面影响。Anshuman.S,Dipendu Bhunia, BhavinRamjiyani[13]研究集中在多层建筑的剪力墙位置，解决方案基于其弹性和弹塑性行为规范。R.S.Malik,S.K.Madan,V.K.
Sehgal[14]分析了高度对剪力墙的削减效果。钢筋混凝土特殊的力矩抵抗框架的力矩，得出的结论是剪力墙缩减到建筑物的50％的高度能减小水平楼层剪切的剪切壁帧和内部帧之间分布的边际效应。但是建筑物的高度在楼层的剪切分布有显著的作用。
S.V.Venkatesh,H.Sharada Bai[15]所讨论的，在10个楼层作为横向（地震）负载抗结构系统（LLR）的基本文献得出设置有两种不同类型的剪力墙抗钢筋混凝土框架结构性能的差异的结论，外部的剪切墙壁作为替代内部剪力墙改型地震缺陷的结构，特别是当它是不可能在改造期间腾出大楼。
四结论和建议
钢筋混凝土框架结构和软弱楼层的建筑物是众所周知的在强烈地震过程中晃动表现不佳，在最低层引起相对较低的刚性的楼层的刚度大开孔，因此有需要立即采取措施，以防止任意的使用软弱楼层的建筑物在设计中没有考虑到增加的位移、延展性和强度在第一楼层需求上本文强调这是各种因素负责下的地震力的高层建筑的故障，也认为剪力墙的重要性作为其中一个有效的方法来消除软弱楼层地震破坏高层建筑。
本文尽力讨论关于剪力墙各个方面的调查，研究人员讨论了增加剪力墙建筑在不同位置的布置安排,以减少软弱楼层在地震中激发对结构地震的反应影响人们发现位置、剪力墙的数量和缩减行为是结构在地震期间移动的一个重要因素。
从文献回顾，显示其使用剪力墙是一种很好的方式提供更多的韧性和更稳定的行为似乎是减少地震响应软层效果的新方法。在另一方面，现有的高层建筑的脆弱性水平，可通过增加不同的剪力墙布置的建筑，它将为结构抵抗侧向荷载诱发地震的主要部分改造的帮助。
致谢
作者要感谢管理，校长，Babasaheb Ambedker Marathwada大学博士尼赫鲁工程学院和机构的土木工程署及员工主管的支持。
参考文献
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[4]Frank Lam,Helmut G.L.Prion,z and Ming He.《横向阻力木材切大覆板墙壁》。期刊结构工程，1997年12月，Vol.123，12号;1667年至1673年
[5]Jaswant N.Arlekar,Sudhir K.Jain and C.V.R.Murty.《地震RC响应帧软第一层楼的建筑》诉讼在CBRI金禧会议自然灾害的城市的人居署，1997年，新德里
[6]Y.K.Wen and S.-H.Song.《结构可靠性/冗余结构工程》2003年1月1日，卷地震“进入日志。129，1号;156-67。
[7]Rahul RANA,Limin JIN and Atila ZEKIOGLU.《一个19层混凝土剪力墙建筑的的推覆分析》。第13届世界大会地震工程。温哥华，不列颠哥伦比亚省，加拿大2004年8月1-6;133
[8]Qiuhong Zhao,Abolhassan Astaneh-Asl.《传统与创新的复合剪力墙的循环行为》。杂志结构工程，2004年2月1日，卷。130，2号;2-271-284。
[9]Han-Seon Lee,Dong-Woo Ko.《地震响应特性有不同的违规行为降低了高层钢筋混凝土墙的建筑物故事》。期刊结构工程，2004年2月1日，卷。130，2号;2-271-284
[10]O.Esmaili,S.Epackachi,M.Samadzad,S.R.Mirghaderi.《结构RC剪刀墙系统在56层高的钢筋混凝土高层建筑的研究》。十四届国际会议地震工程，中国北京。十月12日至17日，2008年。
[11]M.Ashraf,Z.A.Siddiqi,M.A.Javed.《一个多层的配置建筑物经受横向力》。土木工程学报（英文版）（建筑物和住房），（2008），第二卷。9，没有5;525-537。
[12]Shahabodin.Zaregarizi.《使用剪切比较研究墙和加密，以提高现有建筑物的抗震性能》。第14届世界大会在地震工程，北京，中国。10月12日至17日，2008年
[13]Anshuman.S,Dipendu Bhunia,Bhavin Ramjiyani.《民间在多层建筑墙体的位置解决方案》。国际杂志和结构工程，2011，Vol.02，没有02;493-506
[14]R.S.Malik,S.K.Madan,V.K.Sehgal.《高度对地震效应钢筋水泥混凝土结构建筑的反应与削减剪力墙》。湖南工程与技术，1-6月2011年，第一卷。01，第1期;43-46
[15]S.V.Venkatesh,H.Sharada bai《内部和外部剪力墙的影响在受到侧向载荷建筑框架的性能》。地球科学国际期刊与工程，十月2011年，卷。04，没有06;571-576。
稿件收到，2012年8月
Misam Abidi，结构工程，Babasaheb安贝德卡博士
Marathwada大学/尼赫鲁Engieering学院，
奥兰加巴德（M.S），印度。
Mangulkar Madhuri.N，结构工程，Babasaheb博士
安贝德卡Marathwada大学/尼赫鲁Engieering学院，奥兰加巴德（M.S），印度。资料来源：HTTP：//https://www.wendangku.net/doc/a41478780.html,/paper/2088346
工程和先进技术的国际期刊（IJEAT）ISSN：2249-8958，卷1，第6，2012年8月
Review on Shear Wall for Soft Story High-Rise
Buildings
Abstract:Severe structural damage suffered by several modern buildings during recent earthquakes illustrates the importance of avoiding sudden changes in lateral stiffness and strength.Recent earthquakes that occurred have shown that a large number of existing reinforced concrete buildings are vulnerable to damage or even collapse during a strong earthquake.While damage and collapse due to soft story are most often observed in buildings,they can also be developed in other types of