水利水电学院新教学楼结构设计毕业设计(含计算书、部分建筑结构设计图)

'水利水电学院新教学楼结构设计. 摘要31Abstract32ThisgraduationdesigntopicistheteachingbuildingofGuang-DongPei-Zhengcollege.Thebuildingareasis4989,andwillbebuiltinGuangZhou.Theearthquakeforciticationintencityofthebuildingissevendegree.Theframestructuretotheupperstructurewasaccordingtotheheightofthebuilding.Theaseiscuisclassesoftheframeisthree.Andthefoundationofthebuildingaremasterofprefabricatedpile.321.1设计资料341.1.1工程概况341.2建筑方案选择与建筑施工图设计342.1设计依据392.2结构方案选型402.2.2基础选型402.2.4结构用材料402.3结构基本尺寸确定及截面几何特性计算412.4竖向荷载计算432.5水平地震作用计算472.6风荷载标准值计算572.7竖向荷载计算631.楼板自重作用下的导荷载计算642、梁、墙、窗自重作用下的导荷载计算662.8第1/1轴框架内力分析672.9框架梁柱内力组合662.10第1/1轴框架梁、柱配筋计算783下部结构设计903.1基础设计904楼板结构设计1014.1楼板计算方法的确定1014.2弯矩计算101. 4.3板配筋计算1015.楼梯结构设计1045.1楼梯计算1046电算与手算的分析比较1096.1、总体控制数据的对比1096.2、柱轴压比的对比1096.3梁跨中配筋结果的对比1106.4、柱配筋结果的对比1107毕业设计总结111致谢112参考文献113附录1PKPM软件包软件电算结果114. 摘要毕业设计题目为华北水利水电学院新教学楼结构设计，建筑面积4989，建设地点在广州，抗震设防烈度为7度；上部结构采用钢筋混凝土框架结构，框架抗震等级为三级；基础采用预应力桩基础。毕业设计包括建筑设计、结构设计两部分。结构设计是重点。结构设计内容包括：构件截面尺寸的确定、竖向和水平荷载计算、框架内力及侧移计算、内力组合、框架梁柱截面配筋以及楼板、楼梯和基础设计。严格按有关结构设计规范或规程进行结构设计，并且考虑了抗震计算和有关构造要求。在计算方法上，水平地震作用采用“底部剪力法”，风荷载和水平地震作用下框架内力计算采用D值法，竖向荷载作用下框架内力计算采用分层法。结构设计算重点是手算，并利用软件包中软件检验手算结果。关键词：教学楼，混凝土，框架结构，内力计算，配筋. AbstractThisgraduationdesigntopicistheteachingbuildingofGuang-DongPei-Zhengcollege.Thebuildingareasis4989,andwillbebuiltinGuangZhou.Theearthquakeforciticationintencityofthebuildingissevendegree.Theframestructuretotheupperstructurewasaccordingtotheheightofthebuilding.Theaseiscuisclassesoftheframeisthree.Andthefoundationofthebuildingaremasterofprefabricatedpile.Thisdesignisdividedintotwoparts.Oneisthearchitecturaldesign,theotherisconstructiondesign.Thestructuredesignisemphasisthegraduationdesign,andthecontentofthegraduateddesignmainlyare:decidingthesizeofcross-sectionthefortheframestructure,calculatingtheinternalforceanddeformationoftheframestructureundertheactionofwindloadandearthquakeaction,analysingtheinternalforceofframecausedbyverticalpermanentandvariableloads.The“Equivalentbaseshearmethod”tocalculatehorizontalearthquakeactionisadoptedandthe“Dvaluemethod”isusedtocalculateinternalforcecausedbyhorizontalearthquakeandwindloads,andthe“separatedfloormethod”isadpotedtocalculateinternalforceoftheframestructureundertheactionofverticalload.Thepointofstructionscalculationinthisgraduationdesignisartificialcalculation,resultsofartificialcalculationsischeckedwithSatweSoftwareinPKPM.Keywords：teachingbuilding,concrete,framestructure,calculationforinternalforce,reinforcement. 前言毕业设计是土木工程专业本科教学计划的最后一个重要环节，是对学生综合素质与工程实践能力的一次检验；毕业设计能培养学生综合应用所学的基础课、专业基础课、专业课和相应技能，更能提高学生的综合素质和分析处理工程问题的能力。毕业设计为四层教学楼，建筑面积达4989，建筑地点在广州，抗震设防烈度为7度，上部结构为框架结构，基础为预应力桩，真题假做。本题目建筑结构绘图不算很复杂，但结构计算上也有一些难点。本毕业设计主要分为建筑设计、上部结构设计、下部结构设计、楼板结构设计、楼梯结构设计和分析与总结六大章。第一章主要是建筑方案与建筑施工图设计说明，第二章是设计的重点，主要是结构方案选型、框架截面尺寸初选、荷载计算、侧移验算、内力分析和组合、框架梁柱配筋计算。第三、四、五章主要是地基，楼板，楼梯的方案选型、尺寸初选和配筋计算。第六章主要是电算与手算的分析比较。. 1建筑设计1.1设计资料1.1.1工程概况拟在华北水利水电学院建造一幢新教学楼，总建筑面积为4989m2。此教学楼为四层现浇钢筋混凝土框架结构，建筑高度为16。1.1.2设计原始资料1）地段平面：矩形，东西长82.5m，南北宽15.9m。2）主要建筑材料：砼：C20，C30；钢筋：HPB235、HRB400；外墙和隔墙材料：M型烧结砖；外墙装修：墙面砖或马赛克；门窗：木夹板门，铝合金窗。1.2建筑方案选择与建筑施工图设计1.2.1建筑方案选择该建筑东西方向长为82.5，南北向宽为15.9。根据该教学楼所处地理位置，设计时已考虑了周围环境，占据好的朝向及景观。1）平面设计（1）华北水利水电学院新教学楼一至四层均为教室。在建筑设计上根据拟建地形以矩形安排平面，同时考虑外形美观，建筑设计中应处理好不同功能分区之间的交通组织，充分利用场地，合理划分功能分区，其平面设计满足采光和防火等要求。. 2）外立面设计：外立面形式美观，可谓是一道靓丽的风景，大开窗提供了充足的光线，充分满足了美观和采光。见图1.2、1.33）交通设计：（1）走道根据《民用建筑设计通则》（JGJ37-87）3.2.2和《中小学校建筑设计规范》（GBJ99—86）第6.2.1条可知2100的走廊充分满足了人员的走动。（2）楼梯楼梯的尺度要综合考虑人行、防火疏散和家具搬运等要求，公共楼梯的面积和尺度应满足最少尺度的要求，不能过于放宽，而降低使用面积。楼梯的尺度还要兼顾楼梯构件规格的简化和统一等方面的因素。4）屋面排水系统根据《建筑设计资料集》（10卷）和年平均降雨量，采用不上人屋面排水。5）卫生间（1）在满足设备及人体活动空间要求的前提下力求布置紧凑。（2）卫生间是用水较多的场所，其材料与构造的选择要注意防水、排水和便于清洁。卫生间内蒸汽和异味要组织好通风给以排除。最好采用直接采光和通风。教室、卫生间满足《中小学校建筑设计规范》第四章中的有关要求。1.2.2建筑施工图设计《房屋建筑制图统一标准》（GB/T50001—2001），具体布局可参看图1.1。. 图1.1一层平面图. 图1.21～14轴立面图. 图1.3D～A轴立面图图1.41－1剖面图2上部结构设计. 2.1设计依据2.1.1工程设计基准期本工程设计的基准期为50年。2.1.2．自然条件1）、气象资料最冷月平均8.3C，最热月平均29.5C，极端最高40.0C，极端最低2.4C。2）、基本风压：=0.50，C类地形。常年主导风向，东南风。3）、主要建筑材料：砼：C20，C25，C30；钢筋：HPB235、HRB400。外墙和隔墙材料：加气混凝土砌块。外墙装修：墙面砖或马赛克。门窗：木夹板门，铝合金窗或钢窗。4）、建筑抗震设防烈度为7度，场地土为Ⅱ类5）、工程地质资料：第一层：耕土，灰色，由软塑状粘性土组成，平均厚度0.5m，qsa=9kPa；第二层：淤泥质土，深灰色，流塑，含少量粉细砂，平均厚度2.5m，qsa=0kPa；第三层：粘土，黄色，流-软塑，含少量粉细砂，平均厚度1.6m，qsa=15kPa；第四层，中砂，灰黄色，松散，饱和，颗粒均匀，底部成稍密状，厚度2.6m，qsa=0kPa；第五层：粘土，褐红色，可塑，含少量粉细砂，平均厚度2.3m，qsa=25kPa；第六层：中砂，灰白色，稍密，饱和，颗粒不均，平均厚度1.6m，qsa=16kPa；第七层：粉质粘土，灰黑色，可塑，含多量粉砂，含多量朽木，平均厚度0.6m，qsa=25kPa；第八层：粘土，褐红色，硬塑，含少量粉细砂，为原岩风化残积土，平均厚度6.6m，qsa=40kPa,qpa=2100kPa；第九层：粘土，褐红色，坚硬，含少量粉细砂，为原岩风化残积土，平均厚度0.7m，qsa=45kPa,qpa=2800kPa；第十层：粉砂质泥岩，褐红色，强风化，裂隙发育，岩芯破碎，呈短柱状、块状，下部夹中等风化岩薄层，平均厚度11.3m，qsa=70kPa，qpa=4500kPa；地下水位在地面以下2m，对混凝土无侵蚀性。. 6）建设前期条件已经进行了场地平整，给水、排水、供电、通讯、供煤气与城市系统连接。2.1.3设计要求工程所在地抗震设防烈度为7度，设计基本地震加速度为0.10g，设计地震分组为第一组，场地类别为Ⅱ类。2.2结构方案选型2.2.1上部结构体系选择、结构布置及计算单元1）.上部结构体系由于该结构高度为16m，抗震设防烈度为7度，根据《建筑抗震设计规范》（GB50011-2001）表6.1.1现浇混凝土房屋适用的最大高度：混凝土房屋架结构适用最大高度为60m，框架-抗震墙结构适用最大高度为130m，抗震墙结构适用最大高度为140m，框架核心筒结构适用最大高度为150m，筒中筒结构适用最大高度为180m。本建筑16m，以上结构体系都适用于本建筑，但从受力及经济因素考虑，框架结构较为合理。因此本建筑最终采用钢筋混凝土框架结构。2）.结构布置图详见结构布置。3）.计算单元取1/1轴单榀框架为计算单元2.2.2基础选型根据建筑处的地质情况，承载力第四层是承载力很强的中等风化花岗岩，初步确定基础采用高预应力管桩比较适合。2.2.3特殊处理：根据《混凝土结构设计规范》（GB50010-2002），现浇钢筋混凝土框架结构伸缩缝间距不宜超过。本工程长度，但考虑到建筑的使用要求和立面的效果，以及防水处理困难等，目前常采用不设伸缩缝；特别在地震区，由于缝将房屋分成几个独立的部分，地震时常因为互相碰撞而造成震害。因此，目前的总趋势是避免设缝。并从总体布置上或构造上采取一些相应的措施来减少温度收缩和体形复杂引起的问题。为解决混凝土收缩可能引起的裂缝，可考虑在施工阶段每隔30～40设置一道后浇带，后浇带宽1.0；为解决温度变化可能引起的裂缝，屋面还可加强保温、隔热措施，楼板可配置分布钢筋。2.2.4结构用材料. 梁板的混凝土强度等级用C30；柱的混凝土强度等级用C30；梁柱钢筋等级除箍筋和拉筋为HPB235外，其余均为HRB400。2.3结构基本尺寸确定及截面几何特性计算2.3.1框架计算简图框架柱嵌固与基础顶面，框架梁与柱刚接，由于各层柱的截面尺寸不变，故梁跨等于柱截面形心轴线之间的距离。底层柱高从基础顶面算至二层楼面，室内外高差为-0.450m，基础顶面至室外地坪通常取-0.500m,故基顶标高至±0.000的距离定为-0.950m，故底层柱高为5.25m。其余各层柱高从楼面算至上一层楼面（即层高），由此可绘出框架的计算简图如2.1所示。图2.1计算简图2.3.2框架梁截面尺寸初选根据《高层建筑混凝土结构技术规程》6.3.1得截面高度：取截面宽度：取. 同理：对l=4500mm取h=450mm,b=250mml=2100mm取h=300mm,b=250mm2.3.3框架柱截面尺寸初选底层柱轴力估算：假定结构每平方米总荷载设计值为12kN,则底层中柱的轴力设计值约为：若采用C30混凝土浇捣，由《混凝土结构设计规范》（GB50010-2002）差得。假定柱截面尺寸，则柱的轴压比为：故确定取柱截面尺寸为。边柱截面取和中柱一样为。为简化施工，各柱截面从底层到顶层不改变。2.3.4板的厚度初选根据《混凝土结构设计》（GB50010-2002）10.1.1得楼板：，屋面板：取。2.3.5框架梁、柱线刚度与框架的抗侧刚度框架梁混凝土强度等级采用C30。，考虑现浇楼板参与工作，对中框架梁，为框架梁按矩形截面计算的惯性矩。框架梁刚度计算：梁采用C30混凝土，E=30*106KN/m2边跨梁：中跨梁：底层柱：. 标准层柱：令，则其余各杆件的相对线刚度为：如图2.1所示。侧移刚度D计算见表2.1，其中：一般层：边柱，中柱，底层：边柱，中柱，. 2.4竖向荷载计算2.4.1永久荷载计算屋面及楼面的荷载①屋面永久荷载找平层：15厚水泥砂浆：0.015×20＝0.30防水层（刚性）40厚C20细石混凝土防水：1.0防水层（柔性）三毡四油小石子：0.4找平层：15厚水泥砂浆：0.015×20＝0.30找坡层：40厚水泥石灰焦渣砂浆3％找平：0.04×14＝0.56保温隔热层：80厚膨胀珍珠岩砂浆：0.08×12＝0.96结构层：120厚现浇钢筋混凝土板：0.12×25＝3抹灰层：10厚混合砂浆：0.01×17＝0.17合计6.69②各层走廊楼面水磨石地面：10mm面层20mm水泥沙浆打底0.65素水泥浆结合层一道结构层：100厚现浇钢筋混凝土板：抹灰层：10厚混合砂浆合计③标准层楼面永久荷载大理石面层，水泥砂浆擦缝. 30厚1：3干硬性水泥砂浆，面上撒2厚素水泥1.16水泥浆结合层一道结构层：120厚现浇钢筋混凝土板：0.12×25＝3抹灰层：10厚混合砂浆：0.01×17＝0.17合计4.33梁自重b×h=250mm×500mm自重：25×0.25×（0.5-0.12）=2.38kN/m抹灰层：10厚混合砂浆[(0.5-0.12)×2+0.25]×17×0.01=0.17kN/m合计：2.25kN/mb×h=250mm×350mm自重：25×0.25×（0.35-0.12）=1.44kN/m抹灰层：10厚混合砂浆[(0.35-0.12)×2+0.25]×17×0.01=0.12kN/m合计：1.56kN/mb×h=250mm×450mm自重：25×0.25×（0.45-0.12）=2.06kN/m抹灰层：10厚混合砂浆[(0.45-0.12)×2+0.25]×17×0.01=0.16kN/m合计：2.22kN/m柱自重b×h=450mm×450mm自重：25×0.45×0.45=5.06kN/m抹灰层：10厚混合砂浆0.01×0.45×4×17=0.31kN/m. 合计：5.37kN/m横墙自重：底层：（5.25-0.5-0.4）×0.24×18=18.79kN/m水刷石外墙面：（4.3-0.5）×0.5=1.9kN/m水泥粉刷内墙面：（4.3-0.5）×0.36=0.68kN/m合计：21.37kN/m标准层：(3.9-0.5)×0.2418=14.69kN/m水刷石外墙面：(3.9-0.5)×0.5=1.7kN/m水泥粉刷内墙面：(3.9-0.5)×0.36=1.22kN/m合计：17.16kN/m走廊外横墙自重标准层：0.9×0.24×18=3.89kN/m铝合金窗：0.35×(3.9-0.9-0.35)=0.93kN/m水刷石外墙面：0.5×0.9=0.45kN/m水泥粉刷内墙面：0.9×0.36=0.32kN/m合计：5.59kN/m外纵墙自重底层：0.9×0.24×18=3.89kN/m铝合金窗：0.35×(4.3-0.9-0.45)=1.03kN/m水刷石外墙面：0.5×0.9=0.45kN/m水泥粉刷内墙面：0.9×0.36=0.32kN/m合计：5.69kN/m标准层：0.9×0.24×18=3.89kN/m. 铝合金窗：0.35×(3.9-0.9-0.45)=0.93kN/m水刷石外墙面：0.5×0.9=0.45kN/m水泥粉刷内墙面：0.9×0.36=0.32kN/m合计：5.59kN/m内纵墙自重底层：[﹙3.85×4.05-1.6×2.1-1.2×1.5﹚×0.24×18+0.2×1.6×2.1+0.35×1.2×1.5]÷4.05＝11.45kN/m水泥粉刷墙面:(3.85×4.05-1.6×2.1-1.2×1.5)÷4.05×0.36×2=2.07kN/m合计：13.52kN/m标准层：[﹙3.45×4.05-1.6×2.1-1.2×1.5﹚×0.24×18+0.2×1.6×2.1+0.35×1.2×1.5]÷4.05＝9.72kN/m水泥粉刷墙面:(3.45×4.05-1.6×2.1-1.2×1.5)÷4.05×0.36×2=1.57kN/m合计：11.29kN/m2.4.2可变荷载计算查《建筑结构荷载规范》（GB50009—2001）得1）.屋面可变荷载不上人屋面，可变荷载为0.52）.楼面可变荷载走道为2.5，楼梯间为3.5，其它都为2.02.5水平地震作用计算. 该建筑物的高度为16m<40m，以剪切变形为主，且质量和刚度沿高度均匀分布，故可采用底部剪力法计算水平地震作用。2.5.1重力荷载代表值的计算屋面处重力荷载代表值＝结构和构配件自重标准值+0.5×雪荷载标准值楼面处重力荷载代表值＝结构和构配件自重标准值+0.5×楼面活荷载标准值其中结构和构配件自重取楼面上、下各半层层高范围内（屋面处取顶层的一半）的结构及构配件自重。屋面处的重力荷载标准值的计算屋面板结构层及构造层自重标准值＝6.69×（82.5×15.9）＝9051.08kN＝25×0.25×[(0.5-0.12)×(6.9×20×2)+(0.35-0.12)×(2.1×20)+(0.45-0.12)×(4.5×17×4+3.0×2×4)]＝1396.5kN＝0.45×0.45×20×4×(3.9/2-0.12)×25=741.15kN＝×[17.16×(6.9-0.45)×26]+×5.59×[(4.5-0.45)×34+(3.0-0.45)×4]+×11.29×[(4.5-0.45)×34+(3.0-0.45)×4]=2687.14kN＝+++＝9051.08+1396.5+741.15+2687.14=13875.87kN2）二、三层楼面处重力荷载标准值计算＝4.33×82.5×6.9×2+3.82×82.5×2.1＝5591.52kN＝1396.5kN＝80×25×0.45×0.45×（3.9-0.12）＝1530.9kN＝2687.14×2+5.59×(2.1-0.45)×2=5372.73kN＝+++＝5591.52+1396.5+1530.9+5372.73＝13891.65kN3)底层楼面处重力荷载标准值计算＝5591.52kN＝1396.5kN. ＝1350.9×＝1592.13kN＝5372.13×＝6331.44kN＝+++＝5591.52+1396.5+1592.13+6331.44＝14911.59kN4)屋面活荷载标准值计算＝×＝0.5×（82.5×15.9）＝655.88kN5）楼面活荷载标准值计算＝×+×+×＝4.0×（6.9×3）×4+2.5×（2.1×82.5）+2.0×（2×6.9×76.5）＝2875.73kN6)总重力荷载代表值的计算屋面处：＝屋面处结构和构件自重+0.5×活荷载标准值＝13875.87+0.5×655.88＝14203.81kN（设计值为17569.27kN）2、3层楼面处：＝楼面处结构和构件自重+0.5×活荷载标准值＝13891.65+0.5×2875.73＝15329.51kN（设计值为20696.00kN）底层楼面处：＝楼面处结构和构件自重+0.5×活荷载标准值＝14911.59+0.5×2875.73＝16349.45kN（设计值为21919.93kN）计算书配套CAD图纸在爱建筑网下载全套毕业设计尽在爱建筑网www.2jianzhu.com2.5.2结构基本自振周期计算结构基本自振周期横向水平地震作用的自振周期的计算近似采用假想顶点侧移法计算。为结构顶点的假想侧移，即把集中在各层楼面处的重量视为作用于各层楼面的. 假想水平荷载，按弹性方法计算结构的顶点侧移。顶点假想侧移计算如表2.5-1所示。表2.5-1顶点假想侧移计算层号层楼面处的重量(kN)各层剪力(kN)层间刚度（kN/m）层间侧移△（m）侧移（m）414203.8114203.814507000.031510.40206315329.5129533.324507000.065530.37055215329.5144862.834507000.099540.30502116349.4561212.282979000.205480.20548结构基本自震周期考虑非结构墙影响系数=0.6，则结构的基本自振周期为：＝1.7×0.6×＝0.6462.5.3多遇水平地震作用计算由于该工程所在地区抗震设防烈度为7度，场地类别为Ⅱ类，设计地震分组为第一组，查表知，由于<<，故横向地震影响系数：＝＝0.0461结构等效总重力荷载：=0.85×61212.28=52030.43kN结构总水平地震作用标准值：=0.0461×52030.43＝2398.60（kN）因为＝0.646>1.4＝1.4×0.35＝0.49，所以需要考虑顶部附加水平地震作用的影响。由《建筑抗震设计规范》表5.2.1可知0.08×0.646+0.07＝0.122结构顶部附加水平力：=0.122×2398.60＝292.63（kN）各质点水平地震作用标准值计算如表2.5-2所示，其中＝。计算后得到地震荷载作用下结构计算简图如图2.5-1所示。表2.5-2各质点横向水平地震作用标准值计算. 层次Gi(N)Hi(m)GiHiΣGiHiFi(kN)Vi(kN)D(N/m)Δui(m)4层1420381017.02.41E+086.67E+08760.26998.894507000.002223层1532951013.12E+086.67E+08631.721630.614507000.003622层153295109.21.4E+086.67E+08442.932073.554507000.004601层163494505.30.86E+086.67E+08271.052344.602979000.00787楼层最大位移与楼层层高之比：满足位移要求。. 2.5.4刚重比和剪重比验算为了保证结构的稳定和安全，进行结构刚重比和剪重比验算，见下表2.5-3：表2.5-3结构刚重比和剪重比验算楼层hi(m)Di(kN/m)Dihi(kN)VEKi(kN)∑Gj(重力荷载代表值，kN)∑Gj(重力荷载设计值，kN)刚重比剪重比43.92843001108770711.7310132.5512533.3688.470.07033.928430011087701139.9521209.4827488.0540.340.05423.928430011087701440.6832286.4142442.7426.120.04514.31909008208701627.1944210.7558429.8614.050.037由上表可见，各层的刚重比均大于20，不必考虑重力二阶效应；各层的剪重比均大于0.016，满足剪重比要求。2.5.5框架地震内力计算框架柱剪力和柱端弯矩计算采用D值法，其中，反弯点相对高度计算过程和计算结果见下表2.5-4：表2.5-4反弯点相对高度A、D轴框架处反弯点位置层号h/miy0y1y2y3yyh(m)43.900.880.350.000.000.000.351.3733.900.880.450.000.000.000.451.7623.900.880.500.000.000.000.501.9515.251.150.640.000.000.000.643.36B、C轴框架处反弯点位置层号h/miy0y1y2y3yyh(m)43.901.880.440.000.000.000.441.7233.901.880.450.000.000.000.451.7623.901.880.500.000.000.000.501.9515.252.450.550.000.000.000.552.89. 1）柱端弯矩如图2.5-2图2.5-2柱端弯矩计算图2）梁端弯矩：根据结点平衡求出对于边柱如图2.5-33）对于中柱如图：2.5-3按两端线刚度分配图2.5-3梁端弯矩计算4)水平荷载引起的梁端剪力、柱轴力如图2.5-4所示：梁端剪力：柱轴力：边柱中柱图2.5-4梁端剪力计算. 1/1轴框架各柱的杆端弯矩、梁端弯矩计算过程见下表2.5-5表2.5-6：表2.5-5A、D柱剪力和柱端弯矩计算层号Vi(kN)ΣDDimDim/ΣDVimyyhMc上Mc下4998.89450700.006300.000.01413.960.351.3735.4019.0631630.61450700.006300.000.01422.790.451.7648.8940.0022073.55450700.006300.000.01428.980.501.9556.5256.5212344.60297900.004600.000.01536.200.643.3668.43121.65B、C柱剪力和柱端弯矩计算层号Vi(kN)ΣDDimDim/ΣDVimyyhMc上Mc下4998.89450700.0010000.000.02222.160.441.7248.4038.0331630.61450700.0010000.000.02236.180.451.7677.6163.5022073.55450700.0010000.000.02246.010.501.9589.7189.7112344.60297900.005800.000.01945.650.552.89107.84131.81表2.5-6梁端弯矩剪力MAB/MDCMBA/MCDMBC/MCBVAB/VCDVBC35.4022.7225.688.4224.4667.9554.2861.3617.7158.4496.5271.9181.2924.4177.42124.9592.73104.8331.5599.84横向水平地震作用下1/1轴的弯矩、剪力和轴力图如图2.5-2~图2.5-4所示。. 图2.5-2横向水平地震作用下1/1轴的M图（单位：kN·m）. 图2.5-3横向水平地震作用下1/1轴的V图（单位：kN）. 图2.5-4横向水平地震作用下1/1轴的N图（单位：kN）2.6风荷载标准值计算作用在屋面梁和楼面梁节点处的集中风荷载标准值：为了简化计算起见，通常将计算单元范围内外墙面的分布风荷载，化为等量的作用于楼面集中风荷载，计算公式如下：式中:基本风压；结构基本周期，取考虑风振影响。作用在屋面梁和楼面梁节点处的集中风荷载标准值为：w=βz·μs·μz·ωo，对于矩形平面μs＝1.3；μz可査荷载规范底层柱高取h=4.3+0.45=4.75m。计算过程如下表中所示Wk=zsz.。T12=0.5×0.32=0.045,由于地面粗糙度为C类，T12应乘以0.62，得0.0279查表ξ=1.15；H/B=16.45/82.5=0.20查表V=0.40。. （1）各楼层位置处的值计算结果=1+ξVZ/H表2.6-1楼层号离地高度z(m)相对高度z/hξvμzβzi14.750.291.150.450.741.20280428.650.531.150.450.741.370642312.550.761.150.450.741.531486416.4511.150.450.751.69（2）各楼层位置处的风荷载标准值Fi=Aiμsωo表2.6-2楼层号离地高度z(m)μzβziμsiw0(kN/㎡)hihjAiF/(kN)416.450.751.691.30.53.90160.875132.5409312.550.741.531.30.53.93.9321.75236.785528.650.741.371.30.53.93.9321.75212.023614.750.741.21.30.54.753.9356.8125205.9522. 水平风荷载作用下框架内力分析1）柱端弯矩如图2.6-2图2.6-2柱端弯矩计算图2）梁端弯矩：根据结点平衡求出对于边柱如图2.6-33）对于中柱如图：2.4-3按两端线刚度分配图2.6-3梁端弯矩计算4)水平荷载引起的梁端剪力、柱轴力如图2.6-4所示：梁端剪力：柱轴力：边柱中柱图2.6-4梁端剪力计算1/1轴框架各柱的杆端弯矩、梁端弯矩计算过程见下表2.6-3表2.6-4表2.6-3A、D柱剪力和柱端弯矩计算层号Vi(kN)ΣDDimDim/ΣDVimyyhMc上Mc下. 