《毕业设计计算书》模板

'本科毕业设计燕山大学图书馆建筑方案及钢筋砼框架结构设计姓名燕山大学2013年06月 本科毕业设计燕山大学图书馆建筑方案及钢筋砼框架结构设计学院（系）：建筑工程与力学学院专业：土木工程（房建）学生姓名：姓名学号：110101110011指导教师：导师答辩日期：xxxx年x月xx日 燕山大学毕业设计任务书学院：建筑工程与力学学院系级教学单位：土木工程系学号110101110011学生姓名姓名专业班级土木工程（房建）题目题目名称某学校图书馆建筑方案及钢筋砼框架结构设计题目性质1.理工类：工程设计（√）；工程技术实验研究型（）；理论研究型（）；计算机软件型（）；综合型（）2.管理类（）；3.外语类（）；4.艺术类（）题目类型1.毕业设计（√）2.论文（）题目来源科研课题（）生产实际（）自选题目（√）主要内容1结构方案的选择与结构布置；2构件截面初设计；3结构体系在竖向荷载和水平荷载作用下的内力分析；4结构侧移计算及截面验算；5梁，柱，楼面板的设计；6基础的设计；7节点的设计。基本要求通过本设计，熟悉建筑结构设计的步骤及过程，掌握常用结构设计规范和常用设计图集的应用，掌握多层钢筋混凝土框架结构设计的特点及优点，熟悉多层钢筋混凝土框架结构中个构件的设计计算，掌握节点的设计和具体构造。参考资料1、大学专业课程教材2、建筑设计规范3、结构设计规范4、设计手册周次第1～5周第6～8周第9～11周第12～13周第15～18周应完成的内容建筑方案设计，结构设计方案确定。地震力计算，横向框架在水平荷载作用下的内力计算。竖向荷载作用下结构内力计算，内力组合，梁柱截面设计。进行基础设计计算。计算书与施工图修改、打印、装订，准备答辩。指导教师：职称：年月日系级教学单位审批：年月日 摘要本工程为大学图书馆工程，建筑面积4300平方米，共五层。本工程为钢筋混凝土框架结构，下部结构采用柱下独立基础。毕业设计目的是熟悉多层建筑结构设计的步骤，方法，掌握结构设计的全过程。严格按照实际设计顺序，全面、详细的进行结构设计，内容包括：建筑方案的熟悉，结构方案的设计，梁板结构内力计算及配筋，用底部剪力法进行水平地震作用下的内力计算，用分层法进行横向一榀框架在竖向荷载作用下的内力分析，用D值法进行横向一榀框架在水平荷载作用下的内力分析及变形验算，框架梁、柱的内力组合，截面设计及节点设计，楼梯和基础设计。以表格形式汇总了设计过程中的许多参数，熟悉并初步掌握了规范的查阅，使用方法。毕业设计使我们对四年来所学的专业知识进行梳理作用，起到融会贯通的效果，为毕业后的工作实践打下基础。关键词　结构设计；框架结构；节点；内力；分层法；D值法 燕山大学本科生毕业设计（论文）AbstractKeywordsI 目录摘要IAbstractII第1章绪论11.1课题背景11.2设计内容11.3设计方法21.4设计依据21.5工程概况21.5.1自然条件21.5.2工程概况3第2章结构布置及计算简图的确定42.1结构布置42.2确定梁柱截面尺寸42.3计算简图的确定5第3章荷载统计63.1恒荷载计算63.2活荷载计算83.3重力荷载代表值计算8第4章构件设计104.1楼板设计104.1.1荷载设计值104.1.2弯矩计算104.1.3截面设计134.2楼盖板设计154.2.1荷载设计值15V 4.2.2弯矩计算164.2.3截面设计174.3次梁设计174.4楼梯设计204.4.1设计资料204.4.2梯板设计204.3.3平台板设计224.3.4平台梁设计22第5章横向水平荷载作用下框架内力及侧移计算245.1框架侧移刚度的计算245.1.1框架梁线刚度计算245.1.2框架柱线刚度计算245.2横向水平地震作用下框架内力及侧移计算255.2.1横向自振周期计算255.2.2水平地震作用及楼层地震剪力计算265.2.3水平地震作用下位移及刚重比和剪重比验算275.2.4水平地震作用下框架内力计算。285.3横向水平风荷载作用下框架内力及侧移计算325.3.1横向框架在风荷载作用下的计算简图325.3.2风荷载作用下的水平位移验算345.3.3风荷载作用下框架结构内力计算35第6章竖向荷载作用下框架结构内力计算396.1横向框架简图396.2横向框架在恒荷载作用下的计算简图396.2.1第一层框架计算简图396.2.2第二至四层框架计算简图426.2.3第五层框架计算简图426.3横向框架在活荷载作用下的计算简图436.3.1第一层框架计算简图43V 6.3.2第二至四层框架计算简图446.3.3第五层框架计算简图456.4横向框架在重力荷载代表值作用下的计算简图466.4.1第一层框架计算简图466.4.2第二至四层框架计算简图466.4.3第五层框架计算简图466.4.4横向框架在重力荷载代表值作用下的计算简图486.5横向框架在恒荷载作用下的内力计算486.6横向框架在活荷载作用下的内力计算526.7横向框架在重力荷载作用下的内力计算55第7章框架结构内力组合597.1内力组合的相关系数597.2框架梁内力组合597.2.1内力换算和梁端负弯矩调幅597.2.2非抗震设计时的基本组合677.2.3地震作用效应和其他荷载效应的基本组合697.2.4荷载效应的标准组合727.3框架柱内力组合747.3.1控制截面的内力747.3.2非抗震设计时的基本组合777.3.3地震作用效应和其他荷载效应的基本组合807.3.4荷载效应的标准组合83第8章框架结构截面设计868.1框架梁非抗震截面设计868.1.1选取最不利组合内力868.1.2梁的正截面受弯承载力计算868.1.3梁的斜截面受剪承载力计算888.1.4裂缝宽度验算898.2框架梁抗震截面设计91V 8.2.1选取最不利组合内力918.2.2梁的正截面受弯承载力计算918.2.3梁的斜截面受剪承载力计算948.3框架柱非抗震截面设计968.3.1柱正截面承载力计算968.3.2柱斜截面承载力计算998.3.3裂缝宽度验算1008.4框架柱抗震截面设计1018.4.1柱正截面承载力计算1018.4.2柱斜截面承载力计算105第9章基础设计1079.1工程地质条件1079.2D柱基础设计1079.3B、C柱联合基础设计1129.3.1确定基础底面宽度1129.3.2验算持力层地基承载力1139.3.3计算基础梁内力1139.3.4梁板部分计算1149.3.5肋梁部分计算115第10章工程概预算11810.1工程量计算11810.2分部分项工程量清单综合单价分析119结论124参考文献125致谢126V 第1章绪论第1章绪论1.1课题背景本课题为图书馆建筑方案及钢筋砼框架结构设计，结构形式为多层钢筋混凝土框架结构，基础为独立基础，以实现大学4年专业知识的综合应用。主要依据是材料力学、结构力学等专业知识，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。通过本设计，熟悉建筑结构设计的步骤及过程，掌握常用结构设计规范和常用设计图集的应用，掌握多层钢筋混凝土框架结构设计的特点及优点，熟悉多层钢筋混凝土框架结构中各构件的设计计算，掌握节点的设计和具体构造。1.2设计内容根据毕业设计任务书要求，本毕业设计完成的工作如下：1结构方案与结构布置：框架柱网布置、梁格布置、构件截面尺寸估算、材料选择；2荷载统计：恒荷载、活荷载、风荷载、雪荷载；3楼屋盖结构设计：单向板设计、双向板设计、次梁设计；4框架结构竖向荷载作用下的受力分析：框架结构弯矩图、剪力图、轴力图；5框架结构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；6框架结构侧移计算；7框架柱梁荷载组合与截面设计；8框架节点连接设计；9基础设计。23 第1章绪论1.3设计方法本次毕业设计采用人工手算方式进行，关键环节采用了如下计算方法：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．水平地震作用：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设计依据1建筑结构可靠度设计统一标准(GB50068-2010)2建筑结构荷载规范(GB50009-2010)3混凝土结构设计规范(GB50010-2010)4建筑抗震设计规范(GB50011-2010)5建筑地基基础设计规范(GB50007-2011)6《混凝土结构施工平面图整体表示方法制图规则和构造详图》7《岩土工程勘察报告》1.5工程概况1.5.1自然条件根据《建筑结构荷载规范》、《建筑抗震设计规范》、《工程地质勘察报告》可以确定秦皇岛地区自然条件如下：1基本风压：2基本雪压：3抗震设防烈度为7度，设计基本地震加速度值为0.10g，抗震设计分组为第二组。4场地标准冰冻深度0.85m。5根据地震勘察报告，本工程地质情况如下：23 第1章绪论①填土层②黏土③砂质粘性土④混合花岗岩含风化层⑤混合花岗岩强风化层（地下水稳定水位埋深1.3～2.2m）6建筑场地类别为Ⅱ类。1.5.2工程概况1本工程为钢筋混凝土框架结构。该图书馆主楼结构共5层，底层层高5.5m，2至5层层高4.5m。结构高度为23.5m，总长度为48.6m，总宽度17.7m。2本建筑结构安全等级为二级，建筑抗震设防类别为丙类建筑。3本工程现浇钢筋混凝土框架结构的抗震等级为三级。4本工程设计基准期为50年。23 第2章结构布置及计算简图的确定第2章结构布置及计算简图的确定2.1结构布置图2.1标准层结构布置图2.2确定梁柱截面尺寸1．框架梁截面尺寸初估⑴横向框架梁A—B、C—D跨：，，取；，取。B—C跨：，，取；b与AB跨相同，取。⑵纵向框架梁A轴：，，取；，取。B、C、D轴同A轴。⑶横向次梁23 第2章结构布置及计算简图的确定，，取；，取。2．框架柱截面初估框架柱选用C30混凝土，，抗震等级为三级，轴压比。由轴压比初步估算框架柱截面尺寸时，可按式计算。2轴与C轴相交中柱、边柱3轴与C轴相交中柱、边柱4轴与C轴相交中柱、边柱5轴与C轴相交中柱、边柱1轴与C轴相交边柱、角柱2.3计算简图的确定图2.2横向框架计算简图23 第3章荷载设计第3章荷载统计3.1恒荷载计算1．不上人屋面恒荷载（板厚）表3-1不上人屋面恒荷载（板厚）构造层面荷载找平层: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):三毡四油铺小石子0.4找平层:15厚水泥砂浆0.30找坡层:40厚水泥石灰焦渣砂浆3‰找平0.04×14=0.56保温层:80厚矿渣水泥0.08×14.5=1.16结构层0.12×25=3抹灰层:10厚混合砂浆0.01×17=0.17合计6.892．标准层楼面恒荷载（板厚）表3-2标准层楼面恒荷载（板厚）构造层面荷载水磨石地面0.65结构层：120厚现浇钢筋混凝土板0.12×25=3.0抹灰层：10厚混合砂浆0.01×17=0.17合计3.823．楼梯平台板（板厚）表3-3楼梯平台板（板厚）构造层面荷载水磨石地面0.65结构层：70厚现浇钢筋混凝土板0.07×25=1.75抹灰层：10厚混合砂浆0.01×17=0.17合计2.574．卫生间恒荷载（板厚）23 第3章荷载设计表3-4卫生间恒荷载（板厚）构造层面荷载小瓷砖地面0.55找平层：15厚水泥砂浆0.15×20=0.30结构层：120厚现浇钢筋混凝土板0.12×25=3.0防水层0.30移动隔墙折算荷载2.0抹灰层：10厚混合砂浆0.01×17=0.17合计6.325．墙体荷载表3-5填充墙外墙荷载构造层面荷载墙体自重10×0.20=2水刷石外墙面0.50水泥内墙面0.36合计2.86表3-6填充墙内墙荷载构造层面荷载墙体自重10×0.20=2水泥粉刷外墙面0.36水泥粉刷内墙面0.36合计2.7223 第3章荷载设计3.2活荷载计算表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0.52办公室2.03走廊、门厅3.54阅览室、会议室2.05卫生间活荷载2.56楼梯3.57书库、档案室、贮藏室5.08一般资料档案室2.53.3重力荷载代表值计算1．标准层重力荷载代表值计算⑴标准层楼面板结构层及构造层自重标准值⑵标准层梁自重标准值⑶标准层柱自重标准值⑷标准层墙自重标准值23 第3章荷载设计⑸标准层活荷载标准值（取50%）⑹标准层重力荷载代表值汇总⑺标准层重力荷载设计值2．第5层重力荷载代表值计算计算方法同标准层重力荷载代表值的计算：3．第1层重力荷载代表值计算计算方法同标准层重力荷载代表值的计算：23 第4章　构件设计第4章构件设计4.1楼板设计4.1.1荷载设计值恒荷载分项系数取1.2，活荷载分项系数应取1.4，于是板荷载设计值：走道：，卫生间、一般资料档案室：，阅览室、会议室、办公室：，书库、档案室、贮藏室：，4.1.2弯矩计算根据不同的情况，整个楼板可以分为区格板。如图4.1所示。图4.1楼板平面布置图因跨度相差小于10%，可按等跨连续板计算，取1m宽板带作为计算单元，计算简图如图4.2、图4.3所示。23 第4章　构件设计图4.2楼板、计算简图图4.3楼板、计算简图1．单向板区格板查表得，板的弯矩系数分别为：端支座，边跨跨中，离端第二支座，离端第二跨跨中，中间支座，中间跨跨中，故2．单向板区格板查表得，板的弯矩系数分别为：端支座，边跨跨中，离端第二支座，离端第二跨跨中。故23 第4章　构件设计3．单向板区格板同单向板4．单向板区格板同单向板5．单向板区格板取1m板宽作为计算单元，按弹性理论计算，计算跨度均为。弯矩计算见表4-1。表4-1单向板弯矩计算表截面跨中支座截面跨中支座弯矩系数6.91-4.946．双向板区格板，按双向板计算。。单位板宽跨中弯矩：单位板宽支座弯矩：，，7．双向板区格板23 第4章　构件设计，按双向板计算。。单位板宽跨中弯矩：单位板宽支座弯矩：，，4.1.3截面设计1．单向板区格板环境类别一级，混凝土，板保护层厚度取，选用B8钢筋作为受力主筋。板厚，，支座处均为；板宽，混凝土，，；HRB335钢筋，，，。板配筋计算的过程列于表4-2。截面弯矩设计值(）计算配筋（）实际配筋（）A4.520.03430.0349159.7B8@20015.170.03920.04183B8@200B-6.580.04990.0512234.4B8@20024.520.03430.0349159.7B8@200C-6.030.04580.0469214.6B8@20035.280.04010.0409187.3B8@200D-5.590.04240.0433198.4B8@20045.280.04010.0409187.3B8@200表4-2板的配筋计算23 第4章　构件设计计算结果表明，支座截面的均小于0.35，符合塑性内力重分布的原则；，此值大于，同时大于0.2%，满足最小配筋率的要求。单向板、、的配筋计算同上。2．单向板区格板板保护层厚度取20mm选用B8钢筋作为受力主筋，板截面有效高度：支座处均为96mm。混凝土采用C30，则；板筋选用HRB335，。跨中：跨中：配筋计算结果见表4-3。3．双向板区格板板保护层厚度取20mm选用B8钢筋作为受力主筋，则短跨方向跨中截面有效高度：方向跨中截面的有效高度：支座处均为96mm。截面弯矩设计值不考虑折减。计算配筋量时，取内力臂系数，23 第4章　构件设计。板筋选用HRB335，。配筋计算结果见表4-3。双向板的配筋计算同上表4-3楼板截面配筋计算项目截面　　配筋实有跨中方向0.973963006.91246.6B8@200251.0方向0.9559630011.22407.9B8@120419.0方向0.950963003.25118.8B8@200251.0方向0.950883001.5963.4B8@200251.0支座0.95088300-3.95157.5B8@200251.00.95096300-5.38196.6B8@200251.00.95088300-3.95157.5B8@200251.0侧0.98896300-3.16112.2B8@200251.0侧0.981963004.94174.8B8@200251.0侧0.98996300-2.88101.3B8@200251.0侧0.981963004.94174.8B8@200251.00.95088300-3.95157.5B8@200251.00.95096300-5.38196.6B8@200251.00.95096300-5.38196.6B8@200251.00.95096300-5.38196.6B8@200251.04.2楼盖板设计4.2.1荷载设计值恒荷载分项系数取1.35，因楼面活荷载标准值小于4.0kN/m2，所以活荷载分项系数应取1.4，于是板：恒荷载设计值：活荷载设计值：，23 第4章　构件设计4.2.2弯矩计算图4.4楼盖板平面布置图表4-4单向板弯矩计算表截面A1B2C3D4弯矩-3.824.37-5.563.82-4.373.82-4.735.10表4-5单向板弯矩计算表截面跨中支座截面跨中支座弯矩系数14.89-10.64表4-6双向板弯矩计算表项目2.73.90.692.721.89-5.55-5.55-4.08023 第4章　构件设计4.2.3截面设计表4-7楼盖板截面配筋计算项目截面　　　　　配筋实有跨中方向0.980963005.10180.7B8@200251.0方向　0.9399514.89556.4B8@140561.0方向　0.950962.7299.4B8@200251.0方向　0.950881.8975.4B8@200251.0支座0.95896-10.64385.7B8@130387.00.98496-4.08143.9B8@200251.00.97896-5.55196.9B8@200251.00.97896-5.56196.9B8@200251.04.3次梁设计图4.5标准层次梁尺寸及平面布置图23 第4章　构件设计图4.6顶层次梁尺寸及平面布置图标准层配筋计算1．荷载设计值次梁承受荷载包括：板传递荷载和次梁自重。板传递荷载：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⑴正截面受弯承载力计算正截面受弯配筋计算时，跨内按T形截面计算，。环境类别为一级，，C30混凝土，HRB400级钢筋。一排纵向钢筋：，，23 第4章　构件设计,，，。属于第一类T形截面。，选用3C20，。，满足。支座处按构造要求配负筋：选配2C12，，全跨通长。⑵斜截面受剪承载力计算，截面尺寸按下式验算：，截面尺寸满足要求。，按构造配箍。取B6@150，，满足最小配箍率要求。标准层配筋计算同上标准层配筋计算同上顶层配筋计算同上23 第4章　构件设计4.4楼梯设计4.4.1设计资料标准层楼梯计算1．楼梯形式：平行双跑楼梯2．踏步尺寸：150mm×270mm，层高为4.5m3．材料：C30混凝土，HPB300、HRB335级钢筋4．楼梯上均布荷载标准值：楼梯示意图见图4.7。图4.7楼梯平面示意图4.4.2梯板设计取板厚为。板的倾斜角度，，取1m板带计算。1．荷载统计恒荷载分项系数，活荷载分项系数，荷载统计见表4-8。表4-8斜板荷载统计23 第4章　构件设计荷载种类荷载标准值/kN·m-1恒荷载水磨石地面(0.27+0.15)×0.65/0.27=1.01三角形踏步0.5×0.27×0.15×25/0.27=1.875混凝土斜板0.12×25/0.874=3.43板底抹灰0.01×17/0.874=0.19小计6.505取6.51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：。得：选配B10@120，实际配筋为654mm2，分布筋每级踏步至少1根A8。配筋图见图4.8。图4.8楼梯板配筋详图23 第4章　构件设计4.3.3平台板设计平台板厚取为，取1m宽板带计算。1．荷载统计表4-9平台板荷载统计荷载种类荷载标准值/kN·m-1恒荷载水磨石地面1.85×0.65=1.2070厚混凝土板0.07×25=1.75板底抹灰0.01×17=0.17小计3.12活荷载3.5总荷载统计值：。2．截面设计计算跨度：选用B8钢筋作为受力主筋，板的有效高度为：，则选配B8@200，实际配筋。，则选配B8@200，实际配筋。4.3.4平台梁设计1．荷载统计23 第4章　构件设计表4-10平台梁荷载统计荷载种类荷载标准值/kN·m-1自重梁自重0.2×(0.35-0.07)×25=1.4梁测粉刷0.01×(0.35-0.07)×2×17=0.10小计1.50平台板传来8.6×1.75/2=7.53梯段板传来12.7×3.78/2=24.00总荷载统计值：。2．截面设计平台梁截面尺寸为：。计算跨度：弯矩设计值：剪力设计值：梁的有效高度：选配4B16，实际配筋。,选配2B12，实际配筋,全跨通长。斜截面受剪承载力：，，满足，按构造配筋即可。选配B6@150。23 第5章横向水平荷载作用下框架内力及位移计算第5章横向水平荷载作用下框架内力及侧移计算5.1框架侧移刚度的计算5.1.1框架梁线刚度计算表5-1框架梁线刚度Kb计算类别Ec/b×h/m2l/mI0/m41.5I0或2I0/m4EcIb/l/kN·m边框架梁3×1070.3×0.657.500.00690.01044.16×1043×1070.3×0.32.700.00070.00111.22×104中框架梁3×1070.3×0.657.500.00690.01385.52×1043×1070.3×0.32.700.00070.00141.56×1045.1.2框架柱线刚度计算表5-2柱线刚度Kc计算层次hc/mEc/b×h/m2Ic/m4EcIc/hc/kN·m2~54.53×1070.55×0.550.00765.07×1042~54.53×1070.5×0.50.00523.47×10416.53×1070.55×0.550.00764.15×10416.53×1070.5×0.50.00522.84×1045.1.3柱的侧移刚度计算表5-3框架柱的侧移刚度D值楼层　　　根数五~二层A轴边框边柱3.47×1041.1990.37577112A轴中框边柱5.07×1041.0890.353106063A轴中框边柱3.47×1041.5910.44391094B轴边框中柱3.47×1041.5500.43789862B轴中框中柱5.07×1041.3960.411123483B轴中框中柱3.47×1042.0400.505103844C轴边框中柱3.47×1041.5500.43789862C轴中框中柱5.07×1041.3960.411123483C轴中框中柱3.47×1042.0400.505103844127 第5章横向水平荷载作用下框架内力及位移计算D轴边框边柱3.47×1041.1990.37577112D轴中框边柱5.07×1041.0890.353106063D轴中框边柱3.47×1041.5910.44391094　360456底层A轴边框边柱2.84×1041.4650.56763882A轴中框边柱4.15×1041.3300.55090553A轴中框边柱2.84×1041.9440.62069854B轴边框中柱2.84×1041.8940.61569292B轴中框中柱4.15×1041.7060.59597953B轴中框中柱2.84×1042.4930.66675034　2822725.2横向水平地震作用下框架内力及侧移计算5.2.1横向自振周期计算1．