某大学综合科研楼设计-毕业设计计算书

'摘要本毕业设计题目为大学综合科研楼设计，建筑面积，结构总层数为五层，层高3.6m，采用框架结构，基础为独立基础，抗震设防烈度为7度，设计使用年限50年。建筑设计部分依据建筑功能，经济美观，总体规划的原则，参照国家相应标准规范要求，完成了建筑平面设计，并在此基础上进行了立面、剖面、建筑详图的设计。结构设计部分进行了截面尺寸估算，荷载计算，内力计算，内力组合，梁柱截面设计，以及板、楼梯、基础构件设计。其中荷载计算包括恒荷载、活荷载、风荷载和水平地震作用计算。内力计算部分采用结构力学求解器计算。关键词：框架结构；混凝土；内力组合；结构设计I ABSTRACTThegraduationdesigntopicfortheofficebuildingdesign,constructionarea,structurelayertofivelayers,thestandardlayers,3.6m,adoptstheframestructure,foundationisanindependentfoundation,seismicfortificationintensityis7degrees,thedesignusingage50years.Architecturaldesignaccordingtothearchitecturalfunctional,aesthetic,economic,theprincipleofoverallplanning,accordingtotherequirementofnationalstandardspecification,completedtheconstructionplandesign,andonthisbasiswereelevation,section,architecturaldetaildesign.Thestructuredesignsectionhasthesectionsizeestimation,theloadcalculation,theinternalforcecalculation,theinternalforcecombination,thebeamcolumnsectiondesign,andtheplate,thestairs,thefoundationmemberdesign.Theloadcalculationincludesthecalculationofconstantload,liveload,constantloadandhorizontalearthquake..Calculationofinternalforcecalculationusingstructuralmechanicssolver.Keywords:FrameStructure;Concrete;internalforcemakeup;StructureDesignII 目录摘要IABSTRACTII第1章建筑设计11.1建筑平面设计11.2建筑立面设计11.3建筑剖面设计21.4建筑构造设计4第2章结构方案设计52.1构件尺寸确定52.1.1梁截面设计52.1.2柱截面设计62.2计算简图7第3章现浇楼板设计93.1楼板计算简图及设计资料93.2荷载计算103.3配筋计算113.3.1双向板（即LB1）113.3.2单向板（即LB2）15第4章横向框架结构内力计算174.1荷载计算174.1.1构件自重统计174.1.2恒载计算204.1.3活载计算274.1.4风载计算313 4.1.5水平地震作用计算324.2内力计算444.2.1恒载内力444.2.2活载内力524.2.3水平地震作用内力604.2.4风荷载作用内力674.3内力组合744.3.1弯矩调幅744.3.2内力调整764.3.3内力组合82第5章梁柱配筋计算865.1设计信息865.2梁的配筋计算865.2.1正截面承载力计算865.2.2梁斜截面承载力计算935.3柱的配筋计算955.3.1设计资料955.3.2柱正截面承载力计算955.3.3柱斜截面受剪计算99第6章楼梯设计1026.1楼梯板设计1026.1.1楼梯计算简图及设计资料1026.1.2荷载计算1036.1.3截面设计1046.2平台板设计1043 6.2.1荷载计算1046.2.2截面配筋设计1056.3平台梁设计1056.3.1荷载计算1066.3.2截面配筋设计106第7章基础设计1087.1设计说明1087.2荷载计算1087.3地基承载力设计值的确定1087.4边柱独立基础设计1097.4.1边柱基础计算简图1097.4.2荷载计算1097.4.3配筋计算1107.5中柱联合基础设计1137.5.1中柱基础计算简图1137.5.2荷载计算1137.5.3配筋计算114结论117致谢118参考文献119附录121附表1调整前横向框架梁的内力组合表121附表2调整后横向框架梁的内力组合表126附表3调整后横向框架E柱弯矩和轴力组合130附表4调整后横向框架G柱弯矩和轴力组合1323 第1章建筑设计1.1建筑平面设计建筑平面设计应考虑建筑物的功能要求，力求建筑物的美观大方，同时兼顾结构平面布置应精良规则合理并满足抗震设防要求，便于结构设计。综合考虑建筑和结构设计的要求，采用内廊式平面框架形式，平面图见图1-1。图1-1建筑平面图1.2建筑立面设计结合平面设计中框架柱的布置，柱间多用窗少用墙，整体对称结构，体现了建筑的明快、活泼，同时也得到了良好的采光效果，立面图见图1-2。122 图1-2建筑立面图1.3建筑剖面设计根据房屋的功能及各部分组合关系确定建筑的剖面形状，从而确定建筑各部分高度及建筑层数，考虑具体的物质技术、经济条件和空间艺术效果等方面的影响，既要适用又要美观，使建筑更加完善合理。剖面图见图1-3。122 图1-31-1剖面图122 1.4建筑构造设计1.墙体构造内、外墙均采用200mm厚混凝土空心砌块，砌筑容重小于8。20mm厚抹灰找平层，5mm厚水泥砂浆粘贴层，8mm厚陶瓷面砖。女儿墙由200mm厚混凝土空心砌块，C25混凝土压顶，20mm厚抹灰找平层，5mm厚水泥砂浆粘贴层，8mm厚陶瓷面砖组成。2.楼板楼板采用10mm厚大理石板面层，10mm厚1:3干硬性水泥砂浆，100mm厚现浇钢筋混凝土楼板，吊顶装饰。3.屋面屋面由20mm厚C20细石混凝土，20mm厚挤塑纤维聚苯保温层，SBS改性沥青防水卷材，20mm厚1:3水泥砂浆找平层，120mm厚钢筋混凝土楼板，10mm厚混合砂浆板底抹灰组成。4.楼梯楼梯由30mm厚水磨石面层，板底20mm厚纸筋灰粉刷，锯齿形斜板，栏杆组成。122 第2章结构方案设计2.1构件尺寸确定2.1.1梁截面设计确定原则：梁截面高度一般为其跨度的1/18~1/10；梁截面宽度一般为其截面高度的1/3~1/2。梁截面宽度不宜小于200mm，梁截面高宽比不宜大于4。再综合挠度控制、荷载等原因，初选梁尺寸为：1.横向框架主梁、跨:，梁高，取650mm。梁宽取300mm。跨：，梁高，梁宽。跨：，梁高，梁宽。2.纵向框架主梁轴：，梁高，取650mm，梁宽，取300mm；，梁高，梁宽。轴：，梁高，梁宽。3.横向次梁（5轴，跨），梁高，梁宽。4.纵向次梁(4-7轴，8-11轴），梁高，梁宽。其他次梁：梁高，梁宽。122 2.1.2柱截面设计确定原理：由《建筑抗震设计规范》（以下简称《抗规》）6.3.5条，矩形截面柱边长不宜小于400mm，柱截面高宽比不宜大于3；由《抗规》表6.3.6知：三级框架结构柱轴压比限制为0.85。抗震设计时宜采用方柱，根据轴压比确定柱子的截面尺寸，以门厅处(受荷面积最大)柱子为例计算：设计资料：7度抗震（）、3级框架（）、C30混凝土（）轴压比限值条件：（2-1）上式中：即：（2-2）轴中柱：，。同理轴边柱：122 ，。同理2-A轴角柱：，因为角柱受双向偏心荷载作用，此处受力复杂，故同取尺寸。2.2计算简图针对本楼的建筑施工图纸，选择第轴横向框架作为计算对象。本计算书除特别说明外，所有就算、选型、材料、图纸均为第轴横向框架数据。选取计算单元时的确定原则和方法是在结构计算简图中，杆件用其轴线来表示。框架梁的跨度即取柱子轴线之间的距离；框架的层高（框架柱的长度）即为相应的建筑层高，而底层柱的长度应从基础顶面算起，计算简图如图2-1所示。122 图2-1计算简图122 第3章现浇楼板设计3.1楼板计算简图及设计资料以三层~④轴线之间楼板设计为例，其区格划分如图3-1所示，由图3-1知~④轴线之间的板包括双向板LB1和单向板LB2。图3-1三层~④轴线之间楼板区格图设计资料：C30混凝土（）确定板厚：按构造要求，现浇钢筋混凝土板的最小厚度为60mm。按刚度条件，板厚为。122 综合荷载情况考虑，板厚h=100mm（屋面板取120mm）。3.2荷载计算恒荷：10厚大理石板面层30厚1:3干硬性水泥砂浆100厚现浇钢筋混凝土楼板吊顶合计活载：由荷载计算部分知道，普通办公室、标准办公室活载值均取，走廊部分取。办公室部分荷载设计值：永久荷载控制的组合：可变荷载控制的组合：由此确定其设计用荷载取：走廊部分荷载设计值：永久荷载控制的组合：可变荷载控制的组合：由此确定设计用荷载取：122 3.3配筋计算3.3.1双向板（即LB1）1.内力计算四边固定时弯矩计算系数：查《混凝土结构设计》附表2X方向系数：Y方向系数：四边简支时弯矩计算系数：X方向系数：Y方向系数：由于混凝土泊松比，要对表中正弯矩系数数值进行调整，混凝土四边固定：四边简支：跨中最大正弯矩：对于多跨连续双向板，计算跨中最大弯矩时，对于所有内部区格板，取荷载为，按四边固定板计算跨中弯矩；再取荷载为，按四边简支板计算跨中弯矩；两者相加即得板的最大正弯矩。122 支座最大负弯矩：为简化计算，近似地将恒载及活载作用在所有区格板上，则各部区格板均按四边固定板计算支座弯矩。,据《混凝土结构设计》附表2查弯矩计算系数：截面有效高度：短跨方向方向：长跨方向方向：（1）边区格板LB1-ALB1-A区格板四周均有梁支撑，且，故对跨中及x方向第二内支座弯矩均可折减20%，因LB1-B区格板属角区格板，故对LB1-A与LB1-B板共界支座截面弯矩不折减，另外板中配筋率一般较低，故近似地取内力臂系数进行计算。Y方向跨中：122 Y方向边支座：X方向跨中：X方向LB1-A与LB-A共界支座：X方向LB1-A与LB1-B共界支座：因LB1-B区格板属于角区格板，支座截面弯矩不应折减。表3-1LB1-A区板配筋计算位置截面实配钢筋跨中704.67198801.6059支座70-7.57401122 80-5.252431）角区板LB1-BLB1-B区格板为角区格板，可不进行弯矩折减。Y方向跨中：Y方向边支座：X方向跨中：X方向边支座：表3-2LB1-A区板配筋计算位置截面实配钢筋跨中704.67247801.6074支座70-7.5740180-5.252433.3.2单向板（即LB2）前文已算出走廊部分设计荷载：，取1m122 宽板带作为计算单元，板的计算跨度：，考虑到双向板对单向板的约束作用，参照连续单向板，考虑塑性内力重分布的弯矩计算系数的取值，近似取单向板跨中弯矩系数为1/11，板端负弯矩系数为-1/14。跨中弯矩：端部负弯矩：单向板配筋计算：1）跨中正筋设计内力：板厚100mm，实配。。2）支座负筋设计内力：板厚100mm，。实配。122 。表3-3LB2单向板的配筋计算截面弯矩设计值实际配筋跨中2.830.0314119.74支座-2.230.04817185.71第4章横向框架结构内力计算4.1荷载计算4.1.1构件自重统计1.轴框架1~5层自重计算（1）板：10厚大理石板面层30厚1:3干硬性水泥砂浆100厚现将钢筋混凝土楼板吊顶合计122 （2）横向框架梁及横向次梁：1）边跨（A-D）b×h=300mm×650mm钢筋混凝土梁抹灰层：10厚混合砂浆合计2）中跨（D-E）b×h=300mm×400mm钢筋混凝土梁抹灰层：10厚混合砂浆合计（3）纵向框架梁1）边梁（3-4）b×h=300mm×650mm钢筋混凝土梁外墙面砖内墙抹灰：10厚混合砂浆合计2）中梁（3-4）b×h=300mm×650mm122 钢筋混凝土梁抹灰层：10厚混合砂浆合计（4）柱b×h=500mm×500mm钢筋混凝土柱抹灰层：10厚混合砂浆合计（5）墙1）首层内墙：200厚混凝土空心砌块20厚抹灰找平合计2）首层外墙：200厚混凝土空心砌块20厚抹灰找平5厚水泥砂浆粘贴层122 8厚陶瓷面砖合计3）二~五层内墙：200厚混凝土空心砌块20厚抹灰找平合计4）二~五层外墙：200厚混凝土空心砌块20厚抹灰找平5厚水泥砂浆粘贴层8厚陶瓷面砖合计2.轴框架顶层自重计算：（1）板20厚C20细石混凝土20厚挤塑纤维聚苯保温层SBS改性沥青防水卷材122 20厚1:3水泥砂浆找平120厚现浇混凝土楼板10厚混合砂浆板底抹灰吊顶合计（2）女儿墙200厚混凝土空心砌块C25混凝土压顶20厚抹灰找平5厚水泥砂浆粘贴层8厚陶瓷面砖合计3.门窗钢铁门铝合金窗122 4.1.2恒载计算（1）中间层梁、柱恒载计算1）边跨梁上线荷载计算边跨梁上线荷载=边跨梁自重+板重+墙重，其中板自重按分配，如图4-1所示。图4-1板荷传导方式示意图122 由此可知梁上分布荷载为一均布荷载与一梯形荷载叠加，只要求出控制点的荷载值，就可绘出该梁上线荷载分布图。最大值：最小值：由此绘出该荷载分布图如图4-2所示。图4-2中间层边跨梁恒载图1）中跨梁上线荷载计算中跨梁上线荷载=中跨梁自重=由此绘出该梁恒载分布图如图4-3所示。图4-3中间层中跨梁分布恒荷载122 1）边柱集中力计算边柱集中力=边柱自重+纵向框架梁承受的荷载纵向框架梁承受的荷载=部分板重+横向次梁自重+纵向框架梁自重+外墙重其中，板重：横向次梁自重：纵向框架梁自重：墙重：因此，边柱上集中力：2）中柱集中力计算中柱集中力=中柱自重+纵向框架梁承受的荷载纵向框架梁承受的荷载=部分板重+横向次梁自重+纵向框架梁自重+外墙重板重：横向次梁自重：纵向框架梁自重：墙重：因此，中柱上的集中力：3）边柱与梁交点处弯矩：(柱内受拉)4）中柱与梁交点处弯矩：（柱靠室内一侧受拉）（2）顶层梁、柱上恒载计算：1）边跨梁上线荷载计算：边跨梁上线荷载=边跨梁自重+122 板重，其中，板自重按双向板塑性铰线分配，由此可知梁上分布荷载也为一均布荷载与一梯形荷载叠加，只要求出控制点的荷载值，就可以绘出梁上荷载分布图。最大值：最小值：由此绘出该梁恒载分布图如图4-4。图4-4顶层边跨梁分布恒载图1）中跨梁上线荷载计算：同理，中跨梁上线荷载=中跨梁自重+板重其值为常值：2.352kN/m由此绘出该梁恒载分布图如图4-5所示。图4-5顶层中跨梁分布恒载图2）边柱集中力计算：122 边柱集中力=边柱自重+纵向框架梁的传力其中：纵向框架梁传来的力=部分板重+横向次梁自重+纵向框架梁自重+女儿墙自重部分板重：横向次梁自重：纵向框架梁自重：女儿墙重：因此，边柱集中力：1）中柱集中力计算：中柱集中力=中柱自重+纵向框架梁的传力其中：纵向框架梁传来的力=部分板重+横向次梁自重+纵向框架梁自重部分板重：横向次梁自重：纵向框架梁自重：因此，中柱集中力：2）边柱与梁交点处弯矩：（柱内侧受拉）3）中柱与梁交点处弯矩：（柱靠室内一侧受拉）通过以上计算，可绘出第轴横向框架恒载图（图4-6）。122 图4-6第轴横向框架恒载图（力：kN；弯矩：）122 4.1.3活载计算通过查阅《建筑结构荷载规范》GB50009-2012（以下简称《荷载规范》），将本次计算所要用到的活荷载类型汇总如表4-1所示。表4-1活载汇总表类型标准值（kN/㎡）组合值系数频遇值系数准永久值系数普通办公室2.00.70.50.4中等办公室2.00.70.60.5走廊2.00.70.60.5电梯机房2.00.70.90.8屋面荷载2.00.70.50.4注：1.中等办公室按教室的标准确定；2.屋面活载按“上人屋面”确定；3.不考虑“积灰荷载”；同“屋面荷载”不同时考虑。（1）顶层框架梁活载计算：上人屋面活载：雪荷载：S＝0.60kN/m2活载取：1）边跨梁上线荷载：同恒载求解方法，得：最大值：最小值：0绘线荷载图如图4-7所示。122 图4-7顶层边跨梁线活载示意图1）中跨梁上线荷载：同恒载求解方法，其值为0。2）边柱集中力：边柱集中力=部分板上活载传力4)中柱集中力：中柱集中力=部分板上活载传力5）边柱集中力矩：边柱集中力矩=边柱集中力×梁柱偏心6）中柱集中力矩中柱集中力矩=中柱集中力×梁柱偏心（2）中间层框架梁、柱活载计算：普通办公室活载：中等办公室活载：走廊活载：1）边跨梁上线荷载同以上求解方法，得：最大值：122 最小值：0绘线荷载如图4-8所示。图4-8中间层边跨梁线活载示意图1）中跨梁上线荷载：同恒载求解方法，其值为0。2）边柱集中力：边柱集中力=部分板上活荷载传力3）中柱集中力：中柱集中力=部分板上活载传力4）边柱集中力矩：5）中柱集中力矩：通过以上计算，可绘出第轴横向框架活载图（图4-9）。122 图4-9第轴横向框架活载图（力：kN;弯矩）122 4.1.4风载计算计算资料：本建筑位于市区，属C类场地；基本风压。风荷载体型系数因结构高度H=23.7m<30m，可取风压：（4-1）将风荷载换算成作用与第轴横向框架的线荷载：风压高度变化系数可查荷载规范表7.2.1，取Z=4.65,8.55,12.45,16.35,20.25，分别计算出，然后将线荷载换算到每层框架节点上的集中荷载，列于表4-2中。表4-2标准高度风载计算4.650.653.0423.94.6513.008.550.653.0423.93.911.8612.450.653.0423.93.911.8616.350.67433.1563.93.912.3120.250.74353.4801.23.910.96由此绘出第轴横向框架风载图（图4-10）。122 图4-10第轴横向框架风载计算简图4.1.5水平地震作用计算1.