4132.54450700.006300.000.0141.850.351.374.702.533369.33450700.006300.000.0145.160.401.5612.088.052581.35450700.006300.000.0148.130.451.7617.4314.261787.30297900.004600.000.01512.160.593.1126.0137.82B、C柱剪力和柱端弯矩计算层号Vi(kN)ΣDDimDim/ΣDVimyyhMc上Mc下4132.54450700.0010000.000.0222.940.391.546.954.523369.33450700.0010000.000.0228.190.451.7617.5814.382581.35450700.0010000.000.02212.900.491.9325.6624.851787.30297900.005800.000.01915.330.552.8936.2144.30表2.6-4梁端弯矩剪力MAB/MDCMBA/MCDMBC/MCBVAB/VCDVBC4.73.263.691.153.5114.6110.3711.733.6211.1725.4818.7921.256.4220.2340.2728.6632.409.9930.86横向水平风荷载作用下1/1轴的弯矩、剪力和轴力图如图2.4-5~图2.4-7所示。. 图2.6-5横向水平风荷载作用下1/1轴的M图（单位：kN·m）. 图2.6-6横向水平风荷载作用下1/1轴的V图（单位：kN）. 图2.6-7横向水平风荷载作用下1/1轴的N图（单位：kN）2.7竖向荷载计算作用在框架梁上的竖向荷载包括梁的自重、梁上墙重、梁四周的粉刷、墙两面的粉刷、楼板次梁传来的荷载。取1/1轴进行竖向重力荷载代表值计算。. 图2.7-1框架传力示意图2.7.1竖向恒荷载标准值作用下的1/1轴框架的导荷载1.楼板自重作用下的导荷载计算《混凝土结构规范》（GB50010—2002）混凝土板应按下列原则进行计算：(1)两对边支承的板应按单向板计算；(2)四边支承的板应按下列规定计算：①当长边与短边长度之比小于或等于2.0时，应按双向板计算；②当长边与短边长度之比大于2.0，但小于3.0时，宜按双向板计算；当按沿短边方向受力的单向板计算时，应沿长边方向布置足够数量的构造钢筋；③当长边与短边长度之比大于或等于3.0时，可按沿短边方向受力的单向板计算。本结构的板绝大部分为双向板，沿短跨方向的支承梁，承受板面传来的三角形分布荷载；沿长跨方向的支承梁，承受板面传来的梯形分布荷载。楼板自重导荷方式如图2.7-1所示。楼板自重作用下1/1轴框架计算简图，如图2.7-2所示：楼板活荷载作用下的导荷载计算楼板自重导荷计算相同。由前面荷载计算得楼面活荷载为：上人屋面：2.0kN/m2；不上人屋面：0.5kN/m2；走廊、门厅、楼梯：2.5kN/m2；办公室：2.0kN/m2。可计算得竖向活荷载标准值作用下1/1轴框架计算简图2.7-3所示。. 图2.7-2楼板自重传力计算简图图2.7-3楼板活载传力计算简图顶层：边跨g=6.69×4.5÷2×2=30.105kN/mq=0.5×4.5÷2×2=2.25kN/mα=4.5÷2÷6.9=0.326. 中跨g=6.69×2.1÷2×2=14.049kN/mq=0.5×2.1÷2×2=1.05kN/m标准层：边跨g=4.33×4.5÷2×2=19.485kN/mq=2.0×4.5÷2×2=9.00kN/mα=4.5÷2÷6.9=0.326中跨g=3.82×2.1÷2×2=8.022kN/mq=2.5×2.1÷2×2=5.25kN/m首层：边跨g=4.33×4.5÷2×2=19.485kN/mq=2.0×4.5÷2×2=9.00kN/mα=4.5÷2÷6.9=0.326中跨g=3.82×2.1÷2×2=8.022kN/mq=2.5×2.1÷2×2=5.25kN/m2、梁、墙、窗自重作用下的导荷载计算计算该榀框架的均布荷载时，应把该框架上的墙重、梁重，窗重均化为作用在该框架的均布线荷载，并把由纵向梁（纵向梁的自重，其所承担的墙重和窗重）所传来的力化为加在该框架上的集中力。各楼层1/1轴框架上梁墙窗传来的均布荷载如图2.7-4所示。图2.7-4梁、墙、窗自重传力计算简图顶层：边跨g=2.25kN/m(b×h=250mm×500mm). 中跨g=1.56kN/m(b×h=250mm×350mm)标准层：边跨g=2.25kN/m(b×h=250mm×500mm)中跨g=1.56kN/m(b×h=250mm×350mm)首层：边跨g=2.25kN/m(b×h=250mm×500mm)中跨g=1.56kN/m(b×h=250mm×350mm)2.8第1/1轴框架内力分析以下框架内力分析中弯矩以使杆端顺时针为正，剪力以使杆端顺时针转为正，柱的轴力以压为正，反之为负。2.8.1竖向荷载作用下框架的内力分析1）.弯矩计算采用分层法对框架进行内力分析。分层法作出的两个假定：（1）竖向荷载作用下，框架的侧移忽略不计。（2）每层框架梁上的荷载对其他层梁的影响可忽略。分层计算时，假定上下柱的远端为固定端，而实际上框架上下柱的远端为固定端是弹性支承。为了使误差减少，除底层外，其余各层柱的线刚度应乘以折减0.9（折减系数），且弯矩传递系数取1/3。（3）.固端弯矩计算将框架梁看成两端固接的梁计算固端弯矩，具体荷载计算方法参见《建筑结构静力计算手册》（第二版），具体如下列各图所示：①均布荷载均布荷载②三角形荷载. 三角形荷载③梯形荷载α=a/l梯形形荷载④各跨各层在各种荷载下梁固端弯矩如下表2.8-1所示：注：表中的单位为，的单位为，的单位为()。竖向恒荷载下的内力计算梁柱线刚度的增减：中框架梁的线刚增大系数为2.0，柱的线刚地除底层柱外，各柱取折减系数0.9。竖向永久荷载下的各层内力计算竖向永久荷载作用下的各层内力计算采用分层法；剪力由杆平衡得出；轴力由结点平衡得出。把框架分成各个单层无侧移框架，各层梁柱相对线刚度如图2.8-1所示（图中带括号的数据为经修改后的梁、柱相对线刚度）：. 图2.8-1修改后梁柱相对线刚度表2.8-1各跨各层在各种荷载下梁固端弯矩竖向荷载固端弯矩（自重）层数MABMBAMBCMCBMCDMDC4层-107.12107.12-3.803.80-107.12107.123层-72.4872.48-2.422.42-72.4872.482层-72.4872.48-2.422.42-72.4872.481层-72.4872.48-2.422.42-72.4872.48竖向荷载固端弯矩（活载）层数MABMBAMBCMCBMCDMDC4层-7.347.34-0.240.24-7.347.343层-29.3529.35-1.211.21-29.3529.352层-29.3529.35-1.211.21-29.3529.351层-29.3529.35-1.211.21-29.3529.35. 竖向永久荷载下的内力计算详见表2.8-2~表2.8-5表2.8-2层号节点ABCD　杆件截面上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱　分配系数0.3520.3010.3470.1940.1980.1690.4390.4390.1980.1690.1940.3470.3520.301　固端弯矩　　-72.4872.48　　-2.422.42　　-72.4872.48　　　　25.51321.816525.1505612.5753　　　　　　-12.575-25.1506-25.51-21.82　　　　-8.01562-16.031-16.362-13.97-36.2836.276916.36213.965416.03128.015622　　　　2.82152.41272.7814211.39071　　　　　　-1.3907-2.78142-2.821-2.413一层分配传递　　-0.1349-0.2698-0.2754-0.235-0.6110.610520.27540.235030.26980.134899　　　　0.04750.04060.046810.0234　　　　　　-0.0234-0.04681-0.047-0.041　　　　-0.00227-0.0045-0.0046-0.004-0.010.010270.00460.003960.004540.00227　　　　0.00080.000680.0007880.00039　　　　　　-0.0004-0.00079-8E-04-7E-04　　　　　-8E-05-8E-05-7E-05-2E-040.000178E-056.7E-057.6E-05　　　　杆端弯矩28.38324.2705-52.653270.1641-16.642-14.2-39.3239.317916.64214.2044-70.16452.65321-28.38-24.27　柱远端弯矩9.460912.1352　　-5.5473-7.102　　5.54737.10221　　-9.461-12.14. 表2.8-3层号节点ABCD　杆件截面上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱　分配系数0.3350.3350.330.1890.1920.1920.4270.4270.1920.1920.1890.330.3350.335　固端弯矩　　-72.4872.48　　-2.422.42　　-72.4872.48　　　　24.28124.280823.918411.9592　　　　　　-11.959-23.9184-24.28-24.28　　　　-7.75081-15.502-15.748-15.75-35.0235.022215.74815.747715.50167.750814　　　　2.59652.596522.5577691.27888　　　　　　-1.2789-2.55777-2.597-2.597二层分配传递　　-0.12085-0.2417-0.2455-0.246-0.5460.546080.24550.245550.241710.120855　　　　0.04050.040490.0398820.01994　　　　　　-0.0199-0.03988-0.04-0.04　　　　-0.00188-0.0038-0.0038-0.004-0.0090.008510.00380.003830.003770.001884　　　　0.00060.000630.0006220.00031　　　　　　-0.0003-0.00062-6E-04-6E-04　　　　　-6E-05-6E-05-6E-05-1E-040.000136E-056E-055.9E-05　　　　杆端弯矩26.91826.9184-53.836969.9912-15.997-16-3837.996915.99715.9971-69.99153.83688-26.92-26.92　柱远端弯矩8.97288.97281　　-5.3324-5.332　　5.33245.33237　　-8.973-8.973. 表2.8-4层号节点ABCD　杆件截面上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱　分配系数0.3350.3350.330.1890.1920.1920.4270.4270.1920.1920.1890.330.3350.335　固端弯矩　　-72.4872.48　　-2.422.42　　-72.4872.48　　　　24.28124.280823.918411.9592　　　　　　-11.959-23.9184-24.28-24.28　　　　-7.75081-15.502-15.748-15.75-35.0235.022215.74815.747715.50167.750814　　　　2.59652.596522.5577691.27888　　　　　　-1.2789-2.55777-2.597-2.597三层分配传递　　-0.12085-0.2417-0.2455-0.246-0.5460.546080.24550.245550.241710.120855　　　　0.04050.040490.0398820.01994　　　　　　-0.0199-0.03988-0.04-0.04　　　　-0.00188-0.0038-0.0038-0.004-0.0090.008510.00380.003830.003770.001884　　　　0.00060.000630.0006220.00031　　　　　　-0.0003-0.00062-6E-04-6E-04　　　　　-6E-05-6E-05-6E-05-1E-040.000136E-056E-055.9E-05　　　　杆端弯矩26.91826.9184-53.836969.9912-15.997-16-3837.996915.99715.9971-69.99153.83688-26.92-26.92　柱远端弯矩8.97288.97281　　-5.3324-5.332　　5.33245.33237　　-8.973-8.973. 表2.8-5层号节点ABCD　杆件截面下柱右梁左梁下柱右梁左梁下柱右梁左梁下柱　分配系数0.5040.4960.2340.2380.5280.5280.2380.2340.4960.504　固端弯矩　-107.12107.12　-3.83.8　-107.12107.12　　　53.98853.131526.56576　　　　-26.566-53.13-53.988　　　-15.197-30.3933-30.913-68.5868.5830.91330.393315.197　　　7.65917.537533.768765　　　　-3.7688-7.538-7.6591四层分配传递　-0.4409-0.88189-0.897-1.98991.98990.8970.881890.4409　　　0.22220.218710.109354　　　　-0.1094-0.219-0.2222　　　-0.0128-0.02559-0.026-0.05770.05770.0260.025590.0128　　　0.00640.006350.003173　　　　-0.0032-0.006-0.0064　　　　-0.00074-0.0008-0.00170.00170.00080.00074　　　杆端弯矩61.876-61.876106.2656-31.837-74.42974.42931.837-106.2761.876-61.876　柱远端弯矩20.625　　-10.612　　10.612　　-20.625. 分层法结算结果，由于上下层柱传递弯矩引起节点不平衡，要进行一步进行分配修正。调整过程如下表：表2.8-6层节点ABCD　杆件截面上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱　分配系数0.3520.3010.3470.1940.1980.1690.4390.4390.1980.1690.1940.3470.3520.301　叠加后弯矩37.35624.2705-52.653270.1641-21.974-14.2-39.3239.317921.97414.2044-70.16452.65321-37.36-24.27一层不平衡弯矩8.97-5.3323735245.332373524　-8.973　　弯矩分配-3.158-2.7008-3.113571.034481.055810.90122.3409-2.3409-1.056-0.9012-1.03453.1135663.15842.7008　最终杆端弯矩34.19721.5697-55.766871.1986-20.918-13.3-36.9836.976920.91813.3032-71.19955.76678-34.2-21.57表2.8-7层节点ABCD　杆件截面上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱　分配系数0.3350.3350.330.1890.1920.1920.4270.4270.1920.1920.1890.330.3350.335　叠加后弯矩35.89136.3794-53.836969.9912-21.329-21.54-3837.996921.32921.5444-69.99153.83688-35.89-36.38二层不平衡弯矩18.43372765-10.8796596210.87965962　-18.43　　弯矩分配-6.175-6.1753-6.083132.056262.088892.08894.6456-4.6456-2.089-2.0889-2.05636.083136.17536.1753　最终杆端弯矩29.71630.2041-59.9272.0474-19.241-19.46-33.3533.351319.24119.4555-72.04759.92001-29.72-30.2. 表2.8-8层节点ABCD　杆件截面上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱　分配系数0.3350.3350.330.1890.1920.1920.4270.4270.1920.1920.1890.330.3350.335　叠加后弯矩47.54435.8913-53.836969.9912-26.609-21.33-3837.996926.60921.3295-69.99153.83688-47.54-35.89三层不平衡弯矩29.59823628-15.9445597115.94455971　-29.6　　弯矩分配-9.915-9.9154-9.767423.013523.061363.06146.8083-6.8083-3.061-3.0614-3.01359.7674189.91549.9154　最终杆端弯矩37.6325.98-63.6073.00-23.548-18.27-31.1931.1923.5518.27-73.00563.60-37.63-25.98表2.8-9层号节点ABCD　杆件截面下柱右梁左梁下柱右梁左梁下柱右梁左梁下柱　分配系数0.5040.4960.2340.2380.5280.5280.2380.2340.4960.504四层叠加后弯矩70.849-61.876106.2656-37.169-74.42974.42937.169-106.2761.876-70.849　不平衡弯矩8.972813463-5.3323735245.332373524-8.972813463　弯矩分配-4.522-4.45051.2477751.26912.81549-2.815-1.269-1.24784.45054.5223　最终杆端弯矩66.327-66.327107.5133-35.9-71.61471.61435.9-107.5166.327-66.327. 竖向可变荷载下的各层内力计算（弯矩计算采用分层法）竖向可变荷载下的内力计算详见表2.8-10~表2.8-13表2.8-10层号节点ABCD　杆件截面上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱　分配系数0.3520.3010.3470.1940.1980.1690.4390.4390.1980.1690.1940.3470.3520.301　固端弯矩　　-29.3529.35　　-1.211.21　　-29.3529.35　　　　10.3318.834410.18455.0922　　　　　　-5.092-10.18-10.33-8.834　　　　-3.2235-6.447-6.58-5.616-14.5914.5896.585.61626.44713.2235　　　　1.13470.97031.118560.5593　　　　　　-0.559-1.119-1.135-0.97一层分配传递　　-0.0543-0.109-0.111-0.095-0.2460.24550.11070.09450.10850.0543　　　　0.01910.01630.018820.0094　　　　　　-0.009-0.019-0.019-0.016　　　　-0.0009-0.002-0.002-0.002-0.0040.00410.00190.00160.00180.0009　　　　0.00030.00030.000320.0002　　　　　　-2E-04-3E-04-3E-04-3E-04　　　　　-3E-05-3E-05-3E-05-7E-057E-053E-053E-053E-05　　　　杆端弯矩11.4859.8212-21.30728.454-6.693-5.712-16.0516.0496.69265.7124-28.4521.307-11.49-9.821　柱远端弯矩3.82844.9106　　-2.231-2.856　　2.23092.8562　　-3.828-4.911. 表2.8-11层号节点ABCD　杆件截面上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱　分配系数0.3350.3350.330.1890.1920.1920.4270.4270.1920.1920.1890.330.3350.335　固端弯矩　　-29.3529.35　　-1.211.21　　-29.3529.35　　　　9.83239.83239.68554.8428　　　　　　-4.843-9.686-9.832-9.832　　　　-3.1169-6.234-6.333-6.333-14.0814.0846.33276.33276.23373.1169　　　　1.04421.04421.028570.5143　　　　　　-0.514-1.029-1.044-1.044二层分配传递　　-0.0486-0.097-0.099-0.099-0.220.21960.09870.09870.09720.0486　　　　0.01630.01630.016040.008　　　　　　-0.008-0.016-0.016-0.016　　　　-0.0008-0.002-0.002-0.002-0.0030.00340.00150.00150.00150.0008　　　　0.00030.00030.000250.0001　　　　　　-1E-04-3E-04-3E-04-3E-04　　　　　-2E-05-2E-05-2E-05-5E-055E-052E-052E-052E-05　　　　杆端弯矩10.89310.893-21.78628.383-6.433-6.433-15.5215.5176.4336.433-28.3821.786-10.89-10.89　柱远端弯矩3.6313.631　　-2.144-2.144　　2.14432.1443　　-3.631-3.631. 表2.8-12层号节点ABCD　杆件截面上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱　分配系数0.3350.3350.330.1890.1920.1920.4270.4270.1920.1920.1890.330.3350.335　固端弯矩　　-29.3529.35　　-1.211.21　　-29.3529.35　　　　9.83239.83239.68554.8428　　　　　　-4.843-9.686-9.832-9.832　　　　-3.1169-6.234-6.333-6.333-14.0814.0846.33276.33276.23373.1169　　　　1.04421.04421.028570.5143　　　　　　-0.514-1.029-1.044-1.044三层分配传递　　-0.0486-0.097-0.099-0.099-0.220.21960.09870.09870.09720.0486　　　　0.01630.01630.016040.008　　　　　　-0.008-0.016-0.016-0.016　　　　-0.0008-0.002-0.002-0.002-0.0030.00340.00150.00150.00150.0008　　　　0.00030.00030.000250.0001　　　　　　-1E-04-3E-04-3E-04-3E-04　　　　　-2E-05-2E-05-2E-05-5E-055E-052E-052E-052E-05　　　　杆端弯矩10.89310.893-21.78628.383-6.433-6.433-15.5215.5176.4336.433-28.3821.786-10.89-10.89　柱远端弯矩3.6313.631　　-2.144-2.144　　2.14432.1443　　-3.631-3.631. 表2.8-13层号节点ABCD　杆件截面下柱右梁左梁下柱右梁左梁下柱右梁左梁下柱　分配系数0.5040.4960.2340.2380.5280.5280.2380.2340.4960.504　固端弯矩　-7.347.34　-0.240.24　-7.347.34　　　3.69943.64061.82032　　　　-1.82-3.641-3.699　　　-1.044-2.0874-2.123-4.714.70992.1232.08741.0437　　　0.5260.51770.25883　　　　-0.259-0.518-0.526四层分配传递　-0.03-0.0606-0.062-0.1370.13670.06160.06060.0303　　　0.01530.0150.00751　　　　-0.008-0.015-0.015　　　-9E-04-0.0018-0.002-0.0040.0040.00180.00180.0009　　　0.00040.00040.00022　　　　-2E-04-4E-04-4E-04　　　　-5E-05-5E-05-1E-040.00015E-055E-05　　　杆端弯矩4.2411-4.2417.27715-2.186-5.0915.09072.1865-7.2774.2411-4.241　柱远端弯矩1.4137　　-0.729　　0.7288　　-1.414. 对各结点不平衡弯矩进行分配，各层柱、梁弯矩如表2.8-14~表2.8-17所示：表2.8-14层节点ABCD　杆件截面上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱　分配系数0.3520.3010.3470.1940.1980.1690.4390.4390.1980.1690.1940.3470.3520.301　叠加后弯矩15.1169.8212-21.30728.454-8.837-5.712-16.0516.0498.83695.7124-28.4521.307-15.12-9.821一层不平衡弯矩3.63-2.1443313622.144331362　-3.631　　弯矩分配-1.278-1.093-1.25990.4160.42460.36240.9414-0.941-0.425-0.362-0.4161.25991.27811.0929　最终杆端弯矩13.8388.7283-22.56628.87-8.412-5.35-15.1115.1078.41245.35-28.8722.566-13.84-8.728表2.8-15层节点ABCD　杆件截面上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱　分配系数0.3350.3350.330.1890.1920.1920.4270.4270.1920.1920.1890.330.3350.335　叠加后弯矩14.52414.721-21.78628.383-8.577-8.664-15.5215.5178.57738.6639-28.3821.786-14.52-14.72二层不平衡弯矩7.459411594-4.3752024824.375202482　-7.459　　弯矩分配-2.499-2.499-2.46160.82690.840.841.8682-1.868-0.84-0.84-0.8272.46162.49892.4989　最终杆端弯矩12.02512.222-24.24729.21-7.737-7.824-13.6513.6487.73737.8238-29.2124.247-12.03-12.22. 