毕业设计结构计算书_桥南小区3号楼设计

'桥南小区结构计算书08届本科生毕业论文（设计）存档编号四川XX大学本科毕业设计桥南小区3号楼设计系（院）土木工程系专业土木工程班级2008级XX班学生XXXXXXXX指导教师XXXXXXX2011年11月5日四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书摘要本工程为泸州桥南小区3号楼工程，主体为六层,采用钢筋混凝土现浇框架结构，本地区抗震设防烈度为6度，按照建设单位的要求做成7度设防，场地类别为II类场地。主导风向为西北，基本风压0.3KN/m，基本雪压0.35KN/m。本设计主要进行了结构方案中纵向框架第③轴非抗震与抗震的对比设计。在确定框架布局之后，先进行了楼板的设计，楼板设计中涉及到了双向板及单向板。再分层计算了各楼层的竖向荷载,确定了水平方向的框架在竖向荷载作用下的计算简图，利用弯矩二次分配法分配固端弯矩，得到了竖向荷载作用下的弯矩图，进而得到剪力，轴力图。接着利用D值法（修正反弯点法）完成了水平风荷载的计算，按照以刚度比例分配的原则，得到水平风荷载作用下的内力图。接下来，用分层法完成了重力荷载代表值的统计，用能量法求得结构自振周期，同D值法完成了水平地震作用下的内力计算，也完成了地震作用下的剪重、刚重比的验算。在得到一系列荷载作用下的内力以后，又分别对框架梁、柱完成了抗震与非抗震的内力组合、最不利荷载下的截面配筋设计。随后，又完成了楼梯及柱下独立基础的设计。在整个结构设计过程中，严格遵循相关的专业规范的要求，参考相关资料和有关最新的国家标准规范，对设计的各个环节进行综合全面的科学性考虑。本着经济合理、安全可靠、使用方便是本设计的原则制定建筑结构方案。并以此作为现场施工的重要依据。关键词：住宅楼；框架结构；D值法；风荷载；抗震设计；内力计算四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书ABSTRACTThisworksfortheLuzhouBridgeDistrict3buildingproject,mainbodyisdividedintosixlayers,usingcast-in-placereinforcedconcreteframestructure,theseismicfortificationintensityis6degrees,accordingtotherequirementsofconstructionunitmadeof7degreesfortification,siteclassificationforclassIIsite.Dominantwinddirectiontothenorthwest,basicwindpressureof0.3KN/m,0.35KN/Mbasicsnowpressure.Thedesignofthemainstructureinthethirdschemeoflongitudinalframeaxisnonseismicandseismicdesignofcontrast.Afterdeterminingtheframelayout,thefirstconductedonthedesignofslab,slabdesigninvolvesbidirectionalandunidirectionalplateplate.Furtherstratificationwerecalculatedoneachflooroftheverticalload,determinethehorizontalframeunderverticalloadcalculationdiagram,usingmomenttwomethodsofdistributionandallocationoffixedendmoment,obtainedtheverticalloadsofthebendingmomentdiagram,andshear,axialforce.ThentheuseofDvaluemethod(revisionofanti-bendingpointmethod)completedthehorizontalwindloadcalculation,accordingtothestiffnessoftheproportionprinciple,getthehorizontalwindloadfigure.Next,usinghierarchicalmethodtocompletetherepresentativevalueofgravityloadstatistics,usingtheenergymethodtoobtainstructuralselfvibrationperiod,withtheDvaluelawcompletedunderthehorizontalearthquakeactioncalculationofinternalforces,iscompletedundertheactionofearthquakeshearweight,stiffnessweightratiocalculation.Inaseriesofload,respectivelyontheframebeam,columncompletedseismicandseismicinternalforcecombination,themostunfavorableloadofreinforcedconcretedesign.Subsequently,andfinishedthestairsandunderthecolumntheindependentfoundationdesign.Inthewholeprocessofstructuraldesign,strictlyabidebytherelatedspecializedstandardrequest,thereferencecorrelationdataandtherelatednewnationalstandards,todesigneachlinkcarriesonthesynthesiscomprehensivescientificconsiderations.Thespiritofeconomicreasonable,safeandreliable,user-friendlydesignistheprincipleintheformulationofconstructionorganizationplan.Astheimportantbasisofconstructionsite.Keywords:residentialbuildings;framestructure;Dvalue;windload;seismicdesign;calculationofinternalforce四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书目录摘要2ABSTRACT3第1章设计基本资料7§1.1初步设计资料7第2章结构布置及计算简图8§2.1梁柱截面尺寸初选8§2.2结构布置13§2.3框架结构的计算简图13第3章楼板设计13§3.1楼板荷载13§3.2双向板楼板配筋计算13§3.2单向板楼板配筋计算13§3.3楼板配筋计算结果13第4章横向框架在竖向荷载作用下的计算简图和内力计算13§4.1横向框架在恒荷载作用下的计算134.1.1计算简图的确定134.1.2标准层荷载的计算134.1.3屋面恒荷载的计算134.1.4横向框架在恒荷载下的最终计算简图13§4.2横向框架在活荷载作用下的计算简图134.2.1标准层在活荷载作用下的计算简图134.2.2屋面层在活荷载作用下的计算简图134.2.3屋面层在雪荷载作用下的计算简图134.2.4横向框架在活荷载作用下的最终计算简图13§4.3横向框架在重力荷载作用下的计算简图134.3.1标准层框架的重力荷载代表值134.3.2屋面层框架的重力荷载代表值134.3.3横向框架在重力荷载代表值作用下的最终计算简图13§4.4横向框架在竖向荷载作用下的内力计算134.4.1计算各框架梁、柱的截面惯性矩134.4.2计算固端弯矩134.4.3弯矩二次分配134.4.4恒荷载下的内力图134.4.5活荷载下的内力图134.4.6重力荷载下的内力图13第5章横向框架在水平风荷载作用下的内力和位移计算13§5.1横向框架在风荷载作用下的计算简图13§5.2横向框架在风荷载作用下的位移计算13§5.3横向框架在风荷载作用下的内力计算135.3.1反弯点高度的计算135.3.2.柱端弯矩及剪力计算135.3.3.梁端弯矩及剪力计算135.3.4.柱轴力的计算135.3.5.框架在风荷载作用下的内力图13四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书第6章横向框架在水平地震作用下的内力和位移计算13§6.1重力荷载代表值计算13§6.2侧移刚度D值计算13§6.3基本自振周期的计算13§6.4横向水平地震作用计算13§6.5横向框架在水平地震作用下的内力计算13§6.6横向框架在水平地震作用下的内力图13第7章框架梁柱内力组合13§7.1有关组合的规定13§7.2框架梁内力组合131.内力转换和梁端负弯矩、跨中弯矩的调幅132.非抗震设计时的基本组合133.抗震设计荷载效应组合134.荷载效应的标准组合13§7.3框架柱内力组合131.柱控制截面上的内力132.非抗震基本组合133.地震作用和其他荷载效应的组合134.荷载效应的标准组合13第8章框架梁、柱截面设计13§8.1框架梁非抗震截面设计131.最不利荷载组合的选取132.框架梁正截面非抗震受弯承载力计算133.框架梁斜截面非抗震受剪承载力计算13§8.2框架梁抗震截面设计131.最不利荷载组合的选取132.框架梁正截面抗震受弯承载力计算133.框架梁斜截面抗震受剪承载力计算13§8.3框架柱非抗震截面设计131.框架柱非抗震截面设计132.框架柱斜截面非抗震受剪承载力计算13§8.4框架柱抗震截面设计138.4.1正截面承载力计算138.4.2斜截面承载力计算13第9章楼梯设计13§9.1底层楼梯设计139.1.1楼梯梯段斜板设计139.1.2平台板设计139.1.3平台梁设计13§9.2二～六层楼梯设计139.2.1楼梯梯段斜板设计139.2.2平台板设计139.2.3平台梁设计13第10章基础设计13§10.1基础设计资料13§10.2基础尺寸的确定13§10.3计算基底边缘是最大与最小应力13§10.4地基承载力设计值其验算13§10.5基础配筋计算13四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书参考文献13总结13致谢13四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书桥南小区3号楼结构计算书第1章设计基本资料§1.1初步设计资料(1)建设项目名称：桥南小区3#楼(2)建设地点：泸州长江大桥南岸十字路旁(3)设计资料：①地质水文资料：根据工程地质勘测报告，拟建场为小山丘，表面为平均厚度0.2m左右的腐质土，以下为2.0m左右的红色粉质粘土，承载力的特征值为85KN/m2，再下面为较厚的垂直及水平分布比较均匀的强风化辉长岩，其承载力的特征值为280KN/m2，可作为天然地基持力层。场地平整时山丘将会削平。地下水位距地表最低为-8m,对建筑物基础无影响。②气象资料：气温：年平均气温18℃，最高气温43℃，最低气温0℃。全年主导风向：偏南风夏季主导风向：南偏东风冬季主导风向：北偏西风常年降雨量为：8674.20mm基本风压为：0.30KN/m2（C类场地）基本雪压为：0.35KN/m2，位于雪荷载分区Ⅲ区。③抗震设防要求：七度设防④底层室内主要地坪标高为±0.000，相当于绝对标高352.45m。⑤梁、板、柱的混凝土均选用C30，梁柱主钢筋选用HRB400，箍筋选用HPB235，板受力钢筋选用HRB335。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书第2章结构布置及计算简图§2.1梁柱截面尺寸初选2.1.1结构选型主体结构共5层，底层高为3.9m，其他层均为3.3m，外墙的做法：外墙砌240厚空心砌块砖，门窗详见门窗表，楼层屋盖均为现浇钢筋砼结构,板厚取100mm。根据建筑功能要求以及建筑施工的布置图，本工程确定采用框架承重方案，框架梁、柱布置平面图如下。图2-1框架梁、柱布置平面图2.1.2梁截面尺寸的估算：（1）横向框架梁①③跨：L=4400㎜四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书h（1∕8～1∕12）（550～366.7）㎜，取h450㎜，225mm～150mm取b=250mm满足b>200mm且b/500/2=250mm故框架横纵梁的截面尺寸为b×h=250㎜×450㎜。③⑤跨：L=4500㎜h（1∕8～1∕12）562.5～375㎜，取h450㎜225mm～150mm取b=250mm满足b>200mm故框架梁的截面尺寸为b×h=250㎜×450㎜。⑤⑥跨：L=6400㎜h（1∕8～1∕12）800～533.33㎜，取h450㎜，225mm～150mm取b=250mm满足b>200mm故框架梁的截面尺寸为b×h=250㎜×450㎜。（2）纵向框架梁AD跨：L=6400㎜h（1∕8～1∕12）800～533.3㎜，取h600㎜，300mm～200mm取b=250mm满足b>200mm四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书故框架梁的截面尺寸为b×h=250㎜×600㎜。DE跨：L=4000㎜h（1∕8～1∕12）500～333.3㎜，取h500㎜，250mm～166.7mm取b=250mm满足b>200mm故框架梁的截面尺寸为b×h=250㎜×500㎜。EF跨：L=4500㎜h（1∕8～1∕12）562.5～375㎜，取h500㎜，250mm～166.7mm取b=250mm满足b>200mm故框架梁的截面尺寸为b×h=250㎜×500㎜次梁设计，本住宅楼中次梁较少，为了施工方便，统一次梁尺寸，跨度有4800、4400、3000。取跨度L=4800计算而统一尺寸。L=4800，h（1∕18～1∕12）267～400mm，取h=350，取b200mm。表2.1估算梁的截面尺寸（㎜）及各层混凝土强度等级层数混凝土强度等级横梁（b×h）（mm）纵梁（b×h）（mm）次梁（b×h）（mm）次梁1（b×h）（mm）1～6C30250×450250×500250×350200×3502.1.3柱截面尺寸的估算（1）各柱负荷面积图如下：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书图2-2柱负荷面积图（2）按轴压比要求初估框架柱截面尺寸。框架柱的受荷面积如上图所示，框架柱选用C30混凝土，fc=14.3N/mm2，框架抗震等级为三级，轴压比μN=0.9。由轴压比初步估算框架柱截面尺寸时，按照下式计算。，柱轴向压力设计值N按照下式估算，即备注：：竖向荷载分项系数，已包含活荷载，可取1.25,；：为竖向荷载标准值，取14KN/m²；四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书S：为柱子的受荷面积；n：为受荷载的楼层数；：考虑水平力产生的附加系数，风荷载为四级抗震时，取=1.05，三到一级取1.05～1.15；：边柱，角柱轴向力增大系数，边柱为1.1，角柱为1.2，中柱为1.0；：柱由框架梁与剪力墙连接时，柱轴力折减系数，取0.7～0.8。所有柱的计算见以下计算表格：表2.2柱截面拟定计算表参数S为柱一层的受荷面积受荷载的楼层数n=6.00轴压比μN=0.90竖向荷载增大系数γG（已包含活载）=1.25水平产生的附加系数α1=1.05单位面积竖向荷载标准值q=14.00KN/(mm2)边柱，角柱轴向力增大系数α2=1.00混凝土等级C30柱轴力折减系数β=1.00混凝土抗压强度fc=14.30N/(mm2)注：轴压比μN<0.9;框架为三级抗震，组合系数为1.15柱编号柱负载面积S（m2）柱轴向压力设计值N（KN）估算截面积Ac（mm2）截面估算边长a（mm）截面边长实取值aˊ（mm）备注17.04776.1660307.69245.58450角柱214.241569.96121986.01349.26450边柱37.20793.8061678.32248.35450角柱47.20793.8061678.32248.35450角柱514.241569.96121986.01349.26450边柱67.04776.1660307.69245.58450角柱711.441261.2698000.00313.05450边柱823.142551.19198227.27445.23450中间柱915.101664.78129353.15359.66450角柱1017.681949.22151454.55389.17450边柱四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书1115.101664.78129353.15359.66450角柱1223.142551.19198227.27445.23450中间柱1311.441261.2698000.00313.05450边柱149.351030.8480096.15283.01450边柱1518.912085.10162012.67402.51450中间柱1616.791850.82143809.00379.22450中间柱1714.451593.11123784.97351.83450中间柱1816.791850.82143809.00379.22450中间柱1918.912085.10162012.67402.51450中间柱209.351030.8480096.15283.01450边柱219.901091.4884807.69291.22450边柱2220.032207.76171542.83414.18450中间柱2317.781959.69152268.36390.22450中间柱2415.301686.83131066.43362.03450中间柱2517.781959.69152268.36390.22450中间柱2620.032207.76171542.83414.18450中间柱279.901091.4884807.69291.22450边柱289.351030.8480096.15283.01450边柱2918.912085.10162012.67402.51450中间柱3016.791850.82143809.00379.22450中间柱3114.451593.11123784.97351.83450中间柱3216.791850.82143809.00379.22450中间柱3318.912085.10162012.67402.51450中间柱349.351030.8480096.15283.01450边柱3511.441261.2698000.00313.05450边柱3623.142551.19198227.27445.23450中间柱3715.101664.78129353.15359.66450角柱3817.681949.22151454.55389.17450边柱3915.101664.78129353.15359.66450角柱4023.142551.19198227.27445.23450中间柱4111.441261.2698000.00313.05450边柱427.04776.1660307.69245.58450角柱4314.241569.96121986.01349.26450边柱447.20793.8061678.32248.35450角柱457.20793.8061678.32248.35450角柱4614.241569.96121986.01349.26450边柱477.04776.1660307.69245.58450角柱备注：由于角柱承受面荷载较小，但是由于角柱承受双向偏心荷载作用，受力比较复杂，故截面尺寸也取450x450mm。2.1.4校核框架柱截面尺寸是否符合要求。（1）按照构造要求框架柱截面高度不宜小于400mm，高度不宜小于350mm。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书（2）为避免发生剪切破坏，柱净高与截面长边之比宜大于4。取二层柱高，Hn=3000：（3）框架柱截面高度和宽度一般可取层高的1/10～1/15。（取底层柱高为3300mm）故所选框架柱截面尺寸均满足构造要求。考虑底层为薄弱层，取柱截面底层为500×500，以上各层为450×450。§2.2结构布置取一个规则的框架作为计算单元，如图2-3所示：图2-3结构平面布置图选择较典型的一榀框架，如图中所示，选择3号轴线所在的框架为计算对象。§2.3框架结构的计算简图框架结构的计算简图如图2-4。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书图2-4结构计算简图由于该框架为对称框架，故可以取其一半进行计算，取F－A轴，如下图2-5所示。图2-5框架计算简图注：室内外高差0.45m,基础埋深0.5m,h1=0.45+0.5+3.3=4.25m四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书第3章楼板设计以为在确定框架计算简图时需要利用楼板的传递荷载，因此，在进行框架计算前先进行楼板的设计。各层楼板采用现浇钢筋混凝土梁板结构，梁系把楼板分成一些单向板或者双向板，本设计中全部是双向板，大部分板厚取100mm。§3.1楼板荷载(1)活荷载活荷载取值见下表3.1。表3.1活荷载取值活荷载取值序号类别活荷载标准值1上人屋面活荷载2.0KN/㎡2卫生间活荷载2.0KN/㎡3遮阳板活荷载（按不上人屋面活荷载考虑）0.5KN/㎡4一般房间活荷载2.0KN/㎡(2)上人屋面荷载（板厚100mm）板厚为100mm时，上人屋面的荷载计算见下表3.2。表3.2上人屋面荷载取值上人屋面名称做法厚度（mm）容重(KN/m3)面荷载KN/㎡上人屋面C20细石混凝土40251.001：3水泥砂浆结合层25200.50油毡隔离层4120.05高分子卷材4120.051：3水泥砂浆找平20200.40憎水珍珠岩保温层6040.241：3水泥砂浆找平20200.401:6水泥焦渣找坡50150.75钢筋混凝土楼板100252.50板底20厚粉刷抹平20170.34四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书恒载分项系数1.2屋面恒载6.11取6.5活载分项系数1.4屋面活载2.0设计值10.3注：雪荷载Sk=1.0×0.35KN/㎡=0.35KN/㎡屋面活荷载与雪荷载不同时考虑，两者取大者.(3)标准层楼面荷载（板厚100mm）见下表3.3。表3.3标准层楼面荷载计算标准层楼面荷载水磨石面层总厚度33名称做法厚度（mm)容重(KN/m3)重量KN/㎡彩色水磨石楼面白水泥大理石子面15250.381:3水泥砂浆找平18200.36纯水泥浆一道2200.04钢筋混凝土楼板100252.50板底20厚粉刷抹平20170.34恒载分项系数1.2楼面恒载3.6取4活载分项系数1.4楼面活载2.0设计值7.5(4)遮阳板荷载（板厚80mm）见下表3.4。表3.4遮阳板荷载取值名称做法厚度（mm)容重(KN/m3)重量KN/㎡遮阳板20细石混凝土面层20250.50防水层15200.30找坡层0.50找平层0.40结构层：80厚现浇钢筋混凝土板80252.0010厚板底粉刷层10170.17恒载分项系数1.2楼面恒载3.87取4.0活载分项系数1.4楼面活载0.5设计值5.5(5)卫生间厨房荷载（板厚100mm）见下表3.5。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书表3.5厨房卫生间楼面荷载厨房、卫生间楼面荷载名称做法厚度（mm）容重(KN/m3)重量KN/㎡卫生间、厨房(下沉400mm)地砖铺实10200.201：4干硬性水泥砂浆25200.50基层处理剂一遍0.05加气混凝土回填280143.921：2.5水泥砂浆找平20200.40防水涂料1.50.20钢筋混凝土楼板100252.50板底20厚粉刷抹平20170.34恒载分项系数1.2楼面恒载8.1取8.5活载分项系数1.4楼面活载2.0设计值12.5注：卫生间恒荷载还应该考虑蹲位折算高度，（考虑局部20厚炉渣添高），荷载为1.5KN/m2。故卫生间的恒荷载为（8.1+1.5）×1.2=11.52取12，荷载设计值为14.0。(6)楼梯水泥砂浆楼面荷载（板厚100mm）见下表3.6。表3.6水泥砂浆楼面荷载名称做法厚度（mm)容重(KN/m3)重量KN/㎡楼梯水泥砂浆楼面构造层0.50结构层：100厚现浇钢筋混凝土板100252.50抹灰层：10厚混合砂浆10170.17恒载分项系数1.2楼面恒载3.57活载分项系数1.4楼面活载2.0设计值6.6(7)阳台楼面荷载（板厚100mm）见下表3.7。表3.7阳台楼面荷载名称做法厚度（mm)容重(KN/m3)重量KN/㎡阳台(下沉40mm)地砖铺实10200.201：4干硬性水泥砂浆20200.40四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书沥青油毡和防水卷材0.201：8水泥珍珠岩2％找坡最薄处20160.961：2.5水泥砂浆找平20200.40钢筋混凝土楼板100252.50板底20厚粉刷抹平20170.34恒载分项系数1.2楼面恒载5.0活载分项系数1.4楼面活载2.0设计值8.8§3.2双向板楼板配筋计算在各层楼盖平面，梁系把楼盖分成双向板。计算方法：按弹性理论设计。如下图3-1所示图3-1二层楼板平面布置示意图1.A区格板配筋计算lX=4.4m，lY=4.5m，而B区格lX=lY=4.5m，为了减少计算量，A区格与B区格均按照lX=lY=4.5m进行配筋计算。则因，故按双向板计算。（1）荷载设计值。由表3-3可知，恒荷载计算：g=1.2×3.6=4.32取4.5（KN/㎡）四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书活荷载计算：q=1.4×2.0=2.80取3.0（KN/㎡）g+q/2=4.5+3/2=6.0（KN/㎡）q/2=3.0/2=1.5（KN/㎡）g+q=4.5+3.0=7.5（KN/㎡）（1）计算跨度。由于现浇板均嵌固在四周的梁中，而且板厚所以可以不作楼板的扰度验算，取各个区格的跨度即为各个区格的轴线之间的距离。（2）弯矩计算区格A:本区格为四边固定板，则其跨中弯矩M=M1+M2。M1是在（g=q/2）荷载作用下按四边固定计算出跨中弯矩，M2是在q/2荷载作用下按四边简支情况下计算的跨中弯矩。因，查表得，又通过查相关表格，得到：。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书（1）支座弯矩本区格为四边固定板，查表可知：其他区格B、C、D、F、G、H均属于四边固定板，但是长短边的比值不一样。但是各区格，故中间区格A-C、A-E、A-F、A-H的支座截面弯矩均乘以折减系数0.8。B、D、G为角区格不折减。若不考虑折减，计算配筋时，取内力臂系数，。各截面弯矩设计值详见计算表3.8.表3.8板各截面弯矩计算区格名称MxMyMx"My"A2.983.69-7.14-6.52B2.231.65-4.58-3.36C3.793.79-7.79-7.79D3.351.99-5.99-4.87E3.183.43-6.49-7.06F2.862.12-5.43-4.78I3.032.69-6.61-6.21J0.521.75-2.19-3.14L4.233.62-8.35-7.74M0.291.01-1.09-1.59（2）截面配筋计算材料：混凝土强度等级C30（fc=14.3N/mm2），钢筋为HPB235（fy=210N/mm2）。截面的有效高度h0：短边方向跨中截面h0y=100-20=80mm，长边方向h0x=h0y-10=80-10=70mm，支座截面h0=100-20=80mm。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书截面弯矩设计值不考虑折减，计算配筋量时，取内力臂系数则中间区格A长边方向配筋为：同理：中间区格A短边边跨中截面配筋计算：验算最小配筋率，实际配筋采用φ8@200，实际配筋面积As=251mm2，实际配筋采用φ8@200，实际配筋面积As=251mm2。同理，各截面的配筋计算结果见表3.9。§3.2单向板楼板配筋计算如图3-1，G、H、K板按照单向板计算。取K区格进行计算。1.,故按照单向板计算。2.荷载组合设计值。由可变效应控制的组合：由永久荷载效应控制的组：故取由可变荷载效应控制的组合：3.内力计算。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书取1m宽作为计算单元，按照弹性理论，取K区格板的计算跨度为1.5m。考虑k区格两端梁的嵌固作用，取跨中弯矩为，考虑支座两端的不完全嵌固作用，故取支座弯矩为，K区格的弯矩计算如下：跨中弯矩：支座弯矩：同理，各单向板的计算见表3.9表3.9单向板的内力计算板名称短边长l0（m）长边/短边弯矩系数α截面框中支座跨中支座G1.52.750.1-0.0711.69-1.21H1.52.811.69-1.21K1.63.21.92-1.37N1.62.811.92-1.37板的配筋计算：板的保护层厚度取20mm，选用φ8的钢筋作为受力主筋，则板的有效高度为h0=h-c-d/2=100-20-8/2=76mm，混凝土采用C30。板受力钢筋采用HPB235，fy=210N/mm2，则K区格跨中截面的配筋如下:验算最小配筋率，，所以取面积四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书，实际配筋选用φ8@200，实际配筋面积。同理，可知，当弯矩最大为1.92的时候，通过以上方法计算得到，故所有单向板的配筋均可采用φ8@200，实际配筋。§3.3楼板配筋计算结果表3.10板的配筋计算结果不考虑折减计算配筋时，取内力臂系数γs=0.95，As=M/γsh0fy截面h0（mm）M（KN*m）As（mm2）配筋情况实配面积（mm2）跨中A区格长方向lx702.982138@200251短方向ly803.692318@200251B区格长方向ly702.231608@200251短方向lx801.651038@200251C区格长方向ly703.792718@150335短方向lx803.792378@150335D区格长方向ly701.99142Φ8@200251短方向lx803.352108@200251E区格长方向lx703.182288@200251短方向ly803.432158@200251F区格长方向ly702.121528@200251短方向lx802.861798@200251I区格长方向ly702.691938@200251短方向lx803.031908@200251J区格长方向lx700.52378@200251短方向ly801.751108@200251L区格长方向ly703.622598@150335短方向lx804.232658@150335单向板G761.698@200251单向板H761.698@200251单向板K761.928@200251单向板N761.928@200251B边支座（y方向）80-7.52-4718@100503A-C80-7.79-4888@100503支座A-E80-7.06-4428@100503A-F80-6.52-4098@100503四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书A-H80-7.14-4478@100503B-C80-7.79-4888@100503B-E80-7.72-4848@100503C-D80-7.79-4888@100503D-F80-5.99-3758@100503E-G80-6.49-4078@100503G-H80-1.21-768@200251G-L80-8.35-5238@90559H-I80-6.61-4148@100503H-K80-1.69-1068@200251I-J80-6.61-4148@100503K-I80-6.21-3898@120419K-L80-7.74-4858@100503M-H80-1.59-1008@200251M-F80-5.43-3408@120419N-B80-3.36-2118@200251N-E80-6.49-4078@120419注：I区格和J区格的荷载参见表3.5。同理，楼梯板和阳台板均为四边支承的单向板或者双向板，考虑计算量大，过程重复，在此不多做计算。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书第4章横向框架在竖向荷载作用下的计算简图和内力计算§4.1横向框架在恒荷载作用下的计算4.1.1计算简图的确定（1）计算框架选取如图2-4以及2-5。选择3轴所在的纵向框架。（2）第一层框架计算简图。第一层楼面梁柱布置以及楼面板布置如下图4-1、图4-2。考虑对称，板布置取1/4全图，但是楼梯间洞口不布置板。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书图4-1梁、柱布置图图4-2标准层板布置图对于梁的自重四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书以及作用在梁上的其他荷载，按照实际情况考虑，板传递给梁的荷载，为了简便计算，通常需要将三角形或者梯形荷载转换成等效均布荷载。等效均布荷载是按照支座固端弯矩等效的原则来确定的。三角形荷载作用时，等效均布荷载（为三角形荷载的高度）梯形荷载作用时，等效均布荷载上式中，。图4-3三角形荷载的等效均布荷载为此，③轴线上的第一层的计算简图如图4-4，图4-4③轴框架梁计算简图四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书4.1.2标准层荷载的计算标准层指1～5楼面。4.1.2.1荷载取值（1）墙体荷载。墙体选用200mm厚大空页岩砖（砌筑容重小于，取砌筑容重）。各填充墙面荷载计算见下表。表4.1水刷石外墙面荷载填充墙水刷石外墙荷载（KN/m²）构造层面荷载墙体自重2.00水刷石外墙面0.50水泥粉刷内墙面0.36合计2.86取值3.00表4.2水泥粉刷外墙面荷载填充墙水泥粉刷外墙荷载（KN/m²）构造层面荷载墙体自重2.00水泥粉刷内墙面0.36水泥外墙面0.36合计2.72取值3.00表4.3水泥粉刷内墙面荷载填充墙水泥粉刷内墙荷载（KN/m²）构造层面荷载墙体自重2.00水泥粉刷内墙面0.36水泥内墙面0.36合计2.72取值3.00表4.4贴面砖墙面荷载填充墙贴砖外墙荷载（KN/m²）构造层面荷载墙体自重2.00贴面砖外墙0.50四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书水泥粉刷内墙面0.36合计2.86取值3.00表4.5女儿墙面荷载女儿墙荷载取值（KN/m2）墙体自重0.24*184.32水泥粉刷内外墙面0.72合计5.0取5.0门窗荷载：所有门窗均按照塑钢门窗考虑，荷载为0.3KN/m²。