structures.The lower level containing the concrete columns behaved as a soft story in that the columns were unable to provide adequate shear resistance during the earthquake.So,in this paper highlights the importance for immediate measures to prevent the indiscriminate use of soft first story in buildings,which are designed without regard to the increased displacement,ductility and force demands in the first story and this paper argues the importance of novel design approach which has an advantage of interaction between rigid frames and shear walls.A combination of the two structural components leads to a highly efficient system,in which the shear wall resists the majority of the lateral loads in the lower portion of the building,and the frame supports the majority of the lateral loads in the upper portion of the building
Key Words:High rise buildings,RC frame linear behavior of shear wall,Soft Story/Weak Story.
I.INTRODUCTION
Urbanization and Growth of high rise buildings-United Nation sources predict that between 1990and2020the urban population of developing countries will increase by160%,a total Increase of2.2billion people.More and more large cities or even‘mega-cities’(defined by the United Nations(UN)as a city with a population of over eight million)will be created.The process of urbanization has been a common feature throughout the past decades,as communities generally intended to settle in favorable locations and to focus their commercial,political and cultural activities around central points which leads towards growth of High-rise Building. Many urban high rise buildings in India today have open first story as an unavoidable feature. The base floors of the existing buildings are generally arranged as garages or offices.No walls are built in at these floors due to its prescribed usage and comfort problems.But upper floors do have walls separating rooms from each other for the residential usage.In these arrangements,the
upper floors of most buildings are more rigid than their base floors.As a result,the seismic behaviors of the base and the upper floors are significantly different from each other.This phenomenon is called as the soft-story irregularity.“A soft story known as weak story is defined as a story in a building that has substantially less resistance or stiffness or inadequate ductility (energy absorption capacity)to resist the earthquake-induced building stresses.”If a building has a floor which is70%less stiff than the floor above it,it is considered a soft story building (UBC-1997,IBC-2003and ASCE-2002).This soft story creates a major weak point in an earthquake,and since soft stories are classically associated with retail spaces and parking garages,they are often on the lower stories of a building,which means that when they collapse, they can take the whole building down with them,causing serious structural damage which may render the structure totally unusable.