计算重力荷载代表值（4-2）（1）中间层（三~五层）122 1）楼盖面积（扣除柱所占的面积）为：注：这里未扣除楼梯间、电梯间的楼面面积，由于楼梯间的梯段板自重较水平投影面积相同的100厚混凝土楼面板重，而电梯间则没有板，故近似认为二者互相抵消，同时为简化计算，后续计算中局部亦有近似处理，就不作附注。因此，楼盖部分自重为：2）梁、柱自重横向框架梁：纵向框架梁：附加次梁：柱：标准层梁柱自重为：3）填充墙、门窗自重外墙门窗面积：外墙门窗自重：外墙面积：外墙自重：内墙门窗面积：内墙门窗自重：内墙面积：122 内墙自重：4）活荷载走廊、楼梯等活载：办公室等活载：综上所述，中间层重力荷载代表值为：（2）一、二层1）二层二层相对三~五层扣除门厅部分的梁板即可。楼盖部分永久荷载标准值为：横向框架梁：纵向框架梁：附加次梁：柱：二层梁柱自重标准值为：填充墙、门窗自重同三~五层。办公室活载为：走廊、楼梯活载同三~五层。因此，二层重力荷载代表值为：122 2）一层为简化计算，一层重力荷载代表值：（3）顶层1）屋顶屋面自重：女儿墙自重：2）梁柱自重横向框架梁：附加次梁：顶层柱自重：顶层梁柱自重为：3）填充墙、门窗自重外墙门窗面积：外墙门窗自重：外墙面积：外墙自重：4）活荷载屋顶屋面活荷：综上所述，顶层重力荷载代表值为：122 2.梁柱刚度的计算（1）梁柱线刚度计算见表4-3，其中，在计算梁的线刚度时，考虑到现浇楼板对梁的约束作用（现浇楼板相当于框架梁的翼缘），对于两侧都有现浇板的梁（如：中横梁），其线刚度取。对于一侧有现浇板的梁（如：边横梁、楼梯间横梁），其线刚度取。（C30混凝土：）表4-3梁的线刚度计算断面跨度截面惯性矩边框架梁中框架梁0.3×0.42.50.3×0.656.90.3×0.655.4无无（2）柱的侧移刚度D值按（4-3）式计算：（4-3）122 式中，一般层：底层：柱的线刚度计算见表4-4。断面柱高度截面惯性矩线刚度5.153.9表4-4柱的线刚度计算各层框架柱的抗侧移刚度计算见表4-5。表4-5柱（0.5m×0.5m）的抗侧移刚度计算楼层柱类别Kα根数底层边框架边柱5.150.7380.452124134495984边框架中柱5.151.2130.533146384中框架边柱5.150.9840.49713649121.2570.539148032中框架中柱5.151.6160.58516066101.8900.614068632二边框架边柱3.90.2790.12277194403052122 ~五层边框架中柱3.90.4590.187118324中框架边柱3.90.3720.1579934120.4760.192121492中框架中柱3.90.6120.23414806100.7150.2631664123.自振周期的计算按顶点位移法（适用于质量、刚度沿告诉分布均匀的框架）计算，考虑填充墙对框架刚度的影响，取基本周期调整系数。计算公式为，式中为顶点位移，按D值法计算，见表4-6，则。表4-6横向框架顶点位移计算层次层间相对位移楼层位移58248.068248.064030520.02050.285648246.0616496.124030520.04090.265138248.0624744.184030520.06140.224227784.0132528.194030520.08070.162818175.8340704.024959840.08210.08214.地震作用的计算（1）水平地震影响系数本工程所在场地为II类场地，7度设防区，设计地震分组为第一组，结构的基本自振周期采用顶点位移法的计算结果，即，查《建筑抗震设计规范》得到特征周期，。因，一般钢筋混凝土结构，则地震影响系数为：122 （2）利用底部剪力法求各楼层的水平地震作用结构等效总重力荷载：（4-4）则结构总水平地震作用标准值（4-5）为了考虑高振型对水平地震作用沿高度分布的影响，需在顶部附加一集中水平力，由于，且，故顶部附加地震作用系数为：楼层处的水平地震作用：（4-6）其中：因此，第一层的水平地震作用为：122 对于顶层，由于盖层的重量和刚度相对于第七层突然变小，地震时将产生鞭梢效应，使得其地震反应特别强烈，为了简化计算，《抗规》规定，当采用底部剪力发计算这类小建筑的地震作用效应时，宜乘以增大系数3，但此增大部分不应往下传递。取，则顶层处的水平地震作用为：5.抗震验算（1）《抗规》5.5.1规定：“表5.5.1所列各类结构应进行多遇地震作用下的抗震变形验算，其楼层内最大的弹性层间唯一应符合下式要求：”，计算过程如表4-7所示。楼层水平地震力层间剪力层间刚度层高层间相对弹性转角5420.28791.024030520.00203.91/19504341.281132.304030520.00283.91/13933262.291394.594030520.00353.91/11142172.991567.584030520.00393.91/10001103.41670.984959840.00375.151/1392表4-7抗震变形验算注：1.2.由《抗规》5.5.1中查表5.5.1，知钢筋混凝土框架的层间位移角限值为122 1/550，表4-7中计算的结果均满足规范要求。（2）由《抗规》5.2.5规定：“抗震验算时，结构任一楼层的水平地震剪力应符合：”，查《抗规》表5.2.5，取0.016。则：同理，均满足规范要求。6.轴号横向框架水平地震的计算上面计算的水平地震作用，是每个结构层所承受的总的荷载；进行框架计算时，需要按照各榀框架的抗侧刚度D将层间水平地震作用分配到每榀框架上去。由于本设计中手算只计算了第轴线的横向框架，故这里也只计算号轴线框架分配的水平地震作用。一榀框架每层的分配系数为：（4-7）式中，为层号，m为本榀框架柱数目，n为本层总的柱数目。将D代入可分别计算出轴号横向框架各层的分配系数：122 轴号横向框架各层所分配到的水平地震作用：将轴号横向框架的地震作用标绘于计算简图上，如图4-11所示。图4-11第轴横向框架地震作用计算简图122 4.2内力计算4.2.1恒载内力（1）梁、柱参数汇总根据前文中表4-3、表4-5中梁柱截面参数计算，先将第轴横向框架梁。柱相关参数作一汇总列表计算见表4-8、表4-9，其中第轴横向框架为中框架，故折算惯性矩。表4-8第轴框架梁几何参数断面跨度界面惯性矩第轴框架梁0.30×0.656.900.30×0.402.50表4-9第轴框架柱几何参数柱类别层次截面K边柱50.50×0.503.90.3720.157993440.50×0.503.90.3720.157993430.50×0.503.90.3720.157993420.50×0.503.90.3720.157993410.50×0.505.150.9840.49713649续表4-9第轴框架柱几何参数柱类别层次截面K122 中柱50.50×0.503.90.6120.2341480640.50×0.503.90.6120.2341480630.50×0.503.90.6120.2341480620.50×0.503.90.6120.2341480610.50×0.505.151.6160.58514806（1）恒载内力的计算1）计算杆固端弯矩：将梯形或三角形分布荷载按固端弯矩等效的原则折算成均布荷载：梯形荷载折算公式：其中：；为梯形分布荷载的最大值。顶层边跨等效均布荷载：中间层边跨等效均布荷载：恒载内力采用结构力学求解器进行电算，依据之前恒载图和计算简图可建立模型如图4-12所示。122 图4-12恒载内力电算模型根据电算所得弯矩、剪力、轴力，经整理将各内力列表分别如表4-10、表4-11、表4-12所示。122 表4-10恒载作用下轴线处梁端剪力与跨中弯矩梁类型层号梁长固端弯矩（）杆端剪力(kN)跨中弯矩（）左右左右G~E轴边跨56.9-67.9971.4366.05-67.05-45.0946.9-82.9183.7575.02-75.26-46.2936.9-81.4883.3074.88-75.41-47.2326.9-82.5983.5975.00-75.29-46.5316.9-79.1682.2774.69-75.59-48.90D~A轴边跨56.9-71.4367.9967.05-66.05-45.0946.9-83.7582.9175.26-75.02-46.2936.9-83.3081.4875.41-74.88-47.2326.9-83.5982.5975.29-75.00-46.5316.9-82.2779.1675.59-74.69-48.90E~D中跨52.5-12.3212.322.94-2.9410.4942.5-6.456.452.94-2.944.6132.5-7.827.822.94-2.945.9922.5-6.826.822.94-2.944.9912.5-10.4110.412.94-2.948.58注：弯矩和剪力均以使梁顺时针转动为正，跨中弯矩以使梁上表面受拉为正。表4-11恒载作用下轴线处柱端弯矩与剪力柱类型层高（m）柱高（m）固端弯矩（）杆端剪力（kN）上下上下G轴柱53.942.8332.91-19.42-19.4243.925.6128.23-13.80-13.8033.928.8526.86-14.29-14.29122 23.931.3537.83-17.74-17.7415.1516.938.47-4.93-4.93A轴柱53.9-42.83-32.9119.4219.4243.9-25.61-28.2313.8013.8033.9-28.85-26.8614.2914.2923.9-31.35-37.8317.7417.7415.15-16.93-8.474.934.93E轴柱53.9-36.71-28.8416.8116.8143.9-22.82-24.6612.1712.1733.9-25.17-23.8312.5612.5623.9-27.29-32.1015.2315.2315.15-14.10-7.054.114.11D轴柱53.936.7128.84-16.81-16.8143.922.8224.66-12.17-12.1733.925.1723.83-12.56-12.5623.927.2932.10-15.23-15.2315.1514.107.05-4.11-4.11注：弯矩和剪力均以使梁顺时针转动为正。表4-12恒载作用下注中轴力柱类型层号柱顶集中力（kN）邻梁剪力（kN）柱中轴力（kN）左梁右梁G轴柱5167.720.0066.05233.774162.570.0075.02471.383162.570.0074.88708.812162.570.0075.00946.371162.570.0074.691183.63A轴柱5167.7266.050.00233.77122 4162.5775.020.00471.363162.5774.880.00708.812162.5775.000.00946.371162.5774.690.001183.63E轴柱5149.3367.052.94219.324170.9875.262.94468.503170.9875.412.94717.822170.9875.292.94967.021170.9875.592.941216.53D轴柱5149.332.9467.05219.324170.982.9475.26468.503170.982.9475.41717.822170.982.9475.29967.021170.982.9475.591216.53注：柱中轴力以受压为正。根据电算，导出弯矩图、剪力图、轴力图分别见图4-13、图4-14、图4-15。122 图4-13恒载作用下弯矩图122 图4-14恒载作用下剪力图122 图4-15恒载作用下轴力图4.2.2活载内力活载内力计算同恒载一样，采用结构力学求解器进行电算，依据之前的活载图和计算简图可剪力模型如图4-16所示。将梯形或三角形分布荷载按固端弯矩等效的原则折算成均布荷载：梯形荷载折算公式：（4-8）其中：；为梯形分布荷载的最大值。则边跨等效均布荷载：122 根据电算所得弯矩、剪力、轴力，经整理将各内力列表分别如表4-13、表4-14、表4-15所示。图4-16活载内力电算模型表4-13活载作用下轴线处梁端剪力与跨中弯矩梁类型层号梁长(m)固端弯矩（）杆端剪力(kN)跨中弯矩（）左右左右G~E56.9-21.1323.6521.51-22.24-15.34122 轴边跨46.9-24.0424.4921.81-21.94-13.4936.9-23.2824.3421.72-22.03-13.9226.9-23.7324.4221.77-21.97-13.6516.9-22.4924.0821.64-22.10-14.44D~A轴边跨56.9-23.6521.1322.24-21.51-15.3446.9-24.4924.0421.94-21.81-13.4636.9-24.3423.2822.03-21.72-13.9226.9-24.4223.7321.97-21.77-13.6516.9-24.0822.4922.10-21.64-14.44E~D中跨52.5-4.164.160.000.004.1642.5-1.451.450.000.001.4532.5-2.072.070.000.002.0722.5-1.711.710.000.001.7112.5-2.842.840.000.002.84注：弯矩和剪力均以使梁顺时针转动为正，跨中弯矩以使梁上表面受拉为正。表4-14活载作用下轴线处柱端弯矩与剪力柱类型层高（m）柱高（m）固端弯矩（）杆端剪力（kN）上下上下G轴柱53.917.4012.13-7.57-7.5743.98.189.50-4.53-4.5333.910.059.27-4.95-4.9523.910.7312.96-6.07-6.07122 15.155.802.90-1.69-1.69A轴柱53.9-17.40-12.137.577.5743.9-8.18-9.504.534.5333.9-10.05-9.274.954.9523.9-10.73-12.966.076.0715.15-5.80-2.901.691.69E轴柱53.9-13.06-9.435.775.7743.9-6.64-7.473.623.6233.9-7.83-7.353.893.8923.9-8.39-9.904.694.6915.15-4.36-2.181.271.27D轴柱53.913.069.43-5.77-5.7743.96.647.47-3.62-3.6233.97.837.35-3.89-3.8923.98.399.90-4.69-4.6915.154.362.18-1.27-1.27注：弯矩和剪力均以使梁顺时针转动为正。表4-15活载作用下柱中轴力柱类型层号柱顶集中力（kN）邻梁剪力（kN）柱中轴力（kN）左梁右梁G轴柱524.870.0021.5146.38424.870.0021.8193.03324.870.0021.72139.59224.870.0021.77186.20124.870.0021.64232.68A轴柱524.8721.510.0046.38424.8721.810.0093.03122 324.8721.720.00139.59224.8721.770.00186.20124.8721.640.00232.68E轴柱546.4422.240.0065.08446.4421.940.00133.46346.4422.030.00201.92246.4421.970.00270.33146.4422.100.00338.88D轴柱546.440.0022.2465.08446.440.0021.94133.46346.440.0022.03201.92246.440.0021.97270.33146.440.0022.10338.88注：柱中轴力以受压为正。根据电算，导出弯矩图、剪力图、轴力图分别见图4-17、图4-18、图4-19。122 图4-17活载作用下弯矩图（）122 图4-18活载作用下剪力图（kN）122 图4-19活载作用下轴力图（kN）122 4.2.3水平地震作用内力水平地震作用采用结构力学求解器进行电算，一句之前的水平地震作用图和计算简图可建立模型如图4-20所示。图4-20水平地震内力电算模型根据电算所得弯矩、剪力、轴力，经整理将各内力列表分别如表4-16、表4-17、表4-18所示。表4-16左地震作用下轴线处柱端弯矩与剪力柱类型层高（m）柱高（m）柱固端弯矩（）柱端剪力（kN）上下上下122 G轴柱53.9-42.76-9.2213.3313.3343.9-74.70-37.1228.6728.6733.9-89.23-64.3139.3739.3723.9-92.57-55.5237.9737.9715.15-135.88-234.4271.9071.90A轴柱53.9-42.76-9.2213.3313.3343.9-74.70-37.1228.6728.6733.9-89.23-64.3139.3739.3723.9-92.57-55.5237.9737.9715.15-135.88-234.4271.9071.90E轴柱53.9-90.19-59.4538.3738.3743.9-139.61-133.9265.0165.0133.9-180.15-157.4686.5786.5723.9-217.02-209.04109.24109.2415.15-205.64-269.3092.2292.22D轴柱53.9-90.19-59.4538.3738.3743.9-139.61-133.9265.0165.0133.9-180.15-157.4686.5786.5723.9-217.02-209.04109.24109.2415.15-205.64-269.3092.2292.22注：弯矩和剪力均以使梁顺时针转动为正。