秦皇岛学生宿舍楼钢筋混凝土框架结构设计

本科生毕业设计论文题目秦皇岛市学校宿舍楼钢筋混凝土框架结构设计作者姓名专业土木工程指导教师2017年6月本科生毕业设计秦皇岛学校宿舍楼钢筋混凝土框架结构设计学院：建筑工程与力学学学院专业：土木工程姓名：学号：指导教师：答辩日期：2017年6月摘要第1章绪论1.1课题背景本课题为秦皇岛市学校宿舍楼钢筋混凝土框架结构设计，主体结构的形式为多层钢筋混凝土框架结构，本工程的基础形式为独立基础。我的毕业设计的主要依据是材料力学、结构力学等课程知识，毕业设计任务书，以及《建筑结构荷载规范》GB50009-2012、《建筑抗震设计规范》GB50011-2010、《建筑地基基础设计规范》GB50007-2011和《混凝土结构设计规范》GB50010-2010等设计规范。通过毕业设计过程，熟悉建筑结构设计的步骤及过程，掌握结构设计规范和设计图集的应用，掌握多层钢筋混凝土框架结构设计的特点及优点，熟悉各构件的设计计算过程，掌握节点的设计和具体构造。1.2设计内容结构方案与结构布置：柱网布置、梁格布置、构件尺寸估算、选择材料。荷载统计：恒荷载、活荷载、风荷载、雪荷载。楼屋盖结构设计：单向板设计、双向板设计、次梁设计。框架结构竖向和水平荷载作用下的受力分析:框架结构弯矩图、剪力图、轴力图。框架结构梁柱荷载组合和截面设计。基础设计。施工图绘制。1.3设计方法1.楼盖设计：弹性理论方法。2.次梁设计：弹性理论方法。3.结构自振周期：顶点位移法。4.：底部剪力法。5.框架结构竖向荷载作用下的受力分析：弯矩二次分配法。6.框架结构水平荷载作用下的受力分析：D值法。1.4工程概况1.4.1自然条件基本风压:。基本雪压：。抗震设防烈度为7度，设计基本地震加速度值为，抗震设计分组为第三组。场地标准冰冻深度为0.85m。1.4.2工程概况1.本工程为为钢筋混凝土土框架结构。该该宿舍楼结构构共5层，底层层层高3.755m，2至5层层高3.33m。结构高高度为16..5m，长度为56..94m，总总宽度12..9m。2.本建筑结结构安全等级级为二级，建建筑抗震设防防类别为丙类类建筑。3.本工程现现浇钢筋混凝凝土框架结构构的抗震等级级为三级。4.本工程设设计基准期为为50年。第2章结构布置及计算简图的确定第2章结构布置置及计算简图图的确定2.1结构布置图2-1轴网布置图2.2初估梁柱柱截面尺寸2.2.1框架架梁截面尺寸寸（1）、A--B跨、C--DD跨B--C跨（2）、纵向框架梁A轴：B、C和D轴框架梁尺寸取值值与A轴相同。（3）、横向次梁2.2.2框架柱柱截面尺寸框架柱选用，，受受力筋选用，。;取截面尺寸为。由初步估算框架柱截截面尺寸，柱轴向压力力设计值按公公式计算，中柱：边柱：角柱：由轴压比初步估算算框架截面尺尺寸：柱截面尺寸符合。第3章荷载统计第3章荷载统计计3.1恒荷载计计算1、不上人屋面恒荷荷载（板厚1100mmm）表3-1不上人屋面恒恒荷载（板厚厚100mmm）构造层面荷载20厚1:2.55水泥砂浆保保护层0.02×20＝＝0.425厚1:3水泥泥砂浆找平层层0.025×200＝0.5120厚水泥聚苯苯板保温层0.12×4.55＝0.5441:6水泥焦渣找找坡0.03×14＝＝0.42100厚现浇钢筋筋混凝土板25×0.1＝22.5抹灰层：20厚混混合砂浆17×0.02＝＝0.38合计4.742、标准层楼面恒荷荷载（板厚1100mm）表3-2标准层楼楼面恒荷载（板板厚100mmm）构造层面荷载10厚1:2.55水泥彩石子子地面，表面面磨光打蜡0.05＋22××0.01＝＝0.2720厚1:3水泥泥砂浆结合层层，干后卧铜铜条分隔0.1+20×00.02=00.51.5厚聚氨酯涂涂膜防水层0.120厚1:3水泥泥砂浆找平层层20×0.02＝＝0.4100厚现浇钢筋筋混凝土板25×0.1＝22.5抹灰层：20厚混混合砂浆17×0.02＝＝0.38合计4.153、楼梯平台板（板板厚100mmm）表3-3楼梯平台台板（板厚1100mm）构造层面荷载10厚1:2.55水泥彩石子子地面，表面面磨光打蜡0.05＋22××0.01＝＝0.2720厚1:3水泥泥砂浆结合层层，干后卧铜铜条分隔0.1+20×00.02=00.51.5厚聚氨酯涂涂膜防水层0.120厚1:3水泥泥砂浆找平层层20×0.02＝＝0.4（续表3-3）构造层面荷载100厚现浇钢筋筋混凝土板25×0.1＝22.5抹灰层：20厚混混合砂浆17×0.02＝＝0.38合计4.154、卫生间恒荷载载（板厚1000mm）表3-4卫生间间恒荷载（板板厚100mm）构造层面荷载小瓷砖地面0.55找平层：15厚水水泥砂浆0.015×200＝0.3结构层：0.1×25＝22.5防水层0.3移动隔墙折算荷载载2.0抹灰层：20厚混混合砂浆0.02×17＝＝0.38合计6.035、阳台恒荷载表3-5阳台恒荷载构造层面荷载水磨石地面0.65结构层：0.1×25＝22.5抹灰层：10厚混混合砂浆0.02×17＝＝0.38合计3.536、墙体荷载表3-6填充墙外墙荷荷载（2400mm）构造层面荷载墙体自重19×0.24＝＝4.56水刷石外墙面0.5水泥内墙面0.35合计5.41表3-7填充墙内墙荷荷载构造层面荷载墙体自重19×0.24＝＝4.56水泥粉刷外墙面0.35水泥粉刷内墙面0.35合计5.263.2活荷载计计算表3-8活荷载取值序号类别活荷载标准值1不上人屋面活荷载载0.52宿舍2.03走廊、门厅2.04图书室5.05卫生间2.56楼梯3.57阳台2.53.3重力荷载载代表值1.第5层重力力荷载代表值值计算(1).女儿墙墙的自重标准准值(2).第5层层屋面板自重重标准值值计计算(3).第5层层阁楼自重标标准值计算(4).第5层层梁自重标准准值计算(5).第5层层柱自重标准准值计算(6).第5层层墙自重标准准值计算门窗面积：墙体面积：门窗所占比例：。适适当折减门窗窗所占比例，(7).第5层层门窗自重标标准值计算(8).屋面雪雪荷载：屋面活荷载：(9).第5层层重力荷载代代表值(10).第55层重力荷载载设计值2.标准层重力力荷载代表值值计算(1).标准层层楼板自重标标准值(2).标准层层梁自重标准准值与第5层相同，(3).标准层层柱自重标准准值(4).标准层层墙自重标准准值(5).标准层层门窗自重标标准值(6).标准层层活荷载标准准值(取50%)(7).标准层层重力荷载代代表值(8).标准层层重力荷载设设计值3.第1层重力力荷载代表值值第一层与标准层差差别在于门窗窗洞口开口面面积，适当减减小门窗洞口口所占比例，本科生毕业设计第4章构件设计第4章构件设计计4.1楼板设计计4.1.1设计计资料楼板选取混凝土强强度等级，受受力钢筋为HHRB3355级钢筋，分分布钢筋为HHPB3000级钢筋。4.1.2荷载载设计值恒荷载分项系数取取，因楼面活活荷载标准值值小于，所以以活荷载分项项系数应取，于于是板：恒荷载设计值：宿舍、走廊：卫生间：活荷载设计值：宿舍、走廊：卫生间：荷载总设计值：宿舍、走廊：卫生间:4.1.3弯矩计计算跨中最大弯矩为当当内支座固定定时在作用下下的跨中弯矩矩值，与内支支座铰支时在在作用下的跨跨中弯矩之和和，混凝土的的泊松比为，支支座最大负弯弯矩为当支座座固定是作用用下的支座弯弯矩。根据不同的支撑情情况，整个楼楼板可以分为为区格板。楼楼板布置如图图4.1所示。1.双向板B3区区格板(1).图4-1楼板平面布置图(2).跨内弯弯矩计算简图图(3).跨内弯弯矩当时，当时，(4).支座弯弯矩计算简图图(5).支座弯弯矩其他双向板计算方方法相同，计计算结果见表表4.1，表4-1双向板板计算板类别B2B1B4B5B6B7B80.670.560.670.670.580.70.644.354.726.854.541.681.421.532.171.622.492.060.610.760.71-7.60-7.96-14.25-7.94-2.81-2.52-2.65-5.75-5.51-10.77-5.77-1.96-1.95-1.962.