（2）梁自重及抹灰。表4.6梁自重及抹灰荷载统计表梁种类尺寸（mm2）bxh梁自重（KN/m）抹灰层（10厚混合砂浆，只考虑两侧抹灰）（KN/m）小计（KN/m）框架横梁250*4502.190.122.31框架纵梁250*5002.500.142.64次梁CL250*3501.560.091.65次梁CL1200*3501.250.091.34楼梯平台梁250*3501.560.091.65（1）楼板荷载取值表。表4.7楼板荷载取值表楼面荷载计算统计单位（KN/m²）名称恒荷载活荷载厨房8.52.0卫生间10.02.0标准层楼面4.02.0楼梯板4.02.5屋面板6.52.0遮阳板5.00.5阳台5.02.0（2）墙体荷载。各墙段强图荷载因门窗洞口参数不一致而各异，计算公式如下：有洞口：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书无洞口：借助excel，各墙段的荷载计算结果见下表：表4.8横向墙体线荷载墙体及方向墙段所在位置计算资料计算结果横向A轴线1～3墙长4.4m，贴砖外墙，上层横梁高0.45m，有一窗C-1（2.4m*1.5m），层高3.0m5.443～4墙长1.5m，水刷石外墙，上层横梁高0.45m，有一M-2（0.9m*2.1m）层高3.0m4.25横向B轴线4～5墙长3.0m，水泥粉刷内墙，上层次梁高0.35m，无洞口，层高3.0m。7.95横向C轴线1～3墙长4.4m，水泥粉刷内墙，上层次梁高0.35m，有一门M-4（0.8m*2.1m）层高3.0m6.924～5墙长3.0m，水泥粉刷内墙，上层次梁高0.35m，有一门M-5（1.2m*2.1m），层高3.0m。5.685～6阳台板为100厚空心砖。1.0m高。2.00横向D轴线1～3墙长4.4m，水泥粉刷内墙，上层横梁高0.45m，无洞口，层高3.0m7.653～500.005～6墙长3.4m，水泥粉刷内墙，上层梁高0.45m，有一门M-7（1.8m*2.1m），层高3.0m。4.656～7墙长3.4m，贴砖外墙，上层梁高0.45m，有一门C-4（1.2m*0.9m），层高3.0m。6.79横向E轴线1～2墙长1.6m，水刷石外墙，上层梁高0.45m，无洞口，层高3.0m。7.65四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书2～3墙长2.8m，水泥粉刷内墙，上层梁高0.45m，无洞口，层高3.0m。7.655～6墙长3.4m，水泥粉刷内墙，上层梁高0.45m，无洞口，层高3.0m。7.65横向F轴线1～2墙长1.6m，水刷石外墙，上层梁高0.45m，无洞口，层高3.0m。7.652～3墙长2.8m，水泥粉刷内墙，上层梁高0.45m，无洞口，层高3.0m。7.653～5墙长4.5m，水泥粉刷内墙，上层梁高0.45m，无洞口，层高3.0m。7.655～6墙长2m，水泥粉刷内墙，上层梁高0.45m，有一门M-1（1.0m*2.1m），层高3.0m。4.826～7墙长3.4m，水泥粉刷内墙，上层梁高0.45m，有一门M-1（1.0m*2.1m），层高3.0m。5.98表3.9纵向墙体线荷载计算墙体及方向墙段所在位置计算资料计算结果纵向1轴A-C墙长4.8m，水刷石外墙，上层梁高0.50m，无洞口，层高3.0m。7.50C-D墙长1.6m，贴砖外墙，上层梁高0.50m，有一窗C-3（0.9m*1.2m），层高3.0m。5.68D-E墙长4.0m，贴砖外墙，上层梁高0.50m，有一窗C-1（2.4*1.5），层高3.0m。5.072轴E-F墙长4.5m，水刷石外墙，上层次梁高0.35m，有一门M-6（3.0*2.1），层高3.0m。4.17四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书3轴A～C墙长4.8m，水泥粉刷内墙，上层梁高0.50m，有一门M-2(0.9m*2.1m)，层高3.0m。6.44C～D墙长1.6m，水泥粉刷内墙，上层梁高0.50m，无洞口，层高3.0m。7.50D～E墙长4.0m，水泥粉刷内墙，上层梁高0.50m，有一门M-2(0.9m*2.1m)，层高3.0m。6.224轴A～B墙长1.6m，贴砖内墙，上层次梁高0.35m，有一门M-4（0.8m*2.1m），层高3.0m。5.12B～C墙长3.2m，水泥粉刷内墙，上层次梁高0.35m，无洞口，层高3.0m。7.955轴A～B墙长1.6m，水刷石外墙，上层次梁高0.50m，C-3（0.9*1.2），层高3.0m。5.68B～C墙长3.2m,水刷石外墙，上层次梁高0.50m，有一窗C-2（1.8m*1.2m），层高3.0m。5.68C～D墙长1.6m，水刷石外墙，上层次梁高0.50m，无洞口，层高3.0m。7.50D～E墙长4.0m，贴砖外墙，上层梁高0.50m，有一窗C-1（2.4m*1.5m），层高3.0m。5.07入户横隔墙墙长2.0m，水泥粉刷内墙，上层次梁高0.35m，有一窗M-1（1.0m*2.1m），层高3.0m。5.12入户纵隔墙墙长3.5m，水泥粉刷内墙，上层次梁高0.35m，无洞口，层高3.0m。7.956轴F-G墙长4.5m，水泥粉刷内墙，上层梁高0.50m，无洞口，层高3.0m。7.507轴E-F墙长4.5m，水泥粉刷内墙，上层梁高0.50m，M-1，层高3.0m。6.24四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书梯板外墙墙长3.4m，水泥粉刷内墙，上层梁高0.35m，C-4(1.2*0.9)，层高1.5m。2.594.1.2.2均布荷载计算参见计算简图4-4。均布荷载的计算如下：右荷载，右荷载是③轴线右面传来的均布以及集中荷载。左荷载同理。此处先计算均布荷载，采用三角形或者梯形等效的方法。此轴线框架梁为框架纵梁。参见表4.6取梁自重及抹灰荷载标准值。各墙段的荷载标准值见表3.8、表3.9。M-L段：此处为阳台外挑梁。由表4.7，阳台恒荷载标准值为5.0KN/m2。M端有一集中荷载，此时先不计算。均布荷载，等效均布荷载为：同理，L-J段：J-H段：JH段只有梁自重及抹灰。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书段两端均为单向板短边，故H-G段：G-F段：4.1.2.3集中荷载计算（1）FM的计算参见计算简图4-4。FM为阳台外挑梁外端的集中力，参见计算简图4-2。得到FM的计算简图如下图4-5。图4-5FM的计算简图四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书由等效均布荷载的计算方法，有：等效后的FM的计算简图：图4-6FM均布荷载等效后简图可知：均布荷载在③处产生的集中荷载（2）FL的计算FL的计算简图如下。图4-7FL的计算简图按照计算简图，有：q01为阳台边短边板边缘，有R=1875的扇形（1/8圆面积）均布荷载，还有梁自重及抹灰。扇形面积等效成矩形，线荷载S有：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书;集中力的计算：为阳台边缘的集中力，计算简图如下：图4-8Fyt的计算简图四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书；集中力F4的计算：集中力F4的计算简图如下：图4-9F4的计算简图按照计算简图，有：由以上FM的计算可知：FK的计算：FK的计算简图如下：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书图4-10FK的计算简图由以上计算简图可知：等效后的F4的计算简图如下：图4-11等效以后的F4的计算简图由图可知，F4=L处的支座反力。由可知由可知J处的支座反力为此，可以得到FL等效后的计算简图如下，四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书图4-12FL等效后的计算简图可知集中荷载和均布荷载传递在③轴线处的集中力FL有：取③轴左边部分，由,取上图右边部分，由可知,（3）FJ的计算FJ的计算简图如下：图4-13FJ的计算简图由以上FL的计算简图中图4-10可知F41=56.89KN、Fyt=20.02KN。计算方法同FL，在此不做重复计算，等效后的计算简图如下：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书图4-14FJ等效后的计算简图可知集中荷载和均布荷载传递在③轴线处的集中力FJ有：取③轴左边部分，由：取上图右边部分，由:则（1）FH的计算同理，FH的计算简图如下：图4-15FH的计算简图等效后的计算简图如下：图4-16FH等效后的计算简图四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书由以上计算简图可知，③轴处的集中力（1）FG的计算FG的计算简图如下：图4-17FG的计算简图F2的计算简图如下：图4-18F2的计算简图由以上计算简图，可知等效后的计算简图如下：图4-19FG等效后的计算简图根据以上计算简图，有：取③轴左边部分，由：取上图右边部分，由:四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书则（6）FF的计算FF的计算简图如下：（此处的荷载上下对称，取其一一半进行计算。）图4-20FF的计算简图等效后的计算简图如下：图4-21FF等效后的计算简图根据以上计算简图，有：取③轴左边部分，由：取上图右边部分，由:则4.1.2.4标准层恒荷载计算结果标准层恒荷载最终计算简图如下：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书图4-22标准层恒荷载最终计算简图4.1.3屋面恒荷载的计算屋面板的布置如下图所示：图4-23屋面板的布置图屋面恒荷载同标准层。为减少篇幅，此处略去计算过程，从而等到屋面恒荷载的计算简图如下：（注：此处外挑板为遮阳板，其余均按屋面板取屋面恒荷载标准值。）四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书图4-24屋面层在恒荷载下的计算简图4.1.4横向框架在恒荷载下的最终计算简图横向框架在恒荷载作用下的最终计算简图如下图所示：图4-25横向框架在恒荷载作用下的最终计算简图四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书§4.2横向框架在活荷载作用下的计算简图横向框架在活荷载作用下的计算简图的计算方法同在恒荷载作用下的计算方法，此处在草稿上进行计算。4.2.1标准层在活荷载作用下的计算简图图4-26标准层楼面在活荷载作用下的计算简图4.2.2屋面层在活荷载作用下的计算简图图4-27屋面层楼面在活荷载作用下的计算简图4.2.3屋面层在雪荷载作用下的计算简图由初步设计资料知：基本雪压为：0.35KN/m2，位于雪荷载分区Ⅲ区。图4-28屋面层楼面在雪荷载作用下的计算简图四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书4.2.4横向框架在活荷载作用下的最终计算简图图4-29横向框架在活荷载作用下的最终计算简图§4.3横向框架在重力荷载作用下的计算简图对于楼层，重力荷载代表值去全部的恒荷载和50%的活荷载；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0.35KN/m²）。下面依据4.1和4.2计算重力荷载代表值。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书4.3.1标准层框架的重力荷载代表值图4-30恒、活荷载下的标准层计算简图计算参见上图：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书4.3.2屋面层框架的重力荷载代表值图4-31恒、雪荷载作用下的屋面层楼面计算参见上图：4.3.3横向框架在重力荷载代表值作用下的最终计算简图计算简图如下：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书图4-32横向框架在重力荷载作用下的计算简图§4.4横向框架在竖向荷载作用下的内力计算用弯矩二次分配法计算弯矩四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书根据“图4-25横向框架在恒荷载作用下的计算简图”，用弯矩二次分配法计算③轴线框架在恒荷载作用下的弯矩。4.4.1计算各框架梁、柱的截面惯性矩框架梁的截面惯性矩:6.4m跨度：4.0m跨度：4.5m跨度：框架柱的截面惯性矩：500mm×500mm：450mm×450mm：（1）计算各框架梁柱的线刚度及梁柱线刚度。考虑现浇板对梁刚度的加强作用，故对③轴线框架梁（中框架梁）的惯性矩乘以2.0。框架梁柱线刚度及相对线刚度计算过程详见表。梁的线刚度计算公式：柱的线刚度计算公式：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书表4.9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6.4m跨度0.81×1060.724.0m跨度1.30×1061.154.5m跨度1.16×1061.03框架柱底层1.58×1061.402-6层1.13×1061.00注：此处以2～6层的框架柱的线刚度为1计算相对线刚度。（3）计算弯矩分配系数。杆件的转动刚度按远端固定取，分配系数按照刚度进行分配，计算公式如下：对2节点，分配系数计算如下：检验：，合格无误。其他各节点采用相同的计算方法，弯矩分配系数结果如下图4-33所示。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书图4-33梁柱相对线刚度及弯矩分配系数4.4.2计算固端弯矩（1）均布荷载下的固端弯矩：长为ℓ的A-B梁上均布荷载为q，固端弯矩计算公式如下：此处以9-16梁在恒荷载作用下的固端弯矩为例进行计算：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书（2）局部分布荷载作用下的固端弯矩。图4-34局部分布荷载作用下的固端弯矩据上图，计算公式如下：此处以2-9梁在恒荷载作用下的固端弯矩为例进行计算：（3）集中荷载下的固端弯矩。集中荷载的图示如下图4-35。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书图4-35集中荷载作用下的固端弯矩如梁2-9上FJ产生的在恒荷载作用下的固端弯矩计算如下：活荷载、重力荷载下的固端弯矩的计算方法相同。固端弯矩的计算结果详见表4.10表4.10恒荷载作用下的固端弯矩计算固端弯矩位置各部分产生的固端弯矩（KN*m）最终固端弯矩（KN*m）满跨均布荷载局部均布荷载集中力FJMLM（KN*m）1-5层MLH-34.61-25.56-25.0455.95-85.21MHL34.6119.8875.11129.60MHG-25.15-25.15MGH25.1525.15MGF-23.46-23.46MFG23.4623.466层（屋面）MLH-9.01-47.14-18.6365.31-74.78MHL9.0136.6755.88101.56MHG-25.20-25.20MGH25.2025.20四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书MGF-35.30-35.30MFG35.3035.30表4.11恒荷载作用下的固端弯矩计算固端弯矩位置各部分产生的固端弯矩（KN*m）最终固端弯矩（KN*m）满跨均布荷载局部均布荷载集中力FJMLM（KN*m）1-5层MLH-14.52-4.7312.44-19.24MHL11.2914.1825.47MHG-6.67-6.67MGH6.676.67MGF-8.69-8.69MFG8.698.696层（屋面）MLH-9.01-14.52-4.5212.44-28.05MHL9.0111.2913.5633.86MHG-6.67-6.67MGH6.676.67MGF-9.48-9.48MFG9.489.48表4.12重力荷载作用下的固端弯矩计算固端弯矩位置各部分产生的固端弯矩（KN*m）最终固端弯矩（KN*m）满跨均布荷载局部均布荷载集中力FJMLM（KN*m）1-5层MLH-34.61-34.28-27.4062.19-96.29MHL34.6126.6682.20143.47MHG-28.48-28.48MGH28.4828.48MGF-27.81-27.81MFG27.8127.816层（屋面）MLH-9.01-48.41-19.1466.41-76.55MHL9.0137.6557.41104.07MHG-25.79-25.79MGH25.7925.79MGF-36.13-36.13MFG36.1336.13四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书4.4.3弯矩二次分配采用弯矩二次分配法计算框架在竖向荷载作用下的弯矩，分配过程见下图：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书恒载作用下的弯矩分配过程楼层左悬挑梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁60.000.000.580.420.250.000.350.400.360.000.320.320.34　0.320.3465.31　-74.78101.56　-25.2025.20　-35.3035.30　-35.30　　5.493.98-19.09-26.73-30.543.640.003.233.230.000.000.000.00　　5.41-9.551.99　-13.581.82-15.27　-0.200.001.62　0.00-1.620.000.002.401.742.440.003.423.915.570.004.954.950.000.000.000.0065.310.0013.30-78.6186.900.00-36.88-50.0219.130.007.98-27.1236.920.000.00-36.92　　　　50.000.370.370.260.180.260.260.300.280.240.240.240.250.250.250.2555.95　-85.21129.60　-25.1525.15　-23.4623.46　-23.46　10.8310.837.61-18.80-27.16-27.16-31.34-0.47-0.41-0.41-0.410.000.000.000.00　2.755.41-9.403.80-13.36-13.58-0.24-15.671.62-0.200.00-0.20　0.00　0.000.460.460.324.216.086.087.013.993.423.423.420.050.050.050.0555.9514.0316.70-86.68118.81-34.44-34.66-49.7113.004.632.81-20.4423.310.050.05-23.41　　　　40.000.370.370.260.180.260.260.300.280.240.240.240.250.250.250.25　　25.15　　四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书55.95-85.21129.60-25.15-23.4623.46-23.46　10.8310.837.61-18.80-27.16-27.16-31.34-0.47-0.41-0.41-0.410.000.000.000.00　5.415.41-9.403.80-13.58-13.58-0.24-15.67-0.20-0.200.00-0.20　0.00　0.00-0.53-0.53-0.374.256.136.137.084.503.863.863.860.050.050.050.0555.9515.7115.71-87.37118.85-34.60-34.60-49.6413.513.253.25-20.0123.310.050.05-23.41　　　　30.000.370.370.260.180.260.260.300.280.240.240.240.250.250.250.2555.95　-85.21129.60　-25.1525.15　-23.4623.46　-23.46　10.8310.837.61-18.80-27.16-27.16-31.34-0.47-0.41-0.41-0.410.000.000.000.00　5.415.41-9.403.80-13.58-13.58-0.24-15.67-0.20-0.200.00-0.20　0.00　0.00-0.53-0.53-0.374.256.136.137.084.503.863.863.860.050.050.050.0555.9515.7115.71-87.37118.85-34.60-34.60-49.6413.513.253.25-20.0123.310.050.05-23.41　　　　20.000.370.370.260.180.260.260.300.280.240.240.240.250.250.250.2555.95　-85.21129.60　-25.1525.15　-23.4623.46　-23.46　10.8310.837.61-18.80-27.16-27.16-31.34-0.47-0.41-0.41-0.410.000.000.000.00　5.414.68-9.403.80-13.58-12.01-0.24-15.67-0.20-0.190.00-0.20　0.00　0.00-0.26-0.26-0.183.965.735.736.614.503.853.853.850.050.050.050.05四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书55.9515.9815.25-87.18118.57-35.01-33.44-50.1113.513.253.26-20.0123.310.050.05-23.41　　　　10.000.320.450.230.170.230.330.270.250.220.310.220.230.220.320.2355.95　-85.21129.60　-25.1525.15　-23.4623.46　-23.46　9.3613.176.73-17.76-24.02-34.47-28.20-0.42-0.37-0.52-0.370.000.000.000.00　5.41　-8.883.36-13.58　-0.21-14.10-0.20　0.00-0.19　　　0.001.111.560.801.772.403.442.813.583.154.433.150.040.040.060.0455.9515.8914.73-86.56116.98-35.20-31.03-50.7514.202.573.91-20.6923.320.040.06-23.42　　　　6.58-17.23-0.260.00LHGF图4-36恒荷载作用下的弯矩二次分配过程（单位：）四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书活载作用下的弯矩分配过程楼层左悬挑梁上柱下柱右梁　左梁上柱下柱右梁　左梁上柱下柱右梁　左梁上柱下柱右梁60.000.000.580.42　0.250.000.350.40　0.360.000.320.32　0.34　0.320.34　12.44　　-28.05　33.86　　-6.67　6.67　　-9.48　9.48　　-9.48　　　9.056.56　-6.80　-9.52-10.88　1.010.000.900.90　0.000.000.000.00　　　1.26-3.40　3.28　-2.440.51　-5.44　0.240.00　0.45　0.00　　0.000.001.240.90　-0.330.00-0.47-0.54　1.870.001.661.66　-0.150.00-0.14-0.15　12.440.0011.55-23.99　30.010.00-12.43-17.58　4.110.002.80-6.92　9.780.00-0.14-9.63　　　　　　　　　　　　　　　　　　　　50.000.370.370.26　0.180.260.260.30　0.280.240.240.24　0.250.250.250.25　12.44　　-19.24　25.47　　-6.67　6.67　　-8.69　8.69　　-8.69　　2.522.521.77　-3.38-4.89-4.89-5.64　0.570.480.480.48　0.000.000.000.00　　4.531.26-1.69　0.88-4.76-2.440.28　-2.820.450.240.00　0.24　0.00　　0.00-1.51-1.51-1.06　1.091.571.571.81　0.600.510.510.51　-0.06-0.06-0.06-0.06　12.445.532.26-20.23　24.06-8.08-5.76-10.22　5.011.451.24-7.69　8.87-0.06-0.06-8.75　　　　　　　　　　　　　　　　　　　　40.000.370.370.26　0.180.260.260.30　0.280.240.240.24　0.250.250.250.25　12.44　　-19.24　25.47　　-6.67　6.67　　-8.69　8.69　　-8.69　　2.522.521.77　-3.38-4.89-4.89-5.64　0.570.480.480.48　0.000.000.000.00四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书　　1.261.26-1.69　0.88-2.44-2.440.28　-2.820.240.240.00　0.24　0.00　　0.00-0.30-0.30-0.21　0.670.970.971.12　0.650.560.560.56　-0.06-0.06-0.06-0.06　12.443.473.47-19.38　23.64-6.36-6.36-10.91　5.071.291.29-7.64　8.87-0.06-0.06-8.75　　　　　　　　　　　　　　　　　　　30.000.370.370.26　0.180.260.260.30　0.280.240.240.24　0.250.250.250.25　12.44　　-19.24　25.47　　-6.67　6.67　　-8.69　8.69　　-8.69　　2.522.521.77　-3.38-4.89-4.89-5.64　0.570.480.480.48　0.000.000.000.00　　1.261.26-1.69　0.88-2.44-2.440.28　-2.820.240.240.00　0.24　0.00　　0.00-0.30-0.30-0.21　0.670.970.971.12　0.650.560.560.56　-0.06-0.06-0.06-0.06　12.443.473.47-19.38　23.64-6.36-6.36-10.91　5.071.291.29-7.64　8.87-0.06-0.06-8.75　　　　　　　　　　　　　　　　　　　　20.000.370.370.26　0.180.260.260.30　0.280.240.240.24　0.250.250.250.25　12.44　　-19.24　25.47　　-6.67　6.67　　-8.69　8.69　　-8.69　　2.522.521.77　-3.38-4.89-4.89-5.64　0.570.480.480.48　0.000.000.000.00　　1.261.09-1.69　0.88-2.44-2.160.28　-2.820.240.220.00　0.24　0.00　　0.00-0.24-0.24-0.17　0.620.890.891.03　0.660.570.570.57　-0.06-0.06-0.06-0.06　12.443.533.36-19.33　23.59-6.44-6.16-11.00　5.081.291.27-7.64　8.87-0.06-0.06-8.75　　　　　　　　　　　　　　　　　　　　10.000.320.450.23　0.170.230.330.27　0.250.220.310.22　0.230.220.320.23四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书　12.44　　-19.24　25.47　　-6.67　6.67　　-8.69　8.69　　-8.69　　2.183.061.56　-3.20-4.32-6.20-5.08　0.510.440.630.44　0.000.000.000.00　　1.26　-1.60　0.78-2.44　0.25　-2.540.24　0.00　0.22　　　　0.000.110.150.08　0.240.320.470.38　0.570.510.710.51　-0.05-0.05-0.07-0.05　12.443.543.21-19.20　23.30-6.44-5.74-11.11　5.211.191.34-7.74　8.86-0.05-0.07-8.74　　　　　　　　　　　　　　　　　　　　　　　1.53　　　　-3.10　　　　0.31　　　　0.00　　　L　　　H　　　G　　　F　　　　　　　　　　　　　图4-37活荷载作用下的弯矩二次分配过程（单位：）重力荷载作用下的弯矩分配过程楼层左悬挑梁上柱下柱右梁　左梁上柱下柱右梁　左梁上柱下柱右梁　左梁上柱下柱右梁60.000.000.580.42　0.250.000.350.40　0.360.000.320.32　0.34　0.320.3466.41　　-76.55　104.07　　-25.79　25.79　　-36.13　36.13　　-36.13　　5.884.26　　-31.31　3.720.003.313.31　0.000.000.00四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书-19.57-27.400.00　　6.31-9.79　2.13　-14.951.86　-15.66　-0.080.00　1.65　0.00　0.000.002.021.46　2.740.003.844.38　5.670.005.045.04　-0.560.00-0.53-0.5666.410.0014.21-80.62　89.370.00-38.51-50.86　19.520.008.26-27.79　37.220.00-0.53-36.69　　　　　　　　　　　　　　　　　　　50.000.370.370.26　0.180.260.260.30　0.280.240.240.24　0.250.250.250.2562.19　　-96.29　143.47　　-28.48　28.48　　-27.81　27.81　　-27.81　12.6212.628.87　-20.70-29.90-29.90-34.50　-0.19-0.16-0.16-0.16　0.000.000.000.00　2.946.31-10.35　4.43-13.70-14.95-0.09　-17.251.65-0.080.00　-0.08　0.00　0.000.410.410.29　4.386.326.327.29　4.393.763.763.76　0.020.020.020.0262.1915.9619.33-97.49　131.58-37.28-38.53-55.78　15.435.263.52-24.21　27.750.020.02-27.79　　　　　　　　　　　　　　　　　　　40.000.370.370.26　0.180.260.260.30　0.280.240.240.24　0.250.250.250.2562.19　　-96.29　143.47　　-28.48　28.48　　-27.81　27.81　　-27.81　12.6212.628.87　-20.70-29.90-29.90-34.50　-0.19-0.16-0.16-0.16　0.000.000.000.00　6.316.31-10.35　4.43-14.95-14.95-0.09　-17.25-0.08-0.080.00　-0.08　0.00　0.00-0.84-0.84-0.59　4.606.656.657.67　4.874.184.184.18　0.020.020.020.0262.1918.0918.09-98.36　131.81-38.20-38.20-55.40　15.923.943.94-23.79　27.750.020.02-27.79四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书　　　　　　　　　　　　　　　　　　　30.000.370.370.26　0.180.260.260.30　0.280.240.240.24　0.250.250.250.2562.19　　-96.29　143.47　　-28.48　28.48　　-27.81　27.81　　-27.81　12.6212.628.87　-20.70-29.90-29.90-34.50　-0.19-0.16-0.16-0.16　0.000.000.000.00　6.316.31-10.35　4.43-14.95-14.95-0.09　-17.25-0.08-0.080.00　-0.08　0.00　0.00-0.84-0.84-0.59　4.606.656.657.67　4.874.184.184.18　0.020.020.020.0262.1918.0918.09-98.36　131.81-38.20-38.20-55.40　15.923.943.94-23.79　27.750.020.02-27.79　　　　　　　　　　　　　　　　　　　20.000.370.370.26　0.180.260.260.30　0.280.240.240.24　0.250.250.250.2562.19　　-96.29　143.47　　-28.48　28.48　　-27.81　27.81　　-27.81　12.6212.628.87　-20.70-29.90-29.90-34.50　-0.19-0.16-0.16-0.16　0.000.000.000.00　6.315.46-10.35　4.43-14.95-13.22-0.09　-17.25-0.08-0.070.00　-0.08　0.00　0.00-0.52-0.52-0.37　4.296.206.207.15　4.874.184.184.18　0.020.020.020.0262.1918.4017.55-98.14　131.49-38.65-36.92-55.92　15.923.943.94-23.79　27.750.020.02-27.79　　　　　　　　　　　　　　　　　　　10.000.320.450.23　0.170.230.330.27　0.250.220.310.22　0.230.220.320.2362.19　　-96.29　143.47　　-28.48　28.48　　-27.81　27.81　　-27.81　10.9115.357.84　-19.55-26.45-37.95-31.05　-0.17-0.15-0.21-0.15　0.000.000.000.00四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书　6.31　-9.77　3.92-14.95　-0.08　-15.52-0.08　0.00　-0.07　　　0.001.111.560.80　1.892.563.673.00　3.903.434.843.43　0.020.020.020.0262.1918.3316.90-97.42　129.73-38.84-34.28-56.61　16.693.214.63-24.52　27.750.020.02-27.79　　　　　　　　　　　　　　　　　　　　　　　7.67　　　　-18.97　　　　-0.10　　　　0.00　　　　　　　　　　　　　　　　　　　　　　　L　　　H　　　G　　　F　　　　　　　　　　　　　图4-38重力荷载下的弯矩二次分配过程（单位：）四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书4.4.4恒荷载下的内力图1.