采用假想顶点位移法计算结构基本自振周期。表5-4假想顶点位移计算楼层59810.229810.223604560.02720.436349458.6719268.893604560.05350.409139458.6728727.563604560.07970.355629458.6738186.233604560.10590.275919812.6347998.862822720.17000.17002．能量法计算结构基本自振周期，计算过程见下表。表5-5能量法计算结构基本自振周期楼层59810.220.43634280.201867.4549458.670.40913869.541583.0339458.670.35563363.501196.0629458.670.27592609.65720.0019812.630.17001668.15283.59总计15791.045650.13127 第5章横向水平荷载作用下框架内力及位移计算采用经验公式计算结构基本自振周期，计算如下：5.2.2水平地震作用及楼层地震剪力计算本工程所在场地为7度设防，设计地震分组为第三组，场地类别为Ⅱ类，结构的基本自振周期采用能量法的计算结果，即。查表得，。因，则地震影响系数为，故需考虑顶部附加地震作用：表5-6各层水平地震作用标准值、楼层地震剪力计算楼层　59810.2223.5230540.17695961.79568.8249458.6719179714.73443.4239458.6714.5137150.72338.4029458.671094586.70233.3819812.635.553969.47133.16127 第5章横向水平荷载作用下框架内力及位移计算图5.1水平地震作用下计算简图5.2.3水平地震作用下位移及刚重比和剪重比验算1．水平地震作用下位移用D值法来计算。表5-7横向水平地震作用下楼层层间位移计算层次　5712.073604560.0019841155.493604560.00132131493.893604560.0041421727.273604560.0047911860.432822720.00659由上表可得：层间位移满足要求。2．刚重比和剪重比验算表5-8各层刚重比和剪重比计算表127 第5章横向水平荷载作用下框架内力及位移计算楼层(重力荷载代表值，kN)(重力荷载设计值,kN)(刚重比)(剪重比)54.53604561622052712.079810.2211794.17137.530.07344.536045616220521155.4919268.8923412.1369.280.06034.536045616220521493.8928727.5635030.0946.300.05224.536045616220521727.2738186.2346648.0534.770.04516.528227215524961860.4347998.8658690.7626.450.039各层刚重比均大于10，满足稳定要求；查表得楼层最小地震剪力系数，各层剪重比均大于0.016，满足要求。5.2.4水平地震作用下框架内力计算。采用D值法，计算②轴线横向框架内力。1．反弯点高度计算表5-9反弯点高度比计算楼层A、D轴中框架柱B、C轴中框架柱5K=1.089K=1.3964K=1.089K=1.3963K=1.089K=1.396127 第5章横向水平荷载作用下框架内力及位移计算2K=1.089K=1.3961K=1.330K=1.7062．柱端弯矩及剪力计算表5-10水平地震作用下柱端弯矩及剪力计算柱楼层　　　　A、D轴5712.07106063604560.02920.650.3541.5960.0332.8341155.4933.510.4041.8289.8760.9931493.8943.320.4542.04106.4488.3721727.2750.090.5002.25112.70112.7011860.4390552822720.03259.530.6173.39125.40201.81B、C轴5712.07123483604560.03424.210.3701.6768.6440.4341155.4939.290.4201.89102.5574.2631493.8950.790.4702.12121.13107.6721727.2758.730.5002.25132.14132.1411860.4397952822720.03565.120.5793.18150.79207.083．梁端弯矩、剪力及柱轴力计算表5-11梁端弯矩计算楼层柱端弯矩柱端弯矩之和（kN·m）5-60.0360.0360.03432.83122.70122.7089.87360.99167.43167.43106.44127 第5章横向水平荷载作用下框架内力及位移计算288.37201.07201.07112.701112.70238.10238.10125.40表5-12梁端弯矩计算楼层柱端弯矩柱端弯矩之和5-　68.645.52×1041.56×10453.5215.1268.64440.43142.985.52×1041.56×104111.4831.50102.55374.26195.395.52×1041.56×104152.3443.05121.132107.67239.815.52×1041.56×104186.9752.84132.141132.14282.935.52×1041.56×104220.5962.34150.79注：表中M量刚为kN·m，量刚为kN·m。表5-13梁端剪力计算楼层560.0353.5215.1415.1215.1211.204122.70111.4831.2231.5031.5023.333167.43152.3442.6443.0543.0531.892201.07186.9751.7452.8452.8439.141238.10220.5961.1662.3462.3446.18注：表中M单位为kN·m，V的单位为kN。表5-14柱轴力计算（受压为正）楼层515.1415.1415.1411.20-3.9411.2015.143.9415.14-15.14431.2231.2231.2223.33-7.8923.3331.227.8931.22-31.22342.6442.6442.6431.89-10.7531.8942.6410.7542.64-42.64251.7451.7451.7439.14-12.6039.1451.7412.6051.74-51.74161.1661.1661.1646.18-14.9846.1861.1614.9861.16-61.16127 第5章横向水平荷载作用下框架内力及位移计算注：1）柱轴力中的负号表示拉力；2）V的单位为kN，N的单位为kN。水平地震作用下框架的弯矩图、剪力图及柱轴力图如图5.2所示。图5.2.1水平地震作用下框架弯矩图图5.2.2水平地震作用下框架剪力图127 第5章横向水平荷载作用下框架内力及位移计算图5.2.3水平地震作用下框架轴力图5.3横向水平风荷载作用下框架内力及侧移计算5.3.1横向框架在风荷载作用下的计算简图1．垂直于建筑物表面上的风荷载标准值计算垂直于建筑物表面上的风荷载标准值当计算主要承重结构时按下式来计算：(5-1)室内外高差，基本风压，地面粗糙度类别为C类，结构总高度为。查《建筑结构荷载规范》得风压高度变化系数；；(5-2)式中：g为峰值因子，可取2.5；为10m高度名义端流强度，对应C类地面粗糙度，可取0.23；R为脉动风荷载的共振分量因子；127 第5章横向水平荷载作用下框架内力及位移计算为脉动风荷载的背景分量因子；(5-3)式中：为结构第1阶自振频率（Hz）；为地面粗糙度修正系数。C类地面粗糙度取0.54；为结构阻尼比，对钢筋混凝土及砌体结构可取0.05；（5-4）式中：为结构第1阶振型系数；H为结构总高度（m）；为脉动风荷载水平方向相关系数；为脉动风荷载竖直方向相关系数；、经查表得，。表5-15计算过程楼层HR15.950.8630.8240.650.120.08972.420.6201.120210.450.8630.8910.650.310.24872.420.6201.336314.950.8630.8780.650.500.39472.420.6201.533419.450.8630.8670.730.750.51972.420.6201.702523.950.8630.8570.801.000.62572.420.6201.846表5-16各层楼面处集中风荷载标准值楼层　　　　　　　10.651.1201.30.455.954.515.3520.651.3361.30.454.54.515.7730.651.5331.30.454.54.518.1040.731.7021.30.454.54.522.5750.801.8461.30.454.50.815.80127 第5章横向水平荷载作用下框架内力及位移计算1．风荷载作用下的计算简图图5.3风荷载作用下的计算简图5.3.2风荷载作用下的水平位移验算1．框架梁柱线刚度和侧移刚度D计算表5-17柱侧移刚度D值计算楼层　根数二~五层A轴边柱5.07×1041.0890.353106061B轴中柱5.07×1041.3960.411123481C轴中柱5.07×1041.3960.411123481D轴边柱5.07×1041.0890.353106061　45908底层A轴边柱4.15×1041.3300.55090551B轴中柱4.15×1041.7060.59597951C轴中柱4.15×1041.7060.59597951D轴边柱4.15×1041.3300.55090551　377002．风荷载作用下框架侧移计算表5-18风荷载作用下框架楼层层间侧移与层高之比计算127 第5章横向水平荷载作用下框架内力及位移计算楼层515.8015.80459080.000344.51/13235422.5738.37459080.000844.51/5357318.1056.47459080.001234.51/3659215.7772.24459080.001574.51/2866115.3587.59377000.002326.51/2371，侧移满足规范要求。5.3.3风荷载作用下框架结构内力计算1．反弯点计算反弯点高度比与水平地震作用下相同。2．柱端弯矩及剪力计算表5-19风载作用各层柱端弯矩及剪力计算柱楼层A、D轴515.8010606459080.2313.650.3541.5910.625.80438.3710606459080.2318.860.4041.8223.7416.13356.4710606459080.23113.040.4542.0432.0826.60272.2410606459080.23116.690.5002.2537.5537.55187.599055377000.24021.020.6173.3944.3571.26B、C轴515.8012348459080.2694.250.3701.6712.037.10438.3712348459080.26910.320.4201.8926.9419.50356.4712348459080.26915.190.4702.1236.1532.20272.2412348459080.26919.430.5002.2543.7243.72187.599795377000.26022.770.5793.1852.8372.413．梁端弯矩、剪力及柱轴力计算表5-20梁端弯矩计算127 第5章横向水平荷载作用下框架内力及位移计算楼层柱端弯矩柱端弯矩之和　5-10.6210.6210.6245.8029.5429.5423.74316.1348.2148.2132.08226.6064.1564.1537.55137.5581.9081.9044.35注：表中M量刚为kN·m。表5-21梁端弯矩计算楼层柱端弯矩柱端弯矩之和　　　　5-　12.035.52×1041.56×1049.382.6512.0347.1034.045.52×1041.56×10426.547.5026.94319.5055.655.52×1041.56×10443.3912.2636.15232.2075.925.52×1041.56×10459.1916.7343.72143.7296.555.52×1041.56×10475.2821.2752.83注：表中M量刚为kN·m，量刚为kN·m。表5-22梁端剪力计算楼层510.629.382.672.652.651.96429.5426.547.487.507.505.56348.2143.3912.2112.2612.269.08264.1559.1916.4516.7316.7312.39181.9075.2820.9621.2721.2715.76注：表中M单位为kN·m，V的单位为kN。127 第5章横向水平荷载作用下框架内力及位移计算表5-23柱轴力计算（受压为正）楼层　　　　　　　　　　52.672.672.671.96-0.711.962.670.712.67-2.6747.487.487.485.56-1.925.567.481.927.48-7.48312.2112.2112.219.08-3.139.0812.213.1312.21-12.21216.4516.4516.4512.39-4.0612.3916.454.0616.45-16.45120.9620.9620.9615.76-5.2015.7620.965.2020.96-20.96注：1）柱轴力中的负号表示拉力；2）V的单位为kN，N的单位为kN。风荷载作用下框架的弯矩图、剪力图及柱轴力图如图5.4所示。图5.4.1风荷载作用下框架弯矩图127 第5章横向水平荷载作用下框架内力及位移计算图5.4.2风荷载作用下框架剪力图图5.4.3风荷载作用下框架轴力图127 第6章竖向荷载作用下框架内力计算第6章竖向荷载作用下框架结构内力计算6.1横向框架简图AB和CD之间的跨度均为，BC之间的跨度为。底层柱高从基础顶面算至二楼楼面，基础顶面至室外地坪取，故底层柱高为。其余各层柱高均为。图6.1②轴线横向框架计算单元6.2横向框架在恒荷载作用下的计算简图6.2.1第一层框架计算简图127 第6章竖向荷载作用下框架内力计算图6.2第一层楼面板布置简图图6.3②轴线第一层框架简图1．计算部分只有梁自重及抹灰。梁自重：梁抹灰：小计：2．计算部分只有梁自重及抹灰。梁自重：梁抹灰：小计：3．计算与相同，即。4．计算图6.4A轴线纵向框架梁计算简图（1）计算。包括梁自重、抹灰以及梁上墙体荷载。梁自重：梁抹灰：墙体荷载：两跨上的墙体荷载相同，一跨内的墙长为，墙高，窗高，窗顶与梁底平齐，窗荷载取为，简化为均布荷载为127 第6章竖向荷载作用下框架内力计算小计：。（2）计算。小计：。5.计算。图6.5L-1计算简图为梁自重和抹灰：为板传来的梯形荷载，等效转化为均布荷载：、、计算同上，得6.计算。（1）计算。为梁自重和抹灰：（2）计算。（3）计算。、计算同上，得127 第6章竖向荷载作用下框架内力计算8．第一层框架最终计算简图第一层框架的最终恒荷载计算简图如下。图6.6第一层框架最终恒荷载计算简图6.2.2第二至四层框架计算简图第二至四层与第一层荷载相同，层高均为。6.2.3第五层框架计算简图图6.7第五层楼面板布置简图图6.8②轴线第五层框架简图127 第6章竖向荷载作用下框架内力计算第五层框架计算过程同上，汇总前面各层的计算简图，画出恒荷载作用下的横向框架计算简图。图6.9恒荷载作用下横向框架的计算简图6.3横向框架在活荷载作用下的计算简图6.3.1第一层框架计算简图第一层楼框架简图如下图所示。127 第6章竖向荷载作用下框架内力计算图6.10第一层楼面板布置简图图6.11②轴线第一层框架简图1．计算是A轴纵向框架梁传来的集中力。2.计算。为L-1传递的集中荷载。、、计算同上，得，，3．计算是B轴纵向框架梁传来的集中力。、计算同上，得，4．第一层框架最终计算简图第一层框架的最终恒荷载简图如下。图6.12第一层框架最终活荷载计算简图127 第6章竖向荷载作用下框架内力计算6.3.2第二至四层框架计算简图第二至四层框架荷载与第一层相同，层高均为。6.3.3第五层框架计算简图第五层楼框架简图如下图所示。图6.13第五层楼面板布置简图图6.14②轴线第五层框架简图第五层框架计算过程同上，汇总前面各层的计算简图，画出活荷载作用下的横向框架计算简图。127 第6章竖向荷载作用下框架内力计算图6.15活荷载作用下横向框架的计算简图6.4横向框架在重力荷载代表值作用下的计算简图对于屋面，重力荷载代表值取全部的恒荷载和50%的雪荷载（基本雪压为）；对于楼层，重力荷载代表值取全部的恒荷载和50%的楼面活荷载。6.4.1第一层框架计算简图第一层框架最终计算简图如下127 第6章竖向荷载作用下框架内力计算图6.16第一层框架在重力荷载代表值下的计算简图6.4.2第二至四层框架计算简图荷载与第一层相同，层高均为。6.4.3第五层框架计算简图1．第五层框架的活荷载取基本雪压为的雪荷载，不计入屋面活荷载。下面计算②轴线第五层框架在雪荷载作用下的计算简图。由前面活荷载作用下第五层框架计算简图可知：127 第6章竖向荷载作用下框架内力计算图6.17第五层框架在雪荷载作用下计算简图2．第五层框架在重力荷载代表值作用下的最终计算简图图6.18第五层框架在重力荷载代表值下的计算简图127 第6章竖向荷载作用下框架内力计算6.4.4横向框架在重力荷载代表值作用下的计算简图图6.19横向框架在重力荷载代表值下的计算简图6.5横向框架在恒荷载作用下的内力计算1．计算各框架梁柱的线刚度及相对线刚度查表5-1和表5-2，得表6-1梁柱线刚度及相对线刚度计算构件线刚度相对线刚度框架梁0.3m×0.65m5.52×1041.000.3m×0.3m1.56×1040.28框架柱二~五层5.07×1040.92一层4.15×1040.752．计算弯矩分配系数计算过程见图6.20。3．计算固端弯矩第五层框架梁：127 第6章竖向荷载作用下框架内力计算第一至四层框架梁：下柱右梁上柱下柱左梁右梁上柱0.4790.521　0.4180.4550.127　　5　(1.00)　　10　(0.28)　　　　(0.92)(0.92)　　0.3240.3520.3240.2950.3200.0900.295　4　(1.00)　　9　(0.28)　　　　(0.92)(0.92)　　0.3240.3520.3240.2950.3200.0900.295　3　(1.00)　　8　(0.28)　　　　(0.92)(0.92)　　0.3240.3520.3240.2950.3200.0900.295　2　(1.00)　　7　(0.28)　　　　(0.92)(0.92)　　0.2810.3750.3440.2540.3390.0950.312　1　(1.00)　　6　(0.28)　　　　(0.75)(0.75)　　　　　　127 第6章竖向荷载作用下框架内力计算图6.20梁柱相对线刚度及弯矩分配系数4．弯矩二次分配过程下柱右梁上柱下柱左梁右梁上柱0.479　0.521　0.4180.4550.127　　-253.98　　　253.98-0.86　　　121.66　132.32　-105.80-115.17-32.15　　26.84-57.58-24.3166.1616.0714.73　16.02　-24.21-26.36-7.36　　163.22-163.22-154.33178.62-24.29　　0.324　0.3520.3240.2950.320.090.295　-165.67　　　165.67-0.86　　　53.68　58.3253.68-48.62-52.74-14.83-48.62　26.84-26.3760.83-24.3129.167.42-52.90-19.86　-21.58-19.8611.9913.003.6611.99　60.66-155.3094.65-60.94155.09-4.62-89.53　　0.324　0.3520.3240.2950.320.090.295　-165.67　　　165.67-0.86　　53.68　58.3253.68-48.62-52.74-14.83-48.62　26.84-26.3726.84-24.3129.167.42-24.31-8.85　-9.61-8.853.553.851.083.55　71.67-143.3471.67-69.38145.94-7.19-69.38　　0.324　0.3520.3240.2950.320.090.295-165.67　　　165.67-0.86　　53.68　58.3253.68-48.62-52.74-14.83-48.62　28.50-26.3726.84-25.7129.167.42-24.31-9.38　-10.20-9.383.974.301.213.97　72.79-143.9271.13-70.36146.39-7.07-68.96　　0.281　0.3750.3440.2540.3390.0950.312　-165.67　　　165.67-0.86　　　46.55　62.1356.99-41.86-55.87-15.66-51.42　-27.9426.8431.067.83-24.310.31　0.410.38-3.70-4.94-1.39-4.55　46.86-131.0784.21-45.57135.92-10.07-80.28　　　　23.43　-22.78图6.21弯矩二次分配法计算恒荷载作用下的框架梁柱弯矩（单位：）127 第6章竖向荷载作用下框架内力计算图6.22②轴线横向框架在恒荷载作用下的弯矩图（单位：）图6.23②轴线横向框架在恒荷载作用下的剪力图（单位：）127 第6章竖向荷载作用下框架内力计算图6.24②轴线横向框架在恒荷载作用下的轴力图（单位：）6.6横向框架在活荷载作用下的内力计算结构和活荷载均对称，取左半边结构计算。