单向板B100区格板取板宽作为计算单元元，按弹性理理论计算，BB10的计算算跨度为。考考虑到，跨中中板两端梁的的嵌固作用，取为；因为支座两端不是完全嵌固，故支座弯矩为。弯矩见表4-2。表4-2单向板弯弯矩计算表截面跨中支座截面跨中支座弯矩系数3.43-2.544.1.4截面设设计1.双向板B3区区格板板保护层厚度取，假假定选用B10钢筋作为为受力主筋，则则短跨方向跨跨中截面有效效高度（短跨跨方向钢筋放放置在长跨方方向钢筋的外外侧）：方向的有效高度：：mm支座处均为。截面面弯矩设计值值考虑折减。板板筋选用，=300N/mm²²。选配B8@2000，实际。表4-3双向板截面配筋项目截面配筋实际B3l800.8×3.944=3.155134B8@160279l700.8×1.688=1.34464B8@200252B2l800.8×4.355=3.488148B8@200252l700.8×2.177=1.74484B8@200252跨中B1l800.8×4.722=3.788161B8@200252l700.8×1.622=1.30063B8@150302B4l807.35320B8@200352l703.86189B8@200252B5l800.8×4.544=3.633154B8@200252l700.8×2.066=1.65580B8@200252支座B3—B3800.8×6.688=5.344229B10@160302B3—B2800.8×5.755=4.6197B10@120302B2—B1800.8×5.755=4.6197B10@160302B2—B4800.8×7.600=6.088262B8@200302B1—B1800.8×7.966=6.377275B8@200302B1—B1800.8×10.777=8.662377B8@140402B4—B2800.8×14.225=11..4509B8@160550B4—B5800.8×2.522=2.02285B8@200302B4—B4800.8×5.777=4.622197B8@200302B2—B5800.8×2.522=2.02285B8@200302验算：满足要求。2.单向板B100区格板板保护层厚度取，假假定选用B10钢筋作为为受力主筋，板板截面有效高高度：支座处均为。截面面弯矩设计值值不考虑折减减。选配B8@2000，实配，最小配筋率验算：：满足要求。支座处计算方法相相同，选配BB8@2000，实配。4.2楼盖板设设计4.2.1设计计资料楼盖板混凝土强度度等级，受力力钢筋为HRRB335级级钢筋，分布布钢筋为HPPB300级级钢筋。4.2.2荷载载设计值恒荷载分项系数取取，楼面活荷荷载标准值小小于，活荷载载分项系数取取。于是板：恒荷载设设计值：活荷载设计值：，4.2.3楼盖盖板计算楼盖板同楼板，计计算过程略。楼楼盖板见图4.2，计算算过程见表44-4。图4-2楼盖板板平面布置图图表4-4楼盖盖板计算截面项目ho/mmM/kN·mAs/mm²配筋实际As/mm²²跨中B3l800.8×3.944=3.155134B8@160279l700.8×1.688=1.34464B8@200252B2l800.8×4.355=3.488148B8@200252l700.8×2.177=1.74484B8@200252B1l800.8×4.722=3.788161B8@200252l700.8×1.622=1.30063B8@150302B4l807.35225B8@200252l703.86189B8@200252B5l800.8×4.544=3.633154B8@200252l700.8×2.066=1.65580B8@200252(续表4-4)截面项目ho/mmM/kN·mAs/mm²配筋实际As/mm²²支座B3—B3800.8×6.688=5.344229B8@180325B3—B2800.8×5.755=4.6197B8@130426B2—B1800.8×5.755=4.6197B8@180325B2—B4800.8×7.600=6.088262B8@200302B1—B1800.8×7.966=6.377275B8@180325B1—B1800.8×10.777=8.662377B8@140402B4—B2800.8×14.225=11..4509B8@200302B4—B5800.8×2.522=2.02285B8@200302B4—B4800.8×5.777=4.622197B8@200302B2—B5800.8×2.522=2.02285B8@2003024.3次梁设计计图4-3次梁尺寸及平面布布置图标准层次梁配筋计计算（200mmm×4500mm）1．荷载设计值次梁承受荷载包括括：板传递荷荷载、墙体荷荷载和次梁荷荷载。板传递荷载：墙体荷载：g=55.26×33.3=177.36次梁自重：梁自重抹灰层合计2．内力计算弯矩设计值：剪力设计值：3．配筋计算(1).正截面面受弯承载力力计算正截面受弯配筋计计算的时候，根根据规范规定定，在梁跨内内要按T型截截面计算，。环环境类别为一一级，，C330混凝土，HHRB4000级钢筋。一一排纵向钢筋筋：，，,，，。属于第一类T型截截面。，选用3C22，。，满足。支座处按构造要求求配负筋：选配2C14，，全全跨通长。(2).斜截面面受剪承载力力计算，截面尺寸按下式式验算：，满足要求。采用BB8双肢箍筋筋。，箍筋间距s==150mmm取B6@150，，满满足最小配筋筋率要求。顶层配筋计算同上上4.4楼梯设计计4.4.1设计计资料标准层楼梯计算1．楼梯形式：平平行双跑楼梯梯2．踏步尺寸：，层层高为3．材料：C300混凝土，HHPB3000、HRB3335级钢筋筋4．楼梯上均布荷荷载标准值：：楼梯示意图见图44-4。图4-4楼梯平平面示意图4.4.2梯板设设计取板厚为。板的倾倾斜角度，，取1mm板带计算。1．荷载统计分项系数，分项系系数，荷载统统计见表4--5。表4-5斜板荷载载统计荷载种类荷载标准值/kN·m--1恒荷载混凝土斜板板底抹灰小计6.10活荷载3.5总荷载统计值：。2．截面设计计算跨度，弯矩，板的有效高度：。图4-5楼梯板板配筋详图得：选配B10@1550，实配钢钢筋为，分布筋每级踏踏步至少1根根A8。配筋图图见图4.55。4.4.3平台板板设计平台板厚取为，取取。1．荷载统计表4-6平台板荷荷载统计荷载种类荷载标准值/kN·m--1恒荷载水磨石地面1.28×0.665=0.883270厚混凝土板0.1×25=22.5板底抹灰0.01×17==0.17小计3.502活荷载3.5总荷载统计值：。2．截面设计计算跨度：选用B8钢筋作为为受力主筋，板板的有效高度度为：，则选配B8@2000，实际配筋筋。，则选配B8@2000，实际配筋筋。4.4.4平台梁梁设计1．荷载统计表4-7平台梁荷荷载统计荷载种类荷载标准值/kN·m--1自重梁自重0.2×(0.335-0.11)×25==1.25梁测粉刷0.01×(0..35-0..1)×2××17=0..0850小计1.34平台板传来3.502×1..18/2==2.07梯段板传来6.1×2.8//2=8.554总荷载统计值：。2．截面设计平台梁截面尺寸为为：。计算跨度：弯矩设计值：剪力设计值：梁的有效高度：选配3B12，实实际配筋。,选配2B12，实实际配筋,全跨通长。斜截面受剪承载力力：，，满足，按构造配筋即可可。选B6@1500。