根据恒荷载的弯矩二次分配图，可以得到弯矩图，如下：图4-39恒荷载作用下的弯矩图（单位：）2.计算梁端剪力将各杆件分别取出，根据静力平衡可以得到各梁、柱端的剪力。例如对6层L-H梁求梁端剪力：对L端取矩，由，解得：对H端取矩，由，解得：，其他梁的梁端剪力求解方法同理，计算结果见下表：表4.13恒荷载下梁端剪力的计算单位：KN层数位置L-H跨H-G跨G-F跨L端H端H端G端G端F端682.5065.2730.0845.5249.1345.01586.4271.9628.5446.9031.9130.64486.3272.0628.6946.7532.0130.54四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书386.3272.0628.6946.7532.0130.54286.3172.0828.5746.8732.0130.54186.1572.2328.5846.8631.8630.693.计算跨中弯矩如对6层L-H梁求梁的跨中弯矩：以跨中截面截开，取左边为脱离体，对跨中点取矩O取矩，由，即：解得：其他梁的跨中弯矩求解同理，计算结果见下表：表4.14恒荷载下的跨中弯矩计算单位：KN*m层数位置L-H跨H-G跨G-F跨697.38-27.6718.18597.55-30.358.20496.54-29.998.82396.54-29.998.82296.68-30.698.82196.82-31.317.844.计算柱端剪力以图4-39中L轴线上6层的柱端剪力计算为例：其他柱的柱端剪力的求解同理，计算结果见下表：表4.15恒荷载下柱剪力的计算单位：KN层数位置L轴H轴G轴F轴69.1123.774.170.00510.8023.092.020.00410.4723.072.170.00310.5623.202.170.00210.3822.881.940.0016.4614.621.260.00依据以上计算结果，可以得到横向框架在恒荷载作用下的剪力图，如下：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书图4-40横向框架在恒荷载作用下的剪力图（单位：）5.计算柱的轴力框架柱每层的轴力计算公式如下以L轴线上6层柱的轴力计算为例，计算如下：其他各柱的轴力计算同理，计算结果见下表：表4.16恒荷载下框架柱轴力计算单位：KN层数位置　L轴H轴G轴F轴6211.30172.62220.52150.955422.50371.76393.79296.534633.59571.15567.02442.013844.69770.54740.25587.4921055.77969.82913.60732.9611272.141174.711092.22884.03据上表可以得到横向框架在恒荷载作用下的轴力图，如下图所示：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书图4-41横向框架在恒荷载作用下的轴力图(单位：KN)4.4.5活荷载下的内力图1.根据活荷载的弯矩二次分配图，可以得到弯矩图，如下：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书图4-42活荷载作用下的弯矩图2.计算梁端剪力活荷载下的梁端剪力求解方法同恒荷载，计算结果见下表4.17：表4.17活荷载下梁端剪力的计算单位：KN层数位置L-H跨H-G跨G-F跨L端H端H端G端G端F端620.3116.276.7113.2913.2812.01514.9216.788.7011.3011.8511.33414.9916.568.5411.4611.8611.31314.9916.568.5411.4611.8611.31214.9916.718.5211.4811.8611.31114.9616.748.5311.4811.8411.34四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书3.计算跨中弯矩同理，活荷载下的跨中计算结果见下表4.18：表4.18活荷载下的跨中弯矩计算单位：KN*m层数位置L-H跨H-G跨G-F跨618.06-9.028.7454.57-2.835.9445.64-3.836.0135.64-3.836.0125.69-3.966.0115.74-4.065.864.计算柱端剪力同理，活荷载下柱端剪力求解计算结果见下表4.19：表4.19活荷载下柱剪力的计算单位：KN层数位置L轴H轴G轴F轴65.496.841.420.0051.914.040.840.0042.314.240.860.0032.314.270.860.0022.304.200.820.0011.442.680.500.00依据以上计算结果，可以得到横向框架在活荷载作用下的剪力图，如下：图4-43横向框架在活荷载作用下的剪力图（单位：KN）5.计算柱的轴力四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书同理，计算结果见下表4.20：表4.20活荷载下框架柱轴力计算单位：KN层数位置　　　L轴H轴G轴F轴652.4257.5066.3652.795101.74117.51129.81105.924151.12177.13193.43159.043200.51236.76257.05212.162249.89296.52320.69265.281304.69361.75389.73323.87据上表可以得到横向框架在恒荷载作用下的轴力图，如下图所示：图4-44横向框架在活荷载作用下的轴力图（单位：KN）4.4.6重力荷载下的内力图1.根据重力荷载的弯矩二次分配图，可以得到弯矩图，如下：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书图4-42重力荷载作用下的弯矩图2.计算杆端剪力重力荷载下的梁端剪力求解方法同恒荷载，计算结果见下表4.21：表4.21重力荷载下梁端剪力的计算单位：KN层数位置L-H跨H-G跨G-F跨L端H端H端G端G端F端684.5567.8530.8546.5250.2746.08592.9980.3432.6352.8137.8736.29492.8980.4432.8552.5937.9636.20392.9080.4432.8552.5937.9636.20292.8780.4632.7252.7237.9636.20192.7180.6232.7452.7037.8036.363.计算跨中弯矩四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书同理，活荷载下的跨中计算结果见下表4.22：表4.22重力荷载下的跨中弯矩计算单位：KN*m层数位置L-H跨H-G跨G-F跨699.93-27.8518.55596.29-33.249.81495.10-32.4210.42395.12-32.4210.42295.27-33.2010.42195.75-33.859.364.计算柱端剪力同理，柱端剪力求解计算结果见下表4.23：表4.23重力荷载下柱剪力的计算单位：KN层数位置L轴H轴G轴F轴610.0625.264.510.00512.4725.582.490.00412.0625.472.630.00312.1625.622.630.00211.9625.252.390.0017.4516.141.430.00依据以上计算结果，可以得到横向框架在活荷载作用下的剪力图，如下：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书图4-43横向框架在重力荷载作用下的剪力图（单位：KN）5.计算柱的轴力同理，计算结果见下表4.24：表4.24重力荷载下框架柱轴力计算单位：KN层数位置　L轴H轴G轴F轴6215.24177.67224.56154.175442.61397.16422.26318.724669.89616.98619.84483.163897.17836.78817.42647.6121124.431056.481015.12812.0611356.961281.791218.09982.11据上表可以得到横向框架在重力荷载作用下的轴力图，如下图所示：图4-44横向框架在重力荷载作用下的轴力图（单位：KN）四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书第5章横向框架在水平风荷载作用下的内力和位移计算§5.1横向框架在风荷载作用下的计算简图本住宅楼为6层钢筋混凝土框架结构体系，室内外高差0.45m。底层室内主要地坪标高为±0.000，相当于绝对标高352.45m。基本风压，地面粗糙度为C类，结构主体总高度为21.75m。（1）垂直于建筑物表面的风荷载标准值的计算计算主承重结构时，垂直于建筑物表面的风荷载标准值，按照下式进行计算，为风振系数；为风压为体型系数迎风面取0.8，背风面取0.5，合计取1.3；为风压高度变化系数，以离地面的高度查表；为基本风压。《建筑结构荷载规范》（GB50009-2001）的第7.4.1条规定，对于高度大于30m且高宽比大于1.5的房屋和基本自振周期T1大于0.25s的各种高耸结构以及大跨度屋盖结构，均应考虑风压脉动对结构发生顺风向风振的影响。风振计算应按随机振动理论进行，结构的自振周期应按结构动力学计算。本设计房屋高度H=21.75m<30m,H/B=21.75m/29.8m=0.73<1.5。《高层建筑混泥土结构技术规程》（JGJ-2002）给出了结构的基本周期即使计算公式，对于框架结构可取，为结构层数。本住宅楼，故应该考虑风振系数，按下式计算：式中，为脉动增大系数；为脉动影响系数；为振型系数；为风压高度变化系数。各系数的取值见《建筑结构荷载规范》（GB50009-2001）的第7章。（2）各层楼面处的集中风荷载的计算四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书轴线框架的负荷宽度图5-1主体框架梁在风荷载作用下的负荷宽度由上图可知，主体框架的负荷宽度为B=（4.5+4.4）/2=4.45m。风振系数的计算过程详见下表5.1：表5.1风振系数的计算过程层数离地面高度（m）相对高度z/H13.750.21.400.430.080.741.06526.750.31.400.430.170.741.13839.750.41.400.430.270.741.220412.750.61.400.430.450.741.366515.750.71.400.430.670.751.538618.750.91.400.430.860.821.631各层楼面处集中风荷载标准值计算见下表5.2：表5.2各楼层楼面处的集中风荷载标准值计算层数离地面高度（m）13.750.741.0651.30.33.7534.626.750.741.1381.30.3334.439.750.741.2201.30.3334.7412.750.741.3661.30.3335.3四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书515.750.751.5381.30.3336.0618.750.821.6311.30.331.24.9根据表5.2，可以得到纵向③轴线在风荷载作用下的计算简图，如下图5-2所示：单位：KN图5-2③轴线横向框架在风荷载作用下的计算简图§5.2横向框架在风荷载作用下的位移计算1.框架梁柱线刚度计算考虑现浇板对梁刚度的加强作用，故对③轴线框架梁（中框架梁）的惯性矩乘以2.0，框架梁的线刚度计算见表5.3，框架柱的线刚度计算见表5.4：表5.3框架梁线刚度计算种类截面bxh(m²)混凝土强度等级弹性模量EC（KN/m²）跨度L（m）2X截面惯性矩Ib(m4)Kbi=ECIb/L(KN*m)纵梁0.25*0.5C303.0×1076.40.00522.44×10443.91×1044.53.47×104表5.4框架柱线刚度计算位置截面bxh(m²)混凝土强度等级弹性模量EC（KN/m²）高度H（m）截面惯性矩IC(m4)KC=ECIC/H(KN*m)底层0.5*0.5C303.0×1073.30.00524.73×1042-6层0.45*0.45C303.0×10730.00343.42×1042.侧移刚度D的计算四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书考虑梁柱的线刚度比，用D值法计算柱的侧移刚度，计算数据见下表5.5：表5.5柱侧移刚度D值计算楼层KCαD=αKC/h2（KN/m）根数2-6层L轴边柱342000.7130.447203921H轴中柱342001.8570.611278651G轴中柱342002.1580.639291491F轴中柱342002.0290.628286241E轴中柱342002.1580.639291491D轴中柱342001.8570.611278651A轴边柱342000.7130.447203921183437底层L轴边柱473000.5160.205106871H轴中柱473001.3420.402209341G轴中柱473001.5600.438228421F轴中柱473001.4670.423220561E轴中柱473001.5600.438228421D轴中柱473001.3420.402209341A轴边柱473000.5160.205106871130982注：一般层：，；底层：，。1.风荷载作用下的框架侧移计算风荷载作用下的框架的层间侧移可按下式计算：式中：为第j层的总剪力标准值；为第j层所有柱的抗侧移刚度之和；为第j层的层间位移。各层楼板标高处的侧移值是该层以下各层间侧移值之和。顶点的侧移值的所有各层间侧移值之和，即：第j层侧移值为：；顶点侧移为：。③轴线框架在风荷载作用下的侧移计算过程详见下表5.6：表5.6风荷载作用下的层间位移与层高比计算层数Fj（KN）Vj（KN）∑Dij（KN/m）Δuj（m）h（m）Δuj/h（m）四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书64.604.601834370.0000253.000.00000854.409.001834370.0000493.000.00001644.7013.701834370.0000753.000.00002535.3019.001834370.0001043.000.00003526.0025.001834370.0001363.000.00004514.9029.901309820.0002283.300.000069u（m）0.00062侧移验算：楼层最大位移，框架侧移满足规范要求。§5.3横向框架在风荷载作用下的内力计算计算方法：横向框架在风荷载作用下的内力计算采用D值法（改进反弯点法）。计算时首先将框架各层间的总剪力，按各柱的侧移刚度（D值）在该层总侧移刚度所占的比例分配到各柱，即可求得第层第柱的层间剪力；根据求得的各柱层间剪力和修正后的反弯点位置，就可以求得柱端弯矩和，由节点的平衡条件，梁端弯矩等于柱端弯之和，将节点左右梁端弯矩之和按线刚度所占的比例进行分配，可以得到梁端弯矩，进而由梁的平衡条件求出梁的剪力；最后，第层第柱的轴力即为其上各层节点左右梁剪力的代数和。从而得到柱在风荷载作用下的轴力图。5.3.1反弯点高度的计算反弯点高度的计算公式为：为标准反弯点高度比；为上下梁刚度比变化的修正值；为因上层层高变化的修正值；为因下层层高变化的修正值。反弯点高度比的计算见下表5.7：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书表5.7反弯点高度比的计算层数参数L轴框架柱H轴框架柱G轴框架柱F轴框架柱6y00.7130.3001.8570.4002.1580.4182.0290.411y11.0000.0001.0000.0001.0000.0001.0000.000y31.0000.0001.0000.0001.0000.0001.0000.000y0.3000.4000.4180.4115y00.7130.4001.8570.4502.1580.4502.0290.450y11.0000.0001.0000.0001.0000.0001.0000.000y21.0000.0001.0000.0001.0000.0001.0000.000y31.0000.0001.0000.0001.0000.0001.0000.000y0.4000.4500.4500.4504y00.7130.4101.8570.4502.1580.4602.0290.450y11.0000.0001.0000.0001.0000.0001.0000.000y21.0000.0001.0000.0001.0000.0001.0000.000y31.0000.0001.0000.0001.0000.0001.0000.000y0.4100.4500.4600.4503y00.7130.4501.8570.5002.1580.5002.0290.500y11.0000.0001.0000.0001.0000.0001.0000.000y21.0000.0001.0000.0001.0000.0001.0000.000y31.0000.0001.0000.0001.0000.0001.0000.000y0.4500.5000.5000.5002y00.7130.5001.8570.5002.1580.5002.0290.500y11.0000.0001.0000.0001.0000.0001.0000.000y21.0000.0001.0000.0001.0000.0001.0000.000y31.1000.0001.1000.0001.1000.0001.1000.000y0.5000.5000.5000.500四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书1y00.5160.7401.3420.6001.5600.6001.4670.600y11.0000.0001.0000.0001.0000.0001.0000.000y20.9090.0000.9090.0000.9090.0000.9090.000y0.7400.6000.6000.6005.3.2.柱端弯矩及剪力计算风荷载作用下的柱端弯矩按下式计算：——第层第柱的层间剪力；——第层的总剪力标准值；——第第柱的侧移刚度；——第层的所有柱的刚度之和。柱端弯矩的计算公式如下：柱端剪力和弯矩的计算见下表5.8：表5.8柱端剪力和弯矩计算柱号层数Vj（KN）Dij（KN/m）∑D（KN/m）Dij/∑DVij（KN）yyh（m）MC上KN/mMC下KN/mL轴64.60203921834370.110.510.3000.9001.070.4659.00203921834370.111.000.4001.2001.801.20413.70203921834370.111.520.4101.2302.701.87319.00203921834370.112.110.4501.3503.492.85225.00203921834370.112.780.5001.5004.174.17129.90106871309820.082.440.7402.4422.095.96H轴64.60278651834370.150.700.4001.2001.260.8459.00278651834370.151.370.4501.3502.261.85413.70278651834370.152.080.4501.3503.432.81319.00278651834370.152.890.5001.5004.334.33225.00278651834370.153.800.5001.5005.705.70129.90209341309820.164.780.6001.9806.319.46四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书G轴64.60291491834370.160.730.4181.2541.280.9259.00291491834370.161.430.4501.3502.361.93413.70291491834370.162.180.4601.3803.533.00319.00291491834370.163.020.5001.5004.534.53225.00291491834370.163.970.5001.5005.965.96129.90228421309820.175.210.6001.9806.8810.32F轴64.60286241834370.160.720.4111.2331.270.8959.00286241834370.161.400.4501.3502.321.90413.70286241834370.162.140.4501.3503.532.89319.00286241834370.162.960.5001.5004.454.45225.00286241834370.163.900.5001.5005.855.85129.90220561309820.175.030.6001.9806.655.3.3.梁端弯矩及剪力计算由节点的平衡条件，梁端弯矩等于柱端弯之和，将节点左右梁端弯矩之和按线刚度所占的比例进行分配，可以得到梁端弯矩。进而也可以求解出梁端剪力。风荷载作用下的梁端弯矩的计算公式如下：中柱：，；边柱：式中：、——第层第节点左、右端梁的弯矩、——第层第节点左、右端梁的线刚度；——第层第节点上层柱的下部弯矩和下层柱的上部弯矩。(1)风荷载作用下的梁端弯矩的计算见下表5.9、5.10、5.11：表5.9梁端弯矩MLH、MFG的计算层数柱端弯矩（KN*m）柱端弯矩之和（KN*m）MLH（KN*m）柱端弯矩（KN*m）柱端弯矩之和（KN*m）MFG（KN*m）60.001.071.070.001.271.271.071.2750.462.262.260.893.213.211.802.32四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书41.203.93.901.905.435.432.703.5331.875.365.362.897.347.343.494.4522.857.027.024.4510.310.34.175.8514.176.266.265.8512.512.52.096.65表5.10梁端弯矩MHL、MHG的计算层数柱端弯矩（KN*m）柱端弯矩之和（KN*m）ib左×10-4（KN*m）ib左×10-4（KN*m）MHL（KN*m）MHG（KN*m）60.001.262.443.910.480.781.2650.843.102.443.911.191.912.2641.855.282.443.912.033.253.4332.817.142.443.912.744.404.3324.3310.032.443.913.856.185.7015.7012.012.443.914.617.406.31表5.11梁端弯矩MGH、MGF的计算层数柱端弯矩（KN*m）柱端弯矩之和（KN*m）ib左×10-4（KN*m）ib左×10-4（KN*m）MGH（KN*m）MGF（KN*m）60.001.283.913.470.680.601.2850.923.283.913.471.741.542.3641.935.463.913.472.892.573.5333.007.533.913.473.993.544.5324.5310.493.913.475.564.935.9615.9612.843.913.476.806.046.88四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书(2)风荷载作用下的两端剪力的计算见下表5.12：表5.12风荷载作用下的梁端剪力计算层数MLHKN*mMHLKN*mVLH=VHLKNMHGKN*mMGHKN*mVHG=VHGKNMGFKN*mMFGKN*mVGF=VFGKN61.070.480.240.780.680.370.601.270.4252.261.190.541.911.740.911.543.211.0643.902.030.933.252.891.542.575.431.7835.362.741.274.403.992.103.547.342.4227.023.851.706.185.562.944.9310.303.3816.264.611.707.406.803.556.0412.504.125.3.4.柱轴力的计算风荷载作用下的轴轴力计算见下表5.13：表5.13风荷载作用下的柱轴力计算单位：KN层数VLHNLVHGNHVGFNGNF60.240.240.370.130.420.05050.540.780.910.501.060.20040.931.711.541.111.780.44031.272.982.101.942.420.76021.704.682.943.183.381.20011.706.383.555.034.121.7705.3.5.框架在风荷载作用下的内力图框架在风荷载作用下的内力图如下图5-3、5-4、5-4：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书单位：图5-3框架在风荷载作用下的弯矩图单位：图5-4框架在风荷载作用下的剪力图四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书单位：图5-5框架在风荷载作用下的轴力图四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书第6章横向框架在水平地震作用下的内力和位移计算§6.1重力荷载代表值计算本小区住宅楼的建筑高度为19.5m<40m，以剪切变形为主，且质量和高度均匀分布，故可以采用底部剪力法计算水平地震作用。首先(1)计算重力荷载代表值。计算方法：屋面重力荷载代表值=结构构件自重标准值+0.5×屋面雪荷载标准值楼面重力荷载代表值=结构构件自重标准值+0.5×屋面活荷载标准值结构构件自重标准值取楼面上、下各半层范围内（屋面取顶层的1/2）的结构及构配件自重①第6层重力荷载代表值计算主要以excel为草稿计算，女儿墙的自重标准值：遮阳板自重标准值：天沟自重标准值：屋顶楼梯间标准值：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书6层梁、板自重统计：梁自重：板自重：②2-6层柱、墙、板、阳台板自重1/2墙自重：1/2柱自重：板自重：阳台板自重：③楼板活荷载、屋顶雪荷载取值1/2标准层楼板活荷载：1/2屋顶层楼板雪荷载：④底层柱、墙体自重标准值1/2柱自重：；1/2墙自重：⑤据以上数据以，重力荷载代表值的统计见下表6.1：表6.1重力荷载代表值统计四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书楼层号标准荷载种类重力代表值（KN）活（雪）荷载（KN）重力荷载代表值（KN）重力荷载标准值（KN）6G上1106.63248.828856.6410827.02G中5972.401421.810.5G下1653.20　50.5G上1653.20　7002.709540.68G中2985.391421.810.5G下1653.20　40.5G上1653.20　7002.709540.68G中2985.391421.810.5G下1653.20　30.5G上1653.20　7002.709540.68G中2985.391421.810.5G下1653.20　20.5G上1653.20　7002.709540.68G中2985.391421.810.5G下1653.20　10.5G上1653.20　7248.129835.19G中2985.391421.810.5G下1898.62　§6.2侧移刚度D值计算考虑梁柱的线刚度比，用D值法计算框架柱的侧移刚度，计算过程详见下表6.2：表6.2柱侧移刚度D值计算楼层KCαD=αKC/h2（KN/m）根数2-6层（1、3、5、7、9、11轴线）L轴边柱342000.7130.447203926H轴中柱342001.8570.611278656G轴中柱342002.1580.639291496F轴中柱342002.0290.628286246E轴中柱342002.1580.639291496D轴中柱342001.8570.611278656A轴边柱342000.7130.4472039262-6层（6轴线）H轴边柱342001.1430.523238391G轴中柱342002.1580.639291491F轴中柱342002.0290.628286241E轴中柱342002.1580.639291491四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书D轴边柱342001.1430.5232383911235222底层（1、3、5、7、9、11轴线）L轴边柱473000.5160.205106876H轴中柱473001.3420.402209346G轴中柱473001.5600.438228426F轴中柱473001.4670.423220566E轴中柱473001.5600.438228426D轴中柱473001.3420.402209346A轴边柱473000.5160.205106876底层（6轴线）H轴边柱473000.8270.292152431G轴中柱473001.5600.438228421F轴中柱473001.4670.423220561E轴中柱473001.5600.438228421D轴边柱473000.8270.292152431884117注：一般层：，；底层：，。§6.3基本自振周期的计算结构自振周期的计算方法有假象定点位移法、经验公式计算、能量法等，本住宅楼采用能量法，其计算公式如下：——考虑非承重砖墙影响的折减系数，框架结构取0.6~0.7，此处取0.7；——结构质点处的水平位移，单位：m；——；重力加速度，取9.8；——结构质点处的重力荷载代表值。的计算如下：表6.3能量法计算结构的自振周期楼层号Gi（KN）Σgi（KN）ΣD（KN/m）△ui（m）=ΣGi/ΣDui（m）GiuiGiui2四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书68856.648856.6412352220.00720.14241261.54179.6957002.7015859.3412352220.01280.1353947.26128.1447002.7022862.0412352220.01850.1224857.35104.9737002.7029864.7412352220.02420.1039727.7475.6327002.7036867.4412352220.02980.0797558.4344.5317248.1244115.568841170.04990.0499361.6718.05总计4713.97551.00由以上数据：§6.4横向水平地震作用计算小区楼质量和刚度沿高度分布比较均匀，高度小于40m，以剪切为主，且整个建筑长宽比想当，即长宽比<4，故采用底部剪力法计算水平地震作用。(1)地震参数本工程所在场地为6度设防，但开发商要求用7度设防，设计地震分组为Ⅰ组，场地土为Ⅱ类，结构的基本自振周期由能量计算得到。由抗震结构设计得到，，，由地震影响系数曲线，有：——衰减系数，取0.9；——阻尼调整系数，除专门规定外，建筑结构的阻尼比为0.05，阻尼系数为1.0。(2)水平地震作用标准值，楼层地震剪力及层间位移计算对于多质点系，结构底部横向总水平地震作用力为：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书，可不考虑顶部附加水平地震作用。由：——质点的水平地震作用标准值；——顶部附加地震作用系数，此处，不考虑顶部附加水平地震作用，故。各层的水平地震作用标准值、地震剪力以及层间位移的计算见下表6.4：表6.4各层水平地震作用下的标准值、地震剪力及楼层间位移计算楼层号Gi（KN）Hi（m）GiHiΣGiHiFi（KN）Vi(KN)ΣD(KN/m)Δui=Vi/ΣD(m)68856.6418.3162076.51488511.95750.91750.9112352220.0006157002.7015.3107141.31488511.95496.391247.2912352220.0010147002.7012.386133.21488511.95399.061646.3512352220.0013337002.709.365125.11488511.95301.731948.0812352220.0015827002.706.344117.01488511.95204.402152.4712352220.0017417248.123.323918.80488511.95110.822263.298841170.00256验算楼层间的最大位移与层高之比：,故位移满足要求。