1．计算固端弯矩第五层：第一至四层：2．弯矩二次分配过程127 第6章竖向荷载作用下框架内力计算下柱右梁上柱下柱左梁右梁上柱0.4790.521　0.4180.4550.127　　-14.38　　　14.38　　　　　6.897.49　-6.01-6.54-1.83　　23.29-3.27-21.203.750.91-9.59-10.43　6.927.532.10　　20.59-20.59-20.3019.111.19　　0.3240.3520.3240.2950.320.090.295　-143.75　　　143.75　　　　46.5850.6046.58-42.41-46.00-12.94-42.41　23.29-23.003.44-21.2025.306.47-3.01-1.21-1.31-1.21-2.23-2.42-0.68-2.23　68.65-117.4648.81-65.84120.63-7.15-47.64　　0.3240.3520.3240.2950.320.090.295　-143.75　　　143.75　　　　46.5850.6046.58-42.41-46.00-12.94-42.41　23.29-23.0023.29-21.2025.306.47-21.20-7.64-8.30-7.643.143.400.963.14　62.22-124.4562.22-60.47126.45-5.51-60.47　　0.3240.3520.3240.2950.320.090.295　-143.75　　　143.75　　　　46.5850.6046.58-42.41-46.00-12.94-42.41　24.73-23.0023.29-22.4325.306.47-21.20-8.10-8.80-8.103.503.801.073.50　63.20-124.9561.76-61.33126.85-5.40-60.11　　0.2810.3750.3440.2540.3390.0950.312　-143.75　　　143.75　　　　40.3953.9149.45-36.51-48.73-13.66-44.85　-24.3723.2926.956.83-21.200.300.400.37-3.19-4.26-1.19-3.92　40.70-113.8173.11-39.71117.71-8.02-69.98　　　20.35　-19.85图6.25弯矩二次分配法计算活荷载作用下的框架梁柱弯矩（单位：）127 第6章竖向荷载作用下框架内力计算图6.26②轴线横向框架在活荷载作用下的弯矩图（单位：）图6.27②轴线横向框架在活荷载作用下的剪力图（单位：）127 第6章竖向荷载作用下框架内力计算图6.28②轴线横向框架在活荷载作用下的轴力图（单位：）6.7横向框架在重力荷载作用下的内力计算1．框架梁柱的线刚度、相对线刚度和弯矩分配系数与前两节相同。2．计算固端弯矩第五层框架梁：第一至四层框架梁：3．弯矩二次分配过程采用弯矩二次分配法计算框架在活荷载作用下的弯矩，分配过程如图6.29所示。127 第6章竖向荷载作用下框架内力计算下柱右梁上柱下柱左梁右梁上柱0.48　0.52　0.420.460.13　　-257.58　　　257.58-0.86　　　123.38　134.20　-107.31-116.81-32.60　　38.48-58.40-34.9167.1016.309.54　10.38　-20.27-22.06-6.16　　171.41-171.41-162.49185.81-23.32　　0.32　0.350.320.300.320.090.30　-237.55　　　237.55-0.86　　　76.97　83.6276.97-69.82-75.74-21.30-69.82　38.48-37.8761.69-34.9141.8110.65-53.65-20.19　-21.93-20.1910.6511.553.2510.65　95.26-213.73118.47-94.08215.17-8.26-112.8　　0.32　0.350.320.300.320.090.30　-237.55　　　237.55-0.86　　　76.97　83.6276.97-69.82-75.74-21.30-69.82　38.48-37.8738.48-34.9141.8110.65-34.91-12.67　-13.76-12.675.125.561.565.12　102.78-205.56102.78-99.61209.17-9.95-99.61　　0.32　0.350.320.300.320.090.30　-237.55　　　237.55-0.86　　　76.97　83.6276.97-69.82-75.74-21.30-69.82　40.86-37.8738.48-36.9241.8110.65-34.91-13.44　-14.60-13.445.726.201.745.72　104.39-206.40102.01-101.0209.82-9.77-99.02　　0.28　0.380.340.250.340.100.31　-237.55　　　237.55-0.86　　　66.75　89.0881.72-60.12-80.24-22.49-73.85　-40.1238.4844.5411.24-34.910.46　0.610.56-5.30-7.08-1.98-6.51　67.21-187.97120.76-65.42194.78-14.09-115.3　　　　33.61　-32.71图6.29弯矩二次分配法计算重力荷载作用下的框架梁柱弯矩（单位：）127 第6章竖向荷载作用下框架内力计算图6.20②轴线横向框架在重力荷载作用下的弯矩图（单位：）图6.31②轴线横向框架在重力荷载作用下的剪力图（单位：）127 第6章竖向荷载作用下框架内力计算图6.32②轴线横向框架在重力荷载作用下的轴力图（单位：）127 第7章框架结构内力组合第7章框架结构内力组合7.1内力组合的相关系数表7-1承载力抗震调整系数材料结构构件受力状态混凝土梁受弯0.75轴压比小于0.15的柱偏压0.75轴压比不小于0.15的柱偏压0.80各类构件受剪、偏拉0.857.2框架梁内力组合7.2.1内力换算和梁端负弯矩调幅将框架梁轴线处的内力换算为梁支座边缘处的内力值。梁端负弯矩条幅系数取0.85。计算过程如下表。表7-2轴线处的内力换算为梁支座边缘处的内力值楼层截面位置内力荷载类型左风右风左震右震5AB跨轴线处内力左端M-171.41-163.22-20.5910.62-10.660.03-60.03V156.53154.248.83-2.672.67-15.1415.14跨中M118.48122.12-3.670.62-0.623.26-3.26V-------右端M-185.81-178.62-19.11-9.389.38-53.5253.52V-160.37-158.34-8.43-2.672.67-15.1415.14梁支座边缘处左端M-128.36-120.80-18.169.89-9.8955.87-55.87V155.39153.108.83-2.672.67-15.1415.14跨中M118.48122.12-3.670.62-0.623.26-3.26V-------右端M-141.71-135.08-16.79-8.658.65-49.3649.36V-159.23-157.20-8.43-2.672.67-15.1415.14左端M-109.11-102.68-15.449.89-9.8955.87-55.87127 第7章框架结构内力组合支座边缘调幅后V155.39153.108.83-2.672.67-15.1415.14M118.48122.12-3.670.62-0.623.26-3.26跨中V-------右端M-120.45-114.82-14.27-8.658.65-49.3649.36V-159.23-157.20-8.43-2.672.67-15.1415.14BC跨轴线处内力左端M-23.32-24.29-1.192.65-2.6515.12-15.12V1.901.900.00-1.961.96-11.2011.20跨中M-22.04-23.01-1.190.000.000.000.00V-------右端M-23.32-24.29-1.19-2.652.65-15.1215.12V-1.90-1.900.00-1.961.96-11.2011.20梁支座边缘处左端M-22.80-23.77-1.192.11-2.1112.04-12.04V1.511.510.00-1.961.96-11.2011.20跨中M-22.04-23.01-1.190.000.000.000.00V-------右端M-22.80-23.77-1.19-2.112.11-12.0412.04V-1.51-1.510.00-1.961.96-11.2011.20支座边缘调幅后左端M-19.38-20.20-1.012.11-2.1112.04-12.04V1.511.510.00-1.961.96-11.2011.20跨中M-18.73-19.56-1.190.000.000.000.00V-------右端M-19.38-20.20-1.19-2.112.11-12.0412.04V-1.51-1.510.00-1.961.96-11.2011.20CD跨轴线处内力左端M-185.81-178.62-19.119.38-9.3853.52-53.52V160.37158.348.43-2.672.67-15.1415.14跨中M118.48122.12-3.67-0.620.62-3.263.26V-------右端M-171.41-163.22-20.59-10.6210.62-60.0360.03V-156.53-154.24-8.83-2.672.67-15.1415.14梁支座边缘处左端M-141.71-135.08-16.798.65-8.6549.36-49.36V159.23157.208.43-2.672.67-15.1415.14跨中M118.48122.12-3.67-0.620.62-3.263.26V-------右端M-128.36-120.80-18.16-9.899.89-55.8755.87V-155.39-153.10-8.83-2.672.67-15.1415.14左端M-120.45-114.82-14.278.65-8.6549.36-49.36127 第7章框架结构内力组合支座边缘调幅后V159.23157.208.43-2.672.67-15.1415.14M118.48122.12-3.67-0.620.62-3.263.26跨中V-------右端M-109.11-102.68-15.44-9.899.89-55.8755.87V-155.39-153.10-8.83-2.672.67-15.1415.144AB跨轴线处内力左端M-213.73-155.30-117.4629.54-29.5122.70-122.7V146.24103.3385.83-7.487.48-31.2231.22跨中M60.1138.4942.671.50-1.505.61-5.61V-------右端M-215.17-155.09-120.63-26.5426.54-111.5111.48V-146.62-103.27-86.67-7.487.48-31.2231.22梁支座边缘处左端M-173.51-126.88-93.8627.48-27.5114.11-114.1V145.10102.1985.83-7.487.480.000.00跨中M60.1138.4942.671.50-1.505.61-5.61V-------右端M-174.85-126.69-96.80-24.4824.48-102.9100.55V-145.48-102.13-86.67-7.487.48-31.2231.22支座边缘调幅后左端M-147.49-107.85-79.7827.48-27.5114.11-114.1V145.10102.1985.83-7.487.480.000.00跨中M60.1138.4942.671.50-1.505.61-5.61V-------右端M-148.62-107.69-82.28-24.4824.48-102.9100.55V-145.48-102.13-86.67-7.487.48-31.2231.22BC跨轴线处内力左端M-8.26-4.62-7.157.50-7.5031.50-31.50V1.901.900.00-5.565.56-23.3323.33跨中M-6.98-3.34-7.150.000.000.000.00V-------右端M-8.26-4.62-7.15-7.507.50-31.5031.50V-1.90-1.900.00-5.565.56-23.3323.33梁支座边缘处左端M-7.74-4.10-7.155.97-5.9725.08-25.08V1.511.510.00-5.565.56-23.3323.33跨中M-6.98-3.34-7.150.000.000.000.00V-------右端M-7.74-4.10-7.15-5.975.97-25.0823.33V-1.51-1.510.00-5.565.56-23.3323.33左端M-6.58-3.48-6.085.97-5.9725.08-25.08127 第7章框架结构内力组合支座边缘调幅后V1.511.510.00-5.565.56-23.3323.33M-5.93-2.84-6.080.000.000.000.00跨中V-------右端M-6.58-3.48-7.15-5.975.97-25.0823.33V-1.51-1.510.00-5.565.56-23.3323.33CD跨轴线处内力左端M-215.17-155.09-120.6326.54-26.5111.48-111.5V146.62103.2786.67-7.487.48-31.2231.22跨中M60.1138.4942.67-1.501.50-5.615.61V-------右端M-213.73-155.30-117.46-29.5429.54-122.7122.70V-146.24-103.33-85.83-7.487.48-31.2231.22梁支座边缘处左端M-174.85-126.69-96.8024.48-24.5102.89-102.9V145.48102.1386.67-7.487.48-31.2231.22跨中M60.1138.4942.67-1.501.50-5.615.61V-------右端M-173.51-126.88-93.86-27.4827.48-114.1114.11V-145.10-102.19-85.83-7.487.48-31.2231.22支座边缘调幅后左端M-148.62-107.69-82.2824.48-24.5102.89-102.9V145.48102.1386.67-7.487.48-31.2231.22跨中M60.1138.4942.67-1.501.50-5.615.61V-------右端M-147.49-107.85-79.78-27.4827.48-114.1114.11V-145.10-102.19-85.83-7.487.48-31.2231.223AB跨轴线处内力左端M-205.56-143.34-124.4548.21-48.2167.43-167.4V145.95102.9585.98-12.2112.21-42.6442.64跨中M67.1949.0536.272.41-2.417.55-7.55V-------右端M-209.17-145.94-126.45-43.3943.39-152.3152.34V-146.91-103.65-86.52-12.2112.21-42.6442.64梁支座边缘处左端M-165.42-115.03-100.8144.85-44.9155.70-155.7V144.81101.8185.98-12.2112.21-42.6442.64跨中M67.1949.0536.272.41-2.417.55-7.55V-------右端M-168.77-117.44-102.66-40.0340.03-140.6140.61V-145.77-102.51-86.52-12.2112.21-42.6442.64左端M-140.61-97.77-85.6844.85-44.9155.70-155.7127 第7章框架结构内力组合支座边缘调幅后V144.81101.8185.98-12.2112.21-42.6442.64M67.1949.0536.272.41-2.417.55-7.55跨中V-------右端M-143.45-99.82-87.26-40.0340.03-140.6140.61V-145.77-102.51-86.52-12.2112.21-42.6442.64BC跨轴线处内力左端M-9.95-7.19-5.5112.26-12.343.05-43.05V1.901.900.00-9.089.08-31.8931.89跨中M-8.67-5.91-5.510.000.000.000.00V-------右端M-9.95-7.19-5.51-12.2612.26-43.0543.05V-1.90-1.900.00-9.089.08-31.8931.89梁支座边缘处左端M-9.43-6.67-5.519.76-9.7634.28-34.28V1.511.510.00-9.089.08-31.8931.89跨中M-8.67-5.91-5.510.000.000.000.00V-------右端M-9.43-6.67-5.51-9.769.76-34.2834.28V-1.51-1.510.00-9.089.08-31.8931.89支座边缘调幅后左端M-8.01-5.67-4.689.76-9.7634.28-34.28V1.511.510.00-9.089.08-31.8931.89跨中M-7.37-5.02-4.680.000.000.000.00V-------右端M-8.01-5.67-4.68-9.769.76-34.2834.28V-1.51-1.510.00-9.089.08-31.8931.89CD跨轴线处内力左端M-209.17-145.94-126.4543.39-43.4152.34-152.3V146.91103.6586.52-12.2112.21-42.6442.64跨中M67.1949.0536.27-2.412.41-7.557.55V-------右端M-205.56-143.34-124.45-48.2148.21-167.4167.43V-145.95-102.95-85.98-12.2112.21-42.6442.64梁支座边缘处左端M-168.77-117.44-102.6640.03-40.0140.61-140.6V145.77102.5186.52-12.2112.21-42.6442.64跨中M67.1949.0536.27-2.412.41-7.557.55V-------右端M-165.42-115.03-100.81-44.8544.85-155.7155.70V-144.81-101.81-85.98-12.2112.21-42.6442.64左端M-143.45-99.82-87.2640.03-40.0140.61-140.6127 第7章框架结构内力组合支座边缘调幅后V145.77102.5186.52-12.2112.21-42.6442.64M67.1949.0536.27-2.412.41-7.557.55跨中V-------右端M-140.61-97.77-85.68-44.8544.85-155.7155.70V-144.81-101.81-85.98-12.2112.21-42.6442.642AB跨轴线处内力左端M-206.40-143.92-124.9564.15-64.2201.07-201.1V145.97102.9786.00-16.4516.45-51.7451.74跨中M66.4548.5435.822.48-2.487.05-7.05V-------右端M-209.82-146.39-126.85-59.1959.19-186.9186.97V-146.89-103.63-86.50-16.4516.45-51.7451.74梁支座边缘处左端M-166.26-115.60-101.3059.63-59.6186.84-186.8V144.83101.8386.00-16.4516.45-51.7451.74跨中M66.4548.5435.822.48-2.487.05-7.05V-------右端M-169.43-117.89-103.06-54.6754.67-172.7172.74V-145.75-102.49-86.50-16.4516.45-51.7451.74支座边缘调幅后左端M-141.32-98.26-86.1159.63-59.6186.84-186.8V144.83101.8386.00-16.4516.45-51.7451.74跨中M66.4548.5435.822.48-2.487.05-7.05V-------右端M-144.01-100.21-87.60-54.6754.67-172.7172.74V-145.75-102.49-86.50-16.4516.45-51.7451.74BC跨轴线处内力左端M-9.77-7.07-5.4016.73-16.752.84-52.84V1.901.900.00-12.3912.39-39.1439.14跨中M8.49-5.79-5.400.000.000.000.00V-------右端M-9.77-7.07-5.40-16.7316.73-52.8452.84V-1.90-1.900.00-12.3912.39-39.1439.14梁支座边缘处左端M-9.25-6.55-5.4013.32-13.342.08-42.08V1.511.510.00-12.3912.39-39.1439.14跨中M8.49-5.79-5.400.000.000.000.00V-------右端M-9.25-6.55-5.40-13.3213.32-42.0842.08V-1.51-1.510.00-12.3912.39-39.1439.14左端M-7.86-5.57-4.5913.32-13.342.08-42.08127 