表2.8-16层节点ABCD　杆件截面上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱　分配系数0.3350.3350.330.1890.1920.1920.4270.4270.1920.1920.1890.330.3350.335　叠加后弯矩12.30714.524-21.78628.383-7.162-8.577-15.5215.5177.16188.5773-28.3821.786-12.31-14.52三层不平衡弯矩5.044671767-2.8731571912.873157191　-5.045　　弯矩分配-1.69-1.69-1.66470.5430.55160.55161.2268-1.227-0.552-0.552-0.5431.66471.691.69　最终杆端弯矩10.6212.83-23.4528.93-6.61-8.026-14.2914.296.618.03-28.9323.45-10.62-12.83表2.8-17层号节点ABCD　杆件截面下柱右梁左梁下柱右梁左梁下柱右梁左梁下柱　分配系数0.5040.4960.2340.2380.5280.5280.2380.2340.4960.504四层叠加后弯矩7.8721-4.2417.27715-4.331-5.0915.09074.3308-7.2774.2411-7.872　不平衡弯矩3.630978733-2.1443313622.144331362-3.630978733　弯矩分配-1.83-1.8010.501770.51041.1322-1.132-0.51-0.5021.8011.83　最终杆端弯矩6.042-6.0427.77892-3.82-3.9583.95853.8205-7.7796.042-6.042. 2）.剪力计算永久荷载作用下的内力图（1）梁端弯矩引起（2）矩形线荷载所求剪力等于两者叠加。（3）.柱端剪力计算表2.8-18永久荷载载作用下梁柱剪力层号A柱AB梁端BA梁端B柱BC梁端CB梁端C柱CD梁端DC梁端D柱4-26.6671.78-83.7215.249.02-9.02-15.2483.72-71.7826.663-14.2851.70-54.429.625.85-5.85-13.2454.42-51.7014.282-16.5151.30-54.8210.355.85-5.85-10.3554.82-51.3016.511-6.4250.82-55.303.895.85-5.85-3.8955.30-50.826.42表2.8-19可变荷载载作用下梁柱剪力层号A柱AB梁端BA梁端B柱BC梁端CB梁端C柱CD梁端DC梁端D柱4-4.274.98-5.482.670.55-0.55-2.675.48-4.984.273-6.3720.13-21.714.042.76-2.76-5.5621.71-20.136.372-6.6820.20-21.644.162.76-2.76-4.1621.64-20.206.681-2.6020.01-21.831.562.76-2.76-1.5621.83-20.012.60. 3）柱轴力计算柱的轴力由两部分组成：1）由竖向荷载引起的柱集中力。2）由竖向荷载内力分析得出的梁端剪力。表2.8-20恒荷载下的轴力计算表层号ZAZB节点集中力(kN)柱自重(kN)梁端剪力之和(kN)节点集中力(kN)柱自重(kN)梁端剪力之和(kN)4103.8620.9471.78135.4720.9492.74367.2220.9451.787.6820.9460.27267.2220.9451.387.6820.9460.67167.2228.1950.8287.6828.1961.16层号ZCZD节点集中力(kN)柱自重(kN)梁端剪力之和(kN)节点集中力(kN)柱自重(kN)梁端剪力之和(kN)4135.4720.9492.74103.8620.9471.78387.6820.9460.2767.2220.9451.70287.6820.9460.6767.2220.9451.30187.6828.1961.1667.2228.1950.82表2.8-21活荷载下的轴力计算表层号ZAZBZCZD节点集中力(kN)梁端剪力之和(kN)节点集中力(kN)梁端剪力之和(kN)节点集中力(kN)梁端剪力之和(kN)节点集中力(kN)梁端剪力之和(kN)47.764.8910.136.0310.136.037.764.89331.0520.1340.5024.4740.5024.4731.0520.13231.0520.2040.5024.4040.5024.4031.0520.20131.0520.0140.5024.5940.5024.5931.0520.01. 4）.跨中弯矩计算：（1）梁端弯矩部分（2）矩形线荷载荷载部分（3）三角形线荷载部分表2.8-22竖向荷载下的跨中弯矩（kN.m）　永久荷载可变荷载层号ABBCCDABBCCD466.84-66.4566.844.58-3.574.58331.22-26.0331.2219.78-12.3619.78233.54-28.1933.5419.24-11.7219.24136.04-31.8236.0420.25-13.1820.25注：梁弯矩上端受拉为－，下端受拉为＋水平荷载作用下各层梁的跨中弯矩（kN.m）　地震作用风荷载层号ABBCCDABBCCD46.130.00-6.130.720.00-0.7236.840.00-6.842.120.00-2.12212.310.00-12.313.350.00-3.35116.110.00-16.115.810.00-5.81注：梁弯矩上端受拉为－，下端受拉为＋. 5）荷载作用下的内力图。其中轴力受压为正，受拉为负；剪力顺时针为正，逆时针为负图2.8-2竖向永久荷载作用下的弯矩M图（单位：·m）. 图2.8-3竖向永久荷载作用下的剪力V图(单位：KN). 图2.8-4竖向永久荷载作用下的轴力N图(单位：KN). 图2.8-5竖向可变荷载作用下的弯矩M图（单位：·m）. 图2.8-6竖向可变荷载作用下的剪力V图(单位：KN). 图2.8-7竖向可变荷载作用下的轴力N图(单位：KN)2.9框架梁柱内力组合（1）（永久荷载和可变荷载均相同）考虑竖向荷载作用下梁端出现塑性铰，产生塑性内力重分布。因此对梁端支座负弯矩乘以调辐系数予以降低，本结构为全现浇框架结构，调幅系数取0.85。而为了将调低的弯矩加到跨中中去，跨中弯矩乘以1.2增大系数。梁端弯矩计算及内力调整结果见表表1竖向永久荷载作用下的AB跨梁内力调整. 　调整前调整后层号MABMOMBAMAB’MO’MBA’4-66.3366.84-107.51-56.3880.21-91.383-63.6031.22-73.00-54.0637.46-62.052-59.9233.54-72.05-50.9340.25-61.241-55.7736.04-71.20-47.4043.25-60.52注：梁弯矩上端受拉为－，下端受拉为＋表2竖向永久荷载作用下的BC跨梁内力调整　调整前调整后层号MBCMOMCBMBC’MO’MCB’4-71.61-66.45-71.61-60.87-79.74-60.873-31.19-26.03-31.19-26.51-31.24-26.512-33.35-28.19-33.35-28.35-33.83-28.351-36.98-31.82-36.98-31.43-38.18-31.43注：梁弯矩上端受拉为－，下端受拉为＋表3竖向永久荷载作用下的CD跨梁内力调整　调整前调整后层号MCDMOMDCMCD’MO’MDC’4-107.5166.84-66.33-91.3880.21-56.383-73.0031.22-63.60-62.0537.46-54.062-72.0533.54-59.92-61.2440.25-50.931-71.2036.04-55.77-60.5243.25-47.40注：梁弯矩上端受拉为－，下端受拉为＋. 表4竖向可变荷载作用下的AB跨梁内力调整　调整前调整后层号MABMOMBAMAB’MO’MBA’4-6.044.58-7.78-5.135.50-6.613-23.4519.78-28.93-19.9323.74-24.592-24.2519.24-29.21-20.6123.09-24.831-22.5720.25-28.87-19.1824.30-24.54注：梁弯矩上端受拉为－，下端受拉为＋表5竖向可变荷载作用下的BC跨梁内力调整　调整前调整后层号MBCMOMCBMBC’MO’MCB’4-3.96-3.57-3.96-3.37-4.28-3.373-14.29-12.36-14.29-12.15-14.83-12.152-13.65-11.72-13.65-11.60-14.06-11.601-15.11-13.18-15.11-12.84-15.82-12.84注：梁弯矩上端受拉为－，下端受拉为＋表6竖向可变荷载作用下的CD跨梁内力调整　调整前调整后层号MCDMOMDCMCD’MO’MDC’4-7.784.58-6.04-6.615.50-5.133-28.9319.78-23.45-24.5923.74-19.932-29.2119.24-24.25-24.8323.09-20.611-28.8720.25-22.57-24.5424.30-19.18注：梁弯矩上端受拉为－，下端受拉为＋（2）组合类型：. 根据《高层建筑混凝土结构技术规程》（JGJ3-2002）式（5.6.1）及式（5.6.3）规定，当无地震作用效应组合时，荷载效应组合的设计值应按下式确定：；当有地震效应组合时，荷载效应和地震作用效应组合的设计值应按下式确定：。根据（JGJ3-2002）所规定的系数取值，最后确定内力组合类型为以下四类：1．1.35永久＋1.4×0.7可变2．1.2×永久＋1.4×可变3．1.2×永久＋1.4×0.9（可变＋风）4．1.2（永久＋可变）＋1.3地震（3）框架梁的内力组合：①框架梁的内力组合具体见表7。②框架柱的内力组合具体见表7～12。. 表7梁内力组合层号截面内力荷载类别（标准值）内力组合（设计值）地震组合内力调整内力挑选恒荷+活荷恒荷+活荷+风荷重力荷载+地震1.1(Mbl+Mbr)/ln+VGbγRESE+Mmax-MmaxVmaxVmin恒荷①活荷②左风③左震④1.35①+0.7×1.4②1.2①+1.0×1.4×②±0.6×1.4×③1.2①+0.7×1.4×②±1.0×1.4×③1.2(①+0.5②)+1.3④1.2(①+0.5②)-1.3④左震右震左震右震4(AB)左M(kN.m)-56.38-5.134.7035.40-81.14-70.89-78.79-66.10-79.26-12.93-116.24-12.93-116.24-9.69-87.18-9.69-87.18　　V(kN)71.784.98-1.15-8.42101.7892.1494.0789.4192.6378.1899.5794.95120.8480.71102.71　　102.7178.18(AB)右M(kN.m)-91.38-6.61-3.26-22.72-129.84-121.65-116.17-120.70-111.57-142.50-83.43-142.50-83.43-106.87-62.57-62.57-129.84　　V(kN)-83.72-5.48-1.15-8.42-118.39-109.10-107.17-107.44-104.22-114.15-92.26-136.27-110.38-115.83-93.82　　-93.82-118.39(AB)跨中M(kN.m)80.215.500.726.13113.67104.56103.35102.65100.63106.9791.03106.9791.0380.2368.27113.6768.27　　(BC)左M(kN.m)-60.87-3.373.6925.68-85.48-74.66-80.86-71.18-81.51-29.17-108.11-29.17-108.11-21.88-81.08-21.88-85.48　　V(kN)9.020.55-3.51-24.4612.728.6514.546.4516.28-22.5042.90-27.2955.41-23.2047.10　　47.10-23.20(BC)右M(kN.m)-60.87-3.37-3.69-25.68-85.48-80.86-74.66-81.51-71.18-108.11-29.17-108.11-29.17-81.08-21.88-21.88-85.48　　V(kN)-9.02-0.55-3.51-24.46-12.72-14.54-8.65-16.28-6.45-42.9022.50-55.4127.29-47.1023.20　　23.20-47.10(BC)跨中M(kN.m)-79.74-4.280.000.00-111.84-101.68-101.68-99.88-99.88-97.83-97.83-97.83-97.83-73.37-73.37-73.37-111.84　　(CD)左M(kN.m)-91.38-6.613.2622.72-129.84-116.17-121.65-111.57-120.70-83.43-142.50-83.43-142.50-62.57-106.87-62.57-129.84　　V(kN)83.725.48-1.15-8.42118.39107.17109.10104.22107.4492.26114.15110.38136.2793.82115.83　　118.3992.26(CD)右M(kN.m)-56.38-5.13-7.40-35.40-81.14-81.05-68.62-83.04-62.32-116.24-12.93-116.24-12.93-87.18-9.69-9.69-87.18　　V(kN)-71.78-4.98-1.15-8.42-101.78-94.07-92.14-92.63-89.41-99.57-77.68-120.84-94.95-102.71-80.71　　-80.71-102.71(CD)跨中M(kN.m)80.215.50-0.72-6.13113.67103.35104.56100.63102.6591.03106.9791.03106.9768.2780.23113.6768.27　　3(AB)左M(kN.m)-54.06-19.9314.6167.95-92.51-80.50-105.05-63.95-104.8624.31-163.1724.31-163.1718.23-122.3818.23-122.38　　V(kN)51.7020.13-3.62-17.7189.5287.1893.2676.7086.8449.0895.1362.00114.3952.7097.23　　97.2349.08(AB)右M(kN.m)-62.05-24.59-10.37-54.28-107.87-117.60-100.18-113.08-84.04-157.32-16.19-157.32-16.19-117.99-12.14-12.14-117.99　　V(kN)-54.42-21.71-3.62-17.71-94.74-98.74-92.66-91.65-81.51-99.18-53.14-119.91-67.52-101.92-57.40　　-57.40-101.92(AB)跨中M(kN.m)37.4623.742.126.8473.8479.9776.4171.1965.2565.7147.9365.7147.9349.2935.9579.9735.95　　(BC)左M(kN.m)-26.51-12.5111.7361.36-48.05-39.47-59.18-27.65-60.4947.00-117.8447.00-117.8435.25-88.3847.00-88.38　　V(kN)5.852.76-11.17-58.4410.601.5020.27-5.9125.36-68.7484.37-76.0996.97-64.6882.42　　82.42-68.74(BC)右M(kN.m)-26.51-12.15-11.73-61.63-47.70-58.68-38.97-60.14-27.30-118.0147.53-118.0147.53-88.5035.6535.65-88.50　　V(kN)-5.85-2.86-11.17-58.44-10.70-20.41-1.64-25.465.82-84.4268.69-76.0996.97-64.6882.42　　82.42-84.42(BC)跨中M(kN.m)-31.24-14.830.000.00-56.71-58.25-58.25-52.02-52.02-44.90-44.90-44.90-44.90-33.68-33.68-33.68-58.25　　(CD)左M(kN.m)-62.05-24.5910.3754.28-107.87-100.18-117.60-84.04-113.08-16.19-157.32-16.19-157.32-12.14-117.99-12.14-117.99　　V(kN)54.4221.71-3.62-17.7194.7492.6698.7481.5191.6553.1499.1867.52119.9157.40101.92　　101.9253.14(CD)右M(kN.m)-54.06-19.93-14.61-67.95-92.51-105.05-80.50-104.86-63.95-163.1724.31-163.1724.31-122.3818.2318.23-122.38　　V(kN)-51.70-20.13-3.62-17.71-89.52-93.26-87.18-86.84-76.70-95.13-49.08-114.39-62.00-97.23-52.70　　-52.70-97.23(CD)跨中M(kN.m)37.4623.74-2.12-6.8473.8476.4179.9765.2571.1947.9365.7147.9365.7135.9549.2979.9735.95　　2(AB)左M(kN.m)-50.93-20.6125.4896.52-88.95-68.57-111.37-45.64-116.9964.24-196.9064.24-196.9048.18-147.6748.18-147.67　　. V(kN)51.3020.20-6.42-24.4189.0584.4595.2372.3790.3439.93103.3952.12125.5144.30106.68　　106.6839.93(AB)右M(kN.m)-61.24-24.83-18.79-71.91-107.01-124.03-92.47-124.13-71.52-179.3919.83-179.3919.83-134.5414.8714.87-134.54　　V(kN)-54.82-21.64-6.42-24.41-95.21-101.47-90.69-95.98-78.00-108.34-44.87-129.79-56.41-110.33-47.94　　-47.94-110.33(AB)跨中M(kN.m)40.2523.093.3512.3176.9783.4477.8175.6266.2475.8543.8475.8543.8456.8932.8883.4432.88　　(BC)左M(kN.m)-28.35-11.6021.2581.29-49.64-32.41-68.11-15.64-75.1471.53-145.5071.53-145.5053.65-109.1253.65-109.12　　V(kN)5.852.76-20.23-77.4210.60-6.1127.88-18.6038.05-93.42109.05-103.33124.02-87.83105.42　　105.42-93.42(BC)右M(kN.m)-28.35-11.60-21.25-81.29-49.64-68.11-32.41-75.14-15.64-145.5071.53-145.5071.53-109.1253.6553.65-109.12　　V(kN)-5.85-2.76-20.23-77.42-10.60-27.886.11-38.0518.60-109.0593.42-124.02103.33-105.4287.83　　87.83-109.05(BC)跨中M(kN.m)-33.83-14.060.000.00-59.45-60.28-60.28-54.37-54.37-47.63-47.63-47.63-47.63-35.72-35.72-35.72-60.28　　(CD)左M(kN.m)-61.24-24.8318.7971.91-107.01-92.47-124.03-71.52-124.1319.83-179.3919.83-179.3914.87-134.5414.87-134.54　　V(kN)54.8221.64-6.42-24.4195.2190.69101.4778.0095.9844.87108.3456.41129.7947.94110.33　　110.3344.87(CD)右M(kN.m)-50.93-20.61-25.48-96.52-88.95-111.37-68.57-116.99-45.64-196.9064.24-196.9064.24-147.6748.1848.18-147.67　　V(kN)-51.30-20.20-6.42-24.41-89.05-95.23-84.45-90.34-72.37-103.39-39.93-125.51-52.12-106.68-44.30　　-44.30-106.68(CD)跨中M(kN.m)40.2524.30-3.35-12.3178.1579.5185.1367.4276.8044.4576.4544.4576.4533.3457.3485.1333.34　　1(AB)左M(kN.m)-47.40-19.1840.27124.95-82.79-49.91-117.56-19.30-132.05105.45-228.91105.45-228.9179.08-171.6879.08-171.68　　V(kN)50.8220.01-9.99-31.5588.2280.6197.3966.6194.5829.97112.0041.39135.0635.18114.80　　114.8029.97(AB)右M(kN.m)-60.52-24.54-28.66-92.73-105.75-131.05-82.91-136.80-56.55-205.4447.76-205.4447.76-154.0835.8235.82-154.08　　V(kN)-55.30-21.83-9.99-31.55-96.05-105.31-88.53-101.74-73.77-118.29-36.26-140.52-46.85-119.44-39.82　　-39.82-119.44(AB)跨中M(kN.m)43.2524.305.8116.1182.2090.8081.0483.8567.5884.9943.1184.9943.1163.7432.3390.8032.33　　(BC)左M(kN.m)-31.43-12.8432.40104.83-55.01-28.48-82.91-4.94-95.6698.43-180.4298.43-180.4273.82-135.3173.82-135.31　　V(kN)5.852.76-30.86-99.8410.60-15.0436.81-34.6552.93-122.56138.19-135.72153.11-115.36130.15　　130.15-122.56(BC)右M(kN.m)-31.43-12.84-32.40-104.83-55.01-82.91-28.48-95.66-4.94-180.4292.14-180.4292.14-135.3169.1169.11-135.31　　V(kN)-5.85-2.76-30.86-99.84-10.60-36.8115.04-52.9333.48-138.19122.56-156.41132.42-132.94112.56　　112.56-138.19(BC)跨中M(kN.m)-38.18-15.820.000.00-67.05-67.96-67.96-61.32-61.32-53.73-53.73-53.73-53.73-40.29-40.29-40.29-67.96　　(CD)左M(kN.m)-60.52-24.5428.6692.73-105.75-82.91-131.05-56.55-136.8047.76-205.4447.76-205.4435.82-154.0835.82-154.08　　V(kN)55.3021.83-9.99-31.5596.0588.53105.3173.77101.7436.26118.2946.85140.5239.82119.44　　119.4436.26(CD)右M(kN.m)-47.40-19.18-40.27-124.95-82.79-117.56-49.91-132.05-19.30-228.91105.45-228.91105.45-171.6879.0879.08-171.68　　V(kN)-50.82-20.01-9.99-31.55-88.22-97.39-80.61-94.58-66.61-112.00-29.97-135.06-41.39-114.80-35.18　　-35.18-114.80(CD)跨中M(kN.m)43.2524.30-5.81-16.1182.2081.0490.8067.5883.8543.1184.9943.1184.9932.3363.7490.8032.33　　表8A柱内力组合层号截面内力荷载类别（标准值）内力组合（设计值）恒荷+活荷恒荷+活荷+风荷重力荷载+地震恒荷①活荷②左风③左震④1.35①+0.7×1.4②1.2①+1.0×1.4×②±0.6×1.4×③1.2①+0.7×1.4×②±1.0×1.4×③1.2(①+0.5②)+1.3④1.2(①+0.5②)-1.3④4柱上端M66.336.04-4.7-35.495.464784.1049278.935292.095223.33129.24N175.6412.65-1.15-8.24249.511227.512229.444221.555224.775207.646229.07柱下端M37.6310.62-2.53-19.0661.208157.898862.149252.021659.105626.7576.306N196.5812.65-1.15-8.24277.78252.64254.572246.683249.903232.774254.198. V-20.66-4.271.8513.96-32.0756-29.216-32.324-26.3866-31.5666-4.647-45.5023柱上端M25.9812.83-12.08-48.8947.646438.990859.285226.837460.6614-31.162102.431N315.563.83-4.77-26.14488.4784463.9552471.9688434.4754447.8314382.916450.88柱下端M29.7212.03-8.05-4051.911445.74459.26836.183458.7234-16.26594.882N336.4463.83-4.77-26.14516.7474489.0832497.0968459.6034472.9594408.044476.008V-14.28-6.375.1622.79-25.5206-21.7196-30.3884-16.1546-30.602612.162-50.5852柱上端M30.212.22-17.43-56.5252.745638.706867.989223.813672.6176-37.166117.048N454.96115.08-11.19-50.55726.9744697.6644716.4636643.0644674.3964549.285680.715柱下端M34.213.84-14.26-56.5259.733248.437672.394434.639274.5672-32.356122.82N475.9115.08-11.19-50.55755.2434722.7924741.5916668.1924699.5244574.413705.843V-16.51-6.688.1328.98-28.8349-22.3348-35.9932-14.9764-37.740413.854-61.4941柱上端M21.578.73-26.01-68.4337.674916.257659.9544-1.974670.8534-63.024120.081N593.94166.14-21.18-82.1964.6362927.5328963.1152845.8932905.1972705.682919.142柱下端M12.144.91-37.82-121.6521.2008-10.326853.2108-33.568272.3278-143.55175.659N622.13166.14-21.18-82.11002.6927961.3608996.9432879.7212939.0252739.51952.97V-6.42-2.612.16-36.2-11.215-1.1296-21.55846.772-27.276-54.7837.796表9B柱内力组合层号截面内力荷载类别（标准值）内力组合（设计值）恒荷+活荷恒荷+活荷+风荷重力荷载+地震恒荷①活荷②左风③左震④1.35①+0.7×1.4②1.2①+1.0×1.4×②±0.6×1.4×③1.2①+0.7×1.4×②±1.0×1.4×③1.2(①+0.5②)+1.3④1.2(①+0.5②)-1.3④4柱上端M-35.9-3.82-3.26-48.4-52.2086-51.1664-45.6896-51.3876-42.2596-108.29225.11N228.2116.16-3.51-16.04323.9203293.5276299.4244284.7748294.6028262.696304.4柱下端M-23.55-6.61-4.52-38.03-38.2703-41.3108-33.7172-41.0658-28.4098-81.66522.584N249.1516.16-3.51-16.04352.1893318.6556324.5524309.9028319.7308287.824329.528V15.242.762.9422.1623.278824.621619.682425.108816.876848.752-12.1883柱上端M-18.27-8.03-17.85-77.61-32.5339-48.16-18.172-54.7834-4.8034-127.63578.608N397.181.13-9.91-56.76615.5924581.7776598.4264542.1534569.9014451.41598.986柱下端M-19.24-7.74-14.38-63.05-33.5592-46.0032-21.8448-50.8052-10.5412-109.69758.855N418.0481.13-9.91-56.76643.8614606.9056623.5544567.2814595.0294476.538624.114V9.624.048.1936.1816.946224.079610.320426.96924.037261.002-35.3942柱上端M-19.46-7.82-25.66-89.71-33.9346-55.8544-12.7456-66.93968.8004-144.66793.253N566.39146.03-23.72-109.77907.7359864.1852904.0348789.5694855.9854624.585909.987柱下端M-20.92-8.41-24.85-89.71-36.4838-57.752-16.004-68.13585.6282-146.77391.498N587.33146.03-23.72-109.77936.0049889.3132929.1628814.6974881.1134649.713935.115V10.354.1612.946.0118.049329.087.40834.5568-3.633274.729-47.3831柱上端M-13.3-5.35-36.21-107.84-23.198-53.86646.9664-71.89732.151-159.362124.217N736.17211.12-44.59-178.061200.72711141.51641216.42761027.87561152.7276778.5981241.554M-7.01-2.86-44.3-131.81-12.2663-49.62824.796-73.234852.2072-181.481162.913. 