验算刚重比和剪重比：为了结构的安全起见，验算结构的刚重比和剪重比，刚重比的计算公式如下：式中——第层的弹性等效侧向刚度，可取该层剪力与层间位移的比值；——第层的重力荷载设计值；——第层层高。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书，即——第层的地震剪力；——水平地震剪力系数，本住宅楼为7度设防，取0.016；——第层的重力荷载代表值；——结构计算总层数。结构刚重比和剪重比的验算见下表6.5：表6.5结构刚重比和剪重比的验算楼层号Hi（m）Di（KN/m）DiHi(KN)VEKi（KN)ΣGj代表值(KN)ΣGj设计值(KN)ζλ63.012352223705666790.148856.6410827.23420.08953.0123522237056661273.6515859.3420367.881820.08043.0123522237056661662.3622862.0429908.561240.07333.0123522237056661956.2529864.7439449.24940.06623.0123522237056662155.3536867.4448989.92760.05813.388411729175862263.2944115.5658825.11500.051由以上表格可知、均满足要求，结构安全。§6.5横向框架在水平地震作用下的内力计算水平向的地震内力计算采用D值法，任然以③轴线的横向框架的计算为例，进行内力计算，计算与风荷载类似，不多作说明。1.反弯点高度计算计算与风荷载相同，计算表格如下表6.6：表6.6反弯点高度比的计算层数参数L轴框架柱H轴框架柱G轴框架柱F轴框架柱6y00.7130.3001.8570.4002.1580.4182.0290.411y11.0000.0001.0000.0001.0000.0001.0000.000y31.0000.0001.0000.0001.0000.0001.0000.000y0.3000.4000.4180.4115y00.7130.4001.8570.4502.1580.4502.0290.450y11.0000.0001.0000.0001.0000.0001.0000.000y21.0000.0001.0000.0001.0000.0001.0000.000四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书y31.0000.0001.0000.0001.0000.0001.0000.000y0.4000.4500.4500.4504y00.7130.4101.8570.4502.1580.4602.0290.450y11.0000.0001.0000.0001.0000.0001.0000.000y21.0000.0001.0000.0001.0000.0001.0000.000y31.0000.0001.0000.0001.0000.0001.0000.000y0.4100.4500.4600.4503y00.7130.4501.8570.5002.1580.5002.0290.500y11.0000.0001.0000.0001.0000.0001.0000.000y21.0000.0001.0000.0001.0000.0001.0000.000y31.0000.0001.0000.0001.0000.0001.0000.000y0.4500.5000.5000.5002y00.7130.5001.8570.5002.1580.5002.0290.500y11.0000.0001.0000.0001.0000.0001.0000.000y21.0000.0001.0000.0001.0000.0001.0000.000y31.1000.0001.1000.0001.1000.0001.1000.000y0.5000.5000.5000.5001y00.5160.7401.3420.6001.5600.6001.4670.600y11.0000.0001.0000.0001.0000.0001.0000.000y20.9090.0000.9090.0000.9090.0000.9090.000y0.7400.6000.6000.6001.柱端弯矩及剪力计算原理同风荷载，计算结果见下表6.7：表6.7柱端弯矩、剪力的计算柱号层数Vj（KN）Dij（KN/m）∑D（KN/m）Dij/∑DVij（KN）Y（m）yh（m）MC上（KN/m）MC下（KN/m）L轴6750.912039212352220.01712.400.300.9026.0311.1651247.292039212352220.01720.590.401.2037.0624.7141646.352039212352220.01727.180.411.2348.1133.4331948.082039212352220.01732.160.451.3553.0643.4222152.472039212352220.01735.530.501.5053.3053.3012263.29106878841170.01227.360.742.4423.4766.81H轴6750.912786512352220.02316.940.401.2030.4920.3351247.292786512352220.02328.140.451.3546.4337.99四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书41646.352786512352220.02337.140.451.3561.2850.1431948.082786512352220.02343.950.501.5065.9265.9222152.472786512352220.02348.560.501.5072.8472.8412263.29209348841170.02453.590.601.9870.74106.11G轴6750.912914912352220.02417.720.421.2530.9422.2251247.292914912352220.02429.430.451.3548.5739.7441646.352914912352220.02438.850.461.3862.9453.6131948.082914912352220.02445.970.501.5068.9668.9622152.472914912352220.02450.790.501.5076.1976.1912263.29228428841170.02658.470.601.9877.19115.78F轴6750.912862412352220.02317.400.411.2330.7521.4651247.292862412352220.02328.900.451.3547.6939.0241646.352862412352220.02338.150.451.3562.9551.5031948.082862412352220.02345.140.501.5067.7167.7122152.472862412352220.02349.880.501.5074.8274.8212263.29220568841170.02556.460.601.9874.53111.801.梁端弯矩及剪力的计算梁端弯矩的计算见下表6.8、6.9、6.10：表6.8梁端弯矩MLH、MFG的计算层数柱端弯矩（KN*m）柱端弯矩之和（KN*m）MLH（KN*m）柱端弯矩（KN*m）柱端弯矩之和（KN*m）MFG（KN*m）60.0026.326.300.0030.9430.9426.3030.94511.1648.2248.2222.2270.7970.7937.0648.57424.7172.8272.8239.74102.68102.6848.1162.94333.4386.4986.4953.61122.57122.5753.0668.96223.4276.7276.7268.96145.15145.1553.3076.19153.3076.7776.7776.19153.38153.3823.4777.19表6.9梁端弯矩MHL、MHG的计算层数柱端弯矩（KN*m）柱端弯矩之和（KN*m）ib左×10-4（KN*m）ib左×10-4（KN*m）MHL（KN*m）MHG（KN*m）6　30.492.443.9111.7218.7730.49520.3366.762.443.9125.6541.11四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书46.43437.9999.272.443.9138.1461.1361.28350.41116.332.443.9144.7071.6365.92265.92138.762.443.9153.3285.4472.84172.84143.582.443.9155.1788.4170.74表6.10梁端弯矩MGH、MGF的计算层数柱端弯矩（KN*m）柱端弯矩之和（KN*m）ib左×10-4（KN*m）ib左×10-4（KN*m）MGH（KN*m）MGF（KN*m）6　30.753.913.4716.2914.4630.75521.4669.153.913.4736.6432.5147.69439.02101.973.913.4754.0247.9562.95351.50119.213.913.4763.1656.0567.71267.71142.533.913.4775.5167.0274.82174.82149.353.913.4779.1370.2274.53梁端剪力的计算见下表6.11：表6.11水平地震作用下的梁端剪力计算层数MLHKN*mMHLKN*mVLH=VHLKNMHGKN*mMGHKN*mVHG=VHGKNMGFKN*mMFGKN*mVGF=VFGKN626.3011.725.9418.7716.298.7714.4630.9410.09548.2225.6511.5441.1136.6419.4432.5170.7922.96472.8238.1417.3461.1354.0228.7947.95102.6833.47386.4944.7020.5071.6363.1633.7056.05122.5739.69276.7253.3220.3285.4475.5140.2467.02145.1547.15176.7755.1720.6288.4179.1341.8970.22153.3849.691.柱轴力的计算横向框架在水平地震作用下的轴力的计算见下表6.12：表6.12水平地震作用下的柱轴力计算单位：KN四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书层数VLHNLVHGNHVGFNGNF65.945.948.772.8310.091.320.00511.5417.4819.4410.7322.964.840.00417.3434.8228.7922.1833.479.520.00320.5055.3233.7035.3839.6915.510.00220.3275.6440.2455.3047.1522.420.00120.3295.9641.8976.8746.6927.220.00§6.6横向框架在水平地震作用下的内力图横向框架在水平地震作用下的内力图如下图6-1、6-2、6-3、6-4：楼层在地震剪力作用下的计算简图如下：单位：KN图6-1楼层在地震剪力作用下的计算简图四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书单位：图6-2③轴线框架在水平地震作用下的弯矩图单位：图6-3横向③轴线框架在水平地震作用下的剪力图四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书单位：图6-4横向③轴线框架在水平地震作用下的轴力图四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书第7章框架梁柱内力组合§7.1有关组合的规定(1)梁端负弯矩调幅考虑结构塑性内力重分布的有利影响，梁端负弯矩调幅系数取0.85，水平荷载作用下的弯矩不能调幅。(2)控制截面框架梁的控制截面为支座和跨中，其控制截面的最不利内力组合有以下几种：梁跨中截面：及相应的（正截面设计），有时需要组合；梁支座截面：及相应的（正截面设计）。及相应的（斜截面设计），有时需要组合。框架柱的控制截面通常为柱的上、下端截面，通常采用对称配筋，组合时只要考虑绝对值最大的弯矩。控制截面的内力最不利组合有以下几种：柱截面：及相应的;及相应的;及相应的;及相应的；不是绝对最大，是比较大，不是绝对最小或最大，是比较小或比较大。(3)内力换算进行内力组合前，对梁柱轴线上的弯矩值应换算到梁柱边缘处，考虑是手算，对于框架柱，可采用轴线处的内力值，只是钢筋用量比没有换算的用量略多一些。梁支座边缘处的内力值：；四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书式中：——支座边缘截面的弯矩标准值；——支座边缘截面的剪力标准值；——梁柱中线交点处的弯矩标准值；——与相应的梁柱中线交点处的剪力标准值；——梁单位长度上的均布荷载；——梁端支座宽度（柱截面高度）。(4)荷载效应组合的种类在手算时，主要考虑以下组合。①非抗震设计时的内力组合以永久荷载效应控制的组合：1.35×恒载+0.7×1.4×活载=1.35×恒载+0.98×活载；以可变荷载效应控制的组合：1.2×恒载+1.4×活载；考虑恒、活荷载和风荷载组合时，采用简化规则：1.2×恒载+1.4×0.9（活载+风载）②地震作用效应和其他荷载效应的基本组合。考虑重力荷载代表值、风荷载和水平地震组合(一般结构，风荷载的组合系数为0)：1.2×重力荷载+1.3×水平地震。③荷载效应的标准组合：1.0×恒载+1.0×活载。§7.2框架梁内力组合7.2.1内力转换和梁端负弯矩、跨中弯矩的调幅将框架梁轴线的内力换算为支座边缘处的内力值，对于受力复杂的跨，值计算时近似取该跨上所有荷载除以宽度。本住宅楼梁端负弯矩调幅系数为0.85，换算及调幅计算见下表7.1、7.2、7.3：表7.1轴线处的内力楼层截面位置内力荷载类型重SGE恒SGK活SQKSWKSEK左风右风左震右震LM端M-66.47-65.31-12.44四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书6层轴线处的内力V-45.06-44.28-8.78LH左端M80.6278.6123.991.07-1.0726.30-26.30V84.5582.5020.31-0.240.24-5.925.92LH中M99.9397.3818.060.30-0.307.30-7.30LH右端M-89.37-86.90-30.01-0.480.48-11.7211.72V-67.85-65.27-16.27-0.240.24-5.925.92HG左端M50.8650.0217.580.78-0.7818.77-18.77V30.8530.086.71-0.370.37-8.778.77HG中M-27.85-27.67-9.020.05-0.051.30-1.30HG右端M-19.52-19.13-4.11-0.680.68-16.2916.29V-46.25-45.52-13.29-0.370.37-8.778.77GF左端M27.7927.126.920.60-0.6014.46-14.46V50.2749.1313.28-0.420.42-10.0910.09GF中M15.8818.188.74-0.340.34-8.208.20GF右端M-37.22-36.37-9.78-1.271.27-30.9930.99V-46.08-45.01-12.01-0.420.42-10.0910.095层轴线处的内力LM端M-62.19-55.95-12.44V-42.08-37.68-8.78LH左端M97.4986.6820.232.26-2.2648.22-48.22V92.9984.6214.92-0.540.54-11.5411.54LH中M96.2997.554.570.53-0.5311.30-11.30LH右端M-131.58-118.81-24.06-0.480.48-25.6525.65V-80.34-71.96-16.78-0.540.54-11.5411.54HG左端M55.7849.7110.22-1.191.1941.11-41.11V32.6328.548.70-0.910.91-19.4419.44HG中M-33.24-30.55-2.830.08-0.082.30-2.30HG右端M-15.43-13.00-5.01-1.741.74-34.6434.64V-52.81-46.90-11.30-0.910.91-19.4419.44GF左端M24.2120.447.691.54-1.5432.51-32.51V37.8731.3911.85-1.061.06-22.9622.96GF中M9.818.205.94-0.340.34-19.2019.20GF右端M-27.75-23.31-8.87-1.271.27-70.7970.79V-36.29-30.64-11.33-1.061.06-22.9622.964层轴线处的内力LM端M-62.19-55.95-12.44V-42.08-37.68-8.78LH左端M98.3687.3719.383.90-3.9072.82-72.82V82.8986.3214.99-0.930.93-17.3417.34LH中M95.1096.545.640.94-0.9417.20-17.20LH右端M-131.81-118.85-23.64-2.302.30-38.1438.14V-80.44-72.06-16.56-0.930.93-17.3417.34HG左端M55.4049.6410.913.25-3.2561.13-61.13V32.8528.698.54-1.541.54-28.7928.79HG中M-32.42-29.99-2.830.18-0.183.60-3.60四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书HG右端M-15.92-13.51-5.07-2.892.89-54.0254.02V-52.59-46.75-11.46-1.541.54-28.7928.79GF左端M23.7920.017.643.54-3.5447.95-47.95V37.9632.0111.86-1.781.78-33.4733.47GF中M10.428.826.01-1.431.43-27.4027.40GF右端M-27.75-23.31-8.87-5.435.43-102.68102.68V-36.20-30.54-11.31-1.781.78-33.4733.473层轴线处的内力LM端M-62.19-55.95-12.44V-42.08-37.68-8.75LH左端M98.3687.3719.385.36-5.3686.49-86.49V92.9086.3214.99-1.271.27-20.5020.50LH中M95.1296.545.641.31-1.3120.90-20.90LH右端M-131.86-118.85-23.64-2.742.74-44.7044.70V-80.44-72.06-16.56-1.271.27-20.5020.50HG左端M55.4049.6410.914.40-4.4071.63-71.63V32.8528.698.54-2.102.10-33.7033.70HG中M-32.42-29.99-2.830.21-0.214.20-4.20HG右端M-15.92-13.51-5.07-3.993.99-63.1663.16V-52.89-46.75-11.46-2.102.10-33.7033.70GF左端M23.7920.017.643.54-3.5456.05-56.05V37.9632.0111.86-2.422.42-36.6936.69GF中M10.428.826.01-1.901.90-32.7032.70GF右端M-27.75-23.31-8.87-7.347.34-122.57122.57V-36.20-30.54-11.31-2.422.42-36.6936.692层轴线处的内力LM端M-62.19-55.95-12.44V-42.08-37.68-8.78LH左端M98.4187.1819.337.02-7.0276.72-76.72V92.8786.3114.99-1.701.70-20.3220.32LH中M95.2796.685.691.59-1.5911.70-11.70LH右端M-131.49-118.57-23.59-3.853.85-53.3253.32V-80.46-72.08-16.71-1.701.70-20.3220.32HG左端M55.9250.1111.006.18-6.1885.44-85.44V32.7228.578.52-2.942.94-40.2440.24HG中M-33.20-30.69-3.960.31-0.315.00-5.00HG右端M-15.92-13.51-5.08-5.565.56-75.5175.51V-52.72-46.87-11.48-2.942.94-40.2440.24GF左端M23.7920.017.644.93-4.9367.02-67.02V37.9632.0111.86-3.383.38-47.1547.15GF中M10.428.826.01-2.692.69-39.1039.10GF右端M-27.75-23.31-8.87-10.3010.30-145.15145.15四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书V-36.20-30.54-11.31-3.383.38-47.1547.151层轴线处的内力LM端M-62.19-55.95-12.44V-42.08-37.68-8.78LH左端M97.4286.5619.206.26-6.2676.27-76.27V92.7186.1514.96-1.701.70-20.3220.32LH中M95.2796.825.740.83-0.8311.80-11.8LH右端M-129.73-116.98-23.30-4.614.61-55.1755.17V-80.62-72.23-16.74-1.701.70-20.3220.32HG左端M56.6150.7511.117.40-7.4088.41-88.41V32.7428.588.53-3.553.55-41.8941.89HG中M-33.85-31.31-4.060.30-0.303.90-3.90HG右端M-16.69-14.20-5.21-3.803.80-79.1379.13V-52.70-46.86-11.48-3.553.55-41.8941.89GF左端M24.5220.697.746.04-6.0470.22-70.22V37.8031.8611.84-4.124.12-46.6946.69GF中M9.367.845.86-3.233.23-41.6041.60GF右端M-27.75-23.32-8.86-12.5012.50-153.28153.28V-36.36-30.69-11.34-4.124.12-46.6946.69注：表中弯矩的单位是KN*m，剪力的单位是KN。表7.2转换后的内力楼层截面位置内力荷载类型重SGE恒SGK活SQKSWKSEK左风右风左震右震6层转换后的内力LM端M-56.33-55.35-10.46　　　　V-42.74-42.01-8.26　　　　LH左端M61.6060.0519.421.12-1.1227.63-27.63V79.1977.2719.02-0.240.24-5.925.92LH中M99.9397.3818.060.30-0.307.30-7.30LH右端M-74.10-72.21-26.35-0.430.43-10.3910.39V-62.49-60.04-14.98-0.240.24-5.925.92HG左端M43.9243.2516.070.70-0.7016.80-16.80V29.7629.026.43-0.370.37-8.778.77HG中M-27.85-27.67-9.020.05-0.051.30-1.30HG右端M-9.11-8.89-1.12-0.760.76-18.2618.26V-47.34-46.58-13.57-0.370.37-8.778.77GF左端M16.4816.073.930.51-0.5112.19-12.19V49.2048.0813.00-0.420.42-10.0910.09GF中M15.8818.188.74-0.340.34-8.208.20M-26.85-26.24-7.08-1.181.18-28.7228.72四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书GF右端V-45.01-43.96-11.73-0.420.42-10.0910.095层转换后的内力LM端M-52.72-47.47-10.46　　　　V-39.94-35.80-8.26　　　　LH左端M76.5767.6416.872.38-2.3850.82-50.82V85.7978.0713.61-0.540.54-11.5411.54LH中M96.2997.554.570.53-0.5311.30-11.30LH右端M-113.5-102.62-20.28-0.360.36-23.0523.05V-87.54-78.51-18.09-0.540.54-11.5411.54HG左端M48.4443.298.26-1.391.3936.74-36.74V31.4327.488.42-0.910.91-19.4419.44HG中M-33.24-30.55-2.830.08-0.082.30-2.30HG右端M-3.55-2.45-2.47-1.941.94-39.0139.01V-54.01-47.96-11.58-0.910.91-19.4419.44GF左端M15.6913.385.021.30-1.3027.34-27.34V37.0530.7011.59-1.061.06-22.9622.96GF中M9.818.205.94-0.340.34-19.2019.20GF右端M-19.58-16.42-6.32-1.031.03-65.6265.62V-35.47-29.95-11.07-1.061.06-22.9622.964层转换后的内力LM端M-52.72-47.47-10.46　　　　V-39.94-35.80-8.26　　　　LH左端M79.7167.9516.014.11-4.1176.72-76.72V75.6979.7713.68-0.930.93-17.3417.34LH中M95.1096.545.640.94-0.9417.20-17.20LH右端M-113.71-102.6-19.91-2.092.09-34.2434.24V-87.64-78.61-17.87-0.930.93-17.3417.34HG左端M48.0143.188.992.90-2.9054.65-54.65V31.6527.638.26-1.541.54-28.7928.79HG中M-32.42-29.99-2.830.18-0.183.60-3.60HG右端M-4.09-2.99-2.49-3.243.24-60.5060.50V-53.79-47.81-11.74-1.541.54-28.7928.79GF左端M15.2512.814.973.14-3.1440.42-40.42V37.1431.3211.60-1.781.78-33.4733.47GF中M10.428.826.01-1.431.43-27.4027.40GF右端M-19.61-16.44-6.33-5.035.03-95.1595.15V-35.38-29.85-11.05-1.781.78-33.4733.473层转换后的内力LM端M-52.72-47.47-10.47　　　　V-39.94-35.80-8.23　　　　LH左端M77.4667.9516.015.65-5.6591.10-91.10V85.7079.7713.68-1.271.27-20.5020.50LH中M95.1296.545.641.31-1.3120.90-20.90LH右端M-113.76-102.6-19.91-2.452.45-40.0940.09V-87.64-78.61-17.87-1.271.27-20.5020.50四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书HG左端M48.0143.188.993.93-3.9364.05-64.05V31.6527.638.26-2.102.10-33.7033.70HG中M-32.42-29.99-2.830.21-0.214.20-4.20HG右端M-4.02-2.99-2.49-4.464.46-70.7470.74V-54.09-47.81-11.74-2.102.10-33.7033.70GF左端M15.2512.814.973.00-3.0047.79-47.79V37.1431.3211.60-2.422.42-36.6936.69GF中M10.428.826.01-1.901.90-32.7032.70GF右端M-19.61-16.44-6.33-6.806.80-114.31114.31V-35.38-29.85-11.05-2.422.42-36.6936.692层转换后的内力LM端M-52.72-47.47-10.46　　　　V-39.94-35.80-8.26　　　　LH左端M77.5167.7615.967.40-7.4081.29-81.29V85.6779.7613.68-1.701.70-20.3220.32LH中M95.2796.685.691.59-1.5911.70-11.70LH右端M-113.39-102.4-19.83-3.473.47-48.7548.75V-87.66-78.63-18.02-1.701.70-20.3220.32HG左端M48.5643.689.085.52-5.5276.39-76.39V31.5227.518.24-2.942.94-40.2440.24HG中M-33.20-30.69-3.960.31-0.315.00-5.00HG右端M-4.06-2.96-2.50-6.226.22-84.5684.56V-53.92-47.93-11.76-2.942.94-40.2440.24GF左端M15.2512.814.974.17-4.1756.41-56.41V37.1431.3211.60-3.383.38-47.1547.15GF中M10.428.826.01-2.692.69-39.1039.10GF右端M-19.61-16.44-6.33-9.549.54-134.54134.54V-35.38-29.85-11.05-3.383.38-47.1547.151层转换后的内力LM端M-52.72-47.47-10.46　　　　V-39.94-35.80-8.26　　　　LH左端M76.5667.1815.836.64-6.6480.84-80.84V85.5179.6013.65-1.701.70-20.3220.32LH中M95.2796.825.740.83-0.8311.80-11.80LH右端M-111.59-100.7-19.53-4.234.23-50.6050.60V-87.82-78.78-18.05-1.701.70-20.3220.32HG左端M49.2444.329.196.60-6.6078.98-78.98V31.5427.528.25-3.553.55-41.8941.89HG中M-33.85-31.31-4.060.30-0.303.90-3.90HG右端M-4.83-3.66-2.63-4.604.60-88.5688.56V-53.90-47.92-11.76-3.553.55-41.8941.89GF左端M16.0213.525.085.11-5.1159.71-59.71V36.9831.1711.58-4.124.12-46.6946.69GF中M9.367.845.86-3.233.23-41.6041.60GF右端M-19.57-16.41-6.31-11.611.57-142.77142.77V-35.54-30.00-11.08-4.124.12-46.6946.69四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书注：表中弯矩的单位是KN*m，剪力的单位是KN。