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钢结构毕业设计计算书

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钢结构毕业设计计算书

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'第一章、建筑设计说明一、工程概况本工程名称为北京安泰综合楼工程，位于北京市海淀区，属于钢结构综合楼建筑。地上15层，地下1层。地下及首层层高4.2m，标准层层高3.6m。首层为商用建筑，标准层为办公用房，设4部客运电梯。结构类型采用钢框架结构体系，钢框架柱采用箱截面柱，钢框架梁采用焊接组合Ｈ型钢。楼板为压型钢板－混凝土非组合楼板，基础形式为筏板基础。建筑类别为：丙类，安全等级为二级；抗震设防烈度为：8度；建筑耐火等级为：一级，地下室耐火等级为一级。二、建筑设计依据《建筑构造通用图集》88J1-X1《建筑设计防火规范》GBJ16-87《房屋建筑制图统一规范》GB／T50001－2001《办公建筑设计规范》JGJ67-89《高层民用建筑设计防火规范》GB50045-95《建筑采光设计标准》GB/T50033-2001工程建设标准强制性条文房屋建筑部分国家和地方现行的其他有关建筑工程设计及施工的规范、规程。三、建筑设计意义本建筑为小高层钢-混凝土混合结构综合楼工程。板式小高层既有高层物业的建筑结构优势，又有多层物业的高得房率和采光及通风优势。同时小高层建筑可在一定程度上提高土地利用率、节约土地资源，其建筑尺度也比较合适。建筑为高度为54.5m，以观赏角度看，比较接近自然，不太压抑。本建筑共15层，地上二层起为办公层，地下一层设物业，配电室，空调房，库房等；这种办公户型的优越，凸现在具有良好的通风、采光、观景效果和良好的户内布局。四、建筑与周围环境的关系21世纪，随着人们生活水平的提高，商业占地应该是以高科技支撑的绿色环保型为主。规划设计合理，建筑物与环境协调。无论是绿色环保建筑也好，绿色建筑也好，都是城市的细胞和有机的构成部分，因此，建设绿色生态型的城市要求，应当通过城市规划，合理的安排城市各项用地、各项建设和生态环境。本建筑用地绿化率高达38％，在主体建筑周围有大量的绿地，空气清新，环境幽雅．充分考虑了客户、商户的审美需要。小区中心有广场和篮球场，为用户的健康生活提供了场地保证。建筑占地面积为3488.5m²,停车场面积达到1475.98m²,共48个停车位。项目总占地10400平米，总建筑面积24943.78平米，是大型社区。 五、技术经济指标地下部分土建：3543.5m²地上部分土建：28530.17m²总建筑面积：32073.67m²占地面积：10400m²用地面积：15600m²绿地率：38%六、构造说明1.外墙：喷涂涂料石屑墙面详见《建筑构造通用图集》88J1-X1－B外墙7C2.内墙：石灰砂浆墙面详见《建筑构造通用图集》88J1-X1－H1内墙2C3.楼面：水泥楼面详见《建筑构造通用图集》88J1-X1－E1楼2D4.楼面（卫生间）：水泥楼面详见《建筑构造通用图集》88J1-X1－E2楼2F5.地面：细石混凝土地面详见《建筑构造通用图集》88J1-X1－D1地16.地面（卫生间）：细石混凝土地面详见《建筑构造通用图集》88J1-X1－D1地3F7.天棚：板底刮腻子喷涂顶棚详见《建筑构造通用图集》88J1-X1－J1棚2B8.屋面：刚性防水混凝土层屋面详见《建筑构造通用图集》88J1-X1－L19屋49.台阶：水泥抹面台阶（灰土垫层）详见《建筑构造通用图集》88J1-X1－X台2B10.踢脚：水泥踢脚（清水砖墙）详见《建筑构造通用图集》88J1-X1－F1踢1A11.散水：暗埋式混凝土散水详见《建筑构造通用图集》88J1-X1－X散水712.防水：一级防水详见《建筑构造通用图集》88J1-X1－X七、尺寸单位本工程图纸：标高以米（m）为单位，其余以毫米为单位，尺寸以标注为准，不得量图施工。八、其它1．施工中不得擅自改图，若必要时，须经建设单位和设计院同意，并以设计院的修改通知单和变更图纸为准。2．本项目除按图施工外，尚需执行现行的施工规范和验收规范，并结合各专业图纸，在施工中做好预留、预埋。3.装修范围：室内按基本装修设计。顶棚涂板底合成树脂乳液。内墙采用水泥砂浆墙面。楼面为无垫层水泥楼面。踢脚采用建筑胶彩色水泥（水泥颜色为铁红色）。燃烧性能均为A级。4.消防工程：钢梁和钢柱外涂SJ-1型隔热防火涂料，其密度≥680kg/m²,耐热时间≥2h。楼梯间采用FM1、FM2防火门，层间设防烟墙。每层均设消防栓。住宅周围设7M宽环型消防通道。Z5.防水工程：防水工程包括地下室防水、屋面防水、厕浴及厨房间防水、 外墙防水、水池防水五个部分。均采用2级防水。6.电梯部分：本工程设4台客梯，每台载重1000kg，载客为15人，运行速度由一层至顶层不超过60s第二章、结构计算书一、结构选型和结构布置1.1工程概况本工程位于北京市海淀区，为地上14层办公楼设计，地下1层商业层的综合楼建筑；室内外高差0.45m，图中±0.000相当于绝对标高38.45m。采用钢框架-混凝土核心筒结构体系，楼板为压型钢板-混凝土非组合楼板，基础形式为筏板基础。主体结构使用年限为50年，核心筒墙体300厚,外墙300厚,内墙150厚。1.2设计资料：1.2.1抗震设防烈度为8度，设计地震分组为第一组221.2.2基本雪压0.4KN/m，基本风压0.45KN/m，冰冻深度为0.8m。21.2.3地基承载力标准值为180KN/m，场地类别为Ⅱ类。1.3结构选型：钢框架-混凝土核心筒体系1.4结构布置1.4.1结构平面布置：简单、规则、对称；建筑平面尺寸不大，可不设伸缩缝、防震缝及沉降缝；柱网布置：8.4m的柱距尺寸；1.4.2结构竖向尺寸：规则，刚度均匀，无突变；柱运输单元长度10m左右；柱截面改变：沿竖向约2-6层变化一次尺寸；双向框架体系，柱宜用箱型截面；1.4.3楼盖结构：采用压型钢板现浇钢筋混凝土楼盖；压型钢板现浇钢筋混凝土组合楼盖；组合梁（局部会议室）；1.4.4基础形式：采用梁板式筏型基础；1.4.5计算简图、构件编号：二、初估构件截面尺寸2.1材料的选择：通常主结构使用同一钢种以便于工程管理。当强度起控制作用时，可选择Q345；稳定控制时，宜使用Q235。本工程主梁采用焊接工资型截面梁：Q345，次梁选用热轧H型：Q235B。钢柱采用焊接箱型截面柱：Q345C。剪力墙混凝土等级为C40。2.2焊条：选用低氢型焊条，Q235钢用E43型、Q345钢用E50型；主梁翼缘与主梁连接缝 质量为一级，其余全融透焊缝为二级；2.3高强度螺栓：宜用扭剪型；按照摩擦型设计，接触面处理方法自定；有10.9级和8.8级两种；2.4基础：混凝土≥C30；钢筋HRB335级或HPB235级；三、初估构件截面尺寸7根据荷载与支座的情况。钢梁截面高度通常取跨度的1/20~1/50。翼缘宽7度可先不考虑钢梁的整体稳定，根据梁间侧向支撑的间距按l/b限值确定。确定了截面高度和翼缘宽度后，其板件的厚度按规范中局部稳定的宽厚比要求预估。3.1次梁截面初估:跨度8100：1122Mql122.78.1265.72KNm88选工字型：M63W265.7210/(1.0295)901cmxfi45b3.2主梁截面初估:①纵向边梁：跨度81001122Mql121.358.1132.86KNm88M63W132.8610/(1.05295)429cmxf纵梁边梁选H型:HW150×500×14×18②纵向中梁：跨度81001122Mql122.78.1265.72KNm88M63W265.7210/(1.0295)858cmxf纵向中梁选H型:HW150×500×14×18③横梁边梁：跨度8100 2Mqabl/3122.78.1/3354.294KNmM63W354.29410/(1.0295)114.38cmxf横梁边梁选H型:HW300×600×12×26④横梁中梁：跨度81002Mqabl/3122.78.1/3708.59KNmM63W708.5910/(1.0295)228.8cmxf纵梁中梁选H型:HW300×600×12×263.3梁截面尺寸：截面高度截面宽度选用型号主梁主梁主梁跨度次次边中边中次梁梁梁边梁中梁梁梁梁梁150×500×14150×500×450×152×8100500500152150150450×1814×1813.5×18300×600×12300×600×450×152×8100600600152300300450×2612×2613.5×183.4钢柱采用箱形柱初估截面：Nk1k2(楼面荷载设计值柱网尺寸）7按照轴心受压构件初估截面n3.4.1地下室-二层：中柱：N1.21.4128.18.11621163.16KN2ANf/21163.16/(2950.856)83808mm截面尺寸选用650×650板厚36mm边柱1：N1.21.4128.14.051610581.58KN2ANf/10581.58/(2950.856)41904mm截面尺寸选用450×450板厚26mm 边柱2：N1.21.4124.054.05165290.79KN2ANf/5290.79/(2950.856)20952mm截面尺寸选用340×340板厚18mm3.4.2三层-九层：中柱：N1.21.4128.18.11317195.07KN2ANf/17195.07/(2950.856)68094mm截面尺寸选用650×650板厚30mm边柱1：N1.21.4128.14.05138597.53KN2ANf/8597.53/(2950.856)34046mm截面尺寸选用450×450板厚20mm边柱2：N1.21.4124.054.05134298.77KN2ANf/4623.09/(2950.856)17023mm截面尺寸选用340×340板厚14mm3.4.3十层-十五层：中柱：N1.21.4128.18.165290.79KN2ANf/5290.79/(2950.856)20952mm截面尺寸选用650×650板厚20mm边柱1：N1.21.4128.14.0564298.77KN2ANf/4298.77/(2950.856)17023mm截面尺寸选用450×450板厚16mm边柱2：N1.21.4124.054.0561984.05KN2ANf/1984.05/(2950.856)7857mm截面尺寸选用340×340板厚12mm3.4.4柱截面尺寸：位置型号截面尺寸截面面类型高度×宽位置层数H×Bt1t2积m㎡度 10层-15层650×650650×650222255264中柱3层-9层650×650650×650323279104地下室-2层650×650650×65036369760010层-15层450×450450×450161627776箱型截面边柱13层-9层450×450450×450222237664地下室-2层450×450450×45030305040010层-15层340×340340×340121215744边柱23层-9层340×340340×340161620736地下室-2层340×340340×3402020256003.5剪力墙厚度剪力墙厚度须满足轴压比的要求,切按一二级抗震等级设计时不应小于层高的1/20及160mm,底部加强部位的厚度一、二级不宜小于300mm且不宜小于层高的1/16；剪力墙厚度选300m没.四、屋面板与楼面板的设计54．1楼面板的荷载计算4．1．1屋面板、楼面板的做法（参看88J1-X1）材料密度厚度面载喷(刷、辊)合成树脂乳液涂料面层2道(每道隔2小时)板底合成树脂乳封底漆一道(干燥后再做面漆)棚8B液涂料(乳胶漆)1:0.5:2.5水泥石灰膏砂浆找平1730.051顶棚1:0.5:3水泥石灰膏砂浆打底扫毛或1750.085划出纹道素水泥浆一道(内掺建筑胶)合计0.136材料密度厚度面载刚性防水混凝土40厚C20细石混凝土1540面层（上人）3厚麻刀灰或纸巾灰隔离层3屋面板防水卷材两层1:3水泥砂浆找平层20200.41:0.2:3.5水泥粉煤灰页岩陶粒找2%19.5300.59坡保温层18.5400.74结构层现制混凝土屋面板25100压型钢板3.18板底抹灰顶棚0.136 合计5.046材料密度厚度面载铺地砖楼面5-10厚铺地砖.彩色水泥浆擦缝（无垫层）合计建筑胶水泥砂浆粘结层素水泥浆一道(内掺建筑胶)34-39厚C15细石混凝土找平层楼面板素水泥浆一道(内掺建筑胶)合计501.2钢筋混凝土楼板25100结构层压型钢板3.18板底抹灰顶棚0.136合计4.5164．1．2楼面均布荷载楼面均布恒荷载=楼面做法自重+楼板自重（施工阶段）混凝土-压型钢板组合板3.18KN/㎡楼面均布恒荷载标准值3.18KN/㎡楼面均布恒荷载=楼面做法自重+楼板自重+顶棚自重（使用阶段）楼面1.20KN/㎡混凝土-压型钢板组合板3.18KN/㎡棚0.136KN/㎡楼面均布恒荷载标准值4.516KN/㎡4．1．3楼面均布活荷载楼面均布活荷载标准值1.5KN/㎡（施工阶段）2.0KN/㎡（使用阶段）4.2压型钢板-现浇混凝土非组合楼面板的设计非组合楼板截面设计包括施工阶段的承载里和变形验算（1）荷载：包括压型钢板、钢筋和混凝土的自重，当压型钢板跨中挠度大于20mm时，确定混凝土自重应考虑挠曲效应，在全跨增加混凝土厚度0.7,或增设临时支撑。可变荷载包括施工荷载和附加荷载，宜取不小 10于1.5KN/m²（2）承载力和挠度验算在施工阶段，压型钢板作为浇注混凝土的模板，应采用弹性方法计算。强边（顺肋）方向的正负弯矩和挠度应按单向板计算，弱边方向不计算28001板厚h120mm选用YXB65-170-510厚度t=1.2mm压型钢40板4.2.1荷载和内力计算1）施工阶段荷载包括：钢筋和混凝土自重、压型钢板自重。活载包括：施工荷载恒载：g=3.18KN/㎡k活载：q=1.5KN/㎡k活载控制组合：1.2g+1.4q=1.2×3.18+1.4×1.5=5.916KN/㎡kk恒载控制组合：1.35g+1.4×0.7×q=1.35×3.18+1.4×0.7×1.5=5.763KN/kk㎡因此施工阶段荷载取5.916KN/㎡施工阶段按弹性计算：三跨连续板（不需考虑活载不利布置）以1m宽板条为计算单元跨中正弯矩：22M=0.08（g+q）l=0.08×5.916×2.7=3.45KN·m1110支座负弯矩：22M=0.1（g+q）l=0.1×5.916×2.7=4.31KN·m1110支座剪力：V1=0.6（g1+q1）l0=0.6×5.916×2.7=9.58KN2）使用阶段 荷载包括：钢筋和混凝土自重、压型钢板自重、楼面做法、吊顶自重。活载包括：使用荷载恒载：g=7.746KN/㎡k活载：q=2.0KN/㎡k活载控制组合：1.2g+1.4q=1.2×7.746+1.4×2.0=12.09KN/㎡kk恒载控制组合：1.35g+1.4×0.7×q=1.35×7.746+1.4×0.7×2.0=12.42KN/kk㎡因此使用阶段荷载取8.22KN/㎡施工阶段按弹性计算：单跨连续板（不需考虑活载不利布置）以1m宽板条为计算单元跨中正弯矩：22M2=0.125（g2+q2）l0=0.125×12.42×2.7=11.32KN·m支座负弯矩：1212M=（g+q）l=×12.42×2.7=7.55KN·m22201212支座剪力：V1=0.6（g2+q2）l0=0.6×12.42×2.7=20.121KN取计算单元宽度为波距：b=170mm时的内力：正截面跨中弯矩：M=11.32×170/1000=1.92KN·m支座负弯矩：M=7.55×170/1000=1.28KN·m支座剪力：V=20.12×170/1000=3.42KN(2)压型钢板验算（施工阶段）IS147.903W39.66cmS1h3.73tIS147.903W53.40cmS2hh6.53.73tt抗弯验算3MWf39.66102058.13(KNm)4.64(KNm)(合格)US1 挠度验算44121pkl01(3.181.5)2.810l0w6.78mmw15.56mm，合45140ESIS1402.06147.091010180格受弯承载力计算和挠度计算压型钢－现浇混凝土组合楼板的设计①受弯承载力计算：12恒载25100.1382.64KN/m2可变荷载1.5KN/m21212q2.641.54.14KN/mMql4.142.84.06KNm8843I91.452.8256.06cmW25.742.872.07cmss3fW21572.071015.5KNmsMfW满足受弯承载力要求s1②挠度验算：445ql54.142.8按单跨简支板6.3mm68384EIs38420610256.0610l280015.6mm20mm1801806.3mm15.6mm满足q—一个波宽内的均布短期荷载标准值（N/mm）2EI—一个波宽内压型钢板截面的弯曲刚度（Nmmg）l—压型钢板的计算跨度—挠度限值，可取l/180及20mm的较小值。14.2.2混凝土楼板配筋： q=4.516ABCD板受竖向荷载计算简图混凝土板厚度为120mm设a20mmhha552035mms0s2选用C30混凝土1.0，f14.3N/mm，0.6141cb2HPB335钢筋f300N/mmy1查内力系数表得：1）跨内最大弯矩：6M0.92100.420s22fbh1.014.3170301c01121120.4200.6sbs0.5112s0.51120.4200.706M0.92102A146mmsfh3000.7030ys02选用12@125A905mms1702A905153mms10005、水平地震作用计算5.1荷载计算51）单位面积墙体荷载计算（KN/m²）外材料密度厚度面载 墙喷无色罩光涂料1遍610.006喷无色罩面涂料2遍610.006喷花纹厚涂料1遍610.006喷多层花喷封底涂料增强粘结剂纹涂料墙1:2.5水泥砂浆找平2060.12面1:1:6水泥石灰膏砂浆中层刮平2090.18(厚21)扫毛或划出纹道外加剂专用砂浆底面刮糙或专用1730.051界面剂甩毛喷湿墙面合计0.369结构层加气混凝土砌块62001.2材料密度厚度面载外内做GRC增强水泥聚苯复合保温结构层1.13墙板内墙墙面内墙5D20.287合计2.986密厚材料面载度度喷(刷、辊）面浆饰面1:2.5水泥砂浆找平2050.1内1:6水泥石灰膏砂浆打底扫毛或找出纹水泥砂浆墙面(厚1780.136墙道16)外加剂专用砂浆抹基面刮糙或界面剂一1730.051道甩毛聚合物水泥砂浆修补墙面合计0.287 结构层加气混凝土砌块61500.9内墙墙面内墙5D20.287合计1.474材料密度厚度面载剪内墙墙面内墙5D20.287力结构层钢筋混凝土253609墙内墙墙面内墙5D20.287+合计9.574材料密度厚度面载喷无色罩光涂料1遍610.006喷无色罩面涂料2遍610.006喷花纹厚涂料1遍610.006喷封底涂料增强粘结剂女喷多层花纹涂料墙面1:2.5水泥砂浆找平2060.12儿(厚21)1:1:6水泥石灰膏砂浆中层刮平扫毛2090.18墙或划出纹道外加剂专用砂浆底面刮糙或专用界1730.051面剂甩毛喷湿墙面合计0.369结构层加气混凝土砌块62001.2 内墙墙面内墙5D20.287合计2.09655.1.1单位长度梁、柱荷载计算(KN/m)33梁荷载计算（外涂20厚防火涂料,单位密度600kg/m=6KN/m）跨度8100ⅰHW600×300×12×26单位密度:174.08kg/m=1.74KN/m保护层重:6×0.02×0.2×6=0.144KN/m单位长度重:1.74+0.144=1.884KN/m梁重：1.884×（8.1-0.65）=14.03KNⅱHW500×150×14×18单位密度:93.38kg/m=0.93KN/m保护层重:6×0.02×0.3×6=0.216KN/m单位长度重:0.93+0.216=1.146KN/m梁重：1.146×(8.1-0.65)=8.53KN∴每层梁重:(0.644641.16684)4.80.9241.166244.60.526240.9744.00.9221.622426.60.52682.1253.2976.03117.632109.48.84565.2KN335（2）柱荷载计算（外涂20厚防火涂料,单位密度600kg/m=6KN/m）①(地下室、首层、二层)ⅰ中柱650×650板厚36mm2柱截面面积：Am650362(650362)4020.09单位长度柱自重：0.0978.57.065KN/m保护层重：0.650.02460.312KN/m单位长度重：7.0650.3127.377KN/m地下室、首层柱重：7.3774.230.98KN 2层柱重：7.3773.324.34KNⅱ边柱1：450×450板厚302柱截面面积：A450302(450230)3020.04m单位长度柱自重：0.0478.53.14KN/m保护层重：0.450.02460.216KN/m单位长度重：3.140.2163.356KN/m地下室、首层柱重：3.3564.214.09KN2层柱重：3.3563.311.075KNⅱⅰ边柱2：340×340板厚202柱截面面积：A340202(340220)2020.02m单位长度柱自重：0.0278.51.57KN/m保护层重：0.340.02460.163KN/m单位长度重：1.570.1631.733KN/m地下室、首层柱重：1.7334.27.28KN2层柱重：1.7333.35.72KN②(3层-9层)ⅰ中柱650×650板厚322柱截面面积：A6503224563220.06m单位长度柱自重：0.0678.54.71KN/m保护层重：0.650.02460.312KN/m单位长度重：3.140.043.18KN/m柱重：3.182.78.6KNⅱⅰ边柱1：450×450板厚222柱截面面积：Am4502224062220.04单位长度柱自重：0.0478.53.14KNm/保护层重：0.450.02460.216KNm/ 单位长度重：3.140.2163.356KNm/柱重：3.3563.311.07KNⅱ边柱2：340×340板厚162柱截面面积：Am3401623081620.02单位长度柱自重：0.0278.51.57KNm/保护层重：0.340.02460.163KNm/单位长度重：1.570.1631.733KNm/柱重：1.7333.35.72KN③(10层-15层)ⅰ中柱650×650板厚222柱截面面积：Am6502226062220.06单位长度柱自重：0.00678.54.71KNm/保护层重：60.650.0240.312KNm/单位长度重：4.170.3125.022KNm/柱重：5.0223.316.57KNⅱ边柱1：450×450板厚162柱截面面积：Am4501624181620.03单位长度柱自重：0.0378.52.36KN/m保护层重：0.40.02460.216KNm/单位长度重：2.360.2162.571KNm/柱重：2.573.38.48KNⅱⅰ边柱2：340×340板厚122柱截面面积：Am3401223161220.02单位长度柱自重：0.0278.51.57KNm/保护层重：0.020.34460.163KNm/单位长度重：0.1631.571.733KNm/ 柱重：1.7333.35.72KN每层柱根数：标层：16个边柱1；4个边柱2；12个中柱；首层：26个边柱1；4个边柱2；33个中柱；ⅰ地下室、首层柱重：30.98×33＋14.09×26+7.28×4=1417.8KNⅱ2层：24.34×33＋11.075×26+5.72×4=1114.05KNⅲ3-9层柱重：21.75×12＋11.07×16+5.72×4=461KNⅳ10-15层柱重：16.75×12＋8.48×16+5.72×4=357.4KN位置型号截面尺寸截面单位重柱单单位类截面面保护面积量位长长度柱高柱重型位高度*积（mm2)层重层数H（B）t1t2(m2)（KN/m)重量重置宽度15650×6502020504000.0578.53.960.3124.2683.3014.09层65014650×6502020504000.0578.53.960.3124.2683.3014.09层65013650×6502020504000.0578.53.960.3124.2683.3014.09层65012650×6502020504000.0578.53.960.3124.2683.3014.09层65011650×箱6502020504000.0578.53.960.3124.2683.3014.09层650型中10650×截柱6502020504000.0578.53.960.3124.2683.3014.09层650面650×9层6503030744000.0778.55.840.3126.1523.3020.30650650×8层6503030744000.0778.55.840.3126.1523.3020.30650650×7层6503030744000.0778.55.840.3126.1523.3020.30650650×6层6503030744000.0778.55.840.3126.1523.3020.306505层650×6503030744000.0778.55.840.3126.1523.3020.30 