住宅楼建筑结构设计土木工程计算书本科学位论文.doc

'编号######大学毕业设计题目####住宅楼建筑结构设计学生姓名##学号######学院####学院专业####班级####指导教师###副教授二〇一#年#月 ######大学本科毕业设计（论文）诚信承诺书本人郑重声明：所呈交的毕业设计（论文）（题目：####住宅楼建筑结构设计）是本人在导师的指导下独立进行研究所取得的成果。尽本人所知，除了毕业设计（论文）中特别加以标注引用的内容外，本毕业设计（论文）不包含任何其他个人或集体已经发表或撰写的成果作品。作者签名：年月日（学号）： 毕业设计（论文）原创性声明和使用授权说明原创性声明本人郑重承诺：所呈交的毕业设计（论文），是我个人在指导教师的指导下进行的研究工作及取得的成果。尽我所知，除文中特别加以标注和致谢的地方外，不包含其他人或组织已经发表或公布过的研究成果，也不包含我为获得及其它教育机构的学位或学历而使用过的材料。对本研究提供过帮助和做出过贡献的个人或集体，均已在文中作了明确的说明并表示了谢意。作者签名：　　　　　日　期：　　　　　指导教师签名：　　　　　日　　期：　　　　　使用授权说明本人完全了解大学关于收集、保存、使用毕业设计（论文）的规定，即：按照学校要求提交毕业设计（论文）的印刷本和电子版本；学校有权保存毕业设计（论文）的印刷本和电子版，并提供目录检索与阅览服务；学校可以采用影印、缩印、数字化或其它复制手段保存论文；在不以赢利为目的前提下，学校可以公布论文的部分或全部内容。作者签名：　　　　　日　期：　　　　　 学位论文原创性声明本人郑重声明：所呈交的论文是本人在导师的指导下独立进行研究所取得的研究成果。除了文中特别加以标注引用的内容外，本论文不包含任何其他个人或集体已经发表或撰写的成果作品。对本文的研究做出重要贡献的个人和集体，均已在文中以明确方式标明。本人完全意识到本声明的法律后果由本人承担。作者签名：日期：年月日学位论文版权使用授权书本学位论文作者完全了解学校有关保留、使用学位论文的规定，同意学校保留并向国家有关部门或机构送交论文的复印件和电子版，允许论文被查阅和借阅。本人授权　　　　大学可以将本学位论文的全部或部分内容编入有关数据库进行检索，可以采用影印、缩印或扫描等复制手段保存和汇编本学位论文。涉密论文按学校规定处理。作者签名：日期：年月日导师签名：日期：年月日 注意事项1.设计（论文）的内容包括：1）封面（按教务处制定的标准封面格式制作）2）原创性声明3）中文摘要（300字左右）、关键词4）外文摘要、关键词5）目次页（附件不统一编入）6）论文主体部分：引言（或绪论）、正文、结论7）参考文献8）致谢9）附录（对论文支持必要时）2.论文字数要求：理工类设计（论文）正文字数不少于1万字（不包括图纸、程序清单等），文科类论文正文字数不少于1.2万字。3.附件包括：任务书、开题报告、外文译文、译文原文（复印件）。4.文字、图表要求：1）文字通顺，语言流畅，书写字迹工整，打印字体及大小符合要求，无错别字，不准请他人代写2）工程设计类题目的图纸，要求部分用尺规绘制，部分用计算机绘制，所有图纸应符合国家技术标准规范。图表整洁，布局合理，文字注释必须使用工程字书写，不准用徒手画3）毕业论文须用A4单面打印，论文50页以上的双面打印4）图表应绘制于无格子的页面上5）软件工程类课题应有程序清单，并提供电子文档5.装订顺序1）设计（论文）2）附件：按照任务书、开题报告、外文译文、译文原文（复印件）次序装订 指导教师评阅书指导教师评价：一、撰写（设计）过程1、学生在论文（设计）过程中的治学态度、工作精神□优□良□中□及格□不及格2、学生掌握专业知识、技能的扎实程度□优□良□中□及格□不及格3、学生综合运用所学知识和专业技能分析和解决问题的能力□优□良□中□及格□不及格4、研究方法的科学性；技术线路的可行性；设计方案的合理性□优□良□中□及格□不及格5、完成毕业论文（设计）期间的出勤情况□优□良□中□及格□不及格二、论文（设计）质量1、论文（设计）的整体结构是否符合撰写规范？□优□良□中□及格□不及格2、是否完成指定的论文（设计）任务（包括装订及附件）？□优□良□中□及格□不及格三、论文（设计）水平1、论文（设计）的理论意义或对解决实际问题的指导意义□优□良□中□及格□不及格2、论文的观念是否有新意？设计是否有创意？□优□良□中□及格□不及格3、论文（设计说明书）所体现的整体水平□优□良□中□及格□不及格建议成绩：□优□良□中□及格□不及格（在所选等级前的□内画“√”）指导教师：（签名）单位：（盖章）年月日 评阅教师评阅书评阅教师评价：一、论文（设计）质量1、论文（设计）的整体结构是否符合撰写规范？□优□良□中□及格□不及格2、是否完成指定的论文（设计）任务（包括装订及附件）？□优□良□中□及格□不及格二、论文（设计）水平1、论文（设计）的理论意义或对解决实际问题的指导意义□优□良□中□及格□不及格2、论文的观念是否有新意？设计是否有创意？□优□良□中□及格□不及格3、论文（设计说明书）所体现的整体水平□优□良□中□及格□不及格建议成绩：□优□良□中□及格□不及格（在所选等级前的□内画“√”）评阅教师：（签名）单位：（盖章）年月日 毕业设计（论文）报告纸教研室（或答辩小组）及教学系意见教研室（或答辩小组）评价：一、答辩过程1、毕业论文（设计）的基本要点和见解的叙述情况□优□良□中□及格□不及格2、对答辩问题的反应、理解、表达情况□优□良□中□及格□不及格3、学生答辩过程中的精神状态□优□良□中□及格□不及格二、论文（设计）质量1、论文（设计）的整体结构是否符合撰写规范？□优□良□中□及格□不及格2、是否完成指定的论文（设计）任务（包括装订及附件）？□优□良□中□及格□不及格三、论文（设计）水平1、论文（设计）的理论意义或对解决实际问题的指导意义□优□良□中□及格□不及格2、论文的观念是否有新意？设计是否有创意？□优□良□中□及格□不及格3、论文（设计说明书）所体现的整体水平□优□良□中□及格□不及格评定成绩：□优□良□中□及格□不及格教研室主任（或答辩小组组长）：（签名）年月日教学系意见：系主任：（签名）年月日v 毕业设计（论文）报告纸####住宅楼建筑结构设计摘要本次毕业设计设计对象是一幢六层商住楼，整楼采用框架结构设计，整个设计过程根据规范以及相关资料进行。设计分为建筑设计与结构设计，建筑设计包括根据建筑方案绘制建筑施工图以及主要部位的建筑构造设计，建筑施工图使用CAD绘图软件绘制，图纸包括施工说明、各层平面图、正立面图、侧立面图、屋顶平面图以及剖面图。结构设计包括结构概念设计与结构设计计算，分手算与PKPM计算两部分进行。结构概念设计需要选择合理的体系进行结构平面布置与竖向设计，同时需要进行楼盖设计以及基础形式的选择并估算构件尺寸。结构设计计算通过选取横向一榀框架进行，首先计算层间荷载标准值与楼层纵横向的侧移刚度，然后使用D值法计算建筑在风荷载与水平地震荷载作用下的内力（包括剪力、弯矩与轴力），接着采用分层法求出竖向恒荷载与竖向活荷载作用下的内力。接下来开始内力进行不同情况下的组合，并通过计算给框架梁与框架柱配筋。然后是基础、楼梯与板的设计与配筋计算，本次设计采用柱下独立基础与板式楼梯。以上是手算过程，在基本参数都确定时就可以进行PKPM建模计算，并利用PKPM以及AutoCAD绘制结构施工图。关键词：内力计算，框架结构，构件设计v 毕业设计（论文）报告纸ThearchitecturalandstructuraldesignofYiShanHuaTingresidentialbuildingAbstractThegraduationprojectisasi#-storeycommercialandresidentialdesignobjects,theentirefloor,usingtheframeworkofstructuraldesign,theentiredesignprocesscarriedoutinaccordancewithspecificationsandrelatedinformation.Designintothearchitecturaldesignandstructuraldesign,architecturaldesign,includingdrawingconstructionplansandmajorpartsofthebuildingconstructiondesign,constructiondrawingsusingCADdrawingsoftwarebasedonarchitecturaldrawingprogram,includingtheconstructiondrawingsillustratelayersplan,frontelevation,sideelevations,roofplanandcross-sectionalview.ConceptualdesignincludingstructuraldesignandstructuraldesigncalculationsconsideredbreakingupwithPKPMcalculatetwoparts.Structuralconceptdesignneedstochoosetherightsystemforstructurallayoutandverticaldesign,whiletheneedforfloor-baseddesignandthechoiceofformandestimatecomponentsize.Structuraldesigncalculationsbychoosingatransversespecimensoftheframework,thefirstinter-layerloadstandardvaluecalculatedlateralstiffnessandverticalandhorizontaltothefloor,thenusetheDvaluemethodtocalculatetheinternalforcesbuildingunderwindloadsandhorizontalseismicloads(includingshear,momentsanda#ialforces),followedbytheuseofverticalstratificationobtainedunderconstantverticalloadandinternalforcesofliveloads.Thenbeganacombinationofinternalforcesunderdifferentcircumstances,andbycalculatingthereinforcementframetoframebeamandcolumn.Thenthefoundation,stairsandboarddesignandreinforcementcalculation,thedesignusesanindependentfoundationunderthestairswithaplatecolumn.Thesearethehandcountprocess,thebasicparametersaredeterminedatthetimecanbecalculatedPKPMmodelinganduseAutoCADdrawingPKPMandconstructiondrawing.v 毕业设计（论文）报告纸KeyWords：Internalforcecalculation;Framestructure;ComponentDesign目录摘要iAbstractii第一章工程概况11.1工程名称11.2工程地点11.3建筑参数11.4抗震设防11.5工程地质条件11.6材料选用1第二章结构布置及计算简图22.1柱网布置图22.2梁、柱截面尺寸初步确定32.3框架结构的计算简图3第三章重力荷载计算53.1屋面及楼面永久荷载标准值53.2屋面及楼面可变荷载标准值53.3梁、柱、门、墙、窗重力荷载计算53.4重力荷载代表值6第四章框架侧移刚度的计算84.1横向框架侧移刚度计算84.2纵向框架侧移刚度计算104.3刚度验算12第五章水平荷载作用下框架结构的内力和侧移计算13v 毕业设计（论文）报告纸5.1横向水平地震作用下框架结构的内力和侧移计算135.2横向风荷载作用下框架结构内力和侧移计算18第六章竖向荷载作用下框架结构的内力计算226.1横向框架内力计算226.2横向框架内力组合27第七章截面设计407.1框架梁407.2框架柱477.3楼板54第八章基础设计588.1设计资料588.2独立基础设计58第九章楼梯设计629.1楼梯板计算629.2平台板计算639.3平台梁计算64第十章PKPM电算结果6610.1抗震分析6610.2内力分析76参考文献82致谢83v 毕业设计（论文）报告纸柱下独立基础底面尺寸试算表柱号荷载效应的标准组合附加轴力地基承载力特征值基础埋深基础面积确定作用在基础底部的弯矩偏心距计算计算Pma#及判断剪力V#剪力Vy轴力N弯矩M#弯矩My初算面积基础长宽比长边L#短边By确定基础名称实际面积M#基底My基底e#eyPma#判断(kN)(kN)(kN)(kN*m)(kN*m)(kN)(kPa)(m)(m2)(m)(m)(m2)(kN*m)(kN*m)(m)(m)(kPa)14.510.21320.4-16.16.8150254.21.55.781.002.42.4JC-15.7622.8522.10.0140.013304.53<1.2fa=305.04kPa2110.81967.6-17.11.3150254.21.58.331.0033JC-4918.617.50.0080.007273.25<1.2fa=305.04kPa3010.51998.6-16.7-0.1150254.21.58.451.0033JC-4916.715.850.0070.007276.26<1.2fa=305.04kPa4010.71994.2-16.90150254.21.58.441.0033JC-4916.916.050.0070.007275.76<1.2fa=305.04kPa5010.71993.8-16.90150254.21.58.431.0033JC-4916.916.050.0070.007275.71<1.2fa=305.04kPa6010.71994-16.9015033916.916.0586 毕业设计（论文）报告纸254.21.58.431.00JC-40.0070.007275.73<1.2fa=305.04kPa7010.71994-16.90150254.21.58.431.0033JC-4916.916.050.0070.007275.73<1.2fa=305.04kPa8010.71994-16.90150254.21.58.431.0033JC-4916.916.050.0070.007275.73<1.2fa=305.04kPa9010.71994-16.90150254.21.58.431.0033JC-4916.916.050.0070.007275.73<1.2fa=305.04kPa10010.71993.8-16.90150254.21.58.431.0033JC-4916.916.050.0070.007275.71<1.2fa=305.04kPa110.110.71994.2-16.90150254.21.58.441.0033JC-4917.0516.050.0070.007275.76<1.2fa=305.04kPa120.110.61998.8-16.70150254.21.58.451.0033JC-4916.8515.90.0070.007276.28<1.2fa=305.04kPa13-0.710.81969-17.1-1.2150254.21.58.341.0033JC-4918.1517.40.0080.007273.41<1.2fa=305.04kPa14-4.59.31288.7-14.7-7150254.21.55.661.002.42.4JC-15.7621.4520.950.0130.013297.96<1.2fa=305.04kPa153.3-13.71094.520.44.9100254.21.54.701.002.42.4JC-15.7625.3525.450.0190.019259.93<1.2fa=305.04kPa160.5-181511.2270.7100254.21.56.341.002.62.6JC-26.7627.7527.70.0150.015286.92<1.2fa=305.04kPa170-17.71539.926.6-0.1100254.21.56.451.002.62.6JC-26.7626.626.650.0140.014290.2<1.2fa=305.04kPa86 毕业设计（论文）报告纸180-17.81541.726.6-0.1100254.21.56.461.002.62.6JC-26.7626.626.80.0140.015291.12<1.2fa=305.04kPa190-17.7155226.5-0.1100254.21.56.501.002.62.6JC-26.7626.526.650.0140.014292.11<1.2fa=305.04kPa200-17.71551.326.6-0.2100254.21.56.501.002.62.6JC-26.7626.626.750.0140.014292<1.2fa=305.04kPa210-17.81541.926.6-0.2100254.21.56.461.002.62.6JC-26.7626.626.90.0140.015291.15<1.2fa=305.04kPa220-17.81541.926.6-0.1100254.21.56.461.002.62.6JC-26.7626.626.80.0140.015291.15<1.2fa=305.04kPa230-17.7155226.5-0.1100254.21.56.501.002.62.6JC-26.7626.526.650.0140.014292.11<1.2fa=305.04kPa240-17.71551.326.6-0.2100254.21.56.501.002.62.6JC-26.7626.626.750.0140.014292<1.2fa=305.04kPa250-17.81541.926.6-0.2100254.21.56.461.002.62.6JC-26.7626.626.90.0140.015291.15<1.2fa=305.04kPa260-17.71540.226.6-0.2100254.21.56.451.002.62.6JC-26.7626.626.750.0140.015290.88<1.2fa=305.04kPa27-0.6-18151127-1100254.21.56.341.002.62.6JC-26.7627.9280.0150.015286.89<1.2fa=305.04kPa28-3.3-13.11086.919.6-5.2100254.21.54.671.002.42.4JC-15.7624.5524.850.0180.018257.3<1.2fa=305.04kPa3.214.4-22.54.8100J27.326.40.0286 毕业设计（论文）报告纸291093.1254.21.54.691.002.42.4C-15.760.019260.26<1.2fa=305.04kPa300.518.71510.4-29.20.8100254.21.56.341.002.62.6JC-26.7629.9528.850.0170.016288.65<1.2fa=305.04kPa31018.51539.1-28.7-0.2100254.21.56.451.002.62.6JC-26.7628.727.950.0160.015291.96<1.2fa=305.04kPa320.2191556-29.60.2100254.21.56.511.002.62.6JC-26.7629.928.70.0160.015294.64<1.2fa=305.04kPa330.520.71671.7-32.30.8100254.21.56.971.002.82.8JC-37.8433.0531.850.0160.016273.54<1.2fa=305.04kPa34-0.621.21680.2-33-1100254.21.57.001.002.82.8JC-37.8433.932.80.0170.016275.24<1.2fa=305.04kPa35-0.3191555.4-29.5-0.5100254.21.56.511.002.62.6JC-26.7629.95290.0160.016295.18<1.2fa=305.04kPa360.2191554.9-29.50.2100254.21.56.511.002.62.6JC-26.7629.828.70.0160.015294.47<1.2fa=305.04kPa370.520.71671.8-32.30.8100254.21.56.971.002.82.8JC-37.8433.0531.850.0160.016273.55<1.2fa=305.04kPa38-0.621.21680.1-33-1100254.21.57.001.002.82.8JC-37.8433.932.80.0170.016275.23<1.2fa=305.04kPa39-0.319.11556.5-29.6-0.5100254.21.56.521.002.62.6JC-26.7630.0529.150.0160.016295.36<1.2fa=305.04kPa40018.51538.8-28.7-0.1100254.21.56.451.002.62.6JC-26.7628.727.850.0160.015291.91<1.2fa=305.04kPa86 