柱下端N764.36211.12-44.59-178.061238.78361175.34441250.25561061.70361186.5556812.4261275.382V3.891.5615.3345.656.780319.7292-6.025227.6588-16.043264.949-54.675表10C柱内力组合层号截面内力荷载类别（标准值）内力组合（设计值）恒荷+活荷恒荷+活荷+风荷重力荷载+地震恒荷①活荷②左风③左震④1.35①+0.7×1.4②1.2①+1.0×1.4×②±0.6×1.4×③1.2①+0.7×1.4×②±1.0×1.4×③1.2(①+0.5②)+1.3④1.2(①+0.5②)-1.3④4柱上端M35.93.82-3.26-48.452.208645.689651.166442.259651.3876-25.11108.292N228.2116.163.5116.04323.9203299.4244293.5276294.6028284.7748304.4262.696柱下端M23.556.61-4.52-38.0338.270333.717241.310828.409841.0658-22.58481.665N249.1516.163.5116.04352.1893324.5524318.6556319.7308309.9028329.528287.824V-15.24-2.762.9422.16-23.2788-19.6824-24.6216-16.8768-25.108812.188-48.7523柱上端M18.278.03-17.85-77.6132.533918.17248.164.803454.7834-78.608127.635N397.181.139.9156.76615.5924598.4264581.7776569.9014542.1534598.986451.41柱下端M19.247.74-14.38-63.0533.559221.844846.003210.541250.8052-58.855109.697N418.0481.139.9156.76643.8614623.5544606.9056595.0294567.2814624.114476.538V-9.62-4.048.1936.18-16.9462-10.3204-24.0796-4.0372-26.969235.394-61.0022柱上端M19.467.82-25.66-89.7133.934612.745655.8544-8.800466.9396-93.253144.667N566.39146.0323.72109.77907.7359904.0348864.1852855.9854789.5694909.987624.585柱下端M20.928.41-24.85-89.7136.483816.00457.752-1.444268.1358-91.498146.773N587.33146.0323.72109.77936.0049929.1628889.3132881.1134814.6974935.115649.713V-10.35-4.1612.946.01-18.0493-7.408-29.083.6332-34.556847.383-74.7291柱上端M13.35.35-36.21-107.8423.198-6.966453.8664-32.15171.897-124.217159.362N736.17211.1244.59178.061200.72711216.42761141.51641152.72761027.87561241.554778.598柱下端M7.012.86-44.3-131.8112.2663-24.79649.628-52.207273.2348-162.913181.481N764.36211.1244.59178.061238.78361250.25561175.34441186.55561061.70361275.382812.426V-3.89-1.5615.3345.65-6.78036.0252-19.729216.0432-27.658854.675-64.949表11D柱内力组合层号截面内力荷载类别（标准值）内力组合（设计值）恒荷+活荷恒荷+活荷+风荷重力荷载+地震恒荷①活荷②左风③左震④1.35①+0.7×1.4②1.2①+1.0×1.4×②±0.6×1.4×③1.2①+0.7×1.4×②±1.0×1.4×③1.2(①+0.5②)+1.3④1.2(①+0.5②)-1.3④4柱上端M-66.33-6.04-4.7-35.4-95.4647-92-84.104-92.0952-78.9352-129.24-23.33N175.6412.651.158.24249.511229.444227.512224.775221.555229.07207.646柱下端M-37.63-10.62-2.53-19.06-61.2081-62.1492-57.8988-59.1056-52.0216-76.306-26.75N196.5812.651.158.24277.78254.572252.64249.903246.683254.198232.774. V20.664.271.8513.9632.075632.32429.21631.566626.386645.5029.2063柱上端M-25.98-12.83-12.08-48.89-47.6464-59.2852-38.9908-60.6614-26.8374-102.43131.162N315.563.834.7726.14488.4784471.9688463.9552447.8314434.4754450.88382.916柱下端M-29.72-12.03-8.05-40-51.9114-59.268-45.744-58.7234-36.1834-94.88216.265N336.4463.834.7726.14516.7474497.0968489.0832472.9594459.6034476.008408.044V14.286.375.1622.7925.520630.388421.719630.602616.154650.585-12.1622柱上端M-30.2-12.22-17.43-56.52-52.7456-67.9892-38.7068-72.6176-23.8136-117.04837.166N454.96115.0811.1950.55726.9744716.4636697.6644674.3964643.0644680.715549.285柱下端M-34.2-13.84-14.26-56.52-59.7332-72.3944-48.4376-74.5672-34.6392-122.8232.356N475.9115.0811.1950.55755.2434741.5916722.7924699.5244668.1924705.843574.413V16.516.688.1328.9828.834935.993222.334837.740414.976461.494-17.8241柱上端M-21.57-8.73-26.01-68.43-37.6749-59.9544-16.2576-70.85341.9746-120.08163.024N593.94166.1421.1882.1964.6362963.1152927.5328905.1972845.8932919.142705.682柱下端M-12.14-4.91-37.82-121.65-21.2008-53.210810.3268-72.327833.5682-175.659143.55N622.13166.1421.1882.11002.6927996.9432961.3608939.0252879.7212952.97739.51V6.422.612.16-36.211.21521.55841.129627.276-6.772-37.79654.78表12B柱的内力挑选层号截面内力荷载类别（标准值）内力组合（设计值）地震组合内力调整选用内力恒荷+活荷恒荷+活荷+风荷重力荷载+地震∑Mc=1.1∑MbγRESE|M|maxNmaxNmin|V|max恒荷①活荷②左风③左震④1.35①+0.7×1.4②1.2①+1.0×1.4×②±0.6×1.4×③1.2①+0.7×1.4×②±1.0×1.4×③1.2(①+0.5②)+1.3④1.2(①+0.5②)-1.3④1.1(Mcb+Mct)/Hn相应N相应M相应M相应N左震右震左震右震　　　　一层柱上端M-13.30-5.35-36.21-107.84-23.20-53.879.63-71.9032.15-159.36124.22-175.30136.64-140.24109.31-140.249.63-140.24-140.24N736.17211.12-44.59-178.061200.731141.521216.431027.881152.73778.601241.55856.461365.71685.171092.57685.171216.43685.17685.17柱下端M-7.01-2.86-44.30-131.81-12.27-49.6326.20-73.2352.21-181.48162.91-199.63179.20-159.70143.36-159.7026.20-159.70-159.70N764.36211.12-44.59-178.061238.781175.341250.261061.701186.56812.431275.38893.671402.92714.931122.34714.931250.26714.93714.93V3.891.5615.3345.656.7819.73-6.8027.66-16.0464.95-54.6878.56-66.1866.77-56.2566.77-6.8066.7766.77三层柱上端M-18.27-8.03-17.85-77.61-32.53-48.16-18.17-54.78-1.15-127.6478.61-140.4086.47126.11104.10-112.32-32.53-112.32-112.32N397.1081.13-9.91-56.76615.59581.78598.43542.15569.90451.41598.99496.55658.88248.01914.73397.24615.59397.24397.24柱下端M-19.24-7.74-14.38-63.05-33.56-46.00-21.84-50.81-6.69-109.7058.86-120.6764.74126.16103.90-96.53-33.56-96.53-96.53N418.0481.13-9.91-56.76643.86606.91623.55567.28595.03476.54624.11524.19686.53266.36933.09419.35643.86419.35419.35V9.624.048.1936.1816.9524.0810.3226.972.1161.00-35.3973.63-42.6564.9060.5946.4916.9546.4946.49顶层柱上端M-35.90-3.82-3.26-48.40-52.21-51.17-45.69-51.39-42.26-108.2925.11-119.1227.62-95.3022.10-95.30-52.21-95.30-95.30N228.2116.16-3.51-16.04323.92293.53299.42284.77294.60262.70304.40288.97334.84231.17267.87231.17323.92231.17231.17M-23.55-6.61-4.52-38.03-38.27-41.31-33.72-41.07-28.41-81.6722.58-89.8324.84-71.8719.87-71.87-38.27-71.87-71.87. 柱下端N249.1516.16-3.51-16.04352.19318.66324.55309.90319.73287.82329.53316.61362.48253.29289.98253.29352.19253.29253.29V15.242.762.9422.1623.2824.6219.6825.1116.8848.75-12.1958.94-14.8050.10-12.5837.2123.2837.2137.212.10第1/1轴框架梁、柱配筋计算2.10.1承载力抗震调整根据《高层建筑混凝土结构规范》（JGJ3-2002）式（4.7.2-2）规定，有地震作用组合时，作用效应设计值应采用下式表达式：（2.3）式：——为构件承载力抗震调整系数，取值见表2.10-1：表2.10-1承载力抗震调整系数表　　　　　　　　　　构件类别梁轴压比小于0.15的柱轴压比不小于0.15的柱剪力墙各类构件节点受力状态受弯偏压偏压偏压局部承压受剪、偏拉受剪0.750.750.800.851.00.850.85具体调整见梁、柱配筋表。最小配筋率的确定：根据《混凝土结构设计规范》（GB50010-2002）11.3.6规定，三级抗震时，框架梁正截面设计抗震要求的最小配筋率支座取0.25％和％＝55×1.43/360＝0.218％的较大值，跨中取0.20％和％＝45×1.43/360＝0.179％的较大值，所以支座取0.25％，跨中取0.20％。且梁端纵向受拉钢筋的配筋率不应大于2.5％。2.10.2梁截面设计1）．梁的正截面强度计算材料强度：C30（）；HPB400级钢筋（）。. （1）AB跨梁正截面受弯承载力计算。从梁内力组合表中，挑出第一层AB梁跨中及支座截面的最不利内力。、、计算跨中截面。因梁板现浇，故跨中按T形截面不受此限制，故取。故属第一类T形截面。满足：选用318，，将跨中截面318全部伸入支座。验算最小配筋率：%%满足要求。②、支座A右端负弯矩配筋,截面按矩形截面计算。满足：. 选用420，验算最小配筋率：%%满足要求。，满足要求③支座B负弯矩配筋,截面按矩形截面计算。满足：选用420，验算最小配筋率：%%满足要求。，满足要求（2）AB梁的斜截面强度计算：1）最少配筋率的确定根据《高层建筑混凝土结构技术规程》（JGJ3-2002）6.3.4规定，三级抗震设计时，框架梁沿梁全长箍筋的面积配筋率应符合下式要求：，由于本设计混凝土采用C30,N/mm2，钢筋采用HRB235，N/mm2，所以。按AB梁间最大剪力设计值为119.44计算抗剪配筋：. 截面尺寸满足要求。所以梁箍筋按构件配置即可。配双肢箍由构造要求，非加密区取，即加密区取，取加密区取长度（的最大值），取900。验算箍筋的最小配筋率要求。. 表2.10-2梁正截面受弯承载力计算（第一层）截面LABLBCLCD左端跨中右端左端跨中右端左端跨中右端顶面底面顶面底面顶面底面顶面底面顶面底面顶面底面混凝土强度14.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.3014.30钢筋强度360360360360360360360360360360360360360360360M171.6879.0890.80154.0835.82135.3173.8267.96135.3169.11154.0835.8290.80171.6879.08b或bf250230023002502300250700700250700250230023002502300h(mm)500500500500500350350350350350500500500500500h0(mm)465465465465465325325325325325465465465465465hf’　120.00120.00　120.00　100.00100.00　100.00　120.00120.00　120.00　1598.451598.45　1598.45　275.28　275.28　1598.451598.45　1598.45截面类型矩形第一类T形第一类T形矩形第一类T形矩形第一类T形第一类T形矩形第一类T形矩形第一类T形第一类T形矩形第一类T形as=M/a1fcbf"h0^20.22210.01110.01280.19930.00500.35830.06980.06430.35830.06540.19930.00500.01280.22210.0111￡=1-(1-2as)^20.25450.01120.01290.22450.00500.46770.07240.06650.46770.06770.22450.00500.01290.25450.0112￡b0.5180.5180.5180.5180.5180.5180.5180.5180.5180.5180.5180.5180.5180.5180.518As=a1fcbh0￡/fy1175.08475.06545.921036.83214.521509.50654.65600.831509.50611.361036.83214.52545.921175.08475.06选筋420318318420318422318318422318420318318420318实际As125676376312567631520763763152076312567637631256763ρ1=As/bh(﹪)1.00%0.61%0.61%1.00%0.61%1.74%0.87%0.87%1.74%0.87%1.00%0.61%0.61%1.00%0.61%. ρmin(﹪)0.250%0.250%0.200%0.250%0.250%0.250%0.250%0.200%0.250%0.250%0.250%0.250%0.200%0.250%0.250%表2.10-3梁斜截面受弯承载力计算（第一层）梁号LABLBCLCDγREV(kN)119.44138.19119.44b(mm)250250250h0(mm)4753254750.25βcfcbh0424.53290.47424.530.7ftbho118.8681.33118.86按构造配筋S≦150mm(28)按构造配筋选筋(双肢）8@2008@1508@200实际Asv1(mm2)50.350.350.3实际nAsv1/s1.011.011.01ρsv=nAsv1/(sb)(%)0.5030.6710.503ρsv,min=24ft/fyv(%)0.1630.1630.163注：梁端加密区的长度max(1.5hb,500)=max(1.5×500,500)=750mm,取900mm,选用8@100. 2.10.3柱的截面设计1）．柱的正截面强度计算（1）柱的计算长度本工程采用现浇式楼盖，根据《混凝土结构设计规范》（GB50010-2002）7.3.11规定，框架各层柱的计算长度对于底层柱取:mm，其余各层柱取:。（2）最小配筋率的确定因本工程为三级抗震，根据《建筑抗震设计规范》（GB50011-2001）6.3.8规定，柱纵向钢筋的最小总配筋率为0.7％，同时，每一侧配筋率不应小于0.2％。（3）据《建筑抗震设计规范》（GB50011-2001）6.2.2规定，一、二、三级框架的梁柱节点处，柱端组合的弯矩设计值应符合下式要求。（2.5）式中：——为柱端弯矩增大系数，一级抗震时取1.4，二级取1.2，三级取1.1，由于设计为三级抗震，所以取为1.1；——为节点左右梁截面反时针或顺时针方向组合的弯矩设计值之和；——为节点上下柱端截面顺时针或反时针方向组合的弯矩设计值之和，上下柱端的弯矩设计值，可按弹性分析分配。（4）截面参数的计算根据《混凝土结构设计规范》（GB50010-2002）7.3.3规定，附加偏心距应取20和偏心方向截面最大尺寸的1/30两者的较大值。轴向压力对截面重心的偏心距；轴向压力作用点至纵向普通受拉钢筋的合力点距离，其中偏心受压构件考虑二阶影响的轴向压力偏心距增大系数（2.6）式中：，当时，取；——为构件长细比对截面曲率的影响系数；当. 时，为小偏心受压，否则为大偏心受压。（5）现以一层B轴柱来说明柱截面的配筋过程，从表B柱的内力挑选中，挑出第1层B柱截面的最不利内力组。混凝土强度等级：C30（）；HPB335级钢筋（），HRB235级钢筋（第一组：上端：下端：-159.70,第二组：上端：下端：26.20,第三组：上端：下端：①柱的轴压比及剪跨比用最大轴力设计值验算轴压比：，为长柱②柱截面的配筋计算见表2.10-4，表2.10-4底层B柱截面的配筋计算　1层　柱上端柱下端M(kN.m)140.249.36140.24159.7026.20159.70N(kN)685.171216.43658.17714.931250.26714.93X106.48189.03102.28111.10194.29111.10ξbh0(mm)214.97214.97214.97214.97214.97214.97偏压类型大偏压大偏压大偏压大偏压大偏压大偏压轴压比μ0.240.420.230.250.430.25b(mm)450.00450.00450.00450.00450.00450.00h(mm)450.00450.00450.00450.00450.00450.00h0(mm)415.00415.00415.00415.00415.00415.00. e0(mm)204.687.69213.08223.3820.96223.38ea(mm)20.0020.0020.0020.0020.0020.00ei(mm)224.6827.69233.08243.3840.96243.38l0(mm)5250.005250.005250.005250.005250.005250.00l0/h11.6711.6711.6711.6711.6711.67ζ11.001.001.001.001.001.00ζ21.001.001.001.001.001.00η1.182.461.171.171.991.17e(mm)455.03258.04463.42473.73271.30473.73As(mm2)467.12555.23479.01597.22425.45597.22第一组1层B柱顶的配筋计算：根据已知条件X2）承台抗剪验算危险截面：β=3.1.6承台配筋计算根据平面布置图可知，x轴方向每个角桩所受的竖向作用力为：Mx=∑Niyi=406.28×2×0.6=487.54kN·m沿y轴方向的钢筋面积为：As=Mx/(0.9h0fy)=487.54×106/(0.9×360×500)=3009.51㎜2选配1618（As=4072㎜2）y轴方向每个角桩所受的竖向作用力为：Mx=∑Niyi=419.36×2×0.6=503.232kN·m. 沿x轴方向的钢筋面积为：As=My/(0.9h0fy)=503.232×106/(0.9×500×600)=3106.37㎜2选配1618（As=4072㎜2）3.2基础梁设计3.2.1基础梁的尺寸，，所以取b×h=250×500基础梁按抗拉构件计算，截面采用对称配筋，混凝土等级为C30；。3.2.2基础梁的正截面计算基础梁的计算：. =-1489.1mm2<0(令)最终取选用320，满足要求3.2.3基础梁的斜截面计算截面尺寸符合要求。. 只需按构造配箍，加密区实配箍筋为4@150，加密区长度为950mm.非加密区实配箍筋4@200满足要求。4楼板结构设计4.1楼板计算方法的确定根据规范规定，计算本层楼板时，将长短边之比小于2.0的楼板视为双向板，将长短边之比大于2.0的楼板视为单向板，当长边与短边长度之比大于2.0，但小于3.0时，宜按双向板计算，楼板的编号见结构布置图（图4-1）。取二层楼板配筋为例。采用C30混凝土，N/mm2，钢筋采用HPB235，=210N/mm2，板面至钢筋中心轴厚板底长跨方向为30mm，短跨方向为20mm，板厚均为120mm。室内板顶标高一致。4.2弯矩计算（1）求跨中最大正弯矩跨中最大正弯矩发生在活荷载为棋盘式布置。计算时简化为：. 1、求内支座为固定，图4-1结构布置图作用下的跨中弯矩；2、求内支座为铰支，作用下的跨中弯矩；3、求以上两种情况所求的跨中弯矩之和，得各内区格板跨中最大正弯矩。边区格板、角板，梁（边缘支座）对板的作用均视为铰支支座，计算方法同内区格板。