第7章框架结构内力组合支座边缘调幅后V1.511.510.00-12.3912.39-39.1439.14M7.22-4.92-4.590.000.000.000.00跨中V-------右端M-7.86-5.57-4.59-13.3213.32-42.0842.08V-1.51-1.510.00-12.3912.39-39.1439.14CD跨轴线处内力左端M-209.82-146.39-126.8559.19-59.2186.97-186.9V146.89103.6386.50-16.4516.45-51.7451.74跨中M66.4548.5435.82-2.482.48-7.057.05V-------右端M-206.40-143.92-124.95-64.1564.15-201.1201.07V-145.97-102.97-86.00-16.4516.45-51.7451.74梁支座边缘处左端M-169.43-117.89-103.0654.67-54.7172.74-172.7V145.75102.4986.50-16.4516.45-51.7451.74跨中M66.4548.5435.82-2.482.48-7.057.05V-------右端M-166.26-115.60-101.30-59.6359.63-186.8186.84V-144.83-101.83-86.00-16.4516.45-51.7451.74支座边缘调幅后左端M-144.01-100.21-87.6054.67-54.7172.74-172.7V145.75102.4986.50-16.4516.45-51.7451.74跨中M66.4548.5435.82-2.482.48-7.057.05V-------右端M-141.32-98.26-86.11-59.6359.63-186.8186.84V-144.83-101.83-86.00-16.4516.45-51.7451.741AB跨轴线处内力左端M-187.97-131.07-113.8181.90-81.9238.10-238.1V145.52102.6585.73-20.9620.96-61.1661.16跨中M83.1860.2045.963.31-3.318.76-8.76V-------右端M-194.78-135.92-117.71-75.2875.28-220.6220.59V-147.34-103.95-86.77-20.9620.96-61.1661.16梁支座边缘处左端M-147.95-102.84-90.2376.14-76.1221.28-221.3V144.38101.5185.73-20.9620.96-61.1661.16跨中M83.1860.2045.963.31-3.318.76-8.76V-------右端M-154.26-107.33-93.85-69.5269.52-203.8203.77V-146.20-102.81-86.77-20.9620.96-61.1661.16左端M-125.76-87.42-76.7076.14-76.1221.28-221.3127 第7章框架结构内力组合支座边缘调幅后V144.38101.5185.73-20.9620.96-61.1661.16M83.1860.2045.963.31-3.318.76-8.76跨中V-------右端M-131.12-91.23-79.77-69.5269.52-203.8203.77V-146.20-102.81-86.77-20.9620.96-61.1661.16BC跨轴线处内力左端M-14.09-10.07-8.0221.27-21.362.34-62.34V1.901.900.00-15.7615.76-46.1846.18跨中M12.81-8.79-8.020.000.000.000.00V-------右端M-14.09-10.07-8.02-21.2721.27-62.3462.34V-1.90-1.900.00-15.7615.76-46.1846.18梁支座边缘处左端M-13.57-9.55-8.0216.94-16.949.64-49.64V1.511.510.00-15.7615.76-46.1846.18跨中M12.81-8.79-8.020.000.000.000.00V-------右端M-13.57-9.55-8.02-16.9416.94-49.6449.64V-1.51-1.510.00-15.7615.76-46.1846.18支座边缘调幅后左端M-11.53-8.12-6.8216.94-16.949.64-49.64V1.511.510.00-15.7615.76-46.1846.18跨中M10.89-7.47-6.820.000.000.000.00V-------右端M-11.53-8.12-6.82-16.9416.94-49.6449.64V-1.51-1.510.00-15.7615.76-46.1846.18CD跨轴线处内力左端M-194.78-135.92-117.7175.28-75.3220.59-220.6V147.34103.9586.77-20.9620.96-61.1661.16跨中M83.1860.2045.96-3.313.31-8.768.76V-------右端M-187.97-131.07-113.81-81.9081.90-238.1238.10V-145.52-102.65-85.73-20.9620.96-61.1661.16梁支座边缘处左端M-154.26-107.33-93.8569.52-69.5203.77-203.8V146.20102.8186.77-20.9620.96-61.1661.16跨中M83.1860.2045.96-3.313.31-8.768.76V-------右端M-147.95-102.84-90.23-76.1476.14-221.2221.28V-144.38-101.51-85.73-20.9620.96-61.1661.16左端M-131.12-91.23-79.7769.52-69.8203.77-203.7127 第7章框架结构内力组合支座边缘调幅后V146.20102.8186.77-20.9620.96-61.1661.16M83.1860.2045.96-3.313.31-8.768.76跨中V-------右端M-125.76-87.42-76.70-76.1476.14-221.2221.28V-144.38-101.51-85.73-20.9620.96-61.1661.16注：表中弯矩的单位是，剪力的单位是。7.2.2非抗震设计时的基本组合考虑恒荷载、活荷载和风荷载三种荷载效应的组合，过程列于下表。表7-3用于承载力计算的框架梁非抗震基本组合表楼层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SGKSQKSWK1.2*SGK+1.4*0.9*(SQK+SWK)可变荷载永久荷载控制组合控制组合左风右风左风右风1.2SGK+1.4SQK1.35*SGK+1.4*0.7*SQK5AB跨左端M-102.68-15.449.89-9.89-130.22-155.13-144.83-153.75V153.108.83-2.672.67191.48198.21196.08215.33跨中M122.12-3.670.62-0.62142.70141.14141.41161.27V--------右端M-114.82-14.27-8.658.65-166.66-144.87-157.76-168.99V-157.20-8.43-2.672.67-202.62-195.89-200.44-220.48BC跨左端M-20.20-1.012.11-2.11-22.86-28.18-25.66-28.26V1.510.00-1.961.96-0.654.281.812.04跨中M-19.56-1.190.000.00-24.97-24.97-25.14-27.57V--------右端M-20.20-1.19-2.112.11-28.40-23.08-25.91-28.44V-1.510.00-1.961.96-4.280.65-1.81-2.04CD跨左端M-114.82-14.278.65-8.65-144.87-166.66-157.76-168.99V157.208.43-2.672.67195.89202.62200.44220.48跨中M122.12-3.67-0.620.62141.14142.70141.41161.27V--------右端M-102.68-15.44-9.899.89-155.13-130.22-144.83-153.75V-153.10-8.83-2.672.67-198.21-191.48-196.08-215.334M-107.85-79.7827.48-27.48-195.31-264.57-241.11-223.78127 第7章框架结构内力组合AB跨左端V102.1985.83-7.487.48221.34240.19242.79222.06跨中M38.4942.671.50-1.50101.8498.06105.9393.78V--------右端M-107.69-82.28-24.4824.48-263.74-202.04-244.41-226.01V-102.13-86.67-7.487.48-241.18-222.33-243.89-222.81BC跨左端M-3.48-6.085.97-5.97-4.31-19.36-12.69-10.66V1.510.00-5.565.56-5.198.821.812.04跨中M-2.84-6.080.000.00-11.06-11.06-11.92-9.79V--------右端M-3.48-7.15-5.975.97-20.71-5.66-14.19-11.71V-1.510.00-5.565.56-8.825.19-1.81-2.04CD跨左端M-107.69-82.2824.48-24.48-202.04-263.74-244.41-226.01V102.1386.67-7.487.48222.33241.18243.89222.81跨中M38.4942.67-1.501.5098.06101.84105.9393.78V--------右端M-107.85-79.78-27.4827.48-264.57-195.31-241.11-223.78V-102.19-85.83-7.487.48-240.19-221.34-242.79-222.063AB跨左端M-97.77-85.6844.85-44.85-168.78-281.81-237.29-215.97V101.8185.98-12.2112.21215.12245.89242.54221.70跨中M49.0536.272.41-2.41107.60101.52109.64101.76V--------右端M-99.82-87.26-40.0340.03-280.17-179.29-241.95-220.27V-102.51-86.52-12.2112.21-247.41-216.64-244.14-223.17BC跨左端M-5.67-4.689.76-9.76-0.40-25.00-13.36-12.24V1.510.00-9.089.08-9.6313.261.812.04跨中M-5.02-4.680.000.00-11.93-11.93-12.59-11.37V--------右端M-5.67-4.68-9.769.76-25.00-0.40-13.36-12.24V-1.510.00-9.089.08-13.269.63-1.81-2.04CD跨左端M-99.82-87.2640.03-40.03-179.29-280.17-241.95-220.27V102.5186.52-12.2112.21216.64247.41244.14223.17跨中M49.0536.27-2.412.41101.52107.60109.64101.76V--------右端M-97.77-85.68-44.8544.85-281.81-168.78-237.29-215.97V-101.81-85.98-12.2112.21-245.89-215.12-242.54-221.702AB跨左端M-98.26-86.1159.63-59.63-151.28-301.54-238.46-217.04V101.8386.00-16.4516.45209.82251.28242.59221.75跨中M48.5435.822.48-2.48106.51100.26108.40100.63V--------127 第7章框架结构内力组合右端M-100.21-87.60-54.6754.67-299.51-161.75-242.89-221.13V-102.49-86.50-16.4516.45-252.70-211.25-244.08-223.13BC跨左端M-5.57-4.5913.32-13.324.32-29.25-13.10-12.01V1.510.00-12.3912.39-13.8017.431.812.04跨中M-4.92-4.590.000.00-11.69-11.69-12.33-11.14V--------右端M-5.57-4.59-13.3213.32-29.254.32-13.10-12.01V-1.510.00-12.3912.39-17.4313.80-1.81-2.04CD跨左端M-100.21-87.6054.67-54.67-161.75-299.51-242.89-221.13V102.4986.50-16.4516.45211.25252.70244.08223.13跨中M48.5435.82-2.482.48100.26106.51108.40100.63V--------右端M-98.26-86.11-59.6359.63-301.54-151.28-238.46-217.04V-101.83-86.00-16.4516.45-251.28-209.82-242.59-221.751AB跨左端M-87.42-76.7076.14-76.14-105.61-297.47-212.28-193.18V101.5185.73-20.9620.96203.42256.24241.83221.05跨中M60.2045.963.31-3.31134.32125.98136.58126.31V--------右端M-91.23-79.77-69.5269.52-297.58-122.40-221.16-201.34V-102.81-86.77-20.9620.96-259.11-206.29-244.85-223.82BC跨左端M-8.12-6.8216.94-16.943.01-39.67-19.28-17.64V1.510.00-15.7615.76-18.0421.671.812.04跨中M-7.47-6.820.000.00-17.56-17.56-18.51-16.77V--------右端M-8.12-6.82-16.9416.94-39.673.01-19.28-17.64V-1.510.00-15.7615.76-21.6718.04-1.81-2.04CD跨左端M-91.23-79.7769.52-69.52-122.40-297.58-221.16-201.34V102.8186.77-20.9620.96206.29259.11244.85223.82跨中M60.2045.96-3.313.31125.98134.32136.58126.31V--------右端M-87.42-76.70-76.1476.14-297.47-105.61-212.28-193.18V-101.51-85.73-20.9620.96-256.24-203.42-241.83-221.05注：表中弯矩的单位是，剪力的单位是。7.2.3地震作用效应和其他荷载效应的基本组合表7-4用于承载力计算的框架梁抗震基本组合表楼层截面位置内力荷载类型抗震组合SGESEKrRE(1.2SGE+1.3SEK)127 第7章框架结构内力组合左震右震左震右震5AB跨左端M-109.1155.87-55.87-43.73-152.67V155.39-15.1415.14141.76175.22跨中M118.483.26-3.26109.81103.45右端M-120.45-49.3649.36-156.53-60.28V-159.23-15.1415.14-179.14-145.68BC跨左端M-19.3812.04-12.04-5.70-29.18V1.51-11.2011.20-10.8313.92跨中M-18.730.000.00-16.86-16.86右端M-19.38-12.0412.04-29.18-5.70V-1.51-11.2011.20-13.9210.83CD跨左端M-120.4549.36-49.36-60.28-156.53V159.23-15.1415.14145.68179.14跨中M118.48-3.263.26103.45109.81右端M-109.11-55.8755.87-152.67-43.73V-155.39-15.1415.14-175.22-141.764AB跨左端M-147.49114.11-114.11-21.48-244.00V145.100.000.00148.00148.00跨中M60.115.61-5.6159.5748.63右端M-148.62-102.89100.55-234.08-35.72V-145.48-31.2231.22-182.88-113.89BC跨左端M-6.5825.08-25.0818.54-30.38V1.51-23.3323.33-24.2427.32跨中M-5.930.000.00-5.34-5.34右端M-6.58-25.0823.33-30.3816.83V-1.51-23.3323.33-27.3224.24CD跨左端M-148.62102.89-102.89-33.44-234.08V145.48-31.2231.22113.89182.88跨中M60.11-5.615.6148.6359.57右端M-147.49-114.11114.11-244.00-21.48V-145.10-31.2231.22-182.50-113.503AB跨左端M-140.61155.70-155.7025.26-278.36V144.81-42.6442.64100.58194.82跨中M67.197.55-7.5567.8353.11右端M-143.45-140.61140.61-266.217.99V-145.77-42.6442.64-195.80-101.56BC跨左端M-8.0134.28-34.2826.21-40.64V1.51-31.8931.89-33.7036.78跨中M-7.370.000.00-6.63-6.63127 第7章框架结构内力组合右端M-8.01-34.2834.28-40.6426.21V-1.51-31.8931.89-36.7833.70CD跨左端M-143.45140.61-140.617.99-266.21V145.77-42.6442.64101.56195.80跨中M67.19-7.557.5553.1167.83右端M-140.61-155.70155.70-278.3625.26V-144.81-42.6442.64-194.82-100.582AB跨左端M-141.32186.84-186.8454.98-309.36V144.83-51.7451.7490.55204.90跨中M66.457.05-7.0566.6852.93右端M-144.01-172.74172.74-298.0338.81V-145.75-51.7451.74-205.83-91.49BC跨左端M-7.8642.08-42.0833.95-48.10V1.51-39.1439.14-41.7144.79跨中M7.220.000.006.496.49右端M-7.86-42.0842.08-48.1033.95V-1.51-39.1439.14-44.7941.71CD跨左端M-144.01172.74-172.7438.81-298.03V145.75-51.7451.7491.49205.83跨中M66.45-7.057.0552.9366.68右端M-141.32-186.84186.84-309.3654.98V-144.83-51.7451.74-204.90-90.551AB跨左端M-125.76221.28-221.28102.57-328.93V144.38-61.1661.1679.68214.85跨中M83.188.76-8.7683.4066.32右端M-131.12-203.77203.77-316.6980.67V-146.20-61.1661.16-216.70-81.54BC跨左端M-11.5349.64-49.6438.02-58.78V1.51-46.1846.18-49.4952.57跨中M10.890.000.009.809.80右端M-11.53-49.6449.64-58.7838.02V-1.51-46.1846.18-52.5749.49CD跨左端M-131.12203.77-203.7780.67-316.69V146.20-61.1661.1681.54216.70跨中M83.18-8.768.7666.3283.40右端M-125.76-221.28221.28-328.93102.57V-144.38-61.1661.16-214.85-79.68注：1）表中弯矩的单位是，剪力的单位是。