毕业设计（论文）报告纸41-0.618.81510.3-29.2-1.1100254.21.56.331.002.62.6JC-26.7630.129.30.0170.016288.64<1.2fa=305.04kPa42-3.313.81085.3-21.6-5.1100254.21.54.661.002.42.4JC-15.7626.5525.80.020.019258.77<1.2fa=305.04kPa434.5-9.71318.814.46.9150254.21.55.781.002.42.4JC-15.7621.1521.450.0130.013303.53<1.2fa=305.04kPa441-10.41964.515.31.3150254.21.58.321.0033JC-4916.816.90.0070.007272.36<1.2fa=305.04kPa450-9.81996.714.5-0.1150254.21.58.441.0033JC-4914.514.80.0060.006274.97<1.2fa=305.04kPa460.3-10.82022160.3150254.21.58.541.0033JC-4916.4516.50.0070.007278.93<1.2fa=305.04kPa47-2.3-16.71818.625-3.6150254.21.57.741.002.82.8JC-37.8428.4528.650.0130.013296.76<1.2fa=305.04kPa482.4-17.61847.626.33.6150254.21.57.861.002.82.8JC-37.8429.9300.0130.013300.66<1.2fa=305.04kPa49-0.2-10.5202415.6-0.4150254.21.58.551.0033JC-4915.916.150.0070.007279.16<1.2fa=305.04kPa500.3-10.52023.115.60.3150254.21.58.551.0033JC-4916.0516.050.0070.007279.06<1.2fa=305.04kPa51-2.3-16.71818.625-3.6150254.21.57.741.002.82.8JC-37.8428.4528.650.0130.013296.76<1.2fa=305.04kPa2.326.33.515029.7529.7586 毕业设计（论文）报告纸52-17.51847.6254.21.57.861.002.82.8JC-37.840.0130.013300.66<1.2fa=305.04kPa53-0.2-10.82022.516.1-0.3150254.21.58.551.0033JC-4916.416.50.0070.007278.99<1.2fa=305.04kPa540.1-9.81996.514.50150254.21.58.441.0033JC-4914.6514.70.0060.006274.94<1.2fa=305.04kPa55-0.7-10.41966.115.3-1.2150254.21.58.321.0033JC-4916.3516.80.0070.007272.55<1.2fa=305.04kPa56-4.6-8.81286.913-7.1150254.21.55.651.002.42.4JC-15.7619.920.30.0120.013296.93<1.2fa=305.04kPa86 毕业设计（论文）报告纸第一章工程概况1.1工程名称####住宅楼建筑结构设计1.2工程地点##省###市##县1.3建筑参数本工程为钢筋混凝土框架结构商住楼，地上共六层，一层为商业区，层高4m，二层为商业办公区，层高为3.3m，三到六层为住宅区，层高为2.8m。建筑总高度为18.5m，无地下室。使用年限为50年，基础类型为柱下独立基础。1.4抗震设防抗震设防烈度为7度，建筑抗震重要性分类为乙类，建筑抗震等级为三级。设计基本地震加速度值为0.10g。场地条件为二类，设计地震分组为第三组。特征周期值Tg=0.45s。1.5工程地质条件本工程地质条件分布如下：①杂填土②粉质粘土③淤泥④粘土，无软弱下卧层，孔隙潜水为主要地下水类型。根据对临近场地水质的分析，可以判定地下水对混凝土无腐蚀性，对钢筋混凝土结构中的钢筋具有弱腐蚀性，对钢结构具有弱腐蚀性。具体土层的物理性质指标详见地质勘察报告中相应内容。荷载条件由规范查得如下：灌云基本风压为0.55，基本雪压为0.40。1.6材料选用楼盖及屋盖均采用现浇钢筋混凝土结构，楼板厚度取120mm。内外填充墙均采用为200mm厚的蒸压加气混凝土砌块。梁、板采用C30混凝土，一层柱子采用C35混凝土，二到六层采用C30混凝土。86 毕业设计（论文）报告纸第二章结构布置及计算简图2.1柱网布置图图2.1第一标准层柱网布置图图2.2第三标准层柱网布置图86 毕业设计（论文）报告纸2.2梁、柱截面尺寸初步确定2.2.1柱截面框架柱的截面尺寸一般根据柱子的轴压比限值来估算，该结构选用的C35混凝土轴心抗压强度，选用的C30混凝土轴心抗压强度，选用的三级钢筋HRB400强度设计值，结构抗震等级为三级，由公式：（2.1）（2.2）式中取0.9，取，取12kN/m2，n为验算截面以上的楼层数，n等于5，β为考虑地震作用组合后轴压比增大系数，边柱取1.3，中柱取1.25，F为柱子的负载面积，边柱和中柱的负载面积分别为4.8×1.65和3.6×4.1，由（1）和（2）得：取柱子截面为正方形，则边柱和中柱的截面高度分别为203mm和271mm，根据上述计算结果并综合考虑其它因素，选取一层柱子为600×600，二层柱子为500×500，三到六层柱子均为300×500。2.2.2梁截面梁截面高度按梁跨度的1/12-1/8进行估算，横梁一层采用300×500，二到六层采用250×500，纵梁一层采用300×600，二到六层采用250×600，次梁均采用200×400。2.3框架结构的计算简图框架结构的计算简图如图2.3所示，选取一榀框架进行计算。假定框架柱底部嵌固于基础顶面，框架梁与柱刚接。基础采用柱下独立基础，基础埋置深度1.7m86 毕业设计（论文）报告纸，基础顶部至室外地坪高度为0.85m。底层柱高从基础顶面算至一层板底，h=4+0.15+0.85=5m，其余各层柱高分别为二层3.3m，三到六层2.8m。框架结构的计算单元简图如下：图2.3横向框架计算简图86 毕业设计（论文）报告纸第三章重力荷载计算3.1屋面及楼面永久荷载标准值层面：30厚细石混凝土保护层22×0.03=0.66kN/m2三毡四油防水层0.4kN/m220厚水泥砂浆找平层20×0.02=0.4kN/m2150厚水泥蛙石保温层5×0.15=0.75kN/m2120厚钢筋混凝土板25×0.12=3kN/m2V型轻钢龙骨吊顶0.25kN/m2∑5.46kN/m2一到五层楼面：瓷砖地面（包括水泥粗砂打底）2.0kN/m2120厚钢筋混凝土板25×0.12=3kN/m2V型轻钢龙骨吊顶0.25kN/m2∑3.8kN/m23.2屋面及楼面可变荷载标准值屋面均布活荷载标准值2.0kN/m2住宅楼面活荷载标准值2.0kN/m2书房活荷载标准值2.5kN/m2浴室活荷载标准值2.5kN/m2商场活荷载标准值3.5kN/m2多层住宅楼梯2.0kN/m2办公楼2.5kN/m2一般阳台2.5kN/m23.3梁、柱、门、墙、窗重力荷载计算梁、柱可根据截面尺寸、材料容重及粉刷等计算出单位长度上的重力荷载；对墙、门、窗等可计算出单位面积上的重力荷载，结果如下：86 毕业设计（论文）报告纸表3.1重力荷载标准值　层次构件bmhmγkN/m3βgkN/mΣlmGkNΣGkN一横梁0.300.50251.053.94224.30883.18883.18纵梁0.300.60251.054.73240.501136.361136.36次梁0.200.40251.052.1039.6583.2783.27柱0.600.60251.109.90430.424261.162102.81二横梁0.250.50251.053.28224.30735.98735.98纵梁0.250.60251.053.94240.50946.97946.97次梁0.200.40251.052.1040.8585.7985.79柱0.500.50251.106.88300.302064.561768.74三到五横梁0.250.50251.053.28160.80527.63527.63纵梁0.250.60251.053.94183.20721.35721.35次梁0.200.40251.052.1056.70119.07119.07柱0.300.50251.104.13162.40669.901368.05六横梁0.250.50251.053.28140.70461.67461.67纵梁0.250.60251.053.94183.20721.35721.35柱0.300.50251.104.13162.40669.901183.02外墙体为200mm蒸压加气混凝土砌块填充墙8kN/m3，外墙面贴瓷砖0.5kN/m2，内墙面为20mm厚抹灰17kN/m3，则外墙单位墙面重力荷载为：0.5+8×0.2+17×0.02=2.44kN/m2内墙体为200mm蒸压加气混凝土砌块填充墙8kN/m3，两侧墙面均为20mm厚抹灰17kN/m3，则内墙单位墙面重力荷载为：8×0.2+17×2×0.02=2.28kN/m23.4重力荷载代表值集中于各楼层标高处重力荷载代表值Gi是指结构和构配件自重标准值和各可变荷载组合值之和，是表示地震发生时根据遇合概率确定的“有效重力”。Gi为计算单元范围内各层楼面上的重力荷载代表值及上下各半层的墙、柱等重量。顶层重力荷载代表值包括：屋面恒载，50%屋面雪荷载，纵横梁自重，半层柱自重，半层墙体自重。其他层重力荷载代表值包括：楼面恒载，50%86 毕业设计（论文）报告纸楼面活载，纵横梁自重，楼面上、下各半层的柱子及纵横墙体自重。图3.1各质点的重力荷载代表值86 毕业设计（论文）报告纸第四章框架侧移刚度的计算4.1横向框架侧移刚度计算根据规范可知，对于现浇楼板，其梁截面惯性矩应进行修正，见表4.1；梁的线刚度，Ec为混凝土弹性模量，l为梁的计算跨度，Ib为梁截面惯性矩，其计算过程见表4.2；柱的线刚度，Ic为柱的截面惯性矩，h为柱的计算高度，其计算过程见表4.3。表4.1梁截面惯性矩取值楼面做法中框架梁边框架梁现浇ib=2Ibib=1.5Ib装配整体式ib=1.5Ibib=1.2Ib表4.2横梁线刚度ib计算表类别层次EcN/mm2bmmhmmIbmm4lmmEcIb/lN·mm1.5EcIb/lN·mm2EcIb/lN·mm横梁一3.0E+043005003.125E+0939002.404E+103.606E+104.808E+103.0E+043005003.125E+0933002.841E+104.261E+105.682E+103.0E+043005003.125E+0940002.344E+103.516E+104.688E+103.0E+043005003.125E+0942002.232E+103.348E+104.464E+103.0E+043005003.125E+0918005.208E+107.813E+101.042E+113.0E+043005003.125E+0948001.953E+102.930E+103.906E+10横梁二到六3.0E+042505002.604E+0939002.003E+103.005E+104.006E+103.0E+042505002.604E+0933002.367E+103.551E+104.735E+103.0E+042505002.604E+0940001.953E+102.930E+103.906E+103.0E+042505002.604E+0942001.860E+102.790E+103.720E+103.0E+042505002.604E+0918004.340E+106.510E+108.681E+103.0E+042505002.604E+0948001.628E+102.441E+103.255E+1086 毕业设计（论文）报告纸表4.3柱线刚度ic计算表层次hcmmEcN/mmbmmhmmIcmm4EcIc/hcN·mm一50003.15E+046006001.080E+106.804E+10二33003.00E+045005005.208E+094.735E+10三到六28003.00E+043005003.125E+093.348E+10柱的侧移刚度D值按下式计算：（2.2）式中，αc为柱侧移刚度修正系数，应根据规范以及梁柱线刚度比来取值。本商住楼中，柱可分为中框架中柱和边柱、边框架中柱和边柱，纵向和横向框架侧移刚度计算结果见表4.4~4.6。表4.4一层柱侧移刚度边框架中框架KαcnDN/mm∑DN/mmKαcnDN/mm∑DN/mm0.5300.407213295.64326591.2870.7070.446214559.43029118.8601.1560.525117138.00217138.0021.5420.576318827.07456481.2231.1430.523117072.57517072.5751.5240.574518757.73793788.6861.0090.501116377.33216377.3320.8350.471915379.628138416.6550.9230.487115897.58715897.5871.3450.5521518014.080270211.1990.8610.476215537.23131074.4621.2300.536317493.50452480.5110.4310.383212504.03725008.0731.1480.524217098.41534196.8300.6260.429114006.05714006.0570.5740.417213627.85227255.7031.1430.523117072.57517072.5752.1870.6421220959.233251510.7991.0090.501116377.33216377.3321.5310.5751218785.135225421.6161.6400.588119201.90919201.9090.8350.471715379.628107657.3991.1480.524117098.41517098.415　　72　1286539.481　　15　232915.604　　　　　1519455.085表4.5二层侧移刚度边框架中框架KαcnDN/mm∑DN/mmKαcnDN/mm∑DN/mm0.4860.19526264.38412528.7690.6480.245212763.97525527.9501.0600.346111103.34711103.3471.4130.414321603.02164809.0641.0480.344111019.85911019.8591.3970.411521457.284107286.42286 毕业设计（论文）报告纸0.9250.316110135.04710135.0470.7650.277914442.325129980.9280.8460.29719527.0009527.0001.2330.3811519898.689298480.3410.7890.28329071.61018143.2191.1280.361318812.48656437.4580.3950.16525283.40810566.8171.0530.345217990.76635981.5310.5740.223111637.02211637.0221.0530.345217990.76635981.5311.0480.344117937.10217937.1022.0050.5011226119.627313435.5240.9250.316116496.88816496.8881.4030.4121221514.861258178.3371.5040.429122392.11122392.1110.7650.277714442.325101096.2771.0530.345117990.76617990.766　　72　1427195.365　　15　169477.946　　　　　1596673.311表4.6三到六层侧移刚度边框架中框架KαcnDN/mm∑DN/mmKαcnDN/mm∑DN/mm1.0610.347217758.13335516.2661.4140.4141821225.697382062.5532.5810.563228871.16157742.3222.5810.563428871.161115484.6432.2780.532227286.24454572.4892.2780.5321427286.244382007.4211.1110.357218301.74936603.4991.1110.3571418301.749256224.490　　8　184434.575　　50　1135779.1071320213.6824.2纵向框架侧移刚度计算纵向侧移刚度计算方法与横向相同，结果见表4.7~表4.11：表4.7纵梁线刚度ib计算表类别层次EcN/mm2bmmhmmIbmm4lmmEcIb/lN·mm1.5EcIb/lN·mm2EcIb/lN·mm横梁一3.0E+043006005.400E+0926006.231E+109.346E+101.246E+113.0E+043006005.400E+0933004.909E+107.364E+109.818E+103.0E+043006005.400E+0936004.500E+106.750E+109.000E+103.0E+043006005.400E+0948003.375E+105.063E+106.750E+10横梁二到六3.0E+042506004.500E+0926005.192E+107.788E+101.038E+113.0E+042506004.500E+0933004.091E+106.136E+108.182E+103.0E+042506004.500E+0936003.750E+105.625E+107.500E+103.0E+042506004.500E+0948002.813E+104.219E+105.625E+1086 毕业设计（论文）报告纸表4.8柱线刚度ic计算表层次hcmmEcN/mmbmmhmmIcmm4EcIc/hcN·mm一50003.15E+046006001.080E+106.804E+10二33003.00E+045005005.208E+094.735E+10三到六28003.00E+043005001.125E+091.205E+10表4.9一层柱侧移刚度边框架中框架KαcnDN/mm∑DN/mmKαcnDN/mm∑DN/mm1.082E+005.133E-0121.677E+043.353E+041.443E+005.643E-0151.843E+049.215E+042.074E+006.318E-0122.064E+044.127E+042.766E+006.853E-0112.238E+042.238E+041.736E+005.985E-0111.955E+041.955E+042.646E+006.771E-0112.211E+042.211E+047.440E-014.534E-0111.481E+041.481E+041.323E+005.486E-0111.792E+041.792E+041.984E+006.235E-0112.036E+042.036E+042.766E+006.853E-0132.238E+046.714E+049.921E-014.987E-0111.629E+041.629E+042.315E+006.524E-01102.131E+042.131E+051.736E+005.985E-0161.955E+041.173E+052.646E+006.771E-0122.211E+044.423E+041.488E+005.700E-0121.861E+043.723E+043.154E+007.090E-0162.315E+041.389E+051.984E+006.235E-0152.036E+041.018E+053.275E+007.156E-0162.337E+041.402E+059.921E-014.987E-0141.629E+046.515E+042.766E+006.853E-0162.238E+041.343E+051.082E+005.133E-0131.677E+045.030E+042.646E+006.771E-0192.211E+041.990E+052.074E+006.318E-0132.064E+046.191E+041.323E+005.486E-0131.792E+045.375E+04　　31　5.795E+051.984E+006.235E-0132.036E+046.109E+04　　　　　　　56　1.206E+061.786E+06表4.10二层柱侧移刚度边框架中框架KαcnDN/mm∑DN/mmKαcnDN/mm∑DN/mm9.921E-013.316E-0122.391E+044.783E+041.323E+003.981E-0152.871E+041.436E+051.901E+004.874E-0123.515E+047.030E+042.535E+005.590E-0114.032E+044.032E+041.591E+004.431E-0113.196E+043.196E+042.425E+005.480E-0113.952E+043.952E+046.820E-012.543E-0111.834E+041.834E+041.213E+003.774E-0112.722E+042.722E+041.819E+004.763E-0113.435E+043.435E+042.535E+005.590E-0132.917E+048.750E+049.094E-013.126E-0112.254E+042.254E+042.122E+005.148E-01102.686E+042.686E+051.591E+004.431E-0162.312E+041.387E+052.425E+005.480E-0122.859E+045.719E+0486 毕业设计（论文）报告纸1.364E+004.055E-0122.116E+044.231E+042.891E+005.911E-0163.084E+041.851E+051.819E+004.763E-0152.485E+041.243E+053.002E+006.001E-0163.131E+041.879E+059.094E-013.126E-0141.631E+046.524E+042.535E+005.590E-0162.917E+041.750E+059.921E-013.316E-0131.730E+045.190E+042.425E+005.480E-0192.859E+042.573E+051.901E+004.874E-0132.543E+047.629E+041.213E+003.774E-0131.969E+045.908E+04　　31　7.240E+051.819E+004.763E-0132.485E+047.455E+04　　　　　　　56　1.603E+062.327E+06表4.11三到六层柱侧移刚度边框架中框架KαcnDN/mm∑DN/mmKαcnDN/mm∑DN/mm4.667E+007.000E-0141.291E+045.164E+046.222E+007.568E-0141.396E+045.583E+048.167E+008.033E-0181.482E+041.185E+051.089E+018.448E-0181.558E+041.247E+059.333E+008.235E-0141.519E+046.076E+049.333E+008.235E-0121.519E+043.038E+047.000E+007.778E-0121.435E+042.869E+041.244E+018.615E-0161.589E+049.534E+041.113E+018.477E-0131.563E+044.690E+041.540E+018.851E-0131.632E+044.897E+041.155E+018.524E-0131.572E+044.717E+041.484E+018.812E-0131.625E+044.876E+049.758E+008.299E-0131.531E+044.592E+041.301E+018.668E-0151.599E+047.993E+04　　27　3.996E+05　　31　4.839E+058.835E+054.3刚度验算∑D1/∑D2=0.952>0.7，故该框架为横向规则框架。