第5章横向水平荷载作用下框架内力及侧移计算第5章横向水平荷载作用用下框架内力力及侧移计算算5.1框架侧移移刚度的计算算5.1.1框架架梁线刚度计计算表5-1框架梁线线刚度Kb计算类别Eb×h/m2l/mI0/m41.5I0或2I0/m4Ec边框架梁3×1070.3×0.65.400.00540.00814.50×10443×1070.3×0.32.100.00070.00111.57×1044中框架梁3×1070.3×0.65.400.00540.01086.0×1043×1070.3×0.32.100.00070.00142.0×1045.1.2框架架柱线刚度计计算表5-2柱线刚度度Kc计算层次hc/mEc/b×h/m2Ic/m4Ec2~53.33×1070.5×0.50.00524.73×104414.253×1070.5×0.50.00523.67×10445.1.3柱的的侧移刚度计计算表5-3框架柱的的侧移刚度DD值楼层根数五~二层A轴边框边柱4.73×10440.9510.322167832A轴中框边柱4.73×10441.2680.3882022310B轴边框中柱4.73×10441.2830.391203792B轴中框中柱4.73×10441.6910.4582387210C轴边框中柱4.73×10441.2830.391203792C轴中框中柱4.73×10441.6910.4582387210D轴边框边柱4.73×10440.9510.322167832D轴中框边柱4.73×10441.2680.3882022310989790（续表5-3）楼层根数底层A轴边框边柱3.67×10441.2260.463112892A轴中框边柱3.67×10441.6350.5871431210B轴边框中柱3.67×10441.6540.589143612B轴中框中柱3.67×10442.1800.5721394710C轴边框中柱3.67×10441.6540.589143612C轴中框中柱3.67×10442.1800.5721394710D轴边框边柱3.67×10441.2260.463112892D轴中框边柱3.67×10441.6350.58714312106677805.2横向水平平地震作用下下框架内力及及侧移计算5.2.1横向向自振周期计计算1．采用假想顶点位位移法计算结结构基本自振振周期。表5-4假想顶点点位移计算楼层59261.109261.109897900.00090.1850411762.06621023.1669897900.02120.1841311762.06632785.2229897900.03310.1629211762.06644547.2889897900.04500.1298112098.24456645.5226677800.08480.08482．计算结构基本自振振周期，计算算过程见下表表。表5-5能量法计计算结构基本本自振周期楼层59261.100.18501719.78318.16（续表5-5）楼层411762.0660.18412165.40398.65311762.0660.16291916.04312.12211762.0660.12981526.72198.17112098.2440.08481025.9387.00总计8353.871314.103.采用经验公公式计算结构构基本自振周周期，计算如如下：5.2.2水平地地震作用及楼楼层地震剪力力计算本工程所在场地为为7度设防，设设计地震分组组为第三组，场场地类别为，结结构的基本自自振周期采用用能量法的计计算结果，即即。查表得，。因，则地震影响系数数为，故。表5-6各层水平平地震作用标标准值、楼层层地震剪力计计算楼层59261.1017.45161606.220595878.777862.18862.18411762.06614.15166433.115887.931750.11311762.06610.85127618.335680.852430.96211762.0667.5588803.555473.772904.73112098.2444.2551417.522274.313179.04图5-1水平平地震简图5.2.3水平地地震作用下位位移及刚重比比和剪重比验验算1．水平地震作用下下位移用D值法来计算算表5-7横向水平平地震作用下下楼层层间位位移计算层次5862.189897900.000941750.119897900.001832430.969897900.002522904.739897900.002913179.046677800.0048由上表可得：层间位移满足要求求。2．刚重比和剪重比比验算表5-8各层刚重比比和剪重比计计算表楼层/kN/kN53.39897903266307862.189261.1011149.899292.950.09343.398979032663071750.1121023.16625440.855128.390.08333.398979032663072430.9632785.22239731.81182.210.07423.398979032663072904.7344547.28854022.77760.460.06514.2566778028380653179.0456645.52268717.15541.300.056由上表可看出：，满足稳定要求。5.2.4水平平地震作用下下框架内力计计算采用D值法，计算算⑤轴线横向向框架内力。1.反弯点高度计计算表5-9反弯点高高度比计算楼层A、D轴中框架柱柱B、C轴中框架柱柱5k=1.268yααy=0.363k=1.691yααy=0.3854k=1.268yαααy=0.45k=1.691yαααy=0.45（续表5-9）楼层A、D轴中框架柱柱B、C轴中框架柱柱3k=1.268yαααy=0.463k=1.691yαααy=0.4852k=1.268yαααy=0.5k=1.691yαααy=0.51k=1.635yααy=0.65k=2.180yααy=0.6322．柱端弯矩及剪力力计算表5-10水平地地震作用下柱柱端弯矩及剪剪力计算柱楼层A、D轴5862.18202239897900.020417.590.3631.2036.9421.1241750.1135.700.4501.4964.6253.1932430.9649.590.4631.5387.7775.8722904.7359.260.5001.6597.7897.7813179.04143126677800.021468.030.6502.76101.36187.76B、C轴5862.18238729897900.024120.780.3851.2742.1826.3941750.1142.180.4501.4976.3562.8532430.9658.590.4851.6099.6093.7422904.7370.000.5001.65115.50115.5013179.04139476677800.020966.440.6322.69103.65178.72注：表中M单位，V单位。3．梁端弯矩、剪力力及柱轴力计计算表5-11梁端弯弯矩计算楼层柱端弯矩柱端弯矩之和（kN·m）5-36.9436.9436.94421.1285.7485.7464.62353.19140.96140.9687.77275.87173.65173.6597.78197.78199.14199.14101.36表5-12梁端弯弯矩计算楼层柱端弯矩柱端弯矩之和5-42.186.0×1042.0×10431.6410.5442.18426.39102.746.0×1042.0×10477.0625.6876.35362.85162.456.0×1042.0×104121.8440.6199.60293.74209.246.0×1042.0×104156.9352.31115.501115.50219.156.0×1042.0×104164.3654.79103.65注：表中，单位为为。