4.3板配筋计算楼板配筋计算，表4-1表4-1楼板配筋计算计算内容B1B2B3B4B5B6B7lx4.54.54.54.5334.5ly7.157.152.12.17.152.11.41lx/ly或ly/lx0.6293710.6293710.4666670.4666670.419580.70.3133333l4.54.52.12.1331.41g=gk*1.25.1965.1964.5844.5845.1964.5845.196q=qk*1.42.82.83.53.52.83.53.5g+q/26.5966.5966.3346.3346.5966.3346.946q/21.41.41.751.751.41.751.75g+q7.9967.9968.0848.0847.9968.0848.696实际支撑系数mx10.03790.00990.00380.04080.01130.00990.0099my10.03880.05340.040.00280.03210.05340.0534四边简支系数mx20.07950.01740.01740.09650.02960.01740.0174my20.050.09650.09650.01740.06830.09650.0965支座支撑系数mx’-0.081-0.0784-0.057-0.0836-0.0569-0.0784-0.0784my’-0.0571-0.1146-0.0829-0.0569-0.0735-0.1146-0.1146Mx=mx1(g+q/2)l2+mx2ql2/28.2837817.316090.4108210.240433.6379511.110370.1972501My=my1(g+q/2)l2+my2ql2/22.7851776.5999772.2363581.8620560.3854592.905621.0731593. Mxv=Mx+0.2My8.8408168.6360860.8580920.6128413.7150431.691490.411882Myv=My+0.2Mx4.4419338.0631952.3185221.9101421.1130493.127691.1126093Mx’=mx’(g+q)l212.40313.115442.7949942.0320756.016194.139821.3554198My’=my’(g+q)l29.2455759.2455754.085542.9554214.0947525.347571.9812641h0100100808010080100跨中X方向αs=M/a1fcbh00.0603920.0093760.0066960.0259790.018480.00288030.00288rs=0.5×（1+（1-2αs)1/2)0.9688320.995290.9966410.9868370.990670.99855780.998558As=M/fyrsh0424.471951.3186336.60159179.2665101.63219.64175619.64176配筋491491491393393251251b1000100010001000100010001000h120100100120100120120配筋率=As/bh0.0040920.004910.004910.0032750.003930.00209170.002092Pmin0.20%0.20%0.20%0.20%0.20%0.20%0.20%h090907070907090跨中Y方向αs=M/a1fcbh00.0696120.0330890.027260.0096090.044640.00960550.009606rs=0.5×（1+（1-2αs)1/2)0.963890.9831730.9861790.9951720.977160.99517390.995174As=M/fyrsh0442.6067160.4221131.762859.17721217.74159.15369759.1537配筋436393393436393393251b1000100010001000100010001000h120100100120100120120配筋率=As/bh0.0036330.003930.003930.0036330.003930.0032750.002092Pmin0.20%0.20%0.20%0.20%0.20%0.20%0.20%h0100100808010080100支座X方向αs=M/a1fcbh00.0917160.030540.0222040.0420710.045230.00947850.009478rs=0.5×（1+（1-2αs)1/2)0.9518210.984490.9887720.9785020.976850.99523810.995238As=M/fyrsh0656.158168.9898122.3304292.7794252.25864.85262164.85262配筋665393393436393251251b1000100010001000100010001000h120100100120100120120配筋率=As/bh0.0055420.003930.003930.0036330.003930.00209170.002092. Pmin0.20%0.20%0.20%0.20%0.20%0.20%0.20%h090907070907090支座Y方向αs=M/a1fcbh00.079820.0583070.0421780.0353510.076320.01710490.017105rs=0.5×（1+（1-2αs)1/2)0.9583560.9699430.9784460.9820.960260.99137310.991373As=M/fyrsh0510.4408286.5404205.4779220.6247378.834105.74101105.741配筋565565565393393393296b1000100010001000100010001000h120100100120100120120配筋率=As/bh0.0047080.005650.005650.0032750.003930.0032750.002467Pmin0.20%0.20%0.20%0.20%0.20%0.20%0.20%5.楼梯结构设计5.1楼梯计算1）确定斜板厚度。斜板的水平投影净长＝4050mm(1层)，3510mm（2，3，4层），取板厚=120mm,约为板斜长的1/25~1/30.板倾斜角tana=150/270=0.56,cosa=0.874取1m宽板带计算.(a)荷载计算荷载种类荷载标准值(KN/m)恒荷载栏杆自重0.2锯齿形斜板自重25×（0.15/2+0.12/0.874）=5.3130厚水磨石面层25×0.03×（0.15+0.27）/0.27＝1.1716×0.02/0.874＝0.36. 板底20厚纸筋灰粉刷小计7.04活荷载2.5总荷载设计值P=1.2×7.04+1.4×2.5=11.95P=1.35×7.04+1.4×0.7×2.5=11.95故取P＝11.95(b)截面设计板水平计算跨度ln=4.05m(1层),ln=3.51m(2～4层)弯矩设计值M=1/10×Pln2=0.1×11.95×4.052=19.60KN.m(1层)，M=1/10×Pln2=0.1×11.95×3.512=14.72KN.m(2～4层).(1)板的有效高度h0=120-20=100mm，1层板配筋计算：αs=M/a1fcbh02=19.60×106/(1.0×14.3×1000×1002)=0.137ξ=1-(1-2αs)1/2=0.148<ξb=0.614As=a1fcbh0ξ/fy=14.3×1000×100×0.148/210=1008mm2P1=As/bh=1008/(1000×120)=0.84%>Pmin=0.45ft/fy=0.45×1.43/210=0.31%选配Φ12@110,As=1028mm2. (2)2～4层板的配筋计算：αs=M/α1fcbh02=14.72×106/(1.0×14.3×1000×1002)=0.103ξ=1-(1-2αs)1/2=0.109<ξb=0.614As=a1fcbh0ξ/fy=14.3×1000×100×0.109/210=742mm2P1=As/bh=742/(1000×120)=0.61%>Pmin=0.45ft/fy=0.45×1.43/210=0.31%选配Φ10@100,As=785mm2分布钢筋每级踏步1根Φ8.2）平台板的设计设平台板厚h=120mm,取1m宽板带计算.(a)荷载计算平台板的荷载计算见下表荷载种类荷载标准值(KN/m)30厚水磨石面层25×0.03×1＝0.75120mm厚混凝土板0.12×25=3板底抹灰0.02×16=0.32小计4.07活荷载2.5总荷载设计值1.2×4.07+1.4×2.5=8.384(b)截面设计平台板的计算跨度lo=2.0-0.2/2-0.2/2=1.8m.. 弯矩设计值M=1/10×Pln2=0.1×8.384×1.82=2.716KN.m.板的有效高度ho=120-20=100mm.αs=M/α1fcbh02=(2.716×106/1.0×14.3×1000×1002)=0.019ξ=1-(1-2αs)1/2=1-(1-2×0.019)1/2=0.0192<ξb=0.614As=a1fcbh0ξ/fy=14.3×1000×100×0.0192/210=131mm2P1=As/bh=131/(1000×120)=0.11%Pmin=0.45ft/fy=0.45×1.43/300=0.21%选配320,As=942mm2b、（2～4层）：αs=M/α1fcbfh02=79.27×106/（1.0×14.3×800×3152)=0.070ξ=1-(1-2αs)1/2=1-(1-2×0.070)1/2=0.073. <ξb=0.614As=a1fcbfh0ξ/fy=14.3×800×315×0.073/360=731mm2P1=As/bh=731/(200×350)=1.04%>Pmin=0.45ft/fy=0.45×1.43/300=0.21%选配320,As=942mm22)斜截面受剪承载力计算。配置Φ6@200箍筋.则斜截面受剪承载力Vu=0.7ftbho+1.25fyvAsvho/s=0.7×1.43×200×315+1.25×210×56.6×315/200=86.46kN>77.18kN6电算与手算的分析比较本毕业设计的结构计算重点是手算，并利用软件中作为参照，检验手算结果。现将电算手算对比情况及其又关问题分述如下。6.1、总体控制数据的对比建筑物的总重力荷载代表值；建筑物沿所取计算方向的基本自振周期（第一周期）；建筑物在给定地震参数作用下所产生的总水平地震作用标准值；建筑物顶点位移比。表6-1给出了这些总体数据的对比结果，可以看出手算与电算在总体上保持基本的一致性，两种结果相差不太大。. 表6-1总体控制数据对比项目电算结果手算结果误差64702.361212.285.4％0.6350.6461.7％2544.892398.605.7％1/21091/175715.6％6.2、柱轴压比的对比柱的轴压比对柱而言是一项基本控制数据，表6-2给出的对比情况表明各层柱结果误差不太大。经过分析可能是手算是根据梁端剪力计算柱的轴力的，它已经考虑了梁端在竖向荷载作用下产生不同弯矩对剪力的影响，而电算程序却没有如此考虑。但，两种方法的轴压比均符合规范要求。一层B柱的轴压比可根据以下公式求得：电算结果为：0.41误差为：4.6％表6-2柱轴压比对比柱位层号电算结果手算结果误差B轴柱一层0.410.534.6％三层0.200.2210％四层0.110.129.1％6.3梁跨中配筋结果的对比配筋计算结果是框架抗震设计的最终目的，但配筋计算前要经过向当多的计算阶段，特别是多种内力组合，在这些过程中都很容易出现误差，因此在配筋问题上期待电算与手算的完全一致是不现实的。但两者之差又不能过分悬殊，否则将失去设计意义。表6-3梁跨中配筋对比层号截面电算结果手算结果误差. 一层AB跨中7467632.3％BC跨中6356015.4％CD跨中7467632.3％6.4、柱配筋结果的对比柱配筋结果对比状况列于表6-4内从对比中发现手算结果与电算结果相差不大。按理论可知，同一根柱的轴力由底层到顶层是逐渐减少的，手算结果基本符合这一规律。而产生顶层柱的配筋所算结果比电算结构小的原因可能是电算是在一定的规律范围内取值，而且均取整数。因此，本设计中的手算误差应属于允许范围之内。表6-4柱配筋结果对比柱位层号电算结果手算结果误差B轴柱一层1000710.129％三层800710.111.3％四层700710.11.4％7毕业设计总结. 为期一个学期的毕业设计结束了，埋头于毕业设计的过程是艰辛的，但看到自己的工作成果却又是兴奋和欢喜的。通过毕业设计，我们把大学四年所学到的知识作了一次系统的归纳与总结，加深了我对各门课程的了解，在温故知新的同时，巩固了我的知识。首先，作为学生的我们，平时绝大多数的专业知识都来自课本，自己动手实践所获的甚少。所以，要我自己单独完成一份设计，在此过程中遇到了很多可能和知识盲点。但我也借此机会查阅了大量相关书籍和设计规程，把不清楚、不熟悉的东西借此机会得到了更新和巩固。譬如《房屋建筑学》、《《混凝土结构施工图平面整体表示方法制图规则和构造详图》等给了我很多的指引，帮助我顺利的完成这份毕业设计。再者，对于结构设计方面的内容，虽然我们在之前的各个课程当中都有所接触，也做过相关的课程设计，但对设计的过程认识都不深。《混凝土结构设计原理》、《混凝土结构设计》、《基础工程》、《建筑结构抗震》、《高层建筑结构设计》等课程是这次设计当中用得最多的书籍，再次翻阅这些课本的同时，进一步加深了巩固了我知识，在这次的设计当中可谓学以致用了。除了查看资料，在遇到不懂的时候，与老师和同学的相互交流、探讨更是有了事半功倍之效，加快了我的工作进度。在毕业设计之前，我用上CAD制图和PKPM电算的机会不多，通过这次毕业设计，大大的加深了我对这些软件的认识，运用的速度也明显提高了许多。各种相关的规范对我的设计起到了指引的作用，也让我对相关的结构设计规范、规程也有了进一步的熟悉。例如：《建筑结构荷载规范》（GB50009-2001）、《混凝土结构设计规范》（GB50010-2002）、《高层建筑混凝土结构技术规程》（JGJ3-2002）、《建筑抗震设计规范》（GB50011-2001）、《建筑地基基础设计规范》（GB50007-2002）、《混凝土结构施工图平面整体表示方法制图规则和构造详图》（03G101-01）等。总之，毕业设计让我把大学四年的专业知识重新复习了一遍，在此过程中所学知识得到了系统地归纳，知识得到了丰富、更新和巩固。最后，由于初次做完整的设计，在设计过程中遇到了很多问题，但在xxx老师的指导下顺利解决，在此表示衷心感谢！因为水平有限，本设计有不妥之处，敬请老师批评指正，不胜感激！. 致谢在本次设计中，我遇到不少困难和疑问，但在指导老师xxx老师的耐心指点，以及李时聪等同学的无私帮助和建议，使得我毕业设计能顺利进行。并且和其他同学相互交流心得体会和经验的过程中，积累了不少的经验和方法，理清了工作的思路，减少不必要的错误，在此向他们致以我衷心的谢意。. 参考文献1.《建筑制图标准》（GB/T50104-2001）.北京：中国建筑工业出版社，20022.《房屋建筑制图统一标准》（GB/T50001—2001）.北京：中国建筑工业出版社，20023.《办公建筑设计规范》（JGJ67-89）.北京：中国建筑工业出版社，19904.《中南地区建筑设计标准图集》（88ZJ001）.北京：中国环境科学出版社，19895.《民用建筑设计通则》（JGJ37-87）北京：中国建筑工业出版社，19886．《建筑结构可靠度设计统一标准》（GB50068-2001）.北京：中国建筑工业出版社，20027．《建筑结构荷载规范》（GB50009-2001）.北京：中国建筑工业出版社，20028．《高层建筑混凝土结构技术规范》（JGJ3-2002）.北京：中国建筑工业出版社，20019．《混凝土结构设计规范》（GB50010-2002）.北京：中国建筑工业出版社，200210．《建筑抗震设计规范》（GB50011-2001）.北京：中国建筑工业出版社，200111．《建筑桩基技术规范》（JGJ94-94）.北京：中国建筑工业出版社，199412.《建筑结构制图标准》(GB/T50105-2001).北京：中国建筑工业出版社，200213.《建筑结构设计术语和符号标准》（GB/T50085-2001）.北京：中国建筑工业出版社，200114．《建筑地基基础设计规范》（GB50007-2002）.北京：中国建筑工业出版社，200215．候治国、杨锡琪主编,《钢筋混凝土结构》，冶金工业出版社16．李汝庚，张季超主编,《混凝土结构设计原理》(教材)，北京：中国环境科学出版社，200317.李汝庚,张季超主编,《混凝土结构设计》(教材)，北京：中国环境科学出版社，200318.周云主编，《高层建筑结构设计》，北京：武汉理工大学出版社，2006. 附录1PKPM软件包软件电算结果1建筑结构的总信息总信息..............................................结构材料信息:钢砼结构混凝土容重(kN/m3):Gc=25.00钢材容重(kN/m3):Gs=78.00水平力的夹角(Rad):ARF=0.00地下室层数:MBASE=0竖向荷载计算信息:按模拟施工加荷计算方式风荷载计算信息:计算X,Y两个方向的风荷载地震力计算信息:计算X,Y两个方向的地震力特殊荷载计算信息:不计算结构类别:框架结构裙房层数:MANNEX=0转换层所在层号：MCHANGE=0墙元细分最大控制长度(m)DMAX=2.00墙元侧向节点信息:内部节点是否对全楼强制采用刚性楼板假定否采用的楼层刚度算法层间剪力比层间位移算法结构所在地区广东风荷载信息..........................................修正后的基本风压(kN/m2):WO=0.50. 地面粗糙程度:C类结构基本周期（秒）:T1=0.30体形变化分段数:MPART=1各段最高层号:NSTi=4各段体形系数:USi=1.30地震信息............................................振型组合方法(CQC耦联;SRSS非耦联)CQC计算振型数:NMODE=12地震烈度:NAF=7.00场地类别:KD=2设计地震分组:一组特征周期TG=0.35多遇地震影响系数最大值Rmax1=0.08罕遇地震影响系数最大值Rmax2=0.50框架的抗震等级:NF=1剪力墙的抗震等级:NW=3活荷质量折减系数:RMC=0.50周期折减系数:TC=0.70结构的阻尼比(%):DAMP=5.00是否考虑偶然偏心:否是否考虑双向地震扭转效应:否斜交抗侧力构件方向的附加地震数=0活荷载信息..........................................考虑活荷不利布置的层数从第1到4层柱、墙活荷载是否折减不折算传到基础的活荷载是否折减折算------------柱，墙，基础活荷载折减系数-------------. 计算截面以上的层数---------------折减系数11.002---30.854---50.706---80.659---200.60>200.55调整信息........................................中梁刚度增大系数：BK=2.00梁端弯矩调幅系数：BT=0.85梁设计弯矩增大系数：BM=1.00连梁刚度折减系数：BLZ=0.70梁扭矩折减系数：TB=0.40全楼地震力放大系数：RSF=1.000.2Qo调整起始层号：KQ1=00.2Qo调整终止层号：KQ2=0顶塔楼内力放大起算层号：NTL=0顶塔楼内力放大：RTL=1.00九度结构及一级框架梁柱超配筋系数CPCOEF91=1.15是否按抗震规范5.2.5调整楼层地震力IAUTO525=1是否调整与框支柱相连的梁内力IREGU_KZZB=0剪力墙加强区起算层号LEV_JLQJQ=1强制指定的薄弱层个数NWEAK=0配筋信息........................................梁主筋强度(N/mm2):IB=360柱主筋强度(N/mm2):IC=360墙主筋强度(N/mm2):IW=300梁箍筋强度(N/mm2):JB=210. 柱箍筋强度(N/mm2):JC=210墙分布筋强度(N/mm2):JWH=210梁箍筋最大间距(mm):SB=200.00柱箍筋最大间距(mm):SC=200.00墙水平分布筋最大间距(mm):SWH=150.00墙竖向筋分布最小配筋率(%):RWV=0.30单独指定墙竖向分布筋配筋率的层数:NSW=0单独指定的墙竖向分布筋配筋率(%):RWV1=0.60设计信息........................................结构重要性系数:RWO=1.00柱计算长度计算原则:有侧移梁柱重叠部分简化:不作为刚域是否考虑P-Delt效应：否柱配筋计算原则:按单偏压计算钢构件截面净毛面积比:RN=0.85梁保护层厚度(mm):BCB=25.00柱保护层厚度(mm):ACA=35.00是否按砼规范(7.3.11-3)计算砼柱计算长度系数:否荷载组合信息........................................恒载分项系数:CDEAD=1.20活载分项系数:CLIVE=1.40风荷载分项系数:CWIND=1.40水平地震力分项系数:CEA_H=1.30竖向地震力分项系数:CEA_V=0.50特殊荷载分项系数:CSPY=0.00活荷载的组合系数:CD_L=0.70风荷载的组合系数:CD_W=0.60活荷载的重力荷载代表值系数:CEA_L=0.50. 剪力墙底部加强区信息.................................剪力墙底部加强区层数IWF=2剪力墙底部加强区高度(m)Z_STRENGTHEN=9.15**********************************************************各层的质量、质心坐标信息**********************************************************层号塔号质心X质心Y质心Z恒载质量活载质量(m)(m)(t)(t)4120.98315.44716.9501847.432.83120.99415.47613.0501522.6136.32120.99415.4769.1501522.6136.31120.98915.4685.2501577.6136.0活载产生的总质量(t):441.411恒载产生的总质量(t):6470.230结构的总质量(t):6911.642恒载产生的总质量包括结构自重和外加恒载结构的总质量包括恒载产生的质量和活载产生的质量活载产生的总质量和结构的总质量是活载折减后的结果(1t=1000kg)**********************************************************各层构件数量、构件材料和层高**********************************************************层号塔号梁数柱数墙数层高累计高度(混凝土)(混凝土)(混凝土)(m)(m)11145(30)80(30)0(30)5.2505.25021145(30)80(30)0(30)3.9009.15031145(30)80(30)0(30)3.90013.05041136(30)80(30)0(30)3.90016.950**********************************************************风荷载信息*. *********************************************************层号塔号风荷载X剪力X倾覆弯矩X风荷载Y剪力Y倾覆弯矩Y4152.3552.3204.2271.61271.61059.33145.9598.3587.5238.40510.03048.32141.59139.91133.1215.81725.85879.01150.35190.22131.9261.25987.111061.1=========================================================================各楼层等效尺寸(单位:m,m**2)=========================================================================层号塔号面积形心X形心Y等效宽B等效高H最大宽BMAX最小宽BMIN111234.3320.8315.1082.8615.6882.8615.68211237.9720.8315.1082.8415.6782.8415.67311237.9720.8315.1082.8415.6782.8415.67411311.7520.8315.4282.5015.9082.5015.90=========================================================================各楼层的单位面积质量分布(单位:kg/m**2)=========================================================================层号塔号单位面积质量g[i]质量比max(g[i]/g[i-1],g[i]/g[i+1])111388.331.04211339.991.00311339.991.00411433.391.07=========================================================================计算信息=========================================================================ProjectFileName:001计算日期:2009.5.24开始时间:14:53:11可用内存:736.00MB第一步:计算每层刚度中心、自由度等信息. 开始时间:14:53:11第二步:组装刚度矩阵并分解开始时间:14:53:12FALE自由度优化排序BeginningTime:14:53:13.23EndTime:14:53:13.54TotalTime(s):0.31FALE总刚阵组装BeginningTime:14:53:13.54EndTime:14:53:13.82TotalTime(s):0.28VSS总刚阵LDLT分解BeginningTime:14:53:13.82EndTime:14:53:13.84TotalTime(s):0.02VSS模态分析BeginningTime:14:53:13.85EndTime:14:53:13.87TotalTime(s):0.02形成地震荷载向量形成风荷载向量形成垂直荷载向量VSSLDLT回代求解BeginningTime:14:53:14.45EndTime:14:53:14.46TotalTime(s):0.01FALE自由度优化排序BeginningTime:14:53:14.50EndTime:14:53:14.95TotalTime(s):0.45. FALE总刚阵组装BeginningTime:14:53:14.95EndTime:14:53:15.15TotalTime(s):0.20VSS总刚阵LDLT分解BeginningTime:14:53:15.17EndTime:14:53:15.17TotalTime(s):0.00EndTime:14:53:15.18TotalTime(s):0.01第五步:计算杆件内力开始时间:14:53:15活载随机加载计算计算杆件内力结束日期:2009.5.24时间:14:53:18总用时:0:0:7=========================================================================各层刚心、偏心率、相邻层侧移刚度比等计算信息FloorNo:层号TowerNo:塔号Xstif，Ystif:刚心的X，Y坐标值Alf:层刚性主轴的方向Xmass，Ymass:质心的X，Y坐标值Gmass:总质量Eex，Eey:X，Y方向的偏心率Ratx，Raty:X，Y方向本层塔侧移刚度与下一层相应塔侧移刚度的比值Ratx1，Raty1:X，Y方向本层塔侧移刚度与上一层相应塔侧移刚度70%的比值或上三层平均侧移刚度80%的比值中之较小者RJX，RJY，RJZ:结构总体坐标系中塔的侧移刚度和扭转刚度. =========================================================================FloorNo.1TowerNo.1Xstif=20.8260(m)Ystif=15.4160(m)Alf=45.0000(Degree)Xmass=20.9889(m)Ymass=15.4680(m)Gmass=1849.7074(t)Eex=0.0063Eey=0.0020Ratx=1.0000Raty=1.0000Ratx1=0.8667Raty1=0.9714薄弱层地震剪力放大系数=1.15RJX=4.9182E+05(kN/m)RJY=4.5114E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.2TowerNo.1Xstif=20.8260(m)Ystif=15.4160(m)Alf=45.0000(Degree)Xmass=20.9938(m)Ymass=15.4761(m)Gmass=1795.1411(t)Eex=0.0065Eey=0.0023Ratx=1.4148Raty=1.2815Ratx1=1.2145Raty1=1.2463薄弱层地震剪力放大系数=1.00RJX=6.9585E+05(kN/m)RJY=5.7814E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.3TowerNo.1Xstif=20.8260(m)Ystif=15.4160(m)Alf=45.0000(Degree)Xmass=20.9938(m)Ymass=15.4761(m)Gmass=1795.1412(t)Eex=0.0065Eey=0.0023Ratx=1.0286Raty=1.0160Ratx1=1.2489Raty1=1.2744薄弱层地震剪力放大系数=1.00RJX=7.1576E+05(kN/m)RJY=5.8738E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.4TowerNo.1Xstif=20.8260(m)Ystif=15.4160(m)Alf=45.0000(Degree)Xmass=20.9831(m)Ymass=15.4466(m)Gmass=1913.0634(t)Eex=0.0061Eey=0.0012Ratx=1.0009Raty=0.9808. Ratx1=1.2500Raty1=1.2500薄弱层地震剪力放大系数=1.00RJX=7.1638E+05(kN/m)RJY=5.7612E+05(kN/m)RJZ=0.0000E+00(kN/m)=========================================================================抗倾覆验算结果=========================================================================抗倾覆弯矩Mr倾覆弯矩Mov比值Mr/Mov零应力区(%)X风荷载2851052.02149.71326.250.00Y风荷载549475.511153.949.260.00X地震2851052.031636.590.120.00Y地震549475.529468.918.650.00=========================================================================结构整体稳定验算结果=========================================================================层号X向刚度Y向刚度层高上部重量X刚重比Y刚重比10.492E+060.451E+065.2569116.37.3634.2720.696E+060.578E+063.9051980.52.2143.3830.716E+060.587E+063.9035391.78.8864.7340.716E+060.576E+063.9018802.148.59119.50该结构刚重比Di*Hi/Gi大于10,能够通过高规(5.4.4)的整体稳定验算该结构刚重比Di*Hi/Gi大于20,可以不考虑重力二阶效应***********************************************************************楼层抗剪承载力、及承载力比值***********************************************************************Ratio_Bu:表示本层与上一层的承载力之比----------------------------------------------------------------------层号塔号X向承载力Y向承载力Ratio_Bu:X,Y----------------------------------------------------------------------410.6851E+040.8060E+041.001.00310.8672E+040.9378E+041.271.16210.1004E+050.1121E+051.161.20. 