∑D1/∑D2=0.768>0.7，故该框架为纵向规则框架。86 毕业设计（论文）报告纸第五章水平荷载作用下框架结构的内力和侧移计算5.1横向水平地震作用下框架结构的内力和侧移计算（1）横向自振周期计算对于质量和刚度沿高度分布比较均匀地框架结构，其基本自振周期T1（s）可按下式计算：T1=1.7(5.1)式中：为计算结构基本自振周期用的结构顶点假想位移（m），即假想把集中在各层楼面处的重力荷载代表值Gi作为水平荷载而算得的结构顶点位移；为结构基本自振周期考虑非沉重砖墙影响的折减系数，框架结构取0.6~0.7。对于框架结构，式（5.1）中的按下列公式计算：VGi=(5.2)(Δu)i=VGi/(5.3)=(5.4)计算过程见表5.1表5.1结构顶点假想位移计算层次GikNVgikN∑DiN/mmΔuimmuimm67036.4637036.4631320213.6825.330122.11258001.83515038.2981320213.68211.391116.78248001.83523040.1331320213.68217.452105.39138001.83531041.9691320213.68223.51387.939211395.10742437.0761596673.31126.57864.42686 毕业设计（论文）报告纸115071.34157508.4171519455.08537.84837.848按式（5.1）计算基本周期，取=0.7，则T1=1.7×0.7×=0.416s（2）横向水平地震作用及楼层地震剪力计算本商住楼结构高度不超过40m，质量和刚度沿高度分布比较均匀，变形以剪切型为主，可用底部剪力法计算水平地震作用。结构总水平地震作用标准值按式（5.5）计算，即FEk=α1Geq（5.5）Geq=0.85×∑Gi=0.85×57508.417=48882.155kNα1=αma#=×0.08=0.086FEk=0.086×48882.155=4198.542kN因1.4Tg=0.63s>T1=0.416s，所以不需要考虑顶部附加地震作用，则各质点的水平地震作用按下式（5.6）计算：Fi=（5.6）各楼层地震剪力按式（5.7）计算：Vi=（5.7）计算过程见表5.2：表5.2各质点横向水平地震作用及楼层地震剪力计算表层次HimGikNGiHikN·mGiHi/∑GjHjFikNVikN619.57036.463137211.0220.214898.978898.978516.78001.835133630.6510.209875.5201774.498413.98001.835111225.5120.174728.7262503.224311.18001.83588820.3730.139581.9323085.15686 毕业设计（论文）报告纸28.311395.10794579.3920.148619.6643704.8211515071.34175356.7050.118493.7214198.542各质点水平地震作用及楼层剪力沿房屋高度的分布见图5.1。图5.1横向水平地震作用及楼层地震剪力（3）横向水平地震作用下的位移验算水平地震作用下框架结构的层间位移Δui和顶点位移ui分别按式（5.8）和（5.9）计算，计算过程见表5.3。（5.8）（5.9）由表5.3可见，最大层间弹性位移角发生在第五层，其值为1/2083<1/550,满足要求。表5.3横向水平地震作用下的位移验算层次VikN∑DiN/mmΔuimmUimmhimmΔui/hi6898.9781320213.6820.68111.34128001/411251774.4981320213.6821.34410.66128001/208342503.2241320213.6821.8969.31628004/590733085.1561320213.6822.3377.42028005/599123704.8211596673.3112.3205.08433005/711114198.5421519455.0852.7632.76350002/361986 毕业设计（论文）报告纸（4）横向水平地震作用下框架内力计算取图2.1中⑪轴线横向框架做内力计算，框架柱端剪力及弯矩分别按式（5.10）和（5.11）计算，其中Dij取与∑D取自侧移刚度表，层间剪力取自表5.2,。各柱反弯点高度比y按式（5.12）计算，yn为框架柱的标准反弯点高度比，y1为上、下层梁线刚度变化时反弯点高度比的修正值，y2、y3为上、下层层高变化时反弯点高度比的修正值。具体计算过程见表5.4。（5.10）（5.11）（5.12）梁端的弯矩、剪力、及柱的轴力分别按式（5.13）~（5.15）计算，具体计算过程和结果见表5.5与表5.6。（5.13）（5.14）（5.15）86 毕业设计（论文）报告纸表5.4柱端弯矩及剪力计算层次himVikN∑DijN/mm边柱中柱DijVijKyMbMuDijVijKyMbMu62.8899.013202142122614.451.4140.3714.9725.502887119.662.5810.4323.6731.382.8899.013202141830212.461.1110.3612.5622.332728618.582.2780.4221.8530.1752.81774.513202142122628.531.4140.4233.5546.332887138.812.5810.4548.9059.762.81774.513202141830224.601.1110.4128.2440.642728636.682.2780.4546.2156.4842.82503.213202142122640.251.4140.4550.7161.982887154.742.5810.4873.5779.702.82503.213202141830234.701.1110.4543.7253.442728651.742.2780.4768.0976.7832.83085.213202142122649.601.4140.4765.2873.612887167.472.5810.594.4694.462.83085.213202141830242.771.1110.4655.0964.672728663.762.2780.589.2789.2723.33704.815966731444233.510.7650.4549.7660.822145749.791.3970.4573.9490.373.33704.815966732151549.921.4030.4574.1390.611989946.171.2330.4568.5683.803.33704.81596673　　　　　　2612060.612.0050.5100.00100.00154198.515194551538042.500.8350.6127.4984.991875851.831.5240.6155.49103.6654198.515194551878551.911.5310.6155.72103.811801449.781.3450.62154.3194.5754198.51519455　　　　　　2095957.912.1870.55159.26130.31表5.5梁端弯矩、剪力及柱轴力计算层次边梁中梁单层柱轴力MblMbrlVbMblMbrlVb12345625.5017.193.312.9414.1815.4647.41-12.945.53-1.418.82　14.7222.334.28.82　　　　　　　　　561.3145.723.332.4337.7240.12419.46-32.4312.97-2.3121.76　38.2153.204.221.76　　　　　　　　　495.5368.993.349.8658.1362.99430.28-49.8619.57-3.4533.73　59.9981.684.233.73　　　　　　　　　3124.3292.073.365.5775.9680.60439.14-65.5726.43-4.9444.08　76.76108.394.244.08　　　　　　　　　2126.1086.823.364.5271.6388.65440.07-64.5224.45-26.9431.3935.6130.0090.611.867.0079.5870.004.235.61　　　　　1134.7697.313.370.3280.2883.56440.96-70.3229.36-67.3977.7530.6091.22103.811.8108.3579.5848.944.230.60　　　　　轴力中负号表示拉力86 毕业设计（论文）报告纸表5.6柱轴力叠加层次12345轴力中负号表示拉力6-12.9365.526-1.4128.822　5-45.36618.498-3.71730.586　4-95.22238.071-7.16864.318　3-160.79464.505-12.112108.401　2-225.31588.957-39.048139.79135.6141-295.640118.321-106.436217.54066.2155.2横向风荷载作用下框架结构内力和侧移计算（1）横向风荷载标准值风荷载标准值按式（5.16）计算，基本风压wo=0.55kN/m2，由荷载规范查的μs=0.8（迎风面）和μs=﹣0.5（背风面）。C类地区，h/b=19.5/50=0.39，由表查得ν=0.40，T1=0.42s，wo·T12=0.55×0.422=0.097，由表查得ξ=1.23，则有取⑪轴线横向框架，其负载宽度为3.6m，则沿房屋高度的分布风荷载标准值为q(z)=3.6×0.55βzμsμz=1.98βzμsμz（5.16）根据各楼层标高处的高度查表得μz，代入上式可得各楼层标高处的q(z)，见表5.7；q(z)沿房屋高度的分布图见图5.2。表5.7沿房屋高度分布风荷载标准值层次HmHimHi/Hμzβzq1z迎风面kN/mq2z背风面kN/m集中荷载FikN62.819.510.831.5932.0941.30910.96452.816.70.8560.7741.5441.8931.1838.64242.813.90.7130.741.4741.7281.0807.90232.811.10.5690.741.3781.6161.0107.35223.38.30.4260.741.2831.5040.9408.0471550.2560.741.1701.3720.8579.46886 毕业设计（论文）报告纸（a）风荷载沿房屋高度的分布（单位：kN）（b）等效节点集中风荷载（单位：kN）图5.2框架上的风荷载（1）横向风荷载作用下水平位移验算根据图5.2（b）中的水平荷载，由公式（5.7）计算层间剪力，然后根据表求出⑪轴线框架的层间侧移刚度，再按公式（5.8）和（5.9）计算各层的相对侧移和绝对侧移。计算过程见表5.8。表5.8风荷载作用下框架层间剪力及侧移计算层次123456FikN9.4688.0477.3527.9028.64210.964VikN52.37442.90634.85927.50719.60510.964ΣDN/mm9189610343395685956859568595685Δuimm0.5700.4150.3640.2870.2050.115uimm0.5700.9851.3491.6371.8411.956himm500033002800280028002800Δui/hi1/87731/79551/76861/97402/273313/73310由表5.8可知，风荷载作用下框架的最大层间位移角为1/7686，远小于1/550，满足规范要求。86 毕业设计（论文）报告纸（1）横向风荷载作用下框架结构内力计算风荷载作用下框架结构内力计算与水平地震作用下的相同，计算过程见表5.9~5.11。表5.9各层柱端弯矩及剪力计算层次himvikN∑DijN/mm边柱中柱DijVijKyMbMuDijVijKyMbMu62.810.961320214212260.181.4140.370.180.31288710.242.5810.430.290.382.810.961320214183020.151.1110.360.150.27272860.232.2780.420.270.3752.819.611320214212260.321.4140.420.370.51288710.432.5810.450.540.662.819.611320214183020.271.1110.410.310.45272860.412.2780.450.510.6242.827.511320214212260.441.4140.450.560.68288710.602.5810.480.810.882.827.511320214183020.381.1110.450.480.59272860.572.2780.470.750.8432.834.861320214212260.561.4140.470.740.83288710.762.5810.51.071.072.834.861320214183020.481.1110.460.620.73272860.722.2780.51.011.0123.342.911596673144420.390.7650.450.580.70214570.581.3970.450.861.053.342.911596673215150.581.4030.450.861.05198990.531.2330.450.790.973.342.911596673　　　　　　261200.702.0050.51.161.161552.371519455153800.530.8350.61.591.06187580.651.5240.61.941.29552.371519455187850.651.5310.61.941.29180140.621.3450.621.921.18552.371519455　　　　　　209590.722.1870.551.991.63表5.10梁端弯矩、剪力及柱轴力计算层次边梁中梁柱轴力MblMbrlVbMblMbrlVb1234560.310.213.30.160.170.1940.09-0.160.07-0.020.11　0.180.274.20.11　　　　　　　　　50.690.523.30.370.430.4640.22-0.370.15-0.030.25　0.430.604.20.25　　　　　　　　　41.050.763.30.550.640.6940.33-0.550.22-0.040.37　0.660.904.20.37　　　　　　　　　31.391.033.30.730.850.9040.44-0.730.30-0.060.49　0.861.214.20.49　　　　　　　　　21.440.983.30.730.811.0140.46-0.730.28-0.320.350.420.351.051.80.780.960.814.20.42　　　　　11.641.183.30.850.971.0140.50-0.850.36-0.860.980.371.141.291.81.350.960.594.20.37　　　　　轴力中负号表示拉力86 毕业设计（论文）报告纸表5.11柱轴力叠加kN层次12345轴力中负号表示拉力6-0.1580.067-0.0170.108　5-0.5260.214-0.0430.354　4-1.0750.430-0.0810.726　3-1.8070.725-0.1361.218　2-2.5421.004-0.4561.5720.4221-3.3951.361-1.3122.5530.79286 毕业设计（论文）报告纸第六章竖向荷载作用下框架结构的内力计算6.1横向框架内力计算（1）计算单元取⑪轴线横向框架进行计算，计算单元宽度为9.6m。如图6.1所示，房间内布置有次梁，故直接传给该框架的楼面荷载如图中的水平阴影线所示，计算单元范围内的其余楼面荷载则通过次梁和纵向框架梁以集中力的形式传给横向框架，作用于各个节点上。图6.1横向框架计算单元86 毕业设计（论文）报告纸（1）荷载计算1）恒载计算在图6.2中，Pi为两边梁上传来的集中荷载，q1i代表横梁自重，为均布荷载形式，q2i为板传给梁的线荷载。图6.2一层梁上作用的恒载表6.1横向框架恒载汇总表层数P1kNP2kNP3kNP4kNP5kNM1kN·mM2kN·mM3kN·mM4kN·mM5kN·mq11kN/mq12kN/mq13kN/mq14kN/mq21kN/mq22kN/mq23kN/mq24kN/m651.6583.2949.5642.41　6.4610.416.195.30　3.283.283.28　0.0019.6619.66　561.89107.1561.7849.47　7.7413.397.726.18　3.289.679.67　0.0013.6813.68　461.89107.1561.7849.47　7.7413.397.726.18　3.289.679.67　0.0013.6813.68　361.89107.1561.7849.47　7.7413.397.726.18　3.289.679.67　0.0013.6813.68　261.89107.1561.7849.4746.397.7413.397.726.185.803.289.679.673.286.8413.6813.686.84181.0871.7061.8934.8658.0012.1610.769.285.238.7011.4611.4611.4611.4612.5413.685.8910.076.842）活载计算活荷载作用于各层框架梁上的荷载分布如图6.3所示。86 毕业设计（论文）报告纸图6.3各层梁上作用的活载表6.2横向框架活载汇总表层数P1kNP2kNP3kNP4kNP5kNM1kN·mM2kN·mM3kN·mM4kN·mM5kN·mq21kN/mq22kN/mq23kN/mq24kN/m雪荷载1.242.972.591.30　0.150.370.320.16　0.001.441.44　66.1914.8312.966.48　0.771.851.620.81　0.007.207.20　57.7319.7512.966.48　0.972.471.620.81　0.007.207.20　47.7319.7512.966.48　0.972.471.620.81　0.007.207.20　37.7319.7512.966.48　0.972.471.620.81　0.007.207.20　27.7319.7512.966.484.860.972.471.620.810.617.207.207.203.60112.9921.4913.5719.068.511.953.222.042.861.288.259.003.889.286.30（1）内力计算梁端剪力可根据梁上竖向荷载引起的剪力与梁端弯矩引起的剪力相叠加而得。柱轴力可由梁端剪力和节点集中力叠加得到。计算柱底轴力还需考虑柱的自重，如表6.3和表6.4所示。