表4-17左地震作用下轴线处梁端弯矩与剪力梁类型层号梁长(m)固端弯矩（）杆端剪力(kN)左右左右G~E56.942.7636.50-11.49-11.49122 轴边跨46.983.9276.48-23.25-23.2536.9126.35113.92-34.82-34.8226.9156.87143.49-43.82-43.8216.9191.40165.80-51.77-51.77D~A轴边跨56.936.5042.76-11.49-11.4946.976.4883.92-23.25-23.2536.9113.92126.35-34.82-34.8226.9143.49156.87-43.82-43.8216.9165.80191.40-51.77-51.77E~D中跨52.553.6953.69-42.95-42.9542.5122.58122.58-98.06-98.0632.5180.15180.15-144.12-144.1222.5230.99230.99-184.79-184.7912.5269.30269.30-199.10-199.10注：弯矩和剪力均以使梁顺时针转动为正，跨中弯矩以使梁上表面受拉为正。表4-18左地震作用下柱中轴力柱类型层号邻梁剪力（kN）柱中轴力（kN）左梁右梁G轴柱50.00-11.49-11.4940.00-23.25-34.7330.00-34.82-69.5620.00-43.82-133.0910.00-51.77-164.86122 A轴柱5-11.490.0011.494-23.250.0034.733-34.820.0069.562-43.820.00113.091-51.770.00164.89E轴柱5-11.49-42.95-31.464-23.25-98.06-106.283-34.82-144.12-215.582-43.82-184.79-356.841-51.77-199.10-504.18D轴柱5-42.95-11.4931.464-98.06-23.25106.283-144.12-34.82215.582-184.79-43.82356.841-199.10-51.77504.18注：柱中轴力以受压为正。根据电算，导出弯矩图、剪力图、轴力图分别见图4-21、图4-22、图4-23。122 图4-21左震作用下弯矩图（）122 图4-22左震作用下剪力图（kN）122 图4-23左震作用下轴力图（kN）4.2.4风荷载作用内力风荷载内力采用结构力学求解器进行电算，依据之前的风荷载图和计算简图可建立模型如图4-24所示。122 图4-24风荷载内力电算模型根据电算所得弯矩、剪力、轴力，经整理将各内力列表分别如表4-19、表4-20、表4-21所示。表4-19左风作用下轴线处柱端弯矩与剪力柱类型层高（m）柱高（m）柱固端弯矩（）柱端剪力（kN）上下上下G轴柱53.9-9.53-0.662.612.6143.9-19.68-7.436.956.9533.9-26.78-15.6810.8910.8923.9-31.9414.0111.7811.78122 15.15-51.33-85.0326.4826.48A轴柱53.9-9.53-0.662.612.6143.9-19.68-7.436.956.9533.9-26.78-15.6810.8910.8923.9-31.94-14.0111.7811.7815.15-51.33-85.0326.4826.48E轴柱53.9-20.24-12.328.358.3543.9-36.06-27.5816.3216.3233.9-52.11-42.4324.2424.2423.9-71.78-65.5335.2135.2115.15-75.48-97.1033.5133.51D轴柱53.9-20.24-12.328.358.3543.9-36.06-27.5816.3216.3233.9-52.11-42.4324.2424.2423.9-71.78-65.5335.2135.2115.15-75.45-97.1033.5133.51注：弯矩和剪力均以使梁顺时针转动为正。表4-20左风作用下轴线处梁端弯矩与剪力梁类型层号梁长(m)固端弯矩（）杆端剪力(kN)左右左右G~E轴边跨56.99.538.17-2.57-2.5746.920.3418.57-5.64-5.6436.934.2130.86-9.43-9.4326.947.6343.68-13.23-13.2316.965.3456.48-17.66-17.66122 D~A轴边跨56.98.179.53-2.57-2.5746.918.5720.34-5.64-5.6436.930.8634.21-9.43-9.4326.943.6847.63-13.23-13.2316.956.4865.34-17.66-17.66E~D中跨52.512.0712.07-9.66-9.6642.529.8229.82-23.85-23.8532.548.8348.83-39.06-39.0622.570.5370.53-56.42-56.4212.584.5384.53-67.62-67.62注：弯矩和剪力均以使梁顺时针转动为正，跨中弯矩以使梁上表面受拉为正。表4-21左风作用下柱中轴力柱类型层号邻梁剪力（kN）柱中轴力（kN）左梁右梁G轴柱50.00-2.57-2.5740.00-5.64-8.2030.00-9.43-17.6320.00-13.23-30.8710.00-17.66-48.52A轴柱5-2.570.002.574-5.640.008.203-9.430.0017.632-13.230.0030.87122 1-17.990.0048.52E轴柱5-2.57-9.667.094-5.64-23.8525.313-9.43-39.0654.942-13.23-56.4298.131-17.66-67.62148.10D轴柱5-9.66-2.57-7.094-23.85-5.64-25.313-39.06-9.43-54.942-56.42-13.23-98.131-67.62-17.66-148.10注：柱中轴力以受压为正。根据电算，导出弯矩图、剪力图、轴力图分别见图4-25、4-26、4-27所示。122 图4-25风荷载作用下弯矩图（）122 图4-26风荷载作用下剪力图（kN）122 图4-27风荷载作用下轴力图（kN）由于结构在实际工作状态下可同时受几种不同的荷载的作用，所以应该将计算第轴横向框架的单向内力按照基于概率论饿可靠度设计原理加以组合，然后进行截面设计。组合前，应将之前计算得到各种荷载作用下的单项内力加以调整。122 4.3内力组合4.3.1弯矩调幅为了减小支座处负钢筋的数量，方便钢筋的绑扎与混凝土的浇捣；同时为了充分利用钢筋，已达到节约刚进的目的。在内力组合前将竖向荷载作用下支座处梁端负弯矩（使梁上面受拉）调幅，调幅系数。以第五层边跨梁在恒载作用下的梁端负弯矩为例：该梁在恒载作用下，梁端负弯矩分别为：，，跨中正弯矩为。现将其调幅：其中，（简支梁计算跨中弯矩）比较与取大值，即调幅后跨中弯矩取54.357每一根梁均按以上介绍的方法进行支座负弯矩与跨中正弯矩调幅，结果如表4-22所示。表4-22恒载作用下梁端弯矩调幅跨中弯矩122 梁类型层号轴线处梁端弯矩（）（）调幅后梁端弯矩（）调幅后跨中弯矩左右左右E~G轴边跨5-67.9971.43-45.09-61.1964.29-54.36-54.364-82.9183.75-46.29-74.6275.38-57.21-57.213-81.4883.30-47.23-73.3374.97-58.06-58.062-82.5983.59-46.53-74.3375.23-57.43-57.431-79.1682.27-48.90-71.2474.04-59.57-59.57A~D轴边跨5-71.4367.99-45.09-64.2961.19-54.36-54.364-83.7582.91-46.29-75.3874.62-57.21-57.213-83.3081.48-47.23-74.9773.33-58.06-58.062-83.5982.59-46.53-75.2374.33-57.43-57.431-82.2779.16-48.90-74.0471.24-59.57-59.57E~D中跨5-12.3212.3210.49-11.0911.0912.1812.184-6.456.454.61-5.815.815.475.473-7.827.825.99-7.047.047.057.052-6.826.824.99-6.146.145.915.911-10.4110.418.58-9.379.3710.0010.00注：梁端弯矩以顺时针为正，跨中弯矩以使梁上表面受拉为正同理，活载作用下梁端弯矩调幅见表4-23。表4-23活载作用下梁端弯矩调幅梁类型层号轴线处梁端弯矩（）跨中弯矩（）调幅后梁端弯矩（）调幅后跨中弯矩左右左右523.65-15.34-19.0221.29-18.33-18.33122 E~G轴边跨-21.134-24.0424.49-13.49-21.6422.04-16.64-16.643-23.2824.34-13.92-20.9521.91-17.05-17.052-23.7324.42-13.65-21.3621.98-16.81-16.811-22.4924.08-14.44-20.2421.67-17.52-17.52A~D轴边跨5-23.6521.13-15.34-21.2919.02-18.33-18.334-24.4924.04-13.46-22.0421.64-16.64-16.643-24.3423.28-13.92-21.9120.95-17.05-17.052-24.4223.73-13.65-21.9821.36-16.81-16.811-24.0822.49-14.44-21.6720.24-17.52-17.52E~D中跨5-4.164.164.16-3.743.744.754.754-1.451.451.45-1.311.311.651.653-2.072.072.07-1.861.862.362.362-1.711.711.71-1.541.541.951.951-2.842.842.84-2.562.563.233.23注：梁端弯矩以顺时针为正，跨中弯矩以使梁上表面受拉为正122 4.3.2内力调整以上计算与调幅的内力均是针对计算简图中轴线处而言，所求的杆端内力也就是柱中与梁中交点处的内力。但是，实际结构构件的控制截面应选取实际构件的端截面处内力。（1）梁内力调整在竖向荷载作用下：在水平荷载作用下：以第一层节点E为例，其左梁受恒载作用下的右端弯矩，剪力。，同理将各节点梁端内力进行调整，见表4-24。表4-24恒载作用下梁端弯矩与剪力层号梁类型轴线处梁端弯矩轴线处梁端剪力（kN）梁端弯矩梁端剪力（kN）左右左右左右左右1E-G轴边跨-71.2474.0474.69-75.59-60.0462.7073.13-74.03D-E轴中跨-9.379.372.94-2.94-8.938.931.38-1.38A-D轴边跨-74.0471.2475.59-74.69-62.7060.0474.03-73.132E-G轴边跨-74.9925.2375.00-75.29-63.0863.9473.44-73.73D-E轴中跨-6.146.142.94-2.94-5.705.701.38-1.38-75.2374.3375.29-75.00-63.9463.0873.73-73.44122 A-D轴边跨续表4-24恒载作用下梁端弯矩与剪力层号梁类型轴线处梁端弯矩轴线处梁端剪力（kN）梁端弯矩梁端剪力（kN）左右左右左右左右3E-G轴边跨-73.3374.9774.88-75.41-62.1063.6673.32-73.85D-E轴中跨-7.047.042.94-2.94-6.606.601.38-1.38A-D轴边跨-74.9773.3375.41-74.88-63.0863.9473.44-73.734E-G轴边跨-74.6275.3875.02-75.26-63.3764.0973.46-73.70D-E轴中跨-5.815.812.94-2.94-5.375.371.38-1.38A-D轴边跨-75.3874.6275.26-75.02-64.0963.3773.70-73.465E-G轴边跨-61.1964.2966.05-67.05-51.2854.2364.49-65.49D-E轴中跨-11.0911.092.94-2.94-10.6510.651.38-1.38A-D轴边跨-64.2961.1967.05-66.05-54.2351.2865.49-64.49同理将活载作用下各节点梁端内力进行调整，见表4-25。表4-25活载作用下梁端弯矩与剪力层号梁类型梁端弯矩梁端剪力122 轴线处梁端弯矩轴线处梁端剪力（kN）（kN）左右左右左右左右1E-G轴边跨-20.2421.6721.64-22.10-16.9918.3620.56-21.02D-E轴中跨-2.562.560.000.00-2.562.560.000.00A-D轴边跨-21.6720.2422.10-21.64-18.3616.9921.02-20.562E-G轴边跨-21.3621.9821.77-21.97-18.0918.6820.69-20.89D-E轴中跨-1.541.540.000.00-1.541.540.000.00A-D轴边跨-21.9821.3621.97-21.77-18.6818.0920.89-20.693E-G轴边跨-20.9521.9121.72-22.03-17.6918.6120.64-20.95D-E轴中跨-1.861.860.000.00-1.861.860.000.00A-D轴边跨-21.9120.9522.03-21.72-18.6117.6920.95-20.64续表4-25活载作用下梁端弯矩与剪力层号梁类型轴线处梁端弯矩轴线处梁端剪力（kN）梁端弯矩梁端剪力（kN）122 左右左右左右左右4E-G轴边跨-21.6422.0421.81-21.94-18.3718.7520.73-20.86D-E轴中跨-1.311.310.000.00-1.311.310.000.00A-D轴边跨-22.0421.6421.94-21.81-18.7518.3720.89-20.735E-G轴边跨-19.0221.2921.51-22.24-15.7917.9520.43-21.16D-E轴中跨-3.743.740.000.00-3.743.740.000.00A-D轴边跨-21.2919.0222.24-21.51-17.9515.7921.16-20.432）水平荷载内力调整同理将各节点梁端内力进行调整，见表4-26。表4-26左风作用下梁端弯矩与剪力层号梁类型梁端弯矩梁端剪力（kN）跨中弯矩左右左右1E-G轴边跨62.0953.17-17.66-17.664.46D-E轴中跨84.5384.53-67.62-67.620.00122 A-D轴边跨53.1762.09-17.66-17.66-4.462E-G轴边跨44.3640.38-13.23-13.231.99D-E轴中跨70.5370.53-56.42-56.420.00A-D轴边跨40.3844.36-13.23-13.23-1.993E-G轴边跨30.9527.56-9.43-9.431.70D-E轴中跨48.8348.83-39.06-39.060.00A-D轴边跨27.5630.95-9.43-9.43-1.704E-G轴边跨17.0715.28-5.64-5.640.89D-E轴中跨29.8229.82-23.85-23.850.00A-D轴边跨15.2817.07-5.64-5.64-0.895E-G轴边跨6.304.83-2.57-2.570.73D-E轴中跨12.0712.07-9.66-9.660.00A-D轴边跨4.836.30-2.57-2.57-0.73同理，也将水平地震作用内力进行调整，见表4-27。表4-27左地震作用下梁端弯矩与剪力层号梁类型梁端弯矩梁端剪力（kN）跨中弯矩左右左右1E-G轴边跨188.15162.49-51.77-51.7712.83D-E轴中跨269.30269.30-199.10-199.100.00A-D轴边跨162.49188.15-15.77-15.77-12.832E-G轴边跨153.60140.19-43.82-43.826.71122 D-E轴中跨230.99230.99-184.79-184.790.00A-D轴边跨140.19153.60-43.82-43.82-6.713E-G轴边跨123.09110.62-34.82-34.826.24D-E轴中跨180.15180.15-144.12-144.120.00A-D轴边跨110.62123.09-34.82-34.82-6.244E-G轴边跨80.6573.19-23.25-23.253.73D-E轴中跨122.58122.58-98.09-98.090.00A-D轴边跨73.1980.65-23.25-23.25-3.735E-G轴边跨39.5333.16-11.49-11.493.18D-E轴中跨53.6953.69-42.95-42.950.00A-D轴边跨33.1639.53-11.49-11.49-3.184.3.3内力组合1.