某高校学生公寓设计（3） 毕业设计计算书

'成都大学学士学位论文（设计）某高校学生公寓设计（3）摘要：本工程学生公寓位于成都市某大学内，其功能是为学校学生提供住所。该工程为多层现浇钢筋混凝土框架结构，共五层，底层层高3.3米，其他层层高均为3.3米，建筑物总高度为18.5米，总建筑面积为4022.15平方米。4人间设计，有独立的卫生间和阳台，能满足四百多人同时入住。关键词：钢筋混凝土，框架，结构设计98 成都大学学士学位论文（设计）THEDESIGNOFSTUDENTS"APARTMENTOFANUNIVERSITYAbstract：Thisisastudent"sdormitoryofamiddleschoolinthexi’annewlydevelopedarea.Itsfunctionisprovidestheresidencefortheschoolstudent.Itisamulti-layerreinforcedconcreteframe.Ithasfivestories,theheightofthefirststoreyis3.3meters,andtheheightofotherstoriesareall3.3meters.Theheightofthewholebuildingis18.5meters.Thetotalfloorspaceis4022.15squaremeters.Oneroomcanlivefourstudents,hastheindependencethebathroomandthebalcony.Altogethercanlive440people.Keywords：Reinforcedconcrete,frame,thedesignofthestructure目录1.设计原始资料及条件……………………………………………………………………………12.建筑初步设计说明书…………………………………………………………………………12.1工程设计依据………………………………………………………………………………198 成都大学学士学位论文（设计）2.1.1成都大学本科毕业设计（论文）任务书……………………………………………12.1.2本毕业设计(论文)所遵循的主要规范和规程………………………………………12.2工程概况……………………………………………………………………………………12.3设计特点…………………………………………………………………………………22.4防火与疏散设计…………………………………………………………………………22.4.1防火设计……………………………………………………………………………22.4.2疏散设计……………………………………………………………………………22.4土方工程…………………………………………………………………………………22.5墙体工程…………………………………………………………………………………22.6楼地面……………………………………………………………………………………22.7门窗………………………………………………………………………………………32.8建筑节能…………………………………………………………………………………32.9其他………………………………………………………………………………………33.结构计算书……………………………………………………………………………………33.1工程概况…………………………………………………………………………………33.2设计依据…………………………………………………………………………………33.3图纸说明…………………………………………………………………………………43.4建筑分类等级……………………………………………………………………………43.5主要荷载（作用）取值…………………………………………………………………43.6设计建设程序……………………………………………………………………………43.7主要结构材料……………………………………………………………………………43.7.1混凝土………………………………………………………………………………43.7.2钢筋…………………………………………………………………………………43.7.3砌体…………………