表7.3调幅后的内力楼层截面位置内力荷载类型重SGE恒SGK活SQKSWKSEK左风右风左震右震6层调幅后的内力LM端M-47.88-47.04-8.89　　　　V-42.74-42.01-8.26　　　　LH左端M52.3651.0416.511.12-1.1227.63-27.63V79.1977.2719.02-0.240.24-5.925.92LH中M119.92116.8621.670.30-0.307.30-7.30LH右端M-62.99-61.38-22.40-0.430.43-10.3910.39V-62.49-60.04-14.98-0.240.24-5.925.92HG左端M37.3336.7613.660.70-0.7016.80-16.80V29.7629.026.43-0.370.37-8.778.77HG中M-33.42-33.20-10.820.05-0.051.30-1.30HG右端M-7.75-7.55-0.95-0.760.76-18.2618.26V-47.34-46.58-13.57-0.370.37-8.778.77GF左端M14.0113.663.340.51-0.5112.19-12.19V49.2048.0813.00-0.420.42-10.0910.09GF中M19.0621.8210.49-0.340.34-8.208.20GF右端M-22.82-22.31-6.02-1.181.18-28.7228.72V-45.01-43.96-11.73-0.420.42-10.0910.095层调幅后的内力LM端M-44.81-40.35-8.89　　　　V-39.94-35.80-8.26　　　　LH左端M65.0857.4914.342.38-2.3850.82-50.82V85.7978.0713.61-0.540.54-11.5411.54LH中M115.55117.065.480.53-0.5311.30-11.30LH右端M-96.48-87.23-17.24-0.360.36-23.0523.05V-87.54-78.51-18.09-0.540.54-11.5411.54HG左端M41.1736.807.02-1.391.3936.74-36.74V31.4327.488.42-0.910.91-19.4419.44HG中M-39.89-36.66-3.400.08-0.082.30-2.30M-3.02-2.08-2.10-1.941.94-39.0139.01四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书HG右端V-54.01-47.96-11.58-0.910.91-19.4419.44GF左端M13.3411.374.271.30-1.3027.34-27.34V37.0530.7011.59-1.061.06-22.9622.96GF中M11.779.847.13-0.340.34-19.2019.20GF右端M-16.65-13.95-5.37-1.031.03-65.6265.62V-35.47-29.95-11.07-1.061.06-22.9622.964层调幅后的内力LM端M-44.81-40.35-8.89　　　　V-39.94-35.80-8.26　　　　LH左端M67.7557.7613.614.11-4.1176.72-76.72V75.6979.7713.68-0.930.93-17.3417.34LH中M114.12115.856.770.94-0.9417.20-17.20LH右端M-96.65-87.24-16.93-2.092.09-34.2434.24V-87.64-78.61-17.87-0.930.93-17.3417.34HG左端M40.8136.717.642.90-2.9054.65-54.65V31.6527.638.26-1.541.54-28.7928.79HG中M-38.90-35.99-3.400.18-0.183.60-3.60HG右端M-3.47-2.54-2.12-3.243.24-60.5060.50V-53.79-47.81-11.74-1.541.54-28.7928.79GF左端M12.9610.894.233.14-3.1440.42-40.42V37.1431.3211.60-1.781.78-33.4733.47GF中M12.5010.587.21-1.431.43-27.4027.40GF右端M-16.66-13.97-5.38-5.035.03-95.1595.15V-35.38-29.85-11.05-1.781.78-33.4733.473层调幅后的内力LM端M-44.81-40.35-8.90　　　　V-39.94-35.80-8.23　　　　LH左端M65.8457.7613.615.65-5.6591.10-91.10V85.7079.7713.68-1.271.27-20.5020.50LH中M114.14115.856.771.31-1.3120.90-20.90LH右端M-96.70-87.24-16.93-2.452.45-40.0940.09V-87.64-78.61-17.87-1.271.27-20.5020.50HG左端M40.8136.717.643.93-3.9364.05-64.05V31.6527.638.26-2.102.10-33.7033.70四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书HG中M-38.90-35.99-3.400.21-0.214.20-4.20HG右端M-3.42-2.54-2.12-4.464.46-70.7470.74V-54.09-47.81-11.74-2.102.10-33.7033.70GF左端M12.9610.894.233.00-3.0047.79-47.79V37.1431.3211.60-2.422.42-36.6936.69GF中M12.5010.587.21-1.901.90-32.7032.70GF右端M-16.66-13.97-5.38-6.806.80-114.31114.31V-35.38-29.85-11.05-2.422.42-36.6936.692层调幅后的内力LM端M-44.81-40.35-8.89　　　　V-39.94-35.80-8.26　　　　LH左端M65.8957.6013.567.40-7.4081.29-81.29V85.6779.7613.68-1.701.70-20.3220.32LH中M114.32116.026.831.59-1.5911.70-11.70LH右端M-96.38-87.00-16.86-3.473.47-48.7548.75V-87.66-78.63-18.02-1.701.70-20.3220.32HG左端M41.2737.137.725.52-5.5276.39-76.39V31.5227.518.24-2.942.94-40.2440.24HG中M-39.84-36.83-4.750.31-0.315.00-5.00HG右端M-3.45-2.52-2.12-6.226.22-84.5684.56V-53.92-47.93-11.76-2.942.94-40.2440.24GF左端M12.9610.894.234.17-4.1756.41-56.41V37.1431.3211.60-3.383.38-47.1547.15GF中M12.5010.587.21-2.692.69-39.1039.10GF右端M-16.66-13.97-5.38-9.549.54-134.54134.54V-35.38-29.85-11.05-3.383.38-47.1547.151层调幅后的内力LM端M-44.81-40.35-8.89　　　　V-39.94-35.80-8.26　　　　LH左端M65.0857.1013.466.64-6.6480.84-80.84V85.5179.6013.65-1.701.70-20.3220.32LH中M114.32116.186.890.83-0.8311.80-11.80LH右端M-94.85-85.62-16.60-4.234.23-50.6050.60V-87.82-78.78-18.05-1.701.70-20.3220.32四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书HG左端M41.8637.677.816.60-6.6078.98-78.98V31.5427.528.25-3.553.55-41.8941.89HG中M-40.62-37.57-4.870.30-0.303.90-3.90HG右端M-4.11-3.11-2.23-4.604.60-88.5688.56V-53.90-47.92-11.76-3.553.55-41.8941.89GF左端M13.6111.494.315.11-5.1159.71-59.71V36.9831.1711.58-4.124.12-46.6946.69GF中M11.239.417.03-3.233.23-41.6041.60GF右端M-16.63-13.95-5.36-11.5711.57-142.77142.77V-35.54-30.00-11.08-4.124.12-46.6946.69注：1.表中弯矩的单位是KN*m，剪力的单位是KN。2.支座调幅后弯矩是调幅前的0.85倍.2.跨中调幅后弯矩是调幅前的1.2倍.7.2.2非抗震设计时的基本组合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，组合计算如下表7.4：表7.4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+活+风恒+活恒SGK活SQKSWK1.2恒+1.4*0.9（活+风）可变效应永久效应左风右风左风右风1.2恒+1.4活1.35恒+0.98活6层LM端M-47.04-8.890.000.00-64.46-64.46-68.91-72.23V-42.01-8.260.000.00-57.85-57.85-61.99-64.82LH左端M51.0416.511.12-1.1277.1275.0984.3685.08V77.2719.02-0.240.24109.63110.06119.36122.96LH跨中M116.8621.670.30-0.30160.00159.46170.57178.99LH右端M-61.38-22.40-0.430.43-94.20-93.43-105.01-104.81V-60.04-14.98-0.240.24-85.75-85.32-93.02-95.74HG左端M36.7613.660.70-0.7057.0455.7863.2463.02V29.026.43-0.370.3740.2740.9443.8245.47HG跨中M-33.20-10.820.05-0.05-49.54-49.63-55.00-55.43HG右端M-7.55-0.95-0.760.76-10.61-9.24-10.40-11.13V-46.58-13.57-0.370.37-68.45-67.78-74.90-76.19四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书GF左端M13.663.340.51-0.5119.8518.9421.0721.71V48.0813.00-0.420.4269.0269.7875.9077.65GF跨中M21.8210.49-0.340.3435.3135.9240.8639.73GF右端M-22.31-6.02-1.181.18-33.24-31.12-35.19-36.01V-43.96-11.73-0.420.42-63.69-62.93-69.18-70.855层LM端M-40.35-8.890.000.00-56.43-56.43-60.87-63.19V-35.80-8.260.000.00-50.40-50.40-54.53-56.43LH左端M57.4914.342.38-2.3884.0479.7689.0791.67V78.0713.61-0.540.54105.45106.42112.74118.74LH跨中M117.065.480.53-0.53145.88144.93148.15163.41LH右端M-87.23-17.24-0.360.36-120.51-119.87-128.81-134.65V-78.51-18.09-0.540.54-110.98-110.00-119.53-123.71HG左端M36.807.02-1.391.3949.2251.7353.9956.56V27.488.42-0.910.9139.7341.3744.7645.35HG跨中M-36.66-3.400.08-0.08-46.98-47.12-48.75-52.82HG右端M-2.08-2.10-1.941.94-6.13-2.63-5.43-4.86V-47.96-11.58-0.910.91-68.80-67.16-73.77-76.10GF左端M11.374.271.30-1.3018.6616.3219.6219.54V30.7011.59-1.061.0646.3148.2253.0652.80GF跨中M9.847.13-0.340.3417.9218.5321.7920.27GF右端M-13.95-5.37-1.031.03-22.51-20.65-24.27-24.10V-29.95-11.07-1.061.06-46.85-44.95-51.44-51.284层LM端M-40.35-8.890.000.00-56.43-56.43-60.87-63.19V-35.80-8.260.000.00-50.40-50.40-54.53-56.43LH左端M57.7613.614.11-4.1185.2577.8588.3691.30V79.7713.68-0.930.93107.20108.88114.88121.10LH跨中M115.856.770.94-0.94145.95144.26148.49163.03LH右端M-87.24-16.93-2.092.09-121.81-118.04-128.39-134.36V-78.61-17.87-0.930.93-111.25-109.57-119.35-123.63HG左端M36.717.642.90-2.9053.5448.3154.7457.04V27.638.26-1.541.5439.2041.9744.7245.39HG跨中M-35.99-3.400.18-0.18-46.08-46.40-47.94-51.91HG右端M-2.54-2.12-3.243.24-7.87-2.04-6.02-5.51V-47.81-11.74-1.541.54-69.33-66.55-73.81-76.05GF左端M10.894.233.14-3.1419.6914.0418.9818.84V31.3211.60-1.781.7846.4249.6253.8253.65GF跨中M10.587.21-1.431.4317.9020.4822.8021.36GF右端M-13.97-5.38-5.035.03-26.13-17.08-24.29-24.13V-29.85-11.05-1.781.78-47.36-44.16-51.29-51.123层LM端M-40.35-8.900.000.00-56.43-56.43-60.88-63.20V-35.80-8.230.000.00-50.37-50.37-54.49-56.40LH左端M57.7613.615.65-5.6586.6376.4788.3691.30V79.7713.68-1.271.27106.90109.18114.88121.10四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书LH跨中M115.856.771.31-1.31146.29143.93148.49163.03LH右端M-87.24-16.93-2.452.45-122.13-117.71-128.39-134.36V-78.61-17.87-1.271.27-111.55-109.27-119.35-123.63HG左端M36.717.643.93-3.9354.4647.3954.7457.04V27.638.26-2.102.1038.7042.4844.7245.39HG跨中M-35.99-3.400.21-0.21-46.05-46.43-47.94-51.91HG右端M-2.54-2.12-4.464.46-8.97-0.94-6.02-5.51V-47.81-11.74-2.102.10-69.83-66.05-73.81-76.05GF左端M10.894.233.00-3.0019.5614.1718.9818.84V31.3211.60-2.422.4245.8450.2053.8253.65GF跨中M10.587.21-1.901.9017.4820.9022.8021.36GF右端M-13.97-5.38-6.806.80-27.72-15.49-24.29-24.13V-29.85-11.05-2.422.42-47.94-43.58-51.29-51.122层LM端M-40.35-8.890.000.00-56.43-56.43-60.87-63.19V-35.80-8.260.000.00-50.40-50.40-54.53-56.43LH左端M57.6013.567.40-7.4087.9974.6688.1091.05V79.7613.68-1.701.70106.50109.56114.87121.09LH跨中M116.026.831.59-1.59146.80143.93148.78163.31LH右端M-87.00-16.86-3.473.47-122.69-116.45-128.00-133.97V-78.63-18.02-1.701.70-112.10-109.04-119.58-123.81HG左端M37.137.725.52-5.5256.4746.5455.3657.69V27.518.24-2.942.9437.7843.0744.5545.21HG跨中M-36.83-4.750.31-0.31-48.19-48.75-50.85-54.37HG右端M-2.52-2.12-6.226.22-10.530.67-5.99-5.48V-47.93-11.76-2.942.94-70.75-65.46-73.98-76.23GF左端M10.894.234.17-4.1720.6213.1118.9818.84V31.3211.60-3.383.3844.9851.0653.8253.65GF跨中M10.587.21-2.692.6916.7721.6122.8021.36GF右端M-13.97-5.38-9.549.54-30.19-13.02-24.29-24.13V-29.85-11.05-3.383.38-48.80-42.72-51.29-51.121层LM端M-40.35-8.890.000.00-56.43-56.43-60.87-63.19V-35.80-8.260.000.00-50.40-50.40-54.53-56.43LH左端M57.1013.466.64-6.6486.6174.6587.3690.27V79.6013.65-1.701.70106.28109.34114.63120.84LH跨中M116.186.890.83-0.83146.37144.87149.06163.60LH右端M-85.62-16.60-4.234.23-121.49-113.88-125.99-131.86V-78.78-18.05-1.701.70-112.31-109.25-119.80-124.04HG左端M37.677.816.60-6.6058.1846.3056.1458.51V27.528.25-3.553.5537.2543.6444.5745.23HG跨中M-37.57-4.870.30-0.30-49.20-49.74-51.91-55.50HG右端M-3.11-2.23-4.604.60-9.88-1.60-6.86-6.38V-47.92-11.76-3.553.55-71.29-64.90-73.97-76.22GF左端M11.494.315.11-5.1122.2813.0719.8319.74V31.1711.58-4.124.1244.1151.5353.6153.42四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书GF跨中M9.417.03-3.233.2314.7120.5321.1319.59GF右端M-13.95-5.36-11.5711.57-31.98-11.15-24.25-24.09V-30.00-11.08-4.124.12-49.68-42.26-51.51-51.35注：1.表中弯矩的单位是KN*m，剪力的单位是KN。7.2.3抗震设计荷载效应组合一般结构在抗震荷载效应组合时的风荷载组合系数为0，考虑重力荷载效应和水平地震作用两种荷载效应，抗震荷载效应的组合见下表4.5：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抗震组合SGESEKγRE（1.2SGE+1.3SEK）左震右震左震右震6层LM端M-47.880.000.00-43.09-43.09V-42.740.000.00-43.60-43.60LH左端M52.3627.63-27.6374.0620.18V79.19-5.925.9274.2387.32LH跨中M119.927.30-7.30115.04100.81LH右端M-62.99-10.3910.39-66.82-46.56V-62.49-5.925.92-70.28-57.20HG左端M37.3316.80-16.8049.9717.22V29.76-8.778.7720.6740.05HG跨中M-33.421.30-1.30-28.81-31.35HG右端M-7.75-18.2618.26-24.7810.83V-47.34-8.778.77-57.98-38.59GF左端M14.0112.19-12.1924.490.72V49.20-10.0910.0939.0361.33GF跨中M19.06-8.208.209.1625.15GF右端M-22.82-28.7228.72-48.547.46V-45.01-10.0910.09-57.06-34.765层LM端M-44.810.000.00-40.33-40.33V-39.940.000.00-40.74-40.74LH左端M65.0850.82-50.82108.129.03V85.79-11.5411.5474.75100.26LH跨中M115.5511.30-11.30115.0192.98LH右端M-96.48-23.0523.05-109.31-64.35V-87.54-11.5411.54-102.04-76.54HG左端M41.1736.74-36.7472.871.24V31.43-19.4419.4410.5853.54HG跨中M-39.892.30-2.30-33.66-38.14HG右端M-3.02-39.0139.01-40.7535.32四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书V-54.01-19.4419.44-76.57-33.61GF左端M13.3427.34-27.3438.66-14.66V37.05-22.9622.9612.4263.16GF跨中M11.77-19.2019.20-8.1329.31GF右端M-16.65-65.6265.62-78.9749.00V-35.47-22.9622.96-61.55-10.804层LM端M-44.810.000.00-40.33-40.33V-39.940.000.00-40.74-40.74LH左端M67.7576.72-76.72135.78-13.83V75.69-17.3417.3458.0496.36LH跨中M114.1217.20-17.20119.4885.94LH右端M-96.65-34.2434.24-120.37-53.61V-87.64-17.3417.34-108.56-70.23HG左端M40.8154.65-54.6590.01-16.56V31.65-28.7928.790.4764.09HG跨中M-38.903.60-3.60-31.50-38.52HG右端M-3.47-60.5060.50-62.1155.86V-53.79-28.7928.79-86.68-23.05GF左端M12.9640.42-40.4251.07-27.74V37.14-33.4733.470.8974.86GF跨中M12.50-27.4027.40-15.4637.97GF右端M-16.66-95.1595.15-107.7777.77V-35.38-33.4733.47-73.070.903层LM端M-44.810.000.00-40.33-40.33V-39.940.000.00-40.74-40.74LH左端M65.8491.10-91.10148.08-29.57V85.70-20.5020.5064.76110.06LH跨中M114.1420.90-20.90123.1182.35LH右端M-96.70-40.0940.09-126.11-47.94V-87.64-20.5020.50-112.05-66.74HG左端M40.8164.05-64.0599.17-25.72V31.65-33.7033.70-4.9669.52HG跨中M-38.904.20-4.20-30.92-39.11HG右端M-3.42-70.7470.74-72.0565.90V-54.09-33.7033.70-92.41-17.93GF左端M12.9647.79-47.7958.27-34.93V37.14-36.6936.69-2.6678.42GF跨中M12.50-32.7032.70-20.6343.14GF右端M-16.66-114.31114.31-126.4596.46V-35.38-36.6936.69-76.634.462层LM端M-44.810.000.00-40.33-40.33V-39.940.000.00-40.74-40.74LH左端M65.8981.29-81.29138.56-19.96四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书V85.67-20.3220.3264.93109.84LH跨中M114.3211.70-11.70114.3091.48LH右端M-96.38-48.7548.75-134.27-39.21V-87.66-20.3220.32-111.87-66.96HG左端M41.2776.39-76.39111.62-37.33V31.52-40.2440.24-12.3276.61HG跨中M-39.845.00-5.00-30.98-40.73HG右端M-3.45-84.5684.56-85.5579.35V-53.92-40.2440.24-99.47-10.53GF左端M12.9656.41-56.4166.67-43.34V37.14-47.1547.15-14.2289.98GF跨中M12.50-39.1039.10-26.8749.38GF右端M-16.66-134.54134.54-146.18116.18V-35.38-47.1547.15-88.1816.021层LM端M-44.810.000.00-40.33-40.33V-39.940.000.00-40.74-40.74LH左端M65.0880.84-80.84137.39-20.25V85.51-20.3220.3264.76109.67LH跨中M114.3211.80-11.80114.4091.39LH右端M-94.85-50.6050.60-134.70-36.03V-87.82-20.3220.32-112.03-67.12HG左端M41.8678.98-78.98114.68-39.34V31.54-41.8941.89-14.1278.46HG跨中M-40.623.90-3.90-32.76-40.36HG右端M-4.11-88.5688.56-90.0482.64V-53.90-41.8941.89-101.27-8.69GF左端M13.6159.71-59.7170.47-45.97V36.98-46.6946.69-13.8889.31GF跨中M11.23-41.6041.60-30.4550.67GF右端M-16.63-142.77142.77-154.18124.24V-35.54-46.6946.69-87.8415.35注：1.表中弯矩的单位是KN*m，剪力的单位是KN。2.受弯时γRE=0.75，受剪时γRE=0.85。7.2.4荷载效应的标准组合荷载效应的标准组合只考虑恒、活荷载，其组合过程见下表7.6：表7.6用于正常使用极限状态验算的框架梁标准组合楼层截面位置内力荷载类型恒+活SGKSQK1.0SGK+1.0SQKLM端M-47.04-8.89-55.94四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书6层V-42.01-8.26-50.28LH左端M51.0416.5167.55V77.2719.0296.29LH跨中M116.8621.67138.53LH右端M-61.38-22.40-83.78V-60.04-14.98-75.02HG左端M36.7613.6650.42V29.026.4335.45HG跨中M-33.20-10.82-44.03HG右端M-7.55-0.95-8.51V-46.58-13.57-60.15GF左端M13.663.3417.00V48.0813.0061.08GF跨中M21.8210.4932.30GF右端M-22.31-6.02-28.32V-43.96-11.73-55.695层LM端M-40.35-8.89-49.25V-35.80-8.26-44.06LH左端M57.4914.3471.84V78.0713.6191.68LH跨中M117.065.48122.54LH右端M-87.23-17.24-104.47V-78.51-18.09-96.60HG左端M36.807.0243.82V27.488.4235.90HG跨中M-36.66-3.40-40.06HG右端M-2.08-2.10-4.18V-47.96-11.58-59.54GF左端M11.374.2715.64V30.7011.5942.29GF跨中M9.847.1316.97GF右端M-13.95-5.37-19.33V-29.95-11.07-41.024层LM端M-40.35-8.89-49.25V-35.80-8.26-44.06LH左端M57.7613.6171.36V79.7713.6893.45LH跨中M115.856.77122.62LH右端M-87.24-16.93-104.17V-78.61-17.87-96.48HG左端M36.717.6444.35V27.638.2635.89HG跨中M-35.99-3.40-39.38四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书HG右端M-2.54-2.12-4.66V-47.81-11.74-59.55GF左端M10.894.2315.11V31.3211.6042.92GF跨中M10.587.2117.80GF右端M-13.97-5.38-19.35V-29.85-11.05-40.903层LM端M-40.35-8.90-49.25V-35.80-8.23-44.03LH左端M57.7613.6171.36V79.7713.6893.45LH跨中M115.856.77122.62LH右端M-87.24-16.93-104.17V-78.61-17.87-96.48HG左端M36.717.6444.35V27.638.2635.89HG跨中M-35.99-3.40-39.38HG右端M-2.54-2.12-4.66V-47.81-11.74-59.55GF左端M10.894.2315.11V31.3211.6042.92GF跨中M10.587.2117.80GF右端M-13.97-5.38-19.35V-29.85-11.05-40.902层LM端M-40.35-8.89-49.25V-35.80-8.26-44.06LH左端M57.6013.5671.16V79.7613.6893.44LH跨中M116.026.83122.84LH右端M-87.00-16.86-103.85V-78.63-18.02-96.65HG左端M37.137.7244.85V27.518.2435.75HG跨中M-36.83-4.75-41.58HG右端M-2.52-2.12-4.64V-47.93-11.76-59.69GF左端M10.894.2315.11V31.3211.6042.92GF跨中M10.587.2117.80GF右端M-13.97-5.38-19.35V-29.85-11.05-40.90LM端M-40.35-8.89-49.25四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书1层V-35.80-8.26-44.06LH左端M57.1013.4670.56V79.6013.6593.25LH跨中M116.186.89123.07LH右端M-85.62-16.60-102.22V-78.78-18.05-96.83HG左端M37.677.8145.48V27.528.2535.77HG跨中M-37.57-4.87-42.44HG右端M-3.11-2.23-5.34V-47.92-11.76-59.68GF左端M11.494.3115.81V31.1711.5842.75GF跨中M9.417.0316.44GF右端M-13.95-5.36-19.31V-30.00-11.08-41.08注：表中弯矩的单位是KN*m，剪力的单位是KN。§7.3框架柱内力组合组合要点：框架柱的内力组合考虑重力荷载代表值、恒荷载、活荷载、风荷载和水平地震作用在内的五种荷载。