框架梁控制截面的内力组合(1)不考虑地震作用组合下的梁端弯矩设计值的组合1)基本组合：；2)风荷载作用下的不利组合（不考虑活载）（左）；（右）3)风荷载作用下的有利组合（不考虑活载）（左）；（右）4)风荷载作用下的不利组合（考虑活载）5)风荷载作用下的有利组合（考虑活载）122 (2)考虑地震作用组合下的梁端弯矩设计值的组合(3)不虑地震作用组合下的梁端剪力设计值的组合1)基本组合：；2)风荷载作用下的不利组合（不考虑活载）（左）；（右）3)风荷载作用下的有利组合（不考虑活载）（左）；（右）4)风荷载作用下的不利组合（考虑活载）5)风荷载作用下的有利组合（考虑活载）(4)考虑地震作用组合下的梁端弯矩设计值的组合。内力未调整前，横向框架梁的内力组合表，见附表1。2.框架柱控制界面的内力组合(1)不考虑地震作用组合下的梁端弯矩设计值的组合1)基本组合：；122 2)风荷载作用下的不利组合（不考虑活载）（左）；（右）3)风荷载作用下的有利组合（不考虑活载）（左）；（右）4)风荷载作用下的不利组合（考虑活载）5)风荷载作用下的有利组合（考虑活载）(2)考虑地震作用组合下的梁端弯矩设计值的组合(3)不虑地震作用组合下的梁端剪力设计值的组合1)基本组合：；2)风荷载作用下的不利组合（不考虑活载）（左）；（右）3)风荷载作用下的有利组合（不考虑活载）（左）；（右）4)风荷载作用下的不利组合（考虑活载）5)风荷载作用下的有利组合（考虑活载）122 (4)考虑地震作用组合下的梁端弯矩设计值的组合。根据上述公式，梁支座边缘控制的弯矩与剪力可求得见附表2。第5章梁柱配筋计算5.1设计信息混凝土采用C30等级，，梁纵筋采用HRB335钢筋箍筋采用HRB300钢筋各主梁截面尺寸为：AD、EG跨为300mm×300mmDE跨为300mm×400mm5.2梁的配筋计算5.2.1正截面承载力计算以第五层AD跨为例说明计算过程，梁跨间按单筋T形截面进行配筋计算：翼缘计算宽度按计算跨度考虑：截面有效高度判别T形截面类型：122 属第I类T形截面。截面抵抗矩系数：相对受压区高度：配筋面积下部配筋取配筋率验算：实际配筋率，符合要求。梁支座按矩形截面计算：A右支座：上部配筋取配筋率验算：实际配筋率，符合要求。其余梁配筋见表5-1~表5-5。122 表5-1第五层梁受拉钢筋计算截面楼层计算公式梁AD梁DE五层跨左跨中跨右跨左跨中跨右-93.7891.35-132.05-63.62-21.27-61.74（）0.0750.0070.0800.0370.0040.0360.0780.0070.0800.0370.0040.036（）658.10483.48700.27343.15100.06332.81实配钢筋222220222216214216实配钢筋面积760628760402308402实际配筋率（%）0.340.320.360.340.510.34（%）0.260.2150.260.260.2150.26注1、AD跨支座考虑双排配筋，保护层厚度为60mm，跨中保护层厚度为20mm，DE跨保护层厚度为20mm，钢筋面积mm2。122 表5-2第四层梁受拉钢筋计算截面楼层计算公式梁AD梁DE四层跨左跨中跨右跨左跨中跨右-93.7891.35-132.05-63.62-21.27-61.74（）-137.4894.69-133.05-124.94-11.13-124.030.0920.0070.0890.0730.0020.073（）816.20502.84788.54687.2758.96682.06实配钢筋220+116220220+116222220222实配钢筋面积882628882760628760实际配筋率（%）0.450.320.450.630.520.63（%）0.260.2150.260.260.2150.26注1、AD跨支座考虑双排配筋，保护层厚度为60mm，跨中保护层厚度为20mm，DE跨保护层厚度为20mm，钢筋面积mm2。表5-3第三层梁受拉钢筋计算计算公式梁AD梁DE122 截面楼层三层跨左跨中跨右跨左跨中跨右-173.0095.09.174.60-182.42-11.83-182.42（）0.1160.0080.1170.1070.0030.1071041.71539.481052.031023.3066.931023.30（）1041.71539.481052.031023.3066.931023.30实配钢筋420220420420220420实配钢筋面积1257628125712576281257实际配筋率（%）0.640.320.641.040.531.04（%）0.260.2150.260.260.2150.26注1、AD跨支座考虑双排配筋，保护层厚度为60mm，跨中保护层厚度为20mm，DE跨保护层厚度为20mm，钢筋面积mm2。表5-4第二层梁受拉钢筋计算计算公式梁AD梁DE122 截面楼层二层跨左跨中跨右跨左跨中跨右-202.6494.00-203.85-231.04-9.89-230.07（）0.1360.0070.1370.1360.0020.1350.1460.0070.1470.1460.0020.146（）1235.29499.161243.301318.9952.381312.98实配钢筋420220420422220422实配钢筋面积1257628125715216281521实际配筋率（%）0.640.320.641.260.521.26（%）0.260.2150.260.260.2150.26注1、AD跨支座考虑双排配筋，保护层厚度为60mm，跨中保护层厚度为20mm，DE跨保护层厚度为20mm，钢筋面积mm2。表5-5第一层梁受拉钢筋计算计算公式梁AD梁DE122 截面楼层一层跨左跨中跨右跨左跨中跨右-223.1299.39-245.13-271.76-16.52-270..23（）0.1490.0090.1610.1600.0100.1590.1630.0090.1800.1750.0100.174（）1372.14563.981522.241575.68247.361565.87实配钢筋520220520520220520实配钢筋面积1571628157115716281571实际配筋率（%）0.810.320.811.310.521.31（%）0.260.2150.260.260.2150.26注1、AD跨支座考虑双排配筋，保护层厚度为60mm，跨中保护层厚度为20mm，DE跨保护层厚度为20mm，钢筋面积mm2。122 5.2.2梁斜截面承载力计算为避免梁在弯曲破坏前发生剪切破坏，应按“强剪弱弯”的原则调整框架梁端截面组合的剪力设计值。该框架梁的抗震等级为三级，框架梁端剪力设计值V应按下式进行调整，即：—梁端剪力增大系数，取1.1；—考虑地震作用组合时的重力荷载代表值产生的剪力设计值，可按简支梁计算确定。梁端剪力调整结果见表5-6.。表5-6梁端剪力设计值调整杆件组合VGbLnMblMbrηvb(Mbl+Mbr)/lnV左右左右E1G1左震84.286.9176.06-139.365.85-5.8590.1378.43右震84.286.9-326.84297.49-4.684.6879.6088.96E2G2左震86.086.9127.56-108.972.96-2.9689.0483.12右震86.086.9-286.23270.18-2.562.5683.5288.64E3G3左震97.026.989.07-70.842.91-2.9199.9394.11右震97.026.9-245.15231.36-2.202.2094.8299.22E4G4左震86.086.932.29-21.681.69-1.6987.7784.39右震86.086.9-191.91183.31-1.371.3784.7187.45E5G5左震77.496.9-7.7920.11.96-1.9679.4575.53右震77.496.9-122.4118.95-0.550.5576.9478.04续表5-6梁端剪力设计值调整D1E1左震2.942.5339.88-339.880.000.002.942.94右震2.942.5-362.34362.340.000.002.942.94122 D2E2左震2.942.5293.82-293.820.000.002.942.94右震2.942.5-308.05308.050.000.002.942.94D3E3左震2.942.5226.67-226.670.000.002.942.94右震2.942.5-234.23234.230.000.002.942.94D4E4左震2.942.5153.33-153.330.000.002.942.94右震2.942.5-166.58166.580.000.002.942.94D5E5左震2.942.557.28-57.280.000.002.942.94右震2.942.5-84.8284.820.000.002.942.94注：VGb=V恒+0.5V活=（V恒左+V恒右）/2+0.5*（V活左+V活右）/2以顶层框架梁为例：对于AD跨，，截面尺寸符合要求。三级抗震框架梁端加密区的长度取1.5h和500mm中的较大值，因此可得梁端加密区长度为975mm。根据抗震要求梁端加密区的箍筋取2肢A8@150，非加密区箍筋取2肢A8@250，箍筋采用HPB300级()，则:箍筋设置满足要求。对于DE跨，，截面尺寸符合要求。三级抗震框架梁端加密区的长度取1.5h和500mm中的较大值，因此可得梁端加密区长度为600mm。梁端加密区的箍筋取2肢8@150，非加密区箍筋取2肢8@250，箍筋采用HPB300级()，则:可按构造配筋。考虑施工施工放便等因素，对于DE跨采用通跨布置2肢A8@150122 。综上所示，梁端加密区箍筋取2肢A8@150，非加密区箍筋取2肢A8@250。5.3柱的配筋计算5.3.1设计资料框架柱采用C30等级混凝土；；纵向钢筋采用HRB335钢筋，，箍筋采用钢筋HPB300钢筋，。5.3.2柱正截面承载力计算为避免框架柱先于梁发生破坏，应按“强柱弱梁”的原则对框架柱的组合内力尽心调整。该框架梁的抗震等级为三级，框架柱弯矩设计值M，应按下式进行调整，即：式中—对于三级框架结构取1.3；—为节点左右梁端截面反时针或顺时针方向组合的弯矩设计值之和。柱端弯矩调整见表5-7。表5-7梁柱节点处柱端弯矩调整节点组合McuMcd∑McMblMbrηc∑MbMcu´Mcd´E1左震-308.8-283.61-592.41-339.88176.06-180.2093.9386.27右震227.29247.8475.09362.34-326.8439.05-18.68-20.37G1左震-19-152.85-171.85297.490327.24-36.18-291.06右震116.49196.47312.9626.59029.25-10.89-18.36122 E2左震-232.2-313.61-545.81-293.82127.56-182.8977.80105.08右震171.69244.34416.03308.05-286.2324.00-9.91-14.10G2左震-45.81-76.28-122.09-108.970-119.8744.9874.89右震115.1157.06272.16270.180297.20-125.69-171.51E3左震-176.49-263.2847.25-226.6789.07-151.36-565.37-843.39右震114.02199.29313.31234.23-245.15-12.014.377.64G3左震-8.68-75.35-84.03-70.840-77.928.0569.87右震81.24149.87231.11231.360254.50-89.46-165.04E4左震-110.84-207.63-318.47-153.3332.29-133.1446.3486.80右震37.02150.13187.15166.58-191.91-27.865.5122.35G4左震34.78-61.47-26.69-21.680-23.85-31.0854.92右震50.96126.81177.77183.310201.64-57.80-143.84E5左震0-160.49-160.49-57.28-7.79-71.580.0071.58右震065.3665.3684.82-122.4-41.340.0041.34G5左震05.835.8320.1022.110.00-22.11右震0106.77106.77118.950130.850.00-130.85对于现浇楼板，框架结构底层柱和其余各层柱的计算长度等于1.0H和1.25H。大偏压对称配筋公式为：（5-1）小偏压对称配筋公式为：，（5-2）以顶层A柱为例计算：122 根据内力组合结果进行计算，现浇楼盖，框架结构，底层的计算长度，其余各层柱，求控制截面弯矩设计值M：为方便计算和均取1.0属于大偏心受压构件。所以，取每边实配122 其余层框架柱配筋计算见表5-8。表5-8柱配筋计算柱编号实配钢筋配筋率(%)mmmmmmmmmm2E-1287.89229.49806.1846259.25229.4928510395004220.61E-2252.97255.93686.9842198.44255.936767105004180.41E-3190.16215.28561.8342198.44215.286868585004180.41E-4145.74170.29403.2942198.44170.294227055004180.41E-594.04135.31209.0742198.44135.316477165004180.41续表5-8柱配筋计算柱编号实配钢筋配筋率(%)mmmmmmmmmm2122 G-1253.32160.351419.4345009.00160.351122005004160.32G-2100.28131.521115.5040638.13131.521173015004160.32G-397.12125.32819.8040638.13125.321522285004160.32G-470.27106.20533.2840638.13106.201992725004160.32G-556.4793.60258.6340638.1393.603623075004160.325.3.3柱斜截面受剪计算为保证弯曲破坏与剪切破坏，剪力设计值应按“强剪若弯”的原则进行调整，调整按下式进行：式中：三级框架结构柱剪力调整见表5-9所示。表5-9柱端剪力设计值调整计算表杆件组合Hn(m)Mct()Mcb()V=ηvc(Mcb+Mct)/Hn(kN)上下E0E1左震5.15-283.61-358.23-137.09137.09122 右震5.15247.8340.32125.62-125.62E1E2左震3.9-313.61-308.8-175.55175.55右震3.9244.34227.29133.02-133.02E2E3左震3.9-263.28-232.2-139.75139.75右震3.9199.29171.69104.64-104.64E3E4左震3.9-207.63-176.49-108.34108.34右震3.9150.13114.0274.50-74.50E4E5左震3.9-160.49-110.84-76.5376.53右震3.965.3637.0228.88-28.88G0G1左震5.15-152.85-292.84-95.2095.20右震5.15196.47314.67109.18-109.18G1G2左震3.9-76.28-19-26.8726.87右震3.9157.06116.4977.16-77.16G2G3左震3.9-75.35-45.81-34.1734.17右震3.9149.87115.174.74-74.74G3G4左震3.9-61.47-8.68-19.7919.79右震3.9126.8181.2458.68-58.68G4G5左震3.95.8334.7811.45-11.45右震3.9106.7750.9644.49-44.49以首层A柱为例：验算截面尺寸：由内力组合结果可知截面尺寸满足要求。验算截面是否需要计算配筋：不会发生偏心受压破坏122 ，，根据抗震设计要求，取加密区箍筋为A8@100（4），采用井字形箍筋，非加密区箍筋间距应满足不大于15d，故箍筋取A8@100（4）。底层柱的柱根数加密区范围是按柱长边尺寸（圆柱的直径）、楼层柱净高的1/6及500mm三者数值中的最大者为加密范围，因此可得底层柱刚性地面的加密区长度取1500mm，柱顶部加密区长度取500mm，其他层柱各加密区长度取500mm。122 第6章楼梯设计6.1楼梯板设计6.1.1楼梯计算简图及设计资料图6-1楼梯计算简图混凝土：C30（）钢筋：钢筋直径时采用二级钢筋，时采用一级钢筋层高：3900mm踏步尺寸：踏步高（d）×踏步宽（e）=150mm×300mm楼梯均布活荷载：由《建筑结构荷载规范》知，楼梯荷载取，但考虑到该楼梯可能会充当消防疏散楼梯，所以活载取。由于本楼梯水平跨度，应该采用板式楼梯，梁式楼梯由踏步板、平台板和平台梁组成。斜板的水平投影净长：122 斜板的斜向净长：斜板厚度：，取6.1.2荷载计算恒载：栏杆自重锯齿形斜板自重30厚水磨石面层板底20厚的纸筋灰粉刷合计活载：永久荷载控制的组合：可变荷载控制的组合：由此确定其设计用荷载取：6.1.3截面设计跨中弯矩设计值：板的有效高度：122 选用受力钢筋，，分布钢筋6.2平台板设计初取平台板厚100mm，取1m宽板带计算，平台板净跨6.2.1荷载计算恒荷：平台板自重30厚水磨石面筋板底20厚的纸筋灰粉刷合计活载：永久荷载控制的组合：可变荷载控制的组合：由此确定其设计用荷载取：6.2.2截面配筋设计跨中弯矩设计值：122 板的有效高度：选用受力钢筋，，分布钢筋。6.3平台梁设计平台梁尺寸设计为h×b=400mm×200mm，净跨。