86 毕业设计（论文）报告纸（a）恒载作用下86 毕业设计（论文）报告纸（b）活载作用下图6.4竖向荷载作用下框架弯矩图（M单位：kN·m）表6.3恒载作用下梁端剪力及柱轴力kN层次梁端总剪力单层柱轴力（轴力以拉为正）ABBCCDDEABCDEVAVBVBVCVCVDVDVEA顶A底B顶B底C顶C底D顶D底E顶E底6　　-27.7433.21-30.2826.08-7.573.25　　-70.15-81.70-113.05-124.60-116.95-128.50-54.91-66.465　　-35.1138.32-35.5533.20-6.993.84　　-166.28-177.83-260.26-271.81-275.84-287.39-132.18-143.734　　-35.0038.43-35.7832.98-7.193.64　　-262.29-273.84-407.80-419.35-434.71-446.26-209.26-220.813　　-35.0338.40-35.9732.78-7.293.53　　-358.34-369.89-555.50-567.05-593.48-605.03-286.24-297.792-5.856.17-35.8637.57-35.5833.17-17.1212.18-52.24-74.93-461.39-484.08-701.98-724.67-762.47-785.16-371.86-394.541-9.8316.92-51.4269.36-40.2335.71-31.3627.15-142.75-192.25-587.29-636.79-896.15-945.65-923.93-973.43-502.78-552.2886 毕业设计（论文）报告纸表6.4活载作用下梁端剪力及柱轴力kN层次梁端总剪力单层柱轴力（轴力以拉为正）ABBCCDDEABCDEVAVBVBVCVCVDVDVEA顶=A底B顶=B底C顶=C底D顶=D底E顶=E底6　　-7.7309.550-8.5337.307-0.609-0.609　-14.210-31.043-22.748-5.5785　　-8.1899.091-8.1947.646-0.341-0.341　-28.880-61.287-50.488-12.9714　　-8.1409.140-8.2687.572-0.429-0.429　-43.500-91.655-78.243-20.2773　　-8.1519.129-8.3897.451-0.441-0.441　-58.131-122.132-105.889-27.5702-1.1722.068-8.4618.819-7.9567.884-10.4399.001-6.032-75.140-151.867-143.965-44.3051-1.8703.800-14.57417.148-10.6049.196-7.5566.057-16.407-112.568-193.192-182.209-63.3556.2横向框架内力组合（1）结构抗震等级结构抗震等级可根据结构类型、地震烈度、房屋高度等因素，由规范确定，本工程的框架为三级抗震等级。（2）框架梁内力组合本工程考虑四种内力组合，即1.2SGk+1.4SQk，1.2SGk+0.9×1.4（SQk+Swk），1.35SGk+1.0SQk，1.2SGE+1.4SEk。各层梁的内力组合结果见表6.5。表6.5框架梁内力组合表层次截面内力SGKSQKSWK（左）SWK（右）SEK（左）SEK（右）1.2SGK+1.26(SQK+SWK)γRE(1.2(SGK+0.5SQK)+1.3SEK)1.35SGK+SQK1.2SGK+1.4SQK左右左右一AM-3.87-0.87-1.291.29-103.81103.81-7.37-4.11-105.1097.34-6.10-5.86V-9.83-1.87-1.351.35-108.35108.35-15.85-12.45-130.70108.75-15.14-14.41B右M-10.26-2.611.14-1.1491.22-91.22-14.16-17.0378.53-99.34-16.46-15.96V16.923.80-1.351.35-108.35108.3523.3926.80-100.53138.9326.6525.63B左M-43.03-12.77-0.590.59-48.9448.94-68.47-66.98-92.193.25-70.86-69.51V-51.42-14.57-0.370.37-30.6030.60-80.54-79.61-93.70-26.07-84.00-82.11C右M-55.04-14.780.96-0.9679.58-79.58-83.46-85.8821.41-133.78-89.08-86.74V69.3617.15-0.370.37-30.6030.60104.37105.3045.67113.30110.78107.23C左M-32.60-9.62-1.011.01-83.5683.56-52.51-49.96-115.1447.80-53.62-52.58V-40.23-10.60-0.500.50-40.9640.96-62.26-61.01-91.70-1.18-64.92-63.12D右M-23.56-6.800.97-0.9780.28-80.28-35.62-38.0754.01-102.54-38.61-37.79V35.719.20-0.500.50-40.9640.9653.8255.07-4.1586.3857.4155.73D左M-21.31-6.10-1.181.18-97.3197.31-34.75-31.78-116.8172.95-34.87-34.1286 毕业设计（论文）报告纸V-31.36-7.56-0.850.85-70.3270.32-48.23-46.08-113.5541.87-49.89-48.21EM-14.37-3.631.64-1.64134.76-134.76-19.75-23.88116.82-145.96-23.03-22.32V27.156.06-0.850.85-70.3270.3239.1441.29-46.92108.4942.7141.06跨间弯矩ab-0.59-0.04-0.080.08-6.306.30-0.85-0.65-6.695.60-0.83-0.76bc29.418.360.19-0.1915.32-15.3246.0745.6045.1715.3048.0747.01cd14.824.93-0.020.02-1.641.6423.9724.0213.9617.1524.9324.68de9.142.620.23-0.2318.72-18.7214.5613.9827.66-8.8514.9614.64二AM-3.56-0.59-1.051.05-90.6190.61-6.34-3.70-91.8284.87-5.40-5.10V-5.85-1.17-0.780.78-67.0067.00-9.48-7.52-80.6167.47-9.07-8.66B右M-3.85-1.400.35-0.3530.00-30.00-5.95-6.8225.15-33.35-6.60-6.58V6.172.07-0.780.78-67.0067.009.0410.99-66.6981.3910.4010.31B左M-26.58-7.05-0.810.81-70.0070.00-41.81-39.76-95.3541.15-42.94-41.77V-35.86-8.46-0.420.42-35.6135.61-54.23-53.16-80.25-1.54-56.87-54.88C右M-30.16-7.810.96-0.9679.58-79.58-44.82-47.2446.93-108.25-48.53-47.12V37.578.82-0.420.42-35.6135.6155.6656.723.4682.1759.5357.43C左M-26.53-6.61-1.011.01-88.6588.65-41.44-38.89-113.2859.58-42.42-41.09V-35.58-7.96-0.460.46-40.0740.07-53.30-52.15-84.633.92-56.00-53.84D右M-21.71-6.460.81-0.8171.63-71.63-33.17-35.2147.39-92.28-35.77-35.10V33.177.88-0.460.46-40.0740.0749.1750.32-6.4282.1352.6750.84D左M-14.06-7.02-0.980.98-86.8286.82-26.96-24.48-100.4668.84-26.00-26.70V-17.12-10.44-0.730.73-64.5264.52-34.62-32.77-94.0848.51-33.55-35.15EM-5.91-4.651.44-1.44126.10-126.10-11.14-14.77115.53-130.36-12.63-13.61V12.189.00-0.730.73-64.5264.5225.0326.88-54.2888.3125.4427.22跨间弯矩ab-0.54-0.02-0.350.35-30.3030.30-1.12-0.24-30.0529.05-0.76-0.68bc15.724.560.08-0.084.79-4.7924.7024.5120.8711.5325.7825.24cd15.183.98-0.100.10-8.518.5123.1023.367.1623.7524.4823.79de3.383.530.23-0.2319.64-19.648.808.2223.78-14.518.109.00三BM-24.18-6.24-1.211.21-108.39108.39-38.41-35.36-130.2581.11-38.89-37.76V-35.03-8.15-0.490.49-44.0844.08-52.92-51.68-88.608.83-55.44-53.44C右M-31.26-8.300.86-0.8676.76-76.76-46.89-49.0542.97-106.71-50.50-49.13V38.409.13-0.490.49-44.0844.0856.9658.20-4.8992.5360.9758.86C左M-27.12-7.12-0.900.90-80.6080.60-42.65-40.39-106.2050.97-43.74-42.52V-35.97-8.39-0.440.44-39.1439.14-54.29-53.19-84.222.28-56.95-54.91D右M-20.74-5.250.85-0.8575.96-75.96-30.43-32.5753.03-95.09-33.25-32.24V32.787.45-0.440.44-39.1439.1448.1849.28-6.0180.4951.7149.77D左M-8.12-1.35-1.031.03-92.0792.07-12.74-10.15-97.6881.85-12.31-11.63V-7.29-0.44-0.730.73-65.5765.57-10.23-8.39-80.1264.79-10.29-9.37EM-1.920.111.39-1.39124.32-124.32-0.41-3.91119.53-122.89-2.48-2.15V3.53-0.44-0.730.73-65.5765.572.764.61-69.0875.844.333.62bc16.374.72-0.180.18-15.8215.8225.3625.811.4332.2726.8126.2586 毕业设计（论文）报告纸跨间弯矩cd15.374.32-0.030.03-2.322.3223.8723.9313.5218.0425.0824.50de-0.55-0.620.18-0.1816.12-16.12-1.21-1.6714.95-16.50-1.36-1.53四BM-24.20-6.23-0.900.90-81.6881.68-38.03-35.76-104.2355.05-38.91-37.77V-35.00-8.14-0.370.37-33.7333.73-52.72-51.78-77.12-2.57-55.38-53.39C右M-31.42-8.330.66-0.6659.99-59.99-47.37-49.0326.47-90.52-50.75-49.37V38.439.14-0.370.37-33.7333.7357.1758.106.5981.1361.0258.91C左M-26.74-6.94-0.690.69-62.9962.99-41.71-39.96-88.6134.23-43.04-41.81V-35.78-8.27-0.330.33-30.2830.28-53.77-52.93-74.17-7.25-56.57-54.51D右M-21.15-5.550.64-0.6458.13-58.13-31.56-33.1835.15-78.21-34.10-33.15V32.987.57-0.330.33-30.2830.2848.7049.544.0470.9652.0950.18D左M-7.83-1.16-0.760.76-68.9968.99-11.81-9.90-74.8459.70-11.73-11.02V-7.19-0.43-0.550.55-49.8649.86-9.86-8.47-62.6447.54-10.13-9.23EM-1.980.251.05-1.0595.53-95.53-0.73-3.3891.48-94.81-2.41-2.02V3.64-0.43-0.550.55-49.8649.863.144.52-51.6058.594.493.77跨间弯矩bc16.284.71-0.120.12-10.8410.8425.3125.616.2027.3426.6826.12cd15.364.26-0.030.03-2.432.4323.7723.8413.3718.1125.0024.40de-0.44-0.450.15-0.1513.27-13.27-0.91-1.2812.34-13.53-1.04-1.16五BM-24.58-6.39-0.600.60-53.2053.20-38.31-36.79-76.8726.87-39.57-38.45V-35.11-8.19-0.250.25-21.7621.76-52.76-52.14-64.04-15.94-55.59-53.59C右M-31.32-8.290.43-0.4338.21-38.21-47.48-48.575.34-69.17-50.57-49.18V38.329.09-0.250.25-21.7621.7657.1257.7519.6767.7760.8258.71C左M-26.38-6.82-0.460.46-40.1240.12-40.83-39.68-65.9312.30-42.44-41.21V-35.55-8.19-0.220.22-19.4619.46-53.27-52.71-61.95-18.94-56.19-54.14D右M-21.68-5.720.43-0.4337.72-37.72-32.69-33.7714.68-58.86-34.99-34.03V33.207.65-0.220.22-19.4619.4649.2049.7616.2659.2752.4750.55D左M-7.32-0.98-0.520.52-45.7245.72-10.68-9.37-51.6037.54-10.86-10.16V-6.99-0.34-0.370.37-32.4332.43-9.28-8.35-43.1428.53-9.78-8.86EM-2.120.150.69-0.6961.31-61.31-1.49-3.2457.93-61.62-2.72-2.34V3.84-0.34-0.370.37-32.4332.433.714.64-32.0939.584.844.13跨间弯矩bc16.144.65-0.080.08-7.507.5025.1225.339.3123.9326.4425.87cd15.274.24-0.010.01-1.201.2023.6523.6914.4816.8324.8624.26de-0.26-0.420.09-0.097.80-7.80-0.72-0.947.18-8.02-0.76-0.89六BM-18.26-5.11-0.270.27-22.3322.33-28.69-28.00-40.513.04-29.76-29.06V-27.74-7.73-0.110.11-8.828.82-43.17-42.89-41.99-22.49-45.18-44.11C右M-29.75-8.930.18-0.1814.72-14.72-46.73-47.18-16.44-45.15-49.09-48.20V33.219.55-0.110.11-8.828.8251.7552.0329.0048.5054.3953.23C左M-24.59-7.27-0.190.19-15.4615.46-38.90-38.43-40.47-10.33-40.46-39.68V-30.28-8.53-0.090.09-7.417.41-47.21-46.98-43.43-27.05-49.42-48.29D右M-16.19-4.820.17-0.1714.18-14.18-25.28-25.72-2.91-30.57-26.67-26.17V26.087.31-0.090.09-7.417.4140.3940.6222.1538.5242.5241.5386 毕业设计（论文）报告纸D左M-9.44-1.82-0.210.21-17.1917.19-13.88-13.36-26.087.45-14.56-13.88V-7.57-0.61-0.160.16-12.9412.94-10.05-9.66-22.336.26-10.83-9.94EM-2.310.190.31-0.3125.50-25.50-2.14-2.9322.86-26.85-2.93-2.51V3.25-0.61-0.160.16-12.9412.942.943.34-11.2917.303.783.05跨间弯矩bc15.964.97-0.050.05-3.813.8125.3525.4712.8920.3126.5126.10cd14.874.47-0.010.01-0.640.6423.4723.4914.7816.0224.5524.10de-1.41-0.820.05-0.054.15-4.15-2.65-2.782.41-5.68-2.72-2.83注：1、表中M以下部受拉为正，V以顺时针为正；2、承载力抗震调整系数γRE弯矩取0.75，对剪力取0.85；3、重力载＝恒载+0.5活载；4、弯矩单位为KN.m，剪力单位为KN。（3）框架柱内力组合取每层柱顶和柱底两个控制截面，组合结果及柱端弯矩设计值调整见以下各表。86 毕业设计（论文）报告纸表6.6横向框架A柱弯矩和轴力组合层次截面内力SGKSQKSWK（左）SWK（右）SEK（左）SEK（右）1.2SGK+1.26(SQK+SWK)γRE(1.2(SGK+0.5SQK)+1.3SEK)1.35SGK+SQK1.2SGK+1.4SQKMma#NNminMNma#M左右左右2柱顶M-2.24-0.011.05-1.0590.61-90.61-1.38-4.0392.08-96.39-3.03-2.71-96.39-3.0392.08N-98.44-6.03-0.420.42-35.6135.61-126.26-125.20-134.44-60.36-138.93-126.58-60.36-138.93-60.36柱底M2.060.09-0.860.86-74.1374.131.503.67-75.0879.122.872.6079.122.87-75.08N-121.13-6.03-0.420.42-35.6135.61-153.49-152.42-156.22-82.14-169.56-153.80-82.14-169.56-82.141柱顶M-2.76-0.321.29-1.29103.81-103.81-2.09-5.35105.16-110.77-4.05-3.76-110.77-4.05105.16N-188.95-16.41-0.790.79-66.2266.22-248.42-246.42-258.13-120.41-271.49-249.71-120.41-271.49-120.41柱底M-0.11-0.31-1.941.94-155.72155.72-2.971.92-162.20161.70-0.46-0.57161.70-0.46-162.20N-238.45-16.41-0.790.79-66.2266.22-307.82-305.82-305.65-167.93-338.32-309.11-167.93-338.32-167.93注：1、表中M以右侧受拉为正，N以拉为正；2、承载力抗震调整系数γRE取0.8；3、重力载＝恒载+0.5活载；4、弯矩单位为kN.m，轴力单位为kN。