127 第7章框架结构内力组合2）对于受弯混凝土梁，受弯时，承载力抗震调整系数；受剪时，承载力抗震调整系数。7.2.4荷载效应的标准组合荷载效应的标准组合是考虑非抗震设计时的恒荷载和活荷载的组合。组合过程列于下表。表7-5用于承载力计算的框架梁抗震基本组合表楼层截面位置内力荷载类型恒荷载+活荷载SGKSQK1.0*SGK+1.0*SQK5AB跨左端M-102.68-15.44-118.12V153.108.83161.93跨中M122.12-3.67118.45右端M-114.82-14.27-129.09V-157.20-8.43-165.63BC跨左端M-20.20-1.01-21.21V1.510.001.51跨中M-19.56-1.19-20.75右端M-20.20-1.19-21.39V-1.510.00-1.51CD跨左端M-114.82-14.27-129.09V157.208.43165.63跨中M122.12-3.67118.45右端M-102.68-15.44-118.12V-153.10-8.83-161.934AB跨左端M-107.85-79.78-187.63V102.1985.83188.02跨中M38.4942.6781.16右端M-107.69-82.28-189.96V-102.13-86.67-188.80BC跨左端M-3.48-6.08-9.56V1.510.001.51跨中M-2.84-6.08-8.92右端M-3.48-7.15-10.63V-1.510.00-1.51CD跨左端M-107.69-82.28-189.96V102.1386.67188.80127 第7章框架结构内力组合跨中M38.4942.6781.16右端M-107.85-79.78-187.63V-102.19-85.83-188.023AB跨左端M-97.77-85.68-183.46V101.8185.98187.79跨中M49.0536.2785.32右端M-99.82-87.26-187.08V-102.51-86.52-189.03BC跨左端M-5.67-4.68-10.35V1.510.001.51跨中M-5.02-4.68-9.71右端M-5.67-4.68-10.35V-1.510.00-1.51CD跨左端M-99.82-87.26-187.08V102.5186.52189.03跨中M49.0536.2785.32右端M-97.77-85.68-183.46V-101.81-85.98-187.792AB跨左端M-98.26-86.11-184.37V101.8386.00187.83跨中M48.5435.8284.36右端M-100.21-87.60-187.81V-102.49-86.50-188.99BC跨左端M-5.57-4.59-10.16V1.510.001.51跨中M-4.92-4.59-9.51右端M-5.57-4.59-10.16V-1.510.00-1.51CD跨左端M-100.21-87.60-187.81V102.4986.50188.99跨中M48.5435.8284.36右端M-98.26-86.11-184.37V-101.83-86.00-187.831AB跨左端M-87.42-76.70-164.11V101.5185.73187.24跨中M60.2045.96106.16右端M-91.23-79.77-171.00V-102.81-86.77-189.58BC跨左端M-8.12-6.82-14.93127 第7章框架结构内力组合V1.510.001.51跨中M-7.47-6.82-14.29右端M-8.12-6.82-14.93V-1.510.00-1.51CD跨左端M-91.23-79.77-171.00V102.8186.77189.58跨中M60.2045.96106.16右端M-87.42-76.70-164.11V-101.51-85.73-187.24注：表中弯矩的单位是，剪力的单位是。7.3框架柱内力组合7.3.1控制截面的内力表7-6框架柱控制截面的内力值楼层截面位置内力荷载类型SGESGKSQKSWKSEK左风右风左震右震5A柱柱顶M171.41163.2220.59-10.6210.62-60.0360.03N260.77257.413.142.67-2.6715.14-15.14V64.4257.315.423.65-3.6520.65-20.65柱底M-118.47-94.65-48.815.8-5.832.83-32.83N294.8291.4313.142.67-2.6715.14-15.14V64.4257.315.423.65-3.6520.65-20.65B柱柱顶M-162.49-154.33-20.3-12.0312.03-68.6468.64N316.8312.5217.4-0.710.71-3.943.94V-61.18-54.19-15.14.25-4.2524.21-24.21柱底M112.8389.5347.647.1-7.140.43-40.43N350.83346.5517.4-0.710.71-3.943.94V-61.18-54.19-15.14.25-4.2524.21-24.21C柱柱顶M162.49154.3320.3-12.0312.03-68.6468.64N316.8312.5217.40.71-0.713.94-3.94V61.1854.1915.14.25-4.2524.21-24.21柱底M-112.83-89.53-47.647.1-7.140.43-40.43N350.83346.5517.40.71-0.713.94-3.94V61.1854.1915.14.25-4.2524.21-24.21D柱柱顶M-171.41-163.22-20.59-10.6210.62-60.0360.03N260.77257.413.14-2.672.67-15.1415.14V-64.42-57.3-15.423.65-3.6520.65-20.65M118.4794.6548.815.8-5.832.83-32.83127 第7章框架结构内力组合柱底N294.8291.4313.14-2.672.67-15.1415.14V-64.42-57.3-15.423.65-3.6520.65-20.654A柱柱顶M95.2660.6668.65-23.7423.74-89.8789.87N556.04488.19142.17.48-7.4831.22-31.22V44.0129.4129.088.86-8.8633.51-33.51柱底M-102.78-71.67-62.2216.13-16.1360.99-60.99N590.07522.22142.17.48-7.4831.22-31.22V44.0129.4129.088.86-8.8633.51-33.51B柱柱顶M-94.08-60.94-65.84-26.9426.94-102.55102.55N641.42548.94193.77-1.921.92-7.897.89V-43.04-28.96-28.0710.32-10.3239.29-39.29柱底M99.6169.3860.4719.5-19.574.26-74.26N675.45582.97193.77-1.921.92-7.897.89V-43.04-28.96-28.0710.32-10.3239.29-39.29C柱柱顶M94.0860.9465.84-26.9426.94-102.55102.55N641.42548.94193.771.92-1.927.89-7.89V43.0428.9628.0710.32-10.3239.29-39.29柱底M-99.61-69.38-60.4719.5-19.574.26-74.26N675.45582.97193.771.92-1.927.89-7.89V43.0428.9628.0710.32-10.3239.29-39.29D柱柱顶M-95.26-60.66-68.65-23.7423.74-89.8789.87N556.04488.19142.1-7.487.48-31.2231.22V-44.01-29.41-29.088.86-8.8633.51-33.51柱底M102.7871.6762.2216.13-16.1360.99-60.99N590.07522.22142.1-7.487.48-31.2231.22V-44.01-29.41-29.088.86-8.8633.51-33.513A柱柱顶M102.7871.6762.22-32.0832.08-106.44106.44N851.02718.6271.2112.21-12.2142.64-42.64V45.5131.7327.5513.04-13.0443.32-43.32柱底M-102.01-71.13-61.7626.6-26.688.37-88.37N885.05752.63271.2112.21-12.2142.64-42.64V45.5131.7327.5513.04-13.0443.32-43.32B柱柱顶M-99.61-69.38-60.47-36.1536.15-121.13121.13N966.33785.74369.99-3.133.13-10.7510.75V-44.14-30.74-26.815.19-15.1950.79-50.79柱底M99.0268.9660.1132.2-32.2107.67-107.67N1000.36819.77369.99-3.133.13-10.7510.75V-44.14-30.74-26.815.19-15.1950.79-50.79C柱柱顶M99.6169.3860.47-36.1536.15-121.13121.13N966.33785.74369.993.13-3.1310.75-10.75V44.1430.7426.815.19-15.1950.79-50.79柱底M-99.02-68.96-60.1132.2-32.2107.67-107.67N1000.36819.77369.993.13-3.1310.75-10.75V44.1430.7426.815.19-15.1950.79-50.79127 第7章框架结构内力组合D柱柱顶M-102.78-71.67-62.22-32.0832.08-106.44106.44N851.02718.6271.21-12.2112.21-42.6442.64V-45.51-31.73-27.5513.04-13.0443.32-43.32柱底M102.0171.1361.7626.6-26.688.37-88.37N885.05752.63271.21-12.2112.21-42.6442.64V-45.51-31.73-27.5513.04-13.0443.32-43.322A柱柱顶M104.3972.7963.2-37.5537.55-112.7112.7N1146.02949.03400.3416.45-16.4551.74-51.74V50.0334.8930.2916.69-16.6950.09-50.09柱底M-120.76-84.21-73.1137.55-37.55112.7-112.7N1180.05983.06400.3416.45-16.4551.74-51.74V50.0334.8930.2916.69-16.6950.09-50.09B柱柱顶M-101.03-70.36-61.33-43.7243.72-132.14132.14N1291.221022.52541.19-4.064.06-12.612.6V-48.07-33.48-29.1819.43-19.4358.73-58.73柱底M115.2780.2869.9843.72-43.72132.14-132.14N1325.251056.55541.19-4.064.06-12.612.6V-48.07-33.48-29.1819.43-19.4358.73-58.73C柱柱顶M101.0370.3661.33-43.7243.72-132.14132.14N1291.221022.52541.194.06-4.0612.6-12.6V48.0733.4829.1819.43-19.4358.73-58.73柱底M-115.27-80.28-69.9843.72-43.72132.14-132.14N1325.251056.55541.194.06-4.0612.6-12.6V48.0733.4829.1819.43-19.4358.73-58.73D柱柱顶M-104.39-72.79-63.2-37.5537.55-112.7112.7N1146.02949.03400.34-16.4516.45-51.7451.74V-50.03-34.89-30.2916.69-16.6950.09-50.09柱底M120.7684.2173.1137.55-37.55112.7-112.7N1180.05983.06400.34-16.4516.45-51.7451.74V-50.03-34.89-30.2916.69-16.6950.09-50.091A柱柱顶M67.2146.8640.7-44.3544.35-125.4125.4N1440.571179.14529.220.96-20.9661.16-61.16V18.3312.7811.121.02-21.0259.53-59.53柱底M-33.61-23.43-20.3571.26-71.26201.81-201.81N1482.161220.73529.220.96-20.9661.16-61.16V18.3312.7811.121.02-21.0259.53-59.53B柱柱顶M-65.42-45.57-39.71-52.8352.83-150.79150.79N1616.561259.62722.66-5.25.2-14.9814.98V-17.84-12.43-10.8322.77-22.7765.12-65.12柱底M32.7122.7819.8572.41-72.41207.08-207.08N1658.151301.21722.66-5.25.2-14.9814.98V-17.84-12.43-10.8322.77-22.7765.12-65.12M65.4245.5739.71-52.8352.83-150.79150.79127 第7章框架结构内力组合C柱柱顶N1616.561259.62722.665.2-5.214.98-14.98V17.8412.4310.8322.77-22.7765.12-65.12柱底M-32.71-22.78-19.8572.41-72.41207.08-207.08N1658.151301.21722.665.2-5.214.98-14.98V17.8412.4310.8322.77-22.7765.12-65.12D柱柱顶M-67.21-46.86-40.7-44.3544.35-125.4125.4N1440.571179.14529.2-20.9620.96-61.1661.16V-18.33-12.78-11.121.02-21.0259.53-59.53柱底M33.6123.4320.3571.26-71.26201.81-201.81N1482.161220.73529.2-20.9620.96-61.1661.16V-18.33-12.78-11.121.02-21.0259.53-59.53注：表中弯矩的单位是，轴力、剪力的单位是。7.3.2非抗震设计时的基本组合表7-7用于承载力计算的框架柱非抗震弯矩和轴力基本组合表楼层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SGKSQKSWK1.2*SGK+1.4*0.9*(SQK+SWK)可变荷载控制组合永久荷载控制组合左风右风左风右风1.2*SGK+1.4*SQK1.35*SGK+1.4*0.7*SQK5A柱柱顶M163.2220.59-10.6210.62208.43235.19224.69240.53N257.413.142.67-2.67328.80322.07327.28360.37柱底M-94.65-48.815.8-5.8-167.77-182.39-181.91-175.61N291.4313.142.67-2.67369.64362.91368.11406.31B柱柱顶M-154.33-20.3-12.0312.03-225.93-195.62-213.62-228.24N312.5217.4-0.710.71396.05397.84399.38438.95柱底M89.5347.647.1-7.1176.41158.52174.13167.55N346.5517.4-0.710.71436.89438.68440.22484.89C柱柱顶M154.3320.3-12.0312.03195.62225.93213.62228.24N312.5217.40.71-0.71397.84396.05399.38438.95柱底M-89.53-47.647.1-7.1-158.52-176.41-174.13-167.55N346.5517.40.71-0.71438.68436.89440.22484.89D柱柱顶M-163.22-20.59-10.6210.62-235.19-208.43-224.69-240.53N257.413.14-2.672.67322.07328.80327.28360.37柱底M94.6548.815.8-5.8182.39167.77181.91175.61N291.4313.14-2.672.67362.91369.64368.11406.31127 第7章框架结构内力组合4A柱柱顶M60.6668.65-23.7423.74129.38189.20168.90149.17N488.19142.17.48-7.48774.30755.45784.77798.31柱底M-71.67-62.2216.13-16.13-144.08-184.73-173.11-157.73N522.22142.17.48-7.48815.13796.29825.60844.26B柱柱顶M-60.94-65.84-26.9426.94-190.03-122.14-165.30-146.79N548.94193.77-1.921.92900.46905.30930.01930.96柱底M69.3860.4719.5-19.5184.02134.88167.91152.92N582.97193.77-1.921.92941.30946.13970.84976.90C柱柱顶M60.9465.84-26.9426.94122.14190.03165.30146.79N548.94193.771.92-1.92905.30900.46930.01930.96柱底M-69.38-60.4719.5-19.5-134.88-184.02-167.91-152.92N582.97193.771.92-1.92946.13941.30970.84976.90D柱柱顶M-60.66-68.65-23.7423.74-189.20-129.38-168.90-149.17N488.19142.1-7.487.48755.45774.30784.77798.31柱底M71.6762.2216.13-16.13184.73144.08173.11157.73N522.22142.1-7.487.48796.29815.13825.60844.263A柱柱顶M71.6762.22-32.0832.08123.98204.82173.11157.73N718.6271.2112.21-12.211219.431188.661242.011235.90柱底M-71.13-61.7626.6-26.6-129.66-196.69-171.82-156.55N752.63271.2112.21-12.211260.271229.501282.851281.84B柱柱顶M-69.38-60.47-36.1536.15-205.00-113.90-167.91-152.92N785.74369.99-3.133.131405.131413.021460.871423.34柱底M68.9660.1132.2-32.2199.06117.92166.91152.00N819.77369.99-3.133.131445.971453.861501.711469.28C柱柱顶M69.3860.47-36.1536.15113.90205.00167.91152.92N785.74369.993.13-3.131413.021405.131460.871423.34柱底M-68.96-60.1132.2-32.2-117.92-199.06-166.91-152.00N819.77369.993.13-3.131453.861445.971501.711469.28D柱柱顶M-71.67-62.22-32.0832.08-204.82-123.98-173.11-157.73N718.6271.21-12.2112.211188.661219.431242.011235.90柱底M71.1361.7626.6-26.6196.69129.66171.82156.55N752.63271.21-12.2112.211229.501260.271282.851281.842A柱柱顶M72.7963.2-37.5537.55119.67214.29175.83160.20N949.03400.3416.45-16.451663.991622.541699.311673.52柱底M-84.21-73.1137.55-37.55-145.86-240.48-203.41-185.33N983.06400.3416.45-16.451704.831663.371740.151719.46B柱柱顶M-70.36-61.33-43.7243.72-216.80-106.62-170.29-155.09N1022.52541.19-4.064.061903.811914.041984.691910.77M80.2869.9843.72-43.72239.60129.42194.31176.96127 第7章框架结构内力组合柱底N1056.55541.19-4.064.061944.641954.882025.531956.71C柱柱顶M70.3661.33-43.7243.72106.62216.80170.29155.09N1022.52541.194.06-4.061914.041903.811984.691910.77柱底M-80.28-69.9843.72-43.72-129.42-239.60-194.31-176.96N1056.55541.194.06-4.061954.881944.642025.531956.71D柱柱顶M-72.79-63.2-37.5537.55-214.29-119.67-175.83-160.20N949.03400.34-16.4516.451622.541663.991699.311673.52柱底M84.2173.1137.55-37.55240.48145.86203.41185.33N983.06400.34-16.4516.451663.371704.831740.151719.461A柱柱顶M46.8640.7-44.3544.3551.63163.40113.21103.15N1179.14529.220.96-20.962108.172055.352155.852110.46柱底M-23.43-20.3571.26-71.2636.03-143.54-56.61-51.57N1220.73529.220.96-20.962158.082105.262205.762166.60B柱柱顶M-45.57-39.71-52.8352.83-171.28-38.15-110.28-100.44N1259.62722.66-5.25.22415.542428.652523.272408.69柱底M22.7819.8572.41-72.41143.58-38.8955.1350.21N1301.21722.66-5.25.22465.452478.562573.182464.84C柱柱顶M45.5739.71-52.8352.8338.15171.28110.28100.44N1259.62722.665.2-5.22428.652415.542523.272408.69柱底M-22.78-19.8572.41-72.4138.89-143.58-55.13-50.21N1301.21722.665.2-5.22478.562465.452573.182464.84D柱柱顶M-46.86-40.7-44.3544.35-163.40-51.63-113.21-103.15N1179.14529.2-20.9620.962055.352108.172155.852110.46柱底M23.4320.3571.26-71.26143.54-36.0356.6151.57N1220.73529.2-20.9620.962105.262158.082205.762166.60注：表中弯矩的单位是，轴力的单位是。