6.3.1荷载计算恒载：斜板传来的恒载平台板传来的恒载平台梁自重平台梁底部和侧面粉刷20厚合计活载：122 永久荷载控制的组合：可变荷载控制的组合：由此确定其设计用荷载取：6.3.2截面配筋设计（1）正截面受弯承载力计算跨中弯矩设计值：板的有效高度：考虑平台梁两侧受力不均匀，故适宜增加钢筋数量，纵向受力钢筋选用，（2）斜截面受剪承载力计算斜截面受剪承载力满足条件，故按构造配置箍筋。122 第7章基础设计7.1设计说明该框架数不多，地基土较均匀柱距较大，可选择用独立基础，根据地质报告，地基承载力特征值，取C30混凝土（），钢筋采用HRB335（）。7.2荷载计算地基梁自重墙自重合计7.3地基承载力设计值的确定设基础埋深为1.1m，人工填土基础高度为0.6m，则有效高度为，假设b<3m,故只对基础埋深进行修正，承载力修正系数查表《建筑地基基础设计规范》知，则：122 7.4边柱独立基础设计7.4.1边柱基础计算简图取轴横向框架对应的柱子进行计算，基础简图见图5-1所示。图5-1独立基础简图7.4.2荷载计算由内力组合表可知，边柱的内力最不利组合有和为了简化计算，将两组不利组合归并为一组，M、N、V均取最大值，则最不利组合为：地梁和墙所传荷载：则最终不利组合为：122 7.4.3配筋计算（1）基底尺寸的确定：由于偏心不大，基础底面积初步增大10%取基底面尺寸为：重新修正地基承载力：(3)持力层强度验算：符合要求。故持力层强度满足要求。（4）确定基础高度：确定基础净反力采用阶梯型基础，假设，则初步估基础底板有效高度为：（基础高度小于0.8m取1）122 根据构造要求，取基础高度为h=600mm，基础做成台阶形，取两个台阶每阶高300mm。（4）柱底对基础抗冲切验算：基础底部有垫层，则，，与假定相符，取h=600mm。上阶冲切验算：上阶高度符合抗冲切要求。下阶（两个台阶相交的位置）冲切验算：上台阶两个边长均为1.7m，用相同的公式得下阶高度符合抗冲切要求。（5）底板配筋计算：I-I截面弯矩：II-II截面弯矩：122 比较和，应按配筋，在3.0m内配15根16@200钢筋（），在另一个方向的配筋相同。7.5中柱联合基础设计7.5.1中柱基础计算简图122 图5-2中柱联合基础简图7.5.2荷载计算由内力组合表可知，边柱的内力最不利组合有两组，分别是：和为了简化计算，将两组不利组合并为一组，M、N、V均取最大值，则最不利组合为：地梁和墙所传荷载：则最不利组合：7.5.3配筋计算（1）基底尺寸的确定：由于偏心不大，基础底面积初步增大10%取基底面尺寸为：重新修正地基承载力：（3）持力层强度验算：122 符合要求。故持力层强度满足要求。（4）确定基础高度：确定基础净反力采用阶梯型基础，假设，则初步估基础底板有效高度为：（基础高度小于0.8m取1）根据构造要求，取基础高度为h=700mm，基础做成台阶形，第一个台阶高400mm，第二个台阶高300mm。（5）柱底对基础抗冲切验算：基础底部有垫层，则，，与假定相符，取h=700mm。上阶冲切验算：上阶高度符合抗冲切要求。下阶（两个台阶相交的位置）冲切验算：上台阶两个边长均为1.7m，用相同的公式得122 下阶高度符合抗冲切要求。（6）底板配筋计算：取1米宽作为计算单元长边方向短边方向长边方向配筋选用B16@100实配短边方向配筋选用16@125实配122 结论本次设计是我大学四年以来第一套完整的设计，通过本次设计，让我回顾并复习了从前学过的知识，特别是结构力学和混凝土。以前许多不懂的地方现在有了较清楚的认识了。通过设计使我的计算机绘图能力得到了显著的提高。我发觉在设计过程中，逐渐培养起了严肃认真的科学态度和严谨的科学作风。虽然还有许多不足的地方，但我相信我还会提高的。并且，通过毕业设计，我对本专业的一些规范和规定有了更进一步的认识和了解，能够将其运用在设计之中。因此，通过本毕业设计，掌握了结构设计的内容、步骤、和方法，全面了解设计的全过程；培养正确、熟练的结构方案、结构设计计算、构造处理及绘制结构施工图的能力；培养我们在建筑工程设计中的配合意识；培养正确、熟练运用规范、手册、标准图集及参考书的能力；通过实际工程训练，建立功能设计、施工、经济全面协调的思想，进一步建立建筑、结构工程师的责任意识。122 致谢本次设计从始至终得到了我们土木工程专业领导、教研室教师的关心和支持，通过各专业老师的指导和帮助，让我在设计过程顺畅了许多，在此表示感谢。尤其是我的指导老师，他在繁忙的工作中抽出大量宝贵的时间对我的设计进行指导，为我提供大量资料参考，在我遇到疑难问题时及时给予解答,使我的设计能够顺利进行，再次感谢老师对我的帮助。同时，还要感谢我的同学在设计过程中对我的帮助和体谅，在设计过程同组同学的互相帮助，让我对完成一份优秀设计有了充分的信心。感谢老师和同学们对我本次设计付出的精力。最后，我还要感谢我的学校，学习与生活，让我受益良多，即将离开学校的日子，让我感到特别的珍贵，在此，衷心的感谢学校对我的培养与教育，在我走出校门的那一刻，一定会努力学习工作，为母校增光添彩。122 参考文献1.张仲先.土木工程专业毕业设计指南—混凝土多层框架结构设计北京：中国建筑工业出版社，20122.中华人民共和国国家标准混凝土结构设计规范（GB50010－2010）北京：中国建筑工业出版社，20103.中华人民共和国国家标准建筑结构荷载规范（GB50009－2012）北京：中国建筑工业出版社，20124.中华人民共和国国家标准建筑地基基础设计规范（GB50007－2011）北京：中国建筑工业出版社，20025.中华人民共和国国家标准，建筑结构制图标准（GB/T50105－2010）北京：中国计划出版社，20106.中华人民共和国国家标准，建筑抗震设计规范（GB50011－2010）北京：中国建筑工业出版社，20107.中华人民共和国国家标准，高层建筑混凝土结构技术规程（JGJ3—2010）北京：中国建筑工业出版社，20109.国家建筑标准设计图集11G101-1.中国建筑标准设计研究所出版10.国家建筑标准设计图集11G101-2.中国建筑标准设计研究所出版11.国家建筑标准设计图集11G101-3.中国建筑标准设计研究所出版12.左洪亮，戴纳新，王涛.建筑结构抗震北京：中国水利水电出版社，200913.梁兴文.混凝土结构设计北京：中国建筑工业出版社，201114.李必瑜，王雪松.房屋建筑学武汉：武汉理工大学出版社，201215.姚辉学.工程图学北京：电子工业出版社，201016.原长庆.高层建筑混凝土结构设计哈尔滨：哈尔滨工业大学出版社，201417.徐芝纶.弹性力学简明教程北京：高等教育出版社，201218.茅洪斌.钢筋翻样方法及实例北京：中国建筑工业出版社，2010122 19.刘宝良.理论力学北京：中国电力出版社，201020.包世华，辛克贵.结构力学武汉：武汉理工大学出版社，2012122 附录附表1调整前横向框架梁的内力组合表调整前横向框架梁的内力组合表附表1层次控制截面不利内力恒载活载左风载右风载左震右震不考虑地震的组合考虑地震的组合不利内力SGKSQKSWK（左）SWK（右）SEK（左）SEK（右）1.2恒+1.4活1.35恒+1.4*0.7活1.2恒+1.4风（不利）1.0恒+1.4风（有利）1.2恒+0.9（1.4活+1.4风）（不利）1.0恒+0.9（1.4活+1.4风）（有利）1.2重力载+1.3地震1.0重力载+1.3地震最大正M及相应V最大负M及相应V左风右风左风右风左风右风左风右风左震右震左震右震一层EG跨梁左端M-60.04-16.99-62.0962.09-188.15188.15-95.83-97.70-158.9714.88-146.9726.89-171.69-15.22-159.68-3.21-326.84162.35-313.13176.06176.06-326.84V-73.13-20.56-17.6617.66-51.7751.77-116.54-118.87-112.48-63.03-97.85-48.41-135.91-91.41-121.29-76.78-167.39-32.79-150.71-16.1116.11167.39EG跨梁跨中M59.7517.524.46-4.4612.83-12.8396.2397.8327.2714.7823.7611.2899.3988.1687.4476.2198.8965.5385.1951.8399.3911.28V0.450.23-17.6617.66-51.7751.770.860.83-24.1825.26-24.2725.17-21.4223.08-21.5122.99-66.6267.98-66.7467.87-25.1721.42EG跨梁右端M-62.70-18.3653.17-53.17162.49-162.49-100.94-102.64-0.80-149.6811.74-137.14-31.38-165.37-18.84-152.83124.98-297.49139.36-283.12139.36-297.49V74.0321.02-17.6617.66-51.7751.77118.26120.5464.11113.5649.3198.7593.07137.5778.26122.7734.15168.7517.24151.84-168.75-17.24DE跨梁左端M-8.93-2.5684.53-84.53269.30-269.30-14.30-14.56107.63-129.06109.41-127.2792.57-120.4594.35-118.66337.84-362.34339.88-360.30339.88-362.34V1.380.00-67.6267.62-199.10199.101.661.86-93.0196.32-93.2996.05-83.5586.86-83.8286.58-257.17260.49-257.45260.21-257.45260.49DEM-10.00-3.230.000.000.000.00-16.52-16.67-3.88-3.88-3.23-3.23-16.07-16.07-14.07-14.07-13.94-13.94-11.62-11.62-3.23-16.67122 跨梁跨中V0.000.00-67.6267.62-199.10199.100.000.00-94.6794.67-94.6794.67-85.2085.20-85.2085.20-258.83258.83-258.83258.830.0094.67DE跨梁右跨M-8.93-2.56-84.5384.53-269.30269.30-14.30-14.56-129.06107.63-127.27109.41-120.4592.57-118.6694.35-362.34337.84-360.30339.88339.88-362.34V-1.380.00-67.6267.62-199.10199.10-1.66-1.86-96.3293.01-96.0593.29-86.8683.55-86.5883.82-260.49257.17-260.21257.45-260.49257.45AD跨梁左端M-62.70-18.3653.17-53.17162.49-162.49-100.94-102.64-0.80-149.6811.74-137.14-31.38-165.37-18.84-152.83124.98-297.49139.36-283.12139.36-297.49V74.0321.02-17.6617.66-51.7751.77118.26120.5464.11113.5649.3198.7593.07137.5778.26122.7734.15168.7517.24151.8417.24168.75AD跨梁跨中M59.7517.524.46-4.4612.83-12.8396.2397.8327.2714.7823.7611.2899.3988.1687.4476.2198.8965.5385.1951.8399.3911.28V0.450.23-17.6617.66-51.7751.770.860.83-24.1825.26-24.2725.17-21.4223.08-21.5122.99-66.6267.98-66.7467.8725.17-21.42AD跨梁右端M-60.04-16.9962.09-62.09188.15-188.15-95.83-97.7014.88-158.9726.89-146.97-15.22-171.69-3.21-159.68162.35-326.84176.06-313.13176.06-326.84V-73.13-20.56-17.6617.66-51.7751.77-116.54-118.87-112.48-63.03-97.85-48.41-135.91-91.41-121.29-76.78-167.39-32.79-150.71-16.11-167.39-16.11二层EG跨梁左端M-63.08-18.09-77.3677.36-153.60153.60-101.02-102.89-184.0032.61-171.3845.22-195.96-1.02-183.3511.60-286.23113.13-271.81127.56127.56-286.23V-73.44-20.69-13.2313.23-43.8243.82-117.09-119.42-106.65-69.61-91.96-54.92-130.87-97.53-116.18-82.84-157.51-43.58-140.75-26.8226.82157.51EG跨梁跨中M57.4316.811.99-1.996.71-6.7192.4594.0071.7066.1360.2254.6492.6087.5981.1276.1087.7370.2874.5657.1194.0054.64V0.150.10-13.2313.23-43.8243.820.310.29-18.3518.70-18.3818.67-16.3716.97-16.4016.94-56.7357.20-56.7757.16-18.67-0.29EG跨梁右端M-63.94-18.6840.38-40.38140.19-140.19-102.88-104.63-20.20-133.26-7.41-120.47-49.39-151.14-36.60-138.3694.31-270.18108.97-255.53108.97-270.18V73.7320.89-13.2313.23-43.8243.82117.72120.0169.95107.0055.2192.2598.13131.4783.38116.7244.04157.9827.21141.14-157.98-27.21DE跨梁左端M-5.70-1.5470.53-70.53230.99-230.99-9.00-9.2091.90-105.5893.04-104.4480.09-97.6581.23-96.51292.52-308.05293.82-306.76293.82-308.05V1.380.00-56.4256.42-184.79184.791.661.86-77.3380.64-77.6180.37-69.4372.75-69.7172.47-238.57241.88-238.85241.61-238.85241.88DE跨梁跨中M-5.91-1.950.000.000.000.00-9.82-9.89-7.09-7.09-5.91-5.91-9.55-9.55-8.37-8.37-8.26-8.26-6.89-6.89-5.91-9.89V0.000.00-56.4256.42-184.79184.790.000.00-78.9978.99-78.9978.99-71.0971.09-71.0971.09-240.23240.23-240.23240.231.8680.37DE跨梁右跨M-5.70-1.54-70.5370.53-230.99230.99-9.00-9.20-105.5891.90-104.4493.04-97.6580.09-96.5181.23-308.05292.52-306.76293.82293.82-308.05V-1.380.00-56.4256.42-184.79184.79-1.66-1.86-80.6477.33-80.3777.61-72.7569.43-72.4769.71-241.88238.57-241.61238.85-238.57241.61122 