………………………………………………………………43.8楼盖设计…………………………………………………………………………………43.8.1楼面做法……………………………………………………………………………43.8.2楼面荷载……………………………………………………………………………43.8.3材料…………………………………………………………………………………43.8.4楼盖的结构平面布图………………………………………………………………43.8.5截面设计……………………………………………………………………………53.8.6次梁的设计…………………………………………………………………………53.9恒荷载计算………………………………………………………………………………63.9.1屋面框架梁线荷载标准值………………………………………………………63.9.2楼面框架梁线荷载标准值…………………………………………………………63.9.3屋面框架节点集中荷载标准值……………………………………………………73.9.4楼面框架节点集中荷载标准值……………………………………………………73.10楼梯设计………………………………………………………………………………73.10.1梯断板……………………………………………………………………………73.10.2平台板………………………………………………………………………………83.10.3平台梁………………………………………………………………………………83.11基础设计…………………………………………………………………………………83.11.1基础台阶的宽高比和偏心距控制…………………………………………………83.11.2独立基础的最小配筋率…………………………………………………………898 成都大学学士学位论文（设计）3.11.3柱纵向受力筋的插筋在基础内的锚固长度……………………………………83.11.4独立柱基间拉梁…………………………………………………………………83.11.5多层钢筋砼框架结构设置拉梁层问题…………………………………………93.12施工需特别注意的问题…………………………………………………………………93.13其他………………………………………………………………………………………123.14计算结果文件……………………………………………………………………………123.14.1结构分析、设计信息输出文件（WMASS.OUT）……………………………………123.14.2周期、地震力与振型输出文件（WZQ.OUT）………………………………………193.14.3结构位移输出文件（WDISP.OUT）…………………………………………………303.14.4各层内力标准值输出文件（WNL*.OUT、WWNL*.OUT）……………………………353.14.5底层柱、墙最大组合内力（WDCNL.OUT）…………………………………………493.14.6混凝土构件配筋、钢构件验算输出文件（WPJ*.OUT）…………………………563.14.7超筋超限信息（WGCPJ.OUT）………………………………………………………913.14.8楼层地震作用调整信息（WV02Q.OUT）……………………………………………923.14.9各层配筋构件编号简图…………………………………………………………933.14.10混凝土构件配筋及钢构件验算简图……………………………………………933.14.11梁弹性挠度、柱轴压比、墙边缘构件简图……………………………………933.14.12各荷载工况下构件标准内力简图………………………………………………933.14.13梁设计内力包络图………………………………………………………………933.14.14梁设计配筋包络图………………………………………………………………934.结论……………………………………………………………………………………………945.致谢…………………………………………………………………………………………956.参考文献………………………………………………………………………………………967.附录……………………………………………………………………………………………9798 成都大学学士学位论文（设计）1.