650650×4层6503030744000.0778.55.840.3126.1523.3020.30650650×3层6503030744000.0778.55.840.3126.1523.3020.30650650×2层6503636884160.0978.56.940.3127.2533.3023.93650650×1层6503636884160.0978.56.940.3127.2534.2030.46650地下650×6503636884160.0978.56.940.3127.2534.2030.46室65015450×4501414244160.0278.51.920.2162.1333.307.04层45014450×4501414244160.0278.51.920.2162.1333.307.04层45013450×4501414244160.0278.51.920.2162.1333.307.04层45012450×4501414244160.0278.51.920.2162.1333.307.04层45011450×4501414244160.0278.51.920.2162.1333.307.04层45010450×4501414244160.0278.51.920.2162.1333.307.04层450450×9层4502020344000.0378.52.700.2162.9163.309.62450450×边8层4502020344000.0378.52.700.2162.9163.309.62450柱450×17层4502020344000.0378.52.700.2162.9163.309.62450450×6层4502020344000.0378.52.700.2162.9163.309.62450450×5层4502020344000.0378.52.700.2162.9163.309.62450450×4层4502020344000.0378.52.700.2162.9163.309.62450450×3层4502020344000.0378.52.700.2162.9163.309.62450450×2层4503030504000.0578.53.960.2164.1723.3013.77450450×1层4503030504000.0578.53.960.2164.1724.2017.52450地下450×4503030504000.0578.53.960.2164.1724.2017.52室450边15340×3401010132000.0178.51.040.1631.1993.303.96 柱层340214340×3401010132000.0178.51.040.1631.1993.303.96层34013340×3401010132000.0178.51.040.1631.1993.303.96层34012340×3401010132000.0178.51.040.1631.1993.303.96层34011340×3401010132000.0178.51.040.1631.1993.303.96层34010340×3401010132000.0178.51.040.1631.1993.303.96层340340×9层3401414182560.0278.51.430.1631.5963.305.27340340×8层3401414182560.0278.51.430.1631.5963.305.27340340×7层3401414182560.0278.51.430.1631.5963.305.27340340×6层3401414182560.0278.51.430.1631.5963.305.27340340×5层3401414182560.0278.51.430.1631.5963.305.27340340×4层3401414182560.0278.51.430.1631.5963.305.27340340×3层3401414182560.0278.51.430.1631.5963.305.27340340×2层3402020256000.0378.52.010.1632.1733.307.17340340×1层3402020256000.0378.52.010.1632.1734.209.13340地下340×3402020256000.0378.52.010.1632.1734.209.13室3405.1.3墙重①标准层：ⅰ外墙长度：8.10.6686150m2外墙面积：1503.6341.81.841.81.840.91.8410.4m外墙重：410.42.9861225.45KN (8.130.1535.828.10.150.22528.135.82ⅱ内墙长度：5.575210.42.1513.6757.54)28.12.150.62.152299.72m2内墙面积：299.72(3.60.10.12)21416141965.05m内墙重：965.051.4741423KN②首层：1ⅰ外墙长度：8.173.1428.150.6100.62166.77m4外墙面积：2166.774.21.82.141.81.84102.10.9653.46m外墙重：653.462.9861951KNⅱ内墙长度：8.130.638.18.12.150.45272.2m2内墙面积：72.2(4.20.10.12)1232275.36m内墙重：275.361.474405.89KN③地下室：（外墙为钢筋混凝土墙）1ⅰ外墙长度：8.1823.1428.18.122212.87m42外墙面积：212.87(4.20.10.12)847.22m外墙重：847.222521180.5KNⅱ内墙长度：72.28.1440.6102.2m2内墙面积：275.36(8.1440.6)(4.20.10.12)122390.76m内墙重：390.761.474576KN④女儿墙重：女儿墙长度：(64.824.3)28.1124.05223.148.1334.37m女儿墙重：334.371.12.096770KN178.21.12.096410KN 5.1.4门窗重：①标准层：129.648120.4585.32KN②首层：99.120.45(15.61.83)0.55105.06KN③地下室：16120.4514.4KN5.1.5剪力墙重：2①标准层：453.60.91.81.81.832151.14m151.148.07422440.6KN2②首层：453.60.91.812158.38m158.388.07422557.5KN2③地下室：453.60.91.81.81.832151.14m151.148.07422440.6KN5.1.6屋顶机房重：(8.140.648.10.6)3.62520.32025KN5.2楼层重力荷载计算楼层支点G重力荷载的计算：i5.2.1G重力荷载的计算：15女儿墙g410KN1屋盖g7873KN2梁重g671.57KN311/2层高外墙重g1225.45KN4211/2层高内墙重g1423KN521/2层高剪力墙重g1220.3KN6 1/2层高柱重g171.4KN7水箱及突出屋顶小房间重g2025KN8门窗重：g85.32KN9合计：Gggggggggg0.5Q13780.82KNn987654321kNGG~1411楼盖g7087KN10梁重g671.57KN3层高外墙重g1225.45KN11层高内墙重g1423KN12层高剪力墙重g2440.6KN13层高柱重g342.88KN14门窗重：g85.32KN15合计：G~Gggggggg0.5Q13275.82KN14111031112131415kNG10楼盖g7087KN10梁重g671.57KN3层高外墙重g1225.45KN11层高内墙重g1423KN12层高剪力墙重g2440.6KN13层高柱重g413.79KN14 门窗重：g85.32KN15合计：Gggggggg0.5Q13346.73KN101031112131415kNGG:94楼盖g7087KN10梁重g671.57KN3层高外墙重g1225.45KN11层高内墙重g1423KN12层高剪力墙重g2440.6KN13层高柱重g484.7KN14门窗重：g85.32KN15合计：G~Gggggggg0.5Q13417.64KN941031112131415kNG3楼盖g7087KN10梁重g671.57KN3层高外墙重g1225.45KN11层高内墙重g1423KN12层高剪力墙重g2440.6KN13层高柱重g549.47KN14门窗重：g85.32KN15 合计：Gggggggg0.5Q13482.41KN131031112131415kNG2楼盖g7087KN10梁重g671.57KN3层高外墙重g1225.45KN11层高内墙重g1423KN12层高剪力墙重g2449.06KN13层高柱重g971.88KN14门窗重：g85.32KN15合计：Gggggggg0.5Q13913.28KN21031112131415kNG1楼盖g7087KN10梁重g671.57KN3层高外墙重g2240.5KN11层高内墙重g786.345KN12层高剪力墙重g2449.06KN13层高柱重g1329.52KN14门窗重：g105.06KN15合计：Gggggggg0.5Q14669.06KN11031112131415kN G地下楼盖g7087KN10梁重g671.57KN3层高外墙重g10590.03KN11层高内墙重g288KN12层高剪力墙重g2449.06KN13层高柱重g1329.52KN14门窗重：g105.06KN15合计：Gggggggg0.5Q22520.17KN11031112131415kN建筑结构的平均重量：13780.8213275.02413346.7313417.64513482.4114669.0623551.1G/iA9.6151574.64根据大量工程的统计，采用普通轻质填充墙的各类现浇混凝土高层建筑结构的总质量按总建筑面积平均计算，每平方米重量大致如下表：3建筑结构的平均重量结构类型框架结构框剪结构剪力墙结构平均重量9~1211~1414~182(KN/m)∴本建筑满足要求 1.梁线刚度钢框架结构中，考虑现浇钢筋混凝土楼板与钢梁的共同作用,在计算梁线刚IIbb度时，对中框架梁取kE1.5；对边框架取kE1.2bbll00以顶层框架梁为例，梁惯性矩为：113Ht23244Ith2(bt)1254823002628714.7610cmbww12212梁线刚度见表：梁线刚度表kb*10^4/(kn.m)梁惯性矩类型b(mm)h(mm)tw(mm)t(mm)hwE轴距E*I/L(Kn.m)中框架边框架号I0*10^4/cm4梁梁15横梁130060012265762.00E+05810014.763.64E+045.54.4层横梁230060012265762.00E+05810014.763.64E+045.54.4框纵梁115050014184722.00E+0581004.361.08E+041.61.3架纵梁215050014184722.00E+0581004.361.08E+041.61.3梁14横梁130060012265762.00E+05810014.763.64E+045.54.4层横梁230060012265762.00E+05810014.763.64E+045.54.4框纵梁115050014184722.00E+0581004.361.08E+041.61.3架纵梁215050014184722.00E+0581004.361.08E+041.61.3梁13横梁130060012265762.00E+05810014.763.64E+045.54.4层横梁230060012265762.00E+05810014.763.64E+045.54.4框纵梁115050014184722.00E+0581004.361.08E+041.61.3架纵梁215050014184722.00E+0581004.361.08E+041.61.3梁12横梁130060012265762.00E+05810014.763.64E+045.54.4层横梁230060012265762.00E+05810014.763.64E+045.54.4框纵梁115050014184722.00E+0581004.361.08E+041.61.3架纵梁215050014184722.00E+0581004.361.08E+041.61.3梁11横梁130060012265762.00E+05810014.763.64E+045.54.4层横梁230060012265762.00E+05810014.763.64E+045.54.4框纵梁115050014184722.00E+0581004.361.08E+041.61.3架纵梁215050014184722.00E+0581004.361.08E+041.61.3梁10横梁130060012265762.00E+05810014.763.64E+045.54.4层横梁230060012265762.00E+05810014.763.64E+045.54.4 框纵梁115050014184722.00E+0581004.361.08E+041.61.3架纵梁215050014184722.00E+0581004.361.08E+041.61.3梁9横梁130060012265762.00E+05810014.763.64E+045.54.4层横梁230060012265762.00E+05810014.763.64E+045.54.4框纵梁115050014184722.00E+0581004.361.08E+041.61.3架纵梁215050014184722.00E+0581004.361.08E+041.61.3梁8横梁130060012265762.00E+05810014.763.64E+045.54.4层横梁230060012265762.00E+05810014.763.64E+045.54.4框纵梁115050014184722.00E+0581004.361.08E+041.61.3架纵梁215050014184722.00E+0581004.361.08E+041.61.3梁7横梁130060012265762.00E+05810014.763.64E+045.54.4层横梁230060012265762.00E+05810014.763.64E+045.54.4框纵梁115050014184722.00E+0581004.361.08E+041.61.3架纵梁215050014184722.00E+0581004.361.08E+041.61.3梁6横梁130060012265762.00E+05810014.763.64E+045.54.4层横梁230060012265762.00E+05810014.763.64E+045.54.4框纵梁115050014184722.00E+0581004.361.08E+041.61.3架纵梁215050014184722.00E+0581004.361.08E+041.61.3梁5横梁130060012265762.00E+05810014.763.64E+045.54.4层横梁230060012265762.00E+05810014.763.64E+045.54.4框纵梁115050014184722.00E+0581004.361.08E+041.61.3架纵梁215050014184722.00E+0581004.361.08E+041.61.3梁4横梁130060012265762.00E+05810014.763.64E+045.54.4层横梁230060012265762.00E+05810014.763.64E+045.54.4框纵梁115050014184722.00E+0581004.361.08E+041.61.3架纵梁215050014184722.00E+0581004.361.08E+041.61.3梁3横梁130060012265762.00E+05810014.763.64E+045.54.4层横梁230060012265762.00E+05810014.763.64E+045.54.4框纵梁115050014184722.00E+0581004.361.08E+041.61.3架纵梁215050014184722.00E+0581004.361.08E+041.61.3梁2横梁130060012265762.00E+05810014.763.64E+045.54.4层横梁230060012265762.00E+05810014.763.64E+045.54.4框纵梁115050014184722.00E+0581004.361.08E+041.61.3架纵梁215050014184722.00E+0581004.361.08E+041.61.3梁1横梁130060012265762.00E+05810014.763.64E+045.54.4 层横梁230060012265762.00E+05810014.763.64E+045.54.4框纵梁115050014184722.00E+0581004.361.08E+041.61.3架纵梁215050014184722.00E+0581004.361.08E+041.61.3梁裙房横20060010205802.00E+0540508.354.13E+046.25.0梁1裙房横15035010143302.00E+0540501.487.33E+031.10.9梁2裙房纵10050010184802.00E+0581003.017.44E+031.10.9梁1裙房纵10050010184802.00E+0581003.017.44E+031.10.9梁22.柱线刚度柱惯性矩11339I6506505785785.5710c1212一层中柱线刚度9IC555.5710KE2.00102.6510ch4200一层边柱1线刚度9IC541.4910KE2.00107.0910ch4200一层边柱2线刚度8IC544.3910KE2.00102.0910ch42003.横向框架横向抗侧刚度D值D值实施两端固定的柱上、下端产生相对水平位移时需要在柱顶施加的水平力。以二层3—9轴框架中柱为例；K(5.475.47)2bK0.352K230.97C0.5K0.50.350.15K20.35212KC120.1530.974D4.3010(kNm/)22h3.6 有2根边框架中柱44D4.301028.6010(kNm/)以二层3—9轴框架边柱1为例；K5.472bK0.662K28.27C0.5K0.50.660.25K20.66212KC120.258.274D1.9010(kNm/)22h3.6有2根边框架中柱44D1.901023.8010(kNm/)则二层3—9轴框架D合计：444D(3.80108.6010)786.8710(kNm/)1、11轴横向框架柱抗侧刚度D值计算ΣD/(10^4KN/m)α=K/(K+2)D=12αKb/(104K=层柱楼Kc/(104或α=Kc/h2柱位KN.m)Kb/(2*Kc)K=高根小品每层合层KN.m)（0.5+K)/(K+2)/(10^4KNKb/Kc(底h/m数计数计(底层）/m)层）中柱26.550.边柱17.094.950.700.190.891214.2893.9501.边柱22.090.880.420.380.5422082、10轴横向框架柱抗侧刚度D值计算K=ΣΣD/(10^4KN/m)α=K/(K+2)ΣKb/(2*Kc)柱4楼Kc/(10或α=层高D=12αKc/h24柱位Kb/(10K=Σ根每层层KN.m)（0.5+K)/(K+2)h/m/(10^4KN/m)小计品数KN.m)Kb/Kc(底数合计(底层）层）中柱18.543.6015边柱14.3017.492.030.503.602.0124.02211.10边柱21.338.753.280.623.600.7721.53中柱18.543.6014边柱14.3017.492.030.503.602.0124.02211.10边柱21.338.753.280.623.600.7721.53 中柱18.543.6013边柱14.3017.492.030.503.602.0124.02211.10边柱21.338.753.280.623.600.7721.53中柱18.543.6012边柱14.3017.492.030.503.602.0124.02211.10边柱21.338.753.280.623.600.7721.53中柱18.543.6011边柱14.3017.492.030.503.602.0124.02211.10边柱21.338.753.280.623.600.7721.53中柱18.543.6010边柱14.3017.492.030.503.602.0124.02211.10边柱21.338.753.280.623.600.7721.53中柱26.543.609边柱15.9017.491.480.433.602.3324.65212.96边柱21.808.752.430.553.600.9121.83中柱26.543.608边柱15.9017.491.480.433.602.3324.65212.96边柱21.808.752.430.553.600.9121.83中柱26.543.607边柱15.9017.491.480.433.602.3324.65212.96边柱21.808.752.430.553.600.9121.83中柱26.543.606边柱15.9017.491.480.433.602.3324.65212.96边柱21.808.752.430.553.600.9121.83中柱26.543.605边柱15.9017.491.480.433.602.3324.65212.96边柱21.808.752.430.553.600.9121.83中柱26.543.604边柱15.9017.491.480.433.602.3324.65212.96边柱21.808.752.430.553.600.9121.83中柱26.543.603边柱15.9017.491.480.433.602.3324.65213.32边柱21.8010.933.040.603.601.0022.01中柱30.973.602边柱18.2717.491.060.353.602.6525.30215.29边柱22.4410.562.170.523.601.1722.35中柱26.557.290.270.344.206.15318.451边柱17.096.190.870.484.202.3124.61246.12边柱22.094.203—9轴横向框架柱抗侧刚度D值计算 K=Σα=K/(K+2)Σ柱ΣD/(10^4KN/m)4楼Kc/(10Kb/(2*Kc)或α=层高D=12αKc/h24柱位Kb/(10根层KN.m)K=ΣKb/Kc（0.5+K)/(K+2)h/m/(10^4KN/m)KN.m)数每层合(底层）(底层）小计品数计中柱18.5421.870.590.233.603.9127.8215边柱14.3010.931.270.393.601.5523.10776.40边柱21.33中柱18.5421.870.590.233.603.9127.8214边柱14.3010.931.270.393.601.5523.10776.40边柱21.33中柱18.5421.870.590.233.603.9127.8213边柱14.3010.931.270.393.601.5523.10776.40边柱21.33中柱18.5421.870.590.233.603.9127.8212边柱14.3010.931.270.393.601.5523.10776.40边柱21.33中柱18.5421.870.590.233.603.9127.8211边柱14.3010.931.270.393.601.5523.10776.40边柱21.33中柱18.5421.870.590.233.603.9127.8210边柱14.3010.931.270.393.601.5523.10776.40边柱21.33中柱26.5421.870.410.173.604.2028.399边柱15.9010.930.930.323.601.7323.46782.98边柱21.80中柱26.5421.870.410.173.604.2028.398边柱15.9010.930.930.323.601.7323.46782.98边柱21.80中柱26.5421.870.410.173.604.2028.397边柱15.9010.930.930.323.601.7323.46782.98边柱21.80中柱26.5421.870.410.173.604.2028.396边柱15.9010.930.930.323.601.7323.46782.98边柱21.80中柱26.5421.870.410.173.604.2028.395边柱15.9010.930.930.323.601.7323.46782.98边柱21.80中柱26.5421.870.410.173.604.2028.394边柱15.9010.930.930.323.601.7323.46782.98边柱21.80中柱26.5421.870.410.173.604.2028.393782.98边柱15.9010.930.930.323.601.7323.46 边柱21.80中柱30.9721.870.350.153.604.3028.602边柱18.2710.930.660.253.601.9023.80786.87边柱22.44中柱26.5510.930.210.094.201.6946.741边柱17.095.470.390.164.200.7821.56758.12边柱22.09总D值表楼层15.0014.0013.0012.0011.0010.009.00ΣD/(104KN/m)87.4987.4987.4987.4987.4987.4995.948.007.006.005.004.003.002.001.0095.9495.9495.9495.9495.9496.30102.16108.194.