表5-13梁端剪剪力计算楼层536.9431.6412.7010.5410.5410.04485.7477.0630.1525.6825.6824.463140.96121.8448.6740.6140.6138.682173.65156.9361.2252.3152.3149.821199.14164.3667.3154.7954.7952.18注：表中单位为，的单位为。表5-14柱轴力力计算（受压压为正）楼层511.7711.7711.7710.04-1.7310.0411.771.7311.77-11.77430.1541.9230.1524.46-7.4224.4630.157.4230.15-41.92348.6790.5948.6738.68-17.4138.6848.6717.4148.67-90.59261.22151.8161.2249.82-28.8149.8261.2228.8161.22-151.81167.31219.1267.3152.18-43.9452.1867.3143.9467.31-219.12注：1）柱中的表表示；2）的单位为，的单位位为。水平地震作用下弯弯矩图、剪力力图和轴力图图如图5.22所示。图5-2-1水平地震作用用下框架弯矩矩图图5-2-2水平地震作用用下框架剪力力图图5-2-3水平地震作用用下框架轴力力图5.3横向水平风风荷载作用下下框架内力及及侧移计算5.3.1横向向框架在风荷荷载作用下的的计算简图1．垂直于建筑物物表面上的风风荷载标准值值计算垂直于建筑物表面面上的风荷载载标准值当计计算主要承重重结构时按下下式来计算：：，基本风压，类别别为类，结构构总高度为。查《建筑结构荷载载规范》得风风压高度变化化系数；；根据《建筑结构荷荷载规范》对对于“高度小小于30m且且高宽比小于于1.5的房房屋，不考虑虑风压脉动对对结构产生顺顺风向风震的的影响”。取取。表5-15各层层楼面处集中中风荷载标准准值楼层10.651.01.30.453.753.38.8520.651.01.30.453.33.38.2830.651.01.30.453.33.38.2840.651.01.30.453.33.38.2850.691.01.30.453.30.95.592.风荷载作用下下的计算简图图图5-3风荷载载作用下的计计算简图5.3.2风荷荷载作用下的的水平位移验验算1．框架梁柱线刚刚度和侧移刚刚度D计算表5-16柱侧侧移刚度D值值计算楼层根数二~五层A轴边柱4.73×10441.2680.388202231B轴中柱4.73×10441.6910.458238721C轴中柱4.73×10441.6910.458238721D轴边柱4.73×10441.2680.38820223188190底层A轴边柱3.67×10441.6350.587143121B轴中柱3.67×10442.1800.572139471C轴中柱3.67×10442.1800.572139471D轴边柱3.67×10441.6350.587143121565182.风荷载作用用下框架侧移移计算表5-17风荷荷载作用下框框架楼层层间间侧移与层高高之比计算楼层55.595.59881900.00006333.31/5238148.2813.87881900.00015773.31/2101938.2822.15881900.00025113.31/1314728.2830.43881900.00034553.31/956518.8539.28565180.00069554.251/6115，，侧移满足规范要要求。5.3.3风荷载载作用下框架架结构内力计计算1．反弯点计算表5-18反弯弯点高度比计计算楼层A、D轴中框架柱B、C轴中框架柱5k=1.268yααy=0.363k=1.691yααy=0.3854k=1.268yαααy=0.45k=1.691yαααy=0.453k=1.268yαααy=0.463k=1.691yαααy=0.4852k=1.268yαααy=0.5k=1.691yαααy=0.51k=1.635yααy=0.623k=2.180yααy=0.552．柱端弯矩及剪剪力计算表5-19风载载作用各层柱柱端弯矩及剪剪力计算柱楼层A、D轴55.5920223881900.2291.280.3631.202.691.54413.8720223881900.2293.180.4501.495.764.74322.1520223881900.2295.070.4631.538.977.76230.4320223881900.2296.970.5001.6511.5011.50139.2814312565180.2539.940.6232.6515.9026.34B、C轴55.5923872881900.2711.510.3851.273.071.92413.8723872881900.2713.760.4501.496.815.60322.1523872881900.2716.000.4851.6010.209.60230.4323872881900.2718.250.5001.6513.6113.61139.2813947565180.2479.700.5502.3418.5322.703．梁端弯矩、剪剪力及柱轴力力计算表5-20梁端端弯矩计算楼层柱端弯矩柱端弯矩之和5-2.692.692.6941.547.307.305.7634.7413.7113.718.9727.7619.2619.2611.50111.5027.4027.4015.90注：表中量刚为。表5-21梁端端弯矩计算楼层柱端弯矩柱端弯矩之和5-3.076.0×1042.0×1042.300.773.0741.928.736.0×1042.0×1046.552.186.8135.6015.806.0×1042.0×10411.853.9510.2029.6023.216.0×1042.0×10417.415.8013.61113.6132.146.0×1042.0×10424.118.0318.53注：表中量刚为，量刚为。表5-22梁端端剪力计算楼层52.692.300.920.770.770.7347.306.552.562.182.182.08313.7111.854.733.953.953.76219.2617.416.795.805.805.52127.4024.119.548.038.037.65注：表中单位为，V的单位为。表5-23柱轴轴力计算（受受压为正）楼层50.920.920.920.73-0.190.730.920.190.92-0.9242.563.482.562.08-0.672.082.560.672.56-3.4834.738.214.733.76-1.643.764.731.644.73-8.2126.7915.006.795.52-2.915.526.792.916.79-15.0019.5424.549.547.65-4.807.659.544.809.54-24.54注：1）柱轴力中中的；2）的单位为，的的单位为。图5-4-1风风荷载作用下下框架弯矩图图图5-4-2风风荷载作用下下框架剪力图图图5-4-3风风荷载作用下下框架轴力图图本科生毕业设计第6章竖向荷载作用下框架结构内力计算第6章竖向荷载作用下框框架结构内力力计算6.1计算单元取⑤轴线进行计算，计计算单元宽度度为6.6mm，单向板和和双向板的划划分以及荷载载传递路径如如图6.1所示。图6-1计算简图6.2荷载计算算6.2.1恒荷荷载计算1第1层恒荷载载计算图6-2⑤轴线框架梁梁受力简图aa图6-2⑤轴线框架梁梁受力简图bb.计算=1\*GB3①.