110.1022E+050.1078E+051.020.962周期、地震力与振型输出文件======================================================================周期、地震力与振型输出文件(VSS求解器)======================================================================考虑扭转耦联时的振动周期(秒)、X,Y方向的平动系数、扭转系数振型号周期转角平动系数(X+Y)扭转系数11.058190.160.99(0.00+0.99)0.0121.028369.880.01(0.00+0.01)0.9930.9863179.901.00(1.00+0.00)0.0040.326190.160.99(0.00+0.99)0.0150.317068.400.01(0.00+0.01)0.9960.3065179.881.00(1.00+0.00)0.0070.174390.220.99(0.00+0.99)0.0180.169440.710.03(0.02+0.01)0.9790.1677179.390.98(0.98+0.00)0.02100.117490.550.99(0.00+0.99)0.01110.11580.971.00(1.00+0.00)0.00120.1138123.240.02(0.00+0.01)0.98地震作用最大的方向=-89.990(度)============================================================仅考虑X向地震作用时的地震力Floor:层号. Tower:塔号F-x-x:X方向的耦联地震力在X方向的分量F-x-y:X方向的耦联地震力在Y方向的分量F-x-t:X方向的耦联地震力的扭矩振型1的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)410.01-2.59-7.24310.01-2.01-5.64210.00-1.55-4.34110.00-0.96-2.68振型2的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)411.554.37-979.59311.263.38-763.81210.982.60-587.45110.621.61-362.44振型3的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)41990.00-1.771023.2531778.09-1.36797.3121610.54-1.05615.2711392.80-0.65383.53振型4的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m). 410.001.183.32310.00-0.01-0.01210.00-1.02-2.88110.00-1.18-3.33振型5的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)41-0.82-2.09466.7231-0.030.01-2.64210.701.81-406.14110.842.10-469.39振型6的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)41-421.610.91-464.3631-13.20-0.016.9221352.48-0.79405.6311429.48-0.92469.87振型7的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)410.00-0.47-1.34310.000.631.78210.000.290.82110.00-0.69-1.96振型8的地震力-------------------------------------------------------. FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)412.071.75-388.7031-2.67-2.33519.3321-1.38-1.08239.83112.932.56-572.16振型9的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)41121.19-1.27385.6131-156.661.70-520.9421-80.810.79-239.7911171.97-1.87570.27振型10的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)410.000.200.55310.01-0.54-1.4521-0.010.621.67110.00-0.37-0.99振型11的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)41-21.63-0.3536.423156.320.94-94.2521-63.34-1.07107.731136.140.63-64.27. 振型12的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)41-0.100.15-35.35310.26-0.4093.7121-0.300.45-107.45110.17-0.2763.45各振型作用下X方向的基底剪力-------------------------------------------------------振型号剪力(kN)10.0224.4132771.4340.0050.696347.1470.0080.95955.68100.00117.49120.03各层X方向的作用力(CQC)Floor:层号Tower:塔号Fx:X向地震作用下结构的地震反应力Vx:X向地震作用下结构的楼层剪力Mx:X向地震作用下结构的弯矩StaticFx:静力法X向的地震力. ------------------------------------------------------------------------------------------FloorTowerFxVx(分塔剪重比)(整层剪重比)MxStaticFx(kN)(kN)(kN-m)(kN)(注意:下面分塔输出的剪重比不适合于上连多塔结构)411081.551081.55(5.75%)(5.75%)4218.031864.8431796.421821.70(5.15%)(5.15%)11264.451072.7721714.332385.92(4.59%)(4.59%)20373.78752.1711615.392799.69(4.05%)(4.05%)34669.45445.83抗震规范(5.2.5)条要求的X向楼层最小剪重比=1.60%X方向的有效质量系数:100.00%============================================================仅考虑Y向地震时的地震力Floor:层号Tower:塔号F-y-x:Y方向的耦联地震力在X方向的分量F-y-y:Y方向的耦联地震力在Y方向的分量F-y-t:Y方向的耦联地震力的扭矩振型1的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)41-2.48927.562591.0931-2.04720.472020.6721-1.59554.511554.2811-0.99342.34958.98振型2的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)414.2111.84-2656.63. 313.419.16-2071.44212.667.05-1593.15111.684.36-982.93振型3的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)41-1.730.00-1.7931-1.360.00-1.3921-1.070.00-1.0711-0.690.00-0.67振型4的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)411.22-440.55-1242.86310.062.475.3521-1.06382.611079.0511-1.25442.341247.56振型5的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)41-2.19-5.551240.6631-0.090.04-7.02211.874.82-1079.63112.255.58-1247.76振型6的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t. (kN)(kN)(kN-m)410.970.001.07310.030.00-0.0221-0.810.00-0.9411-0.990.00-1.09振型7的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)41-0.52131.32371.35310.67-175.32-494.29210.35-81.26-228.0911-0.74192.82545.40振型8的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)411.951.64-365.8531-2.51-2.19488.8021-1.30-1.02225.73112.762.41-538.53振型9的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)41-1.430.01-4.54311.84-0.026.13210.95-0.012.8211-2.020.02-6.71振型10的地震力. -------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)410.24-23.58-63.3831-0.6262.46167.26210.69-71.54-191.8011-0.3942.16113.56振型11的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)41-0.41-0.010.69311.070.02-1.7921-1.20-0.022.05110.690.01-1.22振型12的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)410.17-0.2661.4631-0.460.69-162.92210.52-0.79186.8011-0.290.46-110.31各振型作用下Y方向的基底剪力-------------------------------------------------------振型号剪力(kN)12544.89232.4230.014386.88. 54.8860.00767.5680.8590.01109.49110.00120.10各层Y方向的作用力(CQC)Floor:层号Tower:塔号Fy:Y向地震作用下结构的地震反应力Vy:Y向地震作用下结构的楼层剪力My:Y向地震作用下结构的弯矩StaticFy:静力法Y向的地震力------------------------------------------------------------------------------------------FloorTowerFyVy(分塔剪重比)(整层剪重比)MyStaticFy(kN)(kN)(kN-m)(kN)(注意:下面分塔输出的剪重比不适合于上连多塔结构)411044.311044.31(5.55%)(5.55%)4072.801762.1331751.781724.14(4.87%)(4.87%)10724.181001.6321691.032232.71(4.30%)(4.30%)19192.93702.2911606.072607.87(3.77%)(3.77%)32405.74416.26抗震规范(5.2.5)条要求的Y向楼层最小剪重比=1.60%Y方向的有效质量系数:100.00%==========各楼层地震剪力系数调整情况[抗震规范(5.2.5)验算]==========层号X向调整系数Y向调整系数11.0001.00021.0001.00031.0001.000. 41.0001.0003SATWE位移输出文件SATWE位移输出文件所有位移的单位为毫米Floor:层号Tower:塔号Jmax:最大位移对应的节点号JmaxD:最大层间位移对应的节点号Max-(Z):节点的最大竖向位移h:层高Max-(X)，Max-(Y):X,Y方向的节点最大位移Ave-(X)，Ave-(Y):X,Y方向的层平均位移Max-Dx，Max-Dy:X,Y方向的最大层间位移Ave-Dx，Ave-Dy:X,Y方向的平均层间位移Ratio-(X),Ratio-(Y):最大位移与层平均位移的比值Ratio-Dx,Ratio-Dy:最大层间位移与平均层间位移的比值Max-Dx/h，Max-Dy/h:X,Y方向的最大层间位移角DxR/Dx,DyR/Dy:X,Y方向的有害位移角占总位移角的百分比例Ratio_AX,Ratio_AY:本层位移角与上层位移角的1.3倍及上三层平均位移角的1.2倍的比值的大者X-Disp，Y-Disp，Z-Disp:节点X,Y,Z方向的位移===工况1===X方向地震力作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX. 4134213.0213.001.003900.3421.511.511.001/2579.68.6%0.833125511.5911.581.003900.2552.552.551.001/1530.34.7%1.40211689.119.101.003900.1683.433.431.001/1136.23.3%1.5411815.705.691.005250.815.705.691.001/921.99.9%1.41X方向最大值层间位移角:1/921.===工况2===Y方向地震力作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/hDyR/DyRatio_AY4141814.4514.191.023900.4181.851.821.021/2109.61.8%0.833133712.7112.481.023900.3372.992.941.021/1302.31.5%1.35212509.819.631.023900.2503.94.871.021/990.11.2%1.47111635.905.791.025250.1635.905.791.021/890.99.9%1.25Y方向最大值层间位移角:1/890.===工况3===X方向风荷载作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/hDxR/DxRatio_AX413450.810.801.003900.3450.080.081.001/9999.83.8%0.83312580.730.731.003900.2580.140.141.001/9999.47.5%1.53211710.590.591.003900.1710.210.211.001/9999.37.0%1.77. 11840.380.381.005250.840.380.381.001/9999.99.9%1.67X方向最大值层间位移角:1/9999.===工况4===Y方向风荷载作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/hDyR/DyRatio_AY414184.844.841.003900.4180.500.501.001/7738.77.4%0.83313374.344.331.003900.3370.890.891.001/4363.44.9%1.48212503.443.441.003900.2501.301.291.001/3011.23.1%1.70111632.152.151.005250.1632.152.151.001/2445.99.9%1.48Y方向最大值层间位移角:1/2445.===工况5===竖向恒载作用下的楼层最大位移FloorTowerJmaxMax-(Z)41403-0.0831322-1.6221235-1.7511148-1.36===工况6===竖向活载作用下的楼层最大位移FloorTowerJmaxMax-(Z)41380-0.2431296-0.5121209-0.4511122-0.35. 4底层最大内力组合***********************************************************************OutputofCombinedForceofCOLUMN,WALLandBRACEon1stFloor**(AlltheForcesherearetheDesignValues)**WDCNL.OUT**----------------------------------------------------------------**Symbols:**Rlive---Reductionfactorofliveloads**N-C,N-WC,N-G---ElementnumberofCOLUMN,SHEARWALLandBRACE**LoadCase---CombinationnumbercontroledobjectiveCombined**NODENo---NodalNumberofCOLUMNandBRACE**Shear-X,Shear-Y---ShearforceinX,Ydirection(kN)**Axial---Axialforce(kN)**Moment-X,Moment-Y---MomentinX,Ydirection(kN-m)**Vxmax,Vymax---CombinationofmaximumshearinX,Ydirection(kN)**Nmin---Combinationofabsoluteminimumaxialforce(kN)**Nmax---Combinationofabsolutemaximumaxialforce(kN)**Mxmax---CombinationofmaximummomentinXdirection(kN-m)**Mymax---CombinationofmaximummomentinYdirection(kN-m)**D+L---Combinationof1.2*(deadload)+1.4*(liveload)**NE---Combinationmarkofseismicforce(1-Yes,0-No)**J1,J2---NodalnumberofWALL-COLUMNattheleftandrithtend*. *Shear,Axial,Moment---Shear,axialandmomentofeachWALL_COLUMN**Xod,Yod---CentercoordinatesofCombinationForce(Mx,My=0)**SumofAxial---sumofverticalforces(kN)***********************************************************************Total-Columns=80Total-Wall-Columns=0Total-Brace=0Rlive=0.70N-CNODECritical(LoadCase)NoShear-XShear-YAxialMoment-XMoment-YNECondition------------------------------------------------------------------------------1(29)8146.113.7-846.3-26.0143.21Vxmax1(31)813.054.0-815.2-156.66.01Vymax1(32)81-41.78.7-491.0-12.8-135.61Nmin1(1)812.814.1-831.5-24.34.80Nmax1(31)813.054.0-815.2-156.66.01Mxmax1(29)8146.113.7-846.3-26.0143.21Mymax1(1)812.713.0-758.1-22.44.60D+L------------------------------------------------------------------------------2(28)85-52.37.2-772.9-10.3-153.91Vxmax2(31)850.652.8-861.7-154.71.81Vymax2(34)85-0.7-37.1-532.6127.5-2.11Nmin2(1)85-0.110.2-876.9-17.6-0.20Nmax2(31)850.652.8-861.7-154.71.81Mxmax2(28)85-52.37.2-772.9-10.3-153.91Mymax2(1)85-0.19.9-816.3-17.2-0.20D+L------------------------------------------------------------------------------3(28)89-54.513.0-848.8-20.7-157.81Vxmax3(31)89-0.558.6-1030.1-164.8-0.11Vymax3(34)89-1.7-32.5-670.8119.6-3.81Nmin3(1)89-1.416.5-1061.7-28.5-2.50Nmax3(31)89-0.558.6-1030.1-164.8-0.11Mxmax. 3(28)89-54.513.0-848.8-20.7-157.81Mymax3(1)89-1.315.5-974.9-26.7-2.30D+L------------------------------------------------------------------------------4(29)9354.615.5-849.7-28.3157.91Vxmax4(31)931.958.7-1031.1-165.04.11Vymax4(34)930.3-32.5-672.6119.7-0.31Nmin4(1)931.416.6-1063.3-28.62.40Nmax4(31)931.958.7-1031.1-165.04.11Mxmax4(29)9354.615.5-849.7-28.3157.91Mymax4(1)931.315.5-976.3-26.82.30D+L------------------------------------------------------------------------------5(28)98-51.67.8-751.3-12.0-152.71Vxmax5(31)980.553.2-855.9-155.61.81Vymax5(34)98-0.8-37.2-525.7128.0-2.11Nmin5(1)98-0.110.3-869.3-17.8-0.20Nmax5(31)980.553.2-855.9-155.61.81Mxmax5(28)98-51.67.8-751.3-12.0-152.71Mymax5(1)98-0.110.1-810.0-17.4-0.20D+L------------------------------------------------------------------------------6(29)10351.615.9-1031.0-28.6152.71Vxmax6(31)1030.759.7-1131.7-166.82.01Vymax6(34)103-0.7-32.0-755.3119.1-2.01Nmin6(1)1030.017.5-1179.4-30.20.00Nmax6(31)1030.759.7-1131.7-166.82.01Mxmax6(28)103-51.614.3-1027.4-23.6-152.71Mymax6(1)1030.016.5-1085.7-28.40.00D+L------------------------------------------------------------------------------7(28)107-51.68.0-746.3-12.9-152.71Vxmax7(31)1070.753.3-850.4-155.91.91Vymax7(34)107-0.7-37.5-520.5128.7-2.01Nmin. 7(1)1070.010.2-862.7-17.60.00Nmax7(31)1070.753.3-850.4-155.91.91Mxmax7(28)107-51.68.0-746.3-12.9-152.71Mymax7(1)1070.010.0-804.2-17.20.00D+L------------------------------------------------------------------------------8(28)111-51.614.6-1028.6-24.6-152.71Vxmax8(31)1110.759.8-1132.5-167.31.91Vymax8(34)111-0.7-32.2-755.2119.6-2.01Nmin8(1)1110.017.5-1179.9-30.20.00Nmax8(31)1110.759.8-1132.5-167.31.91Mxmax8(28)111-51.614.6-1028.6-24.6-152.71Mymax8(1)1110.016.5-1086.1-28.40.00D+L------------------------------------------------------------------------------9(28)115-51.68.3-746.7-13.9-152.71Vxmax9(31)1150.753.4-850.4-156.41.91Vymax9(34)115-0.7-37.6-519.8129.2-2.01Nmin9(1)1150.010.2-862.3-17.60.00Nmax9(31)1150.753.4-850.4-156.41.91Mxmax9(28)115-51.68.3-746.7-13.9-152.71Mymax9(1)1150.010.0-803.8-17.20.00D+L------------------------------------------------------------------------------10(29)11951.615.3-1032.2-26.6152.71Vxmax10(31)1190.760.1-1135.2-168.12.01Vymax10(34)119-0.6-32.2-756.7120.0-1.91Nmin10(1)1190.017.7-1182.4-30.50.00Nmax10(31)1190.760.1-1135.2-168.12.01Mxmax10(29)11951.615.3-1032.2-26.6152.71Mymax10(1)1190.016.6-1088.3-28.60.00D+L------------------------------------------------------------------------------11(28)124-51.615.3-1032.1-26.5-152.71Vxmax. 