-土木工程专业--外文文献翻译-高层框架剪力墙结构设计-

学校代码10128学号本科外文文献翻译题目Shear wall structural design ofhigh-level framework学生姓名学院土木工程学院系别建筑工程系专业土木工程专业建筑工程方向班级土木08-5班指导教师Shear wallstructural design of high-level frameworkWuJichengAbstract:In thispaper thebasic conceptsof manpowerfrom the frame shearwall structure,analysis of the structuraldesignof the contentof the frameshear wall,including theseismic wallshear span ratio design,and aconcretestructure in the mostmonly usedframe shear wall structurethe designofpoints tonote.Keywords:concrete;frame shear wall structure;high-rise buildingsThewall is a modernhigh-rise buildingsis animportant buildingcontent,the sizeof theframe shear wall mustply withbuilding regulations.Theprinciple isthat thelarger sizebut thethickness mustbe smallergeometricfeatures should be presentedto theplate,the forceis closeto cylindrical.Thewall shear wall structureisaflat ponent.Its exposureto theforce alongtheplane levelof therole of shear andmoment,must alsotake intoaccount theverticalpressure.Operate under the binedaction ofbending momentsandaxial forceand shearforce by the cantileverdeep beamunderthe action of theforce levelto lookinto thebottom mountedon thebasis of.Shear wallisdivided intoa wholewall andthe associatedshear wallin theactual project,awhole wallfor example,such asgeneral housingconstruction in the gableorfish bonestructure filmwalls andsmall openingswall.Coupled Shearwallsare connectedbythecoupling beamshearwall.But becausethe generalcouplingbeam stiffnessis less than the wall stiffnessof thelimbs,so.Walllimb aloneis obvious.The centralbeam of the inflection point topay attentionto thewallpressure thanthe limitsof thelimb axis.Will forma shortwidebeams,wide columnwall limbshearwallopenings toolarge ponentat bothendswith justthe domainof variablecross-section rodin the internal forcesundertheactionof manyWall limbinflectionpointTherefore,thecalculations andconstruction shouldAccordingto approximatethe framestructure to consider.The designof shearwalls shouldbe basedon thecharacteristicsof avariety ofwall itself,and differentmechanicalcharacteristics andrequirements,wall of theinternal force distributionandfailure modesof specificand prehensiveconsideration of the designreinforcementand structuralmeasures.Frame shearwallstructuredesign istoconsider thestructure ofthe overallanalysis forboth directionsof thehorizontaland verticaleffects.Obtain theinternalforceis requiredinaccordance withthe biasor partialpull normalsection forcecalculation.Thewall structureoftheframe shearwallstructuraldesignofthe contentframehigh-rise buildings,in theactual projectintheuse ofthe mostseismic wallshavesufficient quantitiesto meetthe limitsofthelayer displacement,thelocation isrelatively flexible.Seismic wallfor continuouslayout,full-lengththrough.Should bedesigned toavoid thewall mutationsin limblength andalignmentis notup anddown thehole.The sametime.The insideoftheholemargins columnshould not be lessthan300mm in order toguarantee thelengthofthe column as the edgeoftheponent andconstraint edgeponents.The bi-directional lateralforce resistingstructural formof verticalandhorizontal wallconnected.Each otherastheaffinity ofthe shearwall.For one,two seismicframe shearwalls,even beamhigh ratioshould not greater than5and aheight ofnot lessthan400mm.Midline columnand beams,wall midlineshould notbegreater thanthecolumnwidth of1/4,inorderto reducethetorsional effectoftheseismic actionon thecolumn.Otherwise canbe takentostrengthen thestirrup ratiointhecolumn tomake up.If theshearwallshearspan thanthe bigtwo.Even the beam cross-height ratiogreater than

2.5,thenthe designpressure ofthe cutshould notmake abig

0.

2.However,if theshearwall shearspanratioof lessthan twocoupling beamsspan oflessthan

2.5,then theshear pressionratio isnotgreaterthan

0.