表6.7横向框架A柱剪力组合层次SGKSQKSWK（左）SWK（右）SEK（左）SEK（右）1.2SGK+1.26(SQK+SWk)γRE(1.2(SGK+0.5SQK)+1.3SEK)1.35SGK+SQK1.2SGK+1.4SQKγRE（ηvc（Mcb+Mcl）/Hn)左右左右2-1.30-0.030.58-0.5849.92-49.92-0.87-2.3353.82-56.51-1.79-1.6160.781-0.660.000.65-0.6551.91-51.910.02-1.6156.68-58.03-0.90-0.8057.90表6.8A柱柱端弯矩轴力调整层次21截面柱顶柱底柱顶柱底γRE86.74890.99099.695210.204γREN60.36182.141120.407167.92786 毕业设计（论文）报告纸表6.9横向框架B柱弯矩和轴力组合层次截面内力SGKSQKSWK（左）SWK（右）SEK（左）SEK（右）1.2SGK+1.26(SQK+SWK)γRE(1.2(SGK+0.5SQK)+1.3SEK)1.35SGK+SQK1.2SGK+1.4SQKMma#NNminMNma#M左右左右6柱顶M12.964.300.27-0.2722.33-22.3321.3120.6237.73-8.7221.7921.5737.7321.7937.73N-70.15-14.21-0.110.11-8.828.82-102.22-101.95-83.34-64.99-108.91-104.07-83.34-108.91-64.99柱底M-10.08-3.14-0.150.15-12.5612.56-16.25-15.86-24.251.88-16.75-16.49-24.25-16.75-24.25N-81.70-14.21-0.110.11-8.828.82-116.08-115.81-94.43-76.08-124.50-117.93-94.43-124.50-76.085柱顶M8.322.440.45-0.4540.64-40.6413.6212.4951.42-33.1113.6713.4051.4213.6751.42N-166.28-28.88-0.350.35-30.5930.59-236.36-235.47-205.30-141.68-253.35-239.96-205.30-253.35-141.68柱底M-8.71-2.61-0.310.31-28.2428.24-14.13-13.34-38.9819.76-14.36-14.10-38.98-14.36-38.98N-177.83-28.88-0.350.35-30.5930.59-250.22-249.33-216.38-152.76-268.94-253.82-216.38-268.94-152.764柱顶M9.322.810.59-0.5953.44-53.4415.4613.9865.87-45.2915.3915.1165.8715.3965.87N-262.29-43.50-0.730.73-64.3264.32-370.47-368.64-339.57-205.79-397.59-375.65-339.57-397.59-205.79柱底M-9.44-2.82-0.480.48-43.7243.72-15.48-14.27-55.8835.06-15.56-15.27-55.88-15.56-55.88N-273.84-43.50-0.730.73-64.3264.32-384.33-382.50-350.66-216.88-413.18-389.51-350.66-413.18-216.883柱顶M8.562.620.73-0.7353.44-53.4414.4912.6565.05-46.1014.1713.9465.0514.1765.05N-358.34-58.13-1.221.22-108.40108.40-504.78-501.71-484.64-259.17-541.88-511.39-484.64-541.88-259.17柱底M-6.34-1.94-0.620.62-43.7243.72-10.83-9.27-52.4938.45-10.50-10.32-52.49-10.50-52.49N-369.89-58.13-1.221.22-108.40108.40-518.64-515.57-495.73-270.26-557.48-525.25-495.73-557.48-270.262柱顶M10.202.911.16-1.16100.00-100.0017.3714.45115.19-92.8116.6816.31115.1916.68115.19N-461.39-75.14-1.571.57-139.79139.79-650.33-646.36-624.38-333.62-698.02-658.86-624.38-698.02-333.62柱底M-11.86-3.21-1.161.16-100.00100.00-19.74-16.82-116.9391.07-19.22-18.73-116.93-19.22-116.93N-484.08-75.14-1.571.57-139.79139.79-677.55-673.59-646.16-355.40-728.64-686.09-646.16-728.64-355.401柱顶M15.684.091.63-1.63130.31-130.3126.0221.92152.54-118.5025.2624.54152.5425.26152.54N-587.29-112.57-2.552.55-217.54217.54-849.80-843.37-844.07-391.59-905.41-862.34-844.07-905.41-391.59柱底M-9.33-2.52-1.991.99-159.26159.26-16.87-11.86-175.80155.47-15.11-14.72-175.80-15.11-175.80N-636.79-112.57-2.552.55-217.54217.54-909.20-902.77-891.59-439.11-972.23-921.74-891.59-972.23-439.11注：1、表中M以右侧受拉为正，N以拉为正；2、承载力抗震调整系数γRE取0.8；3、重力载＝恒载+0.5活载；4、弯矩单位为kN.m，轴力单位为kN。86 毕业设计（论文）报告纸表6.10横向框架B柱剪力组合层次SGKSQKSWK（左）SWK（右）SEK（左）SEK（右）1.2SGK+1.26(SQK+SW)γRE(1.2(SGK+0.5SQK)+1.3SEK)1.35SGK+SQK1.2SGK+1.4SQKγRE（ηvc（Mcb+Mcl）/Hn)左右左右68.232.660.15-0.1512.46-12.4613.4113.0323.52-4.0213.7613.5926.3456.081.800.27-0.2724.60-24.609.919.2334.30-20.0610.019.8238.4246.702.010.38-0.3834.70-34.7011.0510.0946.20-30.4911.0510.8551.7535.321.630.48-0.4842.77-42.779.047.8353.52-41.008.818.6649.9626.681.860.70-0.7060.61-60.6111.249.4874.73-59.2110.8810.6288.7816.251.650.72-0.7257.91-57.9110.508.6771.22-56.7810.099.8269.77表6.11B柱柱端弯矩轴力调整层次654321截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底γRE33.95527.88346.27944.82859.28264.26658.54760.365103.671134.466137.282228.541γREN83.33794.425205.296216.384339.569350.657484.642495.730624.385646.165844.072891.59286 毕业设计（论文）报告纸6.12横向框架C柱弯矩和轴力组合层次截面内力SGKSQKSWK（左）SWK（右）SEK（左）SEK（右）1.2SGK+1.26(SQK+SWK)γRE(1.2(SGK+0.5SQK)+1.3SEK)1.35SGK+SQK1.2SGK+1.4SQKMma#NNminMNma#M左右左右6柱顶M1.03-0.040.37-0.3730.17-30.171.650.7232.35-30.411.351.1832.351.3532.35N-113.05-31.040.02-0.021.41-1.41-174.76-174.80-121.96-124.90-183.67-179.12-121.96-183.67-121.96柱底M-1.060.04-0.270.27-21.8521.85-1.56-0.88-23.7221.73-1.39-1.21-23.72-1.39-23.72N-124.60-31.040.02-0.021.41-1.41-188.62-188.66-133.05-135.99-199.26-192.98-133.05-199.26-133.055柱顶M1.730.190.03-0.0356.48-56.482.352.2860.49-56.992.522.3460.492.5260.49N-260.26-61.290.04-0.043.72-3.72-389.48-389.58-275.40-283.13-412.63-398.11-275.40-412.63-275.40柱底M-1.62-0.15-0.510.51-46.2146.21-2.77-1.49-49.6946.43-2.34-2.15-49.69-2.34-49.69N-271.81-61.290.04-0.043.72-3.72-403.34-403.44-286.49-294.22-428.23-411.97-286.49-428.23-286.494柱顶M1.420.090.04-0.0476.78-76.781.861.7781.25-78.442.011.8381.252.0181.25N-407.80-91.650.08-0.087.17-7.17-604.74-604.94-428.03-442.93-642.18-617.67-428.03-642.18-428.03柱底M-1.22-0.05-0.750.75-68.0968.09-2.47-0.59-72.0169.61-1.70-1.54-72.01-1.70-72.01N-419.35-91.650.08-0.087.17-7.17-618.60-618.80-439.11-454.02-657.77-631.53-439.11-657.77-439.113柱顶M2.360.390.06-0.0689.27-89.273.403.2695.29-90.393.583.3895.293.5895.29N-555.50-122.130.14-0.1412.11-12.11-820.32-820.66-579.31-604.50-872.06-837.59-579.31-872.06-579.31柱底M-2.48-0.29-1.011.01-89.2789.27-4.61-2.07-95.3690.32-3.64-3.38-95.36-3.64-95.36N-567.05-122.130.14-0.1412.11-12.11-834.18-834.52-590.40-615.59-887.65-851.45-590.40-887.65-590.402柱顶M2.640.130.32-0.3283.80-83.803.732.9289.75-84.563.693.3589.753.6989.75N-701.98-151.870.46-0.4639.05-39.05-1033.16-1034.31-706.19-787.41-1099.54-1054.99-706.19-1099.54-706.19柱底M3.160.84-0.790.79-68.5668.563.855.85-67.8774.745.104.96-67.875.10-67.87N-724.67-151.870.46-0.4639.05-39.05-1060.38-1061.53-727.97-809.19-1130.17-1082.22-727.97-1130.17-727.971柱顶M-10.00-2.290.86-0.8694.57-94.57-13.80-15.9687.66-109.05-15.79-15.2087.66-15.7987.66N-896.15-193.191.31-1.31106.44-106.44-1317.15-1320.45-842.34-1063.73-1402.99-1345.85-842.34-1402.99-842.34柱M3.510.67-1.921.92-154.31154.312.637.48-156.79164.175.415.15-156.795.41-156.7986 毕业设计（论文）报告纸底N-945.65-193.191.31-1.31106.44-106.44-1376.55-1379.85-889.86-1111.25-1469.82-1405.25-889.86-1469.82-889.86注：1、表中M以右侧受拉为正，N以拉为正；2、承载力抗震调整系数γRE取0.8；3、重力载＝恒载+0.5活载；4、弯矩单位为kN.m，轴力单位为kN。表6.13横向框架C柱剪力组合层次SGKSQKSWK（左）SWK（右）SEK（左）SEK（右）1.2SGK+1.26(SQK+SW)γRE(1.2(SGK+0.5SQK)+1.3SEK)1.35SGK+SQK1.2SGK+1.4SQKγRE（ηvc（Mcb+Mcl）/Hn)左右左右60.75-0.030.23-0.2318.58-18.581.150.5721.28-19.780.980.8623.8351.200.120.41-0.4136.68-36.682.101.0841.81-39.241.741.6046.8240.940.050.57-0.5751.74-51.741.910.4858.16-56.181.321.2065.1431.730.240.72-0.7263.76-63.763.291.4772.35-68.572.582.4281.032-0.47-0.220.53-0.5346.17-46.17-0.16-1.5150.43-51.61-0.85-0.8662.801-3.38-0.740.62-0.6249.78-49.78-4.20-5.7751.18-58.82-5.30-5.0951.95表6.14C柱柱端弯矩轴力调整层次654321截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底γRE29.11627.28154.44057.14173.12982.80785.765109.66380.77378.05478.896203.825γREN121.964133.052275.399286.487428.025439.113579.308590.396706.190727.970842.342889.86286 毕业设计（论文）报告纸表6.15横向框架D柱弯矩和轴力组合层次截面内力SGKSQKSWK（左）SWK（右）SEK（左）SEK（右）1.2SGK+1.26(SQK+SWK)γRE(1.2(SGK+0.5SQK)+1.3SEK)1.35SGK+SQK1.2SGK+1.4SQKMma#NNminMNma#M左右左右6柱顶M-17.16-4.850.38-0.3831.38-31.38-26.22-27.1913.83-51.44-28.02-27.39-51.44-28.0213.83N-116.95-22.75-0.070.07-5.535.53-169.09-168.92-128.94-117.44-180.63-172.19-117.44-180.63-117.44柱底M15.084.07-0.290.29-23.6723.6722.8723.60-8.1841.0524.4323.8041.0524.43-8.18N-128.50-22.75-0.070.07-5.535.53-182.95-182.78-140.03-128.53-196.22-186.05-128.53-196.22-128.535柱顶M-12.67-3.14-0.150.1559.76-59.76-19.34-18.9748.48-75.82-20.24-19.60-75.82-20.2448.48N-275.84-50.49-0.210.21-18.5018.50-394.89-394.36-308.28-269.80-422.87-401.69-269.80-422.87-269.80柱底M13.083.26-0.540.54-48.9048.9019.1220.48-36.7364.9720.9220.2664.9720.92-36.73N-287.39-50.49-0.210.21-18.5018.50-408.75-408.22-319.37-280.89-438.47-415.55-280.89-438.47-280.894柱顶M-13.63-3.600.88-0.8879.70-79.70-19.79-22.0068.08-97.71-22.01-21.40-97.71-22.0168.08N-434.71-78.24-0.430.43-38.0738.07-620.78-619.69-494.47-415.28-665.10-631.19-415.28-665.10-415.28柱底M13.883.84-0.810.81-73.5773.5720.4822.52-61.3591.6922.5822.0491.6922.58-61.35N-446.26-78.24-0.430.43-38.0738.07-634.64-633.55-505.56-426.37-680.69-645.05-426.37-680.69-426.373柱顶M-12.13-2.531.07-1.0794.46-94.46-16.40-19.0985.37-111.09-18.91-18.10-111.09-18.9185.37N-593.48-105.89-0.730.73-64.5064.50-846.51-844.69-687.66-553.49-907.09-860.42-553.49-907.09-553.49柱底M11.361.43-1.071.07-94.4694.4614.1016.79-86.64109.8316.7815.65109.8316.78-86.64N-605.03-105.89-0.730.73-64.5064.50-860.37-858.55-698.74-564.57-922.68-874.28-564.57-922.68-564.572柱顶M-9.68-0.471.05-1.0590.37-90.37-10.90-13.5384.46-103.50-13.54-12.28-103.50-13.5484.46N-762.47-143.97-1.001.00-88.9688.96-1097.63-1095.10-893.59-708.56-1173.30-1116.52-708.56-1173.30-708.56柱底M7.101.29-0.860.86-73.9473.949.0611.22-69.4684.3210.8710.3284.3210.87-69.46N-785.16-143.97-1.001.00-88.9688.96-1124.85-1122.32-915.37-730.34-1203.93-1143.74-730.34-1203.93-730.341柱顶M-5.91-2.641.29-1.29103.66-103.66-8.78-12.04100.87-114.74-10.61-10.78-114.74-10.61100.87N-923.93-182.21-1.361.36-118.32118.32-1340.01-1336.58-1097.49-851.38-1429.51-1363.81-851.38-1429.51-851.38柱M1.460.85-1.941.94-155.49155.490.385.27-159.90163.522.822.94163.522.82-159.9086 毕业设计（论文）报告纸底N-973.43-182.21-1.361.36-118.32118.32-1399.41-1395.98-1145.01-898.90-1496.34-1423.21-898.90-1496.34-898.90注：1、表中M以右侧受拉为正，N以拉为正；2、承载力抗震调整系数γRE取0.8；3、重力载＝恒载+0.5活载；4、弯矩单位为kN.m，轴力单位为kN。