表7-8用于承载力计算的框架柱非抗震剪力基本组合表楼层柱子内力荷载类型恒荷载+活荷载+风荷载恒荷载+活荷载SGKSQKSWK1.2*SGK+1.4*0.9*(SQK+SWK)可变荷载控制组合永久荷载控制组合左风右风左风右风1.2*SGK+1.4*SQK1.35*SGK+1.4*0.7*SQK5AV57.315.423.65-3.6592.7983.5990.3592.47127 第7章框架结构内力组合BV-54.19-15.14.25-4.25-78.70-89.41-86.17-87.95CV54.1915.14.25-4.2589.4178.7086.1787.95DV-57.3-15.423.65-3.65-83.59-92.79-90.35-92.474AV29.4129.088.86-8.8683.1060.7776.0068.20BV-28.96-28.0710.32-10.32-57.12-83.12-74.05-66.60CV28.9628.0710.32-10.3283.1257.1274.0566.60DV-29.41-29.088.86-8.86-60.77-83.10-76.00-68.203AV31.7327.5513.04-13.0489.2256.3676.6569.83BV-30.74-26.815.19-15.19-51.52-89.80-74.41-67.76CV30.7426.815.19-15.1989.8051.5274.4167.76DV-31.73-27.5513.04-13.04-56.36-89.22-76.65-69.832AV34.8930.2916.69-16.69101.0659.0084.2776.79BV-33.48-29.1819.43-19.43-52.46-101.42-81.03-73.79CV33.4829.1819.43-19.43101.4252.4681.0373.79DV-34.89-30.2916.69-16.69-59.00-101.06-84.27-76.791AV12.7811.121.02-21.0255.812.8430.8828.13BV-12.43-10.8322.77-22.770.13-57.25-30.08-27.39CV12.4310.8322.77-22.7757.25-0.1330.0827.39DV-12.78-11.121.02-21.02-2.84-55.81-30.88-28.13注：表中剪力的单位是。7.3.3地震作用效应和其他荷载效应的基本组合表7-9用于承载力计算的框架柱抗震弯矩和轴力基本组合表楼层截面位置内力荷载类型抗震组合SGESEK左震右震左震右震5A柱柱顶M171.41-60.0360.03102.12226.98N260.7715.14-15.14266.08234.59柱底M-118.4732.83-32.83-79.59-147.87N294.815.14-15.14298.75267.26B柱柱顶M-162.49-68.6468.64-227.38-84.60N316.8-3.943.94300.03308.23柱底M112.8340.43-40.43150.3666.27N350.83-3.943.94332.70340.89C柱柱顶M162.49-68.6468.6484.60227.38N316.83.94-3.94308.23300.03127 第7章框架结构内力组合柱底M-112.8340.43-40.43-66.27-150.36N350.833.94-3.94340.89332.70D柱柱顶M-171.41-60.0360.03-226.98-102.12N260.77-15.1415.14234.59266.08柱底M118.4732.83-32.83147.8779.59N294.8-15.1415.14267.26298.754A柱柱顶M95.26-89.8789.87-2.02184.91N556.0431.22-31.22566.27501.33柱底M-102.7860.99-60.99-35.24-162.10N590.0731.22-31.22598.94534.00B柱柱顶M-94.08-102.55102.55-196.9716.34N641.42-7.897.89607.56623.97柱底M99.6174.26-74.26172.8618.40N675.45-7.897.89640.23656.64C柱柱顶M94.08-102.55102.55-16.34196.97N641.427.89-7.89623.97607.56柱底M-99.6174.26-74.26-18.40-172.86N675.457.89-7.89656.64640.23D柱柱顶M-95.26-89.8789.87-184.912.02N556.04-31.2231.22501.33566.27柱底M102.7860.99-60.99162.1035.24N590.07-31.2231.22534.00598.943A柱柱顶M102.78-106.44106.44-12.03209.37N851.0242.64-42.64861.32772.63柱底M-102.0188.37-88.37-6.02-189.83N885.0542.64-42.64893.99805.30B柱柱顶M-99.61-121.13121.13-221.6030.35N966.33-10.7510.75916.50938.86柱底M99.02107.67-107.67207.04-16.92N1000.36-10.7510.75949.17971.53C柱柱顶M99.61-121.13121.13-30.35221.60N966.3310.75-10.75938.86916.50柱底M-99.02107.67-107.6716.92-207.04N1000.3610.75-10.75971.53949.17D柱柱顶M-102.78-106.44106.44-209.3712.03N851.02-42.6442.64772.63861.32M102.0188.37-88.37189.836.02127 第7章框架结构内力组合柱底N885.05-42.6442.64805.30893.992A柱柱顶M104.39-112.7112.7-16.99217.42N1146.0251.74-51.741153.991046.37柱底M-120.76112.7-112.71.28-233.14N1180.0551.74-51.741186.661079.04B柱柱顶M-101.03-132.14132.14-234.4140.44N1291.22-12.612.61226.471252.68柱底M115.27132.14-132.14248.08-26.77N1325.25-12.612.61259.141285.34C柱柱顶M101.03-132.14132.14-40.44234.41N1291.2212.6-12.61252.681226.47柱底M-115.27132.14-132.1426.77-248.08N1325.2512.6-12.61285.341259.14D柱柱顶M-104.39-112.7112.7-217.4216.99N1146.02-51.7451.741046.371153.99柱底M120.76112.7-112.7233.14-1.28N1180.05-51.7451.741079.041186.661A柱柱顶M67.21-125.4125.4-65.89194.94N1440.5761.16-61.161446.551319.34柱底M-33.61201.81-201.81177.62-242.15N1482.1661.16-61.161486.481359.27B柱柱顶M-65.42-150.79150.79-219.6294.02N1616.56-14.9814.981536.321567.48柱底M32.71207.08-207.08246.76-183.96N1658.15-14.9814.981576.241607.40C柱柱顶M65.42-150.79150.79-94.02219.62N1616.5614.98-14.981567.481536.32柱底M-32.71207.08-207.08183.96-246.76N1658.1514.98-14.981607.401576.24D柱柱顶M-67.21-125.4125.4-194.9465.89N1440.57-61.1661.161319.341446.55柱底M33.61201.81-201.81242.15-177.62N1482.16-61.1661.161359.271486.48注：1）表中弯矩的单位是，轴力的单位是。2）对于混凝土柱，偏压时承载力抗震调整系数。表7-10用于承载力计算的框架柱抗震剪力基本组合表127 第7章框架结构内力组合楼层柱子内力荷载类型抗震组合SGESEK左震右震左震右震5AV64.4220.65-20.6583.3240.37BV-61.1824.21-24.21-33.55-83.91CV61.1824.21-24.2183.9133.55DV-64.4220.65-20.65-40.37-83.324AV44.0133.51-33.5177.107.40BV-43.0439.29-39.29-0.46-82.18CV43.0439.29-39.2982.180.46DV-44.0133.51-33.51-7.40-77.103AV45.5143.32-43.3288.74-1.36BV-44.1450.79-50.7910.45-95.20CV44.1450.79-50.7995.20-10.45DV-45.5143.32-43.321.36-88.742AV50.0350.09-50.09100.12-4.06BV-48.0758.73-58.7314.93-107.23CV48.0758.73-58.73107.23-14.93DV-50.0350.09-50.094.06-100.121AV18.3359.53-59.5379.51-44.31BV-17.8465.12-65.1250.60-84.85CV17.8465.12-65.1284.85-50.60DV-18.3359.53-59.5344.31-79.51注：1）表中剪力的单位是。2）对于混凝土柱，受剪时承载力抗震调整系数。7.3.4荷载效应的标准组合表7-11用于正常使用极限状态验算的框架柱标准组合表楼层截面位置内力荷载类型恒荷载+活荷载SGKSQK1.0*SGK+1.0*SQK5A柱柱顶M163.2220.59183.81N257.413.14270.54柱底M-94.65-48.81-143.46N291.4313.14304.57B柱柱顶M-154.33-20.3-174.63127 第7章框架结构内力组合N312.5217.4329.92柱底M89.5347.64137.17N346.5517.4363.95C柱柱顶M154.3320.3174.63N312.5217.4329.92柱底M-89.53-47.64-137.17N346.5517.4363.95D柱柱顶M-163.22-20.59-183.81N257.413.14270.54柱底M94.6548.81143.46N291.4313.14304.574A柱柱顶M60.6668.65129.31N488.19142.1630.29柱底M-71.67-62.22-133.89N522.22142.1664.32B柱柱顶M-60.94-65.84-126.78N548.94193.77742.71柱底M69.3860.47129.85N582.97193.77776.74C柱柱顶M60.9465.84126.78N548.94193.77742.71柱底M-69.38-60.47-129.85N582.97193.77776.74D柱柱顶M-60.66-68.65-129.31N488.19142.1630.29柱底M71.6762.22133.89N522.22142.1664.323A柱柱顶M71.6762.22133.89N718.6271.21989.81柱底M-71.13-61.76-132.89N752.63271.211023.84B柱柱顶M-69.38-60.47-129.85N785.74369.991155.73柱底M68.9660.11129.07N819.77369.991189.76C柱柱顶M69.3860.47129.85N785.74369.991155.73柱底M-68.96-60.11-129.07N819.77369.991189.76127 第7章框架结构内力组合D柱柱顶M-71.67-62.22-133.89N718.6271.21989.81柱底M71.1361.76132.89N752.63271.211023.842A柱柱顶M72.7963.2135.99N949.03400.341349.37柱底M-84.21-73.11-157.32N983.06400.341383.4B柱柱顶M-70.36-61.33-131.69N1022.52541.191563.71柱底M80.2869.98150.26N1056.55541.191597.74C柱柱顶M70.3661.33131.69N1022.52541.191563.71柱底M-80.28-69.98-150.26N1056.55541.191597.74D柱柱顶M-72.79-63.2-135.99N949.03400.341349.37柱底M84.2173.11157.32N983.06400.341383.41A柱柱顶M46.8640.787.56N1179.14529.21708.34柱底M-23.43-20.35-43.78N1220.73529.21749.93B柱柱顶M-45.57-39.71-85.28N1259.62722.661982.28柱底M22.7819.8542.63N1301.21722.662023.87C柱柱顶M45.5739.7185.28N1259.62722.661982.28柱底M-22.78-19.85-42.63N1301.21722.662023.87D柱柱顶M-46.86-40.7-87.56N1179.14529.21708.34柱底M23.4320.3543.78N1220.73529.21749.93注：表中弯矩的单位是，轴力的单位是。127 第8章框架结构截面设计第8章框架结构截面设计8.1框架梁非抗震截面设计8.1.1选取最不利组合内力8.1.2梁的正截面受弯承载力计算AB、CD梁截面尺寸为，BC梁截面尺寸为，混凝土等级为C30，纵向受力钢筋采用HRB400，箍筋采用HRB335。材料强度标准值和设计值如下。混凝土强度：C30，，钢筋强度：HRB400，HRB335，查表得，。最小配筋率。表8-1框架梁正截面受弯承载能力计算（非抗震设计）　截面位置M　　　　配筋实配　　　　　　　5AB支座左端-155.130.100.100.95737.825C147690.39右端-168.990.100.110.94807.802C16+3C148630.44跨中161.270.010.010.99732.905C147690.39BC支座左端-28.260.090.100.95311.602C164020.45右端-28.440.090.100.95313.692C164020.45跨中-27.570.030.030.98293.822C164020.45CD支座左端-168.990.100.110.94807.802C16+3C148630.44127 第8章框架结构截面设计右端-155.130.100.100.95737.825C147690.39跨中161.270.010.010.99732.905C147690.394AB支座左端-264.570.160.180.911312.523C16+3C1813660.70右端-263.740.160.180.911307.953C16+3C1813660.70跨中105.930.010.011.00480.383C166030.31BC支座左端-19.360.060.070.97209.912C164020.45右端-20.710.070.070.96225.112C164020.45跨中-11.920.010.010.99125.832C164020.45CD支座左端-263.740.160.180.911307.953C16+3C1813660.70右端-264.570.160.180.911312.523C16+3C1813660.70跨中105.930.010.011.00480.383C166030.313AB支座左端-281.810.170.190.901408.136C1815260.78右端-280.170.170.190.901398.976C1815260.78跨中109.640.010.011.00497.283C166030.31BC支座左端-25.000.080.090.96273.942C164020.45右端-25.000.080.090.96273.942C164020.45跨中-12.590.010.010.99132.962C164020.45CD支座左端-280.170.170.190.901398.976C1815260.78右端-281.810.170.190.901408.136C1815260.78跨中109.640.010.011.00497.283C166030.312AB支座左端-301.540.190.210.901519.496C1815260.78右端-299.510.180.210.901507.936C1815260.78跨中108.400.010.011.00491.633C166030.31BC支座左端-29.250.100.100.95323.142C164020.45127 第8章框架结构截面设计右端-29.250.100.100.95323.142C164020.45跨中-12.330.010.010.99130.192C164020.45CD支座左端-299.510.180.210.901507.936C1815260.78右端-301.540.190.210.901519.496C1815260.78跨中108.400.010.011.00491.633C166030.311AB支座左端-297.470.180.200.901496.346C1815260.78右端-297.580.180.200.901496.976C1815260.78跨中136.580.010.010.99620.104C168040.41BC支座左端-39.670.130.140.93447.543C144610.51右端-39.670.130.140.93447.543C144610.51跨中-18.510.020.020.99196.182C164020.45CD支座左端-297.580.180.200.901496.976C1815260.78右端-297.470.180.200.901496.346C1815260.78跨中136.580.010.010.99620.104C168040.418.1.3梁的斜截面受剪承载力计算表8-2框架梁斜截面受剪承载能力计算（非抗震设计）楼层截面位置实配双肢箍5AB跨左端215.33659.590.15A8@200右端-220.48659.590.17A8@200BC跨左端4.28284.21-0.84A8@200右端-4.28284.21-0.84A8@200CD跨左端220.48659.590.17A8@200右端-215.33659.590.15A8@2004AB跨左端242.79659.590.28A8@200右端-243.89659.590.29A8@200BC跨左端8.82284.21-0.79A8@200右端-8.82284.21-0.79A8@200127 第8章框架结构截面设计CD跨左端243.89659.590.29A8@200右端-242.79659.590.28A8@2003AB跨左端245.89659.590.29A8@200右端-247.41659.590.30A8@200BC跨左端13.26284.21-0.74A8@200右端-13.26284.21-0.74A8@200CD跨左端247.41659.590.30A8@200右端-245.89659.590.29A8@2002AB跨左端251.28659.590.32A8@200右端-252.70659.590.33A8@200BC跨左端17.43284.21-0.69A8@200右端-17.43284.21-0.69A8@200CD跨左端252.70659.590.33A8@200右端-251.28659.590.32A8@2001AB跨左端256.24659.590.34A8@200右端-259.11659.590.36A8@200BC跨左端21.67284.21-0.65A8@200右端-21.67284.21-0.65A8@200CD跨左端259.11659.590.36A8@200右端-256.24659.590.34A8@2008.1.4裂缝宽度验算框架梁支座和跨中的最大裂缝宽度均小于，满足裂缝宽度限值。