11(31)1240.660.2-1135.4-168.41.91Vymax11(34)124-0.7-32.3-756.5120.3-2.01Nmin11(1)1240.017.7-1182.4-30.4-0.10Nmax11(31)1240.660.2-1135.4-168.41.91Mxmax11(28)124-51.615.3-1032.1-26.5-152.71Mymax11(1)1240.016.6-1088.3-28.6-0.10D+L------------------------------------------------------------------------------12(28)129-51.68.4-746.7-14.1-152.71Vxmax12(31)1290.753.7-850.9-157.22.01Vymax12(34)129-0.7-37.9-519.1130.1-2.01Nmin12(1)1290.010.2-862.2-17.60.00Nmax12(31)1290.753.7-850.9-157.22.01Mxmax12(28)129-51.68.4-746.7-14.1-152.71Mymax12(1)1290.010.0-803.7-17.20.00D+L------------------------------------------------------------------------------13(28)133-51.614.7-1028.6-24.7-152.71Vxmax13(31)1330.760.3-1133.4-168.71.91Vymax13(34)133-0.7-32.6-754.1121.1-2.01Nmin13(1)1330.017.5-1179.8-30.10.00Nmax13(31)1330.760.3-1133.4-168.71.91Mxmax13(28)133-51.614.7-1028.6-24.7-152.71Mymax13(1)1330.016.5-1086.0-28.40.00D+L------------------------------------------------------------------------------14(28)137-51.68.0-746.0-13.0-152.71Vxmax14(31)1370.753.9-851.4-157.81.91Vymax14(34)137-0.7-38.1-518.7130.7-2.01Nmin14(1)1370.010.2-862.2-17.50.00Nmax14(31)1370.753.9-851.4-157.81.91Mxmax14(28)137-51.68.0-746.0-13.0-152.71Mymax14(1)1370.010.0-803.7-17.10.00D+L. ------------------------------------------------------------------------------15(29)14151.615.9-1029.0-28.5152.71Vxmax15(31)1410.760.6-1135.0-169.52.01Vymax15(34)141-0.6-32.7-754.6121.6-2.01Nmin15(1)1410.017.6-1181.1-30.30.00Nmax15(31)1410.760.6-1135.0-169.52.01Mxmax15(29)14151.615.9-1029.0-28.5152.71Mymax15(1)1410.016.5-1087.1-28.50.00D+L------------------------------------------------------------------------------16(29)14551.616.2-1040.4-29.2152.61Vxmax16(31)1450.860.8-1142.8-170.02.11Vymax16(34)145-0.6-32.7-760.5121.7-1.81Nmin16(1)1450.117.7-1189.4-30.50.20Nmax16(31)1450.860.8-1142.8-170.02.11Mxmax16(29)14551.616.2-1040.4-29.2152.61Mymax16(1)1450.116.7-1094.5-28.70.20D+L------------------------------------------------------------------------------17(28)150-54.713.3-851.0-21.3-158.01Vxmax17(31)150-0.660.0-1035.8-168.8-0.21Vymax17(34)150-1.7-33.6-670.3123.4-3.81Nmin17(1)150-1.516.6-1064.9-28.6-2.60Nmax17(31)150-0.660.0-1035.8-168.8-0.21Mxmax17(28)150-54.713.3-851.0-21.3-158.01Mymax17(1)150-1.415.6-977.6-26.8-2.40D+L------------------------------------------------------------------------------18(29)15554.515.4-848.2-28.3157.81Vxmax18(31)1551.959.9-1031.7-168.84.11Vymax18(34)1550.3-33.8-667.9123.8-0.31Nmin18(1)1551.416.5-1060.9-28.42.40Nmax18(31)1551.959.9-1031.7-168.84.11Mxmax. 18(29)15554.515.4-848.2-28.3157.81Mymax18(1)1551.315.4-974.2-26.62.30D+L------------------------------------------------------------------------------19(29)15952.39.9-772.5-19.0153.81Vxmax19(31)1590.754.3-864.9-159.22.11Vymax19(34)159-0.6-38.6-528.8132.4-1.91Nmin19(1)1590.110.1-876.4-17.30.10Nmax19(31)1590.754.3-864.9-159.22.11Mxmax19(29)15952.39.9-772.5-19.0153.81Mymax19(1)1590.19.9-815.9-17.00.10D+L------------------------------------------------------------------------------20(28)163-46.110.7-846.0-16.2-143.21Vxmax20(31)163-1.955.6-817.2-161.5-2.41Vymax20(33)16341.711.6-490.8-22.2135.51Nmin20(1)163-2.814.0-831.3-24.1-4.90Nmax20(31)163-1.955.6-817.2-161.5-2.41Mxmax20(28)163-46.110.7-846.0-16.2-143.21Mymax20(1)163-2.712.9-757.9-22.2-4.60D+L------------------------------------------------------------------------------21(29)8249.6-8.8-1025.413.0149.11Vxmax21(30)823.6-60.5-776.0167.96.21Vymax21(32)82-42.8-10.6-605.420.7-137.41Nmin21(1)824.3-12.2-1015.721.17.40Nmax21(30)823.6-60.5-776.0167.96.21Mxmax21(29)8249.6-8.8-1025.413.0149.11Mymax21(1)824.1-11.2-928.919.57.10D+L------------------------------------------------------------------------------22(29)8349.612.4-1027.5-23.6149.01Vxmax22(31)833.860.5-776.9-167.86.71Vymax22(32)83-42.87.0-604.7-9.8-137.31Nmin. 22(1)834.312.1-1016.7-20.97.50Nmax22(31)833.860.5-776.9-167.86.71Mxmax22(29)8349.612.4-1027.5-23.6149.01Mymax22(1)834.111.2-929.8-19.37.10D+L------------------------------------------------------------------------------23(29)8446.0-10.8-847.516.4142.81Vxmax23(30)841.8-54.0-815.7156.72.31Vymax23(32)84-41.6-11.7-490.722.6-135.11Nmin23(1)842.8-14.1-832.224.44.90Nmax23(30)841.8-54.0-815.7156.72.31Mxmax23(29)8446.0-10.8-847.516.4142.81Mymax23(1)842.7-13.0-758.722.64.60D+L------------------------------------------------------------------------------24(28)86-55.0-8.9-1053.117.5-158.61Vxmax24(30)86-0.3-59.9-920.8167.0-0.51Vymax24(34)86-0.2-58.7-747.9164.9-0.51Nmin24(1)86-0.2-8.6-1196.414.9-0.30Nmax24(30)86-0.3-59.9-920.8167.0-0.51Mxmax24(28)86-55.0-8.9-1053.117.5-158.61Mymax24(1)86-0.2-8.3-1114.314.5-0.30D+L------------------------------------------------------------------------------25(28)87-55.05.5-1052.2-7.4-158.51Vxmax25(31)870.059.9-921.2-166.80.11Vymax25(35)870.058.7-748.2-164.80.11Nmin25(1)87-0.28.5-1196.8-14.6-0.30Nmax25(31)870.059.9-921.2-166.80.11Mxmax25(28)87-55.05.5-1052.2-7.4-158.51Mymax25(1)87-0.28.3-1114.8-14.3-0.30D+L------------------------------------------------------------------------------26(28)88-52.1-10.0-772.219.4-153.41Vxmax. 26(30)88-0.8-52.9-862.2154.8-2.31Vymax26(35)880.737.1-532.9-127.42.01Nmin26(1)88-0.1-10.2-877.417.7-0.10Nmax26(30)88-0.8-52.9-862.2154.8-2.31Mxmax26(28)88-52.1-10.0-772.219.4-153.41Mymax26(1)88-0.1-10.0-816.917.3-0.10D+L------------------------------------------------------------------------------27(28)90-57.4-13.7-1068.025.6-162.71Vxmax27(30)90-1.8-65.0-1033.0176.0-3.21Vymax27(34)90-1.5-63.0-841.3172.4-2.71Nmin27(1)90-2.0-14.1-1318.324.5-3.50Nmax27(30)90-1.8-65.0-1033.0176.0-3.21Mxmax27(28)90-57.4-13.7-1068.025.6-162.71Mymax27(1)90-1.9-13.2-1214.722.9-3.30D+L------------------------------------------------------------------------------28(28)91-57.310.7-1074.9-16.7-162.51Vxmax28(31)91-1.565.0-1039.3-175.8-2.51Vymax28(35)91-1.363.0-846.5-172.3-2.01Nmin28(1)91-2.014.1-1326.7-24.4-3.40Nmax28(31)91-1.565.0-1039.3-175.8-2.51Mxmax28(28)91-57.310.7-1074.9-16.7-162.51Mymax28(1)91-1.913.2-1222.4-22.8-3.30D+L------------------------------------------------------------------------------29(28)92-54.5-15.6-846.228.8-157.51Vxmax29(30)92-1.9-58.7-1030.3165.0-4.21Vymax29(35)92-0.232.3-672.6-119.30.51Nmin29(1)92-1.4-16.6-1063.028.8-2.30Nmax29(30)92-1.9-58.7-1030.3165.0-4.21Mxmax29(28)92-54.5-15.6-846.228.8-157.51Mymax29(1)92-1.3-15.6-976.327.0-2.20D+L. ------------------------------------------------------------------------------30(29)9457.5-11.2-1047.517.8162.91Vxmax30(30)941.7-65.5-1011.7176.82.81Vymax30(34)941.4-63.4-823.3173.22.31Nmin30(1)942.0-14.5-1296.025.13.50Nmax30(30)941.7-65.5-1011.7176.82.81Mxmax30(29)9457.5-11.2-1047.517.8162.91Mymax30(1)941.9-13.5-1194.923.53.40D+L------------------------------------------------------------------------------31(29)9557.716.7-1092.0-30.5163.11Vxmax31(31)951.767.5-1038.7-180.23.11Vymax31(35)951.564.9-844.2-175.72.71Nmin31(1)951.917.8-1339.8-30.73.30Nmax31(31)951.767.5-1038.7-180.23.11Mxmax31(29)9557.716.7-1092.0-30.5163.11Mymax31(1)951.916.5-1238.0-28.63.20D+L------------------------------------------------------------------------------32(29)9752.6-15.4-858.425.1154.31Vxmax32(30)970.3-58.7-1054.3165.1-0.41Vymax32(33)9752.5-12.7-698.020.3154.01Nmin32(1)971.1-19.1-1099.433.11.90Nmax32(30)970.3-58.7-1054.3165.1-0.41Mxmax32(29)9752.6-15.4-858.425.1154.31Mymax32(1)971.0-17.8-1006.230.91.70D+L------------------------------------------------------------------------------33(28)99-54.2-9.2-959.517.3-157.21Vxmax33(30)99-0.2-61.0-837.9169.2-0.51Vymax33(34)99-0.2-59.7-678.5166.9-0.51Nmin33(1)99-0.2-9.4-1105.716.4-0.30Nmax33(30)99-0.2-61.0-837.9169.2-0.51Mxmax. 33(28)99-54.2-9.2-959.517.3-157.21Mymax33(1)99-0.2-9.1-1034.515.9-0.30D+L------------------------------------------------------------------------------34(29)10054.514.4-1361.5-30.4157.71Vxmax34(31)1000.267.8-1240.2-180.80.51Vymax34(35)1000.265.2-1012.0-176.30.51Nmin34(1)1000.218.4-1510.6-31.20.20Nmax34(31)1000.267.8-1240.2-180.80.51Mxmax34(29)10054.514.4-1361.5-30.4157.71Mymax34(1)100-0.116.9-1453.4-29.1-0.10D+L------------------------------------------------------------------------------35(29)10249.8-16.3-1092.626.8149.51Vxmax35(30)102-0.4-59.4-1159.8166.4-1.61Vymax35(35)1020.928.0-798.0-111.92.51Nmin35(1)1020.4-19.8-1221.634.40.70Nmax35(30)102-0.4-59.4-1159.8166.4-1.61Mxmax35(29)10249.8-16.3-1092.626.8149.51Mymax35(1)1020.4-18.6-1120.932.30.80D+L------------------------------------------------------------------------------36(29)10454.2-12.0-1297.219.7157.11Vxmax36(30)104-0.1-66.0-1177.9178.0-0.21Vymax36(34)104-0.1-63.8-962.0174.2-0.21Nmin36(1)1040.0-15.0-1486.726.10.00Nmax36(30)104-0.1-66.0-1177.9178.0-0.21Mxmax36(29)10454.2-12.0-1297.219.7157.11Mymax36(1)1040.0-14.1-1373.024.50.00D+L------------------------------------------------------------------------------37(28)105-54.212.0-1302.1-19.6-157.01Vxmax37(31)1050.166.0-1186.7-177.80.31Vymax37(35)1050.163.9-969.3-174.10.31Nmin. 37(1)105-0.115.0-1497.2-25.9-0.10Nmax37(31)1050.166.0-1186.7-177.80.31Mxmax37(28)105-54.212.0-1302.1-19.6-157.01Mymax37(1)105-0.114.1-1382.4-24.3-0.10D+L------------------------------------------------------------------------------38(28)106-51.7-16.1-1034.729.0-152.61Vxmax38(30)106-0.8-59.8-1134.3167.2-2.21Vymax38(35)1060.731.8-758.1-118.62.11Nmin38(1)106-0.1-17.7-1182.930.7-0.10Nmax38(30)106-0.8-59.8-1134.3167.2-2.21Mxmax38(28)106-51.7-16.1-1034.729.0-152.61Mymax38(1)106-0.1-16.7-1088.928.9-0.10D+L------------------------------------------------------------------------------39(28)108-54.2-8.0-1010.314.9-157.01Vxmax39(30)108-0.1-60.4-894.4168.5-0.21Vymax39(34)108-0.1-59.2-725.7166.3-0.21Nmin39(1)1080.0-8.6-1168.115.00.00Nmax39(30)108-0.1-60.4-894.4168.5-0.21Mxmax39(28)108-54.2-8.0-1010.314.9-157.01Mymax39(1)1080.0-8.4-1089.714.60.00D+L------------------------------------------------------------------------------40(29)10954.17.9-1010.6-14.5157.01Vxmax40(31)1090.160.3-894.8-168.10.41Vymax40(35)1090.159.1-726.1-166.10.41Nmin40(1)1090.08.5-1168.5-14.70.00Nmax40(31)1090.160.3-894.8-168.10.41Mxmax40(29)10954.17.9-1010.6-14.5157.01Mymax40(1)1090.08.3-1090.1-14.30.00D+L------------------------------------------------------------------------------41(29)11051.4-8.1-746.713.1152.21Vxmax. 41(30)110-0.7-53.3-850.8156.1-2.11Vymax41(35)1100.737.4-520.8-128.52.21Nmin41(1)1100.0-10.3-863.217.90.00Nmax41(30)110-0.7-53.3-850.8156.1-2.11Mxmax41(29)11051.4-8.1-746.713.1152.21Mymax41(1)1100.0-10.1-804.717.50.00D+L------------------------------------------------------------------------------42(28)112-54.2-13.5-1295.724.1-157.01Vxmax42(30)112-0.1-66.2-1179.1178.6-0.21Vymax42(34)112-0.1-64.0-963.0174.8-0.21Nmin42(1)1120.0-15.0-1488.726.10.00Nmax42(30)112-0.1-66.2-1179.1178.6-0.21Mxmax42(28)112-54.2-13.5-1295.724.1-157.01Mymax42(1)1120.0-14.1-1374.624.50.00D+L------------------------------------------------------------------------------43(28)113-54.112.3-1299.0-20.6-157.01Vxmax43(31)1130.166.1-1180.1-178.20.41Vymax43(35)1130.164.0-963.8-174.50.41Nmin43(1)1130.014.9-1489.7-25.70.00Nmax43(31)1130.166.1-1180.1-178.20.41Mxmax43(28)113-54.112.3-1299.0-20.6-157.01Mymax43(1)1130.014.0-1375.6-24.10.00D+L------------------------------------------------------------------------------44(29)11451.4-14.7-1029.424.9152.21Vxmax44(30)114-0.7-59.9-1133.3167.6-2.11Vymax44(35)1140.732.1-755.8-119.42.11Nmin44(1)1140.0-17.6-1180.830.50.00Nmax44(30)114-0.7-59.9-1133.3167.6-2.11Mxmax44(29)11451.4-14.7-1029.424.9152.21Mymax44(1)1140.0-16.5-1086.928.70.00D+L. ------------------------------------------------------------------------------45(28)116-54.2-7.6-1010.513.7-157.01Vxmax45(30)116-0.1-60.7-893.3169.1-0.31Vymax45(34)116-0.1-59.4-724.7167.0-0.31Nmin45(1)1160.0-8.6-1167.315.10.00Nmax45(30)116-0.1-60.7-893.3169.1-0.31Mxmax45(28)116-54.2-7.6-1010.513.7-157.01Mymax45(1)1160.0-8.4-1089.014.70.00D+L------------------------------------------------------------------------------46(29)11754.17.6-1015.8-13.4156.91Vxmax46(31)1170.260.6-898.3-168.80.41Vymax46(35)1170.259.4-728.8-166.70.41Nmin46(1)1170.08.6-1173.4-14.70.00Nmax46(31)1170.260.6-898.3-168.80.41Mxmax46(29)11754.17.6-1015.8-13.4156.91Mymax46(1)1170.08.3-1094.5-14.40.00D+L------------------------------------------------------------------------------47(29)11851.6-8.4-751.314.3152.61Vxmax47(30)118-0.7-53.5-851.5156.7-2.01Vymax47(35)1180.837.5-521.4-128.92.21Nmin47(1)1180.1-10.3-864.118.00.10Nmax47(30)118-0.7-53.5-851.5156.7-2.01Mxmax47(29)11851.6-8.4-751.314.3152.61Mymax47(1)1180.1-10.1-805.617.60.10D+L------------------------------------------------------------------------------48(29)12054.2-13.2-1279.522.8157.11Vxmax48(30)1200.0-66.9-1159.5179.9-0.21Vymax48(34)120-0.1-64.6-946.3176.1-0.21Nmin48(1)1200.0-15.4-1468.826.80.10Nmax48(30)1200.0-66.9-1159.5179.9-0.21Mxmax. 