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'土木工程框剪结构本科生毕业设计说明书题目:内蒙古众兴煤炭集团有限责任公司集团办公楼(方案二)学生姓名:xxx学号:xxxxx专业:土木工程班级:土木xxx班指导教师:xxx内蒙古众兴煤炭集团有限责任公司办公楼摘要
根据包头市规划部门及甲方要求,该建筑地上9层,地下一层。地下室层高4.0m,底层层高5.7m,其它层层高4.2m。采用现浇钢筋混凝土框架—剪力墙结构体系。建筑结构的安全等级为二级,结构设计使用年限为50年。基础采用筏形基础,抗震设防烈度为8度,剪力墙的抗震等级为一级,框架的抗震等级为二级。总建筑面积为1140.48m2,建筑高度为39.3m,总占地面积1500m2。底层设有结算中心和销售场所,二层设有档案室和会议室,三层以上为办公场所,由开放式办公室、洽谈室、总经理室、秘书室、小会议室、高管室、会客室等组成,面积和数量不限。本设计包括建筑和结构两部分。建筑部分主要包括建筑平面、立面及楼梯的设计。结构设计部分主要包括结构方案的选择及确定、结构构件的布置,结构各构件的刚度计算、水平地震作用下内力计算;利用结构设计软件PKPM对整体进行计算,并把主要控制截面的内力与手算进行比较。利用电算的结果对一榀框架、一片剪力墙和基础进行内力组合并对其截面设计。[关键词]框架-剪力墙协同工作分析电算内力组合ThearchitecturalandstructuraldesignoftheZhongXingOfficeBuildinginInnerMongolia(projectII)
AbstractBaotoucityplanningdepartmentandtheownerrequired,thefloorofthebuildingofninefloorsatbasementlevel.Basementstorey4.0m,theunderlyingstorey5.7m,otherlayersof4.2m.Situreinforcedconcreteframe-shearwallstructure.Thelevelofsecurityinthebuildingstructureforthetwo,andstructuraldesignlifeof50years.Raftfoundationbasedontheseismicintensityof8degrees,theshearwallseismicratinglevel,theseismicratingoftwo.Thetotalconstructionareaof1140.8m2,buildingheightis39.3m,thetotalareaof1500m2.Thebottomhasaclearingcenterandsalessites,thesecondfloorofafileroomandmeetingroom,threemorethanofficespace,open-planoffice,thenegotiatingroom,theGeneralManager"sOffice,OfficeoftheSecretary,conferencerooms,executiverooms,willThepassengercompartmentsuchascomposition,sizeandunlimitednumberof.Thisdesigniscomposedofarchitecturedesignandstructuredesign.Archetecturedesignincludesplane,elevationandstairsdesign.Thestructuredesignincludesstructurescheme,stiffnessandstrengthofthestructure.Thestiffnesscalculationandinternalforcecalculationunderhorizontalseismicactionofstructurecomponents.UtilizingstructuresoftwarePKPMtocalculateabeam,andcomparingthemaincontrolsectionoftheinternalforceswiththemanualmethod.ThelastIcombinatethecomputercaculationofonebasisframe,shearwallandthefundation,andIalsodesignthesectionofthestructures.[Keyword]theframe-shearingforcewall,jointoperationanalysis,computercalculation,endogenicforcescombaninations目录摘要.............................................................................................................................................I
Abstract.....................................................................................................................................III第一章工程概况及结构布置.................................................................................................11.1设计原始资料...........................................................................................................11.1.1建筑结构安全等级及设计使用年限.......................................................................11.1.2自然条件....................................................................................................................11.1.3工程地质、水文及气象资料....................................................................................11.2结构布置...................................................................................................................21.2.1结构平面布置原则.........................................................................................21.2.2结构竖向布置原则.........................................................................................21.2.3变形缝的布置原则.........................................................................................21.3剪力墙的布置及间距...............................................................................................21.3.1剪力墙的布置原则.........................................................................................21.3.2剪力墙的间距.................................................................................................31.4结构的总体布置.......................................................................................................31.4.1高层建筑的结构体系的最大高度.................................................................31.4.2结构高宽比H/B.............................................................................................31.4.3结构平面形状.................................................................................................41.4.4结构柱网布置的形式.....................................................................................4第二章结构构件截面尺寸初选...............................................................................................62.1框架梁截面尺寸的初选..............................................................................................62.1.1梁的强度等级....................................................................................................62.1.2框架梁尺寸的初估...........................................................................................62.2框架柱截面尺寸的初选..............................................................................................72.2.1柱的强度等级............................................................................................................72.2.2剪力墙的数量....................................................................................................72.3填充墙截面的初选......................................................................................................82.4剪力墙的选择..............................................................................................................82.4.1剪力墙的强度等级............................................................................................82.4.2剪力墙尺寸的确定............................................................................................82.5板的截面尺寸确定.......................................................................................................9
2.5.1板混凝土强度等级...........................................................................................92.5.2板的厚度确定...................................................................................................92.5.3板的类型...........................................................................................................9第三章荷载计算.......................................................................................................................103.1工程做法的荷载计算................................................................................................103.2梁间荷载的计算.......................................................................................................143.3各层柱梁自重的计算.................................................................................................183.4楼面荷载的计算........................................................................................................193.5各层墙体荷载计算....................................................................................................213.6重力荷载代表值的计算.............................................................................................26第四章楼板及次梁设计.........................................................................................................284.1板的设计....................................................................................................................284.1.1标准层①号单向板的计算...............................................................................284.1.2标准层③号板的计算.......................................................................................304.1.3A号次梁的设计............................................................................................32第五章电算结果.......................................................................................................................35第六章地震作用及结构抗震验算.........................................................................................556.1梁线刚度计算............................................................................................................556.2柱线刚度计算...........................................................................................................556.3框架柱侧移刚度及框架刚度计算............................................................................566.3.1框架柱侧移刚度及框架刚度计算...............................................................566.3.2总框架的等效刚度..........................................................................................596.4剪力墙等效刚度计算................................................................................................596.4.1剪力墙W-1等效刚度的计算.......................................................................606.4.2剪力墙W-2等效刚度的计算......................................................................626.4.3剪力墙W-3等效刚度的计算.......................................................................656.4.4剪力墙W-4等效刚度的计算.....................................................................706.5结构基本自震周期的计算及水平地震作用计算...................................................736.5.1结构的基本周期...........................................................................................736.5.2结构的水平地震作用...................................................................................73
6.6水平地震作用下框架-剪力墙地震内力...................................................................746.6.1框架层间地震剪力的计算..........................................................................746.6.2位移计算与验算..............................................................................................75第七章框架―剪力墙协同工作分析.......................................................................................777.1剪力墙的地震剪力和弯矩标准值分配....................................................................777.2框架柱的地震剪力和弯矩标准值分配....................................................................787.3水平地震作用下柱端弯矩标准值的计算................................................................787.3.1反弯点高度的确定...........................................................................................787.3.2水平地震作用下柱端弯矩标准值.................................................................797.4水平剪力作用下梁端剪力及柱轴力的计算............................................................807.5水平地震力作用下内力图........................................................................................81第八章风荷载作用下框架的内力.........................................................................................828.1风荷载标准值的计算................................................................................................828.2建筑物总风荷载的计算............................................................................................828.3风荷载作用下结构的内力计算................................................................................838.3.1风荷载作用下框架的内力..............................................................................838.3.2风荷载作用下剪力墙的内力..........................................................................848.3.3风荷载作用下一片剪力墙的内力..................................................................848.3.4风荷载剪力在边框框架柱的分配..................................................................858.3.5风荷载作用下边框框架柱端弯矩标准值的计算..........................................858.3.6风荷载作用下边框框架梁端弯矩、剪力和柱轴力标准值的计算..............86第九章竖向荷载作用下框架的内力.......................................................................................879.1计算单元的确定........................................................................................................879.2恒荷载计算................................................................................................................879.3活荷载计算................................................................................................................909.4梁端弯矩计算...........................................................................................................939.5梁柱的转动刚度........................................................................................................949.6分配系数的计算........................................................................................................949.7弯矩分配与传递........................................................................................................959.8竖向荷载作用下的内力图........................................................................................96
9.9竖向荷载作用下梁端剪力的计算............................................................................98第十章结构的内力组合.......................................................................................................10010.1荷载效应组合的选用............................................................................................10010.1.1无地震作用效应组合时,荷载效应组合的设计值按下式.....................10010.1.2地震作用效应组合时,荷载效应组合的设计值按下式.........................10010.2本设计采取的荷载组合.......................................................................................10110.3框架梁、柱、剪力墙的内力组合........................................................................101第十一章框架柱、框架梁、剪力墙的配筋计算...............................................................10411.1结构延性设计........................................................................................................10411.2框架梁配筋计算....................................................................................................10411.2.1正截面受弯承载力计算..............................................................................10611.2.2斜截面配筋计算..........................................................................................10611.2.3构造钢筋的设置..........................................................................................10811.3框架柱配筋计算.....................................................................................................10811.3.1框架柱纵向钢筋的要求..............................................................................10811.3.2剪压比、轴压比的验算..............................................................................10911.3.3正截面受压承载力计算..............................................................................11011.4斜截面受剪承载力的计算.....................................................................................11111.5框架梁、柱节点核芯区受剪承载力计算............................................................11511.5.1梁、柱节点核心区组合的剪力设计值......................................................11511.5.2节点核芯区截面有效验算宽度.................................................................11611.5.3节点核芯区的受剪承载力按下式计算(按下式配置箍筋数量)............11611.6剪力墙的配筋计算.................................................................................................11711.6.1设计资料......................................................................................................11911.6.2轴压比的验算..............................................................................................12011.6.3墙肢纵向钢筋的计算(采用对称配筋)..................................................12011.6.4墙肢横向钢筋的计算..................................................................................122第十二章楼梯设计.............................................................................................................12212.1楼梯结构选择.........................................................................................................12212.2梯段板的设计.........................................................................................................123