7.3.1柱控制截面上的内力框架柱在手算是直接采用作用在周线处的内力，不进行换算，只不过钢筋用量稍多一些，框架柱控制截面的内力值统计见下表7.7：表7.7框架柱内力统计柱号楼层截面位置内力荷载类型重SGE恒SGK活SQKSWKSEK左风右风左震右震L轴6层柱顶M14.2113.3011.15-1.071.07-26.0326.03V10.069.115.49-0.510.51-12.4012.40N245.11240.3946.02-0.240.24-5.945.94柱底M-15.96-14.03-5.330.46-0.4611.16-11.16V10.069.115.49-0.510.51-12.4012.40N260.30255.5861.21-0.240.24-5.945.945层柱顶M19.3316.702.26-1.801.80-37.0637.06V12.4710.081.91-1.001.00-20.5920.59N514.57489.26104.12-0.780.78-17.4817.48四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书柱底M-18.09-15.71-3.471.20-1.2024.71-24.71V12.4710.081.91-1.001.00-20.5920.59N529.76504.45119.31-0.780.78-17.4817.484层柱顶M18.0915.713.47-2.702.70-48.1148.11V12.0610.472.31-1.521.52-27.1827.18N783.92738.03162.28-1.711.71-34.8234.82柱底M-18.09-15.71-3.471.87-1.8733.43-33.43V12.0610.472.31-1.521.52-27.1827.18N799.11753.22177.47-1.711.71-34.8234.823层柱顶M18.0915.713.47-3.493.49-53.0653.06V12.0610.562.31-2.112.11-32.1632.16N1053.29987.01220.45-2.982.98-55.3255.32柱底M-18.40-15.98-3.472.85-2.8543.42-43.42V12.0610.562.31-2.112.11-32.1632.16N1068.481002.20235.64-2.982.98-55.3255.322层柱顶M17.5515.253.36-4.174.17-53.3053.30V11.9610.382.30-2.782.78-35.5335.53N1322.631235.56278.62-4.684.68-75.6475.64柱底M-18.33-15.89-3.544.17-4.1753.30-53.30V11.9610.382.30-2.782.78-35.5335.53N1337.821250.75293.81-4.684.68-75.6475.641层柱顶M16.9014.733.21-2.092.09-23.4723.47V7.456.461.44-2.442.44-27.3627.36N1591.801484.17336.76-6.396.39-95.5695.56柱底M-7.67-6.58-1.535.96-5.9666.81-66.81V7.456.461.44-2.442.44-27.3627.36N1612.431504.80357.39-6.396.39-95.5695.56H轴6层柱顶M-38.51-36.88-12.43-0.780.78-30.4930.49V-25.26-23.77-6.84-0.700.70-16.9416.94N162.48157.4342.31-0.130.13-2.832.83柱底M37.2834.448.080.84-0.8420.33-20.33V-25.26-23.77-6.84-0.700.70-16.9416.94N177.67172.6257.50-0.130.13-2.832.835层柱顶M-38.33-34.66-5.76-2.262.26-46.4346.43V-25.58-23.09-4.04-1.371.37-28.1428.14N381.97356.57102.32-0.500.50-10.2710.27柱底M38.2034.606.361.85-1.8537.99-37.99V-25.58-23.09-4.04-1.371.37-28.1428.14N397.16371.76117.51-0.500.50-10.2710.274层柱顶M-38.20-34.60-6.36-3.433.43-61.2861.28V-25.47-23.07-4.24-2.082.08-37.1437.14N601.79555.96161.94-1.111.11-22.1822.18柱底M38.2034.606.362.81-2.8150.14-50.14V-25.47-23.07-4.24-2.082.08-37.1437.14N616.98571.15177.31-1.111.11-22.1822.183层柱顶M-38.20-34.60-6.36-4.334.33-65.9265.92V-25.62-23.20-4.27-2.892.89-43.9543.95四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书N821.59755.35211.57-1.941.94-35.3835.38柱底M38.6535.016.444.33-4.3395.92-95.92V-25.62-23.20-4.27-2.892.89-43.9543.95N836.78770.54236.76-1.941.94-35.3835.382层柱顶M-36.92-33.44-6.16-5.705.70-72.4872.48V-25.25-22.88-4.20-3.803.80-48.5648.56N1041.29954.63281.33-3.183.18-55.3055.30柱底M38.8435.206.445.70-5.7072.48-72.48V-25.25-22.88-4.20-3.803.80-48.5648.56N1056.48969.82296.52-3.183.18-55.3055.301层柱顶M-34.28-31.03-5.74-6.316.31-70.7470.74V-16.14-14.62-2.68-4.784.78-53.5953.59N1261.161154.08341.12-5.035.03-76.8776.87柱底M18.9717.233.109.46-9.46106.11-106.11V-16.14-14.62-2.68-4.784.78-53.5953.59N1281.971174.71361.75-5.035.03-76.8776.87G轴6层柱顶M8.267.982.80-0.600.60-30.9430.94V4.514.171.42-0.730.73-17.7217.72N209.37205.3351.17-0.050.05-1.321.32柱底M-5.26-4.63-1.540.92-0.9222.22-22.22V4.514.171.42-0.730.73-17.7217.72N224.56220.5266.36-0.050.05-1.321.325层柱顶M3.522.811.24-2.362.36-48.5748.57V2.492.020.84-1.431.43-29.4329.43N407.07378.60114.62-0.200.20-4.844.84柱底M-3.94-3.25-1.291.93-1.9339.74-39.74V2.492.020.84-1.431.43-29.4329.43N422.26393.79129.81-0.200.20-4.844.844层柱顶M3.943.2512.90-3.533.53-62.9462.94V2.632.170.86-2.182.18-38.8538.85N604.65551.83178.24-0.440.44-9.529.52柱底M-3.94-3.25-1.293.00-3.0053.61-53.61V2.632.170.86-2.182.18-38.8538.85N619.84567.02193.43-0.440.44-9.529.523层柱顶M3.943.251.29-4.534.53-68.9668.96V2.632.170.86-3.023.02-45.9745.97N802.23725.06241.86-0.760.76-15.5115.51柱底M-3.94-3.25-1.294.53-4.5368.96-68.96V2.632.170.86-3.023.02-45.9745.97N817.42740.25257.05-0.760.76-15.5115.512层柱顶M3.943.261.27-5.965.96-76.1976.19V2.391.940.82-3.973.97-50.7950.79N999.93898.41305.50-1.201.20-22.4222.42柱底M-3.21-2.57-1.195.96-5.9676.19-76.19V2.391.940.82-3.973.97-50.7950.79N1015.12913.60320.69-1.201.20-22.4222.42柱顶M4.633.911.34-6.886.88-77.1977.19四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书1层V1.431.260.50-5.215.21-58.4758.47N1197.461071.59369.10-1.771.77-27.2227.22柱底M-0.10-0.26-0.3110.32-10.32115.78-115.78V1.431.260.50-5.215.21-58.4758.47N1218.091092.22389.73-1.771.77-27.2227.22F轴6层柱顶M0.000.000.00-1.271.27-30.7530.75V0.000.000.00-0.720.72-17.4017.40N138.98135.7637.600.000.000.000.00柱底M0.000.000.000.89-0.8921.46-21.46V0.000.000.00-0.720.72-17.4017.40N154.17150.9552.790.000.000.000.005层柱顶M0.000.000.00-2.322.32-47.6947.69V0.000.000.00-1.401.40-28.9028.90N303.53281.3490.730.000.000.000.00柱底M0.000.000.001.90-1.9039.02-39.02V0.000.000.00-1.401.40-28.9028.90N318.72296.53105.920.000.000.000.004层柱顶M0.000.000.00-3.533.53-62.9562.95V0.000.000.00-2.142.14-38.1538.15N467.97426.82143.850.000.000.000.00柱底M0.000.000.002.89-2.8951.50-51.50V0.000.000.00-2.142.14-38.1538.15N483.16442.01159.040.000.000.000.003层柱顶M0.000.000.00-4.454.45-67.7167.71V0.000.000.00-2.962.96-45.5445.54N632.42572.30196.970.000.000.000.00柱底M0.000.000.004.45-4.4567.71-67.71V0.000.000.00-2.962.96-45.5445.54N647.61587.49212.160.000.000.000.002层柱顶M0.000.000.00-5.855.85-74.8274.82V0.000.000.00-3.903.90-49.8849.88N796.87717.77250.090.000.000.000.00柱底M0.000.000.005.85-5.8574.82-74.82V0.000.000.00-3.903.90-49.8849.88N812.06732.96265.280.000.000.000.001层柱顶M0.000.000.00-6.656.65-74.5374.53V0.000.000.00-5.035.03-56.4656.46N961.48863.40303.240.000.000.000.00柱底M0.000.000.009.97-9.97111.80-111.80V0.000.000.00-5.035.03-56.4656.46N982.11884.03323.870.000.000.000.00注：表中弯矩的单位是KN*m，剪力的单位是KN，轴力的单位是KN。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书7.3.2非抗震基本组合考虑恒、活及风荷载三种荷载效应，组合过程见下表7.8：表7.8非抗震框架柱基本内力组合柱号楼层截面位置内力荷载类型恒+活+风恒+活恒SGK活SQKSWK1.2恒+1.4*0.9（活+风）可变效应永久效应左风右风左风右风1.2活+1.4活1.35恒+0.98活L轴6层柱顶M13.3011.15-1.071.0728.6631.3631.5728.88V9.115.49-0.510.5117.2118.4918.6217.68N240.3946.02-0.240.24346.15346.76352.90369.63柱底M-14.03-5.330.46-0.46-22.97-24.13-24.30-24.16V9.115.49-0.510.5117.2118.4918.6217.68N255.5861.21-0.240.24383.52384.12392.39405.025层柱顶M16.702.26-1.801.8020.6225.1623.2024.76V10.081.91-1.001.0013.2415.7614.7715.48N489.26104.12-0.780.78717.32719.29732.88762.54柱底M-15.71-3.471.20-1.20-21.71-24.74-23.71-24.61V10.081.91-1.001.0013.2415.7614.7715.48N504.45119.31-0.780.78754.69756.65772.37797.934层柱顶M15.713.47-2.702.7019.8226.6323.7124.61V10.472.31-1.521.5213.5617.3915.8016.40N738.03162.28-1.711.711087.951092.261112.831155.37柱底M-15.71-3.471.87-1.87-20.87-25.58-23.71-24.61V10.472.31-1.521.5213.5617.3915.8016.40N753.22177.47-1.711.711125.321129.631152.321190.773层柱顶M15.713.47-3.493.4918.8327.6223.7124.61V10.562.31-2.112.1112.9218.2415.9116.52N987.01220.45-2.982.981458.421465.931493.041548.50柱底M-15.98-3.472.85-2.85-19.96-27.14-24.03-24.97V10.562.31-2.112.1112.9218.2415.9116.52N1002.20235.64-2.982.981495.791503.301532.541583.902层柱顶M15.253.36-4.174.1717.2827.7923.0023.88V10.382.30-2.782.7811.8518.8615.6816.27N1235.56278.62-4.684.681827.841839.631872.741941.05柱底M-15.89-3.544.17-4.17-18.27-28.78-24.02-24.92V10.382.30-2.782.7811.8518.8615.6816.27N1250.75293.81-4.684.681865.201877.001912.231976.45M14.733.21-2.092.0919.0924.3522.1723.03四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书1层柱顶V6.461.44-2.442.446.4912.649.7710.13N1484.17336.76-6.396.392197.272213.372252.472333.65柱底M-6.58-1.535.96-5.96-2.31-17.33-10.04-10.38V6.461.44-2.442.446.4912.649.7710.13N1504.80357.39-6.396.392248.022264.122306.112381.72H轴6层柱顶M-36.88-12.43-0.780.78-60.90-58.94-61.66-61.97V-23.77-6.84-0.700.70-38.02-36.26-38.10-38.79N157.4342.31-0.130.13242.06242.39248.15253.99柱底M34.448.080.84-0.8452.5750.4552.6454.41V-23.77-6.84-0.700.70-38.02-36.26-38.10-38.79N172.6257.50-0.130.13279.43279.76287.64289.395层柱顶M-34.66-5.76-2.262.26-51.70-46.00-49.66-52.44V-23.09-4.04-1.371.37-34.52-31.07-33.36-35.13N356.57102.32-0.500.50556.18557.44571.13581.64柱底M34.606.361.85-1.8551.8647.2050.4252.94V-23.09-4.04-1.371.37-34.52-31.07-33.36-35.13N371.76117.51-0.500.50593.54594.80610.63617.044层柱顶M-34.60-6.36-3.433.43-53.86-45.21-50.42-52.94V-23.07-4.24-2.082.08-35.65-30.41-33.62-35.30N555.96161.94-1.111.11869.80872.60893.87909.25柱底M34.606.362.81-2.8153.0745.9950.4252.94V-23.07-4.24-2.082.08-35.65-30.41-33.62-35.30N571.15177.31-1.111.11907.39910.19933.61944.823层柱顶M-34.60-6.36-4.334.33-54.99-44.08-50.42-52.94V-23.20-4.27-2.892.89-36.86-29.58-33.82-35.50N755.35211.57-1.941.941170.551175.441202.621227.06柱底M35.016.444.33-4.3355.5844.6751.0353.57V-23.20-4.27-2.892.89-36.86-29.58-33.82-35.50N770.54236.76-1.941.941220.521225.411256.111272.252层柱顶M-33.44-6.16-5.705.70-55.07-40.71-48.75-51.18V-22.88-4.20-3.803.80-37.54-27.96-33.34-35.00N954.63281.33-3.183.181496.031504.041539.421564.45柱底M35.206.445.70-5.7057.5443.1751.2653.83V-22.88-4.20-3.803.80-37.54-27.96-33.34-35.00N969.82296.52-3.183.181533.391541.411578.911599.851层柱顶M-31.03-5.74-6.316.31-52.42-36.52-45.27-47.52V-14.62-2.68-4.784.78-26.94-14.90-21.30-22.36N1154.08341.12-5.035.031808.371821.051862.461892.31柱底M17.233.109.46-9.4636.5012.6625.0226.30V-14.62-2.68-4.784.78-26.94-14.90-21.30-22.36N1174.71361.75-5.035.031859.121871.791916.101940.37G轴6层柱顶M7.982.80-0.600.6012.3513.8613.5013.52V4.171.42-0.730.735.877.716.997.02N205.3351.17-0.050.05310.81310.93318.03327.34柱底M-4.63-1.540.92-0.92-6.34-8.66-7.71-7.76V4.171.42-0.730.735.877.716.997.02N220.5266.36-0.050.05348.17348.30357.53362.73四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书5层柱顶M2.811.24-2.362.361.967.915.115.01V2.020.84-1.431.431.685.283.603.55N378.60114.62-0.200.20598.49598.99614.79623.44柱底M-3.25-1.291.93-1.93-3.09-7.96-5.71-5.65V2.020.84-1.431.431.685.283.603.55N393.79129.81-0.200.20635.86636.36654.28658.834层柱顶M3.2512.90-3.533.5315.7124.6021.9617.03V2.170.86-2.182.180.946.433.813.77N551.83178.24-0.440.44886.22887.33911.73919.65柱底M-3.25-1.293.00-3.00-1.75-9.31-5.71-5.65V2.170.86-2.182.180.946.433.813.77N567.02193.43-0.440.44923.59924.70951.23955.043层柱顶M3.251.29-4.534.53-0.1811.235.715.65V2.170.86-3.023.02-0.127.493.813.77N725.06241.86-0.760.761173.861175.771208.681215.85柱底M-3.25-1.294.53-4.530.18-11.23-5.71-5.65V2.170.86-3.023.02-0.127.493.813.77N740.25257.05-0.760.761211.231213.141248.171251.252层柱顶M3.261.27-5.965.96-2.0013.025.695.65V1.940.82-3.973.97-1.648.363.483.42N898.41305.50-1.201.201461.511464.531505.791512.24柱底M-2.57-1.195.96-5.962.93-12.09-4.75-4.64V1.940.82-3.973.97-1.648.363.483.42N913.60320.69-1.201.201498.881501.901545.291547.641层柱顶M3.911.34-6.886.88-2.2915.056.576.59V1.260.50-5.215.21-4.428.712.212.19N1071.59369.10-1.771.771748.741753.201802.651808.36柱底M-0.26-0.3110.32-10.3212.30-13.71-0.75-0.65V1.260.50-5.215.21-4.428.712.212.19N1092.22389.73-1.771.771799.491803.951856.291856.43F轴6层柱顶M0.000.00-1.271.27-1.601.600.000.00V0.000.00-0.720.72-0.910.910.000.00N135.7637.600.000.00210.29210.29215.55220.12柱底M0.000.000.89-0.891.12-1.120.000.00V0.000.00-0.720.72-0.910.910.000.00N150.9552.790.000.00247.66247.66255.05255.525层柱顶M0.000.00-2.322.32-2.922.920.000.00V0.000.00-1.401.40-1.761.760.000.00N281.3490.730.000.00451.93451.93464.63468.72柱底M0.000.001.90-1.902.39-2.390.000.00V0.000.00-1.401.40-1.761.760.000.00N296.53105.920.000.00489.30489.30504.12504.124层柱顶M0.000.00-3.533.53-4.454.450.000.00V0.000.00-2.142.14-2.702.700.000.00N426.82143.850.000.00693.44693.44713.57717.18柱底M0.000.002.89-2.893.64-3.640.000.00V0.000.00-2.142.14-2.702.700.000.00四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书N442.01159.040.000.00730.80730.80753.07752.573层柱顶M0.000.00-4.454.45-5.615.610.000.00V0.000.00-2.962.96-3.733.730.000.00N572.30196.970.000.00934.94934.94962.52965.64柱底M0.000.004.45-4.455.61-5.610.000.00V0.000.00-2.962.96-3.733.730.000.00N587.49212.160.000.00972.31972.311002.011001.032层柱顶M0.000.00-5.855.85-7.377.370.000.00V0.000.00-3.903.90-4.914.910.000.00N717.77250.090.000.001176.441176.441211.451214.08柱底M0.000.005.85-5.857.37-7.370.000.00V0.000.00-3.903.90-4.914.910.000.00N732.96265.280.000.001213.801213.801250.941249.471层柱顶M0.000.00-6.656.65-8.388.380.000.00V0.000.00-5.035.03-6.346.340.000.00N863.40303.240.000.001418.161418.161460.621462.77柱底M0.000.009.97-9.9712.56-12.560.000.00V0.000.00-5.035.03-6.346.340.000.00N884.03323.870.000.001468.911468.911514.251510.83注：表中弯矩的单位是KN*m，剪力的单位是KN，轴力的单位是KN。7.3.3地震作用和其他荷载效应的组合组合同框架梁，组合过程见下表7.9：表7.9抗震框架柱基本内力组合柱号楼层截面位置内力荷载类型抗震组合重SGESEKγRE（1.2重+1.3SEK）左震右震左震右震L轴6层柱顶M14.21-26.0326.03-13.4340.71V10.06-12.4012.40-3.4423.96N245.11-5.945.94229.13241.48柱底M-15.9611.16-11.16-3.72-26.93V10.06-12.4012.40-3.4423.96N260.30-5.945.94243.71256.075层柱顶M19.33-37.0637.06-19.9957.10V12.47-20.5920.59-10.0335.47N514.57-17.4817.48475.81512.17柱底M-18.0924.71-24.718.33-43.06V12.47-20.5920.59-10.0335.47N529.76-17.4817.48490.39526.754层柱顶M18.09-48.1148.11-32.6767.40V12.06-27.1827.18-17.7342.34四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书N783.92-34.8234.82716.35788.78柱底M-18.0933.43-33.4317.40-52.13V12.06-27.1827.18-17.7342.34N799.11-34.8234.82730.93803.363层柱顶M18.09-53.0653.06-37.8272.55V12.06-32.1632.16-23.2447.84N1053.29-55.3255.32953.631068.69柱底M-18.4043.42-43.4227.49-62.82V12.06-32.1632.16-23.2447.84N1068.48-55.3255.32968.211083.272层柱顶M17.55-53.3053.30-38.5872.28V11.96-35.5335.53-27.0651.46N1322.63-75.6475.641191.061348.39柱底M-18.3353.30-53.3037.84-73.03V11.96-35.5335.53-27.0651.46N1337.82-75.6475.641205.641362.971层柱顶M16.90-23.4723.47-8.1840.63V7.45-27.3627.36-22.6337.83N1591.80-95.5695.561428.751627.51柱底M-7.6766.81-66.8162.12-76.85V7.45-27.3627.36-22.6337.83N1612.43-95.5695.561448.551647.32H轴6层柱顶M-38.51-30.4930.49-68.68-5.26V-25.26-16.9416.94-44.48-7.05N162.48-2.832.83153.04158.92柱底M37.2820.33-20.3356.9314.65V-25.26-16.9416.94-44.48-7.05N177.67-2.832.83167.62173.515层柱顶M-38.33-46.4346.43-85.0811.49V-25.58-28.1428.14-57.195.00N381.97-10.2710.27356.01377.37柱底M38.2037.99-37.9976.18-2.84V-25.58-28.1428.14-57.195.00N397.16-10.2710.27370.59391.954层柱顶M-38.20-61.2861.28-100.4027.06V-25.47-37.1437.14-67.0215.06N601.79-22.1822.18554.65600.79柱底M38.2050.14-50.1488.82-15.47V-25.47-37.1437.14-67.0215.06N616.98-22.1822.18569.23615.373层柱顶M-38.20-65.9265.92-105.2331.88V-25.62-43.9543.95-74.7022.43N821.59-35.3835.38751.93825.52柱底M38.6595.92-95.92136.86-62.65四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书V-25.62-43.9543.95-74.7022.43N836.78-35.3835.38766.51840.102层柱顶M-36.92-72.4872.48-110.8239.94V-25.25-48.5648.56-79.4127.90N1041.29-55.3055.30942.131057.15柱底M38.8472.48-72.48112.67-38.09V-25.25-48.5648.56-79.4127.90N1056.48-55.3055.30956.711071.731层柱顶M-34.28-70.7470.74-106.4840.66V-16.14-53.5953.59-75.6842.75N1261.16-76.8776.871130.771290.66柱底M18.97106.11-106.11128.57-92.14V-16.14-53.5953.59-75.6842.75N1281.97-76.8776.871150.751310.64G轴6层柱顶M8.26-30.9430.94-24.2540.11V4.51-17.7217.72-14.9824.18N209.37-1.321.32199.62202.37柱底M-5.2622.22-22.2218.06-28.16V4.51-17.7217.72-14.9824.18N224.56-1.321.32214.20216.955层柱顶M3.52-48.5748.57-47.1353.89V2.49-29.4329.43-29.9835.06N407.07-4.844.84385.75395.82柱底M-3.9439.74-39.7437.55-45.11V2.49-29.4329.43-29.9835.06N422.26-4.844.84400.34410.404层柱顶M3.94-62.9462.94-61.6869.24V2.63-38.8538.85-40.2545.61N604.65-9.529.52570.56590.36柱底M-3.9453.61-53.6151.97-59.54V2.63-38.8538.85-40.2545.61N619.84-9.529.52585.15604.953层柱顶M3.94-68.9668.96-67.9475.50V2.63-45.9745.97-48.1153.48N802.23-15.5115.51754.01786.27柱底M-3.9468.96-68.9667.94-75.50V2.63-45.9745.97-48.1153.48N817.42-15.5115.51768.59800.852层柱顶M3.94-76.1976.19-75.4683.02V2.39-50.7950.79-53.6958.56N999.93-22.4222.42936.62983.25柱底M-3.2176.19-76.1976.16-82.32V2.39-50.7950.79-53.6958.56N1015.12-22.4222.42951.20997.83四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书1层柱顶M4.63-77.1977.19-75.8384.72V1.43-58.4758.47-63.1566.07N1197.46-27.2227.221121.251177.87柱底M-0.10115.78-115.78120.32-120.51V1.43-58.4758.47-63.1566.07N1218.09-27.2227.221141.061197.68F轴6层柱顶M0.00-30.7530.75-31.9831.98V0.00-17.4017.40-19.2319.23N138.980.000.00133.42133.42柱底M0.0021.46-21.4622.32-22.32V0.00-17.4017.40-19.2319.23N154.170.000.00148.00148.005层柱顶M0.00-47.6947.69-49.6049.60V0.00-28.9028.90-31.9331.93N303.530.000.00291.39291.39柱底M0.0039.02-39.0240.58-40.58V0.00-28.9028.90-31.9331.93N318.720.000.00305.97305.974层柱顶M0.00-62.9562.95-65.4765.47V0.00-38.1538.15-42.1642.16N467.970.000.00449.25449.25柱底M0.0051.50-51.5053.56-53.56V0.00-38.1538.15-42.1642.16N483.160.000.00463.83463.833层柱顶M0.00-67.7167.71-70.4270.42V0.00-45.5445.54-50.3250.32N632.420.000.00607.12607.12柱底M0.0067.71-67.7170.42-70.42V0.00-45.5445.54-50.3250.32N647.610.000.00621.71621.712层柱顶M0.00-74.8274.82-77.8177.81V0.00-49.8849.88-55.1255.12N796.870.000.00765.00765.00柱底M0.0074.82-74.8277.81-77.81V0.00-49.8849.88-55.1255.12N812.060.000.00779.58779.581层柱顶M0.00-74.5374.53-77.5177.51V0.00-56.4656.46-62.3962.39N961.480.000.00923.02923.02柱底M0.00111.80-111.80116.27-116.27V0.00-56.4656.46-62.3962.39N982.110.000.00942.83942.83注：1.