横向框架结构自振周期按定点位移法计算框架基本自振周期T1.7u1.70.91.671.98()s1Tn层间相对位移σ4层数Gi/KNΣGi/KNDi/(10kN/m)Δi/mi=ΣGi/Di/m1513780.8213780.8287.490.01581.671413275.0227055.8487.490.03091.651313275.0240330.8687.490.04611.621213275.0253605.8887.490.06131.581113275.0266880.9087.490.07641.521013346.7380227.6387.490.09171.44913417.6493645.2795.940.09761.35813417.64107062.9195.940.11161.25713417.64120480.5595.940.12561.14613417.64133898.1995.940.13961.01513417.64147315.8395.940.15350.87413417.64160733.4795.940.16750.72313482.41174215.8896.300.18090.55213913.02188128.9102.160.18420.37114669.06202797.96108.190.18750.195．横向框架水平地震作用计算此建筑是高度不超过40m且平面和竖向较规则的剪切变形为主的建筑，故地 震作用计算采用底部剪力法。阻尼比为0.035。Geq0.85Gi0.85202797.96172378.27(kN)T2.26s5T50.351.65()sgg0.950.2(TT5)1.320.20.023(1.9850.35)0.160.04521gmax0.030.90.950.60.030.020.023180.0311.3220.061.70.02结构总水平地震作用等效的底部剪力标准值FG0.045172378.277743.87(kN)EK1eq顶点附加水平地震作用FF0.157743.871161.58(kN)NnEK各层水平地震作用标准值计算：以第十五层为例：GHF(1)iiEKnF0.137743.870.85836.86(kN)iGHjj加F后，NF836.861161.581998.44(kN)5横向框架各层地震作用及楼层地震剪力横向框架各层地震作用及楼层地震剪力GiHi/Σ层数hi/mHi/mGi/KnGiHi/(Kn.m)Fi/KnVi/KnΔFnFekGjHj153.6054.6013780.827524330.131998.441998.441161.587743.87143.6051.0013275.026770260.11752.992751.430.007743.87133.6047.4013275.026292360.11699.843451.260.007743.87123.6043.8013275.025814460.10646.684097.950.007743.87113.6040.2013275.025336560.09593.534691.480.007743.87103.6036.6013346.734884900.08543.305234.780.007743.87 93.6033.0013417.644427820.07492.465727.240.007743.8783.6029.4013417.643944790.07438.746165.980.007743.8773.6025.8013417.643461750.06385.026551.000.007743.8763.6022.2013417.642978720.05331.296882.290.007743.8753.6018.6013417.642495680.04277.577159.860.007743.8743.6015.0013417.642012650.03223.857383.710.007743.8733.6011.4013482.411536990.03170.947554.650.007743.8723.607.8013913.021085220.02120.707675.350.007743.8714.204.2014669.06616100.0168.527743.870.007743.87(2)各楼层地震剪力最小取值验算各楼层地震剪力最小n取值验算见表4.18,满足VGiJji楼层地震剪力最小取值验算n层数Vi/KnGi/KnΣGi/kNGj/kNji151998.4413780.8213780.82440.99142751.4313275.0227055.84865.79133451.2613275.0240330.861290.59124097.9513275.0253605.881715.39114691.4813275.0266880.902140.19105234.7813346.7380227.632567.2895727.2413417.6493645.272996.6586165.9813417.64107062.913426.0176551.0013417.64120480.553855.3866882.2913417.64133898.194284.7457159.8613417.64147315.834714.1147383.7113417.64160733.475143.4737554.6513482.41174215.885574.9127675.3513913.02188128.96020.1217743.8714669.06202797.966489.53注表中0.0325．横向框架侧移计算框架的水平位移可分为两部分：由框架梁弯曲变形产生的位移u和柱子周详M 变形产生的位移u，框架顶端位移为：uuu，式中u可由D值发求得，NMNM见表。横向框架侧移计算层Vi/KnDi/(Kn/m)Vi/Di/m层高hi层间θe数151998.448749480.002283.600142751.438749480.003143.600133451.268749480.003943.601/913124097.958749480.004683.601/769114691.488749480.005363.601/671105234.788749480.005983.601/60295727.249594190.005973.601/60386165.989594190.006433.601/56076551.009594190.006833.601/52766882.299594190.007173.601/50257159.869594190.007463.602/96547383.719594190.007703.601/46837554.659630480.007843.601/45927675.3510215900.007513.601/47917743.8710818520.007164.201/587反弯点高度比根据该框架总层数及该层所在层数、梁柱线刚度比k值，且荷载近似到三角形，查得反弯点高度比y，过程略，结果见表：n2、10反弯点表2、10层数边柱线刚度边柱2线刚度梁线刚度Kαyy0y1y2y3边柱11.333.642.740.580.450.450.000.000.0015边柱24.303.641.690.460.370.370.000.000.00边柱11.333.642.740.580.450.450.000.000.0014边柱24.303.641.690.460.430.430.000.000.00边柱11.333.642.740.580.470.470.000.000.0013边柱24.303.641.690.460.450.450.000.000.00边柱11.333.642.740.580.470.470.000.000.0012边柱24.303.641.690.460.450.450.000.000.0011边柱11.333.642.740.580.590.590.000.000.00 边柱24.303.641.690.460.470.470.000.000.00边柱11.333.642.740.580.500.500.000.000.0010边柱24.303.641.690.460.500.500.000.000.00边柱11.803.642.030.500.500.500.000.000.009边柱25.903.641.240.380.500.500.000.000.00边柱11.803.642.030.500.500.500.000.000.008边柱25.903.641.240.380.500.500.000.000.00边柱11.803.642.030.500.500.500.000.000.007边柱25.903.641.240.380.500.500.000.000.00边柱11.803.642.030.500.500.500.000.000.006边柱25.903.641.240.380.500.500.000.000.00边柱11.803.642.030.500.500.500.000.000.005边柱25.903.641.240.380.500.500.000.000.00边柱11.803.642.030.500.500.500.000.000.004边柱25.903.641.240.380.500.500.000.000.00边柱11.803.642.030.500.500.500.000.000.003边柱25.903.641.240.380.500.500.000.000.00边柱12.443.641.500.430.500.500.000.000.002边柱28.273.640.880.310.500.500.000.000.00边柱12.093.641.740.600.620.620.000.000.001边柱27.093.641.030.500.650.650.000.000.00裙房边柱12.094.131.980.620.600.600.000.000.003--9反弯点表边柱线中柱线层数梁线刚度Kαyy0y1y2y3刚度刚度边柱14.303.640.850.300.330.330.000.000.0015中柱18.543.640.390.160.200.200.000.000.00边柱14.303.640.850.300.400.400.000.000.0014中柱18.543.640.390.160.300.300.000.000.00边柱14.303.640.850.300.450.450.000.000.0013中柱18.543.640.390.160.400.400.000.000.00边柱14.303.640.850.300.450.450.000.000.0012中柱18.543.640.390.160.400.400.000.000.00边柱14.303.640.850.300.450.450.000.000.0011中柱18.543.640.390.160.450.450.000.000.00边柱14.303.640.850.300.500.500.000.000.0010中柱18.543.640.390.160.450.450.000.000.00边柱15.903.640.620.240.460.460.000.000.009中柱26.543.640.270.120.400.400.000.000.008边柱15.903.640.620.240.500.500.000.000.00 中柱26.543.640.270.120.400.400.000.000.00边柱15.903.640.620.240.500.500.000.000.007中柱26.543.640.270.120.450.450.000.000.00边柱15.903.640.620.240.500.500.000.000.006中柱26.543.640.270.120.450.450.000.000.00边柱15.903.640.620.240.500.500.000.000.005中柱26.543.640.270.120.450.450.000.000.00边柱15.903.640.620.240.500.500.000.000.004中柱26.543.640.270.120.500.500.000.000.00边柱15.903.640.620.240.500.500.000.000.003中柱26.543.640.270.120.520.520.000.000.00边柱18.273.640.440.180.550.550.000.000.002中柱30.973.640.240.110.660.660.000.000.00边柱17.093.640.510.400.750.750.000.000.00中柱26.553.640.270.340.700.700.000.000.001裙房边7.094.130.580.420.700.700.000.000.00柱12.框架柱剪力及弯距计算在水平和在作用下，框架内力及位移可采用D值法进行简化。以十五层2、10轴边柱2为例：层间剪力V1998.44kN每柱剪力D0.77iVV1998.4417.51(kN)iD87.49反弯点高度：y0.45（见表）柱顶截面处弯距为M=V(hyh)17.51(3.60.453.6)34.67(kNmg)i柱底截面处弯距为M=Vyh17.520.453.628.36(kNmg)i以十五层3--9轴中柱为例：层间剪力V1998.44kN 每柱剪力D3.91iVV1998.4489.29(kN)iD87.49反弯点高度：y0.20（见表）柱顶截面处弯距为M=V(hyh)89.29(3.60.203.6)257.15(kNmg)i柱底截面处弯距为M=Vyh89.2920.203.664.29(kNmg)i层间剪Σ每柱剪柱弯矩（KN.m)4楼层柱位Di(10KN/m)yh(m）y.h(m)4力(Kn）D(10KN/m)力（KN）柱顶柱底2、10边柱20.7717.510.453.61.6234.6728.362、10边柱12.0145.870.373.61.33104.0261.09151998.4487.493-9边柱11.5535.350.333.61.1985.2641.993-9中柱3.9189.290.203.60.72257.1564.292、10边柱20.7724.110.453.61.6247.7339.052、10边柱12.0163.150.433.61.55129.5897.75142751.4387.493-9边柱11.5548.670.403.61.44105.1270.083-9中柱3.91122.930.303.61.08309.79132.772、10边柱20.7730.240.473.61.6957.6951.162、10边柱12.0179.210.453.61.62156.84128.32133451.2687.493-9边柱11.5561.050.453.61.62120.8798.903-9中柱3.91154.200.403.61.44333.08222.052、10边柱20.7735.900.473.61.6968.5060.752、10边柱12.0194.050.453.61.62186.22152.36124097.9587.493-9边柱11.5572.490.453.61.62143.52117.433-9中柱3.91183.100.403.61.44395.49263.662、10边柱20.7741.100.593.62.1260.6787.302、10边柱12.01107.670.473.61.69205.44182.18114691.4887.493-9边柱11.5582.980.453.61.62164.31134.433-9中柱3.91209.610.453.61.62415.04339.582、10边柱20.7745.860.503.61.8082.5582.552、10边柱12.01120.140.503.61.80216.26216.26105234.7887.493-9边柱11.5592.590.503.61.80166.67166.673-9中柱3.91233.890.453.61.62463.10378.902、10边柱20.9154.570.503.61.8098.2298.2292、10边柱15727.242.3395.94138.850.503.61.80249.93249.933-9边柱11.73103.260.463.61.66200.74171.00 3-9中柱4.20250.560.403.61.44541.22360.812、10边柱20.9158.750.503.61.80105.75105.752、10边柱12.33149.490.503.61.80269.08269.0886165.9895.943-9边柱11.73111.170.503.61.80200.11200.113-9中柱4.20269.760.403.61.44582.68388.452、10边柱20.9162.420.503.61.80112.35112.352、10边柱12.33158.820.503.61.80285.88285.8876551.0095.943-9边柱11.73118.110.503.61.80212.61212.613-9中柱4.20286.600.453.61.62567.47464.302、10边柱20.9165.570.503.61.80118.03118.032、10边柱12.33166.850.503.61.80300.33300.3366882.2995.943-9边柱11.73124.090.503.61.80223.36223.363-9中柱4.20301.100.453.61.62596.17487.782、10边柱20.9168.220.503.61.80122.79122.792、10边柱12.33173.580.503.61.80312.45312.4557159.8695.943-9边柱11.73129.090.503.61.80232.37232.373-9中柱4.20313.240.453.61.62620.22507.452、10边柱20.9170.350.503.61.80126.63126.632、10边柱12.33179.010.503.61.80322.21322.2147383.7195.943-9边柱11.73133.130.503.61.80239.63239.633-9中柱4.20323.030.503.61.80581.46581.462、10边柱21.0078.820.503.61.80141.88141.882、10边柱12.33182.460.503.61.80328.43328.4337554.6596.303-9边柱13.46271.390.503.61.80488.51488.513-9中柱4.20329.270.523.61.87568.97616.392、10边柱21.1788.160.503.61.80158.68158.682、10边柱12.65199.040.503.61.80358.27358.2727675.35102.163-9边柱11.90142.930.553.61.98231.55283.013-9中柱4.30323.250.663.62.38395.66768.041、11边柱10.8964.000.604.22.60102.14166.651、11边柱20.5438.700.604.22.7356.89105.652、10中柱6.15440.160.624.22.60702.501146.1917743.87108.192、10边柱12.31165.010.654.22.73242.56450.473-9边柱10.7855.800.754.23.1558.59175.763-9中柱1.69120.680.704.22.94152.05354.796．横向框架柱弯矩计算框架梁端弯距，剪力及柱轴力计算以十五层3—9轴为例：257.16M=85.26(kNmg)M=128.58(kNmg)左右2 85.26+128.58V=26.40(kNmg)b8.1梁固端弯矩计算FE跨ED跨柱轴力位置位置l/mM左M左M右M右/(Kn.m)Vb/(Kn.m)Vb/(Kn.m)NF/KnNE/Kn/(Kn.m)/(Kn.m)/(Kn.m)2、1034.6752.0110.7052.0152.0112.84-10.70-2.14158.13--985.26128.5826.40128.58128.5831.75-26.40-5.352、1076.0995.3421.1695.3495.3423.54-31.87-4.52148.13--9190.38187.0446.60187.04187.0446.18-73.00-4.932、1096.74127.2927.66127.29127.2931.43-59.52-6.15138.13--9225.99232.9256.66232.92232.9257.51-129.65-0.442、10119.66157.2734.19157.27157.2738.83-93.71-8.41128.13--9264.39308.7770.76308.77308.7776.24-200.41-6.332、10242.42178.9052.01178.90178.9044.17-145.733.20118.13--9307.83339.3579.90339.35339.3583.79-280.31-9.372、10281.73199.2259.38199.22199.2249.19-205.1018.03108.13--9330.98401.3490.41401.34401.3499.10-370.72-12.582、10301.10233.0965.95233.09233.0957.55-271.0518.5898.13--9367.41460.06102.16460.06460.06113.59-472.88-20.122、10367.41259.5077.40259.50259.5064.07-348.4521.7288.13--9400.85471.75107.73471.75471.75116.48-580.60-20.192、10371.11277.4880.07277.48277.4868.51-428.5224.8878.13--9412.72477.96109.96477.96477.96118.02-690.57-16.812、10412.72293.1187.14293.11293.1172.37-515.6626.3368.13--9435.96530.23119.28530.23530.23130.92-809.85-19.692、10435.96306.3991.65306.39306.3975.65-607.3130.7658.13--9455.72554.00124.66554.00554.00136.79-934.51-23.772、10455.72317.3395.44317.33317.3378.35-702.7533.0848.13--9472.00544.46125.49544.46544.46134.43-1059.99-21.082、10472.00325.3298.43325.32325.3280.33-801.1935.1938.13--9728.14575.22160.91575.22575.22142.03-1220.909.932、10728.14343.35132.28343.35343.3584.78-933.4765.6128.13--9720.06506.02151.37506.02506.02124.94-1372.2745.301、11102.1428.4416.1228.4428.447.02-949.5956.6012、108.1590.65207.5898.55207.58207.5851.25-1470.8273.723--9290.14505.3098.20505.30505.30124.77-1047.79-0.141.