设计原始资料及条件1.1设计原始资料1.1.1建设地点该工程位于成都市市区某高校内。1.1.2建筑物主要功能建筑物主要功能为住宿，盥洗、管理等用房于一体，建筑面积4000M2左右。主要结构形式采用框架结构。1.2设计条件1.2.1水文地质条件拟建场地地形平坦，场区地质情况规整，无不良工程地质现象，场地稳定性好，宜于建筑。属岷江系府河I级阶上，地层为地四系全新统至上更新统，属II类场地，地基土分布均匀，自地表向下依次为：耕作土0.7米；粘性土6.6米（fk=180kpa，r=18KN/m3），其下为砾卵石土层，桩端极限端阻力标准值为4500Kpa。可不考虑地下水的影响。拟建物可采用天然基础，基础形式为条形基础，建议以粘性土作为拟建物基础持力层，建议基础埋置深度为1.5米。1.2.2气象条件该地区主导风向为东北风，基本风压W0=0.30kN/m2；基本雪压S0=0.10kN/m2。1.2.3抗震设防抗震设防烈度为7度，设计基本地震加速度值0.10g，设计地震分组为第三组，远震。1.2.4其他条件该工程所需的预制构件及其它材料均可保证供应；水电供应有保证，有较强的施工力量及各种施工机械。2.建筑初步设计说明书2.1工程设计依据2.1.1成都大学本科毕业设计（论文）任务书2.1.2本毕业设计(论文)所遵循的主要规范和规程2.2工程概况本工程为某高校学生宿舍。工程为五层现浇钢筋混凝土框架结构。工程所在地抗震设防烈度为7度，设计基本地震加速度为0.20g，设计地震分组为第一组，场地类别为Ⅱ类。屋面做法：钢筋混凝土现浇板，20mm石灰砂浆抹底，20mm水泥砂浆找平，80～160厚（3%找坡）膨胀珍珠岩保温层，四层作法防水层（一毡二油上铺小石子）。楼面做法：钢筋混凝土现浇板，20mm石灰砂浆抹底，20mm水泥砂浆找平，水磨石面层。墙身做法：由普通砖砌筑而成，普通砖自重18kN/m3，厚度240mm。门窗做法：门为木门，自重0.2kN/m2，窗为钢窗玻璃窗，自重0.4kN/m2。活荷载：上人屋面均布活荷载标准值2.0kN/m2，楼面活荷载标准值2.0kN/m2。常年主导风向为东北风，基本风压650N/m2，年最高温度38℃，最低温度0℃。年降水量：624.0mm，日最大降水量92.3mm地基情况：表面为0.5米原耕种土。下为湿陷性黄土，地耐力标准值为98 成都大学学士学位论文（设计）2.3设计特点2.4防火与疏散设计2.4.1防火设计2.4.1.1建筑分类本工程属于二类公共建筑，建筑总高度小于24m,执行《建筑设计防火规范》GB50016-2006，防火设计建筑分类为二类，耐火等级为二级。2.4.1.2自动灭火系统设置在每层楼房间及走道设置自动喷水系统，与时代接轨，此外在走道上隔距设置消火栓，确保突发状况能够安全应对。2.4.1.3防排烟设施由于本工程走道较长，一旦发生火灾将会阻碍烟雾排出，严重影响疏散速度，故走道每隔20m设置机械防、排烟系统。2.4.1.4火灾报警设施每间学生宿舍设置火灾探测器（走道一般无可燃物，校方可根据资金状况决定是否在走道安装探测器）。2.4.1.5防火材料楼地面，墙面及天棚装修材料均采用燃烧性能等级为A级的建筑材料，或采用符合《工程建设标准强制性条文》中燃烧性能等级要求的建筑装饰材料。2.4.2疏散设计合理设计疏散楼梯布局，分别位于建筑物两侧，确保了每个分隔区域至少有两个楼梯可以直达地面，此外疏散楼梯根据本工程的建筑面积及学生公寓一般入住率计算人数，根据人流量进行了楼梯长宽布置。2.5标高本工程室内标高±0.000相当于绝对标高，室内外高差为0.500m，绝对标高由现场定。各层柱注的标高为建筑完成面标高，屋面标高为结构面标高。本工程标高以m为单位，其它尺寸以mm为单位。2.4土方工程2.5墙体工程2.5.1内墙采用普通机制砖填充墙，M5混合砂浆砌筑，“803”内墙涂料两度。卫生间、阳台墙面贴白色瓷砖，高至板底。2.5.2外墙采用普通机制填充墙，M5混合砂浆砌筑，1：3水泥砂浆抹底，20厚，陶瓷锦砖贴面。2.5.3墙身防潮20厚1：2水泥砂浆加5%防水剂，详见西南04JII2。遇地面有高差时沿墙身迎土面设竖向防潮层与水平防潮层形成闭合。2.6楼地面2.6.1楼面类型采用水泥豆石楼面。2.6.2排水凡设有地漏或出水口的楼地面均做1%坡度，坡向地漏或出水口。