12.3平台板设计.............................................................................................................12412.4平台梁设计.............................................................................................................12612.5构造柱TZ1的设计................................................................................................127第十三章基础设计...............................................................................................................12813.1设计资料................................................................................................................12813.1.1基本规定......................................................................................................12813.1.2基础资料(采用肋梁式筏板基础)..........................................................12913.1.3水文地质资料..............................................................................................12913.1.4工程地质资料..............................................................................................12913.1.5基础埋深的确定..........................................................................................13013.2地基承载力的修正.................................................................................................13013.3基础内力组合.........................................................................................................13113.4基础的基底反力计算.............................................................................................13213.4.1基础尺寸及惯性矩.....................................................................................13213.4.2基底反力.....................................................................................................13213.5地基净反力的计算................................................................................................13313.6基础板的内力及配筋计算....................................................................................13313.6.1板的内力计算..............................................................................................13313.6.2基础板的配筋计算......................................................................................13513.7基础梁的内力及配筋计算.....................................................................................13513.7.1梁的内力计算..............................................................................................13513.7.2梁的正截面配筋计算..................................................................................13813.7.3梁的斜截面配筋计算..................................................................................13913.8基础底板冲切承载力及剪切承载力验算............................................................14013.8.1冲切承载力的验算.....................................................................................14013.8.2剪切承载力的验算.....................................................................................141基础的内力组合表(附表).................................................................................................142外文翻译.................................................................................................................................154参考文献.................................................................................................................................162致谢信.....................................................................................................................................163
第一章工程概况及结构布置本设计为内蒙古众兴煤炭集团有限责任公司办公楼建筑结构设计,此设计平面布置为“一”字型。结构体系采用整体式钢筋混凝土框架—剪力墙结构体系,设计建筑面积1140.48㎡,安全等级为二级,采用八度抗震设防。该工程主体建筑高度39.3m,地下层高4.0m,首层层高5.7m,其他层高4.2m,机房层高2.7m,地上九层,地下一层。相对标高室内地坪±0.000,室内外高差为0.6m,采用筏型基础。1.1设计原始资料1.1.1建筑结构安全等级及设计使用年限建筑结构安全等级为二级;设计使用年限为50年;建筑抗震设防类别为丙类;地基基础设计等级为乙级;剪力墙抗震等级为一级,框架抗震等级为二级;混凝土结构的环境类别地上部分为一类,地下部分为二b类。1.1.2自然条件21)基本风压:W0.55KN/m。0地面粗糙度类别:B类。22)基本雪压:S=0.25KN/m。3)抗震设防烈度:8度(0.2g),设计地震分组为一组。4)建筑场地类别:Ⅱ类。1.1.3工程地质、水文及气象资料1、建议采用天然地基,自然地坪以下1.9m~2.3m为细沙层,承载力标准值f=18022kN/m,2.3m~2.9m为砺沙层,承载力标准值f=210kN/m。3.9m~6.9m为圆砺层,2承载力标注值f=350kN/m,Ⅱ类场地。2、场地地下水埋藏于自然地表下4.5m~6.0m,标高为93.17m~93.34m,属于潜水。可不考虑设计和施工的影响,土壤的标准冻结深度为1.5m,最热平均温度为27.3℃,最冷平均温度-10℃。.3、主导风向为北风和西北风。
1.2结构布置1.2.1结构平面布置原则在高层建筑的一个独立结构单元内,宜使结构平面形状简单、规则、对称,刚度和承载力分布均匀,平面长度不宜过长,突出部分长度L不宜过大,不应采用严重不规则的平面形状。1.2.2结构竖向布置原则高层建筑的竖向体型宜规则、均匀,避免有过大的外挑和内收,结构的侧移刚度宜下大上小,逐渐均匀变化,不应采用竖向布置严重不规则的结构。抗震设计时,结构竖向抗侧力构件宜上下连续贯通。1.2.3变形缝的布置原则在一般房屋结构的总体布置中,为了消除结构不规则收缩应力、温度应力和不均匀沉降对结构的有害影响,可以用沉降缝、伸缩缝、防震缝将房屋分成若干个独立的部分,从而消除沉降差、温度应力和体型复杂对结构的危害。但在高层建筑中,由于建筑使用要求和立面效果的原因,以及防水处理困难等,一般不设缝。特别是在地震区,由于缝将房屋分成几个独立的部分,地震时常因为相互碰撞而造成震害。在本设计中没有设置变形缝。1.3剪力墙的布置及间距1.3.1剪力墙的布置原则《高层规程》8.1.7中规定框架—剪力墙结构中剪力墙的布置宜符合下列要求:1、剪力墙宜均匀布置在建筑物的周边附近,楼梯间、电梯间、平面形状变化及恒载较大的部位,剪力墙间距不宜过大;2、平面形状凸凹较大时,宜在凸出部分的端部附近布置剪力墙;3、纵、横剪力墙宜组成L形、T形、[形等型式;4、剪力墙宜贯通建筑物的全高,宜避免刚度突变,剪力墙开洞时,洞口宜上下对齐;5、单片剪力墙底部承担的水平剪力不应超过结构底部总水平剪力的30%;6、楼、电梯间等竖井宜尽量与靠近的抗侧力结构结合布置;7、抗震设计时,剪力墙的布置宜使结构各主轴方向的侧向刚度接近;8、长矩形平面或平面有一部分较长的建筑中,纵向剪力墙不宜集中布置在房屋的
两尽端。1.3.2剪力墙的间距剪力墙间距,见表1.2所示。本设计为8度抗震设防现浇结构,故剪力墙最大间距应满足≤3B且≤40m,3.0×19.2=57.6m>40m,取剪力墙的间距最大值为40m。表1.2剪力墙的间距(m)(取较小值)抗震设防烈度楼盖形式非抗震设计6度、7度8度9度现浇5.0B,604.0B,503.0B,402.0B,30装配整体3.5B,503.0B,402.5B,30-注:1、表中B为楼面宽度,单位为m。2、装配整体式楼盖应设置厚度不小于50mm的钢筋混凝土现浇层。3、现浇层厚度大于60mm的叠合楼板可作为现浇板考虑。4、当房屋端部末布置剪力墙时,第一片剪力墙与房屋端部的距离,不宜大于表中剪力墙间距的1/2。1.4结构的总体布置1.4.1高层建筑的结构体系的最大高度《高层规程》中将高层建筑分为两级,即常规高度的高层建筑(A级)和超高层建筑(B级)。本工程主体九层属于A级高层建筑。A级高度钢筋混凝土高层建筑的最大适用高度见表1.3。本设计建筑高度为39.3m,符合最大高度限值100m。表1.3A级高度钢筋混凝土高层建筑的最大适用高度(m)非抗震设抗震设防烈度结构体系计6度7度8度9度框架70605040—框架—剪力墙15013012010050剪力全部落地剪力墙15014012010060墙部分框支剪力墙13012010080不应采用框架—核芯筒16015013010070筒体筒中筒20018015012080板柱—剪力墙110807055不应采用1.4.2结构高宽比H/B控制H/B的目的是控制结构刚度及侧向位移。高层建筑中,随着高度增加倾覆力矩也将迅速增大。因此,一般将结构的高宽比H/B控制在5-6以下,《高层建筑混凝土结
构技术规程》规定A级高度钢筋混凝土高层建筑结构的高宽比不宜超过表1.4的数值。本设计H/B=39.3/19.2=2.05﹤4符合要求。表1.4A级高度钢筋混凝土高层建筑结构适用的最大高宽比抗震设防烈度结构体系非抗震设计6、7度8度9度框架543—板柱—剪力墙654—框架—剪力墙、剪力墙7654框架—核芯筒8764筒中筒88751.4.3结构平面形状长度很大的“一”字形建筑平面短边方向的侧向刚度差,当建筑高度较大时,不仅在水平荷载作用下侧向变形加大,还会出现沿房屋长度平面各点变形不一致的情况,而引起结构扭转、楼板平面挠曲等现象。为了避免楼板变形带来的复杂受力情况,建筑物长度最好加以限制,见表1.5规定。本设计由于未设缝所以L/B=59.4/19.2=3.1<5满足要求。表1.5L限值设防烈度L/BlBmaxl/b67≤6.0≤0.35≤2.089≤5.0≤0.30≤1.51.4.4结构柱网布置的形式结构柱网布置的形式如下1.1图:
第二章结构构件截面尺寸初选2.1框架梁截面尺寸的初选2.1.1梁的强度等级现浇框架梁、柱、节点的混凝土强度等级,按一级抗震等级设计时,不应低于C30,按二~四级和非抗震设计时,不应低于C20,本设计梁采用C35。2.1.2框架梁尺寸的初估根据《建筑结构抗震设计规范》6.3.1条要求:1.截面宽度不宜小于200mm。2.截面的高度和宽度比不宜大于4。3.净跨与截面高度比不宜小于4。4.框架结构主梁截面高度h按(1/10-1/18)l确定,l为框架梁的计算跨度。b005.现浇矩形截面梁的高宽比H/B一般为2.0-3.5。现浇结构中,一般主梁要比次梁高出50mm,若主梁下部的钢筋为双排配置时,应高出100mm。综上所述,在本设计中,梁的截面尺寸初选如下:1.框架主梁:KL-1截面:h=(1/10~1/18)lb=(1/10~1/18)×6600=660mm~367mm取h=700mmb=(1/2~1/3)h=(1/2~1/3)×700=350mm~233mm取b=300mmKL-2截面:h=(1/8~1/14)lb=(1/10~1/18)×8100=8100mm~450mm取h=700mmb=(1/2~1/3)h=(1/2~1/3)×700=350mm~233mm取b=300mmKL-3截面:h=(1/10~1/18)lb=(1/10~1/18)×3000=300mm~167mm取h=500mmb=(1/2-1/3)h=(1/2-1/3)×500=250mm~167mm取b=300mm3.次梁:h=(1/12~1/18)lb=(1/12~1/18)×8100=675mm~450mm取h=500mmb=(1/2~1/3)h=(1/2~1/3)×500=250mm~167mm取b=250mm
2.2框架柱截面尺寸的初选2.2.1柱的强度等级8度抗震区不宜大于C70,一级抗震等级设计时不应低于C30。二~四级抗震等级不低于C20。本设计柱的强度等级采用C35。2.2.2剪力墙的数量(1)根据《建筑抗震设计规范》,柱的截面尺寸应符合下列要求:1.矩形截面柱的边长,,非抗震设计时不宜小于250mm,抗震设计时,四级不宜小于300mm,一、二、三级时不宜小于400mm;圆柱直径,非抗震和四级抗震设计时不宜小于350mm,一、二、三级时不宜小于450mm。2.柱剪跨比宜大于2。3.柱截面高宽比不宜大于3。4.需满足轴压比限值,见表2.1。表2.1框架柱轴压比限值抗震等级结构类型一二三四框架结构0.650.750.85—框架-剪力墙、板柱-剪力墙、0.750.850.90.95框架—核心筒、筒中筒结构部分框支抗震墙0.60.7—柱截面面积按下式估算,然后再求边长:ggqgAgnkAcgfNc式中—考虑弯矩影响的调整系数,一般取1.1~1.3;—恒载与活载的分项系数的加权平均值,一般民用建筑房屋可近似取=1.25;q—楼层总荷载标准值,框架-剪力墙结构可取q=12~14kN/㎡,在此设计kk中取12kN/m2。A—确定的柱楼层负荷面积,可根据柱网尺寸确定;
n—欲确定的柱截面以上的楼层层数;—框架柱的轴压比限值;Nf—混凝土轴心抗压强度设计值;c2办公楼的荷载相对较小取q=12kN/m,弯矩对中柱影响较小,取=1.1。kggqgAgnk柱截面AcgfNc1.11.2512(8.123.02)(6.626.62)10==0.426㎡0.8516.71000柱截面尺寸:b×h=700mm×700mm=0.49㎡2.3填充墙截面的初选在本设计中,外墙选取300mm厚,外墙选用陶粒混凝土砌块,规格为390mm290mm190mm;内墙选取200mm厚,内墙选用陶粒混凝土砌块,规格为190mm190mm90mm。2.4剪力墙的选择2.4.1剪力墙的强度等级规范规定,为了保证钢筋混凝土剪力墙结构的承载力及变形能力,剪力墙混凝土的等级不应低于C20,所以本设计选用剪力墙混凝土强度等级为C35。2.4.2剪力墙尺寸的确定剪力墙尺寸的确定(1)带边框剪力墙的截面厚度,抗震设计时,一、二剪力墙的底部加强部位均不应小于200mm,且不应小于层高的1/16;其他情况下墙厚度不应小于160mm,也不应小于1/20,当为无端柱或翼墙的“一”字形剪力墙时,其底部加强部位截面厚度尚不应小于层高的1/12;其他部位尚不应小于层高的1/15,且不应小于180mm。。(2)剪力墙的总高度与总长度之比不宜大于2;墙肢截面高度h与墙厚b之比不宜小ww于3,否则应视为柱。
本设计中,剪力墙为一级抗震等级二~九层厚度为4200/20=210mm且大于160mm,取300mm;机房取200mm;一层厚度为5700/16=356.25mm且大于200mm,取400mm;地下室取400mm。2.5板的截面尺寸确定2.5.1板混凝土强度等级根据《高层建筑混凝土结构技术规程》3.2.2规定:各类结构用混凝土的强度等级均不应低于C20,现浇非预应力混凝土楼盖结构的混凝土等级不宜高于C40,故本设计板混凝土强度等级取C35。2.5.2板的厚度确定《高层建筑混凝土结构技术规程规》3.6.3规定:房屋的顶层、结构转换层、大底盘多塔楼结构的底盘顶层、平面复杂或开洞过大的楼层、作为上部结构嵌固部位的地下室楼层应采用现浇楼盖结构。一般楼层现浇楼板厚度不得小于80mm,当板内预埋管时不宜小于100mm,顶层楼板的厚度不宜小于120mm,宜双层双向配筋。普通地下室顶板厚度不宜小于160mm,作为上部结构嵌固部位的地下室楼层的顶楼盖应采用梁板结构,楼板厚度不宜小于180mm,应采用双层双向配筋,且每层每个方向的配筋不宜小于0.25%。本设计中各层楼面板厚均取120mm,屋面板厚取150mm,地下室板厚取180mm。2.5.3板的类型根据《混凝土结构设计规范》9.1.1规定:(1)两对边支承的板应按单向板设计。(2)四边支承的板应按下列规定计算:1)当长边与短边长度在l02/l01≤2时,应按双向板设计计算。2)当长边与短边长度在2<l02/l01<3时,宜按双向板计算;当按沿短边方向受力的单向计算时,应沿长边方向布置足够数量的构造钢筋。3)当长边与短边长度在l02/l01≥3时,宜按沿短边方向受力的单向板计算。(l02为板的长边,l01为板的短边)故本设计中,办公室:l02/l01=8100/3300=2.45<3但2.45>2故按双向板设计走廊:l02/l01=6600/3000=2.2>2按单向板设计
第三章荷载计算3.1工程做法的荷载计算1、屋面面做法230厚C20刚性防水混凝土面层-----------------------------------------25×0.03=0.75kN/m25厚低标号砂浆隔离层---------------------------------------------------20×0.025=0.52kN/m2塑料薄膜隔离层,4厚的高分子卷材一层----------------------------------------0.05kN/m最簿处30厚,平均厚度35厚,2聚苯乙烯发泡塑料板保温兼找平----------------------------------0.5×0.035=0.0175kN/m220厚1:3水泥砂浆找平-------------------------------------------------20×0.02=0.4kN/m2150厚现浇钢筋混凝土板结构层---------------------------------------25×0.15=3.75kN/m15厚1:1:6混合砂浆打底,1:1:4混合砂浆粉面-----------------17×0.015=0.2552kN/m5厚石膏砂浆打底------------------------------------------------------0.005×12=0.0062kN/m2屋面恒载标准值5.73kN/m2屋面活荷载标准值(上人屋面)2.0kN/m2、标准层楼面做法(除卫生间外的其它房间)20厚磨光大理石板,水泥浆抹缝----------------------------------------28×0.02=0.562kN/m230厚1:3干硬性水泥砂浆结合层表面撒水泥粉------------------------20×0.03=0.60kN/m25厚素水泥浆打底-------------------------------------------------------------0.005×20=0.1kN/m2120厚现浇钢筋混凝土楼板结构层----------------------------------------25×0.12=3.0kN/m15厚1:1:6混合砂浆打底,1:1:4混合砂浆粉面--------------------17×0.015=0.2552kN/m5厚石膏砂浆打底---------------------------------------------------------0.005×12=0.0062kN/m2楼面恒载标准值4.52kN/m2楼面活载标准值2.0kN/m
3、首层地面做法(除卫生间外的其它房间)220厚磨光大理石板,水泥浆抹缝--------------------------------------28×0.02=0.56kN/m30厚1:4干硬性水泥砂浆结合层表面撒水泥粉---------------------20×0.03=0.602kN/m25厚水泥砂浆打底----------------------------------------------------------0.015×20=0.3kN/m2200厚现浇钢筋混凝土楼板结构层--------------------------------------25×0.2=3.0kN/m215厚1:1:6混合砂浆打底,1:1:4混合砂浆粉面-----------------17×0.015=0.255kN/m25厚石膏砂浆打底------------------------------------------------------0.005×12=0.006kN/m2楼面恒载标准值6.575kN/m2楼面活载标准值2.0kN/m4、标准层卫生间地面做法25厚陶粒绵砖,干水泥插缝---------------------------------------------------------0.55kN/m20厚1:4干硬性水泥砂浆结合层,2表面撒水泥粉----------------------------------------------------------------20×0.02=0.4kN/m1.5厚聚氨酯防水层-------------------------------------------------------------------0.052kN/m15厚1:2水泥砂浆找平---------------------------------------------------20×0.015=0.32kN/m最薄处30厚C50细石混凝土找平-------------------------------------22×0.04=0.882kN/m水泥砂浆一道(内掺建筑胶)2120厚现浇钢筋混凝土板-------------------------------------------------25×0.12=3.0kN/m8厚混合砂浆打底扫毛------------------------------------------------0.008×17=0.1362kN/m5厚石膏砂浆抹平------------------------------------------------------0.005×12=0.0062kN/m标准层卫生间恒载标准值5.322kN/m2标准层卫生间活载标准值2.0kN/m5、首层卫生间做法5厚陶粒绵砖,干水泥插缝----------------------------------------------------------0.552kN/m20厚1:4干硬性水泥砂浆结合层,2表面撒水泥粉------------------------------------------------------------------20×0.0:2=0.4kN/m21.5厚聚氨酯防水层-------------------------------------------------------------------0.05kN/m
215厚1:2水泥砂浆找平---------------------------------------------------20×0.015=0.3kN/m最薄处30厚C50细石混凝土找平-------------------------------------22×0.04=0.882kN/m水泥砂浆一道(内掺建筑胶)2200厚现浇钢筋混凝土板-----------------------------------------------------25×0.2=5kN/m28后混合砂浆打底扫毛------------------------------------------------0.008×17=0.136kN/m5厚石膏砂浆抹平------------------------------------------------------0.005×12=0.0062kN/m2首层卫生间恒载标准值7.32kN/m首层卫生间活载标准值2.02kN/m6、外墙面做法(一、二层)涂料饰面外墙表面清理后,满刷聚氨酯防潮底漆100厚胶粉聚苯颗粒保温层------------------------------------------------0.5×0.1=0.052kN/m5厚抗裂砂浆复合耐碱网布附加一层加强网布-----------------------20×0.005=0.12kN/m填补缝隙,局部腻子抹平15厚1:2.5水泥砂浆---------------------------------------------------------20×0.015=0.32kN/m25厚水泥石灰胶---------------------------------------------------------------22×0.005=0.11kN/m面上撒干粘石拍平压实外墙面恒载值0.562kN/m7、外墙面做法(一、二层除外)涂料饰面外墙表面清理后,满刷聚氨酯防潮底漆100厚胶粉聚苯颗粒保温层-------------------------------------------------0.5×0.1=0.052kN/m25厚抗裂砂浆复合耐碱网布附加一层加强网布------------------------20×0.005=0.1kN/m2弹性底涂柔性腻子------------------------------------------------------------------------0.05kN/m2满刮建筑胶水泥腻子一至两遍---------------------------------------------------------0.05kN/m喷涂底、中、面涂料
2外墙面恒载值0.25kN/m8、内墙面做法涂料饰面2厚面层耐水腻子分遍刮平5厚1:0.5:2.5水泥石膏砂浆抹平-------------------------------------------12×0.005=0.062kN/m15厚1:1:6水泥石膏砂浆大地扫毛或刮出纹道-------------------------12×0.015=0.182kN/m25厚外加剂专用砂浆打底刮糙------------------------------------------------20×0.005=0.1kN/m2外墙面恒载标准值0.34kN/m9、女儿墙做法喷刷外墙涂料12厚1:3水泥砂浆找平-------------------------------------------------------20×0.012=0.242kN/m25厚水泥石膏砂浆扫毛------------------------------------------------------17×0.005=0.085kN/m26厚1:0.5:4水泥石膏砂浆打底扫毛--------------------------------------17×0.006=0.102kN/m200厚钢筋混凝土墙------------------------------------------------------------25×1.2=302kN/m2女儿墙恒载标准值30.43kN/m10、踢脚做法215厚2:1:8水泥石灰砂浆,分两次抹灰---------------------------------17×0.01=0.20kN/m210厚磨光大理石板,水泥浆擦缝-----------------------------------------------28×0.01=0.28kN/m10厚1:2水泥砂浆粘结层-------------------------------------------------------20×0.01=0.202kN/m界面剂一道(内掺建筑胶)2恒荷载标准值0.68kN/m
3.2梁间荷载的计算一层的墙体外横墙:(8.1-0.7)×(5.7-0.7)×(6×0.3+0.56)÷(8.1-0.7)=11.8kN/m(3.0-0.7)×(5.7-0.5)×(6×0.3+0.56)÷(3.0-0.7)=12.27kN/m外纵墙:{〔(6.6-0.7)×(5.7-0.7)-3.6×3.6〕×(6×0.3+0.56)+3.6×3.6×0.4}÷(6.6-0.7)=7.49kN/m(6.6-0.7)×(5.7-0.7)×(6×0.3+0.56)÷(6.6-0.7)=11.8kN/m{〔(6.6-0.7)×(5.7-0.7)-(1.2×3+1.2×3+2.4×3)〕×(6×0.3+0.56)+(1.2×3+1.2×3+2.4×3)×0.4}÷(6.6-0.7)=7.02kN/m{〔(6.6-0.7)×(5.7-0.7)-(1.5×3)〕×(6×0.3+0.56)+1.5×3×0.4}÷(6.6-0.7)=10.31kN/m{〔(6.6-0.7)×(5.7-0.7)-(1.5×3×3)〕×(6×0.3+0.56)+1.5×3×3×0.4}÷(6.6-0.7)=7.32kN/m楼梯外墙:(3.6-0.7)×(5.7-0.7)×(6×0.3+0.56)÷(3.5-0.7)=11.8kN/m内墙:(8.1-0.7)×(5.7-0.7)×(6×0.2+0.34)÷(8.1-0.7)=7.7kN/m{〔(6.6-0.7)×(5.7-0.7)-(1.5×2.1)〕×(6×0.2+0.34)+1.5×2.1×0.2}÷(6.6-0.7)=4.33kN/m楼梯内墙:
(3.6-0.7)×(5.7-0.7)×(6×0.2+0.34)÷(3.6-0.7)=7.7kN/m{〔(3.3-0.55)×(5.7-0.7)-(1.2×2.1)〕×(6×0.2+0.34)+1.2×2.1×0.2}÷(3.3-0.55)=6.47kN/m{〔(3.3+0.5-0.2)×(5.7-0.7)-(1.5×2.1)〕×(6×0.2+0.34)+1.5×2.1×0.2}÷(3.3+0.5-0.2)=7.46kN/m(2.4-0.35)×(4.2-0.7)×(6×0.2+0.34)÷(2.4-0.35)=5.39kN/m二层的外墙体{〔(6.6-0.7)×(4.2-0.7)-3.0×2.1〕×(6×0.3+0.56)+3.0×2.1×0.4}÷(6.6-0.7)=8.69kN/m{〔(6.6-0.7)×(4.2-0.7)-(1.5×2.1+1.8×2.1)〕×(6×0.3+0.56)+(1.5×2.1+1.8×2.1)×0.4}÷(6.6-0.7)=5.72kN/m{〔(6.6-0.7)×(4.2-0.7)-1.8×2.1〕×(6×0.3+0.56)+1.8×2.1×0.4}÷(6.6-0.7)=7.00kN/m{〔(6.6-0.7)×(4.2-0.7)-(1.8×2.1+1.8×2.1)〕×(6×0.3+0.56)+(1.8×2.1+1.8×2.1)×0.4}÷(6.6-0.7)=5.75kN/m(3.0-0.7)×(4.2-0.5)×(6×0.3+0.56)÷(3.0-0.7)=8.73kN/m{〔(6.6-0.7)×(4.2-0.7)-(6.6-0.7)×(4.2-0.7)〕×(6×0.3+0.56)+(6.6-0.7)×(4.2-0.7)×0.4}÷(6.6-0.7)=1.4kN/{〔(6.6-0.7)×(4.2-0.7)-(4×2.1×0.6)〕×(6×0.3+0.56)+(4×2.1×0.6)×0.4}÷(6.6-0.7)=6.59kN/m外横墙:(8.1-0.7)×(4.2-0.7)×(6×0.3+0.56)÷(8.1-0.7)=8.26kN/m
(3-0.7)×(4.2-0.5)×(6×0.3+0.56)÷(3-0.7)=8.73kN/m楼梯外墙:(3.6-0.7)×(4.2-0.7)×(6×0.3+0.56)÷(3.6-0.7)=8.26kN/m其他层墙体外纵墙:{〔(6.6-0.7)×(4.2-0.7)-3.0×2.1〕×(6×0.3+0.25)+3.0×2.1×0.4}÷(6.6-0.7)=5.44kN/m{〔(6.6-0.7)×(4.2-0.7)-(1.5×2.1+1.8×2.1)〕×(6×0.3+0.25)+(1.5×2.1+1.8×2.1)×0.4}÷(6.6-0.7)=5.24kN/m{〔(6.6-0.7)×(4.2-0.7)-1.8×2.1〕×(6×0.3+0.25)+1.8×2.1×0.4}÷(6.6-0.7)=7.00kN/m{〔(6.6-0.7)×(4.2-0.7)-(1.8×2.1+1.8×2.1)〕×(6×0.3+0.25)+(1.8×2.1+1.8×2.1)×0.4}÷(6.6-0.7)=5.06kN/m(3.0-0.7)×(4.2-0.5)×(6×0.3+0.25)÷(3.0-0.7)=7.18kN/m{〔(6.6-0.7)×(4.2-0.7)-(6.6-0.7)×(4.2-0.7)〕×(6×0.3+0.25)+(6.6-0.7)×(4.2-0.7)×0.4}÷(6.6-0.7)=1.4kN/m{〔(6.6-0.7)×(4.2-0.7)-(4×2.1×0.6)〕×(6×0.3+0.25)+(4×2.1×0.6)×0.4}÷(6.6-0.7)=5.77kN/m外横墙:(8.1-0.7)×(4.2-0.7)×(6×0.3+0.25)÷(8.1-0.7)=7.18kN/m
(3-0.7)×(4.2-0.5)×(6×0.3+0.25)÷(3-0.7)=7.59kN/m楼梯外墙:(3.6-0.7)×(4.2-0.7)×(6×0.3+0.25)÷(3.6-0.7)=7.18kN/m楼梯内墙:{〔(3.3-0.55)×(4.2-0.7)-(1.2×2.1)〕×(6×0.2+0.34)+1.2×2.1×0.2}÷(3.3-0.55)=4.16kN/m{〔(3.3-0.55)×(4.2-0.7)-(1.5×2.1)〕×(6×0.2+0.34)+1.5×2.1×0.2}÷(3.3-0.55)=3.85kN/m(3.6-0.7)×(4.2-0.7)×(6×0.2+0.34)÷(3.6-0.7)=5.39kN/m(2.4-0.35)×(4.2-0.7)×(6×0.2+0.34)÷(2.4-0.35)=5.39kN/m内墙:{〔(6.6-0.7)×(4.2-0.7)-(1.5×2.1)〕×(6×0.2+0.34)+1.5×2.1×0.2}÷(6.6-0.7)=4.67kN/m{〔(6.6-0.7)×(4.2-0.7)-(1.2×2.1)〕×(6×0.2+0.34)+1.2×2.1×0.2}÷(6.6-0.7)=4.82kN/m{〔(6.6-0.7)×(4.2-0.7)-(0.9×2.1)〕×(6×0.2+0.34)+0.9×2.1×0.2}÷(6.6-0.7)=4.96kN/m8.2×(4.2-0.7)×(6×0.2+0.34)÷8.2=5.39kN/m{〔3.6×(4.2-0.7)-(0.9×2.1)〕×(6×0.2+0.34)+0.9×2.1×0.2}÷3.6=4.96kN/m{〔(6.6-0.7)×(4.2-0.7)-(1.2×2.1)〕×(6×0.2+0.34)+1.2×2.1×0.2}÷(6.6-0.7)=5.56kN/m
{〔3.6×(4.2-0.7)-(1.5×2.1)〕×(6×0.2+0.34)+1.5×2.1×0.2}÷3.6=4.22kN/m{〔(8.1-0.7)×(4.2-0.7)-(0.9×2.1×2)〕×(6×0.2+0.34)+0.9×2.1×2×0.2}÷(8.1-0.7)=4.71kN/m{〔(6.6-0.7)×(4.2-0.7)-(1.5×2.1)〕×(6×0.2+0.34)+1.5×2.1×0.2}÷(6.6-0.7)=4.49kN/m3.3各层柱梁自重的计算在前面的构件选型中,已经确定各层柱的截面尺寸、计算高度。每层柱重如表3.3所示。表3.3各层柱的自重截面尺寸柱高体积容重自重/根总重1/2重层次根数/层(m)33(KN)(kN)(kN)mmmm(m)(kN/m)1700×7005.582.61264271.092985.781492.892~9700×7004.082.23264251.982183.121091.56各层梁自重如表3.4所示。表3.4各层梁的自重混凝土层截面尺寸体积单根重编号根数/层容重总重量(kN)3次mmmm(m)(kN)3(kN/m)一(0.7-0.12)×0.3×KL-1300×700362626.78964.08(6.6-0.7)=1.03~(0.7-0.12)×0.3×KL-2300×700202633.54670.8(8.1-0.7)=1.29(0.5-0.12)×0.3×KL-3300×50010266.7667.6八(3-0.7)=0.26(0.5-0.12)×0.25L-1250×500162620.54328.64层×8.3=0.79
(0.5-0.12)×0.25×L-2250×5002267.5415.08(8.1-4.8-0.2)=0.29(0.5-0.12)×0.25×L-3250×5002266.7613.52(8.1-4.8-0.2-0.35)=0.26合计1571.96(0.7-0.15)×0.3×KL-1300×700362625.22907.92(6.6-0.7)=0.97(0.7-0.15)×0.3×KL-2300×700202631.72634.4(8.1-0.7)=1.22九(0.5-0.15)×0.3×层KL-3300×50010266.2462.4(3-0.7)=0.24(0.5-0.12)×0.25L-1250×500162618.98303.68×8.3=0.73合计1908.43.4楼面荷载的计算各层楼面荷载计算见表3.1所示。表3.1各层楼面荷载计算表荷单位面积总荷层载面积部位荷载载值次类(m2)2(kN/m)(kN)型屋面荷载(6.6×9+0.7)×(3+2×8.1+0.7)=1195.995.736853.02恒顶载女儿墙[2×(6.6×9+0.7)+(8.1×2+3)]×0.2=31.830.43967.67层活1195.992.02391.98载恒载7820.69合计活载2391.982恒卫生间8.1×6.6=53.465.32284.41~
9载楼梯间8.1×3.6×2=58.326.5379.08层档案室8.1×6.6=53.464.52241.64走廊2.3×6.6×9=136.624.52617.524×(8.1×6.6×2)+6.6×8.1+(4+6.6)其他×8.1+(8.1×4)+2×6.6×8.1+(3.3×2.4×2)+(2.6×8.1×2)4.523442.61=761.64卫生间53.462.0106.92活消防楼梯间58.323.5204.12载档案室53.462.5133.65走廊136.622.5341.55其他761.642.01523.28恒载4965.26合计活载2309.52消防楼梯间58.327.0408.24恒卫生间53.467.32391.33载首其他993.16.5756529.6层卫生间53.462.0106.92活消防楼梯间58.323.5204.12载其他993.12.01986.2恒载7329.17合计活载2297.24
各层楼面荷载组合见表3.2所示。表3.2楼面荷载组合层次荷载组合(恒载+50%活载)(kN)顶层7820.69+0.5×2391.98=9016.682~9层4965.26+0.5×2309.52=6120.02首层7329.17+0.5×2297.24=8477.793.5各层墙体荷载计算2)各层墙体荷载计算见表3.5所示。表3.5各级门窗、墙体的荷载计算单位面积层面积整体墙的荷载类型荷载自重次(kN)2(kN/m)填[(8.1-0.7)×(5.7-0.7)×1.54×4+〔(6.6-0.7)×(5.7-0.7)-(1.5×2.1)〕充×1.54+(3.6-0.7)×(5.7-0.7)×1.54×2+〔(3.3-0.55)×(5.7-0.7)-(1.2×2.1)〕1.54内×1.54×2+〔(3.3+0.5-0.2)×(5.7-0.7)-(1.5×2.1)〕×1.54×2+(2.4-0.35)墙×(5.7-0.7)×1.54×2=410.03首{[(8.1-0.7)×5×2.36×4+(3.0-0.7)×5×2.36×2+[(6.6-0.7)填×(5.7-0.7)-(3.6×3.6)×2.36×6]+(6.6-0.7)×5×2.36×4+[(6.6-0.7)×(5.7-0.充2.367)-(1.2×3.+1.2×3+2.4×3)×2.36]+[(6.6-0.7)外×(5.7-0.7)-(1.5×3)×2.36×2]+[(6.6-0.7)×(5.7-0.7)-(1.5×3×3)×2.36]+墙(3.6-0.7)×(5.7-0.7)×2.36×2=1178.26层剪[2.4×(5.7-0.5)×7-1.0×2.1×5]×10.4×2+(3.3-0.35)×(5.7-0.5)×3×10.4+[力10.4(3.3-0.35)×5.2-(1.5×2.1)×10.4+(6.6-0.7)×5.2×4×10.4=3480.37墙
单位面积面积整体墙的荷载类型荷载自重(kN)2((kN/m)内门窗0.2(1.5×2.1+1.2×2.1×2+1.5×2.1×2+1.0×2.1×4)×0.2=4.58外门窗0.4(3.6×3.6×6+1.2×3+1.2×3+2.4×3+1.5×3×2+1.5×3×3)×0.4=45.86合计5119.1半墙荷载2559.55单位面积层面积整体墙的荷载类型荷载自重次(kN)2((kN/m)填[(8.1-0.7)×(4.2-0.7)×2.36×4+〔(6.6-0.7)×(4.2-0.7)-(3.0×2.1)〕充×2.36×9+〔(6.6-0.7)×(4.2-0.7)-(1.5×2.1+1.8×2.1)〕×2.36×2+〔(6.62.36外-0.7)×(4.2-0.7)-(1.8×2.1×2)〕×2.36×2+〔(3.0-0.7)×(4.2-0.5)-墙(1.5×2.1)〕×2.36×2+(3.6-0.7)×(4.2-0.7)×2.36×2=749.06[(8.1-0.7)×(4.2-0.7)×4)〕×1.54+8.2×(4.2-0.7)×1.54×2+〔(6.6-0.7)填×(4.2-0.7)-(1.5×2.1)〕×1.54×7+〔(6.6-0.7)×(4.2-0.7)-(0.9×2.1)〕二充×1.54×4+(3.6-0.7)×(4.2-0.7)×1.54×2+〔(3.3-0.55)×(4.2-0.7)-(1.2×2.1)〕1.54内×1.54×2+〔(3.3+0.5-0.2)×(4.2-0.7)-(1.5×2.1)〕×1.54×2+(2.4-0.35)墙×(4.2-0.7)×1.54×2+〔3.6×(4.2-0.7)-(0.9×2.1)〕×1.54+〔3.6×(4.2-0.7)-(1.5×2.1)〕×1.54=711.9层剪力[2.4×(4.2-0.5)×7-1.0×2.1×5]×7.8×2+(3.3-0.35)×(4.2-0.5)×7.8+([3.3-07.8墙.35)×3.7-(1.5×2.1)]×3×7.8+(6.6-0.7)×3.7×4×7.8=1698.61
单位面积面积整体墙的荷载类型荷载自重(kN)2(kN/m)内(1.2×2.1×2+1.5×2.1×2+1.5×2.1×9+0.9×2.1×4+0.9×2.1+1.5×2.1+0.9×门0.22×2.1)×0.2=11.22窗外(3.0×2.1×9+1.5×2.1×2++1.8×2.1×2+1.5×2.1×2+5.9×3.5×3)门0.4×0.4=61.72窗合计3232.52半墙荷载1616.26单位面积面积整体墙的荷载层次类型荷载自重(kN)2(kN/m)三填[(8.1-0.7)×(4.2-0.7)×2.05×4+〔(6.6-0.7)×(4.2-0.7)-(3.0×2.1)〕充×2.05×9+〔(6.6-0.7)×(4.2-0.7)-(1.5×2.1+1.8×2.1)〕×2.05×2+〔(6.62.05外-0.7)×(4.2-0.7)-(1.8×2.1×2)〕×2.05×2+〔(3.0-0.7)×(4.2-0.5)-墙(1.5×2.1)〕×2.05×2+(3.6-0.7)×(4.2-0.7)×2.05×2=650.66~8.2×(4.2-0.7)×1.54×2+〔(6.6-0.7)×(4.2-0.7)-(1.5×2.1)〕×1.54×9+填〔(6.6-0.7)×(4.2-0.7)-(0.9×2.1)〕×1.54×2+(3.6-0.7)×(4.2-0.7)充×1.54×2+〔(3.3-0.55)×(4.2-0.7)-(1.2×2.1)〕×1.54×2+〔(3.3+0.5-0.2)1.54内×(4.2-0.7)-(1.5×2.1)〕×1.54×2+(2.4-0.35)×(4.2-0.7)×1.54×2+〔3.6×墙(4.2-0.7)-(0.9×2.1)〕×1.54+〔3.6×(4.2-0.7)-(1.5×2.1)〕×1.54+〔2.95×(4.2-0.7)-(0.9×2.1)〕×1.54=527.72
剪[2.4×(4.2-0.5)×7-1.0×2.1×5]×7.8×2+(3.3-0.35)×(4.2-力7.80.5)×7.8+[(3.3-0.35)×3.7-(1.5×2.1)]×3×7.8+(6.6-0.7)墙×3.7×4×7.8=1698.61单位面积面积整体墙的荷载六类型荷载自重(kN)2(kN/m)内(1.2×2.1×2+1.5×2.1×2+1.5×2.1×2+0.9×2.1×3+0.9×2.1+1.2×2.1×2+1.层门0.25×2×2.1)×0.2=6.05窗外(3.0×2.1×9+1.5×2.1×2+1.8×2.1×2+1.8×2.1×2+1.5×2.1×2+5.9×3.5×3)门0.4×0.4=62.2窗合计2945.24半墙荷载1472.62单位体积面积整体墙的荷载层次类型荷载自重(kN)2(kN/m)七[(8.1-0.7)×(4.2-0.7)×2.05×4+〔(6.6-0.7)×(4.2-0.7)-(3.0×2.1)〕填×2.05×9+〔(6.6-0.7)×(4.2-0.7)-(1.5×2.1+1.8×2.1)〕×2.05×2+〔(6.6充2.05-0.7)×(4.2-0.7)-(1.8×2.1×2)〕×2.05×2+(6.6-0.7)×(4.2-0.7)-(0.6×2.1×4)〕外×2.05+〔(3.0-0.7)×(4.2-0.5)-(1.5×2.1)〕×2.05×2+(3.6-0.7)×(4.2-墙0.7)×2.05×2=687.58.2×(4.2-0.7)×1.54×2+〔(6.6-0.7)×(4.2-0.7)-(1.5×2.1)〕×1.54×9+填〔(6.6-0.7)×(4.2-0.7)-(0.9×2.1)〕×1.54×2+(3.6-0.7)×(4.2-0.7)充1.54×1.54×2+〔(3.3-0.55)×(4.2-0.7)-(1.2×2.1)〕×1.54×2+〔(3.3+0.5-0.2)内×(4.2-0.7)-(1.5×2.1)〕×1.54×2+(2.4-0.35)×(4.2-0.7)×1.54×2+〔3.6×墙~(4.2-0.7)-(0.9×2.1)〕×1.54+〔3.6×(4.2-0.7)-(1.5×2.1)〕×1.54+〔2.95×
(4.2-0.7)-(0.9×2.1)〕×1.54=527.72剪九力[2.4×(4.2-0.5)×7-1.0×2.1×5]×7.8×2+(3.3-0.35)×(4.2-0.5)×7.8+([3.3-07.8墙.35)×3.7-(1.5×2.1)]×3×7.8+(6.6-0.7)×3.7×4×7.8=1698.61单位面积面积整体墙的荷载类型荷载自重层(kN)2(kN/m)内(1.2×2.1×2+1.5×2.1×2+1.5×2.1×2+0.9×2.1×3+0.9×2.1+1.2×2.1×2+1.门0.25×2×2.1)×0.2=6.05窗外(3.0×2.1×9+1.5×2.1×2+1.8×2.1×2+0.6×2.1×12+1.5×2.1×2+5.9×3.5×门0.43)×0.4=43.47窗合计2963.35半墙荷载1481.68顶层电梯机房重力荷载代表值剪力墙:[2.4×(4.2-0.5)×7-1.0×2.1×5]×7.8×2=805.9kN墙重:[(8.1-0.7)+(3.6-0.35)]×2.7×1.54×2+(3.6-0.35)×2.7×2.05×2=124.54柱重:0.7×0.7×2.7×4×26=137.6kN楼板重:(0.1×3.6×8.1×26+0.1×2.4×4.8×26)×2=201.55kN楼面上的活荷载:(3.6×8.1+4.8×2.4×2.0)=81.36kN合计:(805.9+124.54+137.6+201.55)+50%×81.36=1310.27kN
3.6重力荷载代表值的计算《建筑抗震设计规范》中规定,地下室顶板作为上部结构的嵌固部位时,避免在地下室顶板开设大洞口,并应采用现浇梁板结构。在本设计中,可以把地下室作为上部结构的嵌固部位,可不必将地下室顶板作为一个质点。重力荷载代表值如图3.1,计算结果如表3.6所示。图3.1重力荷载代表值
表3.6重力荷载代表值计算表楼面1/2上半1/2下半质梁荷载1/2上柱1/2下柱合计荷载墙重墙重点(kN)重(kN)重(kN)(kN)(kN)(kN)(kN)10242.23068.7968.79465.22465.221310.2599016.681908.468.791091.56465.221481.6814032.3386120.022059.721091.561091.561481.681481.6813326.2276120.022059.721091.561091.561481.681481.6813326.2266120.022059.721091.561091.561481.681472.6213317.1656120.022059.721091.561091.561472.621472.6213308.0846120.022059.721091.561091.561472.621472.6213308.0836120.022059.721091.561091.561472.621472.6213308.0826120.022059.721091.561091.561472.621612.7713448.2316120.022059.721091.561492.891612.772559.5514936.51
第四章楼板及次梁设计4.1板的设计2以标准层为例,板采用C35,f16.7Nmm。c标准层楼板结构平面布置图如图4.1所示。图4.1板的结构布置图4.1.1标准层①号单向板的计算取b=1000mm板厚120mml8.1ml3.3m2<ll2.45可按单向板计算,xyxy但应沿长边方向布置足够数量的构造钢筋。按弹塑性分析方法计算时,板两端支承处为固结,板计算跨度l为静跨。0(1)荷载计算:
220厚磨光大理石板,水泥浆抹缝----------------------------------------------28×0.02=0.56kN/m30厚1:3干硬性水泥砂浆结合层表面撒水泥粉------------------------------20×0.03=0.602kN/m5厚水泥砂浆打底-------------------------------------------------------------------0.005×20=0.12kN/m2120厚现浇钢筋混凝土楼板结构层----------------------------------------------25×0.12=3.0kN/m215厚1:1:6混合砂浆打底,1:1:4混合砂浆粉面-------------------------17×0.015=0.255kN/m5厚石膏砂浆打底--------------------------------------------------------------0.005×12=0.0062kN/m2楼面恒载标准值4.52kN/m楼面活载标准值2.02kN/m取一米板带进行计算:①由可变荷载效应控制的组合:荷载设计值=1.2×恒荷载标准值+1.4×活荷载标准值=1.2×4.52+1.4×2.0=8.22KN/m②由永久荷载效应控制的组合:荷载设计值=1.35×恒荷载标准值+1.4×活荷载标准值×0.7=1.35×4.52+1.4×0.7×2.0=8.06KN/m按第①种荷载设计值进行计算。板的荷载设计值为可变荷载效应控制的组合控制设计:2荷载设计值=1.2×恒荷载标准值+1.4×活荷载标准值=1.2×4.52+1.4×2.0=8.22kNm(2)计算简图如下;g+q=8.22kN/m图4.2板的计算简图(3)弯矩计算,弯矩设计值:由《混凝土中册》表11-1可查的板的弯矩系数分别为:边跨支座-1/16;边跨跨中m1/14;中间支座-1/14;中跨跨中1/16;板的计算跨度:对中间跨ll33002503050mm,由于边跨等于中间跨,故可按等跨连续板计算。0n
1212MMql8.223.054.78KNmAD016161212MMql8.223.055.46KNm13014141212MMql8.223.055.46KNmBC014111212Mql8.223.054.78KNm201616(4)正截面受弯承载力计算:2板厚120mm,h0=120-20=100mm,板宽取1m,C35混凝土,=1.0fc=16.7N/mm;12HRB335钢筋筋,fy=300N/mm,其配算计算结果见表4.1:表4.1配筋计算表截面A1B2弯矩设计值-4.785.46-5.464.78(KNm)M0.0290.0330.0330.029S2fbh1c01120.058<0.10.033<0.10.066<0.10.058<0.1s计算配筋(mm2)557557557557Abhf/fS0cy212@18012@18012@18012@180实际配筋(mm)AS=628AS=628AS=628AS=628计算结果表明,ξ均小于0.1,应取0.1A628S0.523%451.57/3000.24%,同时大于0.2%,符合要求。bh10001204.1.2标准层③号板的计算22以标准层为例,板采用C35,HRB335,f16.7Nmm,f300Nmmcy计算简图如下图4.3所示
图4.3板荷载示意图双向板的计算⒈荷载标准值(办公跨):22恒载:4.52kN/m活载:2.0kNm⒉按弹性分析法计算弯矩:为简化计算,不考虑屋面活荷截的最不利布置,板的计算跨度取支承梁间的中心距,此处也不考虑梁对板产生的推力的有利影响。荷载基本组合考虑两种情况:①由可变荷载效应控制的组合:荷载设计值=1.2×恒荷载标准值+1.4×活荷载标准值2=1.2×4.52+1.4×2.0=8.224kNm②由永久荷载效应控制的组合:荷载设计值=1.35×恒荷载标准值+1.4×活荷载标准值×0.72=1.35×4.52+1.4×0.7×2.0=8.062kNm按第①种荷载设计值进行计算:则该区格板的弯矩为:因l6.30.256.05ml3.300.253.05ml/l3.05/6.050.5040201o1o2"22m0.0773ql0.08228.2243.057.36kNm2o1"22m0.057ql0.0578.2243.055.10kNm1o1
22m0.005ql0.0058.2243.050.45kNm2o122m0.0393ql0.03938.2243.053.52kNm1o1但因混凝土结构的泊松比0.2,故应对跨中弯矩m,m进行调整:xy0.2mmm0.450.23.521.15kNm2210.2mmm3.520.20.453.61kNm112⒊双向板的配筋计算:222采用HPB335钢筋,f300N/mmf16.7N/mmf1.57N/mmb1000mmyct1.5720.45f/f0.450.0031Abh0.00311000120329mmmintys,minmin300表4.2配筋计算表截面Mh0AM实配sfhys0(kNm/m)(mm)ss钢筋支8@150"2m7.361000.0440.9273AS=335mm2m3.618@1501座m"5.1900.9210AS=335mm210.038跨8@2002m21.151000.0070.943AS=251mm8@200中m3.61900.0270.9149AS=251mm21(注:为了方便施工,故实配钢筋比较一致)4.1.3A号次梁的设计⑴荷载计算:办传来的恒载:4.52×3.3=14.92kN/m次梁的自重:26×0.25×(0.5-0.12)=2.47kN/m次梁粉刷:(17×0.015+12×0.005)×(0.5-0.12)×2=0.223kN/m恒载标准值:17.61kN/m活在标准值:2.0×3.3=6.6kN/m
由可变荷载控制的组合:1.2×17.61+1.4×6.6=30.37kN/m由永久荷载控制的组合:1.35×17.61+1.4×0.7×6.6=30.24kN/m取荷载设计值=30.24kN/m计算简图如下:图4.4次梁计算简图按弹性理论计算:l8.5m0⑵次梁弯矩计算:2ql2支座弯矩:M30.248.5/12182.07kNm11222ql30.248.5跨中弯矩:M273.11kNm288⑶次梁剪力计算:支座:V0.5ql1230.248.6128.52kNAV0.5ql1230.248.6128.52kNA⑷截面承载力计算:次梁跨中载面按T形载面计算,其翼缘宽度取下面二者中较小值:"bl3850032833mmf"bbS25030003250mm故取b2833mmfnf判别跨中载面类型:取hha50035465mm0s"""bhf(hh2)1.0283312016.7(4601202)1ffc0f2270.93kNm>273.11kNm故属第一类T形截面。2支座截面按矩形截面计算。纵向钢筋采用HRB400钢。f360kNmm箍筋采用HRB335y钢,则正截面承载力计算:
表4.3配筋计算表截面支座A跨中支座B弯矩设计值-182.07273.11-182.07(KNm)M0.2020.3030.209S2fbh1c01120.4040.6060.404s计算配筋(mm2)217832682178Abhf/fS0cy2622628622实际配筋(mm)AS=2281AS=3695AS=2281配筋率的验算:A22811.57s1.98%0.45ff0.450.18%也大于0.2%mintybh2504603600故符合要求。⑸斜截面受剪承截力计算:验算截面尺寸:345h465120345mmhb1.384ww250则截面尺寸按下式验算:0.25fbh0.251.016.7250460480.13kNVmax130.03kNcc0故截面尺寸满足要求。0.7fbh0.71.57250460126.39kN200.55调整信息........................................梁刚度放大系数是否按2010规范取值:是梁端弯矩调幅系数:BT=0.85梁活荷载内力增大系数:BM=1.00连梁刚度折减系数:BLZ=0.60梁扭矩折减系数:TB=0.40全楼地震力放大系数:RSF=1.000.2Vo调整分段数:VSEG=00.2Vo调整上限:KQ_L=2.00框支柱调整上限:KZZ_L=5.00顶塔楼内力放大起算层号:NTL=0顶塔楼内力放大:RTL=1.00框支剪力墙结构底部加强区剪力墙抗震等级自动提高一级:是实配钢筋超配系数CPCOEF91=1.15是否按抗震规范5.2.5调整楼层地震力IAUTO525=1弱轴方向的动位移比例因子XI1=0.00强轴方向的动位移比例因子XI2=0.00是否调整与框支柱相连的梁内力IREGU_KZZB=0强制指定的薄弱层个数NWEAK=0薄弱层地震内力放大系数WEAKCOEF=1.25强制指定的加强层个数NSTREN=0配筋信息........................................梁箍筋强度(N/mm2):JB=270柱箍筋强度(N/mm2):JC=270墙分布筋强度(N/mm2):JWH=300
边缘构件箍筋强度(N/mm2):JWB=210梁箍筋最大间距(mm):SB=100.00柱箍筋最大间距(mm):SC=100.00墙水平分布筋最大间距(mm):SWH=150.00墙竖向分布筋配筋率(%):RWV=0.30结构底部单独指定墙竖向分布筋配筋率的层数:NSW=0结构底部NSW层的墙竖向分布配筋率:RWV1=0.60设计信息........................................结构重要性系数:RWO=1.00柱计算长度计算原则:有侧移梁柱重叠部分简化:不作为刚域是否考虑P-Delt效应:否柱配筋计算原则:按单偏压计算按高规或高钢规进行构件设计:否钢构件截面净毛面积比:RN=0.85梁保护层厚度(mm):BCB=20.00柱保护层厚度(mm):ACA=20.00剪力墙构造边缘构件的设计执行高规7.2.16-4:是框架梁端配筋考虑受压钢筋:是结构中的框架部分轴压比限值按纯框架结构的规定采用:否当边缘构件轴压比小于抗规6.4.5条规定的限值时一律设置构造边缘构件:是是否按混凝土规范B.0.4考虑柱二阶效应:否荷载组合信息........................................恒载分项系数:CDEAD=1.20活载分项系数:CLIVE=1.40风荷载分项系数:CWIND=1.40水平地震力分项系数:CEA_H=1.30竖向地震力分项系数:CEA_V=0.50特殊荷载分项系数:CSPY=0.00活荷载的组合值系数:CD_L=0.70风荷载的组合值系数:CD_W=0.60活荷载的重力荷载代表值系数:CEA_L=0.50地下信息..........................................土的水平抗力系数的比例系数(MN/m4):MI=3.00扣除地面以下几层的回填土约束:MMSOIL=0回填土容重(kN/m3):Gsol=18.00回填土侧压力系数:Rsol=0.50外墙分布筋保护厚度(mm):WCW=35.00室外地平标高(m):Hout=-45.00地下水位标高(m):Hwat=-20.00室外地面附加荷载(kN/m2):Qgrd=0.00剪力墙底部加强区的层和塔信息.......................层号塔号112131用户指定薄弱层的层和塔信息.........................