15.The otherhand,thebottom oftheframeshearwallstructuretoenhance thedesign shouldnot belessthan200mm andnot lessthan storey1/16,other partsshouldnotbe lessthan160mm andnot lessthan storey1/

20.Around thewall oftheframeshearwall structureshouldbeset tothebeamor darkbeam andthe sidecolumn toforma border.Horizontal distributionofshearwalls canfrom theshear effect,this designwhen buildinghigher longeror framestructure reinforcementshouldbe appropriately increased,especially inthe sensitiveparts ofthe beampositionor temperature,stiffness changeis bestappropriatelyincreased,thenconsideration shouldbe giventothewall verticalreinforcement,because itismainly fromthe bendingeffect,and takein somemulti-storey shearwallstructure reinforcedreinforcement rate-like lessconstrained edgeof theponentor ponentsreinforcement ofthe edgeponent.References:[1sad Hayashi,He Yarning.On theshort shearwall high-risebuilding design[J].Keyuan,20XX,

02.高层框架剪力墙结构设计摘要本文从框架剪力墙结构设计的基本概念人手，分析了框架剪力墙的构造设计内容，包括抗震墙、剪跨比等的设计，并出混凝土结构中最常用的框架剪力墙结构设计的注意要点关键词:混凝土；框架剪力墙结构；高层建筑剪力墙是现代高层建筑中一项重要建筑内容，框架剪力墙的尺寸大小必须符合建筑规定.原则是尺寸较大但厚度必须较小，几何特征应该呈板状，受力接近于柱形在剪力墙结构中墙是平面构件.其承受力沿着平面作用的水平剪力和弯矩外，还必须考虑到竖向压力在弯矩和轴力及剪力的共同作用下进行作业，其受力水平作用下可以看成了底部嵌固于基础上的悬臂深梁在实际工程中剪力墙分为整体墙和联肢墙，整体墙就比方如一般房屋建筑的山墙或者鱼骨式结构片墙和小开洞墙而联肢墙是由连梁联接起来的剪力墙.但是因为一般连梁的刚度要小于墙肢的刚度，所以.墙肢单独作用非常明显连梁中部出现的反弯点要注意墙肢轴的压比限值当剪力墙开洞过大时便形成宽梁、宽柱所组成的短墙肢，构件形成的两端带有刚域的变截面杆件在内力作用下许多墙肢将出现反弯点，因此，计算和构造应该照近似框架结构来考虑设计剪力墙时，应该根据各种墙体本身的特点，以及不同的受力特征和要求，墙体内力分布状态和破坏形态全面具体地考虑设计配筋和构造措施框架剪力墙结构设计是考虑了水平和竖直两个方向作用所进行的结构整体分析.所以求得内力后需按照偏压或偏拉进行正截面受力计算框架剪力墙的构造设计内容框架墙结构就高层建筑而言，在实际工程中运用最多，抗震墙要有足够的数量以满足层间位移限值，位置相对灵活抗震墙适合连续布置、全长贯通在设计时应避免墙肢长度的突变以及洞口上下的不对齐同时.洞边距柱的内侧应不小于以保证柱作为边缘构件的作用和约束边缘构件的长度300mm双向抗侧力的结构形式是使纵横墙相连.使彼此成为有缘的剪力墙对于

一、二级抗震框架剪力墙，连梁跨高比不宜大于且高度不小于5,柱中线与梁、墙中线不宜大于柱宽的以减少地震作用对400mm1/4,柱的扭转效应.否则可以采取加强柱内配箍率的方法来弥补如果剪力墙的剪跨比大干连梁的跨高比大于那么设计的剪压比不宜大干

2.

2.5,.但如果剪力墙的剪跨比小于连梁的跨度小于那么剪压比不

0.

222.5,大于另一方面,框架剪力墙结构的底部加强区的设计范围应该

0.15不小于且不小于层高的其他部位应不小于且不小200mm1/16,160mm于层高的框架剪力墙结构的墙周围应设置梁或暗梁与端柱组成1/

20.边框剪力墙的水平分布能够起抗剪作用，这种设计中当建筑物较高较长或为框剪结构时配筋应该适当增加，特别是在梁部位或温度、刚度变化等敏感部位最好适当增加，这时还应该考虑到墙的竖向钢筋，因为它主要起抗弯作用，并且在一些多层剪力墙构造配筋时所取的配筋率般不扣除约束边缘构件或构件边缘构件的钢筋〜参考文献［恻林荣，何雅明.浅议高层建筑短肢剪力墙的设计【】.今1J日科苑,20XX,

02.。