表中弯矩的单位是KN*m，剪力的单位是KN，轴力的单位是KN；。2.受弯、压时γRE=0.80，受剪时γRE=0.85。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书7.3.4荷载效应的标准组合框架柱荷载效应的标准组合同框架梁，组合过程见下表7.10：表7.10框架柱内力标准组合柱号楼层截面位置内力荷载类型恒+活恒SGK活SQK1.0恒+1.0活L轴6层柱顶M13.3011.1524.45N240.3946.02286.41柱底M-14.03-5.33-19.36N255.5861.21316.795层柱顶M16.702.2618.96N489.26104.12593.38柱底M-15.71-3.47-19.18N504.45119.31623.764层柱顶M15.713.4719.18N738.03162.28900.31柱底M-15.71-3.47-19.18N753.22177.47930.693层柱顶M15.713.4719.18N987.01220.451207.46柱底M-15.98-3.47-19.45N1002.20235.641237.842层柱顶M15.253.3618.61N1235.56278.621514.18柱底M-15.89-3.54-19.43N1250.75293.811544.561层柱顶M14.733.2117.94N1484.17336.761820.93柱底M-6.58-1.53-8.11N1504.80357.391862.19H轴6层柱顶M-36.88-12.43-49.31N157.4342.31199.74柱底M34.448.0842.52N172.6257.50230.125层柱顶M-34.66-5.76-40.42N356.57102.32458.89柱底M34.606.3640.96N371.76117.51489.27四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书4层柱顶M-34.60-6.36-40.96N555.96161.94717.90柱底M34.606.3640.96N571.15177.31748.463层柱顶M-34.60-6.36-40.96N755.35211.57966.92柱底M35.016.4441.45N770.54236.761007.302层柱顶M-33.44-6.16-39.60N954.63281.331235.96柱底M35.206.4441.64N969.82296.521266.341层柱顶M-31.03-5.74-36.77N1154.08341.121495.20柱底M17.233.1020.33N1174.71361.751536.46G轴6层柱顶M7.982.8010.78N205.3351.17256.50柱底M-4.63-1.54-6.17N220.5266.36286.885层柱顶M2.811.244.05N378.60114.62493.22柱底M-3.25-1.29-4.54N393.79129.81523.604层柱顶M3.2512.9016.15N551.83178.24730.07柱底M-3.25-1.29-4.54N567.02193.43760.453层柱顶M3.251.294.54N725.06241.86966.92柱底M-3.25-1.29-4.54N740.25257.05997.302层柱顶M3.261.274.53N898.41305.501203.91柱底M-2.57-1.19-3.76N913.60320.691234.291层柱顶M3.911.345.25N1071.59369.101440.69柱底M-0.26-0.31-0.57N1092.22389.731481.95F轴6层柱顶M0.000.000.00N135.7637.60173.36柱底M0.000.000.00N150.9552.79203.74四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书5层柱顶M0.000.000.00N281.3490.73372.07柱底M0.000.000.00N296.53105.92402.454层柱顶M0.000.000.00N426.82143.85570.67柱底M0.000.000.00N442.01159.04601.053层柱顶M0.000.000.00N572.30196.97769.27柱底M0.000.000.00N587.49212.16799.652层柱顶M0.000.000.00N717.77250.09967.86柱底M0.000.000.00N732.96265.28998.241层柱顶M0.000.000.00N863.40303.241166.64柱底M0.000.000.00N884.03323.871207.90注：表中弯矩的单位是KN·m，轴力的单位是KN。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书第8章框架梁、柱截面设计§8.1框架梁非抗震截面设计8.1.1最不利荷载组合的选取加见第7章表7.4，得到最不利荷载的取值，即为下表8.1、8.2：表8.1框架梁非抗震设计的最不利弯矩单位：KN*m楼层截面位置恒+活+风恒+活1.2恒+1.4*0.9（活+风）可变效应永久效应左风1.2恒+1.4活1.35恒+0.98活6层LM端　　-72.23LH左端　　85.08LH跨中　　178.99LH右端　-105.01　HG左端　63.24　HG跨中　　-55.43HG右端　　-11.13GF左端　　21.71GF跨中　40.86　GF右端　　-36.015层LM端　　-63.19LH左端　　91.67LH跨中　　163.41LH右端　　-134.65HG左端　　56.56HG跨中　　-52.82HG右端-6.13　　GF左端　　19.54GF跨中　21.79　GF右端　-24.27　4层LM端　-60.87　LH左端　　91.30LH跨中　　163.03LH右端　　-134.36HG左端　　57.04四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书HG跨中　　-51.91HG右端-7.87　　GF左端19.69　　GF跨中　　22.80　GF右端　-24.29　3层LM端　　-63.20LH左端　　91.30LH跨中　　163.03LH右端　　-134.36HG左端　　57.04HG跨中　　-51.91HG右端　-6.02　GF左端　19.56　　GF跨中　　21.36GF右端-27.72　　2层LM端　　-63.19LH左端　　91.05LH跨中　　163.31LH右端　　-133.97HG左端　　57.69HG跨中　　-54.37HG右端-10.53　　GF左端20.62　　GF跨中　22.80　GF右端　-24.29　1层LM端　　-63.19LH左端　　90.27LH跨中　　163.60LH右端　　-131.86HG左端　　58.51HG跨中　　-55.50HG右端-9.88　　GF左端22.28　　GF跨中　21.13　GF右端-31.98　　表8.2框架梁非抗震设计的最不利剪力单位：KN楼层截面位置恒+活可变效应永久效应1.2恒+1.4活1.35恒+0.98活6层LM端　-64.82LH左端　122.96LH右端　-95.74HG左端　45.47四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书HG右端　-76.19GF左端　77.65GF右端　-70.855层LM端　-56.43LH左端　118.74LH右端　-123.71HG左端　45.35HG右端　-76.10GF左端　52.80GF右端-51.44　4层LM端　-56.43LH左端　121.10LH右端　-123.63HG左端　45.39HG右端　-76.05GF左端53.82　GF右端-51.29　3层LM端　-56.40LH左端　121.10LH右端　-123.63HG左端　45.39HG右端　-76.05GF左端53.82　GF右端-51.29　2层LM端　-56.43LH左端　121.09LH右端　-123.81HG左端　45.21HG右端　-76.23GF左端53.82　GF右端-51.29　1层LM端　-56.43LH左端　120.84LH右端　-124.04HG左端　45.23HG右端　-76.22GF左端53.61　GF右端-51.51　8.1.2框架梁正截面非抗震受弯承载力计算框架梁的截面尺寸为，混凝土等级为C30，纵向受力筋采用级，箍筋采用级。查《混凝土结构》附表四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书，得到材料的强度标准值如下：混凝土强度：C30：钢筋强度：相对受压区高度：最小配筋率：计算公式如下：计算：框架梁的正截面配筋计算过程见下表8.3：表8.3框架梁非抗震正截面配筋计算楼层截面位置Mαsξ<ξb=0.518γsAs配筋实配Asρ（%）KN*mmm²mm²6层LM端-72.230.0910.0960.952-448320-6280.50LH左端85.080.1080.1140.9435333206280.50LH跨中178.990.2270.2610.870121642012561.00LH右端-105.010.1330.1430.928-669418-10170.81HG左端63.240.0800.0840.9583903144610.37HG跨中-55.430.0700.0730.964-340314-4610.37HG右端-11.130.0140.0140.993-66312-3390.27GF左端21.710.0270.0280.9861303123390.27GF跨中40.860.0520.0530.9732483123390.27GF右端-36.010.0460.0470.977-218312-3390.275层LM端-63.190.0800.0840.958-390412-4520.3691.670.1160.1240.9385783166030.48四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书LH左端LH跨中163.410.2070.2340.883109442012561.00LH右端-134.650.1710.1880.906-878320-9410.75HG左端56.560.0720.0740.9633473144610.37HG跨中-52.820.0670.0690.965-323312-3390.27HG右端-6.130.0080.0080.996-36312-3390.27GF左端19.540.0250.0250.9871173123390.27GF跨中21.790.0280.0280.9861313123390.27GF右端-24.270.0310.0310.984-146312-3390.274层LM端-60.870.0770.0800.960-375314-4610.37LH左端91.300.1160.1230.9385754146150.49LH跨中163.030.2060.2340.883109142012561.00LH右端-134.360.1700.1880.906-876418-10170.81HG左端57.040.0720.0750.9623503144610.37HG跨中-51.910.0660.0680.966-318312-3390.27HG右端-7.870.0100.0100.995-47312-3390.27GF左端19.690.0250.0250.9871183123390.27GF跨中22.800.0290.0290.9851373123390.27GF右端-26.130.0330.0340.983-157312-3390.273层LM端-63.200.0800.0840.958-390314-4610.37LH左端91.300.1160.1230.9385754146150.49LH跨中163.030.2060.2340.883109142012561.00LH右端-134.360.1700.1880.906-876418-10170.81HG左端57.040.0720.0750.9623503144610.37HG跨中-51.910.0660.0680.966-318312-3390.27HG右端-6.020.0080.0080.996-36312-3390.27四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书GF左端19.560.0250.0250.9871173123390.27GF跨中21.360.0270.0270.9861283123390.27GF右端-27.720.0350.0360.982-167312-3390.272层LM端-63.190.0800.0840.958-390314-4610.37LH左端91.050.1150.1230.9395734146150.49LH跨中163.310.2070.2340.883109342012561.00LH右端-133.970.1700.1870.906-874418-10170.81HG左端57.690.0730.0760.9623543144610.37HG跨中-54.370.0690.0710.964-333312-3390.27HG右端-10.530.0130.0130.993-63312-3390.27GF左端20.620.0260.0260.9871243123390.27GF跨中22.800.0290.0290.9851373123390.27GF右端-24.290.0310.0310.984-146312-3390.271层LM端-63.190.0800.0840.958-390314-4610.37LH左端90.270.1140.1220.9395684146150.49LH跨中163.600.2070.2350.883109542012561.00LH右端-131.860.1670.1840.908-858418-10170.81HG左端58.510.0740.0770.9613603144610.37HG跨中-55.500.0700.0730.964-340314-4610.37HG右端-9.880.0130.0130.994-59312-3390.27GF左端22.280.0280.0290.9861343123390.27GF跨中21.130.0270.0270.9861273123390.27GF右端-31.980.0400.0410.979-193312-3390.27四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书8.1.3框架梁斜截面非抗震受剪承载力计算由表8.2可知：即，说明按照构造配筋即可，斜截面非抗震受剪采用四肢箍，实际配箍8@200，。考虑到跨度较小，最大跨度为6.4m，故不进行裂缝宽度的验算。§8.2框架梁抗震截面设计8.2.1最不利荷载组合的选取与非抗震设计的最不利荷载的选择同理，参见表7.5，最不利荷载的选择结果如下表8.4：表8.4用于承载力计算的框架梁抗震最不利荷载取值楼层截面位置内力抗震组合左震右震6层LM端M-43.09　V-43.6　LH左端M74.06　V　87.32LH跨中M115.04　LH右端M-66.82　V-70.28　HG左端M49.97　V　40.05HG跨中M　-31.35HG右端M-24.78　V-57.98　GF左端M24.49　V　61.33GF跨中M　25.15GF右端M-48.54　V-57.06　5层LM端M-40.33　V-40.74　四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书LH左端M108.12　V　100.26LH跨中M115.01　LH右端M-109.31　V-102.04　HG左端M72.87　V　53.54HG跨中M　-38.14HG右端M-40.75　V-76.57　GF左端M38.66　V　63.16GF跨中M　29.31GF右端M-78.97　V-61.55　4层LM端M-40.33　V-40.74　LH左端M135.78　V　96.36LH跨中M119.48　LH右端M-120.37　V-108.56　HG左端M90.01　V　64.09HG跨中M　-38.52HG右端M-62.11　V-86.68　GF左端M51.07　V　74.86GF跨中M　37.97GF右端M-107.77　V-73.07　3层LM端M-40.33　V-40.74　LH左端M148.08　V　110.06LH跨中M123.11　LH右端M-126.11　V-112.05　HG左端M99.17　V　69.52HG跨中M　-39.11HG右端M-72.05　V-92.41　四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书GF左端M58.27　V　78.42GF跨中M　43.14GF右端M-126.45　V-76.63　2层LM端M-40.33　V-40.74　LH左端M138.56　V　109.84LH跨中M114.3　LH右端M-134.27　V-111.87　HG左端M111.62　V　76.61HG跨中M　-40.73HG右端M-85.55　V-99.47　GF左端M66.67　V　89.98GF跨中M　49.38GF右端M-146.18　V-88.18　1层LM端M-40.33　V-40.74　LH左端M137.39　V　109.67LH跨中M114.4　LH右端M-134.7　V-112.03　HG左端M114.68　V　78.46HG跨中M　-40.36HG右端M-90.04　V-101.27　GF左端M70.47　V　89.31GF跨中M　50.67GF右端M-154.18　V-87.84　注：表中弯矩的单位是KN*m，剪力的单位是KN。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书8.2.2框架梁正截面抗震受弯承载力计算计算方法同非抗震梁截面设计，配筋计算过程见下表8.5：表8.5框架梁抗震配筋楼层截面位置Mαsξ<ξb=0.518γsAs配筋实配Asρ（%）mm²mm²6层LM端-43.090.0550.0560.972-262312-3390.27LH左端74.060.0940.0990.951460314-4610.37LH跨中115.040.1460.1580.9217384168040.64LH右端-66.820.0850.0890.956-413314-4610.37HG左端49.970.0630.0650.9673053123390.27HG跨中-31.350.0400.0410.980-189312-3390.27HG右端-24.780.0310.0320.984-149312-3390.27GF左端24.490.0310.0320.9841473123390.27GF跨中25.150.0320.0320.9841513123390.27GF右端-48.540.0610.0630.968-296312-3390.275层LM端-40.330.0510.0520.974-245312-3390.27LH左端108.120.1370.1480.9266903187630.61LH跨中115.010.1460.1580.9217383187630.61LH右端-109.310.1380.1500.925-6983187630.61HG左端72.870.0920.0970.9524533144610.37HG跨中-38.140.0480.0500.975-231312-3390.27HG右端-40.750.0520.0530.973-247312-3390.27GF左端38.660.0490.0500.9752343123390.27GF跨中29.310.0370.0380.9811773123390.27GF右端-78.970.1000.1060.947-493316-6030.484层LM端-40.330.0510.0520.974-245312-3390.27LH左端135.780.1720.1900.9058873209410.75LH跨中119.480.1510.1650.9187704168040.64LH右端-120.370.1520.1660.917-776416-8040.64HG左端90.010.1140.1210.9395664146150.49HG跨中-38.520.0490.0500.975-234312-3390.27HG右端-62.110.0790.0820.959-383316-4020.32GF左端51.070.0650.0670.9673123123390.27GF跨中37.970.0480.0490.9752303123390.27GF右端-107.770.1360.1470.926-688416-8040.643层LM端-40.330.0510.0520.974-245312-3390.27LH左端148.080.1880.2090.89597841810170.81LH跨中123.110.1560.1700.9157954168040.64LH右端-126.110.1600.1750.912-817418-10170.81四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书HG左端99.170.1260.1350.9336283187630.61HG跨中-39.110.0500.0510.975-237312-3390.27HG右端-72.050.0910.0960.952-447314-4610.37GF左端58.270.0740.0770.9623583144610.37GF跨中43.140.0550.0560.9722623123390.27GF右端-126.450.1600.1760.912-819320-9410.752层LM端-40.330.0510.0520.974-245312-3390.27LH左端138.560.1750.1940.9039073209410.75LH跨中114.30.1450.1570.9217333187630.61LH右端-134.270.1700.1880.906-876320-9410.75HG左端111.620.1410.1530.9237143187630.61HG跨中-40.730.0520.0530.974-247312-3390.27HG右端-85.550.1080.1150.943-536316-6030.48GF左端66.670.0840.0880.956412412-4520.36GF跨中49.380.0630.0650.968302312-3390.27GF右端-146.180.1850.2060.897-963418-10170.811层LM端-40.330.0510.0520.974-245312-3390.27LH左端137.390.1740.1930.90489841810170.81LH跨中114.40.1450.1570.9217344168040.64LH右端-134.70.1710.1880.906-879418-10170.81HG左端114.680.1450.1580.9217364168040.64HG跨中-40.360.0510.0520.974-245312-3390.27HG右端-90.040.1140.1210.939-567414-6150.49GF左端70.470.0890.0940.9534373144610.37GF跨中50.670.0640.0660.9673103123390.27GF右端-154.180.1950.2190.890-102341810170.81最小配筋率验算：支座：跨中：由上表可知，支座和跨中的配筋率均大于最小配筋率，合格。8.2.3框架梁斜截面抗震受剪承载力计算为防止剪切破坏，按照“强剪弱弯”的原则调整框架梁端截面组合的剪力设计值。该框架梁的抗震等级为三级（7度设防，高度<30m）,框架梁端截面剪力设计值按照下式进行调整：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书——梁端剪力的增大系数，取；——考虑地震作用时的重力荷载代表值产生的剪力设计值,可按简支梁计算确定。为不考虑承载力抗震调整系数下梁载左、右地震弯矩组合值，计算时已经考虑。——柱间净跨度。梁端截面剪力“强柱弱梁”调整见下表8.6：表8.6梁端截面剪力“强柱弱梁”调整楼层截面Mbl（KN*m）Mbr（KN*m）ln（m）VGb（KN）V（KN）γREV（KN）6LH左端98.75-89.095.9569.22103.9488.35LH右端0.00-62.085.9583.1894.6680.46HG左端66.63-33.043.5538.6869.5659.13HG右端22.960.003.5538.6845.7938.93GF左端32.66-64.724.0548.1774.6263.43GF右端0.009.954.0548.1750.8743.245LH左端144.16-145.745.9585.67139.27118.38LH右端0.00-85.805.95119.18135.04114.79HG左端97.16-44.883.5542.7286.7373.72HG右端0.00-50.863.5542.7258.4849.71GF左端51.55-105.294.0537.0879.6867.73GF右端0.0065.334.0537.0854.8246.604LH左端181.04-160.505.9585.67148.81126.49LH右端0.00-71.485.95119.18132.39112.54HG左端120.02-88.823.5542.72107.4391.32HG右端0.0074.483.5542.7265.8055.93GF左端68.10-143.694.0537.0894.6080.41GF右端0.00103.704.0537.0865.2555.463LH左端197.44-168.155.9585.67153.26130.27LH右端0.00-63.295.95119.18130.88111.25HG左端132.23-96.073.5542.72113.4696.44HG右端0.0087.873.5542.7269.9559.46GF左端77.69-168.614.0537.08103.9888.38GF右端0.00128.614.0537.0872.0161.212LH左端184.74-179.035.9585.67152.92129.98LH右端0.00-52.285.95119.18128.84109.52HG左端148.83-114.073.5542.72124.18105.55HG右端0.00105.793.5542.7275.5064.18GF左端88.89-194.904.0537.08114.1697.03GF右端0.00154.914.0537.0879.1567.28四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书1LH左端183.19-179.605.9085.67153.31130.31LH右端0.00-48.045.90119.18128.14108.92HG左端152.91-120.053.5042.72128.51109.23HG右端0.00105.073.5042.7275.7464.38GF左端93.96-205.574.0037.08119.45101.53GF右端0.00165.654.0037.0882.6370.24注：承载力抗震调整系数γRE=0.85从上表可知，框架梁左端最大剪力组合值为，框架梁右端最大剪力组合值为，而在表8.4中，框架梁左端最大剪力组合值为，框架梁右端最大剪力组合值为，取表8.4中的梁左右端的最大剪力值计算。框架梁左端:框架梁右端:即，说明按照构造配筋即可，斜截面非抗震受剪采用四肢箍，加密区配箍8@100，。加密区长度为：。非加密区配箍8@150，。考虑到跨度较小，最大跨度为6.4m，故不进行裂缝宽度的验算。§8.3框架柱非抗震截面设计8.3.1框架柱非抗震截面设计（1）基本设计资料四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书截面尺寸：首层框架柱为，二至六层的框架柱的截面尺寸为。材料信息：混凝土强度：C30：钢筋强度：相对受压区高度：（2）验算轴压比由表7.8、7.9可知,柱底不考虑承载力抗震调整系数的最大的轴力为，轴压比，小于三级抗震等级的框架的轴压比限制值为0.9.设计主要限制底层柱的轴压比，此处满足要求。（3）框架柱正截面受弯承载力计算考虑框架柱同一截面可能承受正、负弯矩的情况，对框架柱采用对称配筋。计算方法：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书相关的配筋计算见下表8.7：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书表8.7非抗震框架柱正截面受弯承载力计算柱号楼层截面位置内力内力值e0eiηηeieξ大或小偏心xAs或As，配筋mm2实配mm2L轴6柱顶M31.3690.44110.441.18130.77315.770.13大53.89175.16414615N346.76柱底M-24.1362.8282.821.25103.16288.160.15大59.69265.30414615N384.125柱顶M25.1634.9854.981.3775.32260.320.27大111.78506.50414615N719.29柱底M-24.7432.7052.701.3973.03258.030.29大117.58529.28414615N756.654柱顶M26.6324.3844.381.4664.72249.720.41大169.74618.40416804N1092.26柱底M-25.5822.6442.641.4862.98247.980.43大175.54629.66416804N1129.633柱顶M27.6218.8438.841.5259.18244.180.56小227.81429.86416804N1465.93柱底M-27.1418.0538.051.5358.39243.390.57小233.61370.25416804N1503.32柱顶M27.7915.1135.111.5855.44240.440.70小285.88203.614201256N1839.63柱底M-28.7815.3335.331.5855.67240.670.71小291.69274.264201256N1877四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书1柱顶M24.3511.0031.001.6651.34236.340.84小343.96810.054201256N2213.37柱底M-17.337.6527.651.7447.99232.990.86小351.84843.204201256N2264.12H轴6柱顶M-60.9251.59271.591.07291.93476.930.09大37.62155.81414615N242.06柱底M52.57188.13208.131.10228.47413.470.11大43.4252.83414615N279.435柱顶M-51.792.96112.961.18133.29318.290.21大86.43202.48414615N556.18柱底M51.8687.37107.371.19127.71312.710.22大92.24228.02414615N593.544柱顶M-53.8661.9281.921.25102.26287.260.33大135.17360.18416804N869.8柱底M53.0758.4978.491.2698.82283.820.34大141.01379.25416804N907.393柱顶M-54.9946.9866.981.3087.32272.320.44大181.90410.69416804N1170.55柱底M55.5845.5465.541.3185.88270.880.46大189.67405.83416804N1220.522柱顶M-40.7127.0747.071.4367.40252.400.57小233.73267.124201256N1504.04柱底M57.5437.5257.521.3577.86262.860.58小238.2991.124201256N1533.391柱顶M-52.4228.9948.991.4269.32254.320.69小281.02335.644201256N1808.37M36.519.6339.631.5159.97244.970.70小288.91301.974201256四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书柱底N1859.12G轴6柱顶M13.8644.5864.581.3184.91269.910.12大48.32270.61414615N310.93柱底M-8.6624.8644.861.4565.20250.200.13大54.13347.09414615N348.35柱顶M7.9113.2133.211.6153.54238.540.23大93.08561.74414615N598.99柱底M-7.9612.5132.511.6352.85237.850.24大98.89586.24414615N636.364柱顶M24.627.7247.721.4368.06253.060.34大137.89586.18416804N887.33柱底M-9.3110.0730.071.6850.41235.410.35大143.70713.28416804N924.73柱顶M11.239.5529.551.6949.89234.890.45大182.71739.31416804N1175.77柱底M-11.239.2629.261.7049.59234.590.46大188.52739.04416804N1213.142柱顶M13.028.8928.891.7049.23234.230.56小227.59541.844201256N1464.53柱底M-12.098.0528.051.7348.39233.390.57小233.40485.604201256N1501.91柱顶M15.058.5828.581.7148.92233.920.66小272.45524.574201256N1753.2柱底M-13.717.6027.601.7447.94232.940.68小280.33499.684201256N1803.95F轴6柱顶M1.67.6127.611.7447.95232.950.08大32.68253.73414615N210.29四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书柱底M-1.124.5224.521.8344.86229.860.09大38.49299.16414615N247.665柱顶M2.926.4626.461.7746.80231.800.17大70.23485.47414615N451.93柱底M-2.394.8824.881.8245.22230.220.19大76.04520.74414615N489.34柱顶M4.456.4226.421.7746.75231.750.26大107.76647.45416804N693.44柱底M-3.644.9824.981.8145.32230.320.28大113.57674.28416804N730.83柱顶M5.616.0026.001.7846.34231.340.35大145.29744.14416804N934.94柱底M5.615.7725.771.7946.11231.110.37大151.10754.38416804N972.312柱顶M7.376.2626.261.7746.60231.600.45大182.82768.294201256N1176.44柱底M7.376.0726.071.7846.41231.410.46大188.62768.004201256N1213.81柱顶M8.385.9125.911.7846.25231.250.54小220.38729.974201256N1418.16柱底M12.568.5528.551.7148.89233.890.56小228.27683.484201256N1468.91注：表中弯矩的单位是KN*m，轴力的单位是KN。