层号塔号用户指定加强层的层和塔信息.........................层号塔号约束边缘构件与过渡层的层和塔信息...................层号塔号类别11约束边缘构件层21约束边缘构件层31约束边缘构件层41约束边缘构件层**********************************************************各层的质量、质心坐标信息**********************************************************层号塔号质心X质心Y质心Z恒载质量活载质量附加质量质量比(m)(m)(t)(t)10129.8009.87543.3001388.8127.80.00.989130.2179.94739.1001421.0119.40.01.008130.2179.94734.9001421.0119.40.01.007130.2119.88330.7001428.8119.40.01.006130.2119.88326.5001428.8119.40.01.005130.2119.88322.3001428.8119.40.01.004130.2119.88318.1001428.8119.40.00.983129.8669.81813.9001465.9117.10.00.842130.11110.1849.7001755.5119.30.00.801129.8759.7834.0002220.6126.80.01.00活载产生的总质量(t):1207.671恒载产生的总质量(t):15387.902附加总质量(t):0.000结构的总质量(t):16595.574恒载产生的总质量包括结构自重和外加恒载结构的总质量包括恒载产生的质量和活载产生的质量和附加质量活载产生的总质量和结构的总质量是活载折减后的结果(1t=1000kg)**********************************************************各层构件数量、构件材料和层高**********************************************************层号(标准层号)塔号梁元数柱元数墙元数层高累计高度(混凝土/主筋)(混凝土/主筋)(混凝土/主筋)(m)(m)1(6)1279(35/360)40(35/360)63(35/360)4.0004.0002(1)1173(35/300)40(35/360)23(35/360)5.7009.7003(2)1173(35/300)40(35/360)23(35/360)4.20013.9004(3)1173(35/300)40(35/360)23(35/360)4.20018.1005(3)1173(35/300)40(35/360)23(35/360)4.20022.3006(3)1173(35/300)40(35/360)23(35/360)4.20026.5007(3)1173(35/300)40(35/360)23(35/360)4.20030.7008(4)1173(35/300)40(35/360)23(35/360)4.20034.9009(4)1173(35/300)40(35/360)23(35/360)4.20039.10010(5)1173(35/300)40(35/360)23(35/360)4.20043.300
**********************************************************风荷载信息**********************************************************层号塔号风荷载X剪力X倾覆弯矩X风荷载Y剪力Y倾覆弯矩Y101132.44132.4556.2385.01385.01617.091124.55257.01635.6362.93747.94758.481116.70373.73205.1340.871088.89331.371108.75482.45231.3318.421407.215241.761100.54583.07679.8295.091702.322391.45191.84674.810514.1270.241972.530676.14182.32757.213694.2242.892215.439980.93171.58828.717174.8211.882427.350175.62191.42920.122419.7272.472699.865564.4110.00920.126100.30.002699.876363.5===========================================================================计算信息===========================================================================计算日期:2011.5.4开始时间:14:32:41可用内存:1556.00MB第一步:数据预处理第二步:计算每层刚度中心、自由度、质量等信息第三步:地震作用分析第四步:风及竖向荷载分析第五步:计算杆件内力结束日期:2011.5.4时间:14:35:18总用时:0:2:37===========================================================================各层刚心、偏心率、相邻层侧移刚度比等计算信息FloorNo:层号TowerNo:塔号Xstif,Ystif:刚心的X,Y坐标值Alf:层刚性主轴的方向Xmass,Ymass:质心的X,Y坐标值Gmass:总质量Eex,Eey:X,Y方向的偏心率Ratx,Raty:X,Y方向本层塔侧移刚度与下一层相应塔侧移刚度的比值(剪切刚度)Ratx1,Raty1:X,Y方向本层塔侧移刚度与上一层相应塔侧移刚度70%的比值或上三层平均侧移刚度80%的比值中之较小者Ratx2,Raty2:X,Y方向本层塔侧移刚度与上一层相应塔侧移刚度90%、110%或者150%比值
110%指当本层层高大于相邻上层层高1.5倍时,150%指嵌固层RJX1,RJY1,RJZ1:结构总体坐标系中塔的侧移刚度和扭转刚度(剪切刚度)RJX3,RJY3,RJZ3:结构总体坐标系中塔的侧移刚度和扭转刚度(地震剪力与地震层间位移的比)===========================================================================FloorNo.1TowerNo.1Xstif=28.6062(m)Ystif=9.8995(m)Alf=0.0000(Degree)Xmass=29.8752(m)Ymass=9.7830(m)Gmass(活荷折减)=2474.2856(2347.4421)(t)Eex=0.0568Eey=0.0048Ratx=1.0000Raty=1.0000Ratx1=39.6772Raty1=10.6312Ratx2=12.9937Raty2=3.4816薄弱层地震剪力放大系数=1.00RJX1=1.7864E+08(kN/m)RJY1=1.1155E+08(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=8.4181E+07(kN/m)RJY3=5.8465E+07(kN/m)RJZ3=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.2TowerNo.1Xstif=27.7063(m)Ystif=11.7212(m)Alf=0.0000(Degree)Xmass=30.1107(m)Ymass=10.1843(m)Gmass(活荷折减)=1994.2130(1874.8706)(t)Eex=0.1083Eey=0.0931Ratx=0.1405Raty=0.3926Ratx1=1.6734Raty1=1.7948Ratx2=1.7664Raty2=1.8945薄弱层地震剪力放大系数=1.00RJX1=2.5094E+07(kN/m)RJY1=4.3795E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=3.0309E+06(kN/m)RJY3=7.8563E+06(kN/m)RJZ3=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.3TowerNo.1Xstif=28.0165(m)Ystif=12.7132(m)Alf=0.0844(Degree)Xmass=29.8657(m)Ymass=9.8183(m)Gmass(活荷折减)=1700.1620(1583.0344)(t)Eex=0.0800Eey=0.1745Ratx=1.0882Raty=1.0458Ratx1=1.6829Raty1=1.8517Ratx2=1.3533Raty2=1.4402薄弱层地震剪力放大系数=1.00RJX1=2.7306E+07(kN/m)RJY1=4.5801E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=2.5875E+06(kN/m)RJY3=6.2532E+06(kN/m)RJZ3=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.4TowerNo.1Xstif=27.5974(m)Ystif=12.3696(m)Alf=0.0000(Degree)Xmass=30.2106(m)Ymass=9.8827(m)Gmass(活荷折减)=1667.5979(1548.1754)(t)Eex=0.1114Eey=0.1495Ratx=1.0000Raty=1.0108Ratx1=1.4997Raty1=1.7458Ratx2=1.2504Raty2=1.3579薄弱层地震剪力放大系数=1.00RJX1=2.7306E+07(kN/m)RJY1=4.6296E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=2.1245E+06(kN/m)RJY3=4.8243E+06(kN/m)RJZ3=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.5TowerNo.1Xstif=27.5359(m)Ystif=12.3354(m)Alf=0.0000(Degree)Xmass=30.2106(m)Ymass=9.8827(m)Gmass(活荷折减)=1667.5977(1548.1752)(t)
Eex=0.1139Eey=0.1476Ratx=1.0000Raty=1.0000Ratx1=1.4118Raty1=1.6814Ratx2=1.1963Raty2=1.3077薄弱层地震剪力放大系数=1.00RJX1=2.7306E+07(kN/m)RJY1=4.6296E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.8878E+06(kN/m)RJY3=3.9477E+06(kN/m)RJZ3=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.6TowerNo.1Xstif=27.5412(m)Ystif=12.3132(m)Alf=0.0000(Degree)Xmass=30.2106(m)Ymass=9.8827(m)Gmass(活荷折减)=1667.5979(1548.1754)(t)Eex=0.1134Eey=0.1461Ratx=1.0000Raty=1.0000Ratx1=1.4037Raty1=1.6501Ratx2=1.1658Raty2=1.2834薄弱层地震剪力放大系数=1.00RJX1=2.7306E+07(kN/m)RJY1=4.6296E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.7533E+06(kN/m)RJY3=3.3541E+06(kN/m)RJZ3=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.7TowerNo.1Xstif=27.5463(m)Ystif=12.3153(m)Alf=0.0000(Degree)Xmass=30.2106(m)Ymass=9.8827(m)Gmass(活荷折减)=1667.5979(1548.1754)(t)Eex=0.1132Eey=0.1463Ratx=1.0000Raty=1.0000Ratx1=1.5016Raty1=1.6671Ratx2=1.1679Raty2=1.2967薄弱层地震剪力放大系数=1.00RJX1=2.7306E+07(kN/m)RJY1=4.6296E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.6711E+06(kN/m)RJY3=2.9038E+06(kN/m)RJZ3=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.8TowerNo.1Xstif=27.5902(m)Ystif=12.3295(m)Alf=0.0000(Degree)Xmass=30.2174(m)Ymass=9.9468(m)Gmass(活荷折减)=1659.8810(1540.4585)(t)Eex=0.1115Eey=0.1433Ratx=1.0000Raty=0.9961Ratx1=1.5957Raty1=1.7935Ratx2=1.2411Raty2=1.3949薄弱层地震剪力放大系数=1.00RJX1=2.7306E+07(kN/m)RJY1=4.6116E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.5898E+06(kN/m)RJY3=2.4883E+06(kN/m)RJZ3=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.9TowerNo.1Xstif=27.4893(m)Ystif=12.2907(m)Alf=0.0000(Degree)Xmass=30.2174(m)Ymass=9.9468(m)Gmass(活荷折减)=1659.8805(1540.4580)(t)Eex=0.1160Eey=0.1410Ratx=1.0000Raty=1.0000Ratx1=2.0373Raty1=2.3216Ratx2=1.5846Raty2=1.8057薄弱层地震剪力放大系数=1.00RJX1=2.7306E+07(kN/m)RJY1=4.6116E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=1.4233E+06(kN/m)RJY3=1.9820E+06(kN/m)RJZ3=0.0000E+00(kN/m)---------------------------------------------------------------------------
FloorNo.10TowerNo.1Xstif=27.6590(m)Ystif=12.3428(m)Alf=0.0000(Degree)Xmass=29.7999(m)Ymass=9.8748(m)Gmass(活荷折减)=1644.4305(1516.6079)(t)Eex=0.0907Eey=0.1484Ratx=1.0000Raty=1.0000Ratx1=1.0000Raty1=1.0000Ratx2=1.0000Raty2=1.0000薄弱层地震剪力放大系数=1.00RJX1=2.7306E+07(kN/m)RJY1=4.6116E+07(kN/m)RJZ1=0.0000E+00(kN/m)RJX3=9.9802E+05(kN/m)RJY3=1.2196E+06(kN/m)RJZ3=0.0000E+00(kN/m)---------------------------------------------------------------------------X方向最小刚度比:1.0000(第10层第1塔)Y方向最小刚度比:1.0000(第10层第1塔)============================================================================结构整体抗倾覆验算结果====================================================================抗倾覆力矩Mr倾覆力矩Mov比值Mr/Mov零应力区(%)X风荷载5097974.527788.5183.460.00Y风荷载1665167.581533.520.420.00X地震4953778.5220000.022.520.00Y地震1618068.2259081.76.250.00============================================================================结构舒适性验算结果============================================================================X向顺风向顶点最大加速度(m/s2)=0.005X向横风向顶点最大加速度(m/s2)=0.001Y向顺风向顶点最大加速度(m/s2)=0.012Y向横风向顶点最大加速度(m/s2)=0.002============================================================================结构整体稳定验算结果============================================================================X向刚重比EJd/GH**2=11.67Y向刚重比EJd/GH**2=21.13该结构刚重比EJd/GH**2大于1.4,能够通过高规(5.4.4)的整体稳定验算该结构刚重比EJd/GH**2大于2.7,可以不考虑重力二阶效应***********************************************************************楼层抗剪承载力、及承载力比值***********************************************************************Ratio_Bu:表示本层与上一层的承载力之比----------------------------------------------------------------------层号塔号X向承载力Y向承载力Ratio_Bu:X,Y----------------------------------------------------------------------1010.1724E+050.2481E+051.001.00910.1923E+050.2687E+051.121.08810.2108E+050.2885E+051.101.07710.2283E+050.3085E+051.081.07
610.2454E+050.3277E+051.071.06510.2618E+050.3451E+051.071.05410.2791E+050.3632E+051.071.05310.2987E+050.3876E+051.071.07210.2823E+050.3947E+050.941.02110.8444E+050.5859E+052.991.48X方向最小楼层抗剪承载力之比:0.94层号:2塔号:1Y方向最小楼层抗剪承载力之比:1.00层号:10塔号:1所有位移的单位为毫米Floor:层号Tower:塔号Jmax:最大位移对应的节点号JmaxD:最大层间位移对应的节点号Max-(Z):节点的最大竖向位移h:层高Max-(X),Max-(Y):X,Y方向的节点最大位移Ave-(X),Ave-(Y):X,Y方向的层平均位移Max-Dx,Max-Dy:X,Y方向的最大层间位移Ave-Dx,Ave-Dy:X,Y方向的平均层间位移Ratio-(X),Ratio-(Y):最大位移与层平均位移的比值Ratio-Dx,Ratio-Dy:最大层间位移与平均层间位移的比值Max-Dx/h,Max-Dy/h:X,Y方向的最大层间位移角DxR/Dx,DyR/Dy:X,Y方向的有害位移角占总位移角的百分比例Ratio_AX,Ratio_AY:本层位移角与上层位移角的1.3倍及上三层平均位移角的1.2倍的比值的大者X-Disp,Y-Disp,Z-Disp:节点X,Y,Z方向的位移===工况1===X方向地震作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX101278623.5322.641.044200.27862.061.981.041/2041.15.0%1.0091254521.6420.821.044200.25452.372.281.041/1769.11.6%0.8881229019.4818.731.044200.22902.652.551.041/1585.8.7%1.0071204917.0216.371.044200.20492.882.771.041/1459.5.6%1.0261180814.3013.751.044200.18083.042.921.041/1382.2.3%0.9651156511.3710.931.044200.15653.112.991.041/1351.2.4%0.914113188.327.991.044200.13183.042.921.041/1383.10.5%0.843110735.315.091.044200.10732.722.611.041/1544.32.4%0.74218262.602.491.045700.8262.512.401.041/2272.94.5%0.52114290.090.091.004000.4290.090.091.001/9999.99.9%0.04X方向最大层间位移角:1/1351.(第5层第1塔)X方向最大位移与层平均位移的比值:1.04(第2层第1塔)
X方向最大层间位移与平均层间位移的比值:1.04(第2层第1塔)===工况2===X+偶然偏心地震作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX101278623.8922.681.054200.27862.101.981.061/2004.15.0%1.0091254521.9720.861.054200.25452.422.281.061/1739.11.7%0.8981229019.7618.771.054200.22902.692.551.061/1559.8.7%1.0071204917.2616.401.054200.20492.922.771.051/1437.5.6%1.0261180814.5013.781.054200.18083.082.931.051/1362.2.4%0.9651156511.5210.951.054200.15653.153.001.051/1332.2.3%0.914113188.438.011.054200.13183.082.931.051/1365.10.5%0.843110735.385.111.054200.10732.762.621.051/1524.32.3%0.74218262.632.491.055700.8262.542.411.061/2244.94.4%0.52114290.090.091.004000.4290.090.091.001/9999.99.9%0.04X方向最大层间位移角:1/1332.(第5层第1塔)X方向最大位移与层平均位移的比值:1.05(第2层第1塔)X方向最大层间位移与平均层间位移的比值:1.06(第9层第1塔)===工况3===X-偶然偏心地震作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX101278623.1722.601.034200.27862.021.981.021/2079.14.9%1.0091254521.3220.781.034200.25452.332.281.021/1801.11.6%0.8881229019.1918.691.034200.22902.612.541.021/1612.8.7%1.0071204916.7816.331.034200.20492.832.761.021/1483.5.6%1.0261180814.1013.721.034200.18082.992.921.031/1403.2.3%0.9651156511.2210.901.034200.15653.072.991.031/1370.2.4%0.914113188.217.971.034200.13183.002.921.031/1401.10.6%0.843110735.245.081.034200.10732.692.611.031/1564.32.4%0.74218262.562.481.035700.8262.482.391.031/2301.94.6%0.52114480.090.091.004000.4480.090.091.001/9999.99.9%0.04X方向最大层间位移角:1/1370.(第5层第1塔)
X方向最大位移与层平均位移的比值:1.03(第2层第1塔)X方向最大层间位移与平均层间位移的比值:1.03(第2层第1塔)===工况4===Y方向地震作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/hDyR/DyRatio_AY101278619.7115.841.244200.27862.341.871.251/1796.5.1%1.0091254517.4013.981.254200.25452.451.971.251/1715.2.1%0.8181229015.0012.041.254200.22902.512.011.251/1676.0.0%0.8871204912.5310.061.254200.20492.512.011.251/1672.2.4%0.8661180810.068.071.254200.18082.451.961.251/1716.5.5%0.825115657.646.131.254200.15652.301.841.251/1823.9.6%0.774113185.364.311.244200.13182.061.651.251/2037.15.5%0.713110733.312.671.244200.10731.711.361.251/2462.34.9%0.64218261.611.311.235700.8261.441.161.251/3949.74.6%0.48114290.170.151.004000.4290.170.151.001/9999.95.1%0.15Y方向最大层间位移角:1/1672.(第7层第1塔)Y方向最大位移与层平均位移的比值:1.25(第6层第1塔)Y方向最大层间位移与平均层间位移的比值:1.25(第4层第1塔)===工况5===Y+偶然偏心地震作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/hDyR/DyRatio_AY101295519.6915.981.234200.29552.271.891.201/1853.5.3%1.0091270617.4714.141.234200.27062.411.991.211/1741.2.2%0.8181245515.1112.211.244200.24552.492.041.221/1689.0.1%0.8871221012.6810.221.244200.22102.502.041.231/1677.2.4%0.8661196910.228.221.244200.19692.451.991.231/1711.5.4%0.825117287.816.271.254200.17282.331.881.241/1805.9.5%0.774114835.514.421.254200.14832.101.691.251/1996.15.4%0.713112383.422.741.254200.12381.771.401.261/2375.34.2%0.64219911.651.341.245700.9911.511.191.281/3765.73.8%0.48114290.160.151.004000.4290.160.151.001/9999.98.3%0.15
Y方向最大层间位移角:1/1677.(第7层第1塔)Y方向最大位移与层平均位移的比值:1.25(第4层第1塔)Y方向最大层间位移与平均层间位移的比值:1.28(第2层第1塔)===工况6===Y-偶然偏心地震作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/hDyR/DyRatio_AY101278622.3016.691.344200.27862.641.981.341/1590.4.7%1.0091254519.6914.741.344200.25452.772.071.331/1518.2.0%0.8181229016.9712.701.344200.22902.832.121.341/1483.0.0%0.8871204914.1910.611.344200.20492.842.121.341/1479.2.3%0.8661180811.398.521.344200.18082.772.071.341/1516.5.2%0.825115658.656.481.344200.15652.611.941.341/1611.9.1%0.774113186.074.551.334200.13182.341.741.341/1799.14.5%0.713110733.742.821.334200.10731.931.441.341/2173.33.1%0.64218261.821.381.325700.8261.641.221.341/3484.70.5%0.48114290.190.161.004000.4290.190.161.001/9999.93.9%0.15Y方向最大层间位移角:1/1479.(第7层第1塔)Y方向最大位移与层平均位移的比值:1.34(第7层第1塔)Y方向最大层间位移与平均层间位移的比值:1.34(第4层第1塔)===工况7===X方向风荷载作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX10127862.752.701.024200.27860.200.201.011/9999.16.5%1.009125452.552.501.024200.25450.240.241.011/9999.15.9%0.908122902.312.261.024200.24550.280.271.021/9999.13.5%1.047120492.031.991.024200.22100.320.311.021/9999.9.7%1.096118081.721.681.024200.18080.350.341.021/9999.5.0%1.045115651.371.341.024200.15650.360.361.021/9999.1.0%0.974113181.000.981.024200.13180.360.351.021/9999.10.1%0.883110730.640.631.034200.10730.330.321.021/9999.31.4%0.76218260.320.311.035700.8260.310.301.031/9999.94.5%0.53114480.010.011.004000.
4480.010.011.001/9999.99.9%0.04X方向最大层间位移角:1/9999.(第10层第1塔)X方向最大位移与层平均位移的比值:1.03(第2层第1塔)X方向最大层间位移与平均层间位移的比值:1.03(第2层第1塔)===工况8===Y方向风荷载作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/hDyR/DyRatio_AY10129554.633.721.254200.29580.510.421.211/8230.4.8%1.009127064.123.301.254200.27060.540.441.231/7789.2.8%0.818124553.582.861.254200.24580.560.451.231/7528.1.3%0.887122103.022.401.264200.22130.570.461.241/7387.1.1%0.876119692.451.951.264200.19720.570.451.251/7422.4.4%0.845117281.891.491.274200.17280.550.431.261/7705.9.1%0.794114831.341.061.274200.14830.500.391.271/8412.16.1%0.733112380.840.661.274200.12380.420.331.281/9893.35.8%0.65219910.420.331.265700.9940.370.291.291/9999.77.7%0.49116800.050.051.004000.6800.050.051.001/9999.99.9%0.17Y方向最大层间位移角:1/7387.(第7层第1塔)Y方向最大位移与层平均位移的比值:1.27(第3层第1塔)Y方向最大层间位移与平均层间位移的比值:1.29(第2层第1塔)===工况9===竖向恒载作用下的楼层最大位移FloorTowerJmaxMax-(Z)1012899-3.19912654-4.10812401-4.61712158-4.93611917-5.10511675-5.12411429-4.99311184-5.2121937-5.2811607-3.65===工况10===竖向活载作用下的楼层最大位移FloorTowerJmaxMax-(Z)1012899-1.60912654-1.55812401-1.53712158-1.48
611917-1.42511675-1.34411429-1.25311184-1.1321937-1.0311607-0.69===工况11===X方向地震作用规定水平力下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX101278625.3324.961.014200.27862.182.171.001/1929.14.1%1.0091254523.1522.791.024200.25452.502.471.011/1682.10.8%0.8881229020.6520.311.024200.22902.772.741.011/1515.8.0%0.9871204917.8817.571.024200.20493.002.961.011/1401.5.0%1.0061180814.8814.611.024200.18083.153.111.011/1332.1.6%0.9551156511.7311.501.024200.15653.213.161.021/1309.3.1%0.904113188.528.351.024200.13183.123.061.021/1347.11.3%0.833110735.405.281.024200.10732.772.721.021/1514.32.8%0.73218262.632.571.025700.8262.542.481.031/2241.94.7%0.52114480.090.091.004000.4480.090.091.001/9999.99.9%0.04X方向最大层间位移角:1/1309.(第5层第1塔)X方向最大位移与层平均位移的比值:1.02(第2层第1塔)X方向最大层间位移与平均层间位移的比值:1.03(第2层第1塔)===工况12===X+偶然偏心地震作用规定水平力下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX101278625.7325.001.034200.27862.222.171.021/1891.14.1%1.0091254523.5122.831.034200.25452.542.481.031/1651.10.8%0.8881229020.9720.351.034200.22902.822.751.031/1489.8.0%0.9871204918.1517.611.034200.20493.052.971.031/1378.5.0%1.0061180815.1014.641.034200.18083.203.111.031/1312.1.7%0.9551156511.9011.531.034200.15653.263.171.031/1290.3.0%0.904113188.648.371.034200.13183.163.071.031/1328.11.2%0.833110735.485.301.034200.10732.812.721.031/1494.32.8%0.73218262.672.571.045700.