II.PROBLEM STATEMENT
The most destructive and unfortunately the most general irregularity in India stock of building structures that lead to collapse is certainly the soft story irregularity.The commercial and parking areas with higher story heights and less infill walls reduce the stiffness of the lateral load resisting system at that story and progressive collapse becomes unavoidable in a severe earthquake for such buildings.
Whereas the total seismic base shear as experienced by a building during an earthquake is dependent on its natural period,the seismic force distribution is dependent on the distribution of stiffness and mass along the height.In buildings with soft first story,the upper story’s being stiff, undergo smaller inter-story drifts.However,the inter-story drift in the soft first story is large.The strength demands on the columns in the first story for third buildings are also large,as the shear in the first story is maximum.For the upper story’s,however,the forces in the columns are effectively reduced due to the presence of the Buildings with abrupt changes in story stiffness’s have uneven lateral force distribution along the height,which is likely to locally induce stress concentration.This has adverse effect on the performance of buildings during ground shaking. Soft story’s are subjected to larger lateral loads during earthquakes and under lateral loads their lateral deformations are greater than those of other floors so the design of structural members of soft stories is critical and it should be different from the upper floors.Such features are highly undesirable in buildings built in seismically active areas;this has been verified in numerous experiences of strong shaking during the past earthquakes.
Nevzat Kirac et al[1]“Following factors or parameters affect the weak-story irregularity formation in structures;
?Height of the weak-story.
?Existence of mezzanine floor.
?Rigidity and distribution of columns in weak-story.
?Overhang and cantilever projection existence in weak-story.
?Infill wall material properties.
?Soil class and properties.
?Floor number.
?Seismic conditions
These factors must be considered for eliminating the destructive effects of the weak-story irregularity.
If weak story present in buildings,measures must be taken for preventing the adverse effects of this irregularity.
III.REVIEW OF LITERATURE
Shear walls are one of the most efficient lateral force resisting elements in multistoried buildings.Shear walls are incorporated in conjunctions with steel or reinforced concrete moment resisting frame to resist the major portion of lateral
load induced by an earthquake.
A significant amount of research work on various structural aspects of shear walls has been done by many investigators and till date the structural walls are among the
major concern in the research area.Such as
Khan and Sbarounis[2]proposed a novel design approach of combining the frame with shear wall for soft story building to minimize the weak story effects during earthquake.The lateral load resistance of tall wall-frame building structures comprising a combination of momentresisting frames and shear walls that are reduced in size or terminated entirely at intermediate heights is investigated.Nollet and Smith[3]investigated the behavior of wall frame structure using two-dimensional models,in which shear walls were reduced in size or terminated entirely at intermediate heights and proposed that curtailment of walls was not necessarily detrimental to the performance of the structures.Frank et al[4]carried out experiments on wood shear walls and found that walls with oversized large panels resisted more load.Jaswant N. Arlekar et al[5]focused on immediate measures need to be adopted to prevent seismic responses of soft first story’s in buildings,by avoiding the existents of soft first story’s and by providing adequate lateral strength in the first story.Wen and Song[6]had carried out the redundancies of SMRF and dual systems by considering various structural configuration(number of bays and shear walls),ductility capacity,uncertainty in demand and capacity,interaction between walls and moment frames,and three-dimensional(3-D)motions and found that in a dual system the number of shear walls had a small effect on structural reliability under earthquake.Rahul Rana et al[7]had discussed the importance of Pushover analysis as a useful tool of Performance Based
Seismic Engineering to study post-yield behavior of a structure which requires less effort and deals with much less amount of data than a nonlinear response history analysis.Zhao and Abolhassan[8]discussed the advantages and disadvantages of traditional RC Shear walls and steel walls.They found that composite shear walls,that is,steel plate shear wall with RC wall attached to one side of it using bolts can mitigate most of the disadvantages of both RC and steel shear walls and take advantage of the best characteristics of the2construction materials affected the maximum base shear caused by earthquakes of steel and concrete.
Han-Seon Lee and Dong-Woo Ko[9]analyses seismic response on high-rise RC bearing-wall structures with three types of irregularity at the bottom stories and states that the existence of shear wall reduces remarkably shear deformation at the lower frame,but had almost a negligible effect on the reduction of the overturning deformation,base shear,and overturning moment (OTM).