2.6.3防水98 成都大学学士学位论文（设计）卫生间及其他用水房间的地面需进行防水处理，墙体基脚均用C30素砼现浇高，宽度同墙厚，加做一道防水层：高分子防水涂料2.5mm,墙地交界处垂直向上延伸300mm高，卫生间墙地交界处垂直向上延伸1800mm高。2.6.3其他管道穿楼板处应填塞密实防水材料嵌缝处理，楼面防水层反上300高。管道井每层用相当于楼板耐火极限的不燃材料封堵。底层地面垫层横纵向缩缝详西南04J312-7。2.7门窗2.7.1气密性本工程外窗气密性为3级。2.7.2相关规定门窗玻璃的选用应遵照《建筑玻璃应用技术规程》和《建筑安全玻璃管理规定》发改运行[2003]2116号及地方管理部门的有关规定。2.7.3过梁问题门窗顶无框架梁者，当门窗洞口宽度b<1000时做砖过梁，10001.5m的窗玻璃,易遭受撞击、冲击而造成人体伤害的其他部位。2.8建筑节能2.9其他图中所选用标准图中有对结构工种的预埋件、预留洞，如钢结构楼梯、金属栏杆、门窗、建筑配件等，以及本图所标注的各种留洞和预埋件应与各工种密切配合，确认无误后方可施工。施工中应强调土建与设备安装之间的密切配合，除按施工图选用的标准图及设备产品说明等要求进行施工外，还应严格按照国家相关施工规范规程进行施工，并做好隐蔽工程的记录。如发现图纸矛盾，应及时与设计单位协商解决，严禁擅自更改、隐瞒，避免出现严重的工程质量问题和设计意图受到破坏。预埋木砖及贴邻墙体的木质面均做防腐处理，露明铁件均做防锈处理。二次装修材料不得降低原建筑材料的耐火等级；二次装修不得影响消防设施的正常使用。施工图中的房间功能不得任意变更，若确有需要，必须先通知设计单位并确认同意。施工过程中应严格执行国家各项施工质量验收规范。3.结构计算书3.1工程概况本工程学生公寓位于成都市某大学内，其功能是为学校学生提供住所。该工程为多层现浇钢筋混凝土框架结构，共五层，底层层高3.3米，其他层层高均为3.3米，建筑物总高度为18.5米，总建筑面积为4022.15平方米。4人间设计，有独立的卫生间和阳台，能满足四百多人同时入住。3.2设计依据3.2.1学生公寓规范根据学生公寓建筑设计规范 GBJ 38—99要求，该公寓建筑方案设计考虑到了学生上课、休息、娱乐等多方面。3.2.2学生公寓选址和总平面布置公寓位置适中、交通方便、环境安静、工程地质及水文地质条件都为较有利的地段；总平面布置功能分区明确、总体布局合理、各区联系方便、互不干扰，并留有发展用地；交通组织98 成都大学学士学位论文（设计）考虑到了人、车分流，道路布置，便于学生进出及消防疏散。3.2.3国家规范和行业标准分别依据以下国家规范和行业标准进行设计：房屋建筑制图统一标准GB／T50001－2001；建筑制图标准GB/T50104-2001；建筑结构制图标准GB/T50105－2001；图书馆建筑设计规范JGJ38-99；工程建设标准强制性条文（房屋建筑部分2002年版）；建筑设计防火规范GB50016－2006；建筑工程抗震设防分类标准GB50223-2008；民用建筑设计通则GB50352—2005；建筑结构荷载规范GB50009－2001（2006年版）；混凝土结构设计规范GB50010－2002；建筑抗震设计规范GB50011－2001（2008年版）；砌体结构设计规范GB50003－2001；建筑地基基础设计规范GB50007－2002；土木工程专业毕业设计指导。3.2.4设计手册参考以下手册：建筑设计资料集（第2、4、8集）；建筑结构静力计算手册；混凝土结构设计手册；砌体结设构计手册；建筑抗震设计手册等。3.2.5标准图集《混凝土结构施工图平面整体表示方法制图规则和构造详图》（图集号03G101-1）；《建筑物抗震构造详图》（图集号03G329-1）；《建筑物抗震构造详图》03G329－1；西南地区相关图集等。3.3图纸说明3.4建筑分类等级3.4.1安全等级本工程建筑结构安全等级为二级。3.4.2耐火等级本工程耐火等级为二级。3.5主要荷载（作用）取值上人屋面：2.0KN/㎡；宿舍：2.0KN/㎡；宿管休息室：2.0KN/㎡；管理室：2.0KN/㎡；阳台：2.0KN/㎡；厕所：2.0KN/㎡；走廊：2.5KN/㎡；楼梯间：2.5KN/㎡；不上人屋面：0.5KN/㎡3.6设计建设程序3.7主要结构材料3.7.1混凝土梁、板、柱混凝土等级均采用C30。