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书8.3.2框架柱斜截面非抗震受剪承载力计算非抗震的剪力组合见下表8.8表8.8非抗震框架柱柱端剪力组合单位：KN柱号楼层截面位置恒+活+风1.2恒+1.4*0.9（活+风）左风右风L轴6柱顶17.2118.49柱底17.2118.495柱顶13.2415.76柱底13.2415.764柱顶13.5617.39柱底13.5617.393柱顶12.9218.24柱底12.9218.242柱顶11.8518.86柱底11.8518.861柱顶6.4912.64柱底6.4912.64L轴6柱顶-38.02-36.26柱底-38.02-36.265柱顶-34.52-31.07柱底-34.52-31.074柱顶-35.65-30.41柱底-35.65-30.413柱顶-36.86-29.58柱底-36.86-29.582柱顶-37.54-27.96柱底-37.54-27.961柱顶-26.94-14.9柱底-26.94-14.9L轴6柱顶5.877.71柱底5.877.715柱顶1.685.28柱底1.685.284柱顶0.946.43柱底0.946.433柱顶-0.127.49柱底-0.127.492柱顶-1.648.36柱底-1.648.361柱顶-4.428.71四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书柱底-4.428.71L轴6柱顶-0.910.91柱底-0.910.915柱顶-1.761.76柱底-1.761.764柱顶-2.72.7柱底-2.72.73柱顶-3.733.73柱底-3.733.732柱顶-4.914.91柱底-4.914.911柱顶-6.346.34柱底-6.346.34由上表可知：与之对应。说明截面尺寸满足要求。剪跨比说明按照构造配筋即可，斜截面非抗震受剪采用四肢箍，加密区配箍8@100，。加密区长度为：。非加密区配箍8@150，。考虑到跨度较小，最大跨度为6.4m，故不进行裂缝宽度的验算。§8.4框架柱抗震截面设计8.4.1正截面承载力计算①轴压比验算：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书由表7.9可知,,小于三级抗震等级的框架的轴压比限制值为0.9.设计主要限制底层柱的轴压比，此处满足要求。②框架柱抗震下的正截面配筋框架柱抗震配筋计算见下表8.9：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书表8.9抗震框架柱基本内力组合柱号楼层截面位置内力抗震内力值e0eiηηeie偏心性质xAs/As，配筋mm2实配mm2L轴6层柱顶M40.71168.59188.591.11208.92393.92大37.535414615N241.48柱底M-26.93105.17125.171.16145.50330.50大39.79115414615N256.075层柱顶M57.10111.49131.491.15151.82336.82大79.59128414615N512.17柱底M-43.0681.75101.751.20122.08307.08大81.86245414615N526.754层柱顶M67.4085.45105.451.19125.79310.79大122.58225416804N788.78柱底M-52.1364.8984.891.24105.23290.23大124.84346416804N803.363层柱顶M72.5567.8987.891.23108.22293.22大166.07271416804N1068.69柱底M-62.8257.9977.991.2698.33283.33大168.34346416804N1083.272层柱顶M72.2853.6073.601.2893.94278.94大209.542664201256N1348.39柱底M-73.0353.5873.581.2893.92278.92大211.812584201256N1362.97M40.6324.9644.961.4565.30250.30大227.6210324201256四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书1层柱顶N1627.51柱底M-76.8546.6566.651.3186.99271.99大230.397934201256N1647.32H轴6层柱顶M-68.68448.77468.771.04489.11674.11大23.78317414615N153.04柱底M56.93339.64359.641.06379.97564.97大26.05211414615N167.625层柱顶M-85.08238.98258.981.08279.32464.32大55.32219414615N356.01柱底M76.18205.56225.561.09245.90430.90大57.59138414615N370.594层柱顶M-100.40181.02201.021.10221.35406.35大86.19164416804N554.65柱底M88.82156.04176.041.12196.37381.37大88.4667416804N569.233层柱顶M-105.23139.95159.951.13180.28365.28大116.8577416804N751.93柱底M136.86162.91182.911.11203.25388.25大130.55274416804N840.102层柱顶M-110.82104.83124.831.16145.17330.17大164.28184201256N1057.15柱底M112.67105.13125.131.16145.47330.47大166.55304201256N1071.731层柱顶M-106.4882.50102.501.20122.84307.84大180.515284201256N1290.66柱底M128.5798.10118.101.17138.43323.43大183.313894201256N1310.64四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书G轴6层柱顶M40.11198.20218.201.09238.54423.54大31.4544414615N202.37柱底M-28.16129.80149.801.14170.14355.14大33.7162414615N216.955层柱顶M53.89136.15156.151.13176.49361.49大61.5153414615N395.82柱底M-45.11109.92129.921.16150.25335.25大63.78132414615N410.404层柱顶M69.24117.28137.281.15157.62342.62大91.7495416804N590.36柱底M-59.5498.42118.421.17138.76323.76大94.01178416804N604.953层柱顶M75.5096.02116.021.18136.36321.36大122.19163416804N786.27柱底M-75.5094.27114.271.18134.61319.61大124.45169416804N800.852层柱顶M83.0284.43104.431.19124.77309.77大152.801764201256N983.25柱底M-82.3282.50102.501.20122.84307.84大155.061854201256N997.831层柱顶M84.7271.9391.931.22112.26297.26大164.746264201256N1177.87柱底M-120.51100.62120.621.17140.96325.96大167.513984201256N1197.68F轴6层柱顶M31.98239.69259.691.08280.03465.03大20.7366414615N133.42M-22.32150.81170.811.12191.15376.15大23.0025414615四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书柱底N148.005层柱顶M49.60170.22190.221.11210.56395.56大45.2818414615N291.39柱底M-40.58132.63152.631.13172.96357.96大47.5565414615N305.974层柱顶M65.47145.73165.731.12186.07371.07大69.8114416804N449.25柱底M-53.56115.47135.471.15155.81340.81大72.08115416804N463.833层柱顶M70.42115.99135.991.15156.33341.33大94.3598416804N607.12柱底M-70.42113.27133.271.15153.61338.61大96.61108416804N621.712层柱顶M77.81101.71121.711.17142.05327.05大118.881354201256N765.00柱底M-77.8199.81119.811.17140.15325.15大121.151424201256N779.581层柱顶M77.5183.97103.971.20124.31309.31大129.095264201256N923.02柱底M-116.27123.32143.321.14163.66348.66大131.862834201256N942.83注：表中弯矩的单位是KN*m，轴力的单位是KN；。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书计算方法：“强柱弱梁”的弯矩调整原理：因为框架的抗震等级为三级，“强剪弱弯”的剪力调整原理：剪力设计值：8.4.2斜截面承载力计算抗震作用下柱最不利剪力组合如下表8.10：表8.10抗震框架柱端剪力组合值单位：KN柱号楼层截面位置抗震组合　　　　左震右震L轴6层柱顶-3.4423.96柱底-3.4423.965层柱顶-10.0335.47柱底-10.0335.474层柱顶-17.7342.34柱底-17.7342.343层柱顶-23.2447.84柱底-23.2447.842层柱顶-27.0651.46柱底-27.0651.461层柱顶-22.6337.83柱底-22.6337.83H轴6层柱顶-44.48-7.05柱底-44.48-7.055层柱顶-57.195.00柱底-57.195.004层柱顶-67.0215.06柱底-67.0215.063层柱顶-74.7022.43柱底-74.7022.432层柱顶-79.4127.90柱底-79.4127.901层柱顶-75.6842.75柱底-75.6842.75四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书G轴6层柱顶-14.9824.18柱底-14.9824.185层柱顶-29.9835.06柱底-29.9835.064层柱顶-40.2545.61柱底-40.2545.613层柱顶-48.1153.48柱底-48.1153.482层柱顶-53.6958.56柱底-53.6958.561层柱顶-63.1566.07柱底-63.1566.07F轴6层柱顶-19.2319.23柱底-19.2319.235层柱顶-31.9331.93柱底-31.9331.934层柱顶-42.1642.16柱底-42.1642.163层柱顶-50.3250.32柱底-50.3250.322层柱顶-55.1255.12柱底-55.1255.121层柱顶-62.3962.39柱底-62.3962.391）剪压比计算：2）箍筋计算：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书采用8四肢箍。柱端加密区箍筋间距满足。3）体积配箍率四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书《建筑抗震设计规范》要求柱非加密区的体积配箍率不宜小于加密区配箍率的1/2，非加密区间距设置为S=150，其体积配箍率为：同非抗震配箍：加密区配箍8@100，。加密区长度为：。非加密区配箍8@150，。4）加密区长度最小加密区长度为：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书第9章楼梯设计材料：采用混凝土，钢筋采用。楼梯选型为双跑现浇板式。§9.1底层楼梯设计9.1.1楼梯梯段斜板设计①确定斜板厚度t。斜板的水平投影长，则斜板的斜向净长斜板厚度取图9-1底层楼梯结构布置图②荷载计算。楼梯梯段斜板的荷载计算列于下表1.1：表9.1楼梯梯段斜板荷载计算表单位：KN/m荷载种类荷载标准值四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书恒荷载g栏杆自重　0.2锯齿形斜板自重γ2（d/2+t1/cosα）=25*(0.165/2+0.15/0.876)=6.3430厚水磨石面层γ1c1(e+d)/e=25*0.03*(0.165+0.3)/0.3=1.16板底20厚抹灰γ3c2/cosα=16*0.02/0.876=0.37恒荷载合计g　8.07活荷载q2.5注：1γ1、γ2、γ3为材料的容重；2e、d为踏步的宽和高；3c1为踏步面层厚度4α为楼梯斜板的倾角5t1为斜板的厚度6c2为板底粉刷的厚度③荷载效应组合。由可变荷载控制的组合永久荷载效应控制的组合所以选永久荷载效应控制的组合来进行计算，取p=13.34KN/m④计算简图。斜板的计算简图可以用一根假象的跨度为的水平梁替代。⑤内力计算。斜板的内力一般只计算跨中最大弯矩即可，考虑到斜板两端均与梁整浇，对板有约束作用，所以有跨总最大弯矩取⑥配筋计算.选用受力10@130,As=604(mm2)。分布钢筋8@200。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书9.1.2平台板设计(1)平台板计算简图。平台板为四边支承板，长宽比为3400/（2000-100）1.79<2，按照双向板设计。取1m宽为计算单元。平台梁的尺寸取250*400，平台板的计算简图如下，图9-2底层楼梯平台板计算简图(2)荷载计算平台板的荷载计算见下表。表9.2平台板荷载计算荷载种类　荷载标准值恒荷载g平台板自重25*0.1*1=2.530厚水磨石面层25*0.03*1=0.75底板20厚抹灰16*0.02*1=0.32恒荷载合计g3.57活荷载q2.5恒荷载计算：g=1.2×3.57=4.25取4.5（KN/㎡）活荷载计算：q=1.4×2.5=3.5（KN/㎡）g+q/2=4.5+3.5/2=6.25（KN/㎡）q/2=3.5/2=1.75（KN/㎡）四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书g+q=4.5+3.5=8.0（KN/㎡）(3)计算跨度。由于现浇板均嵌固在四周的梁中，而且板厚所以可以不作楼板的扰度验算，故跨度即为轴线之间的距离。(4)弯矩计算跨中弯矩：该梯板为四边固定板，则其跨中弯矩M=M1+M2。M1是在（g=q/2）荷载作用下按四边固定计算出跨中弯矩，M2是在q/2荷载作用下按四边简支情况下计算的跨中弯矩。因，查表得，又通过查相关表格，得到：。支座弯矩：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书本区格为四边固定板，查表可知：(5)截面设计。截面配筋计算：材料：混凝土强度等级C30（fc=14.3N/mm2），钢筋为HPB235（fy=210N/mm2）。截面的有效高度h0：短边方向跨中截面h0y=100-20=80mm，长边方向h0x=h0y-10=80-10=70mm，支座截面h0=100-20=80mm。截面弯矩设计值不考虑折减，计算配筋量时，取内力臂系数平台板跨中长边方向配筋为：同理：平台板短边边跨中截面配筋计算：支座配筋:取板在支座处的保护层厚度为30mm，则有效高度为100-30=70mm平台板长边方向支座配筋为：平台板短边方向支座配筋为：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书实际所有截面配筋采用φ8@200，实际配筋面积As=251mm2。验算最小配筋率，。9.1.3平台梁设计(1)平台梁的计算简图平台梁的两端搁置在梯柱上，所以计算跨度取净跨，平台梁的计算简图如下图所示：平台梁的截面尺寸为：。图9-3平台梁的计算简图(2)荷载计算平台梁的荷载计算见下表：表9.3平台梁荷载计算荷载种类荷载标准值恒荷载g由斜板传来的恒荷载g斜板·l斜板投影净长/2=8.07·3.9/2=15.74KN/m由平台板传来的恒荷载(梯形荷载等效)g平台板·[1-2·(0.9/3.4)2+(0.9/3.4)3]·0.9=3.57·1.8/2=2.82KN/m平台梁自重25·1·0.4·0.25=2.5KN/m平台梁底部和侧面的粉刷16·1·0.02·[0.20+2·(0.4-0.10)]=0.256KN/m恒荷载合计g21.32KN/m四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书活荷载q2.5·1·[l斜板投影净长/2+(1-2·(0.9/3.4)2+(0.9/3.4)3)·0.9]=6.36KN/m(3)荷载效应组合。荷载效应组合。由可变荷载控制的组合永久荷载效应控制的组合所以选永久荷载效应控制的组合来进行计算，取p=35.01KN/m(4)内力计算。最大弯矩：最大剪力：(5)截面设计。正截面受弯承载力计算：考虑平台梁两边受力不均匀，会使平台受扭，所以适当加大纵向配筋。选用受力412,As=452(mm2)。钢筋间距s=（250-70）/3=60，净间距=60-12=48mm>25。配筋率满足要求。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书斜截面受扭承载力计算：所以按构造配制箍筋，取6@250。为了安全起见，不等跨的另一边6步的斜板构造同14步的斜板。§9.2二～六层楼梯设计9.2.1楼梯梯段斜板设计(1)确定斜板厚度t。斜板的水平投影长，则斜板的斜向净长斜板厚度取图9-4二～六楼梯结构布置图(2)荷载计算。楼梯梯段斜板的荷载计算列于下表1.1：楼梯梯段斜板荷载计算表单位：KN/m四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书表9.4荷载种类荷载标准值恒荷载g栏杆自重　0.2锯齿形斜板自重γ2（d/2+t1/cosα）=25*(0.15/2+0.1/0.894)=4.6730厚水磨石面层γ1c1(e+d)/e=25*0.03*(0.15+0.3)/0.3=1.13板底20厚抹灰γ3c2/cosα=16*0.02/0.894=0.36恒荷载合计g　6.35活荷载q2.5注：1γ1、γ2、γ3为材料的容重；2e、d为踏步的宽和高；3c1为踏步面层厚度4α为楼梯斜板的倾角5t1为斜板的厚度6c2为板底粉刷的厚度(3)荷载效应组合。由可变荷载控制的组合永久荷载效应控制的组合所以选可变荷载效应控制的组合来进行计算，取p=11.12KN/m(4)计算简图。斜板的计算简图可以用一根假象的跨度为的水平梁替代。(5)内力计算。斜板的内力一般只计算跨中最大弯矩即可，考虑到斜板两端均与梁整浇，对板有约束作用，所以有跨总最大弯矩取(6)配筋计算.四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书选用受力10@180,As=436(mm2)。分布钢筋8@200。9.2.2平台板设计同首层平台板，双向板实际所有截面配筋采用φ8@200，实际配筋面积As=251mm2。验算最小配筋率，。9.2.3平台梁设计(1)平台梁的计算简图平台梁的两端搁置在梯柱上，所以计算跨度取净跨，平台梁的计算简图如下图所示：平台梁的截面尺寸为：。图9-5平台梁的计算简图(2)荷载计算平台梁的荷载计算见下表：表9.5平台梁荷载计算荷载种类荷载标准值恒荷载g由斜板传来的恒荷载g斜板*l斜板投影净长/2=6.35*2.7/2=8.57KN/m由平台板传来的恒荷载(梯形荷载等效)g平台板*[1-2*(0.9/3.4)2+(0.9/3.4)3]*0.9=3.57*1.8/2=2.82KN/m平台梁自重25*1*0.4*0.25=2.5KN/m四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书平台梁底部和侧面的粉刷16*1*0.02*[0.20+2*(0.4-0.10)]=0.256KN/m恒荷载合计g14.15KN/m活荷载q2.5*1*[2.7/2+(1-2*(0.9/3.4)2+(0.9/3.4)3)*0.9]=5.01KN/m(3)荷载效应组合。荷载效应组合。由可变荷载控制的组合永久荷载效应控制的组合所以选永久荷载效应控制的组合来进行计算，取p=24.01KN/m(4)内力计算。最大弯矩：最大剪力：(5)截面设计。正截面受弯承载力计算：考虑平台梁两边受力不均匀，会使平台受扭，所以适当加大纵向配筋。选用受力312,As=339(mm2)。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书钢筋间距s=（250-70）/2=120，净间距=120-12=108mm>25。配筋率，满足要求。斜截面受扭承载力计算：所以按构造配制箍筋，取6@250。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书第10章基础设计§10.1基础设计资料地质水文资料：根据场地工程地质勘测报告，拟建场为小山丘，表面为平均厚度0.2m左右的腐质土，以下为2.0m左右的红色粉质粘土，承载力的特征值为85KN/m2，再下面为较厚的垂直及水平分布比较均匀的强风化辉长岩，其承载力的特征值为320KN/m2，可作为天然地基持力层。场地平整时山丘将会削平。地下水位距地表最低为-8m,对建筑物基础无影响。基础选型：扩展基础的柱下独立基础。基础埋深为2.1m，基础高初拟为0.7m，采用强风化辉长岩为持力层，。最不利荷载选取地震作用下的内力组合，③轴线上基础的内力值统计见下表10.1：表10.1基础内力设计值位置弯矩M（KN·m）剪力V（KN）轴力N（KN）L轴76.8537.831647.32H轴128.5775.681310.64G轴120.5166.071197.68F轴116.2762.39942.83§10.2基础尺寸的确定柱尺寸的计算公式：，，采用正矩形截面，各柱的计算见下表10.2：表10.2基础尺寸初步确定位置轴力N（KN）基础埋深d（m）土容重γG（KN/m²）面积m²边长m边长取值mL轴1647.322.6207.22.73.0四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书H轴1310.642.6205.72.42.5G轴1197.682.6205.32.32.5F轴942.832.6204.12.02.5§10.3计算基底边缘是最大与最小应力基础及回填土重：基底竖向合力：基底总力矩：偏心距：时偏心距作用点在基础平面内。反之成立。基地最大压力：各柱基底边缘是最大与最小应力见下表10.3：表10.3基底边缘是最大与最小应力计算位置G(KN)ΣF(KN)ΣM(KN·m)eB/6(m)P(Kpa)备注pmaxpminL轴378.002025.32126.030.060.50253.04197.03小偏压H轴262.501573.14226.950.140.42338.8529.13小偏压G轴262.501460.18206.400.140.42312.8927.04小偏压F轴262.501205.33197.380.160.42268.6522.32小偏压§10.4地基承载力设计值其验算查阅《土力学地基基础》，得到承载力特征系数四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书采用基础可以满足要求。采用基础可以满足要求。采用基础可以满足要求。采用基础可以满足要求。§10.5基础配筋计算基础配筋采用Ⅱ级钢，混凝土采用C25，基础埋深2.1m。混凝土强度：C25钢筋强度：HRB335(1)柱基底面积四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书柱基底面积的截面尺寸见表10.2。(2)基础底板厚度①基底净反力：由以上10.4的计算过程中可以知道各柱的基底净反力，可知：L轴：;H轴：G轴：;F轴：②系数C由，③基础的有效高度四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书①基础底板厚度采用有垫层设计，②设计采用的基础底板厚度取两级台阶，厚度为，则，采用实际基础有效高度。（3）基础底板配筋①基础台阶的宽高比，3m宽基础为；2.5m宽基础为满足要求。②配筋计算基础底面的配筋计算原理如下：有偏心荷载下柱与基础交界处的弯矩的计算方法如下：基础底板受力钢筋面积计算为：基础底板每1m的配筋面积为：，由，配筋时沿基础底面双向配筋。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书基础底板的配筋计算过程详见下表10.4：表10.4基础底板的配筋计算柱位置M（KN·m）h0（mm）AS（mm²）AS"（mm²）实配AS"（mm²）L309.83560204968314@200888H130.1656086134412@150754G117.3056077631012@150754F94.8656062725112@150754四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书参考文献[1]周俐俐主编.多层钢筋混凝土框架结构设计实例详解[M]北京：中国水利水电出版社版社，2008.5[2]梁兴文、史庆轩主编.混凝土结构设计[M]北京：中国建筑工业出版社，2008.11[3]陈希哲主编.土力学地基基础第四版[M]北京：清华大学出版社，2004.4[4]叶列平主编.混凝土结构第二版上册[M]北京：清华大学出版社，2005.8[5]张保善主编.混凝土结构第二版[M]武汉：武汉理工大学出版社，2007.8[6]叶列平、赵作周主编.混凝土结构下册[M]北京：清华大学出版社，2006.2[7]王社良主编.抗震结构设计[M]武汉：武汉理工大学出版社，2007.12[8]崔清洋、张大长主编.结构力学[M]武汉：武汉理工大学出版社，2006.9[9]吕西林主编.高层建筑结构[M]武汉：武汉理工大学出版社，2011.8[10]李必瑜、王雪松主编.房屋建筑学[M]武汉：武汉理工大学出版社，2008.1[11]何铭新.画法几何及土木工程制图（第二版）[M].武汉：武汉理工大学出版社，2008.[12]袁海庆主编.材料力学[M]武汉：武汉理工大学出版社，2004.6[13]中华人民共和国建设部主编.混凝土结构设计规范[M]北京：中国建筑工业出版社，2002[14]中华人民共和国国家标准.住宅设计规范（GB50096-1999）.北京：中国建筑工业出版社.2001[15]中华人民共和国国家标准.建筑结构荷载规范（GB5009-2001）.北京：中国建筑工业出版社.2001[16]中华人民共和国国家标准.地基基础设计规范（GB5007-2002）.北京：四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书[17]中华人民共和国国家标准.建筑结构制图标准（GB/T50105-2001）.北京：中国建筑工业出版社.2001[18]中华人民共和国建设部.工程建设标准强制性条文.房屋建筑部分[S].北京:中国建筑工业出版社，2002.[19]中华人民共和国建设部.建筑结构可靠度设计统一标准（GB50068-2001）[S].北京：中国建筑工业出版社，2001.1[20]中华人民共和国建设部.建筑抗震设计规范（GB50011-2001）[S].北京：中国建筑工业出版社，2001.1四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书总结经过为期五个月的毕业设计，一言以蔽之，百闻不如一见，百见不如一干。在繁杂，量大的毕业设计过程中，使我自发地去联系大学以来的基础及专业知识，使自己能系统、全面地考虑一整体框架的设计过程，在此过程中虽说痛苦，但却很充实。万事开头难，自己从来也没有涉及到如此系统的设计，于是在图书馆学习理论知识成为了毕业设计的一部分，整个毕业设计的时间紧，在规定的时间内要完成计划的任务，在这个过程中，很有规律的安排了作息时间，也很好的锻炼了我的自学能力。这将是以后工作中很需要的一种能力。在一开始的建施图设计阶段，梁柱的布置为自己一人随心设计，经验缺乏的我自然不能全然发现其中的不合理，在莫忧老师的指点后，我将一套本来接近完工是建施图全部删除重新绘制，修改之后才使该结构的建施图趋于合理。在计算机绘图是过程中，加深了我对天正建筑，PKPM等设计软件的理解及运用，此后，我能够深入地了解建筑平、立、剖面图的绘制过程，以及如何将二维平面图组装成三维模型。毕业设计的数据处理很有讲究，设计过程中是我能灵活，熟练地运用EXCEL，计算量大、数据多为毕业设计突出的特点，于是我特别小心，避免返工以致浪费时间，这个过程使我做事情更加认真、仔细了，各种规范的查询，加深了我对专业知识的积累，这对以后的工作来说将是很大的一笔知识财富。纸上得来终觉浅，须知此事要躬行。毕业设计终于告终，此过程中的学习方法、学习心得、学到的知识，无疑将成为我人生中宝贵的一笔财富，也将启发着我未来的工作，生活。此过程之后，我将向着更高的目标迈进。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity 桥南小区结构计算书致谢毕业设计的完成，告诉我大学生活已经结束，回想大学生活，感慨良多，一言难尽，在大学四年里，我认识了不少老师，结交了许多同学，无论是学习上，还是在生活上，你们都给了我不少的帮助，这段珍贵的感情不但不会因为毕业而消逝，反而将成为永恒于我心的感激，在临近毕业离校之际，我将献上我最诚挚的感谢。在这次毕业设计中，我首先要感谢我的指导教师申琼老师，他耐心、热情的讲解让我从重重的困惑中走出，他教会了我什么是责任，在毕业设计过程中，土木工程办公室的老师也给了我极大的帮组。像朱占元老师，每次我去问问题，他还是那么耐心，每次讲的都是那么的透彻，许多困惑的问题都得益于朱老师，莫忧老师也给了我极大的帮组，整个框架的梁柱布置、户型的修改莫老师给了我宝贵的意见，还有其他老师，此处不多列举，在此，向他们表达深深的谢意。最重要的是感谢父母，父母赋予了我的存在，又赋予我完成大学的可能，感谢之情，难以言表，为其子女，虽九死其犹未悔。我将离开学校，不再是一名在学校学习纯理论知识的学生，但是回顾往昔，我要对在各个阶段关心、帮组过我的老师、同学致以诚挚的感谢，在未来的日子里，我将送上人世间最美好的祝愿，愿你们健康、顺利。四川农业大学城乡建设学院土木工程毕业设计|致谢189UrbanandRuralDevelopmentCollegeofSichuanAgriculturalUniversity'