8262.582.491.041/2212.94.6%0.52114290.090.091.004000.4290.090.091.001/9999.99.9%0.04X方向最大层间位移角:1/1290.(第5层第1塔)X方向最大位移与层平均位移的比值:1.04(第2层第1塔)X方向最大层间位移与平均层间位移的比值:1.04(第2层第1塔)===工况13===X-偶然偏心地震作用规定水平力下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX101278624.9324.911.004200.28452.202.171.011/1911.14.0%1.0091254522.7922.741.004200.26022.492.471.011/1686.10.8%0.8881229020.3420.271.004200.23482.752.741.001/1527.8.0%0.9871204917.6217.541.004200.21062.962.961.001/1418.5.0%1.0061180814.6714.581.014200.18083.103.101.001/1354.1.6%0.9551156511.5711.481.014200.15653.163.151.001/1328.3.1%0.904113188.408.331.014200.13183.073.061.011/1366.11.3%0.833110735.335.271.014200.10732.742.711.011/1535.32.8%0.73218262.592.561.015700.8262.512.471.021/2272.94.8%0.52114480.090.091.004000.4480.090.091.001/9999.99.9%0.04X方向最大层间位移角:1/1328.(第5层第1塔)X方向最大位移与层平均位移的比值:1.01(第2层第1塔)X方向最大层间位移与平均层间位移的比值:1.02(第2层第1塔)===工况14===Y方向地震作用规定水平力下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/hDyR/DyRatio_AY101295517.7313.831.284200.29552.051.651.241/2051.4.7%1.0091270615.6812.181.294200.27062.171.721.261/1938.1.5%0.8181245513.5110.461.294200.24552.221.751.271/1896.0.6%0.8771221011.308.711.304200.22102.211.741.281/1896.3.1%0.856119699.086.981.304200.19692.161.681.281/1944.6.2%0.815117286.925.301.314200.17282.041.581.301/2056.10.6%0.764114834.883.721.314200.14831.851.411.311/2276.17.5%0.713112383.032.311.314200.
12381.551.171.321/2714.37.3%0.64219911.481.141.305700.9911.330.991.341/4300.78.6%0.48116800.160.151.004000.6800.160.151.001/9999.99.9%0.16Y方向最大层间位移角:1/1896.(第8层第1塔)Y方向最大位移与层平均位移的比值:1.31(第3层第1塔)Y方向最大层间位移与平均层间位移的比值:1.34(第2层第1塔)===工况15===Y+偶然偏心地震作用规定水平力下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/hDyR/DyRatio_AY101295521.9214.171.554200.29552.521.681.501/1664.5.1%1.0091270619.4012.491.554200.27062.671.761.521/1571.1.6%0.8181245516.7210.731.564200.24552.741.791.531/1535.0.5%0.8771221013.998.941.564200.22102.741.781.541/1533.3.0%0.8561196911.257.161.574200.19692.681.721.551/1569.6.1%0.815117288.575.441.584200.17282.531.621.571/1657.10.5%0.774114836.043.821.584200.14832.291.451.581/1833.17.6%0.713112383.752.371.584200.12381.921.201.601/2185.37.0%0.63219911.821.171.565700.9911.651.021.611/3461.79.2%0.48116800.180.151.004000.6800.180.151.001/9999.99.9%0.16Y方向最大层间位移角:1/1533.(第7层第1塔)Y方向最大位移与层平均位移的比值:1.58(第4层第1塔)Y方向最大层间位移与平均层间位移的比值:1.61(第2层第1塔)===工况16===Y-偶然偏心地震作用规定水平力下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/hDyR/DyRatio_AY101295513.5313.481.004200.27861.651.611.021/2544.4.3%1.0091270611.9611.871.014200.25451.701.681.011/2470.1.4%0.8081245510.3010.191.014200.22901.721.701.011/2448.0.7%0.867122108.608.491.014200.20491.701.691.001/2476.3.2%0.856119696.916.791.024200.19691.641.641.001/2554.6.3%0.815117285.275.151.024200.17281.551.541.011/2706.10.7%0.764114833.723.621.034200.
14831.401.371.021/3001.17.3%0.703112382.322.241.034200.12381.171.131.031/3584.37.6%0.64219911.151.111.035700.9911.000.961.041/5677.78.0%0.48114290.160.151.004000.4290.160.151.001/9999.99.9%0.17Y方向最大层间位移角:1/2448.(第8层第1塔)Y方向最大位移与层平均位移的比值:1.03(第3层第1塔)Y方向最大层间位移与平均层间位移的比值:1.04(第2层第1塔)**********************************************************************各层各塔的规定水平力**********************************************************************层号塔号X向(KN)Y向(KN)1134.3156.221502.1508.331552.6575.941557.3636.351521.1649.861500.5671.571576.0771.781801.21021.1911264.91496.91011974.72091.1**********************************************************************规定水平力框架柱及短肢墙地震倾覆力矩(抗规)**********************************************************************层号塔号框架柱短肢墙墙斜撑101X8939.6501.3-1138.5Y5875.6328.92580.491X16935.71393.33629.6Y10490.21370.011982.581X26213.42580.410190.9Y15442.02915.424832.871X36264.54019.118204.1Y20375.34896.840497.861X46900.35678.927557.1Y25210.07237.058716.951X57816.87548.338625.9Y29808.69850.079626.241X68532.29587.752074.8Y33956.812815.8103302.631X78446.711726.368523.4Y37629.616101.4129877.621X85775.411726.3102775.3Y39898.216101.4175579.311X85102.111726.3132598.0Y40025.216101.4208888.6**********************************************************************
规定水平力框架柱及短肢墙地震倾覆力矩百分比(抗规)**********************************************************************层号塔号框架柱短肢墙101X107.67%6.04%Y66.88%3.74%91X77.13%6.35%Y44.00%5.75%81X67.24%6.62%Y35.75%6.75%71X62.00%6.87%Y30.98%7.45%61X58.53%7.09%Y27.65%7.94%51X55.60%7.26%Y24.99%8.26%41X52.64%7.36%Y22.63%8.54%31X49.43%7.39%Y20.49%8.77%21X42.83%5.86%Y17.23%6.95%11X37.09%5.11%Y15.10%6.08%**********************************************************************规定水平力框架柱及短肢墙地震倾覆力矩(轴力方式)**********************************************************************层号塔号合力点框架柱短肢墙墙斜撑101X35.2211769.2-5486.52040.9Y9.446910.4645.21221.691X33.9724236.9-6013.93729.5Y9.7712384.2946.310502.481X32.5138238.8-3888.34619.0Y9.5018400.0683.324094.171X30.0451952.3-430.76941.0Y9.5524308.9-64.741514.161X28.5066142.02421.611538.2Y9.6730042.8-1229.262334.051X29.6184863.36129.112951.4Y9.7635501.8-2693.086457.741X30.97105536.512675.211918.6Y9.8240432.9-4451.6114074.631X32.00125714.423410.010125.3Y9.9144685.3-6456.5146983.721X33.25143830.50.055894.9Y10.0647248.50.0183138.911X32.0729992.20.0199553.2Y9.921768.40.0263602.8**********************************************************************规定水平力框架柱及短肢墙地震倾覆力矩百分比(轴力方式)**********************************************************************
层号塔号框架柱短肢墙101X141.40%-65.92%Y78.73%7.35%91X110.41%-27.40%Y51.96%3.97%81X98.12%-9.98%Y42.61%1.58%71X88.86%-0.74%Y36.97%-0.10%61X82.57%3.02%Y32.96%-1.35%51X81.64%5.90%Y29.77%-2.26%41X81.10%9.74%Y26.95%-2.97%31X78.94%14.70%Y24.13%-3.49%21X72.01%0.00%Y20.51%0.00%11X13.07%0.00%Y0.67%0.00%**********************************************************************内力CQC的框架柱及短肢墙地震倾覆力矩**********************************************************************层号塔号框架柱短肢墙墙斜撑101X8148.9772.46713.9Y6279.41477.76938.391X15532.31828.213609.0Y11240.83222.919731.581X24174.73121.321695.2Y16616.15312.236250.871X33604.64637.130901.9Y22017.57711.856031.161X43652.06356.241263.5Y27339.610371.078959.251X54038.78289.653239.7Y32416.713219.1105333.641X64309.310369.867481.9Y37007.216352.3135293.931X73896.112507.684552.6Y41066.519742.5168827.921X81027.412507.6118797.7Y43694.119742.5224536.611X81680.512507.6189215.6Y43917.019742.5265622.0**********************************************************************内力CQC的框架柱及短肢墙地震倾覆力矩百分比**********************************************************************层号塔号框架柱短肢墙101X52.12%4.94%
Y42.73%10.06%91X50.15%5.90%Y32.87%9.42%81X49.34%6.37%Y28.56%9.13%71X48.60%6.71%Y25.67%8.99%61X47.83%6.96%Y23.43%8.89%51X46.76%7.17%Y21.47%8.76%41X45.24%7.29%Y19.62%8.67%31X43.23%7.32%Y17.88%8.60%21X38.16%5.89%Y15.17%6.86%11X28.82%4.41%Y13.34%6.00%**********************************************************************框架柱地震剪力百分比**********************************************************************层号塔号柱剪力总剪力柱剪力百分比11X162.97284.82.24%Y48.78578.90.57%21X1250.67250.517.25%Y341.78422.74.06%31X2281.26748.333.80%Y761.77914.49.62%41X2443.76195.739.44%Y861.47338.511.74%51X2471.15638.443.83%Y958.36702.214.30%61X2390.15117.346.71%Y1009.46052.316.68%71X2242.94616.848.58%Y1028.65380.819.12%81X2055.04040.850.86%Y1028.44609.122.31%91X1754.93239.654.17%Y951.83588.026.53%101X1935.01974.797.99%Y1213.92091.158.05%**********************************************************************0.2V0调整系数以下为程序自动计算的系数,如用户自己定义了系数,则以自定义系数为准**********************************************************************
第六章地震作用及结构抗震验算6.1梁线刚度计算梁线刚度计算如表6.1所示。表6.1梁线刚度混凝土边框架中框架惯性矩梁跨截强度等层Ic=Kb=EIbKb=EIb位度面级及弹Ib=1.5I0Ib=2I0次bh3/12/l/l置(m)b×h性模量(m4)(m4)(m4)(m4)(m4)(kN/m2)一AB,0.3×0.12.875.0117.166.678.18.58×10-3~CD7C35×10-3×104×10-3×1043.15×107九0.3×0.4.694.836.266.57BC33.13×10-3层5×10-3×104×10-3×1046.2柱线刚度计算柱线刚度计算结果如表6.2所示。表6.2柱线刚度混凝土层惯性矩线刚度柱截面层次强度等级高IC=bchc3/12Kc=ECIC/h(m2)(kN/m2)h(m)(m4)(kN·m)C35一0.700×0.7005.720.00×10-311.05×1043.15×107二C350.700×0.7004.220.00×10-315×104~3.15×107九
6.3框架柱侧移刚度及框架刚度计算6.3.1框架柱侧移刚度及框架刚度计算框架柱侧移刚度及框架刚度计算如表6.3、表6.4。
表6.3首层框架柱刚度值与柱相连层柱柱的线∑D=第i层柱C梁线刚度12柱的fi层高ib0.5KDKich2nDKhD位i刚度icK根数的侧移刚度DiKb次(m)ic2K4(104kN/m)置4(104kN/m)(10kN/m)n104kN/m(104kN)(10kN/m)边框5.0111.050.450.391.59414.89边柱边框5.0111.050.890.481.9647.84首中柱4.835.776.12433.88层中框6.6711.050.6030.421.711227.36边柱中框6.6711.051.200.532.161234.56中柱6.57
表6.4其余层框架柱刚度值与柱相连层柱的线柱梁线刚度12柱的nD第i层柱的Cfi层刚度iiDKicK高cbKh2hD位iK根数(104kN/m)侧移刚度Kb2i次(m)(104kN/m)c2K44置4(10kN/m)nD(10kN/m)(104kN)(10kN/m)i边框5.01150.330.1421.4545.8边柱二边框5.01150.660.2482.53410.12~中柱4.834.2140.2588.84中框6.67150.440.1851.891230.24九边柱中框6.67150.880.3063.121294.04中柱6.57
6.3.2总框架的等效刚度综合框架平均线位移侧移刚度和角位移刚度分别为:91144D=Dihi=(76.125.7+140.24.28)10=130.9110kNHi139.3101144Cf=Cfihi=(433.88×5.7+588.84×4.2×8)×10=566.36×10kNHi139.36.4剪力墙等效刚度计算设计要求:1)周边有梁柱的一、二抗震墙,其厚度不应小于200mm,且不小于墙净高的1/16;2)梁的宽度不宜小于2bw,其中bw为抗震墙的宽度,梁的截面高度不宜小于3bw;3)柱的截面宽度不宜小于2.5bw,柱的截面高度不小于截面宽度;4)抗震墙的水平分布钢筋应与柱子可靠拉结,抗震墙的端部竖向钢筋应配在柱内;5)抗震墙的洞口应配置补强钢筋。计算抗震墙等效抗弯刚度时,应考虑相连纵横抗震墙的共同工作。《抗震规范》规定,抗震墙翼墙有效长度,每侧由墙面算起可取相邻抗震墙净距的一半、至门窗洞口的墙长或抗震墙总高度的15%三者的较小值(见下表4.5)。对于墙1来说,由第二条件所确定的值最小,故翼墙有效长度为300mm。表6.5抗震墙翼墙有效长度项次考虑情况T形截面L形截面111按相邻抗震墙净距t(l01l02)tl01222按至门窗洞口间的墙长ta1a2ta13按抗震墙的总高度考虑0.15H0.075H注:1.l、l分别为左、右相邻抗震墙的净距;01022.t为抗震墙的厚度;3.a、a分别为左、右洞口边缘之抗震墙墙面的距离;124.H为抗震墙的总高度。
6.4.1剪力墙W-1等效刚度的计算图6.1剪力墙截面示意图一层第⑧轴一片剪力墙,400厚,C35截面特性:计算形心坐标,可对墙的上沿取面积矩。nAiyi2.950.40.4/20.70.70.357.40.44.40.70.78.45i1y3.43mcn0.70.722.950.47.40.4Aii1计算惯性矩:132130.72I2.950.42.950.4(3.430.2)0.70.70.70.7(3.43)1121221321327.40.47.40.4(4.43.43)0.70.70.70.7(8.453.43)45.731212由《建筑结构抗震设计》可得墙1的剪力不均匀系数1.7,按倒三角形何在考虑
EIwEIwe3.64EIw12HGAw72E3.1510kN/m4II32.1mw1H39.3m72G0.42E1.32310kN/m2A2.950.40.70.727.40.45.12mw7EIw3.151045.737EI=132.7610we3.64EI7w3.641.73.151045.73121HGA27w39.31.323105.12二~九层,300厚,C35,截面图如下图所示:计算形心ycnAiyi2.950.30.150.70.70.357.40.34.40.70.78.45i1ycn0.70.722.950.37.40.3Aii13.48m计算惯性矩:132130.72I2.950.32.950.3(3.430.15)0.70.70.70.7(3.43)12121221321327.40.37.40.3(4.43.43)0.70.70.70.7(8.453.43)38.791212
图6.2剪力墙截面示意图4.085剪力墙2的剪力不均匀系数μ=1.84,按倒三角形荷载考虑2.22EIwEIwe3.64EIw12HGAw72E3.1510kN/m4II28.67mw1H39.3m72G0.42E1.32310kN/m2A2.950.30.70.727.40.34.09mw7EIw3.151038.797EI111.2810kNmwe3.64EI3.641.843.1510738.79w11227HGAw39.31.323104.0856.4.2剪力墙W-2等效刚度的计算一层③、⑤轴两片剪力墙,400厚,C35截面简图如下图所示:
图6.3剪力墙截面示意图计算形心ycAjyj0.550.40.20.70.70.357.40.44.40.70.78.45y4.23mAj0.550.30.70.727.40.413213I0.550.40.550.4(4.230.2)0.70.7212120.721320.70.7(4.23)7.40.37.40.3(4.44.23)2121320.70.70.70.7(8.454.23)33.32120.550.40.70.727.40.4剪力墙3剪力不均匀系数μ=1.41,按倒三角形荷载考虑7.40.4
EIwEIwe3.64EIw12HGAw72E3.1510kN/m4I33.32mwH39.3m72G0.42E1.32310kN/m2A0.550.40.70.727.40.44.16mw7EIw3.151033.3272EI98.7410kNmwe3.64EI3.641.413.1510733.32w11227HGAw39.30.423.15104.16二—九层③、⑤轴两片剪力墙,300厚,C35,截面简图如下图所示:图6.4剪力墙截面示意图墙翼宽度的计算:l550mm010.15H=0.15×39.3=5.89m所以取墙翼宽度为0.55m,对上边缘取矩:
Ay3jj0.550.30.150.70.350.77.40.34.40.70.78.45yAj0.550.30.70.727.40.3计算惯性矩:4.19m132132I0.550.30.550.3(4.190.15)0.70.70.70.7(4.190.35)2212121321320.37.40.37.4(4.44.19)0.70.70.70.7(8.454.19)1212429.08m0.550.30.70.727.40.3剪力墙3剪力不均匀系数μ=1.25,按倒三角形荷载考虑7.40.3EIwEIwe3.64EIw12HGAw72E3.1510kN/m33.325.729.0833.64I29.69mw39.3H39.3m72G0.42E1.32310kN/m4.165.73.3733.62A3.48mw39.37EIw3.151033.3272EI88.2310kNmwe3.64EI3.641.253.1510729.69w11227HGAw39.30.423.15103.486.4.3剪力墙W-3等效刚度的计算首层电梯四片剪力墙,400厚,C35,截面简图如下图所示:
图6.5剪力墙截面示意图墙翼宽度的计算:60.42.4m0.15H=0.15×39.3=5.89ml1000mm01所以取墙翼宽度为1000mm1II212b0j120.162221Hm339.3[3(2.372.312.4)]53.45j1l0j0.85.70.143ThIjj1T---------轴向变形影响系数m=4时,T=0.80h---------层高5.7mI-------第j墙的惯性矩jAjyj0.950.40.4751.00.40.2y0.33m1Aj1.00.40.950.41323124I0.40.950.950.4(0.4750.33)1.00.410.4(0.330.2)0.028m1121213134I0.41.21.00.40.063m212124I0.063m2
Ajyj0.80.40.41.00.40.2y0.29m3Aj0.80.41.00.41313I0.41.20.40.8(0.40.29)1.00.431212241.00.4(0.290.2)0.028m44Ib0Ij0.0490.0630.0280.14mj1为连梁考虑剪切变形的等效惯性矩:Ib1.564I0.16mb0712EIb122.483.15101.5611272AbGl01.440.423.15103.02.382.480.9672E3.1510kN/m134I0.43.61.56mb12l1.23.6/23.0m02A0.43.61.44mbG0.42EL---------墙肢形心之间的距离jL=0.6+1.2+0.9-0.33=2.37m1L=2.4m2L=0.6+1.2+0.8-0.29=2.31m3查表得A=0.0210EIj72.483.15100.140.0002227239.30.423.15102.38HGAjmEIj7i13.15100.1472EI2.0310kNmwe1TAT3.6410.83.640.000220.0210.801
图6.5剪力墙截面示意图二层电梯四片剪力墙,300厚,C35Ajyj0.950.30.4751.050.30.15y0.3m1Aj1.050.30.950.313231I0.30.950.950.3(0.4750.3)1.050.311212241.050.3(0.30.15)0.04m13134I0.31.21.050.30.046m21212Ajyj0.750.30.3751.050.30.15y0.24m3Aj0.750.31.050.31313I0.30.750.30.75(0.3750.24)1.050.331212241.050.3(0.240.15)0.02m44Ij0.040.0460.020.11mj1I为连梁考虑剪切变形的等效惯性矩:b0Ib0.234I0.085mb0712EIb122.523.15100.2311272AbGl01.080.423.15103.0
1.8152.52.0.7272E3.1510kN/m134I0.32.10.23mb12l1.23.6/23.0m02A0.33.61.08mbG0.42EL---------墙肢形心之间的距离jL=0.6+1.2+0.9-0.33=2.37m1L=2.4m2L=0.6+1.2+0.75-0..24=2.31m3查表得A=0.0210EIj72.523.15100.110.0002327239.30.423.15101.82HGAjmEIj7i13.15100.1172EI1.610kNmwe1TAT3.6410.83.640.000230.0210.801m1II212b0j120.0852221Hm339.3[3(2.452.42.31)]80j1l0j0.84.20.112.25ThIjj1T=0.8h=4.244Ij0.11mj1l1.51.5/22.25m0j
6.4.4剪力墙W-4等效刚度的计算图6.1剪力墙截面示意图一层400厚,C35截面特性:计算形心坐标,可对墙的上沿取面积矩。nAiyi0.70.70.357.40.44.40.70.78.45i1y4.4mcn0.70.727.40.4Aii1计算惯性矩:13213I070.70.70.7(4.40.35)20.47.441212429.6m由《建筑结构抗震设计》可得墙1的剪力不均匀系数1.2,按倒三角形何在考虑
EIwEIwe3.64EIw12HGAw72E3.1510kN/m4II29.6mw1H39.3m72G0.42E1.32310kN/m2A0.70.727.40.43.94mw7EIw3.151029.672EI92.7810kNmwe3.64EI3.641.23.151076.13w11227HGAw39.31.323103.94二~九层,300厚,C35,截面图如下图所示:图6.2剪力墙截面示意图计算形心ycnAiyi0.70.70.357.40.34.40.70.78.45i1y3.57mcn0.70.727.40.3Aii1计算惯性矩:
13213I070.70.70.7(4.40.35)20.37.4441212426.2m由《建筑结构抗震设计》可得墙1的剪力不均匀系数1.2,按倒三角形何在考虑EIwEIwe3.64EIw12HGAw72E3.1510kN/m29.65.726.233.64I26.7mw39.3H39.3m72G0.42E1.32310kN/m3.945.73.233.62A3.31mw39.37EIw3.151026.772EI83.6110kNmwe3.64EI3.640.143.1510726.7w11227HGAw39.31.323103.31则墙的整体刚度为:77132.76105.7111.28104.2872EI114.410kNmwe139.37798.74105.788.23104.2872EI89.7510kNmwe239.37792.78105.783.61104.2872EI84.9410kNmwe439.3772.03105.71.6104.2872EI46.6510kNmwe339.3所以剪力墙总的等效刚度:7777EI114.41089.7510284.94106.651072385.4910KNm房屋刚度特征值:(不考虑连梁对剪力墙节点转动的约束作用,取连梁的剪切刚度C0)BC7f566.3610H36.61.527EI385.4910
根据规范要求,1.0<<3.0,故本设计符合设计要求6.5结构基本自震周期的计算及水平地震作用计算6.5.1结构的基本周期Gi14936.5113448.2313308.08313317.1613326.22213243.21310.25qH39.33125.5kN/m44qH2569.9936.62K4.7621.8210TH7EIwe100.58102由结构的特征刚度=1.52查表得K=4.7610H2由于T1.71.70.821.82100.64S1TT框架-剪力墙结构0.8T根据电算结果可查的结构的基本周期为:T=0.85s6.5.2结构的水平地震作用1)该工程主体结构高度不超过40m,且质量和刚度沿高度分布比较均匀,故可用底部剪力法计算水平地震作用。2)根据场地类别Ⅱ类,设计地震分组为第一组查《建筑抗震设计规范》表5.1.4-2得特征周期T0.35s。水平地震影响系数最大值amax=0.16,一般建筑阻尼比取0.05,故gTg0.9(),设防烈度8度。因为TT0.85s5T1.75s1maxggT10.90.9Tg0.35故地震影响系数0.160.078maxT0.78所以结构总水平地震作用标准值为:FG0.0780.85(14936.5113448.2313308.0813317.16EKeq13326.22213243.21310.25)8143.76kNT0.78因为2.21.4所以应考虑结构顶部附加集中水平地震作用F。nT0.35g
顶部附加地震作用系数0.08T0.070.080.780.070.132n1顶部附加地震作用:FF=0.132×8143.76=1074.98kNnnEk3)用底部剪力法把总水平地震作用沿结构高度分配,则可得到各层的水平地震作用和相应的剪力效应,计算过程和结果列于6.6表,其中水平地震作用的计算式为:GHiiFiFEK1n其中:FEK(1n)8143.76(10.132)7068.78kN(顶层还要加GHii上附加地震作用)表6.6横向水平地震作用计算表高层高重量5剪力弯矩层GiHi10GiHi水平力度kihiGiGiHiFikiViFiHi次Hi(m)(kN)(kN·m)FEK(1n)(kN)(kN·m)(m)(kN×m)102.7421310.250.550.0199140.67140.675908.1494.239.313243.25.20.18851332.471473.1452366.0784.235.113326.224.67750.16961198.872672.0142080.3474.230.913326.224.1180.14931055.373727.3832610.9364.226.713317.163.5560.1289911.174638.5524328.2454.222.513308.082.9940.1085766.965405.5117256.644.218.313308.082.4350.0883624.176029.6811422.334.214.113308.081.8760.068480.686510.366777.5924.29.913448.231.3310.0482340.726851.083373.1315.75.714936.510.850.0308217.727068.81241∑GKHK=27.587∑FiHi=197364.346.6水平地震作用下框架-剪力墙地震内力6.6.1框架层间地震剪力的计算为便于以后的计算,现将各层水平地震作用换算成倒三角形和顶部集中力水平作用。换算的原则是:由各层水平地震作用Fi在基底产生的弯矩效应以及底部总剪力与倒三角形作用和顶部集中力共同作用产生的弯矩效应以及产生的底部剪力相等。
即:3M3191456.20q371.88KN/mmax2H39.3F1qH1371.8839.37307.45KN1max22相应的倒三角形荷载作用下水平地震作用为:1FqH7307.45kN12框架层间地震剪力的计算见表6.7.VfVf1.5VfF1VfFF1F表6.7框架地震内力的计算倒三角形荷载水平集中荷载层VfihimHimVV次fV(kN)fV(kN)FfFf(kN)194.239.31.00.2892111.80.583626.712738.5684.235.10.890.2982177.620.577620.262797.8874.230.90.790.2992184.930.561603.062787.9964.226.70.680.3042221.460.532571.892793.3554.222.50.570.3012199.540.49526.742726.2844.218.30.470.2872097.240.439471.922569.1634.214.10.360.2581885.320.369396.672281.9924.29.90.250.2081519.950.28300.991820.9415.75.70.150.1411030.350.174187.051217.4抗震规范规定:侧向刚度沿竖向分布基本均匀的框架—剪力墙结构,任一层框架部分的地震剪力不应小于结构总底部剪力的20%和框架部分各层按分配的地震剪力最大值的1.5倍二者的较小值8143.76×0.2=1628.75kN及1.5×2797.88=4196.82kN,因此一层的楼层剪力V=1628.75kN6.6.2位移计算与验算水平地震作用下的侧移下的剪力墙地震剪力、弯矩和结构侧移的计算见表6.8。表6.8剪力墙的地震剪力、弯矩和结构侧移计算
VFFMwiMwiCfuei层次iinVVfiwi104m(kN)(kN·m)(104kN·m)91473.142738.56-1265.4200588.8419.5382672.012797.88-125.87-2928.01-2928.01588.8419.9673727.382787.99939.391708.39-1219.62588.8419.8964638.552793.351845.25847.644628.02588.8419.9255405.512726.282679.239501.314129.32588.8419.4546029.682569.163460.5212893.4827022.8588.8418.3236510.362281.994228.3716146.6743169.47588.8416.2826851.081820.945030.1419442.8762612.34588.8412.9917068.81217.45851.422851.2385463.57433.8815.9907068.807068.836822.7122286.140注:1.墙的各截面剪力:VVV。wiifiVVWiWi-12.墙的各截面弯矩:MwiMwi。其中MWihi2Vhfii3.框架-剪力墙的层间位移:。ueCf由表6.6知,抗震墙的层间侧移最大值发生在第7层,其弹性层间位移角为:4u19.96101max0.00048e,故符合要求。H4.2800手算的层间位移与PKPM电算的层间位移相比较偏大。
第七章框架―剪力墙协同工作分析7.1剪力墙的地震剪力和弯矩标准值分配剪力墙的地震剪力和弯矩标准值计算结果见下表。(从顶层开始向下计算三层)表7.1地震剪力和弯矩在剪力墙W-1(2)之间的分配W-1(2)各两片层VwkMwkEIw107EI7w110EIw1/Vwk1次(kN)(kN·m)(kN·m)Mwk1(kN·m)(kN·m)∑EIw(kN)0111.280.29-366.970(0)9-1256.42385.49(88.23)(0.23)(-291.05)-849.1-2928.01(-673.4)111.280.29-36.58-125.87385.49(88.23)(0.23)(-28.95)-353.69-1219.62(-280.51)111.280.29272.427939.39385.49272.424628.02(88.23)(0.23)(216.06)(216.06)表7.2地震剪力和弯矩在剪力墙W-4(1片)之间的分配W-4(1片)层VwkMwkEIw107EI7w110EIw1/Vwk1次(kN)(kN·m)(kN·m)Mwk1(kN·m)(kN·m)∑EIw(kN)009-1265.42385.4983.610.22-278.39-2928.01-644.168-125.87385.4983.610.22-27.69-1219.62-268.327939.39385.4983.610.22206.674628.021018.16
表7.3地震剪力和弯矩在剪力墙W-3(4)各一片之间的分配W-3(4)各一片层VwkMwkEIw107EI7w110EIw1/Vwk1次(kN)(kN·m)(kN·m)Mwk1(kN·m)(kN·m)∑EIw(kN)009-1265.42385.491.60.004-5.25-2928.01-11.718-125.87385.491.60.004-0.5-1219.62-4.887939.39385.491.60.0043.764628.0218.517.2框架柱的地震剪力和弯矩标准值分配框架是框架—剪力墙结构抵抗地震的第二道防线,因此应提高框架部分的设计地震作用,使其有更大的强度储备。框架柱的地震剪力按D值法计算,其中CfD∑D=VfmVfhD地震剪力在各框架柱间的分配结果见表7.4。表7.4地震剪力在边框架柱间的分配(一榀边框架)层VfiD边D中DD边D中Vfk边Vfk中次(kN)(kN/m)(kN/m)(kN/m)DD(kN)(kN)92738.56145002530014020000.010.01827.3949.2982797.88145002530014020000.010.01827.9850.3672787.99145002530014020000.010.01827.8850.187.3水平地震作用下柱端弯矩标准值的计算7.3.1反弯点高度的确定D值法的反弯点高度按下式确定
yy0y1y2y3·hy-标准反弯点高度比;其值根据框架总层数n、该柱所在层数m和梁柱线刚度比K,由表0格可查得。y-某层上下梁线刚度不同时,该层柱反弯点高度比修正值;当kkkk时,令1b1b2b3b4kkb1b2,根据比值和梁柱线刚度比K,由表格查得,这时反弯点上移,故y取正111kkb3b4k+kb3b4值。当kkkk时,则令α=,由表格查得,这时反弯点下移,故y取b1b2b3b411k+kb1b2负值。对于首层不考虑y值。1h上y-上层高度h与本层高度h不同时,反弯点高度比修正值;其值根据α=和K的数值2上2h由表格查得。对于顶层不考虑y修正值。2h下y-下层高度h与本层高度h不同时,反弯点高度比修正值。其根据α=和K由表格查3下3h得。对于首层不考虑y修正值。3各层反弯点高度计算结果见表7.10。表7.5各柱的反弯点高度计算(一榀边框架)边柱中柱层数Ky0y1y2y3yKy0y1y2y3y90.330.130000.550.660.280001.1880.330.270001.130.660.350001.4770.330.320001.340.660.40001.687.3.2水平地震作用下柱端弯矩标准值水平地震作用下柱端弯矩标准值计算结果见表7.6。表7.6水平地震作用下柱端弯矩标准值(一榀边框架)
边跨边柱边跨中柱层次上下上下HVikMcMcHVikMcMcyy(m)(kN)(kN·m)(kN·m)(m)(kN)(kN·m)(kN·m)94.227.390.5599.9715.064.249.291.18148.8658.1684.227.981.1385.931.624.250.361.47137.4870.0374.227.881.3479.7437.364.250.181.68126.4584.3注:1.MVy为柱下端弯矩。下ik2.MVhy为柱上端弯矩。上ik7.4水平剪力作用下梁端剪力及柱轴力的计算水平剪力作用下梁端剪力及柱轴力计算结果见表7.7。表7.7水平剪力作用下梁端剪力及柱轴力标准值表(一榀边框架)AB跨梁端剪力BC跨梁端剪力柱轴力层边柱中柱L左右VLM左右VMMbbMbbbbNNmEE次kNmkNmkNmkNmkNmkNkNkN98.199.9775-21.6373.8773.87-49.25-21.6-27.6588.1100.9698.56-24.63397.0797.07-64.71-24.63-40.0878.1111.3698.99-25.97397.4997.49-65-25.97-39.03左上下k1注:1.MMM(k、k为结点处左右俩端梁的线刚度)。bcc12kk12右上下k22.MMM。bcckk12左右3.VMMl(l为梁的跨度)。bb4.轴力使柱子受压为正,否则为负,粱剪力顺时针为正,否则为负。
7.5水平地震力作用下内力图图7.1左震作用下结构弯矩图(kNm)
第八章风荷载作用下框架的内力8.1风荷载标准值的计算我国《建筑结构荷载规范》GB50009—2001规定垂直作用于建筑物表面单位面积上得分风荷载标准值:ωβμμωkzszo2式中ωo——基本风压值(KN/m)μz——风压高度变化系数μs——风载体型系数βz——z高度处的风振系数2本建筑建设在内蒙古包头市市区基本风压为0.55kN/m,查荷载规范得μs=1.3,地面39.3粗糙度类别为C类,建筑物的总高度大于30m,且高宽比=2.0>1.5用风振系数加8.123大风荷载:fzξυZβz=1其中φ=zμzH2ωoT1=0.33查高层建筑结构设计表3-3得=1.32,表3-4得=0.49fzξυZiβz=1=10.016μzμz所以得ωk=0.72(z+0.016Zi)=0.72(z+0.016Zi)8.2建筑物总风荷载的计算风荷载计算见表8.1
表8.1风荷载计算层ZiμzωkBHFiViFiV2(kN/m)数(m)(m)(m)(kN)(kN)(kN/m)939.31.551.5659.44.2389.19389.1915295.2835.11.491.4759.44.2366.74755.9312872.6730.91.431.3859.44.2344.281100.2110638.3626.71.361.2859.44.2319.331419.548526.1522.51.291.1859.44.2294.391713.936623.78418.31.211.07559.44.2268.191982.124907.9314.11.110.9559.44.2237.012219.133341.829.910.8359.44.2207.072426.2205015.710.7859.45.7194.592620.791109.2∑65364.8hi+hi+1表中ωz=ωkBFi=ωz28.3风荷载作用下结构的内力计算计算框架的层间剪力把集中荷载化为倒三角形荷载为:3M0365364.8q126.96kN/m239.3HqH1V=126.9639.32494.8kN0228.3.1风荷载作用下框架的内力风荷载作用下框架的内力见表8.2,,计算三层。Vf1.52VV0fV0
表8.2风荷载作用下框架的内力hHiVVf层位f(m)(m)V0(kN)94.239.31.00.28972184.235.10.890.298743.574.230.90.790.299745.98.3.2风荷载作用下剪力墙的内力风荷载作用下剪力墙的内力见表8.3,计算三层。表8.3风荷载作用下剪力墙的内力ViFiVfVwiMwi层次(kN)(kN)(kN)(kN·m)9389.19721-331.808755.93743.512.431393.5671100.21745.9354.31341.35注:1.墙的各截面剪力:VVV。wiifin2.墙的各截面弯矩:MwiVwihi。i8.3.3风荷载作用下一片剪力墙的内力风荷载作用下一片剪力墙(W-1)的内力见表8.4,计算三层。表8.4风荷载作用下剪力墙一的内力W-1层VwkMwk∑EIw107EIw1107EIw1/Vwk1Mwk1次(kN)(kN·m)(kN·m)(kN·m)∑EIw(kN)(kN·m)009-331.8385.49111.280.29-96.221393.56404.13
812.43385.49111.280.293.61341.35388.997354.3385.49111.280.29102.758.3.4风荷载剪力在边框框架柱的分配框架柱的风载剪力按D值法计算,其中CfD∑D=VfmVfhD风载剪力在各框架柱间的分配结果见表8.5。表8.5风荷载剪力在边框架柱间的分配层VfkD边D中DD边D中Vfk边Vfk中次(kN)(kN/m)(kN/m)(kN/m)DD(kN)(kN)9721145002530014020000.010.0187.2112.988743.5145002530014020000.010.0187.4413.387745.9145002530014020000.010.0187.4613.438.3.5风荷载作用下边框框架柱端弯矩标准值的计算水平地震作用下柱端弯矩标准值计算结果见表8.6。表8.6风载作用下柱端弯矩标准值边跨边柱边跨中柱层次上下上下HVikMcMcHVikMcMcyoyo(m)(kN)(kN·m)(kN·m)(m)(kN)(kN·m)(kN·m)94.27.210.5526.323.974.212.981.1839.215.3284.27.441.1322.848.414.213.381.4736.5319.6774.27.461.3421.34104.213.431.6833.8422.56注:1.反弯点的计算与水平地震作用下的相同。2.MVy为柱下端弯矩。下ik3.MVhy为柱上端弯矩。上ik