荷载计算框架梁在三分点处受到的恒荷载标准值、活荷载标准值，计算结果列入表中。楼层EF跨集中力DE跨集中力CD跨集中力BC跨集中力 1/3处2/3处1/3处2/3处1/3处2/3处1/3处2/3处15185.44185.44185.44185.44185.44185.4414173.85173.85173.85173.85173.85173.8513173.85173.85173.85173.85173.85173.8512173.85173.85173.85173.85173.85173.8511173.85173.85173.85173.85173.85173.8510173.85173.85173.85173.85173.85173.859173.85173.85173.85173.85173.85173.858173.85173.85173.85173.85173.85173.857173.85173.85173.85173.85173.85173.856173.85173.85173.85173.85173.85173.855173.85173.85173.85173.85173.85173.854173.85173.85173.85173.85173.85173.853173.85173.85173.85173.85173.85173.852173.85173.85173.85173.85173.85173.851173.85173.85173.85173.85173.85173.85185.44185.44固端弯距计算EF跨固端弯距（kn.m)DE跨固端弯距（kn.m)CD跨固端弯距（kn.m)BC跨固端弯距（kn.m)楼层跨度F端E左端E右端D左端D右端C左端C右端B端158.10-333.79333.79-333.79333.79-333.79333.79148.10-312.92312.92-312.92312.92-312.92312.92138.10-312.92312.92-312.92312.92-312.92312.92128.10-312.92312.92-312.92312.92-312.92312.92118.10-312.92312.92-312.92312.92-312.92312.92108.10-312.92312.92-312.92312.92-312.92312.9298.10-312.92312.92-312.92312.92-312.92312.9288.10-312.92312.92-312.92312.92-312.92312.9278.10-312.92312.92-312.92312.92-312.92312.9268.10-312.92312.92-312.92312.92-312.92312.9258.10-312.92312.92-312.92312.92-312.92312.9248.10-312.92312.92-312.92312.92-312.92312.9238.10-312.92312.92-312.92312.92-312.92312.9228.10-312.92312.92-312.92312.92-312.92312.9218.10-312.92312.92-312.92312.92-312.92312.92-333.79333.79 梁柱分配系数计算15层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.0000.5410.4590.1410.0000.7180.1410.1410.0000.7180.1410.5410.0000.45914层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3510.3510.2980.0820.4180.4180.0820.0820.4180.4180.0820.2980.3510.35113层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3510.3510.2980.0820.4180.4180.0820.0820.4180.4180.0820.2980.3510.35112层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3510.3510.2980.0820.4180.4180.0820.0820.4180.4180.0820.2980.3510.35111层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3510.3510.2980.0820.4180.4180.0820.0820.4180.4180.0820.2980.3510.35110层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3510.3510.2980.0820.4180.4180.0820.0820.4180.4180.0820.2980.3510.3519层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3110.4260.2630.0700.3540.5070.0700.0700.3540.3540.0700.2630.3110.4268层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.3827层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.3826层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.3825层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.3824层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下） 分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.3823层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.3822层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3310.4640.2050.0560.4100.4780.0560.0560.4100.4100.0560.2050.3310.4641层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.4350.3730.1920.0560.4780.4100.0560.0560.4780.4780.0560.1580.3580.30715层恒载力矩分配15层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.0000.5410.4590.1410.0000.7180.1410.1410.0000.7180.1410.5410.4590.000-333.789333.789-333.789333.789-333.789333.789180.702153.0870.0000.0000.0000.0000.0000.0000.0000.000-180.702-153.0870.00054.9530.00076.5440.0000.000-90.3510.000-54.9530.000-29.750-25.204-10.8000.000-54.943-10.8000.0000.00064.85412.74829.75025.2040.000-25.517-5.400-12.6020.000-5.40014.8756.37423.0920.00016.73814.1801.7780.0009.0461.778-1.3370.000-6.801-1.337-15.952-13.5140.0000.000197.125-197.125388.7090.000-45.897-342.811327.0520.00058.053-397.853173.259-173.2590.00014层恒载力矩分配14层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3510.3510.2980.0820.4180.4180.0820.0820.4180.4180.0820.2980.3510.351-312.925312.925-312.925312.925-312.925312.925 109.907109.90793.1110.0000.0000.0000.0000.0000.0000.0000.000-93.111-109.907-109.90790.35154.9530.00046.5560.0000.000-46.5560.000-54.953-76.544-51.034-51.034-43.235-3.824-19.454-19.454-3.8243.82419.45419.4543.82439.12746.18546.185-14.87527.477-1.912-21.6181.912-1.91219.5641.91219.30112.602-3.754-3.754-3.1811.6198.2348.2341.619-1.450-7.376-7.376-1.450-10.062-11.877-11.877130.594137.548-268.142335.657-11.220-11.220-313.218313.38712.07812.078-337.543250.791-111.251-139.54013层恒载力矩分配13层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3510.3510.2980.0820.4180.4180.0820.0820.4180.4180.0820.2980.3510.351-312.925312.925-312.925312.925-312.925312.925109.907109.90793.1110.0000.0000.0000.0000.0000.0000.0000.000-93.111-109.907-109.90754.95354.9530.00046.5560.0000.000-46.5560.000-54.953-54.953-38.602-38.602-32.703-3.824-19.454-19.454-3.8243.82419.45419.4543.82432.70338.60238.602-25.51727.477-1.912-16.3511.912-1.91216.3511.91219.30123.092-0.017-0.017-0.0141.1866.0346.0341.186-1.186-6.034-6.034-1.186-13.183-15.561-15.561100.724153.718-254.443340.491-13.420-13.420-313.651313.65113.42013.420-340.491241.245-122.518-118.72712层恒载力矩分配12层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3510.3510.2980.0820.4180.4180.0820.0820.4180.4180.0820.2980.3510.351 -312.925312.925-312.925312.925-312.925312.925109.907109.90793.1110.0000.0000.0000.0000.0000.0000.0000.000-93.111-109.907-109.90754.95354.9530.00046.5560.0000.000-46.5560.000-54.953-54.953-38.602-38.602-32.703-3.824-19.454-19.454-3.8243.82419.45419.4543.82432.70338.60238.602-19.30127.477-1.912-16.3511.912-1.91216.3511.91219.30119.301-2.200-2.200-1.8641.1866.0346.0341.186-1.186-6.034-6.034-1.186-12.055-14.229-14.229104.757151.535-256.292340.491-13.420-13.420-313.651313.65113.42013.420-340.491242.374-121.187-121.18711层恒载力矩分配11层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3510.3510.2980.0820.4180.4180.0820.0820.4180.4180.0820.2980.3510.351-312.925312.925-312.925312.925-312.925312.925109.907109.90793.1110.0000.0000.0000.0000.0000.0000.0000.000-93.111-109.907-109.90754.95354.9530.00046.5560.0000.000-46.5560.000-54.953-54.953-38.602-38.602-32.703-3.824-19.454-19.454-3.8243.82419.45419.4543.82432.70338.60238.602-19.30127.477-1.912-16.3511.912-1.91216.3511.91221.36119.301-2.200-2.200-1.8641.1866.0346.0341.186-1.186-6.034-6.034-1.186-12.668-14.953-14.953104.757151.535-256.292340.491-13.420-13.420-313.651313.65113.42013.420-340.491241.761-119.851-121.91010层恒载力矩分配 10层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3510.3510.2980.0820.4180.4180.0820.0820.4180.4180.0820.2980.3510.351-312.925312.925-312.925312.925-312.925312.925109.907109.90793.1110.0000.0000.0000.0000.0000.0000.0000.000-93.111-109.907-109.90754.95348.6040.00046.5560.0000.000-46.5560.000-66.682-54.953-36.372-36.372-30.814-3.824-19.454-19.454-3.8243.82419.45419.4543.82436.19342.72142.721-19.30127.477-1.912-15.4071.912-1.91218.0961.91217.82019.301-2.200-2.200-1.8641.1085.6395.6391.108-1.329-6.763-6.763-1.329-11.614-13.709-13.709106.987147.416-254.403341.358-13.815-13.815-313.728313.50812.69112.691-338.889246.304-129.757-116.5479层恒载力矩分配9层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3110.4260.2630.0700.3540.5070.0700.0700.3540.3540.0700.2630.3110.426-312.925312.925-312.925312.925-312.925312.92597.208133.36482.3530.0000.0000.0000.0000.0000.0000.0000.000-82.353-97.208-133.36454.95359.7750.00041.1760.0000.000-41.1760.000-59.775-54.953-35.640-48.896-30.193-2.865-14.577-20.869-2.8652.86514.57714.5772.86530.19335.64048.896-18.18633.341-1.433-15.0971.433-1.43315.0971.43320.70321.361-4.263-5.848-3.6110.9514.8376.9250.951-0.951-4.837-4.837-0.951-11.447-13.512-18.53794.073171.737-265.810337.090-9.740-13.944-313.407313.4079.7409.740-337.090250.751-114.153-136.599 8层恒载力矩分配8层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.382-312.925312.925-312.925312.925-312.925312.925119.551119.55173.8230.0000.0000.0000.0000.0000.0000.0000.000-73.823-119.551-119.55166.68259.7750.00036.9120.0000.000-36.9120.000-59.775-48.604-48.312-48.312-29.833-2.228-16.228-16.228-2.2282.22816.22816.2282.22825.56841.40641.406-24.44829.888-1.114-14.9161.114-1.11412.7841.11422.83717.820-1.653-1.653-1.0200.8336.0686.0680.833-0.704-5.131-5.131-0.704-9.854-15.958-15.958111.820159.249-271.069333.525-10.160-10.160-313.206313.33511.09711.097-335.529255.930-131.042-124.8887层恒载力矩分配7层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.382-312.925312.925-312.925312.925-312.925312.925119.551119.55173.8230.0000.0000.0000.0000.0000.0000.0000.000-73.823-119.551-119.55159.77559.7750.00036.9120.0000.000-36.9120.000-59.775-59.775-45.674-45.674-28.204-2.228-16.228-16.228-2.2282.22816.22816.2282.22828.20445.67445.674-24.15629.888-1.114-14.1021.114-1.11414.1021.11422.83720.703-1.764-1.764-1.0890.7845.7105.7100.784-0.784-5.710-5.710-0.784-10.534-17.060-17.060107.733161.776-269.509334.290-10.518-10.518-313.255313.25510.51810.518-334.290257.885-127.876-130.010 6层恒载力矩分配6层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.382-312.925312.925-312.925312.925-312.925312.925119.551119.55173.8230.0000.0000.0000.0000.0000.0000.0000.000-73.823-119.551-119.55159.77559.7750.00036.9120.0000.000-36.9120.000-59.775-59.775-45.674-45.674-28.204-2.228-16.228-16.228-2.2282.22816.22816.2282.22828.20445.67445.674-22.83729.888-1.114-14.1021.114-1.11414.1021.11422.83722.837-2.268-2.268-1.4010.7845.7105.7100.784-0.784-5.710-5.710-0.784-11.038-17.875-17.875108.548161.272-269.820334.290-10.518-10.518-313.255313.25510.51810.518-334.290257.382-128.691-128.6915层恒载力矩分配5层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.382-312.925312.925-312.925312.925-312.925312.925119.551119.55173.8230.0000.0000.0000.0000.0000.0000.0000.000-73.823-119.551-119.55159.77559.7750.00036.9120.0000.000-36.9120.000-59.775-59.775-45.674-45.674-28.204-2.228-16.228-16.228-2.2282.22816.22816.2282.22828.20445.67445.674-22.83729.888-1.114-14.1021.114-1.11414.1021.11422.83722.837-2.268-2.268-1.4010.7845.7105.7100.784-0.784-5.710-5.710-0.784-11.038-17.875-17.875 