表8-3框架梁裂缝宽度验算（非抗震设计）楼层截面位置　　　　（小于0.01时取0.01）（小于0.2时取0.2）　　　5AB支座左端-118.12769287.08975000.010.6451.914.000.2805右端-129.09863279.57975000.010.6331.914.860.2796跨中118.45769287.88975000.010.6461.914.000.2819BC支座左端-21.21402228.85450000.010.5291.916.000.2019右端-21.39402230.79450000.010.5341.916.000.2054跨中-20.75402223.89450000.010.5161.916.000.1928CD左端-129.09863279.57975000.010.6331.914.860.2796127 第8章框架结构截面设计支座右端-118.12769287.08975000.010.6451.914.000.2805跨中118.45769287.88975000.010.6461.914.000.28194AB支座左端-187.631366256.72975000.010.5911.916.110.2543右端-189.961366259.91975000.010.5971.917.060.2713跨中81.16603251.55975000.010.5811.917.060.2553BC支座左端-9.56402103.15450000.010.2001.916.000.0344右端-10.63402114.69450000.010.2001.916.000.0382跨中-8.9240296.24450000.010.2001.916.000.0321CD支座左端-189.961366259.91975000.010.5971.917.060.2713右端-187.631366256.72975000.010.5911.917.060.2652跨中81.16603251.55975000.010.5811.916.000.24353AB支座左端-183.461526224.69975000.010.5191.918.000.2120右端-187.081526229.13975000.010.5301.918.000.2208跨中85.32603264.45975000.010.6061.916.000.2672BC支座左端-10.35402111.67450000.010.2001.916.000.0372右端-10.35402111.67450000.010.2001.916.000.0372跨中-9.71402104.77450000.010.2001.916.000.0349CD支座左端-187.081526229.13975000.010.5301.918.000.2208右端-183.461526224.69975000.010.5191.918.000.2120跨中85.32603264.45975000.010.6061.916.000.26722AB支座左端-184.371526225.81975000.010.5211.918.000.2142右端-187.811526230.02975000.010.5321.918.000.2226跨中84.36603261.47975000.010.6001.916.000.2617BC支座左端-10.16402109.62450000.010.2001.916.000.0366右端-10.16402109.62450000.010.2001.916.000.0366跨中-9.51402102.61450000.010.2001.916.000.0342CD支座左端-187.811526230.02975000.010.5321.918.000.2226右端-184.371526225.81975000.010.5211.918.000.2142跨中84.36603261.47975000.010.6001.916.000.26171AB支座左端-164.111526201.00975000.010.4501.918.000.1645右端-1711526209.43975000.010.4761.918.000.1814跨中106.16804246.78975000.010.5711.916.000.2348BC支座左端-14.93461140.47450000.010.1701.914.000.0362右端-14.93461140.47450000.010.1701.914.000.0362跨中-14.29402154.18450000.010.2531.916.000.0649CD支座左端-1711526209.43975000.010.4761.918.000.1814右端-164.111526201.00975000.010.4501.918.000.1645跨中106.16804246.78975000.010.5711.916.000.2348127 第8章框架结构截面设计8.2框架梁抗震截面设计8.2.1选取最不利组合内力8.2.2梁的正截面受弯承载力计算材料选取与非抗震设计相同。框架抗震等级为三级。对受弯混凝土梁，受弯时，承载力抗震调整系数。查表得，。最小配筋率计算如下支座：跨中：表8-4框架梁正截面受弯承载能力计算（抗震设计）楼层截面位置　　　　　配筋实配　　　　　　　　5AB支座左端-152.670.090.100.95725.475C147690.39右端-156.530.100.100.95744.855C147690.39跨中109.810.010.011.00498.053C166030.31BC支座左端-29.180.100.100.95322.322C164020.45-29.180.100.100.95322.322C164020.45右端-16.860.020.020.99178.512C164020.45-156.530.100.100.95744.855C147690.39跨中-152.670.090.100.95725.475C147690.39CD支座左端109.810.010.011.00498.053C166030.31右端-244.000.150.160.921200.383C16+3C1813660.70跨中-234.080.140.160.921147.033C16+3C1813660.704AB支座左端59.570.000.001.00269.672C164020.21右端-30.380.100.110.95336.362C164020.45跨中-30.380.100.110.95336.362C164020.45BC支座左端-5.340.010.011.0056.152C164020.45-234.080.140.160.921147.033C16+3C1813660.70右端-244.000.150.160.921200.383C16+3C1813660.70127 第8章框架结构截面设计59.570.000.001.00269.672C164020.21跨中-278.360.170.190.911388.886C1815260.78CD支座左端-266.210.160.180.911321.556C1815260.78右端67.830.010.011.00307.162C164020.21跨中-40.640.130.150.93459.413C144610.513AB支座左端-40.640.130.150.93459.413C144610.51右端-6.630.010.011.0069.772C164020.45跨中-266.210.160.180.911321.556C1815260.78BC支座左端-278.360.170.190.911388.886C1815260.7867.830.010.011.00307.162C164020.21右端-309.360.190.210.891564.222C20+4C1816450.84-298.030.180.200.901499.526C1815260.78跨中66.680.010.011.00301.942C164020.21CD支座左端-48.100.160.170.91552.533C166030.67右端-48.100.160.170.91552.533C166030.67跨中6.490.010.011.0068.292C164020.452AB支座左端-298.030.180.200.901499.526C1815260.78-309.360.190.210.891564.222C20+4C1816450.84右端66.680.010.011.00301.942C164020.21-328.930.200.230.891677.723C18+3C2017040.87跨中-316.690.200.220.891606.473C18+3C2017040.87BC支座左端83.400.010.011.00377.892C164020.21-58.780.200.220.89691.955C147690.85右端-58.780.200.220.89691.955C147690.859.800.010.010.99103.322C164020.45跨中-316.690.200.220.891606.473C18+3C2017040.87CD支座左端-328.930.200.230.891677.723C18+3C2017040.8783.400.010.011.00377.892C164020.21右端-152.670.090.100.95725.475C147690.39-156.530.100.100.95744.855C147690.39跨中109.810.010.011.00498.053C166030.311AB支座左端-29.180.100.100.95322.322C164020.45-29.180.100.100.95322.322C164020.45右端-16.860.020.020.99178.512C164020.45-156.530.100.100.95744.855C147690.39跨中-152.670.090.100.95725.475C147690.39127 第8章框架结构截面设计BC支座左端109.810.010.011.00498.053C166030.31-244.000.150.160.921200.383C16+3C1813660.70右端-234.080.140.160.921147.033C16+3C1813660.7059.570.000.001.00269.672C164020.21跨中-30.380.100.110.95336.362C164020.45CD支座左端-30.380.100.110.95336.362C164020.45-5.340.010.011.0056.152C164020.45右端-234.080.140.160.921147.033C16+3C1813660.70-244.000.150.160.921200.383C16+3C1813660.70跨中59.570.000.001.00269.672C164020.21从上表看出，各截面的配筋率均大于最小配筋率，满足要求。8.2.3梁的斜截面受剪承载力计算按“强剪弱弯”的原则调整框架梁端截面组合的剪力设计值，即(8-1)框架抗震等级为三级，。楼层截面　　　　　　5AB左震-58.31-203.566.95188.77233.99198.89右震-208.71-80.376.95188.77238.69202.88BC左震-7.60-38.912.151.8227.7823.61右震-38.91-7.602.151.8227.7823.61CD左震-80.37-208.716.95188.77238.69202.88右震-203.56-58.316.95188.77233.99198.894AB左震-28.64-325.336.95174.35235.47200.15右震-312.11-47.636.95174.35236.46200.99BC左震24.72-40.512.151.8238.2332.50右震-40.5122.442.151.8236.9631.41CD左震-44.59-312.116.95174.35235.94200.55右震-325.33-28.646.95174.35235.47200.15表8-5梁端截面剪力“强剪弱弯”调整127 第8章框架结构截面设计3AB左震33.68-371.156.95174.35244.25207.61右震-354.9510.656.95174.35237.47201.85BC左震34.95-54.192.151.8251.5743.84右震-54.1934.952.151.8251.5743.84CD左震10.65-354.956.95174.35237.47201.85右震-371.1533.686.95174.35244.25207.612AB左震73.31-412.486.95174.35258.22219.49右震-397.3751.756.95174.35251.89214.11BC左震45.27-64.132.151.8262.8853.45右震-64.1345.272.151.8262.8853.45CD左震51.75-397.376.95174.35251.89214.11右震-412.4873.316.95174.35258.22219.491AB左震136.76-438.576.95174.35273.69232.63右震-422.25107.566.95174.35265.83225.95BC左震50.69-78.372.151.8273.8662.78右震-78.3750.692.151.8273.8662.78CD左震107.56-422.256.95174.35265.83225.95右震-438.57136.766.95174.35273.69232.63注：承载力抗震调整系数。表8-6框架梁斜截面受剪承载能力计算（抗震设计）楼层截面位置　　　实配加密区四肢箍筋实配非加密区四肢箍筋　　加密区长度5AB左端198.89659.590.42B8@100B8@2000.34%0.12%900右端202.88659.590.44B8@100B8@2000.34%0.12%900BC左端23.61284.21-0.27B8@100B8@2000.34%0.12%600右端23.61284.21-0.27B8@100B8@2000.34%0.12%600CD左端202.88659.590.44B8@100B8@2000.34%0.12%900右端198.89659.590.42B8@100B8@2000.34%0.12%900127 第8章框架结构截面设计4AB左端200.15659.590.43B8@100B8@2000.34%0.12%900右端200.99659.590.43B8@100B8@2000.34%0.12%900BC左端32.50284.21-0.17B8@100B8@2000.34%0.12%600右端31.41284.21-0.18B8@100B8@2000.34%0.12%600CD左端200.55659.590.43B8@100B8@2000.34%0.12%900右端200.15659.590.43B8@100B8@2000.34%0.12%9003AB左端207.61659.590.47B8@100B8@2000.34%0.12%900右端201.85659.590.44B8@100B8@2000.34%0.12%900BC左端43.84284.21-0.04B8@100B8@2000.34%0.12%600右端43.84284.21-0.04B8@100B8@2000.34%0.12%600CD左端201.85659.590.44B8@100B8@2000.34%0.12%900右端207.61659.590.47B8@100B8@2000.34%0.12%9002AB左端219.49659.590.52B8@100B8@2000.34%0.12%900右端214.11659.590.50B8@100B8@2000.34%0.12%900BC左端53.45284.210.06B8@100B8@2000.34%0.12%600右端53.45284.210.06B8@100B8@2000.34%0.12%600CD左端214.11659.590.50B8@100B8@2000.34%0.12%900右端219.49659.590.52B8@100B8@2000.34%0.12%9001AB左端232.63659.590.59B8@100B8@2000.34%0.12%900右端225.95659.590.55B8@100B8@2000.34%0.12%900127 第8章框架结构截面设计BC左端62.78284.210.17B8@100B8@2000.34%0.12%600右端62.78284.210.17B8@100B8@2000.34%0.12%600CD左端225.95659.590.55B8@100B8@2000.34%0.12%900右端232.63659.590.59B8@100B8@2000.34%0.12%900注：表中剪力已乘以承载力抗震调整系数。8.3框架柱非抗震截面设计8.3.1柱正截面承载力计算1．基本数据资料A、B、C、D轴线框架柱的截面尺寸为550mm×550mm，混凝土强度等级为C30，纵向受力钢筋为HRB400级，箍筋采用HRB335级。材料的强度标准值和设计值如下。混凝土强度：C30fc=14.3N/mm2，ft=1.43N/mm2，ftk=2.01N/mm2钢筋强度：HRB400fy=360N/mm2，fyk=400N/mm2HRB335fy=300N/mm2，fyk=335N/mm2查表得，=0.518。2．轴压比验算由表7-7和表7-10可知，柱底最大的轴力为2573.18kN。验算轴压比时不考虑承载力抗震调整系数。小于三级抗震等级框架柱轴压比限值0.85。3．框架柱正截面受弯承载能力计算考虑框架柱同一截面可能承受正负向弯矩，采用对称配筋。从表7-7中按下列原则选取最不利的内力组合：（1）及相应的N和V；（2）Nmax及相应的M和V；（3）Nmin及相应的M和V；127 第8章框架结构截面设计（4）M比Mmax略小，但N很小。住的计算长度：其它层l0=1.25H=5.625m底层l0=1.0H=6.5m全部纵筋的配筋率不应小于0.6%，一侧钢筋的配筋率不应小于0.2%。表8-7A轴框架柱正截面受弯承载能力计算（非抗震设计）127 第8章框架结构截面设计8.3.2柱斜截面承载力计算截面尺寸复核：按验算。由下表可知，，满足。