板传递荷载=2\*GB3②.梁自重及抹抹灰梁自重：梁抹灰：小计：=3\*GB3③.墙体荷载所以，.计算部分只有梁自重及及抹灰。(3).计算是KLA传来的集中力，KLA计计算简图如下下。图6-3KLB计算简图aa图6-3KLB计算简图①.计算。包括括梁自重、抹抹灰及梁上墙墙体荷载。梁自重：梁抹灰：KL上墙体荷载：：故：②.板传递荷载载。板传来三角形荷载，等效转化为均布荷载：③.计算。FCL为梁和、：为板传来的荷载，均布荷荷载：所以，。综上，。(4)计算是传来来的，计算简图如如下。图6-4KLC计算简图6-4KLC计算简简图①.计算。包括括梁自重、抹抹灰及梁上墙墙体荷载。梁自重：梁抹灰：上墙体荷载：故：。②.计算。为为单向板传来来荷载：③.计算。为为板传来，等等效转化为：：④.计算（同上上）所以，。第2~4层与第1层层完全相同。而而第5层与第1层除荷载不不同，其它过过程完全相同同。计算简图图如下：图6-5恒荷载作用下的的计算简图6.2.2活荷荷载计算活荷载作用下的内内力与恒荷载载计算过程相相同。经计算算得出其计算算简图，如图图6.10所示示。图6-6活荷载作用下的的计算简图6.2.3重力力荷载代表值值计算对于屋面，重力荷荷载代表值取取全部的和50%的雪荷载（基本雪压为）；对于楼层层，重力荷载代代表值取全部部的恒荷载和50%的楼面活荷载载。1.第1层重力力荷载代表值值计算(1).(2).(3).(4).第2~4层与第1层层情况相同。2.第5层重力力荷载代表值值计算(1).雪荷载载作用下计算算图6.7⑤轴轴线第五层框框架简图a图6-7⑤轴线线第五层框架架简图b(2).雪荷荷载作用下计计算是KLB传来的集中力①.板传来荷载载，均布荷载载：②.计算为次梁传递的集中中荷载。所以，。(3).雪荷载载作用下计算算。=1\*GB3①.板传来三角形形荷载：=2\*GB3②.单向板传递荷荷载：=3\*GB3③.所以，。图6-8⑤轴线线框架在重力力荷载代表值值作用下的计计算简图6.3内力计算梁端、柱端弯矩。其其中表值弯矩矩计算过程及及所得的弯矩矩如图6.119~6.221所示。图6-21恒荷载作作用二次分配配图6-20活荷荷载作用二次次分配图6-19重力荷载代代表值作用二二次分配梁端剪力可根据梁梁上竖向荷载载引起的剪力力与梁端弯矩矩引起的剪力力叠加而得。柱柱轴力可由梁梁端剪力和节节点集中力叠叠加得到。计计算柱底轴力力还需考虑柱柱的自重，计计算过程详见见表6-1~~6-12。表6-1恒荷载载作用下ABB跨梁端剪力力计算层次BC跨CD跨q/kN·m--1l/mql/2/kNNVB=VC/kNNq/kN·m--1l/mql/2/kNNVC=VD/kNN517.885.448.2848.281.572.11.651.65441.775.4112.78112.781.572.11.651.65341.775.4112.78112.781.572.11.651.65241.775.4112.78112.781.572.11.651.65141.775.4112.78112.781.572.11.651.65表6-2恒载弯弯矩作用下梁梁端剪力计算算层次BC跨CD跨MBMClVBVCVC=VD/kN·m/kN·m/m/kN/kN/kN5-32.17-34.445.4-0.420.4204-81.35-83.985.4-0.490.4903-83.58-85.885.4-0.430.4302-84-86.175.4-0.400.4001-75.32-79.575.4-0.790.790表6-3恒载作用用下梁端剪力力及柱轴力/kN总剪力柱轴力BC跨CD跨B柱C柱层次VBVCVC=VDNNNN547.8648.701.65170.25190.87191.17211.804112.29113.271.65484.91505.53567.13587.763112.35113.211.65799.63820.25943.03963.662112.38113.181.651114.371134.991318.911339.541111.99113.571.651428.731455.291695.171721.73表6-4恒载作作用下柱剪力力层次恒荷载作用下B柱C柱上端下端剪力上端下端剪力/kN·m/kN·m/kN/kN·m/kN·m/kN532.1737.81-1.7130.1835.91-1.74443.5441.790.5341.4139.920.45341.7941.450.1039.9239.690.07242.5549.07-1.9840.5445.99-1.65126.2513.123.0925.2912.652.97表6-5活荷载载作用下ABB跨梁端剪力力计算层次BC跨CD跨q/kN·m--1l/mql/2/kNNVB=VC/kNNq/kN·m--1l/mql/2/kNNVC=VD/kNN51.475.43.973.9702.10045.895.415.9015.9002.10035.895.415.9015.9002.10025.895.415.9015.9002.10015.895.415.9015.9002.100表6-6活载弯弯矩作用下梁梁端剪力计算算层次BC跨CD跨MBMClVBVCVC=VD/kN·m/kN·m/m/kN/kN/kN5-3.15-3.195.4-0.010.0104-11.28-11.685.4-0.070.0703-11.8-12.115.4-0.060.0602-11.87-12.155.4-0.050.0501-10.65-11.215.4-0.100.100表6-7活载作作用下梁端剪剪力及柱轴力力/kNN总剪力柱轴力BC跨CD跨B柱C柱层次VBVCVC=VDNNNN53.963.98011.5432.1715.2235.84415.8315.98078.3498.9696.02116.64315.8515.960145.15165.77176.80197.43215.8515.950211.96232.59257.58278.21115.8016.010278.73305.29338.42364.98表6-8活载作作用下柱剪力力层次恒荷载作用下B柱C柱上端下端剪力上端下端剪力/kN·m/kN·m/kN/kN·m/kN·m/kN53.154.95-0.553.014.75-0.5346.335.90.136.015.670.1035.95.860.015.675.630.0126.0110.65-1.415.756.53-0.2413.711.860.443.591.790.42表6-9重力荷载载代表值作用用下AB跨梁梁端剪力计算算层次BC跨CD跨q/kN·m--1l/mql/2/kNNVB=VC/kNNq/kN·m--1l/mql/2/kNNVC=VD/kNN518.265.449.349.31.572.11.651.65444.125.4119.12119.121.572.11.651.65344.125.4119.12119.121.572.11.651.65244.125.4119.12119.121.572.11.651.65144.125.4119.12119.121.572.11.651.65表6-10重力力荷载代表值值弯矩作用下下梁端剪力计计算层次BC跨CD跨MBMClVBVCVC=VD/kN·m/kN·m/m/kN/kN/kN5-33.28-35.55.4-0.410.4104-87-89.855.4-0.530.5303-89.56-92.025.4-0.460.4602-90.02-92.335.4-0.430.4301-80.72-85.265.4-0.840.840表6-11重力力荷载代表值值作用下梁端端剪力及柱轴轴力/kkN总剪力柱轴力BC跨CD跨B柱C柱层次VBVCVC=VDNNNN548