AD跨梁左端M-63.94-18.6840.38-40.38140.19-140.19-102.88-104.63-20.20-133.26-7.41-120.47-49.39-151.14-36.60-138.3694.31-270.18108.97-255.53108.97-270.18V73.7320.89-13.2313.23-43.8243.82117.72120.0169.95107.0055.2192.2598.13131.4783.38116.7244.04157.9827.21141.1427.21157.98AD跨梁跨中M57.4316.811.99-1.996.71-6.7192.4594.0071.7066.1360.2254.6492.6087.5981.1276.1087.7370.2874.5657.1194.0054.64V0.150.10-13.2313.23-43.8243.820.310.29-18.3518.70-18.3818.67-16.3716.97-16.4016.94-56.7357.20-56.7757.1618.670.26AD跨梁右端M-63.08-18.09-44.3644.36-153.60153.60-101.02-102.89-137.80-13.59-125.18-0.98-154.38-42.60-141.77-29.98-286.23113.13-271.81127.56127.56-286.23V-73.44-20.69-13.2313.23-43.8243.82-117.09-119.42-106.65-69.61-91.96-54.92-130.87-97.53-116.18-82.84-157.51-43.58-140.75-26.82-157.51-26.82三层EG跨梁左端M-62.10-17.69-30.9530.95-123.09123.09-99.29-101.17-117.85-31.19-105.43-18.77-135.81-57.81-123.39-45.39-245.1574.88-230.9689.0789.07-245.15V-73.32-20.64-9.439.43-34.8234.82-116.88-119.21-101.19-74.78-86.52-60.12-125.87-102.11-111.21-87.44-145.63-55.10-128.91-38.3738.37145.63EG跨梁跨中M58.0617.051.70-1.706.24-6.2493.5495.0972.0567.2960.4455.6893.3089.0181.6977.4088.0171.7974.7058.4795.0955.68V0.270.15-9.439.43-34.8234.820.540.51-12.8813.52-12.9413.47-11.3712.40-11.4212.34-44.8645.68-44.9245.61-13.47-0.51EG跨梁右端M-63.66-18.6127.56-27.56110.62-110.62-102.45-104.18-37.81-114.98-25.08-102.24-65.12-134.57-52.38-121.8356.25-231.3670.84-216.7770.84-231.36V73.8520.95-9.439.43-34.8234.82117.95120.2375.42101.8260.6587.05103.14126.9088.37112.1355.92146.4639.06129.59-146.46-39.06DE跨梁左端M-6.60-1.8648.83-48.83180.15-180.15-10.52-10.7360.44-76.2861.76-74.9651.26-71.7952.58-70.47225.16-243.23226.67-241.73226.67-243.23V1.380.00-39.0639.06-144.12144.121.661.86-53.0356.34-53.3056.06-47.5650.87-47.8450.60-185.70189.01-185.98188.74-185.98189.01DE跨梁跨中M-7.05-2.360.000.000.000.00-11.76-11.83-8.46-8.46-7.05-7.05-11.43-11.43-10.02-10.02-9.88-9.88-8.23-8.23-7.05-11.83V0.000.00-39.0639.06-144.12144.120.000.00-54.6854.68-54.6854.68-49.2249.22-49.2249.22-187.36187.36-187.36187.360.0054.68DE跨梁右跨M-6.60-1.86-48.8348.83180.15-180.15-10.52-10.73-76.2860.44-74.9661.76-71.7951.26-70.4752.58225.16-243.23226.67-241.73226.67-243.23V-1.380.00-39.0639.06-144.12144.12-1.66-1.86-56.3453.03-56.0653.30-50.8747.56-50.6047.84-189.01185.70-188.74185.98-189.01185.98AD跨梁左端M-63.08-18.6127.56-27.56110.62-110.62-101.75-103.40-37.11-114.28-24.50-101.66-64.42-133.87-51.80-121.2556.94-230.6771.42-216.1971.42-230.67V73.4420.95-9.439.43-34.8234.82117.46119.6874.93101.3360.2486.64102.64126.4187.96111.7255.43145.9638.65129.1838.65145.96122 AD跨梁跨中M58.0617.05-1.701.70-6.246.2493.5495.0967.2972.0555.6860.4489.0193.3077.4081.6971.7988.0158.4774.7095.0955.68V-0.150.15-9.439.43-20.5320.530.04-0.04-13.3813.03-13.3513.06-11.8611.90-11.8311.93-26.7726.61-26.7626.6213.06-0.04AD跨梁右端M-63.94-17.69-30.9530.95-123.09123.09-101.49-103.66-120.06-33.40-107.27-20.61-138.01-60.02-125.23-47.23-247.3672.68-232.8087.2387.23-247.36V-73.73-20.64-9.439.43-6.246.24-117.37-119.76-101.68-75.27-86.93-60.53-126.36-102.60-111.62-87.85-108.97-92.75-92.16-75.94-108.97-75.94四层EG跨梁左端M-63.37-18.37-17.0717.07-80.6580.65-101.76-103.55-99.94-52.15-87.27-39.47-120.70-77.68-108.02-65.01-191.9117.78-177.4032.2932.29-191.91V-73.46-20.73-5.645.64-23.2523.25-117.17-119.49-96.05-80.26-81.36-65.56-121.38-107.17-106.69-92.47-130.82-70.37-114.05-53.6053.60130.82EG跨梁跨中M58.0616.640.89-0.893.73-3.7392.9794.6970.9268.4359.3156.8191.7689.5280.1577.9184.5174.8171.2361.5394.6956.81V0.120.06-5.645.64-23.2523.250.240.23-7.758.04-7.788.02-6.887.33-6.907.31-30.0430.41-30.0730.38-8.02-0.23EG跨梁右端M-64.09-18.7515.28-15.2873.19-73.19-103.16-104.90-55.52-98.30-42.70-85.48-81.28-119.79-68.46-106.976.99-183.3121.68-168.6121.68-183.31V73.7020.86-5.645.64-23.2523.25117.64119.9480.5496.3465.8081.60107.62121.8392.88107.0970.73131.1853.91114.36-131.18-53.91DE跨梁左端M-5.37-1.3129.82-29.82122.58-122.58-8.28-8.5335.30-48.1936.38-47.1229.48-45.6730.55-44.59152.12-166.58153.33-165.38153.33-166.58V1.380.00-23.8523.85-98.0998.091.661.86-31.7335.05-32.0134.77-28.4031.71-28.6731.43-125.86129.17-126.14128.90-126.14129.17DE跨梁跨中M-7.05-1.650.000.000.000.00-10.77-11.13-8.46-8.46-7.05-7.05-10.54-10.54-9.13-9.13-9.45-9.45-7.88-7.88-7.05-11.13V0.000.00-23.8523.85-98.0998.090.000.00-33.3933.39-33.3933.39-30.0530.05-30.0530.05-127.52127.52-127.52127.520.0033.39DE跨梁右跨M-5.37-1.31-29.8229.82-122.58122.58-8.28-8.53-48.1935.30-47.1236.38-45.6729.48-44.5930.55-166.58152.12-165.38153.33153.33-166.58V-1.380.00-23.8523.85-98.0998.09-1.66-1.86-35.0531.73-34.7732.01-31.7128.40-31.4328.67-129.17125.86-128.90126.14-129.17126.14AD跨梁左端M-64.09-18.7515.28-15.2873.19-73.19-103.16-104.90-55.52-98.30-42.70-85.48-81.28-119.79-68.46-106.976.99-183.3121.68-168.6121.68-183.31V73.7020.86-5.645.64-23.2523.25117.64119.9480.5496.3465.8081.60107.62121.8392.88107.0970.73131.1853.91114.3653.91131.18AD跨梁跨中M58.0616.640.89-0.893.73-3.7392.9794.6970.9268.4359.3156.8191.7689.5280.1577.9184.5174.8171.2361.5394.6956.81V0.120.06-5.645.64-23.2523.250.240.23-7.758.04-7.788.02-6.887.33-6.907.31-30.0430.41-30.0730.388.020.23122 AD跨梁右端M-63.37-18.37-17.0717.07-80.6580.65-101.76-103.55-99.94-52.15-87.27-39.47-120.70-77.68-108.02-65.01-191.9117.78-177.4032.2932.29-191.91V-73.46-20.73-5.645.64-23.2523.25-117.17-119.49-96.05-80.26-81.36-65.56-121.38-107.17-106.69-92.47-130.82-70.37-114.05-53.60-130.82-53.60五层EG跨梁左端M-51.28-15.79-6.306.30-39.5339.53-83.64-84.70-70.36-52.72-60.10-42.46-89.37-73.49-79.11-63.24-122.40-19.62-110.56-7.79-7.79-122.40V-64.49-20.43-2.572.57-11.4911.49-105.99-107.08-80.99-73.79-68.09-60.89-106.37-99.89-93.47-86.99-104.58-74.71-89.64-59.7759.77104.58EG跨梁跨中M54.3618.330.73-0.733.18-3.1890.8991.3566.2564.2155.3853.3489.2587.4178.3876.5480.3672.1067.6659.3991.3553.34V0.500.37-2.572.57-11.4911.491.111.03-3.004.20-3.104.10-2.184.30-2.284.20-14.1215.76-14.2515.62-4.10-1.03EG跨梁右端M-54.23-17.954.83-4.8333.16-33.16-90.21-90.80-58.31-71.84-47.47-60.99-81.61-93.78-70.76-82.93-32.74-118.95-20.10-106.31-20.10-118.95V65.4921.16-2.572.57-11.4911.49108.21109.1574.9982.1961.8969.09102.01108.4988.9195.3976.35106.2261.1391.01-106.22-61.13DE跨梁左端M-10.65-3.7412.07-12.0753.69-53.69-18.02-18.044.12-29.686.25-27.55-2.28-32.70-0.15-30.5754.77-84.8257.28-82.3257.28-84.82V1.380.00-9.669.66-42.9542.951.661.86-11.8715.18-12.1414.90-10.5213.83-10.7913.55-54.1857.49-54.4657.22-54.4657.49DE跨梁跨中M-12.18-4.750.000.000.000.00-21.27-21.10-14.62-14.62-12.18-12.18-20.60-20.60-18.17-18.17-17.47-17.47-14.56-14.56-12.18-21.27V0.000.00-9.669.66-42.9542.950.000.00-13.5213.52-13.5213.52-12.1712.17-12.1712.17-55.8455.84-55.8455.840.0013.52DE跨梁右跨M-10.65-3.74-12.0712.07-53.6953.69-18.02-18.04-29.684.12-27.556.25-32.70-2.28-30.57-0.15-84.8254.77-82.3257.2857.28-84.82V-1.380.00-9.669.66-42.9542.95-1.66-1.86-15.1811.87-14.9012.14-13.8310.52-13.5510.79-57.4954.18-57.2254.46-57.4954.46AD跨梁左端M-54.23-17.954.83-4.8333.16-33.16-90.21-90.80-58.31-71.84-47.47-60.99-81.61-93.78-70.76-82.93-32.74-118.95-20.10-106.31-20.10-118.95V65.4921.16-2.572.57-11.4911.49108.21109.1574.9982.1961.8969.09102.01108.4988.9195.3976.35106.2261.1391.0161.13106.22AD跨梁跨中M54.3618.330.73-0.733.18-3.1890.8991.3566.2564.2155.3853.3489.2587.4178.3876.5480.3672.1067.6659.3991.3553.34V0.500.37-2.572.570.000.001.111.03-3.004.20-3.104.10-2.184.30-2.284.200.820.820.680.684.101.03AD跨梁右端M-51.28-15.79-6.306.30-39.5339.53-83.64-84.70-70.36-52.72-60.10-42.46-89.37-73.49-79.11-63.24-122.40-19.62-110.56-7.79-7.79-122.40V-64.49-20.43-2.572.5711.49-11.49-105.99-107.08-80.99-73.79-68.09-60.89-106.37-99.89-93.47-86.99-74.71-104.58-59.77-89.64-74.71-89.64122 注：1、表中M以下部受拉为正，V以顺时针为正；2、承载力抗震调整系数γRE弯矩取0.75，对剪力取0.85；3、重力载＝恒载+0.5活载；4、弯矩单位为KN.m，剪力单位为KN。