108.548161.272-269.820334.290-10.518-10.518-313.255313.25510.51810.518-334.290257.382-128.691-128.6914层恒载力矩分配4层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.382-312.925312.925-312.925312.925-312.925312.925119.551119.55173.8230.0000.0000.0000.0000.0000.0000.0000.000-73.823-119.551-119.55159.77559.7750.00036.9120.0000.000-36.9120.000-59.775-59.775-45.674-45.674-28.204-2.228-16.228-16.228-2.2282.22816.22816.2282.22828.20445.67445.674-22.83729.888-1.114-14.1021.114-1.11414.1021.11425.29522.837-2.268-2.268-1.4010.7845.7105.7100.784-0.784-5.710-5.710-0.784-11.618-18.814-18.814108.548161.272-269.820334.290-10.518-10.518-313.255313.25510.51810.518-334.290256.802-127.172-129.6303层恒载力矩分配3层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.382-312.925312.925-312.925312.925-312.925312.925119.551119.55173.8230.0000.0000.0000.0000.0000.0000.0000.000-73.823-119.551-119.55159.77551.8200.00036.9120.0000.000-36.9120.000-72.644-59.775-42.634-42.634-26.327-2.228-16.228-16.228-2.2282.22816.22816.2282.22831.23950.59050.590-22.83729.888-1.114-13.1631.114-1.11415.6201.1149.36922.837-2.268-2.268-1.4010.7275.2975.2970.727-0.876-6.377-6.377-0.876-7.861-12.730-12.730 111.587156.356-267.943335.172-10.930-10.930-313.312313.1639.8509.850-332.864263.595-144.966-118.6292层恒载力矩分配2层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3310.4640.2050.0560.0600.4400.4400.0560.4100.4100.0560.2050.3310.464-312.925312.925-312.925312.925-312.925312.925103.639145.28863.9980.0000.0000.0000.0000.0000.0000.0000.000-63.998-103.639-145.28859.77568.0970.00031.9990.0000.000-31.9990.0003.198-59.775-42.351-59.370-26.152-1.800-1.932-14.068-14.0681.80013.10713.1071.80011.57118.73826.268-21.31736.322-0.900-13.0760.900-7.0345.7850.90010.97525.295-4.672-6.549-2.8850.6850.7355.3535.3530.0700.5110.5110.070-7.602-12.311-17.25895.075183.788-278.864330.733-1.197-8.715-320.740307.76113.61813.618-337.268253.796-83.039-170.7581层恒载力矩分配1层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.4350.3730.1920.0560.4780.4100.0560.0560.4780.4780.0560.1580.3580.307-312.925312.925-312.925312.925-312.925312.925136.195116.73859.9920.0000.0000.0000.0000.0000.0000.0000.0003.2877.4616.39672.6440.0000.00029.9960.0000.0001.6430.0000.000-51.820-31.617-27.100-13.927-1.687-14.335-12.287-1.687-0.092-0.785-0.785-0.0929.66921.95018.815-29.6850.000-0.843-6.963-0.046-0.8434.834-0.0460.0009.369 13.28711.3895.8530.3943.3502.8710.394-0.224-1.907-1.907-0.2240.0610.1390.119160.824101.027-261.851334.665-10.985-9.416-314.264311.765-2.693-2.693-306.764325.89529.551-17.12153.61-3.66-0.90-5.71CB梁BC梁B柱（下）B柱（上）0.1780.3680.0000.632-333.789333.7893.720-122.7570.000-211.032-61.3781.86010.944-0.6840.000-1.176-0.3425.4720.069-2.0130.000-3.460-380.775215.6680.000-215.668EF跨集中力DE跨集中力CD跨集中力BC跨集中力楼层1/3处2/3处1/3处2/3处1/3处2/3处1/3处2/3处1543.7443.7443.7443.7443.7443.741443.7443.7443.7443.7443.7443.741343.7443.7443.7443.7443.7443.741243.7443.7443.7443.7443.7443.74 1143.7443.7443.7443.7443.7443.741043.7443.7443.7443.7443.7443.74943.7443.7443.7443.7443.7443.74843.7443.7443.7443.7443.7443.74743.7443.7443.7443.7443.7443.74643.7443.7443.7443.7443.7443.74543.7443.7443.7443.7443.7443.74443.7443.7443.7443.7443.7443.74343.7443.7443.7443.7443.7443.74243.7443.7443.7443.7443.7443.74176.5576.5576.5576.5576.5576.5576.5576.55固端弯距计算EF跨固端弯距（kn.m)DE跨固端弯距（kn.m)CD跨固端弯距（kn.m)BC跨固端弯距（kn.m)楼层跨度F端E左端E右端D左端D右端C左端C右端B端158.10-78.7378.73-78.7378.73-78.7378.73148.10-78.7378.73-78.7378.73-78.7378.73138.10-78.7378.73-78.7378.73-78.7378.73128.10-78.7378.73-78.7378.73-78.7378.73118.10-78.7378.73-78.7378.73-78.7378.73108.10-78.7378.73-78.7378.73-78.7378.7398.10-78.7378.73-78.7378.73-78.7378.7388.10-78.7378.73-78.7378.73-78.7378.7378.10-78.7378.73-78.7378.73-78.7378.73 68.10-78.7378.73-78.7378.73-78.7378.7358.10-78.7378.73-78.7378.73-78.7378.7348.10-78.7378.73-78.7378.73-78.7378.7338.10-78.7378.73-78.7378.73-78.7378.7328.10-78.7378.73-78.7378.73-78.7378.7318.10-137.78137.78-137.78137.78-137.78137.78-137.78137.78梁柱分配系数计算15层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.0000.5410.4590.1410.0000.7180.1410.1410.0000.7180.1410.5410.0000.45914层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3510.3510.2980.0820.4180.4180.0820.0820.4180.4180.0820.2980.3510.35113层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3510.3510.2980.0820.4180.4180.0820.0820.4180.4180.0820.2980.3510.35112层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3510.3510.2980.0820.4180.4180.0820.0820.4180.4180.0820.2980.3510.35111层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3510.3510.2980.0820.4180.4180.0820.0820.4180.4180.0820.2980.3510.35110层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3510.3510.2980.0820.4180.4180.0820.0820.4180.4180.0820.2980.3510.3519层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3110.4260.2630.0700.3540.5070.0700.0700.3540.3540.0700.2630.3110.4268层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.382 7层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.3826层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.3825层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.3824层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.3823层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.3822层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.3310.4640.2050.0560.4100.4780.0560.0560.4100.4100.0560.2050.3310.4641层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（上）C柱（下）分配系数0.4350.3730.1920.0560.4780.4100.0560.0560.4780.4780.0560.1580.3580.30715层活载力矩分配15层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.0000.5410.4590.1410.0000.7180.1410.1410.0000.7180.1410.5410.4590.000-78.73278.732-78.73278.732-78.73278.73242.62336.1090.0000.0000.0000.0000.0000.0000.0000.000-42.623-36.1090.00013.8260.00018.0550.0000.000-21.3110.000-13.8260.000-7.485-6.341-2.5480.000-12.960-2.5480.0000.00015.2973.0077.4856.3410.000 -6.171-1.274-3.1710.000-1.2743.7431.5045.5990.0004.0303.4140.4470.0002.2760.447-0.3480.000-1.772-0.348-3.845-3.2570.0000.00046.823-46.82391.5160.000-10.684-80.83277.1100.00013.525-93.64241.253-41.2530.00014层活载力矩分配14层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3510.3510.2980.0820.4180.4180.0820.0820.4180.4180.0820.2980.3510.351-78.73278.732-78.73278.732-78.73278.73227.65327.65323.4270.0000.0000.0000.0000.0000.0000.0000.000-23.427-27.653-27.65321.31113.8260.00011.7130.0000.000-11.7130.000-13.826-18.055-12.341-12.341-10.455-0.962-4.895-4.895-0.9620.9624.8954.8950.9629.48611.19711.197-3.7436.913-0.481-5.2280.481-0.4814.7430.4814.8563.171-0.945-0.945-0.8000.3901.9831.9830.390-0.350-1.781-1.781-0.350-2.532-2.988-2.98831.93635.106-67.04284.646-2.911-2.911-78.82378.8633.1143.114-85.09062.741-28.414-34.32713层活载力矩分配13层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3510.3510.2980.0820.4180.4180.0820.0820.4180.4180.0820.2980.3510.351-78.73278.732-78.73278.732-78.73278.73227.65327.65323.4270.0000.0000.0000.0000.0000.0000.0000.000-23.427-27.653-27.65313.82613.8260.00011.7130.0000.000-11.7130.000-13.826-13.826 -9.712-9.712-8.228-0.962-4.895-4.895-0.9620.9624.8954.8950.9628.2289.7129.712-6.1716.913-0.481-4.1140.481-0.4814.1140.4814.8565.599-0.092-0.092-0.0780.2981.5181.5180.298-0.298-1.518-1.518-0.298-3.254-3.841-3.84125.50438.588-64.09285.668-3.376-3.376-78.91578.9153.3763.376-85.66860.760-30.751-30.00912层活载力矩分配12层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3510.3510.2980.0820.4180.4180.0820.0820.4180.4180.0820.2980.3510.351-78.73278.732-78.73278.732-78.73278.73227.65327.65323.4270.0000.0000.0000.0000.0000.0000.0000.000-23.427-27.653-27.65313.82613.8260.00011.7130.0000.000-11.7130.000-13.826-13.826-9.712-9.712-8.228-0.962-4.895-4.895-0.9620.9624.8954.8950.9628.2289.7129.712-4.8566.913-0.481-4.1140.481-0.4814.1140.4814.8564.856-0.554-0.554-0.4690.2981.5181.5180.298-0.298-1.518-1.518-0.298-3.033-3.580-3.58026.35738.126-64.48385.668-3.376-3.376-78.91578.9153.3763.376-85.66860.981-30.491-30.49111层活载力矩分配11层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3510.3510.2980.0820.4180.4180.0820.0820.4180.4180.0820.2980.3510.351-78.73278.732-78.73278.732-78.73278.73227.65327.65323.4270.0000.0000.0000.0000.0000.0000.0000.000-23.427-27.653-27.653 13.82613.8260.00011.7130.0000.000-11.7130.000-13.826-13.826-9.712-9.712-8.228-0.962-4.895-4.895-0.9620.9624.8954.8950.9628.2289.7129.712-4.8566.913-0.481-4.1140.481-0.4814.1140.4815.3744.856-0.554-0.554-0.4690.2981.5181.5180.298-0.298-1.518-1.518-0.298-3.187-3.762-3.76226.35738.126-64.48385.668-3.376-3.376-78.91578.9153.3763.376-85.66860.827-30.154-30.67310层活载力矩分配10层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3510.3510.2980.0820.4180.4180.0820.0820.4180.4180.0820.2980.3510.351-78.73278.732-78.73278.732-78.73278.73227.65327.65323.4270.0000.0000.0000.0000.0000.0000.0000.000-23.427-27.653-27.65313.82612.2290.00011.7130.0000.000-11.7130.000-16.777-13.826-9.151-9.151-7.753-0.962-4.895-4.895-0.9620.9624.8954.8950.9629.10610.74910.749-4.8566.913-0.481-3.8760.481-0.4814.5530.4814.4834.856-0.554-0.554-0.4690.2791.4191.4190.279-0.334-1.702-1.702-0.334-2.922-3.449-3.44926.91837.090-64.00885.886-3.476-3.476-78.93478.8793.1933.193-85.26561.970-32.647-29.3239层活载力矩分配9层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3110.4260.2630.0700.3540.5070.0700.0700.3540.3540.0700.2630.3110.426-78.73278.732-78.73278.732-78.73278.732 24.45833.55520.7200.0000.0000.0000.0000.0000.0000.0000.000-20.720-24.458-33.55513.82615.0400.00010.3600.0000.000-10.3600.000-15.040-13.826-8.967-12.302-7.597-0.721-3.668-5.251-0.7210.7213.6683.6680.7217.5978.96712.302-4.5768.389-0.360-3.7980.360-0.3603.7980.3605.2095.374-1.073-1.471-0.9090.2391.2171.7420.239-0.239-1.217-1.217-0.239-2.880-3.400-4.66423.66943.209-66.87884.812-2.451-3.508-78.85378.8532.4512.451-84.81263.089-28.721-34.3688层活载力矩分配8层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.382-78.73278.732-78.73278.732-78.73278.73230.07930.07918.5740.0000.0000.0000.0000.0000.0000.0000.000-18.574-30.079-30.07916.77715.0400.0009.2870.0000.000-9.2870.000-15.040-12.229-12.155-12.155-7.506-0.561-4.083-4.083-0.5610.5614.0834.0830.5616.43310.41810.418-6.1517.520-0.280-3.7530.280-0.2803.2160.2805.7464.483-0.416-0.416-0.2570.2101.5271.5270.210-0.177-1.291-1.291-0.177-2.479-4.015-4.01528.13440.067-68.20183.915-2.556-2.556-78.80378.8352.7922.792-84.41964.392-32.970-31.4227层活载力矩分配7层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.382 -78.73278.732-78.73278.732-78.73278.73230.07930.07918.5740.0000.0000.0000.0000.0000.0000.0000.000-18.574-30.079-30.07915.04015.0400.0009.2870.0000.000-9.2870.000-15.040-15.040-11.492-11.492-7.096-0.561-4.083-4.083-0.5610.5614.0834.0830.5617.09611.49211.492-6.0787.520-0.280-3.5480.280-0.2803.5480.2805.7465.209-0.444-0.444-0.2740.1971.4371.4370.197-0.197-1.437-1.437-0.197-2.650-4.292-4.29227.10640.703-67.80984.108-2.646-2.646-78.81578.8152.6462.646-84.10864.884-32.174-32.7106层活载力矩分配6层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.382-78.73278.732-78.73278.732-78.73278.73230.07930.07918.5740.0000.0000.0000.0000.0000.0000.0000.000-18.574-30.079-30.07915.04015.0400.0009.2870.0000.000-9.2870.000-15.040-15.040-11.492-11.492-7.096-0.561-4.083-4.083-0.5610.5614.0834.0830.5617.09611.49211.492-5.7467.520-0.280-3.5480.280-0.2803.5480.2805.7465.746-0.571-0.571-0.3520.1971.4371.4370.197-0.197-1.437-1.437-0.197-2.777-4.497-4.49727.31140.576-67.88784.108-2.646-2.646-78.81578.8152.6462.646-84.10864.757-32.379-32.3795层活载力矩分配5层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上） 