剪跨比：其它层，取底层，取表8-8框架柱斜截面受剪承载能力计算（非抗震设计）楼层λ实配箍筋加密区非加密区A592.791002.79328.801297.733.00-0.77A8@100A8@150483.101002.79774.301297.733.00-1.06A8@100A8@150389.221002.791219.431297.733.00-1.25A8@100A8@1502101.061002.791663.991297.733.00-1.39A8@100A8@150155.811002.792108.171297.733.00-1.94A8@100A8@150B589.411002.79397.841297.733.00-0.83A8@100A8@150127 第8章框架结构截面设计483.121002.79905.301297.733.00-1.13A8@100A8@150389.801002.791413.021297.733.00-1.34A8@100A8@1502101.421002.791914.041297.733.00-1.51A8@100A8@150157.251002.792428.651297.733.00-2.09A8@100A8@150C589.411002.79397.841297.733.00-0.83A8@100A8@150483.121002.79905.301297.733.00-1.13A8@100A8@150389.801002.791413.021297.733.00-1.34A8@100A8@1502101.421002.791914.041297.733.00-1.51A8@100A8@150157.251002.792428.651297.733.00-2.09A8@100A8@150D592.791002.79328.801297.733.00-0.77A8@100A8@150483.101002.79774.301297.733.00-1.06A8@100A8@150389.221002.791219.431297.733.00-1.25A8@100A8@1502-101.11002.791663.991297.733.00-2.85A8@100A8@1501-55.811002.792108.171297.733.00-2.75A8@100A8@1508.3.3裂缝宽度验算对于e0/h00.55的偏心受压构件需要验算裂缝宽度。127 第8章框架结构截面设计8.4框架柱抗震截面设计8.4.1柱正截面承载力计算8.4.1.1基本数据资料与非抗震截面设计相同。8.4.1.2框架柱正截面受弯承载能力计算表8-10强柱弱梁调整截面位置方向4A左震0.00-28.64-37.23-2.52-44.05-2.01-35.21-1.61-28.17右震0.00-325.33-422.93231.14-202.62-225.37-197.56-180.30-158.05B左震-312.1124.72437.87-246.21216.07233.21204.66186.57163.73右震-47.63-40.509.2620.4222.994.364.913.493.93C左震-40.50-44.58-5.31-20.42-22.99-2.50-2.81-2.00-2.25右震22.44-312.11-434.92246.21-216.07-231.64-203.28-185.31-162.62D左震-325.330.00422.93-231.14202.62225.37197.56180.30158.05右震-28.640.0037.232.5244.052.0135.211.6128.173A左震0.0033.6843.79-15.04-7.5329.1814.6123.3411.69右震0.00-371.15-482.49261.71-237.29-253.05-229.44-202.44-183.55127 第8章框架结构截面设计B左震-354.9434.95506.86-277.00258.80262.04244.82209.63195.85右震10.65-54.18-84.2837.94-21.15-54.12-30.17-43.29-24.13C左震-54.1810.6584.28-37.9421.1554.1230.1743.2924.13右震34.95-354.94-506.86277.00-258.80-262.04-244.82-209.63-195.85D左震-371.150.00482.49-261.71237.29253.05229.44202.44183.55右震33.680.00-43.7915.047.53-29.18-14.61-23.34-11.692A左震0.0073.3195.30-21.241.6088.646.6770.915.33右震0.00-412.48-536.22271.78-291.42-258.76-277.46-207.01-221.97B左震-397.3845.27575.44-293.02310.11279.57295.87223.65236.70右震51.75-64.13-150.6550.55-33.46-90.65-60.00-72.52-48.00C左震-64.1351.75150.65-50.5533.4690.6560.0072.5248.00右震45.27-397.38-575.44293.02-310.11-279.57-295.87-223.65-236.70D左震-412.480.00536.22-271.78291.42258.76277.46207.01221.97右震73.310.00-95.3021.24-1.60-88.64-6.67-70.91-5.331A左震0.00136.75177.78-82.37222.0248.11129.6738.49103.74右震0.00-438.58-570.15243.67-302.69-254.28-315.87-203.43-252.69B左震-422.2550.69614.83-274.53308.46289.52325.30231.62260.24右震107.56-78.37-241.71117.52-229.95-81.75-159.96-65.40-127.96C左震-78.37107.56241.71-117.52229.9581.75159.9665.40127.96右震50.69-422.25-614.83274.53-308.46-289.52-325.30-231.62-260.24D左震-438.580.00570.15-243.67302.69254.28315.87203.43252.69右震136.750.00-177.7882.37-222.02-48.11-129.67-38.49-103.74表8-11调整后框架柱抗震弯矩和轴力基本组合表楼层截面位置内力左震右震5A轴柱顶M102.12226.98N266.08234.59柱底M-28.17-158.05N298.75267.26B轴柱顶M-227.38-84.60N300.03308.23柱底M163.733.93N332.70340.89C轴柱顶M84.60227.38N308.23300.03柱底M-2.25-162.62N340.89332.70D轴柱顶M-226.98-102.12N234.59266.08柱底M158.0528.17127 第8章框架结构截面设计N267.26298.754A轴柱顶M-1.61-180.30N566.27501.33柱底M11.69-183.55N598.94534.00B轴柱顶M186.573.49N607.56623.97柱底M195.85-24.13N640.23656.64C轴柱顶M-2.00-185.31N623.97607.56柱底M24.13-195.85N656.64640.23D轴柱顶M180.301.61N501.33566.27柱底M183.55-11.69N534.00598.943A轴柱顶M23.34-202.44N861.32772.63柱底M5.33-221.97N893.99805.30B轴柱顶M209.63-43.29N916.50938.86柱底M236.70-48.00N949.17971.53C轴柱顶M43.29-209.63N938.86916.50柱底M48.00-236.70N971.53949.17D轴柱顶M202.44-23.34N772.63861.32柱底M221.97-5.33N805.30893.992A轴柱顶M70.91-207.01N1153.991046.37柱底M103.74-252.69N1186.661079.04B轴柱顶M223.65-72.52N1226.471252.68柱底M260.24-127.96N1259.141285.34127 第8章框架结构截面设计C轴柱顶M72.52-223.65N1252.681226.47柱底M127.96-260.24N1285.341259.14D轴柱顶M207.01-70.91N1046.371153.99柱底M252.69-103.74N1079.041186.661A轴柱顶M38.49-203.43N1446.551319.34柱底M177.62-242.15N1486.481359.27B轴柱顶M231.62-65.40N1536.321567.48柱底M246.76-183.96N1576.241607.40C轴柱顶M65.40-231.62N1567.481536.32柱底M183.96-246.76N1607.401576.24D轴柱顶M65.40-231.62N1319.341446.55柱底M242.15-177.62N1359.271486.48注：表中弯矩的单位是kN·m,轴力的单位是kN。将调整后的弯矩和轴力与调整前的比较，选取最不利组合列于表8-12，进行抗震正截面设计。表8-12A、B、C、D框架柱正截面受弯承载能力计算127 第8章框架结构截面设计8.4.2柱斜截面承载力计算表8-13柱端截面强剪弱弯调整楼层截面位置　　　　　左震右震左震右震　左震右震左震右震5A轴柱身136.16302.65-37.56-210.734.3827.0125.1822.9621.40B轴柱身-303.17-112.81218.315.234.38-23.25-29.47-19.76-25.05C轴柱身112.81303.17-3.00-216.834.3830.0823.6525.5720.11D轴柱身-302.65-136.16210.7337.564.38-25.18-27.01-21.40-22.964A轴柱身-2.15-240.4015.59-244.744.383.68-132.913.13-112.98B轴柱身248.764.65261.14-32.184.38139.70-7.54118.74-6.41C轴柱身-2.66-247.0832.18-261.144.388.09-139.246.87-118.35D轴柱身240.402.15244.74-15.594.38132.91-3.68112.98-3.133A轴柱身31.12-269.927.11-295.964.3810.47-155.048.90-131.78B轴柱身279.51-57.73315.60-64.004.38163.04-33.35138.59-28.35C轴柱身57.73-279.5164.00-315.604.3833.35-163.0428.35-138.59D轴柱身269.92-31.12295.96-7.114.38155.04-10.47131.78-8.902A轴柱身94.54-276.01138.32-336.924.3863.80-167.9354.23-142.74B轴柱身298.21-96.69346.99-170.624.38176.77-73.24150.25-62.25C轴柱身96.69-298.21170.62-346.994.3873.24-176.7762.25-150.25D轴柱身276.01-94.54336.92-138.324.38167.93-63.80142.74-54.231A轴柱身51.31-271.24236.82-322.865.3864.27-132.5154.63-112.64127 第8章框架结构截面设计B轴柱身308.83-87.20329.02-245.285.38142.27-74.16120.93-63.04C轴柱身87.20-308.83245.28-329.025.3874.16-142.2763.04-120.93D轴柱身87.20-308.83322.86-236.825.3891.46-121.7177.74-103.45将调整后的剪力与未调整的剪力组合值相比较，选取最不利值列于下表，进行斜截面受剪承载能力计算。配箍特征值查表确定。127 第5章　章标题127 第9章　基础设计第9章基础设计9.1工程地质条件根据地质勘察报告，场地范围内地下水稳定水位埋深，地下水对一般建筑材料无侵蚀作用，不考虑土的液化，土质构成自地表向下依次为⑴填土层：厚度为，承载力特征值，天然重度⑵黏土：厚度为，承载力特征值，天然重度，e及Ic均小于0.85⑶砂质粘性土：厚度为，承载力特征值，天然重度⑷混合花岗岩含风化层：厚度为，承载力特征值，天然重度⑸混合花岗岩强风化层：厚度为，承载力特征值，天然重度9.2D柱基础设计9.2.1荷载统计基础承载力计算时，应采用荷载标准组合标准值：恒+0.9（活+风）或恒+活首先计算轴线D（边柱）底层梁，基础连系梁传来的荷载标准值（连系梁顶面标高同基础顶面）127 第9章　基础设计墙重：以上以下（一般黏土砖，）连梁：连梁的取值连梁自重柱D基础顶面受力9.2.2基础设计混凝土等级C30，基础底板采用HRB335，基础埋置深度1.5m，柱截面，采用天然地基，以⑵粘土层为持力层，。1初步估计基底尺寸由于基底尺寸未知，持力层的承载力特征值先仅考虑深度修正，由于持力层为粘土，且e及Ic均小于0.85，故取设，m，对进行修正2按持力层强度验算基底尺寸基底形心处竖向力127 第9章　基础设计偏心距满足要求3抗震验算荷载标准组合：恒荷载+0.5（雪+活）+地震作用表9-1基础抗震验算荷载统计竖向力上部传来的荷载底层墙小计弯矩上部传来的荷载底层墙小计D柱持力层强度验算基底形心处竖向力偏心距满足要求1基础结构设计（荷载效应的基本组合）127 第9章　基础设计⑴基底净反力。⑵柱边基础截面抗冲切验算基础高度（采用阶梯型基础），初步选择基础高度为900mm，从上至下分450mm、400mm两个台阶,(有垫层)取因偏心受压，取。冲切力：抗冲切力：基础高度满足要求。(3)变阶处抗冲切验算。，，，取127 第9章　基础设计冲切力：抗冲切力：基础高度满足要求。5．配筋计算。选用HRB335钢筋，(1)基础长边方向I-I截面（柱边）：柱边净反力：悬臂部分净反力：弯矩：Ⅲ-Ⅲ截面（变阶处）：127 第9章　基础设计弯矩：比较和，按配筋。实配18C16(3619.8)图9.1D柱基础配筋图9.3B、C柱联合基础设计9.3.1确定基础底面宽度B柱，kN·m，kN；kN·m，kNC柱，kN·m，kN；kN·m，127 第9章　基础设计kN，基础埋深d=1.5m（自室外地面算起）。kPa。m2。B、C柱轴力设计值的合力，距B柱的距离x=(2464.84×2.7+50.21-50.21)/(2464.82+2464.82)=1.35m。考虑构造需要，基础伸出B柱外x1=1.0m，如果要求竖向力合力与基底形心重合，则基础伸出C柱之外x2=1.0m。基底反力是均匀的。基础长度为m，m，取m。m2，m，对进行修正。9.3.2验算持力层地基承载力基础和回填土重kN。持力层承载力验算：kPakPa，满足。9.3.3计算基础梁内力B柱，kN·m，kN；C柱，kN·m，kN；地基净反力kN/m。按倒梁法计算内力，计算简图及结果如图9.2所示。127 第9章　基础设计(a)计算简图(b)弯矩图/kN·m(c)剪力图/kN图9.2倒梁法计算简图及计算结果9.3.4梁板部分计算基底宽4700mm，主肋宽650mm，翼板外挑长度mm。翼板外边缘厚度200mm，梁肋处翼板厚度600mm。翼板采用HRB400钢筋，C30混凝土。基底净反力设计值：kPa。9.3.4.1斜截面抗剪强度验算（按每米长计）kN/m127 第9章　基础设计mm实际mmmm，满足。9.3.4.2翼板受力筋计算kN·mmm2实配C16@100（实际配mm2）。横向钢筋按构造配筋，实配C10@200。9.3.5肋梁部分计算肋梁高度取800mm，宽650mm，主筋用HRB400钢筋，箍筋用HRB335，采用C30混凝土。9.3.5.1正截面强度计算支座处：kN·m，mm2实配6C22（实际配mm2）。两根角部钢筋通长。跨间：kN·mmm，mm，一类T形截面。，127 第9章　基础设计mm2实配6C25（实际配mm2），全部通长，满足最小配筋率要求。9.3.5.2斜截面强度计算kN，。kNkN，截面满足要求。沿整跨配B12@100四肢箍筋满足要求。配筋见图9.3。127 第9章　基础设计图9.3B、C柱联合基础配筋详图127 第10章　工程概预算第10章工程概预算10.1工程量计算场地平整:挖土方:基础垫层体积:基础体积：基础回填土：清单计价：定额计价：弃土：清单计价：定额计价：127 第10章　工程概预算混凝土计算柱子：二到五层：底层：板：梁：梁：梁：梁：梁：10.2分部分项工程量清单综合单价分析分部分项工程量清单综合单价计算结果见下表：127 第10章　工程概预算表10-1分部分项清单综合单价组成/元管理费3.0683.06855.125238.74205.80146.29178.48495.73101.16482.77382.773机械费41.02941.029429.021858163.4856.9152.853022.83616.881020.741020.74材料费00001664.251388.431404.932.1810.4453.6363.636人工费2.82.8358.481552.5460.17386.43884059.00828.33161.73161.73合价/元415.93415.937027.485041.0667653.8125832.9457631.1732744.4915149.5110422.8810422.88综合单价/元46.9046.90842.62364.922493.691978.022124.267579.741546.821797.051797.05数量8.8698.8698.341.31827.1313.0627.134.329.7945.8025.802单位/m31001001001000101010100100100100项目名称平整场地平整场地挖土方挖掘机挖土方独立基础垫层独立基础土石方回填填土夯实土石方运输挖掘机挖土方自卸汽车运土项目编号定额编号010101001001A1-135010101002001A1-115010401003001B1-24A4-7010102001001A2-268010103001002A1-118序号1--2--3----4------127 第10章　工程概预算(续表10-1)综合单价组成/元管理费309.46309.46309.46309.46227.38227.38227.38227.38机械费89.3589.3589.3589.3588.6488.6488.6488.64材料费1842.191842.191842.191842.191459.381459.381459.381459.38人工费848.40848.40848.40848.40600.40600.40600.40600.40合价/元21934.721934.760552.260552.262542.962542.956460.956460.9综合单价/元3089.43089.43089.43089.42375.82375.82375.82375.8数量7.17.119.619.626.32526.32523.76523.765单位/m310101010101010100项目名称矩形柱柱高：6.5m截面尺寸：550×550混凝土强度等级：C30矩形柱矩形柱柱高：4.5m截面尺寸：550×550混凝土强度等级：C30矩形柱矩形梁截面尺寸：300×650混凝土强度等级：C30单梁连续梁矩形梁截面尺寸：350×700混凝土强度等级：C30单梁连续梁项目编号定额编号010402001001A4-14010402001002A4-14010403002001A4-19010403002002A4-19序号5------6------127 第10章　工程概预算(续表10-2)综合单价组成/元管理费227.38227.38227.38227.38202.37202.3750484机械费88.6488.6488.6488.6490.0390.0352955.5材料费1459.381459.381459.381459.381432.531432.53321931人工费600.40600.40600.40600.40523.20523.20149037合价/元35399.435399.42599.132599.13116031116031577439.5综合单价/元2375.82375.82375.82375.82248.12248.1--数量14.914.91.0941.09451.61351.613--单位/m3101010101010--项目名称矩形梁截面尺寸：300×600混凝土强度等级：C30单梁连续梁矩形柱截面尺寸：300×300混凝土强度等级：C30单梁连续梁板厚：120mm混凝土强度等级：C30单梁连续梁--项目编号定额编号010403002003A4-19010403002004A4-190404040060014-141合计序号--------7--127 第10章　工程概预算表10-2工程取费表序号项目名称单位基数费率小计人工费机械费1小计元577439.514903752955.52人工费+机械费元201992.53间接费元201992.537.6%75949.183.1企业管理费元201992.521%42418.433.2规费元201992.516.6%33530.764利润元201992.512%24239.15小计+间接费+利润合计元677627.78税金元677627.783.45%23378.16造价合计元701005.9127 结论结论这次设计的题目为燕山大学图书馆建筑方案及钢筋混凝土框架结构设计，属于多层钢筋混凝土框架结构体系，设计顺序为建筑和结构方案设计，荷载统计，各层楼板、次梁内力计算及配筋，横向一榀框架在水平地震作用、水平风荷载和竖向荷载作用下的内力分析，框架的内力组合，框架梁柱截面设计和基础计算及配筋。所有设计成果在结构计算书、结构施工图中体现出来。多层钢筋混凝土框架结构设计是土木工程专业的学生复习巩固综合应用所学知识的优秀课题，较为系统的把四年所学到的本专业的知识融合到了一起，提高了自己解决问题的能力，为自己以后的人生道路做了充实的准备。另外，计算机的应用在建筑行业的地位越来越重，尤其是本次设计，计算机起到了很大的作用，这说明本专业的设计已和时代的脚步紧密的结合到了一起。127 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