48(29)12054.2-13.2-1279.522.8157.11Mymax48(1)1200.0-14.5-1357.325.10.10D+L------------------------------------------------------------------------------49(28)121-54.715.7-1307.8-27.0-158.01Vxmax49(31)1210.068.6-1184.1-182.80.11Vymax49(35)1210.066.0-965.0-178.20.11Nmin49(1)121-0.218.4-1510.6-31.7-0.30Nmax49(31)1210.068.6-1184.1-182.80.11Mxmax49(28)121-54.715.7-1307.8-27.0-158.01Mymax49(1)121-0.117.2-1398.6-29.7-0.10D+L------------------------------------------------------------------------------50(28)123-50.0-17.3-1088.130.1-149.61Vxmax50(30)123-1.0-59.8-1155.9167.7-2.61Vymax50(35)1230.428.4-793.5-113.21.61Nmin50(1)123-0.4-19.8-1216.434.4-0.70Nmax50(30)123-1.0-59.8-1155.9167.7-2.61Mxmax50(28)123-50.0-17.3-1088.130.1-149.61Mymax50(1)123-0.5-18.6-1116.432.2-0.80D+L------------------------------------------------------------------------------51(28)125-54.2-13.3-1279.322.9-157.11Vxmax51(30)125-0.1-67.0-1159.2180.3-0.31Vymax51(34)125-0.1-64.7-946.0176.4-0.31Nmin51(1)1250.0-15.4-1468.826.8-0.10Nmax51(30)125-0.1-67.0-1159.2180.3-0.31Mxmax51(28)125-54.2-13.3-1279.322.9-157.11Mymax51(1)1250.0-14.5-1357.225.1-0.10D+L------------------------------------------------------------------------------52(29)12654.715.8-1307.7-27.2158.01Vxmax52(31)1260.368.7-1183.9-183.10.71Vymax52(35)1260.366.1-964.8-178.50.61Nmin. 52(1)1260.218.5-1510.7-31.80.30Nmax52(31)1260.368.7-1183.9-183.10.71Mxmax52(29)12654.715.8-1307.7-27.2158.01Mymax52(1)1260.117.2-1398.6-29.70.10D+L------------------------------------------------------------------------------53(29)12850.0-17.0-1088.129.4149.71Vxmax53(30)128-0.4-59.9-1156.3168.0-1.51Vymax53(35)1281.028.5-793.1-113.52.61Nmin53(1)1280.4-19.8-1216.434.40.80Nmax53(30)128-0.4-59.9-1156.3168.0-1.51Mxmax53(29)12850.0-17.0-1088.129.4149.71Mymax53(1)1280.5-18.6-1116.432.30.80D+L------------------------------------------------------------------------------54(29)13054.2-7.0-1011.711.9157.01Vxmax54(30)130-0.1-61.0-892.4170.1-0.21Vymax54(34)130-0.1-59.8-723.9168.0-0.21Nmin54(1)1300.0-8.7-1167.115.10.00Nmax54(30)130-0.1-61.0-892.4170.1-0.21Mxmax54(29)13054.2-7.0-1011.711.9157.01Mymax54(1)1300.0-8.4-1088.814.70.00D+L------------------------------------------------------------------------------55(28)131-54.16.9-1016.0-11.6-156.91Vxmax55(31)1310.160.9-897.5-169.70.31Vymax55(35)1310.159.7-728.1-167.60.31Nmin55(1)1310.08.5-1173.4-14.70.00Nmax55(31)1310.160.9-897.5-169.70.31Mxmax55(28)131-54.16.9-1016.0-11.6-156.91Mymax55(1)1310.08.3-1094.5-14.30.00D+L------------------------------------------------------------------------------56(28)132-51.6-9.0-751.316.0-152.51Vxmax. 56(30)132-0.7-53.8-852.1157.6-2.21Vymax56(35)1320.737.8-520.8-129.72.11Nmin56(1)1320.0-10.3-864.118.0-0.10Nmax56(30)132-0.7-53.8-852.1157.6-2.21Mxmax56(28)132-51.6-9.0-751.316.0-152.51Mymax56(1)1320.0-10.1-805.617.6-0.10D+L------------------------------------------------------------------------------57(28)134-54.2-13.5-1295.724.0-157.01Vxmax57(30)134-0.1-66.8-1177.8180.2-0.21Vymax57(34)134-0.1-64.6-961.7176.5-0.21Nmin57(1)1340.0-15.0-1488.526.10.00Nmax57(30)134-0.1-66.8-1177.8180.2-0.21Mxmax57(28)134-54.2-13.5-1295.724.0-157.01Mymax57(1)1340.0-14.1-1374.524.50.00D+L------------------------------------------------------------------------------58(29)13554.113.3-1296.9-23.5157.01Vxmax58(31)1350.166.6-1179.1-179.70.41Vymax58(35)1350.164.5-962.7-176.10.41Nmin58(1)1350.014.9-1489.9-25.60.00Nmax58(31)1350.166.6-1179.1-179.70.41Mxmax58(29)13554.113.3-1296.9-23.5157.01Mymax58(1)1350.013.9-1375.8-24.00.00D+L------------------------------------------------------------------------------59(29)13651.4-14.8-1029.625.1152.21Vxmax59(30)136-0.7-60.3-1134.4169.1-2.11Vymax59(35)1360.732.5-754.9-120.82.21Nmin59(1)1360.0-17.6-1180.930.60.00Nmax59(30)136-0.7-60.3-1134.4169.1-2.11Mxmax59(29)13651.4-14.8-1029.625.1152.21Mymax59(1)1360.0-16.5-1087.028.80.00D+L. ------------------------------------------------------------------------------60(28)138-54.2-8.0-1009.714.8-157.01Vxmax60(30)138-0.1-61.2-892.0170.8-0.21Vymax60(34)138-0.1-60.0-723.5168.7-0.21Nmin60(1)1380.0-8.7-1167.315.10.00Nmax60(30)138-0.1-61.2-892.0170.8-0.21Mxmax60(28)138-54.2-8.0-1009.714.8-157.01Mymax60(1)1380.0-8.4-1088.914.70.00D+L------------------------------------------------------------------------------61(28)139-54.16.5-1014.0-10.3-157.01Vxmax61(31)1390.161.1-893.4-170.30.41Vymax61(35)1390.159.9-724.6-168.20.41Nmin61(1)1390.08.5-1168.8-14.60.00Nmax61(31)1390.161.1-893.4-170.30.41Mxmax61(28)139-54.16.5-1014.0-10.3-157.01Mymax61(1)1390.08.3-1090.3-14.20.00D+L------------------------------------------------------------------------------62(29)14051.4-8.1-747.013.4152.21Vxmax62(30)140-0.7-54.0-852.5158.2-2.11Vymax62(35)1400.738.0-519.5-130.42.11Nmin62(1)1400.0-10.3-863.418.00.00Nmax62(30)140-0.7-54.0-852.5158.2-2.11Mxmax62(29)14051.4-8.1-747.013.4152.21Mymax62(1)1400.0-10.1-804.817.60.00D+L------------------------------------------------------------------------------63(29)14254.2-12.2-1296.120.1157.11Vxmax63(30)142-0.1-67.1-1178.6181.1-0.21Vymax63(34)142-0.1-64.9-962.3177.3-0.21Nmin63(1)1420.0-15.1-1490.026.30.00Nmax63(30)142-0.1-67.1-1178.6181.1-0.21Mxmax. 63(29)14254.2-12.2-1296.120.1157.11Mymax63(1)1420.0-14.2-1375.924.70.00D+L------------------------------------------------------------------------------64(29)14354.213.8-1301.6-24.9157.01Vxmax64(31)1430.267.0-1183.9-180.60.51Vymax64(35)1430.264.8-966.6-176.90.51Nmin64(1)1430.115.0-1496.5-25.80.10Nmax64(31)1430.267.0-1183.9-180.60.51Mxmax64(29)14354.213.8-1301.6-24.9157.01Mymax64(1)1430.014.1-1381.8-24.20.10D+L------------------------------------------------------------------------------65(29)14451.7-14.6-1034.924.3152.61Vxmax65(30)144-0.6-60.7-1136.4169.9-2.01Vymax65(35)1440.832.6-756.4-121.12.21Nmin65(1)1440.1-17.7-1183.230.90.20Nmax65(30)144-0.6-60.7-1136.4169.9-2.01Mxmax65(29)14451.7-14.6-1034.924.3152.61Mymax65(1)1440.1-16.7-1089.229.00.20D+L------------------------------------------------------------------------------66(29)14654.2-12.3-1293.020.2157.21Vxmax66(30)1460.1-67.6-1168.8182.20.01Vymax66(34)1460.1-65.4-953.8178.30.01Nmin66(1)1460.2-15.5-1481.127.00.30Nmax66(30)1460.1-67.6-1168.8182.20.01Mxmax66(29)14654.2-12.3-1293.020.2157.21Mymax66(1)1460.2-14.6-1368.225.30.30D+L------------------------------------------------------------------------------67(28)147-54.514.9-1318.6-24.4-157.71Vxmax67(31)1470.169.4-1194.3-184.90.31Vymax67(35)1470.166.7-973.2-180.30.31Nmin. 67(1)1470.018.5-1524.0-31.90.00Nmax67(31)1470.169.4-1194.3-184.90.31Mxmax67(28)147-54.514.9-1318.6-24.4-157.71Mymax67(1)1470.117.3-1410.4-29.80.10D+L------------------------------------------------------------------------------68(28)149-49.8-16.4-1093.732.7-149.41Vxmax68(30)149-1.0-60.5-1162.8169.7-2.51Vymax68(35)1490.528.9-797.1-114.81.71Nmin68(1)149-0.4-19.9-1222.934.7-0.60Nmax68(30)149-1.0-60.5-1162.8169.7-2.51Mxmax68(28)149-49.8-16.4-1093.732.7-149.41Mymax68(1)149-0.4-18.7-1122.032.5-0.70D+L------------------------------------------------------------------------------69(28)151-57.6-14.0-1050.525.9-162.91Vxmax69(30)151-1.9-67.0-1011.4181.2-3.31Vymax69(34)151-1.6-64.9-822.6177.6-2.81Nmin69(1)151-2.1-14.6-1299.425.5-3.60Nmax69(30)151-1.9-67.0-1011.4181.2-3.31Mxmax69(28)151-57.6-14.0-1050.525.9-162.91Mymax69(1)151-2.0-13.6-1198.023.8-3.40D+L------------------------------------------------------------------------------70(28)152-57.716.6-1091.7-30.2-163.11Vxmax70(31)152-1.468.8-1034.9-184.1-2.31Vymax70(35)152-1.266.3-840.5-179.7-1.91Nmin70(1)152-1.917.7-1339.5-30.5-3.30Nmax70(31)152-1.468.8-1034.9-184.1-2.31Mxmax70(28)152-57.716.6-1091.7-30.2-163.11Mymax70(1)152-1.916.5-1237.8-28.4-3.20D+L------------------------------------------------------------------------------71(28)154-52.6-17.6-858.832.2-154.31Vxmax. 71(30)154-1.7-59.9-1058.0168.9-3.81Vymax71(32)154-52.5-14.9-698.327.4-154.01Nmin71(1)154-1.1-19.1-1099.933.2-1.90Nmax71(30)154-1.7-59.9-1058.0168.9-3.81Mxmax71(28)154-52.6-17.6-858.832.2-154.31Mymax71(1)154-1.0-17.9-1006.631.1-1.70D+L------------------------------------------------------------------------------72(29)15657.4-10.9-1066.917.2162.71Vxmax72(30)1561.6-66.7-1028.5180.72.81Vymax72(34)1561.4-64.6-837.0177.22.31Nmin72(1)1562.0-14.2-1317.024.73.50Nmax72(30)1561.6-66.7-1028.5180.72.81Mxmax72(29)15657.4-10.9-1066.917.2162.71Mymax72(1)1561.9-13.3-1213.623.13.30D+L------------------------------------------------------------------------------73(29)15757.313.6-1075.5-25.1162.51Vxmax73(31)1571.866.5-1036.5-180.23.31Vymax73(35)1571.564.5-843.6-176.72.81Nmin73(1)1572.014.0-1327.4-24.13.40Nmax73(31)1571.866.5-1036.5-180.23.31Mxmax73(29)15757.313.6-1075.5-25.1162.51Mymax73(1)1571.913.1-1223.0-22.63.30D+L------------------------------------------------------------------------------74(29)15854.5-13.2-846.421.3157.51Vxmax74(30)1580.4-60.0-1032.9169.3-0.11Vymax74(35)1581.733.6-670.5-123.33.91Nmin74(1)1581.4-16.7-1063.329.02.40Nmax74(30)1580.4-60.0-1032.9169.3-0.11Mxmax74(29)15854.5-13.2-846.421.3157.51Mymax74(1)1581.3-15.6-976.627.22.30D+L. ------------------------------------------------------------------------------75(29)16055.0-5.7-1052.58.0158.61Vxmax75(30)1600.1-61.8-916.2172.40.01Vymax75(34)1600.1-60.5-743.4170.30.01Nmin75(1)1600.2-8.6-1195.715.10.30Nmax75(30)1600.1-61.8-916.2172.40.01Mxmax75(29)16055.0-5.7-1052.58.0158.61Mymax75(1)1600.2-8.4-1113.814.70.30D+L------------------------------------------------------------------------------76(29)16155.08.7-1052.8-16.9158.51Vxmax76(31)1610.361.6-917.9-171.80.71Vymax76(35)1610.360.4-744.8-169.80.61Nmin76(1)1610.28.4-1197.6-14.40.30Nmax76(31)1610.361.6-917.9-171.80.71Mxmax76(29)16155.08.7-1052.8-16.9158.51Mymax76(1)1610.28.2-1115.4-14.10.30D+L------------------------------------------------------------------------------77(29)16252.1-7.3-772.510.8153.41Vxmax77(30)162-0.6-54.4-866.2159.7-2.01Vymax77(35)1620.838.5-529.8-131.92.31Nmin77(1)1620.1-10.3-877.917.90.20Nmax77(30)162-0.6-54.4-866.2159.7-2.01Mxmax77(29)16252.1-7.3-772.510.8153.41Mymax77(1)1620.1-10.0-817.317.50.20D+L------------------------------------------------------------------------------78(28)164-49.6-12.4-1024.723.8-149.11Vxmax78(30)164-3.6-62.5-771.3173.8-6.61Vymax78(33)16442.8-7.2-605.010.3137.41Nmin78(1)164-4.3-12.2-1015.121.4-7.50Nmax78(30)164-3.6-62.5-771.3173.8-6.61Mxmax. 78(28)164-49.6-12.4-1024.723.8-149.11Mymax78(1)164-4.1-11.3-928.319.7-7.10D+L------------------------------------------------------------------------------79(28)165-49.68.8-1028.2-12.8-149.01Vxmax79(31)165-3.662.3-773.3-173.2-6.01Vymax79(33)16542.810.5-605.2-20.2137.31Nmin79(1)165-4.312.0-1017.4-20.7-7.40Nmax79(31)165-3.662.3-773.3-173.2-6.01Mxmax79(28)165-49.68.8-1028.2-12.8-149.01Mymax79(1)165-4.111.1-930.5-19.1-7.10D+L------------------------------------------------------------------------------80(28)166-46.0-13.8-847.826.2-142.81Vxmax80(30)166-3.0-55.7-818.3162.1-6.11Vymax80(33)16641.6-8.8-490.913.2135.21Nmin80(1)166-2.8-14.1-832.524.6-4.80Nmax80(30)166-3.0-55.7-818.3162.1-6.11Mxmax80(28)166-46.0-13.8-847.826.2-142.81Mymax80(1)166-2.7-13.1-759.022.8-4.60D+L------------------------------------------------------------------------------ThecoordinatesofCombinedforce(Mx=0andMy=0)XodYodSumofAxialLoadCase21.00415.481-81205.3Vxmax21.00115.465-80545.0Vymax21.00615.485-58754.6Nmin21.00015.471-93404.3Nmax21.00115.465-80545.0Mxmax21.00515.485-81201.7Mymax20.99415.468-86294.4D+L. 5框架柱地震倾覆弯矩百分比**********************************************************************框架柱地震倾覆弯矩百分比**********************************************************************柱倾覆弯矩墙倾覆弯矩柱倾覆弯矩百分比4层X向地震:4219.20.0100.00%4层Y向地震:4076.30.0100.00%3层X向地震:11324.10.0100.00%3层Y向地震:10806.30.0100.00%2层X向地震:20629.80.0100.00%2层Y向地震:19522.30.0100.00%1层X向地震:35328.50.0100.00%1层Y向地震:33225.20.0100.00%**********************************************************************框架柱地震剪力百分比*********************************************************************层号塔号柱剪力墙剪力柱剪力百分比11X2799.70.0100.00%Y2607.90.0100.00%21X2385.90.0100.00%Y2232.70.0100.00%31X1821.70.0100.00%Y1724.10.0100.00%. 41X1081.50.0100.00%Y1044.30.0100.00%**********************************************************************0.2Q0调整系数**********************************************************************0.2Qox=559.941.5Vxmax=4199.540.2Qoy=521.571.5Vymax=3911.80FloorCoef_xCoef_yVcxVcy11.0001.0002799.6922607.87021.0001.0002385.9172232.71331.0001.0001821.7001724.14541.0001.0001081.5461044.307.'