分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.382-78.73278.732-78.73278.732-78.73278.73230.07930.07918.5740.0000.0000.0000.0000.0000.0000.0000.000-18.574-30.079-30.07915.04015.0400.0009.2870.0000.000-9.2870.000-15.040-15.040-11.492-11.492-7.096-0.561-4.083-4.083-0.5610.5614.0834.0830.5617.09611.49211.492-5.7467.520-0.280-3.5480.280-0.2803.5480.2805.7465.746-0.571-0.571-0.3520.1971.4371.4370.197-0.197-1.437-1.437-0.197-2.777-4.497-4.49727.31140.576-67.88784.108-2.646-2.646-78.81578.8152.6462.646-84.10864.757-32.379-32.3794层活载力矩分配4层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.382-78.73278.732-78.73278.732-78.73278.73230.07930.07918.5740.0000.0000.0000.0000.0000.0000.0000.000-18.574-30.079-30.07915.04015.0400.0009.2870.0000.000-9.2870.000-15.040-15.040-11.492-11.492-7.096-0.561-4.083-4.083-0.5610.5614.0834.0830.5617.09611.49211.492-5.7467.520-0.280-3.5480.280-0.2803.5480.2806.3645.746-0.571-0.571-0.3520.1971.4371.4370.197-0.197-1.437-1.437-0.197-2.923-4.734-4.73427.31140.576-67.88784.108-2.646-2.646-78.81578.8152.6462.646-84.10864.611-31.996-32.6153层活载力矩分配 3层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3820.3820.2360.0600.4400.4400.0600.0600.4400.4400.0600.2360.3820.382-78.73278.732-78.73278.732-78.73278.73230.07930.07918.5740.0000.0000.0000.0000.0000.0000.0000.000-18.574-30.079-30.07915.04013.0380.0009.2870.0000.000-9.2870.000-18.277-15.040-10.727-10.727-6.624-0.561-4.083-4.083-0.5610.5614.0834.0830.5617.86012.72812.728-5.7467.520-0.280-3.3120.280-0.2803.9300.2802.4915.746-0.571-0.571-0.3520.1831.3331.3330.183-0.220-1.604-1.604-0.220-2.009-3.254-3.25428.07539.339-67.41584.329-2.750-2.750-78.82978.7922.4782.478-83.74966.289-36.391-29.8982层活载力矩分配2层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.3310.4640.2050.0560.0600.4400.4400.0560.4100.4100.0560.2050.3310.464-78.73278.732-78.73278.732-78.73278.73226.07636.55516.1020.0000.0000.0000.0000.0000.0000.0000.000-16.102-26.076-36.55515.04029.9830.0008.0510.0000.000-8.0510.0000.000-15.040-14.911-20.904-9.208-0.453-0.486-3.539-3.5390.4533.2983.2980.4533.0764.9816.983-5.3639.139-0.226-4.6040.226-1.7701.5380.2264.5306.364-1.175-1.648-0.7260.2460.2641.9241.9240.0130.0950.0950.013-2.274-3.683-5.16319.66553.125-72.79081.972-0.222-1.615-80.12177.4283.3933.393-84.77963.658-20.248-43.410 1层活载力矩分配1层位置F柱（上）F柱（下）FE梁EF梁E柱（上）E柱（下）DE梁ED梁D柱（上）D柱（下）DC梁CD梁C柱（下）C柱（上）分配系数0.4350.3730.1920.0560.4780.4100.0560.0560.4780.4780.0560.1580.3580.307-137.781137.781-137.781137.781-137.781137.78159.96751.40026.4150.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.00018.2770.0000.00013.2070.0000.0000.0000.0000.000-13.038-7.955-6.818-3.504-0.743-6.312-5.410-0.7430.0000.0000.0000.0003.9919.0617.766-10.4520.000-0.371-1.7520.000-0.3711.9960.0000.0002.4914.7114.0382.0750.0990.8370.7180.099-0.091-0.776-0.776-0.0910.0000.0000.00064.54848.619-113.167148.592-5.474-4.692-138.425137.318-0.776-0.776-135.877141.7729.061-2.78121.52-1.82-0.26-0.93CB梁BC梁B柱（下）B柱（上）0.1780.3680.0000.632-137.781137.7810.000-50.6710.000-87.110-25.3360.0004.5180.0000.0000.0000.0002.2590.000-0.8310.000-1.428-158.59988.5380.000-88.538 8.1.2在竖向荷载与地震作用时，跨间最大弯矩M采用数解法计算，birllr3Rql/2MMMM/lAGEEEGEGE(8-2)3VRqx0xAGE(8-3)3xR/q(0xl)AGE(8-4)22llqxGERAll30xlMRxMMMMbiAEGEEGE22l(8-5)llx0MMMbiEGErrx0MMMbiEGE梁端剪力VVVqm1式中：V—梁上均布荷载引起的剪力，Vqlqq2MM左右V—梁端弯矩引起的剪力，Vmml柱轴力NVP式中：V—梁端剪力P—节点集中力及柱自重恒载作用下梁端剪力恒载作用下两端剪力荷载引起剪力弯距引起的剪力楼层跨度FE跨ED跨DC跨CB跨FE跨ED跨DC跨CB跨VqF=VqEVqE=VqDVqD=VqCVqC=VqBVmF=-VmEVmE=-VmDVmD=-VmCVmC=-VmB158.10185.44185.44185.440.00-23.651.9527.73 148.10173.85173.85173.850.00-8.34-0.0210.71138.10173.85173.85173.850.00-10.620.0012.25128.10173.85173.85173.850.00-10.390.0012.11118.10173.85173.85173.850.00-10.390.0012.19108.10173.85173.85173.850.00-10.740.0311.4398.10173.85173.85173.850.00-8.800.0010.6688.10173.85173.85173.850.00-7.71-0.029.8378.10173.85173.85173.850.00-8.000.009.4368.10173.85173.85173.850.00-7.960.009.4958.10173.85173.85173.850.00-7.960.009.4948.10173.85173.85173.850.00-7.960.009.5738.10173.85173.85173.850.00-8.300.028.5528.10173.85173.85173.850.00-6.401.6010.3118.10173.85173.85173.85185.44-8.990.31-2.3620.38总剪力FE跨ED跨DC跨CB跨VFVEVEVDVDVCVCVB161.79209.09187.38183.49213.17157.710.000.00165.51182.18173.83173.87184.56163.140.000.00163.22184.47173.85173.85186.10161.590.000.00163.45184.24173.85173.85185.96161.730.000.00163.45184.24173.85173.85186.04161.660.000.00163.11184.58173.87173.82185.28162.420.000.00165.05182.65173.85173.85184.51163.190.000.00166.14181.56173.83173.86183.67164.020.000.00165.85181.84173.85173.85183.28164.410.000.00165.89181.81173.85173.85183.34164.350.000.00165.89181.81173.85173.85183.34164.350.000.00165.89181.81173.85173.85183.41164.280.000.00165.55182.15173.87173.83182.40165.300.000.00167.44180.25175.45172.24184.15163.540.000.00164.86182.84174.16173.54171.49176.21205.82165.05活载作用下两端剪力荷载引起剪力弯距引起的剪力楼层跨度FE跨ED跨DC跨CB跨FE跨ED跨DC跨CB跨VqF=VqEVqE=VqDVqD=VqCVqC=VqBVmF=-VmEVmE=-VmDVmD=-VmCVmC=-VmB158.1043.7443.7443.740.00-5.520.006.47148.1043.7443.7443.740.00-2.170.002.76138.1043.7443.7443.740.00-2.660.003.07128.1043.7443.7443.740.00-2.620.003.05 118.1043.7443.7443.740.00-2.620.003.07108.1043.7443.7443.740.00-2.700.002.8898.1043.7443.7443.740.00-2.210.002.6888.1043.7443.7443.740.00-1.940.002.4778.1043.7443.7443.740.00-2.010.002.3768.1043.7443.7443.740.00-2.000.002.3958.1043.7443.7443.740.00-2.000.002.3948.1043.7443.7443.740.00-2.000.002.4138.1043.7443.7443.740.00-2.090.002.1628.1043.7443.7443.740.00-1.130.062.6118.1076.5576.5576.5576.55-4.370.01-0.73-0.12总剪力FE跨ED跨DC跨CB跨VFVEVEVDVDVCVCVB38.2249.2643.7443.7450.2137.270.000.0041.5745.9143.7443.7446.5040.980.000.0041.0846.4043.7443.7446.8140.670.000.0041.1246.3643.7443.7446.7940.690.000.0041.1246.3643.7443.7446.8140.670.000.0041.0446.4443.7443.7446.6240.860.000.0041.5345.9543.7443.7446.4241.060.000.0041.8045.6843.7443.7446.2141.270.000.0041.7345.7543.7443.7446.1141.370.000.0041.7445.7443.7443.7446.1341.350.000.0041.7445.7443.7443.7446.1341.350.000.0041.7445.7443.7443.7446.1541.330.000.0041.6545.8343.7443.7445.9041.580.000.0042.6144.8743.8043.6846.3541.130.000.0072.1780.9276.5676.5375.8277.2776.4376.66恒载作用下F柱轴力恒载作用下F柱轴力L层数截面位置VFE纵梁重柱自重板重柱轴力跨度柱顶161.799.1755.18226.138.115柱底161.799.177.0455.18233.178.1柱顶165.519.1749.38457.248.114柱底165.519.177.0449.38464.278.1柱顶163.229.1749.38686.058.113柱底163.229.177.0449.38693.098.1 柱顶163.459.1749.38915.098.112柱底163.459.177.0449.38922.138.1柱顶163.459.1749.381144.148.111柱底163.459.177.0449.381151.178.1柱顶163.119.1749.381372.848.110柱底163.119.177.0449.381379.888.1柱顶165.059.1749.381603.478.19柱底165.059.179.6249.381613.108.1柱顶166.149.1749.381837.798.18柱底166.149.179.6249.381847.418.1柱顶165.859.1749.382071.818.17柱底165.859.179.6249.382081.448.1柱顶165.899.1749.382305.888.16柱底165.899.1717.5249.382323.408.1柱顶165.899.1749.382547.848.15柱底165.899.179.6249.382557.478.1柱顶165.899.1749.382781.918.14柱底165.899.179.6249.382791.538.1柱顶165.559.1749.383015.638.13柱底165.559.179.6249.383025.268.1柱顶167.449.1749.383251.258.12柱底167.449.1713.7749.383265.028.1柱顶164.869.1749.383488.438.11柱底164.869.1717.5249.383505.958.1恒载作用下E柱轴力恒载作用下E柱轴力LL层数截面位置VEFVED纵梁重柱自重板重柱轴力跨度柱顶209.09187.389.17110.36306.918.115柱底209.09187.389.1714.09110.36321.008.1柱顶182.18173.839.1798.76784.948.114柱底182.18173.839.1714.0998.76799.028.1柱顶184.47173.859.1798.761265.288.113柱底184.47173.859.1714.0998.761279.368.1柱顶184.24173.859.1798.761745.398.112柱底184.24173.859.1714.0998.761759.478.1柱顶184.24173.859.1798.762225.508.111柱底184.24173.859.1714.0998.762239.588.1柱顶184.58173.879.1798.762705.978.110柱底184.58173.879.1720.3098.762726.288.1柱顶182.65173.859.1798.763190.718.19柱底182.65173.859.1720.3098.763211.018.1 柱顶181.56173.839.1798.763674.338.18柱底181.56173.839.1720.3098.763694.648.1柱顶181.84173.859.1798.764158.268.17柱底181.84173.859.1720.3098.764178.578.1柱顶181.81173.859.1798.764642.168.16柱底181.81173.859.1720.3098.764662.468.1柱顶181.81173.859.1798.765126.058.15柱底181.81173.859.1720.3098.765146.358.1柱顶181.81173.859.1798.765609.948.14柱底181.81173.859.1720.3098.765630.248.1柱顶182.15173.879.1798.766094.198.13柱底182.15173.879.1723.9398.766118.128.1柱顶180.25175.459.1798.766581.768.12柱底180.25175.459.1730.4698.766612.228.1柱顶182.84174.169.1798.767077.158.11柱底182.84174.169.1730.4698.767107.618.1恒载作用下D柱轴力恒载作用下D柱轴力LL层数截面位置VDEVDC纵梁重柱自重板重柱轴力跨度柱顶183.49213.179.17110.36332.698.115柱底183.49213.179.1714.09110.36346.788.1柱顶173.87184.569.1798.76813.148.114柱底173.87184.569.1714.0998.76827.228.1柱顶173.85186.109.1798.761295.118.113柱底173.85186.109.1714.0998.761309.198.1柱顶173.85185.969.1798.761776.938.112柱底173.85185.969.1714.0998.761791.028.1柱顶173.85186.049.1798.762258.848.111柱底173.85186.049.1714.0998.762272.928.1柱顶173.82185.289.1798.762739.968.110柱底173.82185.289.1720.3098.762760.268.1柱顶173.85184.519.1798.763226.558.19柱底173.85184.519.1720.3098.763246.858.1柱顶173.86183.679.1798.763712.328.18柱底173.86183.679.1720.3098.763732.628.1柱顶173.85183.289.1798.764197.698.17柱底173.85183.289.1720.3098.764217.998.1柱顶173.85183.349.1798.764683.118.16柱底173.85183.349.1720.3098.764703.428.1 柱顶173.85183.349.1798.765168.548.15柱底173.85183.349.1720.3098.765188.848.1柱顶173.85183.419.1798.765654.048.14柱底173.85183.419.1720.3098.765674.348.1柱顶173.83182.409.1798.766138.518.13柱底173.83182.409.1723.9398.766162.448.1柱顶172.24184.159.1798.766626.778.12柱底172.24184.159.1730.4698.766657.238.1柱顶173.54171.499.1798.767110.198.11柱底173.54171.499.1730.4698.767140.658.1恒载作用下C柱轴力恒载作用下C柱轴力LL层数截面位置VCDVCB纵梁重柱自重板重柱轴力跨度柱顶157.710.009.1755.1864.358.115柱底157.710.009.1714.0955.1878.438.1柱顶163.140.009.1749.38300.128.114柱底163.140.009.1714.0949.38314.218.1柱顶161.590.009.1749.38534.368.113柱底161.590.009.1714.0949.38548.448.1柱顶161.730.009.1749.38768.738.112柱底161.730.009.1714.0949.38782.818.1柱顶161.660.009.1749.381003.028.111柱底161.660.009.1714.0949.381017.118.1柱顶162.420.009.1749.381238.088.110柱底162.420.009.1720.3049.381258.388.1柱顶163.190.009.1749.381480.128.19柱底163.190.009.1720.3049.381500.438.1柱顶164.020.009.1749.381723.008.18柱底164.020.009.1720.3049.381743.308.1柱顶164.410.009.1749.381966.278.17柱底164.410.009.1720.3049.381986.578.1柱顶164.350.009.1749.382209.488.16柱底164.350.009.1720.3049.382229.788.1柱顶164.350.009.1749.382452.688.15柱底164.350.009.1720.3049.382472.998.1柱顶164.280.009.1749.382695.828.14柱底164.280.009.1720.3049.382716.128.1柱顶165.300.009.1749.382939.978.13柱底165.300.009.1723.9349.382963.908.1 