.8949.711.65173.18193.80194.95215.584118.59119.651.65509.31529.93599.39620.023118.66119.581.65845.51866.131003.761024.392118.69119.551.651181.731202.361408.111428.731118.28119.961.651517.551544.111812.861839.43表6-12重力力荷载代表值值作用下柱剪剪层次恒荷载作用下B柱C柱上端下端剪力上端下端剪力/kN·m/kN·m/kN/kN·m/kN·m/kN533.2840.19-2.0931.2638.2-2.10446.8144.780.6244.542.790.52344.7844.420.1142.842.550.08245.652.59-2.1243.4649.31-1.77128.1314.073.3127.1113.563.19图6-20框架架在恒荷载作作用下弯矩图图图6-21框架架在恒荷载作作用下剪力图图图6-22框架架在恒荷载作作用下轴力图图图6-23框架架在活荷载作作用下弯矩图图图6-24框架架在活荷载作作用下剪力图图图6-25框架架在活荷载作作用下轴力图图图6-26框架架在重力荷载载作用下弯矩矩图图6-27框架架在重力荷载载作用下剪力力图图6-28框架架在重力荷载载作用下轴力力图第7章框架结构内力组合第7章框架结构内力组合合7.1一般规定7.1.1梁端负负弯矩调幅《高规》规定：“当考虑结构构塑性内力充充分布影响时时，应在内力力组合之前对对竖向荷载作作用下的内力力进行调幅（梁梁端负弯矩调调幅系数取00.85），水水平荷载作用用下的弯矩不不能调幅”。7.1.2控制截截面框架梁的控制截面面通常是梁端端支座截面和和跨中截面。框框架梁的控制制截面最不利利内力组合有有以下几种：：：及对应的（），有有时需；：及对应的（），及及相应的。框架柱的通常是。的控制截面组合有有以下：柱截面：及相应的的、；及相应的、；及相应的、。7.1.3内力换换算梁支座边缘处的内内力值：(7.1))(7..2)式中；；；；；。7.1.4荷载载效应组合的的种类1.非抗震设设计时的基本本组合以效应控制的组合：：；以效应控制的组合：：；考虑组合时：。2.地震作用用效应和其他他荷载效应的的基本组合：3.荷载效应应的标准组合合荷截效应的标准组组合：。7.2框架梁内力力组合7.2.1内力换换算和梁端负负弯矩调幅根据式(7.1))和式(7.22)将框架梁梁轴线处的内内力换算为梁梁支座边缘处处的内力值，计计算过程详见见表7-1。本设设计梁端负弯弯矩调幅系数数取0.855，梁端负弯弯矩调幅后的的数值列于表表7-1。7.2.2非抗震震设计时的基基本组合时的基本组合是考考虑的组合。组组合过程列于于表7-2。7.2.3地震作作用效应和其其他荷载效应应的基本组合合对一般结构，为，和效应组合只考考虑和作用的。组合过程程见表7-33。7.2.4荷载载效应的标准准组合是考虑设计时的、的组合。组组合过程列于于表7-4。表7-1轴线处处的内力换算算为梁支座边边缘处的内力力值层次截面位置内力荷载类型左风右风左风右风5AB跨轴线处内力左端M-33.28-32.17-3.152.69-2.6936.94-36.94V48.8947.863.96-0.920.92-12.7012.70跨中M32.1731.872.190.20-0.202.65-2.65V右端M-35.50-34.44-3.19-2.302.30-31.6431.64V-49.71-48.70-3.98-0.920.92-12.7012.70梁支座边缘处内力力左端M-21.06-20.21-2.162.46-2.4633.77-33.77V44.3343.393.59-0.920.92-12.7012.70跨中M32.1731.872.190.20-0.202.65-2.65V右端M-23.07-22.27-2.20-2.072.07-28.4728.47V-45.15-44.23-3.61-0.920.92-12.7012.70梁支座边缘处调幅幅后内力左端M-17.90-17.17-1.842.46-2.4633.77-33.77V44.3343.393.59-0.920.92-12.7012.70跨中M49.1348.433.610.20-0.202.65-2.65V右端M-19.61-18.93-1.87-2.072.07-28.4728.47V-45.15-44.23-3.61-0.920.92-12.7012.70BC跨轴线处内力左端M-4.24-4.26-0.180.77-0.7710.54-10.54V1.651.650.00-0.730.73-10.0410.04跨中M-3.37-3.39-0.180.000.000.000.00V右端MV梁支座边缘处内力力左端M-3.83-3.85-0.180.59-0.598.03-8.03V1.261.260.00-0.730.73-10.0410.04跨中M-3.37-3.39-0.180.000.000.000.00V右端MV梁支座边缘处调幅幅后内力左端M-3.25-3.27-0.150.59-0.598.03-8.03V1.261.260.00-0.730.73-10.0410.04跨中M-2.37-2.39-0.150.59-0.598.03-8.03V右端MV（续表7-1）层次截面位置内力荷载类型左风右风左震右震4AB跨轴线处内力左端M-87.00-81.35-11.287.30-7.3085.74-85.74V118.59112.2915.83-2.562.56-30.1530.15跨中M72.3967.399.990.38-0.384.34-4.34V右端M-89.85-83.99-11.68-6.556.55-77.0677.06V-119.65-113.27-15.97-2.562.56-30.1530.15梁支座边缘处内力力左端M-57.35-53.28-7.326.66-6.6678.20-78.20V107.56102.0014.36-2.562.56-30.1530.15跨中M72.3967.399.990.38-0.384.34-4.34V右端M-59.94-55.67-7.69-5.915.91-69.5269.52V-108.62-102.98-14.50-2.562.56-30.1530.15梁支座边缘处调幅幅后内力左端M-48.75-45.29-6.226.66-6.6678.20-78.20V107.56102.0014.36-2.562.56-30.1530.15跨中M114.19106.7615.520.38-0.384.34-4.34V右端M-50.95-47.32-6.53-5.915.91-69.5269.52V-108.62-102.98-14.50-2.562.56-30.1530.15BC跨轴线处内力左端M-7.15-6.66-0.292.18-2.1825.68-25.68V1.651.650.00-2.082.08-24.4624.46跨中M-6.28-5.79-0.290.000.000.000.00V右端MV梁支座边缘处内力力左端M-6.74-6.25-0.291.66-1.6619.57-19.57V1.261.260.00-2.082.08-24.4624.46跨中M-6.28-5.79-0.290.000.000.000.00V右端MV梁支座边缘处调幅幅后内力左端M-5.73-5.31-0.251.66-1.6619.57-19.57V1.261.260.00-2.082.08-24.4624.46跨中M-4.84-4.43-0.251.66-1.6619.57-19.57