O.Esmaili,S.Epackachi,M.Samadzad and S.R.Mirghaderi[10]studied the structural aspects of one of the tallest RC buildings,located in the high seismic zone,with56stories.In which shear wall system with irregular openings were utilized under both lateral and gravity loads,concluded that confinement of concrete in shear walls is a good way to provide more level of ductility and getting more stable behavior.M.Ashraf*,Z.A.Siddiqi and M.A.Javed[11] proposes that the proper placement of shear wall at a point of coinciding center of gravity and centroid of the building by carrying out experiment on multistory building by changing shear walls location which were subjected to lateral and gravity loading in accordance with UBC provisions
Shahabodin.Zaregarizi[12]had done comparative study on shear walls and concrete infill’s to improve seismic performance on existing buildings and found that concrete infill’s have considerable strength while Brick one has lower strength and such combination of concrete and brick infill’s can reduces the negative effects of brick and concrete infill’s.Anshuman.S, Dipendu Bhunia,Bhavin Ramjiyani[13]focused on the solution for shear wall location in multistory building based on its both elastic and elastic-plastic behaviors.R.S.Malik,S.K. Madan,V.K.Sehgal[14]analyzed the effect of height on the curtailment of shear wall.R.C special moment resisting frames and concluded that that curtailment of shear wall up to50% height of the building had a marginal effect on the distribution of horizontal story shear among the shear wall frames and interior frames.But height of the building has a significant role in story shear distribution.
S.V.Venkatesh,H.Sharada Bai[15]discussed,the difference in structural behavior of10 story basic moment resisting RC frames when provided with two different types of shear wall as Lateral(earthquake)Load Resisting Structural systems(LLRS)concluded that External shear
walls serve as an alternative to internal shear walls in retrofitting seismically deficient structures, particularly when it is not possible to vacate the building during retrofitting.
IV.CONCLUSION AND RECOMMENDATIONS
RC frame buildings with open first story’s are known to perform poorly during in strong earthquake shaking.The large opening on the lowest floor causing the stiffness is relative low compare to the stiffness at the story above thus there is need of immediate measure to prevent to indiscrimate use of soft story in building which are design without regard to increase the displacement,ductility and force demand in the first story this paper highlight the various factors which are responsible for failure of high rise building under seismic forces and also argues the importance of shear wall as a one of the efficient approach to eliminate seismic failure of soft story high rise building
This paper has tried to discuss various aspects regarding shear wall discussed by many of the investigators on adding shear wall to the building in different arrangement in order to reduce soft story effect on structural seismic response in earthquake excitation.It was found that location, number and curtailment of shear wall acts an important factor for the soft story structures to displace during earthquake.
From the review of literature its shows that use of shear wall is a good way to provide more level of ductility and getting more stable behavior and appear to be an novel approach to reduce effect of soft story in seismic response.in the other hand,vulnerability level of existing high rise building can be increased by adding
different arrangement of shear wall on building and it will help for retrofitting of structure to resist the major portion of lateral load induced by an earthquake.
ACKNOWLEDGMENT
The authors wish to thank the Management,Principal,Head of Civil Engineering Department and Staff of Jawaharlal Nehru Engineering College and Authorities of Dr.
Babasaheb Ambedker Marathwada University for their support.
REFERENCES
[1]Nevzat Kirac,Mizam Dogan,Hakan Ozbasaran.“Failure of weak-storey during earthquakes”. Engineering Failure Analysis2011,18;572–581
[2]Khan F.R.and Sbarounis.J.A,“Interaction of shear walls and frames.Journal of the Struct.Div”,ASCE,90(3).1964,285-335.
[3]Marie-Jose Nollet and Bryan Stafford Smith.“Behavior of curtailed wall–frame structures”.Journal of Structural Engineering,October1993,Vol.119,No.10;2835-54.