柱顶163.540.009.1749.383186.008.12柱底163.540.009.1730.4649.383216.468.1柱顶176.21205.829.1749.383657.048.11柱底176.21205.829.1730.4649.383687.508.1活载作用下各柱轴力活载作用下柱轴力F柱（边柱）/KnE柱（中柱）/Kn层数LLLVFE板重柱轴力VEFVED板重柱轴力1538.2221.8760.0949.2643.7443.7487.481441.5721.87123.5345.9143.7443.74205.391341.0821.87186.4846.4043.7443.74323.801241.1221.87249.4746.3643.7443.74442.151141.1221.87312.4646.3643.7443.74560.511041.0421.87375.3746.4443.7443.74678.95941.5321.87438.7745.9543.7443.74796.90841.8021.87502.4445.6843.7443.74914.58741.7321.87566.0445.7543.7443.741032.33641.7421.87629.6445.7443.7443.741150.08541.7421.87693.2545.7443.7443.741267.82441.7421.87756.8645.7443.7443.741385.56341.6521.87820.3845.8343.7443.741503.39242.6121.87884.8644.8743.8043.741620.26172.1776.551033.5780.9276.56153.091773.18D柱（中柱）/KnC柱（边柱）/Kn，一层中柱LLLLVDEVDC板重柱轴力VCDVCB板重柱轴力43.7450.2143.7493.9537.2721.8721.8743.7446.5043.74209.6940.9821.87134.8543.7446.8143.74325.4340.6721.87247.5243.7446.7943.74441.1740.6921.87360.2143.7446.8143.74556.9140.6721.87472.8843.7446.6243.74672.6540.8621.87585.7543.7446.4243.74788.3941.0621.87698.8043.7446.2143.74904.1341.2721.87812.0743.7446.1143.741019.8741.3721.87925.4443.7446.1343.741135.6141.3521.871038.7943.7446.1343.741251.3541.3521.871152.1443.7446.1543.741367.0941.3321.871265.4743.7445.9043.741482.8341.5821.871379.0643.6846.3543.741598.5141.1321.871492.19 76.5375.82153.091747.0477.2776.551641.46梁内力组合表荷载类别无震组合有震组合楼内位置地震层力恒载（1）活载（2）1.2(1)+1.4(2)1.35(1)+0.98(2)1.2((1)+0.5(2))+1.3(-)(3)（3）M-197.13-46.8289.08-302.10-312.01-148.84-380.45F右V161.7938.2226.87247.65255.87252.01182.14M388.7191.52128.58594.57614.44688.51354.21E左V209.0949.2626.87319.87330.54315.40245.53FE跨M239.7070.46386.28392.64329.91329.91内V0.000.000.000.00M-342.81-80.83128.58-524.54-542.01-292.72-627.02E右V187.3843.7431.75286.10295.83292.38209.83M327.0577.11128.58500.42517.09605.88271.58D左V183.4943.7431.75281.43290.58287.71205.1615ED跨M168.3839.75257.70266.26225.90225.90内V0.000.000.000.00M-397.85-93.64128.58-608.52-628.87-366.46-700.76D右V213.1738.2226.87309.31325.23313.67243.80M173.2641.2589.08265.67274.33348.47116.86C左V157.7145.9126.87253.53257.90251.73181.87DC跨M252.5659.38386.21399.15338.70338.70内V0.000.000.000.00M0.000.000.000.000.000.000.00C右V0.000.000.000.000.000.000.00M-268.14-67.04194.20-415.63-427.69-109.53-614.46F右V165.5141.5748.71256.81264.18286.87160.24M335.6684.65200.32521.29536.09713.99193.16E左V182.1845.9148.71282.90290.94309.48182.85FE跨M178.7458.10295.83298.24249.35249.35内V0.000.000.000.00M-313.22-78.82200.32-486.21-500.09-162.74-683.5714E右V173.8343.7449.46269.83277.53299.13170.54M313.3978.86200.32486.47500.36683.79162.97D左V173.8743.7449.46269.88277.59299.19170.59ED跨M156.0639.25242.22249.14210.82210.82内V0.000.000.000.00M-337.54-85.09200.32-524.18-539.07-195.69-716.52D右V184.5646.5048.71286.57294.72312.69186.05 M250.7962.74194.20388.79400.05591.0686.13C左V163.1440.9848.71253.14260.40283.67157.04DC跨M189.6847.91294.68303.02256.36256.36内V0.000.000.000.00M0.000.000.000.000.000.000.00C右V0.000.000.000.000.000.000.00M-254.44-64.09236.98-395.06-406.31-35.71-651.86F右V163.2241.0859.12253.38260.61297.36143.66M340.4985.67241.85528.52543.62774.40145.58E左V184.4746.4059.12286.33294.51326.06172.36FE跨M186.2659.90307.38310.16259.46259.46内V0.000.000.000.00M-313.65-78.91241.85-486.86-500.77-109.32-738.14E右V173.8543.7459.72269.85277.56312.49157.23M313.6578.91241.85486.86500.77738.14109.32D左V173.8543.7459.72269.85277.56312.49157.2313ED跨M155.7439.18241.74248.64210.39210.39内V0.000.000.000.00M-340.49-85.67241.85-528.52-543.62-145.58-774.40D右V186.1046.8159.12288.86297.11328.26174.56M241.2560.76236.98374.56385.23634.0317.87C左V161.5940.6759.12250.84258.00295.16141.46DC跨M195.0649.04302.72311.39263.49263.49内V0.000.000.000.00M0.000.000.000.000.000.000.00C右V0.000.000.000.000.000.000.00M-256.29-64.48275.38-397.83-409.1911.76-704.24F右V163.4541.1270.60253.72260.96312.59129.04M340.4985.67296.45528.52543.62845.3874.60E左V184.2446.3670.60285.99294.16340.68157.13FE跨M185.0359.66305.55308.25257.83257.83内V0.000.000.000.00M-313.65-78.91296.45-486.86-500.77-38.34-809.12E右V173.8543.7473.20269.85277.56330.02139.7012M313.6578.91296.45486.86500.77809.1238.34D左V173.8543.7473.20269.85277.56330.02139.70ED跨M155.7439.18241.74248.64210.39210.39内V0.000.000.000.00M-340.49-85.67296.45-528.52-543.62-74.60-845.38D右V185.9646.7970.60288.66296.90343.00159.45M242.3760.98275.38376.22386.97685.43-30.56C左V161.7340.6970.60251.05258.22310.27126.72DC跨M194.3148.89301.61310.23262.50262.50 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顶N1603.47438.77-481.112538.452594.691561.992812.87柱M-111.82-28.13167.28-173.57-178.5366.41-368.54底N1613.10438.77-481.112550.002607.681573.542824.42柱M159.2540.07-212.12247.19254.25-60.61490.89顶N1837.79502.44-587.782908.762973.401742.703270.928柱M-107.73-27.11188.10-167.23-172.0098.99-390.08底N1847.41502.44-587.782920.312986.401754.253282.47柱M161.7840.70-225.36251.12258.29-74.42511.52顶N2071.81566.04-703.793278.633351.671910.873740.737柱M-108.55-27.31199.85-168.49-173.30113.16-406.45底N2081.44566.04-703.793290.183364.661922.423752.28柱M161.2740.58-236.76250.33257.48-89.91525.66顶N2305.88629.64-826.313648.563729.992070.644219.046柱M-108.55-27.31209.96-168.49-173.30126.30-419.59底N2323.40629.64-826.313669.593753.652091.674240.07柱M161.2740.58-246.31250.33257.48-102.33538.07顶N2547.84693.25-954.344027.964118.982232.724714.015柱M-108.55-27.31218.42-168.49-173.30137.31-430.60底N2557.47693.25-954.344039.514131.972244.274725.55柱M161.2740.58-239.63250.33257.48-93.65529.39顶N2781.91756.86-1081.554397.894497.302386.395198.424柱M-111.59-28.08239.63-173.21-178.16160.77-462.27底N2791.53756.86-1081.554409.444510.292397.945209.97柱M156.3639.34-488.51242.70249.63-423.83846.29顶N3015.63820.38-1240.264767.294875.082498.655723.333柱M-95.08-19.67488.51-141.62-147.62509.17-760.95底N3025.26820.38-1240.264778.844888.072510.195734.88柱M183.7953.13-205.83294.92300.18-15.15519.99顶N3251.25884.86-1387.785140.305256.352628.316236.532柱M-160.82-64.55308.74-283.36-280.37169.64-633.08底N3265.02884.86-1387.785156.835274.942644.836253.05柱M101.0315.04-665.53142.29151.13-734.93995.44顶N3488.431033.57-1039.965633.125722.283454.316158.221柱M-3.6621.521183.1625.7316.141546.62-1529.59底N3505.951033.57-1039.965654.155745.943475.346179.24E柱内力组合表E柱轴力荷载类别无震组合有震组合楼位内层置力恒载（1）活载（2）地震（3）1.2(1)+1.4(2)1.35(1)+0.98(2)1.2((1)+0.5(2))+(-)1.3(3)15柱M-45.90-10.68-257.15-70.03-72.43-395.79272.81 顶N306.9187.48-4.88490.76500.06414.44427.12柱M111.2528.4164.29173.28178.03234.1266.97底N321.0087.48-4.88507.67519.07431.34444.02柱M-11.22-2.91-336.35-17.54-18.00-452.46422.04顶N784.94205.39-5.631229.481260.951057.841072.4814柱M122.5230.75106.21190.07195.54303.5527.39底N799.02205.39-5.631246.381279.971074.751089.39柱M-13.42-3.38-377.49-20.83-21.43-508.86472.60顶N1265.28323.80-1.361971.652025.451710.851714.3713柱M121.1930.49177.64188.11193.48394.65-67.21底N1279.36323.80-1.361988.552044.461727.751731.28柱M-13.42-3.38-415.26-20.83-21.43-557.97521.71顶N1745.39442.15-3.202713.482789.582355.592363.9212柱M119.8530.15243.88186.04191.35478.96-155.14底N1759.47442.15-3.202730.382808.602372.502380.82柱M-13.42-3.38-475.41-20.83-21.43-636.16599.90顶N2225.50560.51-9.003455.313553.722995.203018.6011柱M129.7632.65279.21201.41207.17538.27-187.67底N2239.58560.51-9.003472.213572.733012.113035.50柱M-13.81-3.48-505.20-21.44-22.06-675.42638.10顶N2705.97678.95-11.904197.704318.443639.073670.0110柱M114.1528.72336.80177.19182.25592.06-283.62底N2726.28678.95-11.904222.064345.843663.433694.37柱M-13.94-3.51-541.22-21.64-22.26-722.42684.75顶N3190.71796.90-11.824944.515088.424291.624322.369柱M131.0432.97360.81203.41209.22646.09-292.02底N3211.01796.90-11.824968.885115.834315.984346.72柱M-10.16-2.56-534.12-15.77-16.22-708.08680.63顶N3674.33914.58-10.145689.625856.644944.774971.138柱M127.8832.17437.01198.49204.16740.87-395.36底N3694.64914.58-10.145713.985884.054969.144995.49柱M-10.52-2.65-567.47-16.33-16.79-751.93723.51顶N4158.261032.33-11.816435.196625.345593.975624.677柱M128.6932.38464.30199.76205.46777.44-429.73底N4178.571032.33-11.816459.556652.755618.335649.03柱M-10.52-2.65-596.17-16.33-16.79-789.23760.82顶N4642.161150.08-16.407180.697393.996239.316281.966柱M128.6932.38487.78199.76205.46807.97-460.25底N4662.461150.08-16.407205.067421.396263.676306.32柱M-10.52-2.65-620.22-16.33-16.79-820.49792.07顶N5126.051267.82-17.177926.208162.636889.636934.265柱M127.1732.00507.45197.40203.04831.49-487.88底N5146.351267.82-17.177950.578190.046914.006958.63 柱M-10.52-2.65-581.46-16.33-16.79-770.11741.69顶N5609.941385.56-15.988671.718931.277542.497584.044柱M144.9736.39581.46224.91231.37951.69-560.11底N5630.241385.56-15.988696.088958.687566.857608.40柱M-10.93-2.75-533.41-16.97-17.45-708.20678.67顶N6094.191503.3913.859417.779700.488233.078197.063柱M83.0420.25651.95127.99131.94959.33-735.74底N6118.121503.3913.859446.499732.798261.798225.78柱M-8.71-1.61-349.11-12.72-13.35-465.27442.41顶N6581.761620.2645.0010166.4810473.238928.778811.772柱M-29.55-9.06814.59-48.15-48.771018.07-1099.86底N6612.221620.2645.0010203.0310514.358965.328848.32柱M-9.42-4.69-207.91-17.87-17.31-284.40256.17顶N7077.151773.18-9.7310975.0311291.879543.849569.131柱M-0.90-1.82485.12-3.63-3.00628.48-632.83底N7107.611773.18-9.7311011.5811332.999580.399605.69D柱内力组合表D柱轴力楼位内荷载类别无震组合有震组合层置力恒载（1）活载（2）地震（3）1.2(1)+1.4(2)1.35(1)+0.98(2)1.2((1)+0.5(2))+(-)1.3(3)柱M58.0513.53-257.1588.6091.63-256.52412.08顶N332.6993.95-4.88530.76541.20449.26461.9415柱M-12.08-3.1164.29-18.85-19.3667.21-99.94底N346.7893.95-4.88547.66560.22466.16478.84柱M12.083.11-336.3518.8519.36-420.89453.61顶N813.14209.69-5.631269.331303.231094.261108.9014柱M-13.42-3.3864.29-20.83-21.4365.45-101.71底N827.22209.69-5.631286.231322.251111.161125.80柱M13.423.38-377.4920.8321.43-472.60508.86顶N1295.11325.43-1.362009.732067.311747.621751.1513柱M-13.42-3.3864.29-20.83-21.4365.45-101.71底N1309.19325.43-1.362026.632086.331764.521768.05柱M13.423.38-415.2620.8321.43-521.71557.97顶N1776.93441.17-3.202749.962831.212392.862401.1812柱M-13.42-3.3864.29-20.83-21.4365.45-101.71底N1791.02441.17-3.202766.862850.222409.762418.09柱M13.423.38-475.4120.8321.43-599.90636.16顶N2258.84556.91-9.003490.283595.203033.053056.4511柱M-12.69-3.1964.29-19.70-20.2666.43-100.72底N2272.92556.91-9.003507.183614.223049.963073.3510柱M12.693.19-505.2019.7020.26-639.62673.91 顶N2739.96672.65-11.904229.654358.133676.073707.00柱M-9.74-2.4564.29-15.12-15.5570.42-96.73底N2760.26672.65-11.904254.024385.543700.433731.37柱M9.742.45-541.2215.1215.55-690.43716.74顶N3226.55788.39-11.824975.605128.464329.524360.269柱M-11.10-2.7964.29-17.23-17.7268.58-98.57底N3246.85788.39-11.824999.965155.874353.884384.62柱M11.102.79-534.1217.2317.72-679.37709.35顶N3712.32904.13-10.145720.575897.684984.095010.448柱M-10.52-2.6564.29-16.33-16.7969.37-97.78底N3732.62904.13-10.145744.935925.095008.455034.80柱M10.522.65-567.4716.3316.79-723.51751.93顶N4197.691019.87-11.816465.046666.355633.795664.507柱M-10.52-2.6564.29-16.33-16.7969.37-97.78底N4217.991019.87-11.816489.406693.765658.165688.86柱M10.522.65-596.1716.3316.79-760.82789.23顶N4683.111135.61-16.407209.597435.106279.786322.436柱M-10.52-2.6564.29-16.33-16.7969.37-97.78底N4703.421135.61-16.407233.957462.516304.146346.79柱M10.522.65-620.2216.3316.79-792.07820.49顶N5168.541251.35-17.177954.148203.856930.746975.375柱M-10.52-2.6564.29-16.33-16.7969.37-97.78底N5188.841251.35-17.177978.508231.266955.116999.74柱M10.522.65-581.4616.3316.79-741.69770.11顶N5654.041367.09-15.988698.778972.707584.337625.884柱M-9.85-2.4864.29-15.29-15.7370.27-96.88底N5674.341367.09-15.988723.139000.117608.697650.24柱M9.852.48-533.4115.2915.73-680.13706.74顶N6138.511482.8313.859442.169740.158273.918237.903柱M-13.62-3.3964.29-21.09-21.7165.20-101.95底N6162.441482.8313.859470.899772.468302.638266.62柱M13.623.39-349.1121.0921.71-435.46472.22顶N6626.771598.5145.0010190.0310512.688969.738852.732柱M2.690.7864.294.324.4087.27-79.88底N6657.231598.5145.0010226.5910553.809006.288889.28柱M-2.690.00-207.91-3.23-3.64-273.51267.05顶N7110.191747.04-9.7310978.0811310.859567.809593.101柱M-0.900.0064.29-1.08-1.2182.50-84.65底N7140.651747.04-9.7311014.6311351.989604.369629.65C柱内力组合表C柱轴力 