V右端MV（续表7-1）层次截面位置内力荷载类型左风右风左震右震3AB跨轴线处内力左端M-89.56-83.58-11.8013.71-13.71140.96-140.96V118.66112.3515.84-4.734.73-48.6748.67跨中M70.0365.339.510.93-0.939.56-9.56V右端M-92.02-85.88-12.11-11.8511.85-121.84121.84V-119.58-113.21-15.96-4.734.73-48.6748.67梁支座边缘处内力力左端M-59.90-55.49-7.8412.53-12.53128.79-128.79V107.63102.0614.37-4.734.73-48.6748.67跨中M70.0365.339.510.93-0.939.56-9.56V右端M-62.13-57.58-8.12-10.6710.67-109.67109.67V-108.55-102.92-14.49-4.734.73-48.6748.67梁支座边缘处调幅幅后内力左端M-50.91-47.17-6.6612.53-12.53128.79-128.79V107.63102.0614.37-4.734.73-48.6748.67跨中M112.18105.0115.120.93-0.939.56-9.56V右端M-52.81-48.94-6.90-10.6710.67-109.67109.67V-108.55-102.92-14.49-4.734.73-48.6748.67BC跨轴线处内力左端M-6.43-6.04-0.773.59-3.5940.61-40.61V1.651.650.00-3.763.76-38.6838.68跨中M-5.56-5.17-0.770.000.000.000.00V右端MV梁支座边缘处内力力左端M-6.02-5.63-0.772.65-2.6530.94-30.94V1.261.260.00-3.763.76-38.6838.68跨中M-5.56-5.17-0.770.000.000.000.00V右端MV梁支座边缘处调幅幅后内力左端M-5.11-4.78-0.652.65-2.6530.94-30.94V1.261.260.00-3.763.76-38.6838.68跨中M-4.23-3.90-0.652.65-2.6530.94-30.94V右端MV（续表7-1）层次截面位置内力荷载类型左风右风左震右震2AB跨轴线处内力左端M-90.02-84.00-11.8719.26-19.26173.65-173.65V118.69112.3815.85-6.796.79-61.2261.22跨中M69.6464.989.460.93-0.938.36-8.36V右端M-92.33-86.17-12.15-17.4117.41-156.93156.93V-119.55-113.18-15.95-6.796.79-61.2261.22梁支座边缘处内力力左端M-60.35-55.91-7.9117.56-17.56158.35-158.35V107.66102.0914.38-6.796.79-61.2261.22跨中M69.6464.989.460.93-0.938.36-8.36V右端M-62.44-57.88-8.16-15.7115.71-141.63141.63V-108.52-102.89-14.48-6.796.79-61.2261.22梁支座边缘处调幅幅后内力左端M-51.30-47.52-6.7217.56-17.56158.35-158.35V107.66102.0914.38-6.796.79-61.2261.22跨中M111.85104.7115.070.93-0.938.36-8.36V右端M-53.08-49.19-6.94-15.7115.71-141.63141.63V-108.52-102.89-14.48-6.796.79-61.2261.22BC跨轴线处内力左端M-6.32-5.94-0.775.80-5.8052.31-52.31V1.651.650.00-5.525.52-49.8248.82跨中M-5.45-5.07-0.770.000.000.000.00V右端MV梁支座边缘处内力力左端M-5.91-5.53-0.774.42-4.4239.86-40.11V1.261.260.00-5.525.52-49.8248.82跨中M-5.45-5.07-0.770.000.000.000.00V右端MV梁支座边缘处调幅幅后内力左端M-5.02-4.70-0.654.42-4.4239.86-40.11V1.261.260.00-5.525.52-49.8248.82跨中M-4.14-3.82-0.654.42-4.4239.86-40.11V右端MV（续表7-1）层次截面位置内力荷载类型左风右风左震右震1AB跨轴线处内力左端M-80.72-75.32-10.6527.40-27.40199.14-199.14V118.28111.9915.80-9.549.54-67.3167.31跨中M77.8372.6210.541.65-1.6517.39-17.39V右端M-85.26-79.57-11.21-24.1124.11-164.36164.36V-119.96-113.5716.00-9.549.54-67.3167.31梁支座边缘处内力力左端M-51.15-47.32-6.7025.02-25.02182.31-182.31V107.25101.7014.33-9.549.54-67.3167.31跨中M77.8372.6210.541.65-1.6517.39-17.39V右端M-55.27-51.18-15.21-21.7321.73-147.53147.53V-108.93-103.2817.47-9.549.54-67.3167.31梁支座边缘处调幅幅后内力左端M-43.48-40.22-5.7025.02-25.02182.31-182.31V107.25101.7014.33-9.549.54-67.3167.31跨中M118.81111.2012.591.65-1.6517.39-17.39V右端M-46.98-43.50-12.93-21.7321.73-147.53147.53V-108.93-103.2817.47-9.549.54-67.3167.31BC跨轴线处内力左端M-8.84-8.29-1.098.03-8.0354.79-54.79V1.651.650.00-7.657.65-52.1852.18跨中M-7.97-7.42-1.090.000.000.000.00V右端MV梁支座边缘处内力力左端M-8.43-7.88-1.096.12-6.1241.75-41.75V1.261.260.00-7.657.65-52.1852.18跨中M-7.97-7.42-1.090.000.000.000.00V右端MV梁支座边缘处调幅幅后内力左端M-7.16-6.70-0.936.12-6.1241.75-41.75V1.261.260.00-7.657.65-52.1852.18跨中M-6.28-5.81-0.936.12-6.1241.75-41.75V右端MV注：表中的单位是是,的单位是.