[4]Frank Lam,Helmut G.L.Prion,z and Ming He.“Lateral resistance of wood shear walls with large sheathing panels”.Journal of structural engineering,December1997,Vol.123,No. 12;1667-73
[5]Jaswant N.Arlekar,Sudhir K.Jain and C.V.R.Murty.“Seismic response of RC frames buildings with soft first storeys”.Proceedings of the CBRI Golden Jubilee Conference on Natural Hazards in Urban Habitat,1997,New Delhi
[6]Y.K.Wen and S.-H.Song.“Structural Reliability/Redundancy under Earthquakes”.Journal of Structural Engineering,January1,2003,Vol.129,No.1;1-56–67.
[7]Rahul RANA,Limin JIN and Atila ZEKIOGLU.“Pushover analysis of a19story concrete shear wall Building”.13th World Conference on Earthquake Engineering.Vancouver,B.C.,Canada August1-6,2004;133
[8]Qiuhong Zhao,Abolhassan Astaneh-Asl.“Cyclic behavior of traditional and innovative composite shear walls”.Journal of Structural Engineering,February1,2004,Vol.130,No.2; 2-271–284.
[9]Han-Seon Lee,Dong-Woo Ko.“Seismic response characteristics of high-rise RC wall buildings having different irregularities in lower stories”.Journal of Structural Engineering, February1,2004,Vol.130,
No.2;2-271–284
[10]O.Esmaili,S.Epackachi,M.Samadzad,S.R.Mirghaderi.“Study of structural RC shears wall system in a56-story RC tall building”.The14thWorld Conference on Earthquake Engineering, Beijing,China October12-17,2008.
[11]M.Ashraf,Z.A.Siddiqi,M.A.Javed.“Configuration of a multistory building subjected to lateral forces”.Asian journal of civil engineering(building and housing),(2008),vol. 9,no.5;525-537.
[12]Shahabodin.Zaregarizi.“Comparative investigation on using shear wall and infill to improve seismic performance of existing buildings”.The14th World Conference on Earthquake Engineering,Beijing,China.October12-17,2008.
[13]Anshuman.S,Dipendu Bhunia,Bhavin Ramjiyani.“Solution of shear wall location in multi-storey building”.International journal of civil and structural engineering,2011, Vol.02,no02;493-506
[14]R.S.Malik,S.K.Madan,V.K.Sehgal.“Effect of height on seismic response of reinforced cement concrete framed buildings with curtailed shear wall”.Journal of Engineering and Technology,Jan-Jun2011,Vol.01,Issue1;43-46
[15]S.V.Venkatesh,H.Sharada bai,“Effect of internal&external shear wall on performance of building frame subjected to lateral load”.International Journal of Earth Sciences and Engineering,October2011,Vol.04,No06;571-576.
Manuscript received on August,2012
Misam Abidi,Structural Engineering,Dr Babasaheb Ambedkar
Marathwada University/Jawaharlal Nehru Engieering College,
Aurangabad(M.S),India.
Mangulkar Madhuri.N,Structural Engineering,Dr Babasaheb
Ambedkar Marathwada University/Jawaharlal Nehru Engieering College,
Aurangabad(M.S),India.
Source：https://www.wendangku.net/doc/a41478780.html,/paper/2088346
International Journal of Engineering and Advanced Technology(IJEAT)
ISSN:2249–8958,Volume-1,Issue-6,August2012