3.7.2钢筋梁、柱主筋采用热轧Ⅱ级钢筋，箍筋采用热轧Ⅰ级钢筋，板、楼梯构件及非主结构构件采用冷轧Ⅰ级钢筋。3.7.3砌体本工程采用全现浇施工工艺。3.8楼盖设计3.8.1楼面做法：钢筋混凝土现浇板，20mm石灰砂浆抹底，20mm水泥砂浆找平，水磨石面层。3.8.2楼面荷载：均布活荷载标准值2kN/m23.8.3材料：混凝土强度等级为C30；梁内受力纵筋为HRB335，其余为HPB235钢筋3.8.4楼盖的结构平面布置图见下图98 成都大学学士学位论文（设计）3.8.5截面设计截面有效高度：假定选用Φ8钢筋，则l01方向跨中截面的h01=80mm；l02方向跨中截面的h02=70mm；支座截面h0=80mm。最小配筋率ρsmin=0.27%，则Asmin=0.27%×1000×100=270mm2截面设计时取用的弯矩设计值：中间跨的跨中截面及中间支座截面减小20%；边跨跨中截面及楼板边缘算起的第二个支座截面处，当lb/l0<1.5时减小20%，当lb/l0=1.5～2.0时减小10%；楼板的角区格不折减。3.8.6次梁的设计次梁L跨度7.2m，次梁截面高度h=l/18～l/12=7200/18～7200/12=400mm～600mm，取h=600mm，截面宽度取b=200mm。荷载设计值板传来的荷载p=2pe=23.76kN/m次梁自重0.2×(0.6-0.1)×25×1.2=3kN/m次梁粉刷0.02×[(0.6-0.1)×2+0.2]×17×1.2=0.5kN/m填充墙自重和粉刷0.24×(3.3-0.6)×18+0.02×2×(3.3-0.6×17)×2=15.34kN/m则荷载总设计值g+q=42.6kN/m98 成都大学学士学位论文（设计）3.9恒荷载计算3.9.1屋面框架梁线荷载标准值20厚水泥沙浆找平0.02×20=0.40kN/m280～160厚（3%找坡）膨胀珍珠岩(0.08+0.16)÷2×7=0.84kN/m2四层作法防水层0.36kN/m2100mm厚钢筋混凝土楼板0.1×25=2.5kN/m220mm厚石灰砂浆抹底0.02×17=0.34kN/m2屋面恒荷载4.44kN/m2边框架梁自重0.3×0.8×25=6kN/m边框架梁粉刷2×(0.8-0.1)×0.02×17=0.48kN/m中框架梁自重0.3×0.6×25=4.5kN/m2中框架梁粉刷2×(0.6-0.1)×0.02×17=0.34kN/m则作用于屋面框架梁上线荷载标准值为：g5AB1=6.48kN/mg5BC1=4.84kN/mg5AB2=4.44×3.6=15.98kN/mg5BC2=4.44×2.4=10.66kN/m3.9.2楼面框架梁线荷载标准值20mm厚水泥砂浆找平0.02×20=0.40kN/m2100mm厚钢筋混凝土楼板0.1×25=2.5kN/m220mm厚石灰砂浆抹底0.02×17=0.34kN/m2水磨石面层0.65kN/m2楼面恒荷载3.89kN/m2边框架梁自重及粉刷6.48kN/m中框架梁自重及粉刷4.84kN/m边跨填充墙自重0.24×(3.3-0.8)×18=10.8kN/m填充墙粉刷(3.3-0.8)×0.02×2×17=1.7kN/m98 成都大学学士学位论文（设计）98成都大学学士学位论文（设计）则作用于楼面框架梁上线荷载标准值为：gAB1=6.48+10.8+1.7=18.98kN/mgBC1=4.84kN/mgAB2=3.89×3.6=14.00kN/mgBC2=3.89×2.4=9.34kN/m3.9.3屋面框架节点集中荷载标准值纵向框架梁自重0.3×0.8×7.2×25=43.2kN纵向框架梁粉刷2×(0.8-0.1)×0.02×7.2×17=3.43kN纵向框架梁传来的屋面恒荷载2×(3.6/2)2×4.44=28.77kN次梁自重及粉刷0.6×0.2×25×7.2/2+2×0.02×(0.6-0.1)×7.2/2=10.87kN次梁传来的屋面恒荷载(1-2×0.252+0.253)×4.44×3.6×7.2/2=51.25kN1m高女儿墙自重及粉刷1×7.2×0.24×18+2×1×7.2×0.02×17=36kN则顶层边节点集中荷载为：G5A=176.52kN纵