表7-2用于承承载力计算的的框架梁非抗抗震基本组合合表层次截面位置内力荷载类型恒荷载+活荷载++风荷载恒荷载+活荷载可变荷载控制组合永久荷载控制组合左风右风左风右风5AB跨左端M-17.17-1.842.46-2.46-19.82-26.02-23.18-24.98V43.393.59-0.920.9255.4457.7557.1062.10跨中M48.433.610.20-0.2062.9162.4263.1768.92右端M-18.93-1.87-2.072.07-27.67-22.45-25.32-27.38V-44.23-3.61-0.920.92-58.79-56.47-58.13-63.25BC跨左端M-3.27-0.150.59-0.59-3.38-4.86-4.14-4.56V1.260.00-0.730.730.592.431.511.70跨中M-2.39-0.150.59-0.59-2.32-3.80-3.08-3.374AB跨左端M-45.29-6.226.66-6.66-53.79-70.58-63.06-67.24V102.0014.36-2.562.56137.26143.71142.50151.77跨中M106.7615.520.38-0.38148.14147.20149.84159.34右端M-47.32-6.53-5.915.91-72.47-57.57-65.93-70.29V-102.98-14.50-2.562.56-145.07-138.61-143.87-153.23BC跨左端M-5.31-0.251.66-1.66-4.59-8.77-6.72-7.41V1.260.00-2.082.08-1.114.131.511.70跨中M-4.43-0.251.66-1.66-3.53-7.72-5.66-6.223AB跨左端M-47.17-6.6612.53-12.53-49.21-80.78-65.93-70.21V102.0614.37-4.734.73134.61146.53142.58151.86跨中M105.0115.120.93-0.93146.23143.89147.18156.58右端M-48.94-6.90-10.6710.67-80.87-53.98-68.39-72.83V-102.92-14.49-4.734.73-147.72-135.80-143.78-153.14BC跨左端M-4.78-0.652.65-2.65-3.23-9.90-6.66-7.10V1.260.00-3.763.76-3.236.251.511.70跨中M-3.90-0.652.65-2.65-2.17-8.84-5.60-5.912AB跨左端M-47.52-6.7217.56-17.56-43.36-87.62-66.43-70.74V102.0914.38-6.796.79132.07149.18142.63151.91跨中M104.7115.070.93-0.93145.80143.47146.75156.13右端M-49.19-6.94-15.7115.71-87.57-47.98-68.75-73.21V-102.89-14.48-6.796.79-150.26-133.15-143.73-153.09BC跨左端M-4.70-0.654.42-4.42-0.89-12.03-6.55-6.98V1.260.00-5.525.52-5.458.461.511.70跨中M-3.82-0.654.42-4.420.17-10.97-5.50-5.79表7-2用于承承载力计算的的框架梁非抗抗震基本组合合表层次截面位置内力荷载类型恒荷载+活荷载++风荷载恒荷载+活荷载可变荷载控制组合永久荷载控制组合左风右风左风右风1AB跨左端M-40.22-5.7025.02-25.02-23.93-86.96-56.24-59.88V101.7014.33-9.549.54128.07152.11142.10151.33跨中M111.2012.591.65-1.65151.38147.23151.07162.46右端M-43.50-12.93-21.7321.73-95.86-41.12-70.30-71.40V-103.2817.47-9.549.54-113.94-89.90-99.47-122.30BC跨左端M-6.70-0.936.12-6.12-1.49-16.91-9.33-9.95V1.260.00-7.657.65-8.1311.151.511.70跨中M-5.81-0.936.12-6.12-0.44-15.85-8.27-8.76注：表中的单位是是，的单位是。表7-3用于承承载力计算的的框架梁抗震震基本组合表表层次截面位置内力荷载类型抗震组合左震右震左震右震5AB跨左端M-17.9033.77-33.7716.81-49.03V44.33-12.7012.7027.5152.28跨中M49.132.65-2.6546.8041.64右端M-19.61-28.4728.47-45.4010.10V-45.15-12.7012.70-53.01-28.25BC跨左端M-3.258.03-8.034.90-10.76V1.26-10.0410.04-8.6610.92跨中M-2.378.03-8.035.70-9.964AB跨左端M-48.7578.20-78.2032.37-120.12V107.56-30.1530.1567.41126.20跨中M114.194.34-4.34107.0098.54右端M-50.95-69.5269.52-113.6421.93V-108.62-30.1530.15-127.15-68.36BC跨左端M-5.7319.57-19.5713.92-24.23V1.26-24.4624.46-22.7224.98跨中M-4.8419.57-19.5714.72-23.44（续表7-3）层次截面位置内力荷载类型抗震组合左震右震左震右震3AB跨左端M-50.91128.79-128.7979.75-171.39V107.63-48.6748.6749.41144.32跨中M112.189.56-9.56110.2891.64右端M-52.81-109.67109.67-154.4659.41V-108.55-48.6748.67-145.15-50.24BC跨左端M-5.1130.94-30.9425.56-34.77V1.26-38.6838.68-36.5838.84跨中M-4.2330.94-30.9426.36-33.982AB跨左端M-51.30158.35-158.35108.22-200.55V107.66-61.2261.2237.20156.58跨中M111.858.36-8.36108.8192.51BC跨左端M-53.08-141.63141.63-185.8590.32V-108.52-61.2261.22-157.36-37.98跨中M-5.0239.86-40.1134.34-43.621AB跨左端M1.26-49.8248.82-47.4448.73V-4.1439.86-40.1135.13-42.83跨中M-43.48182.31-182.31138.62-216.88右端M107.25-67.3167.3130.90162.15V118.8117.39-17.39123.8889.97BC跨左端M-46.98-147.53147.53-186.13101.56V-108.93-67.3167.31-163.66-32.41跨中M-7.1641.75-41.7534.25-47.15注：表中的单位是是，的单位是NN。表7-4用于正正常使用极限限状态验算的的框架梁标准准组合表层次截面位置内力荷载类型恒荷载+活荷载5AB跨左端M-17.17-1.84-19.01V43.393.5946.98跨中M48.433.6152.04右端M-18.93-1.87-20.79V-44.23-3.61-47.84BC跨左端M-3.27-0.15-3.42V1.260.001.26跨中M-2.39-0.15-2.544AB跨左端M-45.29-6.22-51.51V102.