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附件1：外文资料翻译译文 64位PCI扩展 1.64位数据传送和64位寻址：独立的能力 PCI规范给出了允许64位总线主设备与64位目标实现64位数据传送的机理。在传送的开始，如果回应目标是一个64位或32位设备，64位总线设备会自动识别。如果它是64位设备，达到8个字节（一个4字）可以在每个数据段中传送。假定是一串0等待状态数据段。在33MHz总线速率上可以每秒264兆字节获取（8字节／传送＊33百万传送字／秒），在66MHz总线上可以528M字节／秒获取。如果回应目标是32位设备，总线主设备会自动识别并且在下部4位数据通道上（AD[31::00]）引导，所以数据指向或来自目标。 规范也定义了64位存储器寻址功能。此功能只用于寻址驻留在4GB地址边界以上的存储器目标。32位和64位总线主设备都可以实现64位寻址。此外，对64位寻址反映的存储器目标（驻留在4GB地址边界上）可以看作32位或64位目标来实现。 注意64位寻址和64位数据传送功能是两种特性，各自独立并且严格区分开来是非常重要的。一个设备可以支持一种、另一种、都支持或都不支持。 2.64位扩展信号 为了支持64位数据传送功能，PCI总线另有39个引脚。 ●REQ64#被64位总线主设备有效表明它想执行64位数据传送操作。REQ64#与FRAME#信号具有相同的时序和间隔。REQ64#信号必须由系统主板上的上拉电阻来支持。当32位总线主设备进行传送时，REQ64#不能又漂移。 ●ACK64#被目标有效以回应被主设备有效的REQ64#（如果目标支持64位数据传送），ACK64#与DEVSEL#具有相同的时序和间隔（但是直到REQ64#被主设备有效，ACK64#才可被有效）。像REQ64#一样，ACK64#信号线也必须由系统主板上的上拉电阻来支持。当32位设备是传送目标时，ACK64#不能漂移。 ●AD[64::32]包含上部4位地址／数据通道。 ●C/BE#[7::4]包含高4位命令/字节使能信号。 ●PAR64是为上部4个AD通道和上部4位C/BE信号线提供偶校验的奇偶校验位。 以下是几小结详细讨论64位数据传送和寻址功能。 3.在32位插入式连接器上的64位卡
英文翻译与英文原文.陈--
翻译文献：INVESTIGATION ON DYNAMIC PERFORMANCE OF SLIDE UNIT IN MODULAR MACHINE TOOL （对组合机床滑台动态性能的调查报告） 文献作者：Peter Dransfield, 出处：Peter Dransfield, Hydraulic Control System-Design and Analysis of TheirDynamics, Springer-Verlag, 1981 翻译页数：p139—144 英文译文： 对组合机床滑台动态性能的调查报告 【摘要】这一张纸处理调查利用有束缚力的曲线图和状态空间分析法对组合机床滑台的滑动影响和运动平稳性问题进行分析与研究，从而建立了滑台的液压驱动系统一自调背压调速系统的动态数学模型。通过计算机数字仿真系统，分析了滑台产生滑动影响和运动不平稳的原因及主要影响因素。从那些中可以得出那样的结论，如果能合理地设计液压缸和自调背压调压阀的结构尺寸. 本文中所使用的符号如下： s1-流源，即调速阀出口流量； S el—滑台滑动摩擦力 R一滑台等效粘性摩擦系数： I1—滑台与油缸的质量 12—自调背压阀阀心质量 C1、c2—油缸无杆腔及有杆腔的液容； C2—自调背压阀弹簧柔度； R1, R2自调背压阀阻尼孔液阻， R9—自调背压阀阀口液阻 S e2—自调背压阀弹簧的初始预紧力； I4, I5—管路的等效液感 C5、C6—管路的等效液容： R5, R7-管路的等效液阻； V3, V4—油缸无杆腔及有杆腔内容积； P3, P4—油缸无杆腔及有杆腔的压力 F—滑台承受负载， V—滑台运动速度。本文采用功率键合图和状态空间分折法建立系统的运动数学模型，滑台的动态特性可以能得到显著改善。
外文翻译原文
204/JOURNAL OF BRIDGE ENGINEERING/AUGUST1999
JOURNAL OF BRIDGE ENGINEERING /AUGUST 1999/205 ends.The stress state in each cylindrical strip was determined from the total potential energy of a nonlinear arch model using the Rayleigh-Ritz method. It was emphasized that the membrane stresses in the com-pression region of the curved models were less than those predicted by linear theory and that there was an accompanying increase in ?ange resultant force.The maximum web bending stress was shown to occur at 0.20h from the compression ?ange for the simple support stiffness condition and 0.24h for the ?xed condition,where h is the height of the analytical panel.It was noted that 0.20h would be the optimum position for longitudinal stiffeners in curved girders,which is the same as for straight girders based on stability requirements.From the ?xed condition cases it was determined that there was no signi?cant change in the membrane stresses (from free to ?xed)but that there was a signi?cant effect on the web bend-ing stresses.Numerical results were generated for the reduc-tion in effective moment required to produce initial yield in the ?anges based on curvature and web slenderness for a panel aspect ratio of 1.0and a web-to-?ange area ratio of 2.0.From the results,a maximum reduction of about 13%was noted for a /R =0.167and about 8%for a /R =0.10(h /t w =150),both of which would correspond to extreme curvature,where a is the length of the analytical panel (modeling the distance be-tween transverse stiffeners)and R is the radius of curvature.To apply the parametric results to developing design criteria for practical curved girders,the de?ections and web bending stresses that would occur for girders with a curvature corre-sponding to the initial imperfection out-of-?atness limit of D /120was used.It was noted that,for a panel with an aspect ratio of 1.0,this would correspond to a curvature of a /R =0.067.The values of moment reduction using this approach were compared with those presented by Basler (Basler and Thurlimann 1961;Vincent 1969).Numerical results based on this limit were generated,and the following web-slenderness requirement was derived: 2 D 36,500a a =1?8.6?34 (1) ? ??? t R R F w ?y where D =unsupported distance between ?anges;and F y =yield stress in psi. An extension of this work was published a year later,when Culver et al.