向框架梁自重及粉刷43.1+3.43=46.63kN纵向框架梁传来的屋面恒荷载28.77+(1-2×0.172+0.173)×4.44×7.2×2.4/2=65.10kN次梁自重、粉刷及传来的屋面恒荷载10.87+51.25=62.12kN则顶层中节点集中荷载为：G5B=173.85kN3.9.4楼面框架节点集中荷载标准值纵向框架梁自重及粉刷46.63kN纵向框架梁传来的楼面恒荷载2×(3.6/2)2×3.89=25.21kN次梁自重及粉刷10.87kN次梁传来的楼面恒荷载(1-2×0.252+0.253)×3.89×3.6×7.2/2=44.9kN钢窗自重(2×1.0×1.7+1.2×2.6)×0.4×2=5.216kN墙体自重(3.3×7.2-6.52)×0.24×18=74.48kN墙面粉刷2×(3.3×7.2-6.52)×0.02×17=13.07kN框架柱自重0.502×3.3×25=20.63kN柱面粉刷4×0.5×0.02×17=0.68kN中间层边柱节点集中荷载为：GA=241.69kN纵向框架梁自重及粉刷46.63kN纵向框架梁传来的楼面恒荷载25.21+(1-2×0.172+0.173)×3.89×7.2×2.4/2=57.04kN次梁粉刷、自重及传来的楼面恒荷载10.87+44.9=55.77kN木门自重2×1.0×2.6×0.2=1.04kN墙体自重(3.3×7.2-5.2)×0.24×18=80.18kN墙面粉刷2×0.02×(3.3×7.2-5.2)×17=12.62kN框架柱自重及粉刷20.63+0.68=21.31kN中间层中柱节点集中荷载为：GB=274.59kN3.10楼梯设计3.10.1梯断板楼梯踏步尺寸150mm×300mm，板厚120mm,tanα=150/300=0.5,cosα=0.894取1m宽板带计算98 成都大学学士学位论文（设计）恒载水磨石面层(0.3+0.15）×0.65/0.3=0.98KN/㎡三角形踏步0.5×0.3×0.15×25/0.3=1.88KN/㎡混凝土斜板0.12×25/0.894=3.36KN/㎡20厚板底抹灰0.02×17/0.894=0.38KN/㎡合计：6.6KN/㎡3.10.2平台板设平台板厚100mm恒载水磨石面层0.65KN/㎡100厚混凝土板0.1×25=2.5KN/㎡20厚板底抹灰0.02×17=0.34KN/㎡合计：3.49KN/㎡3.10.3平台梁设平台梁截面尺寸为200mm×350mm恒载梁自重0.2×（0.35-0.1）×25=1.25kN/m梁侧粉刷2×（0.35-0.1）×0.02×17=0.17kN/m0.1564平台板传来3.49×1.6/2=2.792kN/m4.788/3.192梯段板传来6.6×3.3/2=10.89kN/m合计：15.102kN/m3.11基础设计3.11.1基础台阶的宽高比和偏心距控制 基础平面长宽比控制接近矩形,独立基础是以柱为固定端四面挑出的悬臂板;基础台阶的宽高比≤2.5;基础有一定的抗弯刚度,确保地基反力线性分布; 基础的偏心距e≤b/6保证基底面积上的地基反力pmin≥0;  上述条件成立,才能近似地将地基反力设计值按对角线划分,两全方向的弯矩MI和MII等于梯形基底面枳上地基反力设计值在计算截面产生的弯矩3.11.2独立基础的最小配筋率目前工程做法列表:目前工程做做法    1                    2                      3                  4每m宽配筋    1000h×0.15%  1000hZ×0.15%  1000h1×0.15% 最小构造配筋φ10@200        φ10@200          φ10@200        φ10@200实配上两值与计算值取大值3.11.3柱纵向受力筋的插筋在基础内的锚固长度 1当(1)柱为轴心受压或小偏心受压,基础高度≥1200mm;(2)柱为大偏心受压,基础高度≥1400mm时,可只将柱四角插筋伸至基础底钢筋网上直角弯勾锚固(直钩长≥6d,≥150mm)  2当柱插筋在基础内保护层厚度≥3d,且柱在基础内有箍筋时(图4),柱插筋最小锚固长度可取0.8(laOR,lae);  3当基础高不满足插筋锚固长度要求时可直钩弯折,要求直线段长≥0.5(la或,lae),直钩长=12d.3.11.4独立柱基间拉梁1《抗规》规定独立柱基在下情况之一时，应设拉梁：  1）一级框架和IV类场地的二级框架；  2）各柱基承受的重力荷载代表值差别大；98 成都大学学士学位论文（设计）  3）基础埋置深，或各基础埋置深度差别大；  4）地基主要受力层范围内存在软弱下卧层、液化层和严重不均匀沉降土层；  5）少于3桩的桩基承台间及两桩承台轴线垂直方向（包括程序自动生成两桩承台因碰撞而旋转90度的情况）。