表6.16横向框架D柱剪力组合层次SGKSQKSWK（左）SWK（右）SEK（左）SEK（右）1.2SGK+1.26(SQK+SW)γRE(1.2(SGK+0.5SQK)+1.3SEK)1.35SGK+SQK1.2SGK+1.4SQKγRE（ηvc（Mcb+Mcl）/Hn)左右左右6-11.52-3.190.24-0.2419.66-19.66-17.53-18.148.35-35.10-18.73-18.2839.315-9.20-2.280.43-0.4338.81-38.81-13.37-14.4532.33-53.43-14.70-14.2359.844-9.83-2.660.60-0.6054.74-54.74-14.38-15.9049.11-71.87-15.92-15.5180.493-8.39-1.410.76-0.7667.47-67.47-10.89-12.8165.27-83.83-12.74-12.0593.892-5.08-0.530.58-0.5849.79-49.79-6.05-7.5049.56-60.47-7.40-6.8565.041-1.84-0.870.65-0.6551.83-51.83-2.49-4.1254.95-59.60-3.36-3.4359.13表6.17D柱柱端弯矩轴力调整层次654321截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底γRE46.29347.20968.23974.71787.938105.43999.985126.30693.15196.972103.270212.581γREN117.445128.533269.805280.893415.281426.369553.486564.574708.559730.339851.379898.89986 毕业设计（论文）报告纸表6.18横向框架E柱弯矩和轴力组合层次截面内力SGKSQKSWK（左）SWK（右）SEK（左）SEK（右）1.2SGK+1.26(SQK+SWK)γRE(1.2(SGK+0.5SQK)+1.3SEK)1.35SGK+SQK1.2SGK+1.4SQKMma#NNminMNma#M左右左右6柱顶M4.150.960.31-0.3125.50-25.506.585.7930.96-22.076.566.3230.966.5630.96N-54.91-5.580.16-0.1612.94-12.94-72.72-73.12-41.93-68.84-79.70-73.70-41.93-79.70-41.93柱底M-2.97-0.60-0.180.18-14.9714.97-4.56-4.10-18.7212.43-4.62-4.41-18.72-4.62-18.72N-66.46-5.580.16-0.1612.94-12.94-86.58-86.98-53.02-79.93-95.29-87.56-53.02-95.29-53.025柱顶M2.640.510.51-0.5146.33-46.334.453.1650.96-45.414.073.8850.964.0750.96N-132.18-12.970.53-0.5345.37-45.37-174.30-175.63-85.94-180.30-191.42-176.78-85.94-191.42-85.94柱底M-2.74-0.49-0.370.37-33.5533.55-4.38-3.44-37.7632.03-4.19-3.98-37.76-4.19-37.76N-143.73-12.970.53-0.5345.37-45.37-188.16-189.49-97.03-191.39-207.01-190.64-97.03-207.01-97.034柱顶M3.020.730.68-0.6861.98-61.985.403.6867.71-61.214.804.6467.714.8067.71N-209.26-20.281.07-1.0795.22-95.22-275.31-278.02-111.60-309.66-302.78-279.50-111.60-309.66-111.60柱底M-3.10-0.95-0.560.56-50.7150.71-5.62-4.22-56.1749.30-5.14-5.05-56.17-5.14-56.17N-220.81-20.281.07-1.0795.22-95.22-289.17-291.88-122.68-320.74-318.38-293.36-122.68-320.74-122.683柱顶M2.720.120.83-0.8373.61-73.614.472.3779.22-73.883.803.4479.223.8079.22N-286.24-27.571.81-1.81160.79-160.79-375.94-380.50-120.79-455.25-413.99-382.08-120.79-455.25-120.79柱底M-1.041.40-0.740.74-65.2865.28-0.411.45-68.2167.560.000.72-68.210.00-68.21N-297.79-27.571.81-1.81160.79-160.79-389.80-394.36-131.88-466.33-429.58-395.94-131.88-466.33-131.882柱顶M0.79-2.280.70-0.7060.82-60.82-1.05-2.8262.91-63.60-1.22-2.2562.91-1.2262.91N-371.86-44.302.54-2.54225.32-225.32-498.85-505.25-143.92-612.58-546.31-508.25-143.92-612.58-143.92柱底M0.231.26-0.580.58-49.7649.761.142.59-50.9352.581.572.04-50.931.57-50.93N-394.54-44.302.54-2.54225.32-225.32-526.07-532.48-165.70-634.36-576.94-535.48-165.70-634.36-165.701柱顶M-1.98-0.421.06-1.0684.99-84.99-1.57-4.2486.29-90.50-3.09-2.9686.29-3.0986.29N-502.78-63.363.39-3.39295.64-295.64-678.88-687.44-205.61-820.54-742.10-692.03-205.61-820.54-205.61柱M-0.50-0.26-1.591.59-127.49127.49-2.931.07-133.20131.98-0.94-0.97-133.20-0.94-133.2086 毕业设计（论文）报告纸底N-552.28-63.363.39-3.39295.64-295.64-738.28-746.84-253.13-868.06-808.93-751.43-253.13-868.06-253.13注：1、表中M以右侧受拉为正，N以拉为正；2、承载力抗震调整系数γRE取0.8；3、重力载＝恒载+0.5活载；4、弯矩单位为kN.m，轴力单位为kN。表6.19横向框架E柱剪力组合层次SGKSQKSWK（左）SWK（右）SEK（左）SEK（右）1.2SGK+1.26(SQK+SW)γRE(1.2(SGK+0.5SQK)+1.3SEK)1.35SGK+SQK1.2SGK+1.4SQKγRE（ηvc（Mcb+Mcl）/Hn)左右左右62.540.560.18-0.1814.45-14.453.983.5318.85-13.093.993.8321.1151.920.360.32-0.3228.53-28.533.152.3633.67-29.382.952.8137.7142.190.600.44-0.4440.25-40.253.932.8247.01-41.943.553.4652.6531.34-0.460.56-0.5649.60-49.601.740.3355.95-53.671.360.9762.6620.17-1.080.39-0.3933.51-33.51-0.66-1.6436.65-37.40-0.85-1.3039.421-0.37-0.040.53-0.5342.50-42.500.17-1.1646.56-47.36-0.54-0.5046.64表6.20E柱柱端弯矩轴力调整层次654321截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底γRE27.86221.52445.86743.42360.93564.59671.30178.44156.62358.57177.661173.154γREN41.93553.02385.94297.030111.595122.683120.795131.883143.920165.700205.611253.13186 毕业设计（论文）报告纸第七章截面设计7.1框架梁（1）梁正截面受弯承载力计算首先从相应表格中选出要计算跨的跨间截面和支座截面的最不利内力，并将支座中心处的弯矩换算为支座边缘控制截面的弯矩进行配筋计算。跨间弯矩取控制截面，即支座边缘处的正弯矩。由相应的表，可求得相应的剪力V。当梁下部受拉时，按T形截面设计，当梁上部受拉时，按矩形截面设计。翼缘计算宽度按跨度考虑时，；按梁间距考虑时，；按翼缘厚度考虑，，若>0.1，则此种情况不起控制作用，故取值为按翼缘计算宽度考虑时的跨度。梁内纵向钢筋一般可取HRB400级钢(360N/mm²)，=0.518。下部跨间截面按单筋T形截面计算。若>，则属第一类T形截面根据进行配筋，且要满足>0.25%。将下部跨间截面钢筋伸入支座，作为支座负弯矩作用下的受压钢筋，再计算相应的受拉钢筋，即支座A上部86 毕业设计（论文）报告纸若则说明富裕，且达不到屈服。可近似取然后按进行配筋。同理可得支座上部然后按进行配筋。且应满足>0.25%与。（2）梁斜截面受剪承载力计算截面尺寸应满足。梁端加密区箍筋可采用HPB235级钢筋（N/mm2），且配筋应满足以下条件：（3）具体配筋计算见下表。86 毕业设计（论文）报告纸86 毕业设计（论文）报告纸表7.1框架梁纵向钢筋计算表层次截面M(kN·m)bh0（mm2）bVM0=M-bV/2(kN·m)γREM0(kN·m)αsv（1-2αs）εγsAs三级钢实配面积ρ%6支座EDE右-26.8531162504.32629.01521.7620.0280.9710.0290.986131.8813#144620.40%D左-26.076116250-5.58223.28417.4630.0230.9770.0230.989105.5273#144620.40%ED跨间-5.6821162500.0005.6824.2610.0060.9940.0060.99725.5252#143080.26%支座DCD右-30.5681162509.63035.38326.5370.0340.9650.0350.983161.3433#144620.40%C左-40.469116250-10.85735.04026.2800.0340.9650.0350.983159.7543#144620.40%DC跨间24.5451162500.00024.54518.4090.0240.9760.0240.988111.3112#143080.26%支座CBC右-49.09411625013.59755.89341.9200.0540.9440.0560.972257.6013#144620.40%B左-40.505116250-10.49735.25726.4430.0340.9650.0350.983160.7603#144620.40%CB跨间26.5111162500.00026.51119.8830.0260.9740.0260.987120.3462#143080.26%5支座EDE右-61.6181162509.89466.56549.9240.0650.9330.0670.967308.5403#144620.40%D左-51.602116250-10.78546.21034.6580.0450.9540.0460.977211.8973#144620.40%ED跨间-8.0181162500.0008.0186.0130.0080.9920.0080.99636.0632#143080.26%支座DCD右-58.86011625014.81766.26949.7010.0640.9330.0670.967307.1153#144620.40%C左-65.930116250-15.48758.18743.6400.0560.9420.0580.971268.5013#144620.40%DC跨间24.8581162500.00024.85818.6440.0240.9760.0240.988112.7482#143080.26%支座CBC右-69.17111625016.94377.64258.2320.0750.9220.0780.961362.0523#144620.40%B左-76.868116250-16.00968.86351.6470.0670.9310.0690.965319.5863#144620.40%CB跨间26.4371162500.00026.43719.8280.0260.9740.0260.987120.0052#143080.26%4支座EDE右-94.80511625014.646102.12976.5960.0990.8950.1050.948482.8054#146160.53%D左-74.837116250-15.66067.00750.2550.0650.9330.0670.966310.6624#146160.53%ED跨间-13.5321162500.00013.53210.1490.0130.9870.0130.99361.0292#143080.26%支座DCD右-78.21011625017.74187.08165.3100.0840.9120.0880.956408.1874#146160.53%C左-88.610116250-18.54379.33959.5040.0770.9200.0800.960370.3104#146160.53%86 毕业设计（论文）报告纸DC跨间25.0001162500.00025.00018.7500.0240.9750.0250.988113.4002#143080.26%支座CBC右-90.52111625020.284100.66375.4970.0980.8970.1030.949475.4774#146160.53%B左-104.227116250-19.28094.58670.9400.0920.9040.0960.952445.2404#146160.53%CB跨间27.3391162500.00027.33920.5050.0270.9730.0270.987124.1582#143080.26%3支座EDE右-122.88511625018.959132.36599.2740.1280.8620.1380.931636.9644#168040.69%D左-97.683116250-20.03187.66765.7510.0850.9110.0890.955411.0724#168040.69%ED跨间-16.4961162500.00016.49612.3720.0160.9840.0160.99274.5062#143080.26%支座DCD右-95.08711625020.122105.14878.8610.1020.8920.1080.946497.9404#168040.69%C左-106.195116250-21.05595.66871.7510.0930.9020.0980.951450.6054#168040.69%DC跨间25.0791162500.00025.07918.8100.0240.9750.0250.988113.7642#143080.26%支座CBC右-106.71111625023.134118.27788.7080.1150.8780.1220.939564.4104#168040.69%B左-130.253116250-22.149119.17889.3840.1160.8770.1230.938569.0114#168040.69%CB跨间32.2731162500.00032.27324.2050.0310.9680.0320.984146.9312#143080.26%2支座EDE右-130.36011625022.078141.399106.0490.1370.8520.1480.926684.1964#168040.69%D左-100.463116250-23.51988.70366.5270.0860.9100.0900.955416.1684#168040.69%ED跨间23.7811162500.00023.78117.8360.0230.9770.0230.988107.8032#143080.26%支座DCD右-92.28311625020.533102.54976.9120.0990.8950.1050.947484.9104#168040.69%C左-113.282116250-21.157102.70377.0270.1000.8950.1050.947485.6814#168040.69%DC跨间24.4751162500.00024.47518.3560.0240.9760.0240.988110.9902#143080.26%支座CBC右-108.25011625020.542118.52188.8910.1150.8780.1220.939565.6554#168040.69%B左-95.348116250-20.06285.31763.9880.0830.9130.0870.957399.5284#168040.69%CB跨间25.7761162500.00025.77619.3320.0250.9750.0250.987116.9642#143080.26%支座BAB右-33.34811625020.34843.52232.6410.0420.9570.0430.978199.2914#168040.69%A左-91.815116250-20.15181.74061.3050.0790.9170.0830.959382.0184#168040.69%BA跨间-30.0461162500.00030.04622.5340.0290.9700.0300.985136.6342#143080.26%1支座EDE右-145.95513950032.548162.229121.6720.1310.8590.1410.929782.0154#168040.69%D左-116.807139500-34.06599.77574.8310.0810.9160.0840.958466.6714#168040.69%ED跨间27.6601395000.00027.66020.7450.0220.9770.0230.989125.3442#143080.26%86 毕业设计（论文）报告纸支座DCD右-102.54113950025.913115.49886.6230.0930.9020.0980.951544.1844#168040.69%C左-115.136139500-27.511101.38176.0360.0820.9140.0860.957474.5334#168040.69%DC跨间24.9331395000.00024.93318.7000.0200.9800.0200.990112.8582#143080.26%支座CBC右-133.77613950033.990150.771113.0780.1220.8700.1300.935722.6134#168040.69%B左-92.188139500-28.11078.13358.6000.0630.9350.0650.967361.8764#168040.69%CB跨间48.0741395000.00048.07436.0560.0390.9600.0400.980219.7442#143080.26%支座BAB右-99.34113950041.678120.17990.1350.0970.8980.1020.949567.4984#168040.69%A左-105.095139500-39.21185.49064.1170.0690.9280.0720.964397.2584#168040.69%BA跨间-6.6881395000.0006.6885.0160.0050.9950.0050.99730.0442#143080.26%86 毕业设计（论文）报告纸表7.2框架梁箍筋数量计算表层次截面BH0VRV0.25βcfcbh0二级钢AsV箍筋间距Vcsρsv%ρsvmin%6支座EDE右11625019.12016.252415593.7502#8100.480100.000291578.2500.40%0.12%D左11625024.67420.973415593.7502#8100.480100.000291578.2500.40%0.12%支座DCD右11625046.98639.938415593.7502#8100.480100.000291578.2500.40%0.12%C左11625054.60546.414415593.7502#8100.480100.000291578.2500.40%0.12%支座CBC右11625060.10051.085415593.7502#8100.480100.000291578.2500.40%0.12%B左11625049.92542.436415593.7502#8100.480100.000291578.2500.40%0.12%5支座EDE右11625043.73337.173415593.7502#8100.480100.000291578.2500.40%0.12%D左11625047.66840.518415593.7502#8100.480100.000291578.2500.40%0.12%支座DCD右11625065.49255.668415593.7502#8100.480100.000291578.2500.40%0.12%C左11625068.45158.183415593.7502#8100.480100.000291578.2500.40%0.12%支座CBC右11625074.88663.653415593.7502#8100.480100.000291578.2500.40%0.12%B左11625070.76060.146415593.7502#8100.480100.000291578.2500.40%0.12%4支座EDE右11625064.73755.027415593.7502#8100.480100.000291578.2500.40%0.12%D左11625069.21758.835415593.7502#8100.480100.000291578.2500.40%0.12%支座DCD右11625078.41466.652415593.7502#8100.480100.000291578.2500.40%0.12%C左11625062.50753.131415593.7502#8100.480100.000291578.2500.40%0.12%支座CBC右11625089.65476.206415593.7502#8100.480100.000291578.2500.40%0.12%B左11625085.21872.435415593.7502#8100.480100.000291578.2500.40%0.12%3支座EDE右11625083.80071.230415593.7502#8100.480100.000291578.2500.40%0.12%D左11625088.53575.255415593.7502#8100.480100.000291578.2500.40%0.12%支座DCD右11625088.93975.598415593.7502#8100.480100.000291578.2500.40%0.12%86 