(1973)checked the accuracy of the isolated elas-tically supported cylindrical strips by treating the panel as a unit two-way shell rather than as individual strips.The ?ange/web boundaries were modeled as ?xed,and the boundaries at the transverse stiffeners were modeled as ?xed and simple.Longitudinal stiffeners were modeled with moments of inertias as multiples of the AASHO (Standard 1969)values for straight https://www.wendangku.net/doc/a41478780.html,ing analytical results obtained for the slenderness required to limit the plate bending stresses in the curved panel to those of a ?at panel with the maximum allowed out-of-?atness (a /R =0.067)and with D /t w =330,the following equa-tion was developed for curved plate girder web slenderness with one longitudinal stiffener: D 46,000a a =1?2.9 ?2.2 (2) ? ? ? t R f R w ?b where the calculated bending stress,f b ,is in psi.It was further concluded that if longitudinal stiffeners are located in both the tension and compression regions,the reduction in D /t w will not be required.For the case of two stiffeners,web bending in both regions is reduced and the web slenderness could be de-signed as a straight girder panel.Eq.(1)is currently used in the ‘‘Load Factor Design’’portion of the Guide Speci?cations ,and (2)is used in the ‘‘Allowable Stress Design’’portion for girders stiffened with one longitudinal stiffener.This work was continued by Mariani et al.(1973),where the optimum trans-verse stiffener rigidity was determined analytically. During almost the same time,Abdel-Sayed (1973)studied the prebuckling and elastic buckling behavior of curved web panels and proposed approximate conservative equations for estimating the critical load under pure normal loading (stress),pure shear,and combined normal and shear loading.The linear theory of shells was used.The panel was simply supported along all four edges with no torsional rigidity of the ?anges provided.The transverse stiffeners were therefore assumed to be rigid in their directions (no strains could be developed along the edges of the panels).The Galerkin method was used to solve the governing differential equations,and minimum eigenvalues of the critical load were calculated and presented for a wide range of loading conditions (bedding,shear,and combined),aspect ratios,and curvatures.For all cases,it was demonstrated that the critical load is higher for curved panels over the comparable ?at panel and increases with an increase in curvature. In 1980,Daniels et al.summarized the Lehigh University ?ve-year experimental research program on the fatigue behav-ior of horizontally curved bridges and concluded that the slen-derness limits suggested by Culver were too severe.Equations for ‘‘Load Factor Design’’and for ‘‘Allowable Stress Design’’were developed (respectively)as D 36,500a =1?4?192(3)? ?t R F w ?y D 23,000a =1?4 ?170 (4) ? ? t R f w ?b The latter equation is currently used in the ‘‘Allowable Stress Design’’portion of the Guide Speci?cations for girders not stiffened longitudinally. Numerous analytical and experimental works on the subject have also been published by Japanese researchers since the end of the CURT project.Mikami and colleagues presented work in Japanese journals (Mikami et al.1980;Mikami and Furunishi 1981)and later in the ASCE Journal of Engineering Mechanics (Mikami and Furunishi 1984)on the nonlinear be-havior of cylindrical web panels under bending and combined bending and shear.They analyzed the cylindrical panels based on Washizu’s (1975)nonlinear theory of shells.The governing nonlinear differential equations were solved numerically by the ?nite-difference method.Simple support boundary condi-tions were assumed along the curved boundaries (top and bot-tom at the ?ange locations)and both simple and ?xed support conditions were used at the straight (vertical)boundaries.The large displacement behavior was demonstrated by Mi-kami and Furunishi for a range of geometric properties.Nu-merical values of the load,de?ection,membrane stress,bend-ing stress,and torsional stress were obtained,but no equations for design use were presented.Signi?cant conclusions include that:(1)the compressive membrane stress in the circumfer-ential direction decreases with an increase in curvature;(2)the panel under combined bending and shear exhibits a lower level of the circumferential membrane stress as compared with the panel under pure bending,and as a result,the bending moment carried by the web panel is reduced;and (3)the plate bending stress under combined bending and shear is larger than that under pure bending.No formulations or recommendations for direct design use were made. Kuranishi and Hiwatashi (1981,1983)used the ?nite-ele-ment method to demonstrate the elastic ?nite displacement be-havior of curved I-girder webs under bending using models with and without ?ange rigidities.Rotation was not allowed (?xed condition)about the vertical axis at the ends of the panel (transverse stiffener locations).Again,the nonlinear distribu-
污水处理外文翻译(带原文)
提高塔式复合人工湿地处理农村生活污水的 脱氮效率1 摘要： 努力保护水源，尤其是在乡镇地区的饮用水源，是中国污水处理当前面临的主要问题。氮元素在水体富营养化和对水生物的潜在毒害方面的重要作用，目前废水脱氮已成为首要关注的焦点。人工湿地作为一种小型的，处理费用较低的方法被用于处理乡镇生活污水。比起活性炭在脱氮方面显示出的广阔前景，人工湿地系统由于溶解氧的缺乏而在脱氮方面存在一定的制约。为了提高脱氮效率，一种新型三阶段塔式混合湿地结构----人工湿地（thcw）应运而生。它的第一部分和第三部分是水平流矩形湿地结构，第二部分分三层，呈圆形，呈紊流状态。塔式结构中水流由顶层进入第二层及底层，形成瀑布溢流，因此水中溶解氧浓度增加，从而提高了硝化反应效率，反硝化效率也由于有另外的有机物的加入而得到了改善，增加反硝化速率的另一个原因是直接通过旁路进入第二部分的废水中带入的足量有机物。常绿植物池柏（Taxodium ascendens），经济作物蔺草（Schoenoplectus trigueter），野茭白（Zizania aquatica），有装饰性的多花植物睡莲（Nymphaea tetragona），香蒲（Typha angustifolia）被种植在湿地中。该系统对总悬浮物、化学需氧量、氨氮、总氮和总磷的去除率分别为89%、85%、83%、83% 和64%。高水力负荷和低水力负荷（16 cm/d 和32 cm/d）对于塔式复合人工湿地结构的性能没有显著的影响。通过硝化活性和硝化速率的测定，发现硝化和反硝化是湿地脱氮的主要机理。塔式复合人工湿地结构同样具有观赏的价值。 关键词： 人工湿地；硝化作用；反硝化作用；生活污水；脱氮；硝化细菌；反硝化细菌 １. 前言 对于提高水源水质的广泛需求，尤其是提高饮用水水源水质的需求是目前废水深度处理的技术发展指向。在中国的乡镇地区，生活污水是直接排入湖泊、河流、土壤、海洋等水源中。这些缺乏处理的污水排放对于很多水库、湖泊不能达到水质标准是有责任的。许多位于中国的乡镇地区的社区缺乏足够的生活污水处理设备。由于山区地形、人口分散、经济基础差等原因，废水的收集和处理是很成问题的。由于资源短缺，经济欠发达地区所采取的废水处理技术必须低价高效，并且要便于施用，能量输入及维护费用较低，而且要保证出水能达标。建造在城市中基于活性污泥床的废水集中处理厂，对于小乡镇缺乏经济适用性，主要是由于污水收集结构的建造费用高。 1Ecological Engineering，Fen xia ，Ying Li。