荷载类别无震组合有震组合楼内位置层力恒载（1）活载（2）地震（3）1.2(1)+1.4(2)1.35(1)+0.98(2)1.2((1)+0.5(2))+(-)1.3(3)柱M-173.26-41.25-89.08-265.67-274.33-348.47-116.86顶N64.3521.87-26.87107.84108.3055.41125.2715柱M139.5434.3338.18215.51222.02237.67138.42底N78.4321.87-26.87124.74127.3272.31142.17柱M-111.25-28.41-105.12-173.28-178.03-287.21-13.89顶N300.12134.85-75.58548.94537.32342.81539.3114柱M118.7330.0170.08184.48189.69251.5869.37底N314.21134.85-75.58565.84556.34359.71556.21柱M-122.52-30.75-131.86-190.07-195.54-336.895.95顶N534.36247.52-134.69987.75963.95614.64964.8413柱M121.1930.4987.91188.11193.48278.0049.44底N548.44247.52-134.691004.65982.96631.54981.74柱M-121.19-30.49-143.52-188.11-193.48-350.3022.86顶N768.73360.21-205.291426.771390.79871.721405.4712柱M121.9130.67117.43189.23194.64317.3512.04底N782.81360.21-205.291443.671409.80888.631422.38柱M-119.85-30.15-164.31-186.04-191.35-375.5151.69顶N1003.02472.88-287.691865.661817.511113.361861.3611柱M116.5529.32134.43180.91186.08332.21-17.31底N1017.11472.88-287.691882.571836.521130.261878.26柱M-129.76-32.65-183.34-201.41-207.17-413.6363.04顶N1238.08585.75-379.032305.742245.441344.402329.8810柱M136.6034.37150.00212.03218.09379.54-10.46底N1258.38585.75-379.032330.102272.851368.762354.25柱M-114.15-28.72-204.46-177.19-182.25-420.01111.58顶N1480.12698.80-481.112754.472682.991569.992820.879柱M124.8931.42167.28193.86199.39386.19-48.75底N1500.43698.80-481.112778.842710.401594.352845.23柱M-131.04-32.97-212.12-203.41-209.22-452.7998.72顶N1723.00812.07-587.783204.503121.881790.733318.958柱M130.0132.71188.10201.81207.57420.17-68.90底N1743.30812.07-587.783228.863149.291815.093343.32柱M-127.88-32.17-225.36-198.49-204.16-465.73120.22顶N1966.27925.44-703.793655.143561.391999.853829.727柱M128.6932.38199.85199.76205.46433.66-85.95底N1986.57925.44-703.793679.503588.802024.223854.08柱M-128.69-32.38-236.76-199.76-205.46-481.64133.93顶N2209.481038.79-826.314105.684000.812200.454348.846柱M128.6932.38209.96199.76205.46446.80-99.09底N2229.781038.79-826.314130.044028.212224.814373.21 柱M-128.69-32.38-246.31-199.76-205.46-494.06146.34顶N2452.681152.14-954.344556.224440.222393.864875.155柱M129.6332.61218.42201.22206.96459.08-108.83底N2472.991152.14-954.344580.584467.632418.234899.51柱M-127.17-32.00-239.63-197.40-203.04-483.32139.72顶N2695.821265.47-1081.555006.654879.522588.255400.284柱M118.6329.90239.63184.21189.45471.81-151.23底N2716.121265.47-1081.555031.014906.932612.625424.65柱M-144.97-36.39-488.51-224.91-231.37-830.86439.27顶N2939.971379.06-1240.265458.655320.442743.065967.743柱M170.7643.41488.51265.68273.07866.02-404.11底N2963.901379.06-1240.265487.375352.752771.785996.46柱M-83.04-20.25-205.83-127.99-131.94-379.37155.78顶N3186.001492.19-1387.785912.265763.442914.406522.622柱M17.122.78308.7424.4425.84423.57-379.15底N3216.461492.19-1387.785948.825804.572950.966559.18柱M29.559.06-665.5348.1548.77-824.29906.08顶N3657.041641.46-1039.966686.506545.644021.386725.281柱M-5.71-0.931183.16-8.15-8.611530.70-1545.51底N3687.501641.46-1039.966723.056586.764057.936761.849.1主梁：9.1.1梁的抗弯强度及抗剪强度验算①无震时：Mx9抗弯强度：fWxnxVS1.5V9抗剪强度：fvIthtw0w横梁：HW600×300×12×26跨度为8100mm局部稳定：b3002352351Q11.5131313tf26235∴1.051.2xy强度： 6678.971022133.75/Nmm295/Nmm∴满足强度要求61.054.81031.5V1.5318.4510272.64f125/Nmm∴满足抗剪vht548120w强度要求②有震时：Mfx抗弯强度：WxnxREVS1.5Vfv抗剪强度：Ithtw0wRE横梁：HW600×260×14×20跨度为8400mm局部稳定：b3002352351Q11.5131313tf26235∴1.051.2xyf2952强度：394Nmm/0.85RE61245.391022245.33/Nmm394/Nmm∴满足强度要61.054.810求31.5V1.5412.7010fv125294.14167Nmm/ht548120.750wRE∴满足抗剪强度要求V框架梁端部截面抗剪：fVAwn按构造满布排列螺栓M24，个数：hd2560226w0n117.518（个）3d3260按7个计算，腹板的净截面面积: 2Am564872683056()wn1）有震时：3V318.451022104.20(Nmm/)f125(Nmm/)VA3056wn2）无震时：3V412.701022135.05(Nmm/)f167(Nmm/)VA3056wn9.1.2梁板件宽厚比验算：略（见抗弯验算）。满足要求。8度抗震设防的高层建筑，其抗侧力框架的两种可能出现塑性交的区段，板件宽厚必须加以验算。H字形梁翼缘悬伸部分：b3001215.549∴满足要求t2269.1.3梁的整体稳定性验算：（闭口截面=0.7，=1.0）bl270011）使用阶段：913b3002）施工阶段：在梁上加临时支撑。3）罕遇地震阶段：取验算长度L1为塑性较出现在L/10到相邻支撑L/3距离LL11L8100()1890(mm)1310310顶层：Lb/1890/3006.335∴满足要求。y19.1.4梁挠度验算：L8100截面最小高度：h600mmh540mmmin1515其余梁计算略计，亦满足要求。2．框架柱验算（1）计算长度1）边柱lm4.20上端梁线刚度和 4Kb5.5010(kNmg)柱线刚度44Kc(8.277.09)1015.3610(kNmg)则系数K4b5.5010K0.3614Kc15.3610柱下端与基础为刚接，则K。2由K、K可查得：柱计算长度系数为1.52，则次柱计算长度为12llll1.524.26.38()m，00则平面内计算长度见表梁线刚柱线刚度Σ度Σ层高长度系l=μ楼层截面K1K2Kb/(104Kc/(104h/m数μh/mKN.m)KN.m)上端5.501.28154.303.601.384.97下端5.501.28上端5.500.64144.303.601.665.98下端5.500.64上端5.500.64134.303.601.665.98下端5.500.64上端5.500.64124.303.601.665.98下端5.500.64上端5.500.64114.303.601.665.98下端5.500.64上端5.500.64104.303.601.665.98下端5.500.64上端5.500.5495.903.601.766.34下端5.500.54上端5.500.4785.903.601.866.70下端5.500.47上端5.500.4775.903.601.866.70下端5.500.47上端5.500.4765.903.601.866.70下端5.500.47上端5.500.4755.903.601.866.70下端5.500.47 上端5.500.4745.903.601.866.70下端5.500.47上端5.500.5434.303.601.766.34下端5.500.54上端5.500.4428.273.601.906.84下端5.500.44上端5.500.3617.094.201.526.38下端同理平面内中柱计算长度见表梁线刚柱线刚度Σ度Σ层高长度系l=μ楼层截面K1K2Kb/(104Kc/(104h/m数μh/mKN.m)KN.m)上端11.000.591518.543.601.384.97下端11.000.59上端11.000.301418.543.602.238.03下端11.000.30上端11.000.301318.543.602.238.03下端11.000.30上端11.000.301218.543.602.238.03下端11.000.30上端11.000.301118.543.602.238.03下端11.000.30上端11.000.301018.543.602.238.03下端11.000.30上端11.000.24926.543.602.448.78下端11.000.24上端11.000.21826.543.602.679.61下端11.000.21上端11.000.21726.543.602.679.61下端11.000.21上端11.000.21626.543.602.679.61下端11.000.21上端11.000.21526.543.602.679.61下端11.000.21上端11.000.21426.543.602.679.61下端11.000.21上端11.000.21326.543.602.679.61下端11.000.21上端11.000.21226.553.602.679.61下端11.000.21 上端11.000.21126.554.201.707.14下端平面外边柱计算长度梁线刚柱线刚度Σ度Σ层高长度系l=μ楼层截面K1K2Kb/(104Kc/(104h/m数μh/mKN.m)KN.m)上端1.600.37154.303.601.384.97下端1.600.37上端1.600.19144.303.602.308.28下端1.600.19上端1.600.19134.303.602.308.28下端1.600.19上端1.600.19124.303.602.308.28下端1.600.19上端1.600.19114.303.602.308.28下端1.600.19上端1.600.19104.303.602.308.28下端1.600.19上端1.600.1695.903.602.519.04下端1.600.16上端1.600.1684.303.602.519.04下端1.600.16上端1.600.1974.303.602.308.28下端1.600.19上端1.600.1964.303.602.308.28下端1.600.19上端1.600.1655.903.602.519.04下端1.600.16上端1.600.1445.903.602.679.61下端1.600.14上端1.600.1435.903.602.679.61下端1.600.14上端1.600.1425.903.602.679.61下端1.600.14上端1.600.1415.904.201.707.14下端平面外中柱计算长度 梁线刚柱线刚度Σ度Σ层高长度系l=μ楼层截面K1K2Kb/(104Kc/(104h/m数μh/mKN.m)KN.m)上端3.200.171518.543.601.384.97下端3.200.17上端3.200.091418.543.603.2011.52下端3.200.09上端3.200.091318.543.603.2011.52下端3.200.09上端3.200.091218.543.603.2011.52下端3.200.09上端3.200.091118.543.603.2011.52下端3.200.09上端3.200.071026.543.603.6413.10下端3.200.07上端3.200.06926.543.603.8914.00下端3.200.06上端3.200.06826.543.603.8914.00下端3.200.06上端3.200.06726.543.603.8914.00下端3.200.06上端3.200.06626.543.603.8914.00下端3.200.06上端3.200.06526.543.603.8914.00下端3.200.06上端3.200.06426.543.603.8914.00下端3.200.06上端3.200.06330.973.603.8914.00下端3.200.06上端3.200.06226.553.603.8914.00下端3.200.06上端3.200.06126.554.201.837.69下端10.3.2框架柱NMx①无震时：强度验算fAWnxnx 3611322.99103.00102中柱：128.23f295/Nmm6884161.0517.15210365745.941016.14102边柱：116.32f295/Nmm6504001.056.61910NmxMx8平面内稳定验算f"xAxW1x(1N/NEx)中柱：9iiIA/5.5710/88416251.0mmxyli/l/i7140/251.028.44xyxxyy0.9410.941xy223"E3.1420010NA88416195960.4KNEx221.11.128.44x3611322.99103.001022135.68/Nmmf295/Nmm60.941884161.0517.1521010.811322.99/195960.4边柱：84iiIA/14.910/510172.6mmxyli/l/i6380/172.636.96xyxxyy0.9100.910xy223"E3.1420010NA5040066139.9KNEx221.11.136.96x365745.941016.141022128.0/Nmmf295/Nmm60.910504001.056.6191010.85745.94/66139.9NtxMx8平面外稳定验算fAW26yb1x（闭口截面=1，=1.0）b中柱：9iiIA/5.5710/88416251.0mmxyli/l/i7690/251.030.64xyxxyy 0.9350.935xy3611322.99103.0010220.7137.93/Nmmf295/Nmm60.93588416117.15210边柱：84iiIA/14.910/510172.6mmxyli/l/i7140/172.641.37xyxxyy0.8930.893xy365745.941016.1410220.7129.97Nmm/f295/Nmm60.8935040016.61910NMxf8②有震时：强度验算AWnxnxRE中柱：369605.6910632.831022f295145.5/Nmm347Nmm/6884161.017.152100.85RE边柱：363475.34101546.621022f295302.62/Nmm347Nmm/6504001.06.619100.85RENmxMxf8平面内稳定验算"xAxW1x(1N/NEx)RE中柱：9iiIA/5.5710/88416251.0mmxyli/l/i7140/251.028.44xyxxyy0.9410.941xy223"E3.1420010NA88416195960.4KNEx221.11.128.44x369605.6910632.8310f2153.05393.3/Nmm60.941884161.017.1521010.89605.69/195960.40.75边柱： 84iiIA/14.910/510172.6mmxyli/l/i6380/172.636.96xyxxyy0.9100.910xy223"E3.1420010NA5040066139.9KNEx221.11.136.96x363475.34101546.621022f319.69/Nmm393.3/Nmm60.910504001.06.6191010.83475.34/66139.90.75NtxMxf8平面外稳定验算AW26yb1xRE（闭口截面=0.7，=1.0）b中柱：9iiIA/5.5710/88416251.0mmxyli/l/i7690/251.030.64xyxxyy0.9350.935xy369605.6910632.8310f20.7147.89393.3/Nmm60.935841661.017.152100.75边柱：84iiIA/14.910/510172.6mmxyli/l/i7140/172.641.37xyxxyy0.8930.893xy363475.34101546.6210f29520.7240.78347Nmm/60.893504001.06.619100.75RE（3）局部稳定：b0h08箱形柱壁板36ttfwbh578bh3900000中柱：16.0636边柱：1336tt36tt30fwfw（4）柱长细比验算： 抗震设防烈度为8度，房屋地上总层数为15层，长细比的限值为1078边柱：li/li/6380/172.636.96<107xyxxyy中柱：li/li/7140/172.641.37<107xyxxyy10.4节点设计和节点域设计及柱脚设计10.4.1梁-柱节点设计（取平面图上①节点验算）6采用柱贯通型强柱弱梁节点，设防烈度为8度，取1.05：NWpcfyc≥WpbfybAc3N611322.9910Wpcfyc17.152103453727(kNmg)Ac884166Wfpbyb1.053.375103451223(kNmg)N满足Wpcfyc≥WpbfybAc10.4.2节点域强度验算（1）节点域稳定性1twch00bhctwc36mm90111hh54857813mm满足thh00bcwc00bc909090（2）节点域抗剪强度63Vhht5485783611.410(mm)pbcp箱形截面柱：14fv非抗震设计：MMb1b2V3p0 1644170464.091040.7f226.76v11.4103314fv抗震设计MMb1b2V3pRE164fv4170692.351060.7266.7611.410330.85RE6（3）节点域屈服承载力6MWf4.83103451656kNmgpb11pbay6MWf4.83103451656kNmgpb22pbay4fvMMpb1pb2V3pRE0.784fv4170MMpb12pb6216.5610203.5266.7V11.410330.85pRE—折减系数，8度设防时，取0.7节点设计框架梁与柱刚性连接时，柱为带悬臂段的柱单元，纵向框架与柱连接时也为刚接。框架梁与柱刚性连接时，在梁翼缘的对应位置设置柱的水平加劲肋，其厚度与翼缘等厚1．梁拼接梁拼接连接采用M24高强螺栓。摩擦面采用喷砂处理0.45，螺栓强度等级10.9，P=225kN。梁翼缘板为坡口全熔透焊。以底层DC梁拼接点为例，有震时内力：M1302.67kNmg，V429.63kN。连接一侧布置3排共18个M24螺栓。拼板尺寸为：（1）弹性设计翼缘惯性矩284I22002628712.8510(mm)F 腹板惯性矩n0213222IwIWdth0wi1254821226(40120200)i11288841.65100.35101.310(mm)翼缘分担弯矩系数I12.85F0.91II1.312.85FW腹板分担弯矩系数I1.3w0.09II1.312.85FW翼缘分担弯矩:M0.911302.671185.43kNmgF腹板分担弯矩：M0.091302.67117.24kNmgw2222222(xy)6(40120200)6280412800(mm)ii腹板螺栓受力VV429.63N23.87kNyn18M3200N117.241056.80(kN)x412800M380N117.241022.72(kN)y412800M2VM222N(N)(NN)56.80(23.8722.72)73.46(kN)xyyb

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