122 附表2调整后横向框架梁的内力组合表调整后横向框架梁的内力组合表附表2层次控制截面不利内力恒载活载左风载右风载左震右震不考虑地震的组合考虑地震的组合不利内力SGKSQKSWK（左）SWK（右）SEK（左）SEK（右）1.2恒+1.4活1.35恒+1.4*0.7活1.2恒+1.4风（不利）1.0恒+1.4风（有利）1.2恒+0.9（1.4活+1.4风）（不利）1.0恒+0.9（1.4活+1.4风）（有利）1.2重力载+1.3地震1.0重力载+1.3地震最大正M及相应V最大负M及相应V左风右风左风右风左风右风左风右风左震右震左震右震一层EG跨梁左端M-60.04-16.99-62.0962.09-188.15188.15-95.83-97.70-158.9714.88-146.9726.89-171.69-15.22-159.68-3.21-245.13121.76-234.85132.05132.05-245.13V-73.13-20.56-17.6617.66-51.7751.77-116.54-118.87-112.48-63.03-97.85-48.41-135.91-91.41-121.29-76.78-142.28-27.87-128.10-13.6916.11167.39EG跨梁跨中M59.7517.524.46-4.4612.83-12.8396.2397.8327.2714.7823.7611.2899.3988.1687.4476.2174.1749.1563.8938.8799.3911.28V0.450.23-17.6617.66-51.7751.770.860.83-24.1825.26-24.2725.17-21.4223.08-21.5122.99-56.6357.78-56.7357.69-25.1721.42EG跨梁右端M-62.70-18.3653.17-53.17162.49-162.49-100.94-102.64-0.80-149.6811.74-137.14-31.38-165.37-18.84-152.8393.74-223.12104.52-212.34104.52-223.12V74.0321.02-17.6617.66-51.7751.77118.26120.5464.11113.5649.3198.7593.07137.5778.26122.7729.02143.4414.65129.06-168.75-17.24DE跨梁左端M-8.93-2.5684.53-84.53269.30-269.30-14.30-14.56107.63-129.06109.41-127.2792.57-120.4594.35-118.66253.38-271.76254.91-270.23254.91-271.76V1.380.00-67.6267.62-199.10199.101.661.86-93.0196.32-93.2996.05-83.5586.86-83.8286.58-218.60221.41-218.83221.18-257.45260.49DEM-10.00-3.230.000.000.000.00-16.52-16.67-3.88-3.88-3.23-3.23-16.07-16.07-14.07-14.07-10.45-10.45-8.71-8.71-3.23-16.67131 跨梁跨中V0.000.00-67.6267.62-199.10199.100.000.00-94.6794.67-94.6794.67-85.2085.20-85.2085.20-220.01220.01-220.01220.010.0094.67DE跨梁右跨M-8.93-2.56-84.5384.53-269.30269.30-14.30-14.56-129.06107.63-127.27109.41-120.4592.57-118.6694.35-271.76253.38-270.23254.91254.91-271.76V-1.380.00-67.6267.62-199.10199.10-1.66-1.86-96.3293.01-96.0593.29-86.8683.55-86.5883.82-221.41218.60-221.18218.83-260.49257.45AD跨梁左端M-62.70-18.3653.17-53.17162.49-162.49-100.94-102.64-0.80-149.6811.74-137.14-31.38-165.37-18.84-152.8393.74-223.12104.52-212.34104.52-223.12V74.0321.02-17.6617.66-51.7751.77118.26120.5464.11113.5649.3198.7593.07137.5778.26122.7729.02143.4414.65129.0617.24168.75AD跨梁跨中M59.7517.524.46-4.4612.83-12.8396.2397.8327.2714.7823.7611.2899.3988.1687.4476.2174.1749.1563.8938.8799.3911.28V0.450.23-17.6617.66-51.7751.770.860.83-24.1825.26-24.2725.17-21.4223.08-21.5122.99-56.6357.78-56.7357.6925.17-21.42AD跨梁右端M-60.04-16.9962.09-62.09188.15-188.15-95.83-97.7014.88-158.9726.89-146.97-15.22-171.69-3.21-159.68121.76-245.13132.05-234.85132.05-245.13V-73.13-20.56-17.6617.66-51.7751.77-116.54-118.87-112.48-63.03-97.85-48.41-135.91-91.41-121.29-76.78-142.28-27.87-128.10-13.69-167.39-16.11二层EG跨梁左端M-63.08-18.09-77.3677.36-153.60153.60-101.02-102.89-184.0032.61-171.3845.22-195.96-1.02-183.3511.60-214.6784.85-203.8595.6795.67-214.67V-73.44-20.69-13.2313.23-43.8243.82-117.09-119.42-106.65-69.61-91.96-54.92-130.87-97.53-116.18-82.84-133.88-37.04-119.64-22.8026.82157.51EG跨梁跨中M57.4316.811.99-1.996.71-6.7192.4594.0071.7066.1360.2254.6492.6087.5981.1276.1065.7952.7155.9242.8394.0042.83V0.150.10-13.2313.23-43.8243.820.310.29-18.3518.70-18.3818.67-16.3716.97-16.4016.94-48.2248.62-48.2648.59-18.67-0.29EG跨梁右端M-63.94-18.6840.38-40.38140.19-140.19-102.88-104.63-20.20-133.26-7.41-120.47-49.39-151.14-36.60-138.3670.73-202.6481.73-191.6581.73-202.64V73.7320.89-13.2313.23-43.8243.82117.72120.0169.95107.0055.2192.2598.13131.4783.38116.7237.44134.2823.13119.97-157.98-27.21DEM-5.70-1.5470.53-70.53230.99-230.99-9.00-9.2091.90-105.5893.04-104.4480.09-97.6581.23-96.51219.39-231.04220.36-230.07220.36-231.04131 跨梁左端V1.380.00-56.4256.42-184.79184.791.661.86-77.3380.64-77.6180.37-69.4372.75-69.7172.47-202.79205.60-203.02205.37-238.85241.88DE跨梁跨中M-5.91-1.950.000.000.000.00-9.82-9.89-7.09-7.09-5.91-5.91-9.55-9.55-8.37-8.37-6.20-6.20-5.16-5.16-5.16-9.89V0.000.00-56.4256.42-184.79184.790.000.00-78.9978.99-78.9978.99-71.0971.09-71.0971.09-204.19204.19-204.19204.191.8680.37DE跨梁右跨M-5.70-1.54-70.5370.53-230.99230.99-9.00-9.20-105.5891.90-104.4493.04-97.6580.09-96.5181.23-231.04219.39-230.07220.36220.36-231.04V-1.380.00-56.4256.42-184.79184.79-1.66-1.86-80.6477.33-80.3777.61-72.7569.43-72.4769.71-205.60202.79-205.37203.02-238.57241.61AD跨梁左端M-63.94-18.6840.38-40.38140.19-140.19-102.88-104.63-20.20-133.26-7.41-120.47-49.39-151.14-36.60-138.3670.73-202.6481.73-191.6581.73-202.64V73.7320.89-13.2313.23-43.8243.82117.72120.0169.95107.0055.2192.2598.13131.4783.38116.7237.44134.2823.13119.9727.21157.98AD跨梁跨中M57.4316.811.99-1.996.71-6.7192.4594.0071.7066.1360.2254.6492.6087.5981.1276.1065.7952.7155.9242.8394.0042.83V0.150.10-13.2313.23-43.8243.820.310.29-18.3518.70-18.3818.67-16.3716.97-16.4016.94-48.2248.62-48.2648.5918.670.26AD跨梁右端M-63.08-18.09-44.3644.36-153.60153.60-101.02-102.89-137.80-13.59-125.18-0.98-154.38-42.60-141.77-29.98-214.6784.85-203.8595.6795.67-214.67V-73.44-20.69-13.2313.23-43.8243.82-117.09-119.42-106.65-69.61-91.96-54.92-130.87-97.53-116.18-82.84-133.88-37.04-119.64-22.80-157.51-26.82三层EG跨梁左端M-62.10-17.69-30.9530.95-123.09123.09-99.29-101.17-117.85-31.19-105.43-18.77-135.81-57.81-123.39-45.39-183.8656.16-173.2266.8066.80-183.86V-73.32-20.64-9.439.43-34.8234.82-116.88-119.21-101.19-74.78-86.52-60.12-125.87-102.11-111.21-87.44-123.79-46.84-109.57-32.6238.37145.63EG跨梁跨中M58.0617.051.70-1.706.24-6.2493.5495.0972.0567.2960.4455.6893.3089.0181.6977.4066.0153.8456.0243.8595.0943.85V0.270.15-9.439.43-34.8234.820.540.51-12.8813.52-12.9413.47-11.3712.40-11.4212.34-38.1338.83-38.1838.77-13.47-0.51EG跨梁右端M-63.66-18.6127.56-27.56110.62-110.62-102.45-104.18-37.81-114.98-25.08-102.24-65.12-134.57-52.38-121.8342.19-173.5253.13-162.5853.13-173.52131 V73.8520.95-9.439.43-34.8234.82117.95120.2375.42101.8260.6587.05103.14126.9088.37112.1347.54124.4933.20110.15-146.46-39.06DE跨梁左端M-6.60-1.8648.83-48.83180.15-180.15-10.52-10.7360.44-76.2861.76-74.9651.26-71.7952.58-70.47168.87-182.42170.00-181.29170.00-182.42V1.380.00-39.0639.06-144.12144.121.661.86-53.0356.34-53.3056.06-47.5650.87-47.8450.60-157.85160.66-158.08160.43-185.98189.01DE跨梁跨中M-7.05-2.360.000.000.000.00-11.76-11.83-8.46-8.46-7.05-7.05-11.43-11.43-10.02-10.02-7.41-7.41-6.17-6.17-6.17-11.83V0.000.00-39.0639.06-144.12144.120.000.00-54.6854.68-54.6854.68-49.2249.22-49.2249.22-159.25159.25-159.25159.250.0054.68DE跨梁右跨M-6.60-1.86-48.8348.83180.15-180.15-10.52-10.73-76.2860.44-74.9661.76-71.7951.26-70.4752.58168.87-182.42170.00-181.29170.00-182.42V-1.380.00-39.0639.06-144.12144.12-1.66-1.86-56.3453.03-56.0653.30-50.8747.56-50.6047.84-160.66157.85-160.43158.08-189.01185.98AD跨梁左端M-63.08-18.6127.56-27.56110.62-110.62-101.75-103.40-37.11-114.28-24.50-101.66-64.42-133.87-51.80-121.2542.71-173.0053.57-162.1453.57-173.00V73.4420.95-9.439.43-34.8234.82117.46119.6874.93101.3360.2486.64102.64126.4187.96111.7247.12124.0732.85109.8038.65145.96AD跨梁跨中M58.0617.05-1.701.70-6.246.2493.5495.0967.2972.0555.6860.4489.0193.3077.4081.6953.8466.0143.8556.0295.0943.85V-0.150.15-9.439.43-20.5320.530.04-0.04-13.3813.03-13.3513.06-11.8611.90-11.8311.93-22.7522.62-22.7422.6313.06-0.04AD跨梁右端M-63.94-17.69-30.9530.95-123.09123.09-101.49-103.66-120.06-33.40-107.27-20.61-138.01-60.02-125.23-47.23-185.5254.51-174.6065.4265.42-185.52V-73.73-20.64-9.439.43-6.246.24-117.37-119.76-101.68-75.27-86.93-60.53-126.36-102.60-111.62-87.85-92.63-78.84-78.34-64.55-108.97-75.94四层EG跨梁左端M-63.37-18.37-17.0717.07-80.6580.65-101.76-103.55-99.94-52.15-87.27-39.47-120.70-77.68-108.02-65.01-143.9313.33-133.0524.2224.22-143.93V-73.46-20.73-5.645.64-23.2523.25-117.17-119.49-96.05-80.26-81.36-65.56-121.38-107.17-106.69-92.47-111.19-59.81-96.94-45.5653.60130.82EGM58.0616.640.89-0.893.73-3.7392.9794.6970.9268.4359.3156.8191.7689.5280.1577.9163.3856.1153.4246.1594.6946.15131 