8.3.6风荷载作用下边框框架梁端弯矩、剪力和柱轴力标准值的计算水平剪力作用下梁端剪力及柱轴力计算结果见表8.7。表8.7水平剪力作用下梁端剪力及柱轴力标准值AB、CD跨梁端剪力BC跨梁端剪力柱轴力层L边柱L左右VM左右VNMMbbMbEbbbN中柱mE次mkNmkNmkNkNmkNmkNkNkN98.126.3219.75-5.69319.4519.45-12.97-5.69-7.2888.126.8118.40-5.58325.7325.73-17.15-5.58-11.5778.129.7517.05-.78326.5526.55-17.7-5.78-11.92左上下k1注:1.MMM(k、k为结点处左右俩端梁的线刚度)。bcc12kk12右上下k22.MMM。bcckk12左右3.VMMl(l为梁的跨度)。bb4.轴力使柱子受压为正,否则为负,梁的剪力顺时针为正,逆时针为负。
第九章竖向荷载作用下框架的内力9.1计算单元的确定在本设计中,选取边跨横向框架1轴进行计算,计算单元宽度为3300mm,其计算简图如图9.1所示。由于房间内布置有次梁,次梁分隔的楼板长宽比为3.0,易按单向板进行计算,故传给框架的楼面荷载,如阴影部分所示,计算单元范围内其余楼面荷载则通过次梁和纵向框架梁以集中荷载的形式传给横向框架,作用于各节点上,由于纵向框架梁的中心线和柱的中心线不重合,因此在框架节点上还作用有集中力矩。图9.1荷载计算简图9.2恒荷载计算对于单向板的荷载传递,沿短边传,传到长边上,因此沿长跨方向支撑梁承受板传来的矩形荷载,沿短跨方向的支撑梁不承受板传来的矩形荷载,按塑性方法进行梁板的设计。第9层:1.均布荷载"q,q代表横梁自重,为均布荷载。11
AB,CD跨横梁自重:q260.30.75.46kN/m1"BC跨横梁自重:q260.30.53.9kN/m1q为女儿墙施加的均布荷载:q5.430.21.09kN/m22q,为AB,CD跨上单向板传来的荷载:33.3q4.527.46kN/m322.集中荷载‘’""P,P分别为CD跨边纵梁,中纵梁直接传给柱的恒载,P,P分别为AB跨边纵梁,中纵梁1212直接传给柱的恒载,它包括女儿墙自重,楼板自重,梁自重及次梁间接传过来的荷载,计算结果如下:11P260.30.73.31.093.34.521.658.14.526.61.50.50.250.5268.112480.78kN1P260.30.73.34.521.658.12211.56.60.54.520.250.5268.177.18kN43.集中力矩0.70.3M80.7816.16kNm120.70.3M77.1815.44kNm22第8层:1、均布荷载"q,q代表横梁自重,为均布荷载。11AB,CD跨横梁自重:q260.30.77.1812.64kN/m1"BC跨横梁自重:q260.30.58.7312.63kN/m1q,为AB,CD跨上单向板传来的荷载:23.3q4.527.46kN/m22
3.集中荷载P,P分别为CD,AB跨边纵梁,中纵梁直接传给柱的恒载,它包括女儿墙自重,楼板自重,12梁自重及次梁间接传过来的荷载,计算结果如下:11P260.30.73.34.521.658.10.250.5268.15.413.372.66kN12411P260.30.73.36.61.54.524.521.658.10.50.250.5268.177.18kN2243.集中力矩0.70.3M72.6614.53kNm120.70.3M77.1815.44kNm22第7层:1.均布荷载"q,q代表横梁自重,为均布荷载。11AB,CD跨横梁自重:q260.30.77.1812.64kN/m1"BC跨横梁自重:q260.30.58.7312.63kN/m1q为AB,CD跨上单向板传来的荷载:33.3q4.527.46kN/m324.集中荷载P,P分别为CD,AB跨边纵梁,中纵梁直接传给柱的恒载,它包括女儿墙自重,楼板自重,12梁自重及次梁间接传过来的荷载,计算结果如下:11P260.30.73.34.521.658.10.250.5268.15.413.372.66kN12411P260.30.73.36.61.54.524.521.658.10.50.250.5268.177.18kN2243.集中力矩0.70.3M72.6614.53kNm12
0.70.3M77.1815.44kNm229.3活荷载计算第9层:1.均布荷载:22屋面活荷载为2.0kN/m,雪荷载为0.25kN/m,且二者不同时考虑,取其大值。q,为AB,CD跨上的均布荷载:13.35q=2.03.35kN/m122.集中荷载P,P分别为CD,AB跨边纵梁,中纵梁直接传给柱的活载,计算结果如下:123.35P2.08.10.513.57kN123.35P8.120.56.61.52.00.523.47kN223.集中力矩0.70.3M13.572.71kNm120.70.3M23.474.69kNm22第8层:1.均布荷载:22办公部分活荷载为2.0kN/m,走廊部分的活荷载为2.5kN/m,楼梯部分的活荷载为23.5kN/mq为AB,CD跨上的均布荷载:13.35q=2.03.35kN/m122.集中荷载P,P分别为CD,AB跨边纵梁,中纵梁直接传给柱的活载,计算结果如下:12
3.351P2.08.113.57kN12213.35P8.120.56.61.52.50.525.94kN2223.集中力矩0.70.3M13.572.71kNm120.70.3M25.945.19kNm22第7层:1.均布荷载:22办公部分活荷载为2.0kN/m,走廊部分的活荷载为2.5kN/m,楼梯部分的活荷载为23.5kN/mq为AB,CD跨上的均布荷载:13.35q=2.03.35kN/m122.集中荷载P,P分别为CD,AB跨边纵梁,中纵梁直接传给柱的活载,计算结果如下:123.351P2.08.113.57kN12213.35P8.120.56.61.52.50.525.94kN2223.集中力矩0.70.3M13.572.71kNm120.70.3M25.945.19kNm22对于第七层等同于第八层
图9.2荷载示意图图9.3恒载作用下的计算简图
图9.4活作用下的计算简图9.4梁端弯矩计算(1)恒载作用下梁端固端弯矩的计算1)9层:M=q22AB,CD跨:1l1/12=14.01×8.1/12=76.6kN·m1M=q22BC跨:2l2/12=4.99×3/12=3.74kN·m22)8层:AB,CD跨:M=q2/12=20.1×8.12/12=109.9kN·m1l11M=q22BC跨:2l2/12=12.63×3/12=9.47kN·m23)7层:AB,CD跨:M=q2/12=20.1×8.12/12=109.9kN·m1l11M=q22BC跨:2l2/12=12.63×3/12=9.47kN·m2(2)活载作用下梁端固端弯矩的计算1)9层:AB,CD跨:M=q2/12=3.35×8.12/12=18.32kN·m1l11
BC跨不存在负弯矩2)8层:M=q22AB,CD跨:1l1/12=3.35×8.1/12=18.32kN·m1BC跨不存在负弯矩3)7层:M=q22AB,CD跨:1l1/12=3.35×8.1/12=18.32kN·m1BC跨不存在负弯矩9.5梁柱的转动刚度梁柱的转动刚度计算结果见表9.1。表9.1梁、柱转动刚度及相对转动刚度相对转动构件名称转动刚度刚度378.58103.15104边AB跨4i413.35101.018.1框8.581033.151074跨DC跨4i413.35101.01架8.1梁中3.131033.151074BC跨4i413.15101跨33720103.15104框架柱中柱4i40.954104.114.29.6分配系数的计算分配系数按下式计算:μik=S´ik/∑S´ik。其中S´ik为节点第k根杆件的相对转动刚度。S为节点k各杆件的相对转刚度和。各ik节点杆件的分配系数计算结果见表9.2。节点布置图见图9.5。
表9.2分配系数计算层次节点∑S‘ik上柱下柱左梁右梁C1.01+1+4.11=6.120.170.16―0.679B1.01+1+4.11=6.120.170.16―0.67C1+1.01+4.11+4.11=10..230.10.10.40.48B1+1.01+4.11+4.11=10..230.10.10.40.4C1+1.01+4.11+4.11=10..230.10.10.40.47B1+1.01+4.11+4.11=10..230.10.10.40.4图9.5节点布置图9.7弯矩分配与传递图9.6恒载作用下横向框架弯矩的二次分配(M单位:kN·m)上柱下柱右梁左梁上柱下柱右梁层数0.80.20.170.670.1616.16-76.676.6-15.44-3.74-1.87-4.88-9.76-38.47-9.199.19952.2613.066.53层-0.56-1.11-4.38-1.041.040.450.1172.26-58.29-13.978.3668.87-68.870.450.450.10.10.40.40.114.53-109.9109.9-15.44-9.47-4.748-4.25-8.5-34-34-8.58.544.8344.839.964.98层-0.25-0.5-1.99-1.99-0.50.50.160.160.04105.88-35.99-51.43-18.474.2644.9959.52-104.5
图9.7活载作用下横向框架弯矩的二次分配(M单位:kN·m)上柱下柱右梁左梁上柱下柱右梁层数0.80.20.170.670.162.71-18.3218.32-5.1900-1.12-2.23-8.8-2.12.1913.383.351.68层-0.14-0.28-1.12-0.280.280.110.0317.49-15.11-2.382.3816.2-16.20.450.450.10.10.40.40.12.71-18.3218.32-5.19008-0.66-1.31-5.25-5.25-1.311.317.327.321.630.82层-0.04-0.08-0.33-0.33-0.080.080.0180.0180.00417.75-5.58-10.78-1.391.397.3410.05-17.399.8竖向荷载作用下的内力图框架结构梁端弯矩较大,配筋较多,因而不便施工。由于超静定钢筋混凝土结构具有塑性内力重分布的性质,所以在重力荷载作用下可乘以调幅系数,适当降低梁端弯矩。这样,梁端调幅后,不仅可以减少梁端的配筋数量,达到方便施工的目的,而且还可以提高柱的安全储备,以满足“强柱弱梁”的设计原则。调幅以后,支座弯矩调小了,跨中弯矩调大了。同时,弯矩调幅只适合在竖向荷载作用下的梁端弯矩,而水平荷载作用下的梁端弯矩不能调幅。本设计跨端弯矩乘以0.85。图中括号内的数字为梁端弯矩调幅后相应截面弯矩数值。最终内力图见图9.8、图9.9所示。""12(MABMBC)对于跨中弯矩的计算公式:Mql跨中82调幅后弯矩:M0.85M支座支座
图9.8恒载作用下弯矩(kNm)
图9.9活载作用下弯矩图(kNm)9.9竖向荷载作用下梁端剪力的计算恒荷载和活荷载作用下梁端剪力的计算结果分别见表9.3,表9.4。
表9.3恒荷载作用下梁端剪力及轴力层荷载引起剪力弯矩引起剪力总剪力柱轴力次AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱VVVVVVVVVVVV柱顶柱底柱顶柱底ABBCABBCABBC956.747.49-3.90-60.652.87.49141.4194.9147.8201.344231881.4118.95-3.70-85.177.418.95352.7406.2385.1438.61134781.4118.95-3.70-85.177.418.95563.9617.4622.0675.518967表9.4活荷载作用下梁端剪力及轴力层次荷载引起剪力弯矩引起剪力总剪力柱轴力AB跨BC跨AB跨BC跨AB跨BC跨A柱B柱VVVVVVVVVVVV柱顶柱底柱顶柱底ABBCABBCABBC913.570-0.930-14.512.64028.0728.0739.2439.24813.570-0.980-14.5512.59056.1956.1981.2381.23713.570-0.980-14.5512.59084.3184.31123.22123.2注:M为调幅后的弯矩差,MA右、MB左为调幅后的弯矩值,MMB左MA右,qlMqlMV,V,剪力顺时针方向为正A右B左2l2l
第十章结构的内力组合10.1荷载效应组合的选用10.1.1无地震作用效应组合时,荷载效应组合的设计值按下式SSSSGGKQQQKWWWK式中:S:荷载效应组合的设计值:永久荷载分项系数,当其效应对结构不利时,对由可变荷载效应控制的G组合应取1.2,对由永久荷载效应控制的组合应取1.35;当其效应对结构有利时,应取1.0;:楼面活荷载分项系数,一般情况下应取1.4Q:风荷载的分项系数,取为1.4wS:永久荷载效应标准值GKS:楼面活荷载效应标注值QKS:风荷载效应标准值wk:重力荷载分项系数为1.2G、:分别为楼面活荷载组合值系数和风荷载组合值系数,当永久荷载Qw效应起控制作用时分别取0.7和0.0;当可变荷载效应起控制作用时应分别取1.0和0.610.1.2地震作用效应组合时,荷载效应组合的设计值按下式SSSSSGGEEhEhkEvEvkwwwk式中:S:荷载效应和地震作用效应组合的设计值S:重力荷载代表值的效应GES:水平地震作用标准值的效用,尚应乘以相应的增大系数或调整系数Ehk
S:竖向地震作用标准值的效用,尚应乘以相应的增大系数或调整系数Evk:水平地震作用分项系数Eh:竖向地震作用分项系数Ev其他符号意义与上相同10.2本设计采取的荷载组合由于建筑的建筑高度为36.6m<60m所以在地震作用效用组合时,不考虑风荷载作用效应,在组合时各个截面考虑了地震的影响,乘以了相应构件的承载力抗震调整系数,在后面截面设计时不与予调整。综合《建筑抗震规范》和《高层建筑砼结构技术规程》本设计考虑一个几种荷载组合1.永久荷载控制为主:1.35恒荷载+活荷载2.可变荷载控制为主:1.2恒荷载+1.4活荷载+0.6×1.4风荷载1.2恒荷载+0.7×1.4活荷载+1.0风荷载3.地震作用控制为主:〔(恒荷载+0.5活荷载)+1.3地震作用〕RE〔1.2(恒荷载+0.5活荷载)+1.3地震作用〕RE10.3框架梁、柱、剪力墙的内力组合本设选取九层的一根框架梁,一根柱,一片剪力墙进行内力组合,框架梁、柱、剪力墙的内力组合见表10.1
框架梁的内力组合截荷载类型竖向荷载竖向荷载与风荷载竖向荷载与地震荷载组合层面内1.2*1+1.4*2+1.2*1+1.4*rRE[(1+0.5*2)rRE[1.2(1+0.5*2)恒荷载活荷风载效应3地震效应4rRE1.35*1+1.4*0.6*30.7*2+1.4*3+1.3*4]次位力+1.3*4]1载21.4*0.7*2置左风右风左震右震左风右风左风右风左震右震左震右震M-104.2-20.71.4-1.422.4-22.40.75-160.956-152.844-155.196-143.366-147.286-64.0725-107.753-81.255-124.935AV78.212.6-0.30.3-5.45.40.85117.918111.228111.732105.768106.60865.85877.79280.22392.157BM-101.8-14.4-1.31.3-2121.40.75-151.542-143.412-141.228-138.092-134.452-102.615-60.885-118.965-77.235左V-77.6-11-0.30.3-5.45.40.85-115.54-108.772-108.268-104.32-103.48-76.602-64.668-90.729-78.795BM-140.60.1-0.110.3-10.30.75-18.312-15.876-16.044-16.072-16.352-0.2325-20.3175-2.2875-22.3725右V20.80.2-0.10.1-6.96.90.8528.27625.15625.32425.01625.29610.140525.389513.693528.9425CM-20-3.8-0.20.210.5-10.50.75-30.724-29.488-29.152-28.004-27.444-6.1875-26.6625-9.4725-29.94758左V-24.8-3.2-0.10.1-6.96.90.85-36.616-34.324-34.156-33.036-32.756-30.0645-14.8155-34.5525-19.3035CM-100.1-14.10.5-0.516.9-16.90.75-148.953-139.44-140.28-133.238-134.638-63.885-96.84-79.9575-112.9125右V77.210.9-0.10.1-4.24.20.85114.902107.816107.984103.182103.46265.611574.893579.66288.944M-106-21.2-0.40.4-1717.40.75-163.876-157.216-156.544-148.536-147.416-104.415-70.485-121.905-87.975DV-78.6-12.7-0.10.1-4.24.20.85-118.556-112.184-112.016-106.906-106.626-76.8485-67.5665-91.29-82.008M165.311.10.1-0.10.5-0.50.7599.03393.98493.81689.37889.09853.62552.6564.252563.2775跨M210.1-0.10.110.4-10.40.751.4481.2561.4241.1581.43810.9275-9.352511.085-9.195中M365.31100-0.30.30.7598.93593.7693.7689.1489.1452.807553.392563.427564.0125框架柱的内力组合地上2层截荷载类型竖向组合竖向荷载与风荷载竖向荷载与地震荷载组合层面内1.2*1+1.4*2+1.2*1+1.4*rRE[(1+0.5*2)rRE[1.2*(1+0.5*2)恒荷载活荷风载效应3地震效应4rRE1.35*1+1.4*0.6*30.7*2+1.4*3+1.3*4]次位力+1.3*4]1载21.4*0.7*2置左风右风左震右震左风右风左风右风左震右震左震右震M-37.7-14.710.1-1077.8-77.80.8-65.301-57.336-74.304-45.506-73.78644.872-116.95237.664-124.16柱8N-402.9-6712.2-1259.1-59.10.8-609.575-567.032-587.528-532.06-566.22-287.656-410.584-357.48-480.408顶V11.67.5-4.94.9-37.137.10.8523.0120.30428.53614.4128.13-27.94854.043-25.338556.6525
M14.816.710.3-1078-780.836.34649.79232.48848.54619.70699.64-62.6103.344-58.896柱N-402.9-6712.2-1259.1-59.10.8-609.575-567.032-587.528-532.06-566.22-287.656-410.584-357.48-480.408底V11.67.5-4.94.9-37.137.10.8523.0120.30428.53614.4128.13-27.94854.043-25.338556.6525剪力墙内力组合截荷载类型竖向组合竖向荷载与风荷载竖向荷载与地震荷载组合层面内1.2*1+1.4*21.2*1+1.4*rRE[(1+0.5*2)rRE[1.2(1+0.5*2)恒荷载活荷风载效应3地震效应4rRE1.35*1++1.4*0.6*30.7*2+1.4*3+1.3*4]次位力+1.3*4]1载21.4*0.7*2置左风右风左震右震左风右风左风右风左震右震左震右震M44.765.3-3535-309309.20.85124.339115.66174.4668.634166.634-275.9185407.4135-262.769420.563墙N2535.3-33-129128.90.8568.34476.981.9460.39468.794-106.182178.687-98.9315185.9375顶V-1322.3-261.621.3-21231.7-231.70.85-2041.473-1935.108-1970.892-1813.308-1872.948-979.1065-1491.16-1226.1335-1738.19058M2012.215.6-16-160160.10.8538.95654.18427.97657.79614.116-154.7255199.0955-150.2885203.5325墙N-1322.3-261.621.3-21231.7-231.70.85-2041.473-1935.108-1970.892-1813.308-1872.948-979.1065-1491.16-1226.1335-1738.1905底V2535.3-33-129128.90.8568.34476.981.9460.39468.794-106.182178.687-98.9315185.9375框架柱的内力组合截荷载类型竖向组合竖向荷载与风荷载竖向荷载与地震荷载组合层面内1.2*1+1.4*21.2*1+1.4*rRE[(1+0.5*2)rRE[1.2*(1+0.5*2)恒荷载活荷风载效应3地震效应4rRE1.35*1++1.4*0.6*30.7*2+1.4*3+1.3*4]次位力+1.3*4]1载21.4*0.7*2置左风右风左震右震左风右风左风右风左震右震左震右震M25.821.212.1-1287.1-87.10.855.60670.80450.47668.67634.796119.704-61.464125.528-55.64柱N-181.9-32.85-524.3-24.30.8-277.709-260-268.4-243.424-257.424-133.368-183.912-165.096-215.64底V24.712.3-6.96.9-49.949.90.8545.39941.06452.65632.03451.354-28.91781.362-23.672586.6065
第十一章框架柱、框架梁、剪力墙的配筋计算11.1结构延性设计为实现抗震设防目标,钢筋砼结构除了必须有足够的承载力和刚度外,还应具有良好的延性和耗能能力。为了使钢筋混凝土结构成为延性耗能结构,应采用以下的抗震概念设计:第一:强柱弱梁汇交在同一节点的上、下柱端截面在轴压作用下的受弯承载力之和应大于两侧梁截面受弯承载力之和,实现塑性铰先出现在梁端,推迟或避免柱端形成塑性铰。第二:强剪弱弯梁、柱的受剪承载力应分别大于其受弯承载力对应的剪力,推迟或避免其剪力破坏,实现延性的弯曲破坏。第三:强核心区、强锚固核心区的受剪承载力应大于汇交在同一个节点的两侧梁达到受弯承载力时对应的核心区的剪力。为了防止在梁柱塑性铰充分发展前,核心区发生破坏。第四:局部加强提高和加强柱根部以及角柱、框支柱等受力不利部位的承载力和抗震构造措施,推迟或避免其过早破坏。第五:限值柱轴压比,加强柱箍筋对混凝土的约束11.2框架梁配筋计算以第八层AB梁为例,梁的控制截面如图11.1。
图11.1梁的控制截面示意图由内力组合表知,控制截面最大内力为:跨中截面:M99.033kNm2支座截面:M-160.956kNmM151.542kNm132截面尺寸:b×h=300mm×700mm,梁内纵向钢筋选HRB400级(ff"360Nmm),yy22混凝土强度等级为C35,f16.7Nmm,f1.57Nmm。箍筋采用HPB335级,ct2f300Nmm。yv11.2.1正截面受弯承载力计算现浇肋梁楼盖中楼板与梁整浇在一起,形成整体式倒L形梁,其跨中截面承受正弯矩,挑出的翼缘位于受压区,与肋的受压区混凝土共同受力,受压区为T形,又因在边垮上,故应按倒L形截面计算。但其支座处承受负弯矩,梁顶面受拉,翼缘位于受拉区,翼缘混凝土开裂后退出工作不参与受力,因此应按宽度为b的矩形截面计算,不按倒L形截面计算。①跨中截面2—2,按单筋倒L形截面配置梁跨中截面的钢筋:8100b=300mm,h=700mm,h=120mm,b1350mmff6按单排布筋:h70035665mm0判别倒L形截面类型:fbh(hh/2)=1.0×16.7×1350×120×(665-120/2)1cff0f=1636.77KN·m>99.033kN·m故属于第一类倒L形截面。求钢筋面积As:
6M99.033100.01S221fCbfh01.016.713506651120.010.55Sb2AS1fCbfh0/fy1.016.713506650.0045/360187mm2615ft选配414,As=615mm,0.3%550.24%,s300665fy满足最小配筋率的要求,按构造配筋。②支座截面1—1处配筋计算(按双筋矩形截面配置):将跨中截面的212钢筋伸入支座,作为支座负弯矩作用下的受压钢筋,(A2S=226mm),据此计算支座上部钢筋的数量,因支座A与支座B的负弯矩值很接近,故取较大弯矩的左支座A进行配筋计算,两支座采用相同配筋。M160.96kNm1MfA(ha)300308(66535)58.21kN·mu1ys0sMMM160.9658.21102.75kN·mu2u16M102.7510u20.046s22fbh1.016.73006651c01(12)1120.0460.0480.55sb且h0.04866531.92a70mm0s满足要求6M160.96102A852mmsf(ha)300(66535)y0s2实配钢筋225A982mm)SA982fst0.49%650.34%且>0.3%所以满足要求bh300665f0y11.2.2斜截面配筋计算箍筋采用HRB335级钢筋,(f=300N/mm2)yv抗震设计时,框架梁的箍筋尚应符合下列构造要求:(1)框架梁沿梁全长箍筋的面积配筋率应符合下列要求:
f一级0.30tsvfyvf二级0.28tsvfyvf三、四级0.26tsvfyv式中,——框架梁沿梁全长箍筋的面积配筋率sv(2)第一各箍筋应设置在距支座边缘50mm处(3)在箍筋加密区范围内的箍筋肢距:一级不宜大于200mm和20倍箍筋直径的较大者,二、三级不宜大于250mm和20倍箍筋直径的较大者,四级不宜大于300mm。。(4)箍筋应有135弯钩,弯钩端头直段长度不应小于10倍的箍筋直径和75mm的较大者。(5)在纵向钢筋搭接长度范围内的箍筋间距,钢筋受拉时不应大于搭接钢筋较小直径的5倍,且不应大于100mm;钢筋受压时不应大于搭接钢筋较小直径的10倍,且不应大于200mm。(6)框架梁非加密区箍筋最大间距不宜大于加密区箍筋间距的2倍。由高规可知抗震设计时,框架梁端截面组合的剪力设计值,一、二、三级应按下列公式lrMMbb计算VV。本设计框架的抗震等级为二级,即:bvbGblnlrMM160.956151.5420.10.53.35bbVV1.27.4131.24kNbvbGbl7.42nlrlrM、M———分别为梁左右端考虑地震作用组合时的弯矩设计值,M、M应分别按bbbb顺时针和逆时针两个方向计算,取较大者;V———考虑地震作用组合时的重力荷载代表值作用下,按简支梁计算的梁端截面剪力Gb设计值;———剪力增大系数,本设计中取1.2;vbl———梁的净跨长度。n剪压比的验算:3V131.2410rEb0.0390.25故梁的截面尺寸满足要求。fbh116.7300665ccbb0《混凝土结构设计规范》11.3.4规定对于考虑地震作用的框架梁,其截面受剪承载力
应符合以下规定:一般框架梁:1V(0.6fbhfhAS)bcvt0yv0SrRE根据上式计算箍筋:0.6fbh0.61.57300665187.93kNV131.24kN,故按构造配置梁箍筋。torE11.2.3构造钢筋的设置1.架立钢筋梁内架立筋的直径,当梁的跨度小于4m时,不宜小于8mm;当梁的跨度为4~6m,不宜小于10mm;当梁的跨度大于6m,不宜小于12mm。2.纵向构造钢筋当梁的腹板高度h450mm时,在梁的两个侧面应沿高度配置纵向构造钢筋,每侧纵w向构造钢筋(不包括梁上、下部受力钢筋及架立筋)的截面面积不应小于腹板截面面积bhw的0.1%,且其间距不宜大于200mm。本设计的AB梁的h=70035120=545mm450mm,则应配置构造钢筋,w2故A0.1%bh0.1%300545164mmw则构造钢筋为212,A2s=226mm11.3框架柱配筋计算11.3.1框架柱纵向钢筋的要求1.柱全部纵向钢筋的配筋率,不应小于表11.3的规定值,且柱截面每一侧纵向钢筋配筋率不应小于0.2%;抗震设计时,对Ⅳ类场地上较高的高层建筑,表中数值应增加0.1。表11.3柱纵向钢筋最小配筋百分率(%)抗震等级柱类型非抗震一级二级三级四级中柱、边柱0.9(1.0)0.7(0.8)0.6(0.7)0.5(0.6)0.5角柱1.10.90.80.70.5
框支柱1.10.9——0.7注:1)当混凝土强度等级大于C60时,表中的数值应增加0.1;2)当采用HRB400、RRB400级钢筋时,表中数值应允许减小0.1。2.抗震设计时,柱的纵向钢筋宜采用对称配筋;3.抗震设计时,截面尺寸大于400mm的柱,其纵向钢筋间距不宜大于200mm,非抗震设计时,柱纵向钢筋间距不应大于350mm,柱纵向钢筋净距均不应小于50mm;4.全部纵向钢筋的配筋率,非抗震设计时不宜大于5%,不应大于6%,抗震设计时不应大于5%;5.一级且剪跨比不大于2的柱,其单侧纵向受拉钢筋的配筋率不宜大于1.2%;6.边柱、角柱及剪力墙端柱考虑地震作用组合产生小偏心受拉时,柱内纵向钢筋总截面面积应比计算值增加25%;7.抗震设计时,一、二、三级框架结构的底层柱底截面的弯矩设计值,应分别采用考虑地震作用组合的弯矩值与增大系数1.5、1.25和1.15的乘积;8.抗震设计时,框架角柱应按双向偏心受力构件进行正截面承载力设计。一、二、三级框架角柱按《高层建筑混凝土结构技术规程》的第6.2.1~6.2.3条调整后的弯矩、剪力设计值应乘以不小于1.1的增大系数。9.纵向受力钢筋的直径不宜小于12mm,全部纵向钢筋的配筋率不宜大于5%;10.柱中纵向受力钢筋的净间距不应小于50mm;11.在偏心受压柱中,垂直于弯矩作用平面的侧面上的纵向受力钢筋以及轴心受压柱中各边的纵向受力钢筋,其中距不宜大于300mm。2本设计以第八层框架17号柱为例,柱的混凝土选用C35,f16.7Nmm,c22f1.57Nmm,纵向钢筋为HRB400级,f=360N/mm,箍筋为HRB335级,tyf=300N/mm2。y11.3.2剪压比、轴压比的验算Mc1.剪跨比:(式中:M、V分别为柱端部截面组合的弯矩设计值和剪力ccVhc设计值。其中M取柱上下端截面弯矩设计值的较大者,则M=-335.29kN·m,ccV=185.34kN。)c
N2.轴压比:n(式中:N取考虑地震作用效应组合的轴力设计值,fAcN=-523.30kN。)根据《高层建筑混凝土结构技术规程》规定对于二级抗震等级的柱剪跨比宜大于2,轴压比不宜大于0.85。表11.4柱的剪跨比、轴压比计算表柱Bh0fcMcVcNMcNn号(mm)(mm)(N/mm2)(kN·m)(kN)(kN)VchfcA1770066516.7294.78146.29661.633.13>20.07<0.85上下MMcc注:VcHn根据以上计算结果表明,柱轴压比符合规范规定。11.3.3正截面受压承载力计算按“强柱弱梁”原则调整柱端弯矩设计值;第九层梁右端弯矩为-160.96kNm,,则:柱抗震等级为二级:1.2Mb1.2160.96193.15kNm第八层柱上端弯矩为-124.16kNm,下端弯矩为119.704kNm,同一节点上、下柱端弯矩之和:Mc124.16119.7243.86kNm1.2Mb193.15kNm满足“强柱弱梁”原则,不需要进行调整。柱内力组合值M、N经验算M=124.16kN,N=609.58kN,V=65.65Kn柱的截面弯矩设计值:M=124.16max柱的计算长度:根据《混凝土结构设计规范》规定对于一般多层房屋的框架结构,柱的计算长度可取:底层柱1.0H现浇楼盖其余各层柱1.25HkN1.25H=1.254.2=5.25m,a=40mm,h=h-a=700-40=660mms0s由于M=124.16kNm,N=609.58kN
M124.16e204mm0N609.58e取700/30=23mm和20mm中的较大值,故e=23mm。aaeee20423227mmi0a0.5fA0.516.7700700cζ6.721.013N609.5810故取ζ=1.0。1l0=4.2/0.7=6<15,故可取偏心距增大系数η=1.0。he1.0227227mm>0.3h0.3660198mmio故为大偏心受压构件。h700ee22740537mmis22对称配筋的大偏心受压柱,可按以下方法计算3N609.5810x52.15mm2a"safb1.016.77001chNea"is32609.58105372AA"1467mmssfy(hoas")36066040实配钢筋为422,(A22s=,1520mm),四侧共配1222,(As=4561.2mm)。验算配筋率:A4561.2s每侧的最小配筋率:0.33%0.2%满足要求。bh700660oA15204s总配筋率:1.3%5%满足要求。bh700660o11.4斜截面受剪承载力的计算柱的箍筋配置要求:1.抗震设计时,柱箍筋加密区的构造要求见下表11.5表11.5柱端箍筋加密区的构造要求
箍筋最小直径抗震等级箍筋最大间距(mm)(mm)一级6d和100的较小值10二级8d和100的较小值8注:1)d为柱纵向钢筋直径(mm);2)柱根指框架柱底部嵌固部位(mm)2.二级框架柱箍筋直径不小于10mm、肢距不大于200mm时,除柱根外最大间距应允许采用150mm;三级框架柱的截面尺寸不大于400mm时,箍筋最小直径应允许采用6mm;四级框架柱的剪跨比不大于2或柱中全部纵向钢筋的配筋率大于3%时,箍筋直径不应小于8mm。3.抗震设计时,柱箍筋加密区的范围应符合下列要求:1)底层柱的上端和其他各层柱的两端,应取矩形截面柱之长边尺寸(或圆形截面柱之直径)、柱净高之1和500mm三者之最大值范围;62)底层柱刚性地面上、下各500mm的范围;3)剪跨比不大于2的柱和因填充墙等形成的柱净高与截面高度之比不大于4的柱全高范围;4)底层柱柱根以上1柱净高的范围;35)一级及二级框架角柱的全高范围;6)需要提高变形能力的柱的全高范围4.柱加密区范围内箍筋的体积配筋率,应符合下列规定:1)柱箍筋加密区箍筋的体积配箍率,应符合下式要求:fvcvfyv式中,———柱箍筋的体积配箍率;v———柱最小配箍特征值;见下表11.6vf———混凝土轴心抗压强度设计值。当柱混凝土强度等级低于C35时,应按cC35计算;f22———柱箍筋或拉筋的抗拉强度设计值超过360Nmm时,应取360Nmm。yv表11.6柱端箍筋加密区最小配箍特征值v
抗震柱轴压比箍筋形式等级0.30.400.500.600.700.800.901.001.05普通箍、复合箍0.080.090.110.130.150.170.190.220.24二级螺旋箍、复合或连0.060.070.090.110.130.150.170.200.22续复合螺旋箍2)对一、二、三、四级框架柱,其箍筋加密区范围内箍筋的体积配箍率尚且分别不应小于0.8%、0.6%、0.4%和0.4%;5.箍筋应为封闭式,其末端应做成135弯钩且弯钩末端平直段长度不应小于10倍的箍筋直径,且不应小于75mm;6.箍筋加密区的箍筋肢距,一级不宜大于200mm,二、三级不宜大于250mm和20倍箍筋直径的较大者,四级不宜大于300mm,每隔一根纵向钢筋宜在两个方向有箍筋约束;采用拉筋组合箍时,拉筋宜紧靠纵向钢筋并勾住封闭箍;7.柱非加密区的箍筋,其体积配箍率不宜小于加密区的一半;其箍筋间距,不应大于加密区箍筋间距的2倍,且一、二级不应大于10倍纵向钢筋直径,三、四级不应大于15倍纵向钢筋直径。为保证强剪弱弯,柱的组合剪力设计值按下式调整:tbM+M124.16116.95ccVη1.270.9kNcVCH4.20.12n3V70.910c0.090.20,截面尺寸满足要求。βfbh1.016.7700660cc0式中,V———柱端箍筋加密区的剪力设计值cH———柱的净高ntbM、M———分别为柱的上、下端顺时针或反时针方向截面的弯矩设计值(应cc取调整增大后的设计值,包括角柱的增大系数),且取顺时针方向之和及反时针方向之和两者的较大者;验算柱截面:由内力组合表知当剪力最大时,N=609.58kN23N609.58kN<0.3fA0.316.7700102454.9kNc考虑地震作用组合的框架柱的受剪截面应符合下列条件:剪跨比λ>2的框架柱
30.2fbh0.21.016.7700660101543.08kNV70.9kNccc0rEc截面满足要求。H4.20.1213.092h20.660查《高层建筑混凝土结构技术规程》的公式:1.05AsvVfbhfh0.056NrEctc0yvc01S式中,N———与剪力设计值相应的轴向压力设计值,当N0.3fbh时,取cccN0.3fbh;ccc———验算截面的剪跨比,当1时,取1,3时取3;r———承载力抗震调整系数,取0.85RE则有:1.051.05fbh0.056N1.577006600.056609.58190.44kNV70.9kNt0rE131故仅需按构造配置箍筋。柱端箍筋加密区的构造要求:①《高层建筑混凝结构土技术规程》6.4.3.2加密区的箍筋间距和直径,二级框架,箍筋最大间距取8d和100mm的较小值;d为柱纵筋最小直径8d=8×25=200mm,所以加密区箍筋间距100mm。箍筋最小直径为8mm,取10mm。框架柱箍筋加密区d=10mm,间距取8d和100mm中的较小值min2所以柱端加密区箍筋选用5肢箍10@100A=78.5mms柱箍筋加密区的箍筋最小配箍特征值查表得0.08vv则其箍筋最小体积配箍率应满足:f0.0816.7vc=0.45%0.6%(二级框架柱)minf300yvAsvili6302578.51.2%0.6%,满足要求。v2vSA100630cor其中A—箍筋包裹范围内混凝土核芯面积;conli—箍筋长度。
②《高层建筑混凝土结构技术规程》6.4.6规定抗震设计时,柱箍筋加密区的范围应取:1.底层柱的上端和其他各层柱的两端应取矩形截面柱之长边尺寸,柱净距的1/6和800mm5700120500mm三者之最大范围。即930mm,所以取底层柱上端加密区长度为6500mm800mm。2.底层柱刚性地面上、下各500mm的范围。3.底层柱柱根以上1/3柱净高的范围。4.角柱应全高加密。本设计为角柱,箍筋应全高加密。11.5框架梁、柱节点核芯区受剪承载力计算在竖向荷载和地震作用下,梁柱核芯区受力比较复杂,但主要是压力和剪力。若核芯区的受剪承载力不足,在剪压作用下出现斜裂缝,在反复荷载作用下形成交叉裂缝,混凝土挤压破碎,纵向钢筋压屈成灯篓状。为了保证核芯区不过早发生剪切破坏的主要措施是配置足够的箍筋。根据强核芯区的抗震设计概念,在梁端钢筋屈服时,核芯区不应剪切屈服,因此取梁端截面达到受弯承载力时的核芯区剪力作为其剪力设计值。本设计以九层边柱节点为例进行验算,即:h800mmh760mmbb011.5.1梁、柱节点核心区组合的剪力设计值本设计为二级抗震,应按下式计算节点的剪力设计值:Mhajbbb0sV(1)jhaHhb0scb式中:h、h—梁截面高度及有效高度,节点两侧梁截面高度不等时可采用平均值;bb0a—梁受压钢筋合力点至受压边缘的距离,a=40mm;ss
H—柱的计算高度,可采用节点上下柱反弯点之间的距离,H=4.2m;ccM—节点左右梁端反时针或顺时针方向组合弯矩设计值之和,M=160.96kNm;bb—节点剪力增大系数取1.2。jbMha6jbbb0s160.961066040则V(1)1.2(1-)=256.3kNjhaHh660404200700b0scb11.5.2节点核芯区截面有效验算宽度核芯区截面有效验算宽度b,当验算方向的梁截面宽度不小于该侧柱截面宽度的1/2j时,可采用该侧柱截面宽度,当小于柱截面宽度的1/2时,可采用下列二者的较小值,即:b=b+0.5hb=bjbcjc因验算方向梁截面宽度b=300mm<1/2b=1/2700=350mm取b=300mmbcbb=300+0.5700=650mm,b=b=700mmjjc故取b=650mm。j框架粱、柱节点核芯区的受剪的水平截面应符合下列要求:0.3fbhjccjiVjRE—正交梁对节点的约束影响系数取1.0;jb—框架节点核芯区的有效验算高度。jh—框架节点核芯区的截面高度可取验算方向的柱截面高度取hhjjc0.3fbh=0.31.01.016.7700700=2454.94kN>V256.35kN,满足要求。jccjij11.5.3节点核芯区的受剪承载力按下式计算(按下式配置箍筋数量)bjhboas1.1fbh0.05NfAjtjjjyvsvjbscVjRE2式中N取9层柱底轴力609.58kN和0.5fA0.516.77004091.5kN中取较小值,c2故取:N609.58kNf300N/mmyv
初设节点区配筋为5肢10@100。则bhajb0sV1.1fbh0.05NfAjjtjijyvsvjbcs3700401.11.01.577007000.051.0609.581030078.551001653.9kNV256.35kNjAsvj578.5柱端加密区箍筋配置5肢10@100,相应的3.930,满足要求。s10011.6剪力墙的配筋计算剪力墙的配筋计算的要求:(1)高层建筑剪力墙中竖向和水平分布钢筋,不应采用单排配筋。当剪力墙截面厚度b不大于400mm时,可采用双排配筋;当b大于400mm,但不大于700mm时,ww宜采用三排配筋;当b大于700mm时,宜采用四排配筋。受力钢筋可均匀分布w成数排。各排分布钢筋之间的拉筋间距不应大于600mm,直径不应小于6mm,在底部加强部位,约束边缘构件以外的拉接筋间距尚应适当加密。hw(2)矩形截面独立墙肢的截面高度h不宜小于截面厚度b的5倍;当小于5时,wwbw其在重力荷载代表值作用下的轴压力设计值的轴压比,一、二级时不宜大于下表hw9.7,三级时不宜大于0.6;当不大于3时,宜按框架柱进行截面设计,底部加bw强部位纵向钢筋的配筋率不应小于1.2%,一般部位不应小于1.0%,箍筋宜沿墙肢全高加密。表11.7剪力墙轴压比限制轴压比一级(9度)一级(7、8度)二级N0.40.50.6fAc(3)非抗震和抗震设计的剪力墙应分别按无地震作用和有地震作用进行荷载效应组合,取控制截面的最不利组合内力或对其调整后的内力进行配筋设计,墙肢的控制截面一般取墙底截面以及改变墙厚、改变混凝土强度等级、改变配筋梁量的截
面。(4)为了加强抗震等级为一级的剪力墙的抗震能力,保证在墙底部出现塑性铰,其弯矩设计值取法如下:底部加强部位及以上一层,采用墙肢底部截面组合的弯矩计算值;其他部位,取墙肢截面最不利组合的弯矩计算值乘以增大系数1.2作为弯矩设计值。其他抗震等级和非抗震设计的剪力墙的弯矩设计值,采用墙肢截面最不利组合的弯矩计算值。(5)抗震设计的双肢剪力墙中,墙肢不宜出现小偏心受拉;当任一墙肢大偏心受拉时,另一墙肢的弯矩设计值及剪力设计值应乘以增大系数1.25。(6)剪力墙约束边缘构件沿墙肢方向的长度l和箍筋配箍特征值宜符合表10.8中的cv要求,且一、二级抗震设计时箍筋直径均不应小于8mm,箍筋间距分别不应大于100mm和150mm。箍筋的体积配箍率应按下式计算:vfcvvfyv式中,———约束边缘构件配箍特征值vf———混凝土轴心抗压强度设计值cf———箍筋或拉筋的抗拉强设计值yv表11.8约束边缘构件l及其配箍特征值cv抗震等级一级(9度)二级(7、8度)二、三级轴压比≤0.2>0.2≤0.3>0.3≤0.4>0.40.120.200.120.200.120.20v暗柱0.20hw0.25hw0.15hw0.20hw0.15hw0.20hwlc翼缘或端柱0.15hw0.200.10hw0.15hw0.10hw0.15hw注:1)为约束边缘构件配箍特征值,h为剪力墙墙肢长度vw
2)l为约束边缘构件沿墙肢方向的长度,不应小于表中数值、1.5b和450mm三者的较大cw者,有翼缘或端柱时尚不应小于翼墙厚度或端柱沿墙肢方向截面高度加300mm。3)翼墙长度小于其厚度3倍或端柱截面边长小于墙厚的2倍,视为无翼墙或无端柱。N(7)剪力墙的墙肢轴压比为n,其中N取重力荷载代表值作用下产生的轴压力设fAc计值;墙肢轴压比见表10.9表11.9墙肢轴压比限制轴压比一级(9度)一级(7/9度)二级n0.40.50.6(8)一般剪力墙竖向和水平分布筋的配筋率,一、二、三级抗震设计时均不应小于0.25%,四级抗震设计和非抗震设计时均不应小于0.20%。(9)一般剪力墙竖向和水平分布钢筋间距均不应大于300mm;分布钢筋直径均不应小于8mm。(10)剪力墙竖向、水平分布钢筋的直径不宜大于墙肢截面厚度的1。10(11)房屋顶层剪力墙以及长矩形平面房屋的楼梯间和电梯间剪力墙、端开间的纵向剪力墙、端山墙的水平和竖向分布钢筋的最小配筋率不应小于0.25%,钢筋间距不应大于200mm。(12)一、二级抗震设计的剪力墙底部加强部位及其上一层的墙肢端部应设置约束边缘构件;一、二级抗震设计剪力墙的其他部位以及三、四级抗震设计和非抗震设计的剪力墙墙肢端部均应设置构造边缘构件。11.6.1设计资料(以8层剪力墙W—4为例)
图11.2剪力墙计算简图剪力墙的抗震等级为一级,为偏心受压,底部加强部位取墙的总高度的1/8和两2层中的较大值,即底部加强部位取为7.8m。砼为C35f=16.7N/mm水平及竖c2向分布钢筋网片、端部受力钢筋选用HRB335级钢筋f=360N/mmy剪力墙的截面尺寸:h=8800mmb=300mmaab=300mm翼缘宽度b=700mmwwsswfh=700mmf11.6.2轴压比的验算重力荷载代表值作用下的轴力N=414.3+6.864.3=205.8kN3N205.810轴压比n==0.010.5满足轴压比限值的要求fA16.72004300c11.6.3墙肢纵向钢筋的计算(采用对称配筋)取墙肢的组合内力设计值:M420.56kNmN=2041.47kNV185.94kN底部约束边缘构件的长度l1.5h1.588001320mm,1.5b450mmcww
取l1100mmic上部暗柱约束边缘构件长度:l0.2h0.288001760mm取1800mmcw竖向和横向分布钢筋区为10@150配筋率为278.5=0.35%0.25%v3001502A=(8800-1100-1800)×300×0.35%=6195mmswNfA3rEyvsw2041.47103606195x782mmfb1.5fA/h116.73001.53606195/74001cwywswwox7820.10.518且2a700mm所以取x=400mmbsh74000为大偏心受压fywAswhwoxrENM11sw2hfAwoywsw36061957400782782分布钢筋抵抗弯矩值:112740036061957382.3kNm端部钢筋:A0故按构造配筋s在此范围内最小配筋率不小于1.2%,可按此要求计算配筋为下部端柱22A=(700700300300)5800mm取1222+225As=5869mms图11.3剪力墙约束边缘长度
11.6.4墙肢横向钢筋的计算2横向分布钢筋取为10@150双排A=157mmshVV307.4kNww6M420.5610w剪跨比:0.35且<1.5取为1.53Vh185.94107400ww0验算截面尺寸:0.15fbh0.15116.730074005561.1kN185.94kN截面尺寸满足要求ccww0验算截面抗剪承载力11AwAsh〔0.4ftbwhw0.1N0.8fyhhwo〕rE0.5As113157=0.41.5730074000.12041.4710/0.850.836074000.851.50.5150=4547.05kN>185.94kN满足抗剪承载力的要求Ash157验算配筋率:==0.35%0.25%满足要求。shbs500150w第十二章楼梯设计12.1楼梯结构选择板式楼梯与梁式楼梯相比较,具有下表面平整,施工支模较方便,外观较轻巧,且传力简单。板式楼梯的传力路线为楼梯板平台梁墙体(柱)。根据上面的特点,则本设计采用现浇斜板式楼梯,现浇板式楼梯由梯段板、平台板和平台梁组成。本设计的楼板踏步尺寸为b×h=300mm×168mm。本楼梯设计荷载情况:均布活荷载标准值为q2k=3.5kN/m,混凝土强度等级采用C35,楼梯钢筋梯段板和平台板采用HPB33522级,f300N/mm,梯梁和梯柱钢筋采用HRB335,f360N/mm,平台板的厚度yy为120mm,平台梁为b×h=400mm×200mm,设在墙内的构造柱为b×h=250mm×300mm。
楼梯结构平面布置图如图12.1所示图12.1楼梯结构平面布置图12.2梯段板的设计现浇斜板式梯段的梯段板是一块支承在上、下平台梁上并带有踏步的斜板。1.确定板厚及计算跨度:计算跨度:L3300mm其中L为支承梁中心投影的水平距离11梯板厚度:h=L144~120mm2530取h=120mm踏步高度168mm,踏步宽度270mm。270cos0.8522168270本楼梯设计取1m2.梯段板的荷载计算:
恒荷载标准值:g=6.5kNmk活载标准值:q3.5kN/mk梯段荷载设计值:q1.26.51.43.512.7kN/m1q1.356.51.40.73.512.2kN/m2q
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