毕业设计（论文）报告纸C左11625093.06279.103415593.7502#8100.480100.000291578.2500.40%0.12%支座CBC右116250102.25186.913415593.7502#8100.480100.000291578.2500.40%0.12%B左11625097.89983.214415593.7502#8100.480100.000291578.2500.40%0.12%2支座EDE右11625097.58382.946415593.7502#8100.480100.000291578.2500.40%0.12%D左116250103.95688.363415593.7502#8100.480100.000291578.2500.40%0.12%支座DCD右11625090.75777.143415593.7502#8100.480100.000291578.2500.40%0.12%C左11625093.51679.489415593.7502#8100.480100.000291578.2500.40%0.12%支座CBC右11625090.79777.177415593.7502#8100.480100.000291578.2500.40%0.12%B左11625088.67275.372415593.7502#8100.480100.000291578.2500.40%0.12%支座BAB右11625089.93976.448415593.7502#8100.480100.000291578.2500.40%0.12%A左11625089.07075.709415593.7502#8100.480100.000291578.2500.40%0.12%1支座EDE右139500119.886101.903498712.5002#8100.480100.000314851.5000.33%0.12%D左139500125.472106.652498712.5002#8100.480100.000314851.5000.33%0.12%支座DCD右13950095.44781.130498712.5002#8100.480100.000314851.5000.33%0.12%C左139500101.33486.134498712.5002#8100.480100.000314851.5000.33%0.12%支座CBC右139500125.198106.418498712.5002#8100.480100.000314851.5000.33%0.12%B左13950092.81778.894498712.5002#8100.480100.000314851.5000.33%0.12%支座BAB右139500153.513130.486498712.5002#8100.480100.000314851.5000.33%0.12%A左139500144.428122.764498712.5002#8100.480100.000314851.5000.33%0.12%86 毕业设计（论文）报告纸7.2框架柱（1）剪跨比和轴压比验算表7.3给出了框架柱各层剪跨比和轴压比的计算结果，由表可见，各柱的剪跨比和轴压比均满足规范要求。表7.3柱的剪跨比和轴压比验算柱号层次bmmhmmh0mmfcN/mm2MckN·mVckNNkNMc/Vch0N/fcbhE630050046014.338.69722.17699.9113.7930.047530050046014.363.70439.608239.2403.4960.112430050046014.384.63255.302400.9313.3270.187330050046014.399.03065.819582.9183.2710.272250050046014.379.49644.005792.9453.9270.222160060056016.7166.49455.7141085.0785.3360.180D630050046014.364.29641.289175.0333.3850.082530050046014.394.77762.854399.2103.2780.186430050046014.3122.13684.551631.9473.1400.295330050046014.3138.86898.627873.4303.0610.407250050046014.3129.37771.1461144.2133.9530.320160060056016.7204.40570.1141431.2595.2060.238C630050046014.340.43925.033169.9863.5120.079530050046014.375.61149.186367.7743.3420.171430050046014.3101.56868.420567.5273.2270.265330050046014.3119.19985.113769.4863.0450.359250050046014.3112.18560.7141011.4874.0170.283160060056016.7205.21269.2051389.0615.2950.231B630050046014.347.16027.667118.0323.7060.055530050046014.364.27640.358270.4803.4620.126430050046014.382.33754.354438.3213.2930.204330050046014.381.31662.962619.6632.8080.289250050046014.3146.15887.923807.7063.6140.226160060056016.7219.75183.7831114.4914.6840.185A250050046014.3120.48466.481195.2743.9400.055160060056014.3202.75568.276382.0685.3030.07486 毕业设计（论文）报告纸（2）正截面承载力计算根据内力组合表，将支座中心处的弯矩换算至支座边缘，并与柱端组合弯矩调整值比较后，选出最不利内力，进行配筋计算。计算所用到公式如下：ea取20mm和偏心方向截面尺寸的1/30两者中的大值。柱的计算长度按公式（7.1）计算，其中（7.1）若大于5，则应考虑偏心距增大系数。（取值不大于1.0）若，则取=1.0。对称配筋若（根据钢筋类型取不同值）则为大偏压情况，配筋面积计算公式如下：再按Nma#及相应的M一组计算。此组内力是非地震组合情况，且无水平荷载效应，故不必进行调整，且取，计算方法与上述基本相同。86 毕业设计（论文）报告纸同理可求得、、的值，若则为小偏心受压。按上式计算时，应满足及，若，则应按构造配筋，且应满足，单侧配筋率，即。接下来就可以以计算出的进行配筋。（3）柱斜截面受剪承载力计算。计算方法为：首先计算上柱柱端弯矩设计值及柱底弯矩设计值，由此可计算框架的剪力设计值且要满足（不大于3.0）其中取较大的柱下端值，而且，、不应考虑，则为将相应表格中查得的值除以0.8，为将相应表格中查得的值除以0.85。与相应的轴力若满足，则取为计算用值。86 毕业设计（论文）报告纸若上式计算结果小于0，则该层柱应按构造配置箍筋。接下来就可以进行配筋计算。先由柱的轴压比表查得相应的柱的轴压比，再查得最小配箍特征值，则可求的最小体积配箍率且应满足非加密区还应满足。各层柱计算结果见表。86 毕业设计（论文）报告纸表7.4柱正截面承载力计算柱号层次MNL0bh0e0h0/30eaeiL0/hξ1ξ1ξ2ηηeieξ(ξb=0.518)偏心As三级钢实配ρ%E630.9641.933500138000738.2315.3320758.237.0025.58111.021774.33984.3330.021大1474#146160.0044.6295.2948.4515.332068.457.0011.25111.23584.55294.5520.483小-97550.9685.943500138000592.9915.3320612.997.0012.48111.026629.09839.0940.044大2214#146160.0044.19207.0120.2515.332040.257.005.18111.40056.35266.3510.503小-232467.71111.603500138000606.7015.3320626.707.009.61111.026642.80852.8040.057大3004#146160.0045.14320.7416.0115.332036.017.003.34111.44752.11262.1141.663小-340379.22120.793500138000655.8615.3320675.867.008.88111.024691.96901.9560.061大3644#146160.0040.00466.330.0015.332020.007.002.30111.80536.10246.1002.091小-492262.91143.924125230000437.1515.3320457.158.2512.42111.049479.51689.5120.044大2344#168040.0031.57634.362.4715.332022.478.252.82111.99544.84254.8350.511小-5511133.20253.135000336000526.1918.6720546.198.3311.88111.051573.97833.9710.045大5924#1810170.0030.94868.061.0818.672021.088.333.46112.31848.86308.8570.510小-574D651.44117.443500138000437.9715.3320457.977.009.13111.035474.07684.0670.060大1854#146160.00424.43196.22124.5315.3320144.537.005.47111.111160.63370.6261.684大-86575.82269.803500138000281.0215.3320301.027.003.98111.053317.12527.1230.137大1764#146160.00420.92438.4747.7015.332067.707.002.45111.23883.80293.8010.513小-334497.71415.283500138000235.2815.3320255.287.002.58111.063271.38481.3820.210大1924#146160.00422.58680.6933.1815.332053.187.001.58111.30369.28279.2760.516小-4563111.09553.493500138000200.7215.3320220.727.001.94111.073236.82446.8170.280大1884#146160.00416.78922.6818.1815.332038.187.001.16111.42254.28264.2820.518小-5382103.50708.564125230000146.0715.3320166.078.252.52111.135188.44398.4370.215大994#168040.00310.871203.939.0315.332029.038.251.48111.77051.39261.3900.516小-4641163.52851.385000336000192.0718.6720212.078.333.53111.131239.85499.8470.152大5024#1810170.0032.821496.341.8918.672021.898.332.01112.26949.66309.6640.515小-25786 毕业设计（论文）报告纸C632.35121.963500138000265.2615.3320285.267.008.79111.056301.36511.3550.062大534#146160.0041.39199.266.9815.332026.987.005.38111.59743.08253.0800.501小-242560.49275.403500138000219.6415.3320239.647.003.89111.067255.74465.7400.140大694#146160.0042.34428.235.4615.332025.467.002.50111.63241.56251.5570.512小-449481.25428.033500138000189.8415.3320209.847.002.51111.077225.94435.9350.217大734#146160.0041.70657.772.5915.332022.597.001.63111.71338.69248.6860.516小-586395.29579.313500138000164.5015.3320184.507.001.85111.087200.60410.5960.294大694#146160.0043.64887.654.1015.332024.107.001.21111.66840.20250.1970.517小-624289.75706.194125230000127.0915.3320147.098.252.53111.152169.45379.4510.514大84#168040.0035.101130.174.5115.332024.518.251.58111.91246.88256.8780.516小-5341156.79842.345000336000186.1318.6720206.138.333.57111.135233.91493.9110.150大4574#1810170.0035.411469.823.6818.672023.688.332.05112.17351.46311.4580.515小-265B637.7383.343500138000452.7215.3320472.727.0012.87111.034488.82698.8180.042大1374#146160.00416.75124.50134.5015.3320154.507.008.61111.104170.60380.6040.063大-53551.42205.303500138000250.4715.3320270.477.005.22111.060286.57496.5730.104大824#146160.00414.36216.3866.3815.332086.387.004.96111.186102.48312.4810.506小-175465.87339.573500138000193.9815.3320213.987.003.16111.075230.08440.0800.172大444#146160.00415.56350.6644.3615.332064.367.003.06111.25080.46290.4620.511小-298365.05484.643500138000134.2315.3320154.237.002.21111.104170.33380.3280.515小-744#146160.00410.50495.7321.1815.332041.187.002.16111.39157.28267.2780.514小-4422115.19624.384125230000184.4915.3320204.498.252.86111.109226.85436.8500.190大2054#168040.003-19.22646.16-29.7515.3320-9.758.252.7711-1.29412.62222.6150.511小-6931175.80844.075000336000208.2818.6720228.288.333.56111.122256.05516.0540.150小5834#1810170.00315.11891.5916.9518.672036.958.333.37111.75264.73324.7290.511小-480A296.39138.934125230000693.7815.3320713.788.2512.87111.031736.15946.1450.042大4624#168040.0032.87169.5616.9415.332036.948.2510.54111.60559.31269.3080.482小-1921161.70271.495000336000595.5718.6720615.578.3311.07111.045643.35903.3520.048大7634#1810170.0030.46338.321.3618.672021.368.338.89112.30149.13309.1350.492小-36186 毕业设计（论文）报告纸表7.5框架柱箍筋数量表柱号层次γREVkN0.2βcfcbh0kNNkN0.3fcAkNAsv/Sρvmin=λvfc/fyv加密区非加密区E621.11394.6895.29643.5＜00.286%2B8@502B8@100537.71394.68207.01643.5＜00.334%2B8@502B8@100452.65394.68320.74643.5＜00.390%2B8@502B8@100362.66394.68466.33643.5＜00.390%2B8@502B8@100239.42657.80634.361072.5＜00.278%2B8@502B8@100146.641122.24868.061803.6＜00.585%2B8@502B8@100D639.31394.68196.22643.5＜00.286%2B8@502B8@100559.84394.68438.47643.5＜00.334%2B8@502B8@100480.49394.68680.69643.5＜00.390%2B8@502B8@100393.89394.68922.68643.5＜00.390%2B8@502B8@100265.04657.801203.931072.5＜00.278%2B8@502B8@100159.131122.241496.341803.6＜00.585%2B8@502B8@100C623.83394.68199.26643.5＜00.286%2B8@502B8@100546.82394.68428.23643.5＜00.334%2B8@502B8@100465.14394.68657.77643.5＜00.390%2B8@502B8@100381.03394.68887.65643.5＜00.390%2B8@502B8@100262.80657.801130.171072.5＜00.278%2B8@502B8@100151.951122.241469.821803.6＜00.585%2B8@502B8@100B626.34394.68124.50643.5＜00.286%2B8@502B8@100538.42394.68268.94643.5＜00.334%2B8@502B8@100451.75394.68413.18643.5＜00.390%2B8@502B8@100349.96394.68557.48643.5＜00.390%2B8@502B8@100288.78657.80728.641072.5＜00.278%2B8@502B8@100169.771122.24972.231803.6＜00.585%2B8@502B8@100A260.78657.80169.561072.5＜00.278%2B8@502B8@100157.901122.24338.321803.6＜00.585%2B8@502B8@10086 毕业设计（论文）报告纸7.3楼板楼板长跨与短跨之比小于2，为四边支撑的多跨连续双向板，钢筋采用HRB335，混凝土采用C30。