跨梁跨中V0.120.06-5.645.64-23.2523.250.240.23-7.758.04-7.788.02-6.887.33-6.907.31-25.5425.85-25.5625.82-8.02-0.23EG跨梁右端M-64.09-18.7515.28-15.2873.19-73.19-103.16-104.90-55.52-98.30-42.70-85.48-81.28-119.79-68.46-106.975.24-137.4816.26-126.4616.26-137.48V73.7020.86-5.645.64-23.2523.25117.64119.9480.5496.3465.8081.60107.62121.8392.88107.0960.12111.5045.8297.20-131.18-53.91DE跨梁左端M-5.37-1.3129.82-29.82122.58-122.58-8.28-8.5335.30-48.1936.38-47.1229.48-45.6730.55-44.59114.09-124.94115.00-124.03115.00-124.94V1.380.00-23.8523.85-98.0998.091.661.86-31.7335.05-32.0134.77-28.4031.71-28.6731.43-106.98109.80-107.22109.56-126.14129.17DE跨梁跨中M-7.05-1.650.000.000.000.00-10.77-11.13-8.46-8.46-7.05-7.05-10.54-10.54-9.13-9.13-7.09-7.09-5.91-5.91-5.91-11.13V0.000.00-23.8523.85-98.0998.090.000.00-33.3933.39-33.3933.39-30.0530.05-30.0530.05-108.39108.39-108.39108.390.0033.39DE跨梁右跨M-5.37-1.31-29.8229.82-122.58122.58-8.28-8.53-48.1935.30-47.1236.38-45.6729.48-44.5930.55-124.94114.09-124.03115.00115.00-124.94V-1.380.00-23.8523.85-98.0998.09-1.66-1.86-35.0531.73-34.7732.01-31.7128.40-31.4328.67-109.80106.98-109.56107.22-129.17126.14AD跨梁左端M-64.09-18.7515.28-15.2873.19-73.19-103.16-104.90-55.52-98.30-42.70-85.48-81.28-119.79-68.46-106.975.24-137.4816.26-126.4616.26-137.48V73.7020.86-5.645.64-23.2523.25117.64119.9480.5496.3465.8081.60107.62121.8392.88107.0960.12111.5045.8297.2053.91131.18AD跨梁跨中M58.0616.640.89-0.893.73-3.7392.9794.6970.9268.4359.3156.8191.7689.5280.1577.9163.3856.1153.4246.1594.6946.15V0.120.06-5.645.64-23.2523.250.240.23-7.758.04-7.788.02-6.887.33-6.907.31-25.5425.85-25.5625.828.020.23附表3调整后横向框架E柱弯矩和轴力组合层次控制截面不利内力恒载活载左风载右风载左震右震不考虑地震的组合考虑地震的组合｜M｜max及相应NNMAX及相应MNMIN及相应MSGKSQKSWK（左）SWK（右）SEK（左）SEK（右）1.2恒+1.4活1.2恒+1.4风（不利）1.0恒+1.4风（有利）rRE(1.2重力载+1.3rRE(1.0重力载+1.3)（有利）调整后的弯矩131 1.35恒+1.4*0.7活1.2恒+0.9（1.4活+1.4风）（不利）1.0恒+0.9（1.4活+1.4风）（有利）地震)（不利）左风右风左风右风左风右风左风右风左震右震左震右震左震右震5柱顶M-36.71-13.06-20.2420.24-90.1990.19-62.34-62.36-72.39-15.72-65.05-8.37-86.01-35.01-78.67-27.66-135.3152.29-128.3959.2171.5841.34-135.31-62.36-128.39N219.3265.087.09-7.09-31.4631.46354.30359.86273.11253.26229.25209.39354.12336.25310.25292.39209.07274.50168.77234.21209.07359.86168.77柱底M-28.84-9.43-12.3212.32-59.4559.45-47.81-48.18-51.86-17.36-46.09-11.59-62.01-30.97-56.25-25.20-94.0429.62-88.6734.9846.345.51-94.04-48.18-88.67N219.3265.087.09-7.09-31.4631.46354.30359.86273.11253.26229.25209.39354.12336.25310.25292.39209.07274.50168.77234.21209.07359.86168.774柱顶M-22.82-6.64-36.0636.06-139.61139.61-36.68-37.31-77.8723.10-73.3027.66-81.199.69-76.6214.25-170.29120.10-166.11124.2886.8022.35-170.29-37.31-166.11N468.50133.4623.31-23.31-106.28106.28749.04763.27594.83529.57501.13435.87759.73700.99666.03607.29403.29624.35317.65538.72403.29763.27317.65柱底M-24.66-7.47-27.5827.58-113.92113.92-40.05-40.61-68.209.02-63.2713.95-73.76-4.25-68.820.68-145.7491.22-141.1995.76-565.374.37-145.74-40.61-141.19N468.50133.4625.31-25.31-106.28106.28749.04763.27597.63526.77503.93433.07762.25698.47668.55604.77403.29624.35317.65538.72403.29763.27317.653柱顶M-25.17-7.83-52.1152.11-180.15180.15-41.17-41.65-103.1642.75-98.1247.78-105.7325.59-100.6930.62-215.28159.43-210.62164.09-843.397.64-215.28-105.73-210.62N717.82201.9254.94-54.94-215.58215.581144.071166.94938.30784.47794.74640.901185.031046.581041.46903.01561.831010.23430.82879.23561.831185.03430.82柱底M-23.83-7.35-42.4342.43-157.46157.46-38.89-39.37-88.0030.81-83.2335.57-91.3215.60-86.5520.37-190.16137.35-185.76141.7577.80-9.91-190.16-91.32-185.76N717.82201.9254.94-54.94-215.58215.581144.071166.94938.30784.47794.74640.901185.031046.581041.46903.01561.831010.23430.82879.23561.831185.03430.822柱顶M-27.29-8.39-71.7871.78-217.02217.02-44.49-45.06-133.2467.74-127.7873.20-133.7647.12-128.3052.58-255.93195.48-250.89200.51105.08-14.10-255.93-133.73-250.89N967.02270.3398.13-98.13-356.84356.841538.891570.401297.811023.041104.40829.641624.681377.401431.281183.99686.981429.21510.631252.86686.981624.68510.63柱底M-32.10-9.90-65.5365.53-209.04209.04-52.38-53.04-130.2653.22-123.8459.64-133.5631.57-127.1437.99-252.97181.83-247.04187.7693.93-18.68-252.97-133.56-247.04N967.02270.3398.13-98.13-356.84356.841538.891570.401297.811023.041104.40829.641624.681377.401431.281183.99686.981429.21510.631252.86686.981624.68510.631柱顶M-14.10-4.36-75.4875.48-205.64205.64-23.02-23.31-122.5988.75-119.7791.57-117.5272.69-114.7075.51-229.49198.24-226.89200.8486.27-20.37-229.49-117.52-226.89N1216.53338.88148.10-148.10-504.18504.181934.271974.421667.181252.501423.871009.192073.431700.221830.121456.91806.18584.431633.12806.182073.43584.43131 1854.88柱底M-7.05-2.18-97.1097.10-269.30269.30-11.51-11.65-144.40127.48-142.99128.89-133.55111.14-132.14112.55-287.89272.26-286.58273.5664.35-147.60-287.89-133.55-286.58N1216.53338.88148.10-148.10-504.18504.181934.271974.421667.181252.501423.871009.192073.431700.221830.121456.91806.181854.88584.431633.12806.182073.43584.43注：1、表中M以下部受拉为正，V以顺时针为正；2、承载力抗震调整系数γRE弯矩取0.75，对剪力取0.85；3、重力载＝恒载+0.5活载；4、弯矩单位为KN.m，剪力单位为KN。131 附表4调整后横向框架G柱弯矩和轴力组合附表4调整后横向框架G柱弯矩和轴力组合层次控制截面不利内力恒载活载左风载右风载左震右震不考虑地震的组合考虑地震的组合｜M｜max及相应NNMAX及相应MNMIN及相应MSGKSQKSWK（左）SWK（右）SEK（左）SEK（右）1.2恒+1.4活1.35恒+1.4*0.7活1.2恒+1.4风（不利）1.0恒+1.4风（有利）1.2恒+0.9（1.4活+1.4风）（不利）1.0恒+0.9（1.4活+1.4风）（有利）rRE(1.2重力载+1.3地震)（不利）rRE(1.0重力载+1.3)（有利）调整后的弯矩左风右风左风右风左风右风左风右风左震右震左震右震左震右震5柱顶M42.4817.40-9.539.53-42.7642.7675.3474.4037.6364.3229.1455.8260.8984.9152.4076.414.6693.60-3.5385.41-22.11-130.8593.6074.40-3.53N233.7746.38-2.572.57-11.4911.49345.46361.04276.93284.12230.17237.37335.72342.20288.97295.45234.73258.63193.62217.52258.63361.04193.62柱底M32.9112.13-0.660.66-9.229.2256.4756.3238.5740.4231.9933.8353.9455.6147.3649.0327.8347.0021.5940.77-31.08-57.8056.4756.3221.59N233.7746.38-2.572.57-11.4911.49345.46361.04276.93284.12230.17237.37335.72342.20288.97295.45234.73258.63193.62217.52345.46361.04193.624柱顶M25.618.18-19.6819.68-74.7074.7042.1842.593.1858.28-1.9453.1616.2465.8411.1260.71-49.18106.20-53.93101.4554.92-143.84106.2042.59-53.93N471.3693.03-8.208.20-34.7334.73695.87727.51554.15577.11459.88482.84672.52693.18578.25598.91461.04533.28378.18450.42533.28727.51378.18柱底M28.239.50-7.437.43-37.1237.1247.1847.4223.4744.2817.8338.6336.4855.2130.8449.56-6.9470.27-12.2264.998.05-89.4670.2747.42-12.22N471.3693.03-8.208.20-34.7334.73695.87727.51554.15577.11459.88482.84672.52693.18578.25598.91461.04533.28378.18450.42533.28727.51378.183柱顶M28.8510.05-26.7826.78-89.2389.2348.6948.80-2.8772.11-8.6466.3413.5481.037.7775.26-60.28125.32-65.70119.9069.87-165.04125.3248.80-65.70N708.81139.59-17.6317.63-69.5669.561046.001093.69825.89875.25684.13733.491004.241048.67862.48906.91675.12819.80550.54695.23819.801093.69550.54柱底M26.869.27-15.6815.68-64.3164.3145.2145.3510.2854.184.9148.8124.1663.6718.7858.30-36.6597.12-41.6992.0844.98-125.6997.1245.35-41.69N708.81139.59-17.6317.63-69.5669.561046.001093.69825.89875.25684.13733.491004.241048.67862.48906.91675.12819.80550.54695.23819.801093.69550.542柱顶M31.3510.73-31.9431.94-92.5792.5752.6452.84-7.1082.34-13.3776.0710.9091.384.6385.11-61.03131.52-66.90125.6474.89-171.51131.5252.84-66.90N946.37186.20-30.8730.87-113.09113.091396.321460.081092.431178.86903.15989.591331.361409.151142.091219.88880.281115.50713.96949.191115.501460.08713.96131 柱底M37.8312.96-14.0114.01-55.5255.5263.5463.7725.7865.0118.2257.4444.0779.3836.5171.81-15.20100.28-22.2993.19-36.18-10.89100.2863.77-22.29N946.37186.20-30.8730.87-113.09113.091396.321460.081092.431178.86903.15989.591331.361409.151142.091219.88880.281115.50713.96949.191115.501460.08713.961柱顶M16.935.80-51.3351.33-135.88135.8828.4428.54-51.5592.18-54.9388.79-37.0592.30-40.4488.91-122.28160.35-125.45157.18291.06-18.36160.3528.54-125.45N1183.63232.68-48.5248.52-164.86164.861746.111825.931352.431488.281115.701251.561652.401774.671415.671537.941076.521419.43868.521211.431419.431825.93868.52柱底M8.472.90-85.0385.03-234.42234.4214.2214.28-108.88129.21-110.57127.51-93.32120.96-95.01119.26-234.27253.32-235.86251.7364.35-147.60253.3214.28-235.86N1183.63232.68-48.5248.52-164.86164.861746.111825.931352.431488.281115.701251.561652.401774.671415.671537.941076.521419.43868.521211.431419.431825.93868.52注：1、表中M以左侧受拉为正，N以压为正；2、抗震调整系数γRE取0.8；3、重力载＝恒载+0.5活载；4、弯矩单位为KN.m，轴力单位为KN。131'