7.3.1截面尺寸长边梁b#=300(mm)长边梁宽度b#h#=600(mm)长边梁高度h#lc#=4.8(m)长边梁支座间距lc#c#=30(mm)长边梁保护层厚度c#h0#=570(mm)长边梁有效高度h0#ln#=4.5(m)长边梁净跨ln#=lc#-byl#=4.8(m)长边梁计算跨度l#＝lc#短边梁by=300(mm)短边梁宽度byhy=500(mm)短边梁高度hylcy=3.3(m)短边梁支座间距lcycy=30(mm)短边梁保护层厚度cyh0y=470(mm)短边梁有效高度h0ylny=3(m)短边梁净跨lny=lcy-b#ly=3.3(m)短边梁计算跨度ly=lcy板b=1000(mm)板宽b取1m宽板带h=120(mm)板厚hC0=20(mm)板保护层厚度C0h0=100(mm)板有效高度h086 毕业设计（论文）报告纸l0#=4.5(m)计算跨度l0#＝ln#l0y=3(m)计算跨度l0y＝lnyα=2.25α＝(l0#/l0y)2β=2β＝27.3.2楼面荷载恒载标准值0.6(kN/m2)水泥砂浆面层自重=厚度×203(kN/m2)钢筋混凝土板自重=h×250.34(kN/m2)混合砂浆天棚抹灰自重=厚度×17qGK3.94(kN/m2)永久荷载标准值qGk活载标准值qQk2.5(kN/m2)可变荷载标准值qQk7.3.3荷载组合基本组合(支座最大负弯矩)qg18.228(kN/m2)可变荷载效应组合qg1=1.2qGk+1.4qQkqg27.769(kN/m2)永久荷载效应组合qg2=1.35qGk+1.4#0.7qQkqg8.228(kN/m2)qg=ma#(qg1，qg2)基本组合(跨中最大正弯矩)g1(kN/m2可变荷载效应组合g1=1.2qGk+1.4qQk/286 毕业设计（论文）报告纸6.478)g26.544(kN/m2)永久荷载效应组合g2=1.35qGk+1.4×0.7qQk/2q11.75(kN/m2)q1=1.4qQk/2q21.225(kN/m2)q2=1.4×0.7qQk/2g6.544(kN/m2)g=ma#(g1，g2)q1.75(kN/m2)q=ma#(q1，q2)标准组合(支座最大负弯矩)qgkk6.44(kN/m2)qgKK=qGk+qQk标准组合(跨中最大正弯矩)gkk5.19(kN/m2)gKK=qGk+qQk/2qkk1.25(kN/m2)qKK=qQk/2准永久组合(支座最大负弯矩)qgqq5.19(kN/m2)qgQQ=qGk+0.5qQk准永久组合(跨中最大正弯矩)gqq(kN/m2gQQ=qGK+0.5qQk/286 毕业设计（论文）报告纸4.565)qqq0.625(kN/m2)qQQ=0.5qQk/27.3.4按塑性绞线法计算弯矩基本公式为2M#+2My+M#"+M#""+My"+My""=1/12(g+q)l0y2（3·l0#-l0y），令n=l0y/l0#，α=my/m#，β=m#"/my"=m#""/m#=my"/my=my""/my考虑到节省钢材和配筋方便，一般取β=1.5~2.5。为使在使用阶段两方向的截面应力较为接近，宜取α=（1/n)2。塑性绞线法2M#＝2·0.75·l0y·m#＝3.6m#2My＝2·α·(l0#-l0y/4)·m#＝16.875m#M#"＝β·l0y·m#＝6m#My"＝α·β·l0#·m#＝20.25m#M#""＝β·l0y·m#＝6m#My""＝α·β·l0#·m#＝20.25m#?72.975m#m#＝(g+q)·l0y2·(3·l0#-l0y)/12/?m#0.895kN.mmy＝α·m#＝2.014kN.mm#"＝β·m#＝1.790kN.mmy"＝β·my＝4.028kN.m86 毕业设计（论文）报告纸m#""＝β·m#＝1.790kN.mmy""＝β·my＝4.028kN.m7.3.5按塑性绞线法计算配筋，由于是双向配筋，两个方向的截面的有效高度不同。考虑到短跨方向的弯矩比长跨方向的大，故应将短跨方向的跨中受力钢筋放置在长跨方向的外侧。计算配筋截面面积的近似计算公式为表7.6塑性绞线法配筋截面h0masγs选配实际面积跨中l#向A900.8950.020.9933.484B8@200251.2ly向B1002.0140.050.9769.204B8@200251.2跨间l#向A901.7900.040.9867.652B8@200251.2ly向B1004.0280.10.95141.321B8@200251.286 毕业设计（论文）报告纸第八章基础设计8.1设计资料采用柱下独立基础，柱子截面尺寸为=600×600，基础采用C30混凝土，=14.3N/mm2，=1.43N/mm2。钢筋采用HRB335级钢，=300N/mm2，基础埋深=1.7m，地基持力层为粘土层，地基承载力标准值=230kpa。设计基础的荷载包括框架柱传来的、、和基础自重以及回填土重。8.2独立基础设计8.2.1荷载计算取柱底荷载标准值：8.2.2地基承载力计算基础宽度大于3米或埋置深度大于0.5米时，需按下式计算地基承载力的深度修正，既设计值，经修正后的地基承载力特征值值为式中—修正后地基承载力特征值—地基承载力特征值、—基础宽度和深度的地基承载力修正系数—所求承载力的土层土的重度86 毕业设计（论文）报告纸—基础底面宽度—基础底面以上土的加权平均重度d—基础埋置深度杂填土=16kN/m3，粘土=20kN/m3，，地基承载力特征值对深度修正：8.2.3基础底面尺寸确定按中心荷载作用下计算基础底面积为式中—基础与台阶上土的平均重度。取=2×2=4m2(3)地基承载力验算基础底面截面抵抗距(荷载为标准组合)作用于基础中心的弯矩和轴力86 毕业设计（论文）报告纸满足要求。8.2.4冲切验算荷载为基本组合，柱与基础交接处符合要求。8.2.5配筋计算由于所选基础为正方形底面，所以两个方向底面配筋相同只需计算一个方向即可。柱下独立基础配筋设计控制截面为柱边，进行抗弯验算，计算模式为四块悬臂的梯形独立板。86 毕业设计（论文）报告纸计算弯矩设计值I-I截面：　　　　　　　　　　选4B14，=615mm2。86 毕业设计（论文）报告纸第九章楼梯设计选取第三标准层的楼梯为设计对象，楼层层高为2.8m，踏步为155mm×260mm，采用C30混凝土，，采用HRB335钢筋，，楼梯上均布活载标准值为2.0kN/mm2。9.1楼梯板计算板倾斜度，，板厚h=100mm，约为板斜长的1/30，取lm宽板带计算。(1)荷载计算荷载分项系数基本组合的总荷载设计值表8.1楼梯板的荷载荷载种类荷载标准值（kN/m）恒载水磨石面层（0.155+0.26）×0.65/0.26=1.037三角形踏步0.5×0.155×0.26×25/0.26=1.937斜板0.155×25/0.888=4.364板底抹灰0.02×17/0.888=0.383小计7.721活载2(2)截面设计板水平计算跨度86 毕业设计（论文）报告纸弯矩设计值选配B8@200mm，As=251.2mm2，上部受压钢筋按构造取B8@200mm，分布筋B8，每级踏步下一根。9.2平台板计算设平台板厚h=100mm,取1m宽板带计算。(1)荷载计算表9.2平台板的荷载荷载种类荷载标准值（kN/m）恒载水磨石面层0.65100厚混凝土板0.1×25=2.5板底抹灰0.02×17=0.34小计3.49活载2总荷载设计值(2)截面设计板的计算跨度86 毕业设计（论文）报告纸弯矩设计值选配B8@200mm,As=251.2mm29.3平台梁计算设平台梁截面(1)荷载计算表9.3平台梁的荷载荷载种类荷载标准值（kN/m）恒载梁自重0.2×(0.25-0.1)×25=0.75梁侧粉刷0.2×(0.25-0.1)×17×2=0.102平台板传来3.49×1.69/2=2.949梯段板传来7.721×2.08/2=8.030小计11.831活载2×(1.69/2+2.08/2)=3.77总荷载设计值(2)截面设计计算跨度86 毕业设计（论文）报告纸弯矩设计值剪力设计值截面按倒L形计算梁的截面有效高度经计算属第一类T形截面,采用HRB335钢筋选3B14，As=236mm2斜截面受剪承载力计算配置箍筋B8@200mm满足要求86 毕业设计（论文）报告纸第十章PKPM电算结果10.1抗震分析10.1.1震动周期表10.1考虑扭转耦联时的振动周期振型号周期转角平动系数(#+Y)扭转系数10.6680158.590.95(0.83+0.12)0.0520.655266.490.94(0.16+0.78)0.0630.5696105.670.11(0.01+0.10)0.8940.25243.790.99(0.99+0.00)0.0150.246596.750.74(0.01+0.73)0.2660.230682.740.28(0.00+0.28)0.7270.16580.181.00(1.00+0.00)0.0080.135389.950.80(0.00+0.80)0.2090.129889.600.19(0.00+0.18)0.81100.1170179.851.00(1.00+0.00)0.00110.096396.610.01(0.00+0.01)0.99120.0945179.190.99(0.99+0.00)0.01地震作用最大的方向=-84.070(度)86 毕业设计（论文）报告纸10.1.2仅考虑#向地震作用时的地震力（仅列出前面三个振型）Floor:层号Tower:塔号F-#-#:#方向的耦联地震力在#方向的分量F-#-y:#方向的耦联地震力在Y方向的分量F-#-t:#方向的耦联地震力的扭矩表10.2振型1的地震力-------------------------------------------------------FloorTowerF-#-#F-#-yF-#-t(kN)(kN)(kN-m)61679.52-248.54-2174.9251669.35-247.57-2184.1141552.53-213.06-1908.2231389.15-166.45-1535.5421282.19-135.45-2075.4011198.01-92.75-1400.04表10.3振型2的地震力-------------------------------------------------------FloorTowerF-#-#F-#-yF-#-t(kN)(kN)(kN-m)61128.88273.051120.6651128.37271.121128.0541105.05231.75983.573172.49178.78783.712153.93160.701032.1286 毕业设计（论文）报告纸1138.74109.14690.09表10.4振型3的地震力-------------------------------------------------------FloorTowerF-#-#F-#-yF-#-t(kN)(kN)(kN-m)617.78-24.241159.84518.89-23.481139.59416.82-18.94944.91313.91-13.00683.91213.53-22.62776.10113.01-14.96527.98表10.5各振型作用下#方向的基底剪力-------------------------------------------------------振型号剪力(kN)12770.752527.47333.954976.75512.9865.307222.0780.0090.011028.17110.0086 毕业设计（论文）报告纸126.29表10.6各层#方向的作用力(CQC)------------------------------------------------------------------------------------------FloorTowerF#V#(分塔剪重比)(整层剪重比)M#StaticF#(kN)(kN)(kN-m)(kN)61891.72891.72(11.99%)(11.99%)2496.811034.4851816.931685.10(10.90%)(10.90%)7194.46955.2941702.242290.98(9.76%)(9.76%)13518.87795.1231600.842726.43(8.66%)(8.66%)20968.25634.9521681.893105.01(7.18%)(7.18%)30814.10695.8911585.543458.36(5.96%)(5.96%)47387.65528.39抗震规范(5.2.5)条要求的#向楼层最小剪重比=1.60%#方向的有效质量系数:98.83%10.1.3仅考虑Y向地震作用时的地震力（仅列出前面三个振型）Floor:层号Tower:塔号F-y-#:Y方向的耦联地震力在#方向的分量F-y-y:Y方向的耦联地震力在Y方向的分量86 毕业设计（论文）报告纸F-y-t:Y方向的耦联地震力的扭矩表10.7振型1的地震力-------------------------------------------------------FloorTowerF-y-#F-y-yF-y-t(kN)(kN)(kN-m)61-270.7199.02866.4551-266.6698.63870.1241-220.1284.88760.2131-155.0366.31611.7421-112.4253.96826.8111-78.8836.95557.75表10.8振型2的地震力-------------------------------------------------------FloorTowerF-y-#F-y-yF-y-t(kN)(kN)(kN-m)61299.21633.902601.6451298.02629.412618.8141243.89538.022283.3931168.28415.041819.4121125.20373.062396.091189.93253.361602.07表10.9振型3的地震力-------------------------------------------------------FloorTowerF-y-#F-y-yF-y-t(kN)(kN)(kN-m)86 毕业设计（论文）报告纸61-26.8683.71-4005.0551-30.7181.07-3935.1441-23.5665.41-3262.8831-13.5244.90-2361.6421-12.1978.12-2679.9511-10.4051.65-1823.16表10.10各振型作用下Y方向的基底剪力-------------------------------------------------------振型号剪力(kN)1439.7522842.783404.8743.545614.156127.4670.00896.38922.30100.00110.04120.01表10.11各层Y方向的作用力(CQC)------------------------------------------------------------------------------------------FloorTowerFyVy(分塔剪重比)(整层剪重比)MyStaticFy86 毕业设计（论文）报告纸(kN)(kN)(kN-m)(kN)61821.21821.21(11.04%)(11.04%)2299.391034.4851772.381582.64(10.24%)(10.24%)6720.98955.2941662.532197.08(9.36%)(9.36%)12825.84795.1231557.372665.33(8.46%)(8.46%)20186.54634.9521671.313132.14(7.24%)(7.24%)30249.05695.8911545.903506.73(6.04%)(6.04%)47291.11528.39抗震规范(5.2.5)条要求的Y向楼层最小剪重比=1.60%Y方向的有效质量系数:98.19%10.1.4结构位移所有位移的单位为毫米Floor:层号Tower:塔号Jma#:最大位移对应的节点号Jma#D:最大层间位移对应的节点号Ma#-(Z):节点的最大竖向位移h:层高Ma#-(#)，Ma#-(Y):#,Y方向的节点最大位移Ave-(#)，Ave-(Y):#,Y方向的层平均位移Ma#-D#，Ma#-Dy:#,Y方向的最大层间位移86 毕业设计（论文）报告纸Ave-D#，Ave-Dy:#,Y方向的平均层间位移Ratio-(#),Ratio-(Y):最大位移与层平均位移的比值Ratio-D#,Ratio-Dy:最大层间位移与平均层间位移的比值Ma#-D#/h，Ma#-Dy/h:#,Y方向的最大层间位移角D#R/D#,DyR/Dy:#,Y方向的有害位移角占总位移角的百分比例Ratio_A#,Ratio_AY:本层位移角与上层位移角的1.3倍及上三层平均位移角的1.2倍的比值的大者#-Disp，Y-Disp，Z-Disp:节点#,Y,Z方向的位移表10.15#方向地震力作用下的楼层最大位移FloorTowerJma#Ma#-(#)Ave-(#)Ratio-(#)hJma#DMa#-D#Ave-D#Ratio-D#Ma#-D#/h6165612.5312.211.032800.6561.131.111.021/2475.5154911.4811.181.032800.5492.092.061.011/1342.414429.489.221.032800.4422.822.791.011/992.313356.746.521.032800.3353.283.241.011/854.212123.633.271.113300.2391.591.421.121/2076.11942.051.871.105000.942.051.871.101/2441.#方向最大值层间位移角:1/854.表10.16Y方向地震力作用下的楼层最大位移86 毕业设计（论文）报告纸FloorTowerJma#Ma#-(Y)Ave-(Y)Ratio-(Y)hJma#DMa#-DyAve-DyRatio-DyMa#-Dy/h6172515.3112.151.262800.7251.171.021.151/2386.5164814.1611.161.272800.6481.981.701.161/1412.4154112.219.491.292800.5412.672.241.191/1051.314349.577.281.312800.4342.992.411.241/935.213266.594.851.363300.3283.072.231.371/1075.111983.532.631.345000.1983.532.631.341/1416.Y方向最大值层间位移角:1/935.表10.17#方向风荷载作用下的楼层最大位移FloorTowerJma#Ma#-(#)Ave-(#)Ratio-(#)hJma#DMa#-D#Ave-D#Ratio-D#Ma#-D#/h616560.600.601.002800.6560.040.041.001/9999.515490.560.561.002800.5460.080.081.001/9999.414420.480.481.002800.4390.110.111.001/9999.313350.370.371.002800.3320.150.151.001/9999.86 毕业设计（论文）报告纸212120.230.221.023300.3270.090.091.031/9999.11940.140.141.035000.940.140.141.031/9999.#方向最大值层间位移角:1/9999.表10.18Y方向风荷载作用下的楼层最大位移FloorTowerJma#Ma#-(Y)Ave-(Y)Ratio-(Y)hJma#DMa#-DyAve-DyRatio-DyMa#-Dy/h617252.312.071.112800.7050.160.161.001/9999.516482.151.921.122800.6480.260.261.001/9999.415411.901.661.142800.5410.350.351.011/7999.314341.551.311.182800.4340.420.391.061/6721.213261.130.901.253300.3270.500.401.261/6583.111980.630.511.245000.1980.630.511.241/7963.Y方向最大值层间位移角:1/6583.86 毕业设计（论文）报告纸10.1.5各振型图如下图10.1第一二三振型结构各层质心震动简图86 毕业设计（论文）报告纸10.2内力分析图10.2地震作用下最大楼层剪力曲线86 毕业设计（论文）报告纸图10.3地震作用下最大楼层弯矩曲线86 毕业设计（论文）报告纸图10.4地震作用下最大楼层位移角曲线86 毕业设计（论文）报告纸图10.5风载作用下最大楼层剪力曲线86 毕业设计（论文）报告纸图10.6风载作用下最大楼层弯矩曲线86 毕业设计（论文）报告纸图10.7风载作用下最大楼层位移曲线86 毕业设计（论文）报告纸参考文献[1]GB50009-2012，建筑结构荷载规范[S].中华人民共和国建设部，2012.[2]GB50010-2010，混凝土结构设计规范[S].中华人民共和国建设部，2010.[3]GB50011-2010，建筑抗震设计规范[S].中华人民共和国建设部，2010.[4]GB50007-2011，建筑地基基础设计规范[S].中华人民共和国建设部，2011.[5]GB/T50001-2010，房屋建筑制图统一标准[S].中华人民共和国建设部，2010.[6]JGJ3-2010，高层建筑混凝土结构技术规程[S].中华人民共和国建设部，2010.[7]曹双寅，冯健，舒赣平，邱洪兴，等.工程结构设计原理[M].第二版，南京:东南大学出版社，2008.[8]闫兴华，韩淼.土木工程专业本科毕业设计指导与算例[M].第一版，中国电力出版社，2008.[9]同济大学，西南建筑科技大学，东南大学，重庆大学.房屋建筑学[M].第四版，中国建筑工业出版社，2005.[10]杨星.PKPM结构软件从入门到精通[M].第一版，中国建筑工业出版社，[11]赵明华，徐学燕.基础工程[M].第二版，高等教育出版社，2010.86 毕业设计（论文）报告纸致谢这次毕业设计可以圆满地完成，除了自身的努力，还得益于同学的帮助，老师的悉心指导，在此，特别向指导我的###老师、我的朋友和帮助我的同学表示深深的感谢！通过这次毕业设计，使我对建筑结构设计有了更加系统、全面、深入的了解。从2014年2月底，老师就早早地给我们小组布置任务，每周一次的见面会成了我们向老师汇报的平台，不断要求自己，在老师的指导下，按照指导书一步一步做下来，发现问题与老师讨论，不断解决问题，逐渐地进入状态，最终完成毕业设计。老师和蔼可亲，平易近人，感谢老师的悉心指导，衷心祝愿老师身体健康！同时感谢######大学四年的培养，感谢土木工程专业老师长期以来的谆谆教诲，感谢在毕设期间给予帮助的同学们！86'