3无5.1情况且柱距较大(如单跨厂房、体育馆、影剧院、餐厅等)没必要设拉梁，拉梁刚度小，4拉梁应有一定刚度,截面高度取(1/5～1/20)L,宽度取(1/25～1/35)L,L为柱间距;5拉梁位置除在桩基承台上,宜靠近首层地面.6拉梁的计算模型及配筋  1)作为轴心受拉构件,轴拉力F=较大柱轴力的1/10;上下均配≥2φ14,箍筋≥φ6＠200;  2)平衡柱底弯矩,柱基按中心受压计;拉梁正弯矩钢筋全拉通,支座负弯矩筋1/2拉通;粱高取5.4中大值;  3)拉梁当一层楼进行整体计算.,取较大柱轴力的1/10+整体计算内力配筋,弯矩设计值增大系数在拉梁层取1.0。3.11.5多层钢筋砼框架结构设置拉梁层问题   多层钢筋砼框架结构底层层高较高,为满足抗震设计层间位移角要求,常采用短柱基础或设置拉梁层解决;拉梁层的处理:1拉梁层的拉梁应按框架梁设计,梁按相应抗震等级设置箍筋加密区;2拉梁层无楼板,在PKPM前处理时房间开洞,计算时定义弹性膜,总刚分析;3如实输入拉梁上的荷载;4设拉梁层时,按框架嵌固于基础面和一层地下室,回填土对地下室约束刚度比取”1”各算一次,配筋取大值;5拉梁层柱配筋按层上下柱配筋大值;拉梁层柱箍筋抗震设计时密箍.3.12施工需特别注意的问题施工中需要注意的问题在施工前，必须仔细查阅其他专业的施工图纸，尤其是土建结构施工图、水、电、通风施工图。因为水平路由的长短将会对系统的等级有一定的影响，而土建结构施工图、水、电、通风施工图对水平布线子系统管线路由的走向影响最大。可利用AutoCAD绘出三维大样图，在大样图上注明其它专业管路的走向、标高以及各种管路的规格型号，制定出最优敷设管路的施工方案，满足管线路由最短，便于安装的要求。目前水平布线有三种方法：钢管暗敷设法、吊顶内走线槽，线槽至信息点之间采用钢管连接方法、地面线槽暗敷设法，其中地面线槽暗敷设法适用于较高档的智能大厦。大厦内布置的信息点密集、大开间需要打隔断的办公场所，它的特点是投资比较大，工艺要求高，施工比较困难。良好的安装质量，可以使水平布线子系统在其工作周期内，始终保证良好工作状态和稳定的工作性能，尤其对于高性能的通信线缆和光纤，安装质量的好坏对系统的开通影响尤其显著，因此笔者认为在安装线缆中，要严格遵守EIA/TIA569规范标准。综合布线系统所选用的线缆、信息插座、跳线、连接线等部件，必须与选择的类型一致，如选用5类标准，则线缆、信息插座、跳线、连接线等部件必须为5类；如系统采用屏蔽措施，则系统选用的所有部件均为屏蔽部件，只有这样才能保证系统屏蔽效果，达到整个系统的设计性能指标。地面金属线槽施工技术地面金属线槽布线是为了适用智能大厦弱电系统日趋复杂，出线口位置变化不定，而推出的一种新型的布线方式。地面金属线槽分为单槽、双槽、三槽和四槽，规格有50×25、70×25、100×25、12598 成都大学学士学位论文（设计）×25。地面金属线槽敷设时，电气专业应与土建专业密切配合，结合施工图出线口的位置，线槽的走向，确定分线盒的位置。线槽在交叉、转弯或分支处应设置分线盒，线槽的长度超过6米时，应加分线盒。设备间配线架、集线器、配电箱等设备引至线槽的线路，用终端变形连接器与线槽连接。线槽每隔2米处设置固定支架和调整支撑，并与钢筋连接防止移位。线槽的保护层应达到35mm以上，线槽连接完后应进行整体调整，请采用测量工具进行复核，严禁地面线槽超高。连接器、分线盒、线槽接口处应用密封条粘贴好，防止砂浆渗入腐蚀线槽内壁。在连接线槽过程中，出线口、分线盒应加防水保护盖，待底板的混凝土强度达到50%时，取下保护盖换上标识盖。施工中，应用钢锉对金属线槽的毛刺锉平，否则会划伤双绞线的外皮，使系统的抗干扰性、数据保密性、数据传输速度降低，甚至导致系统不能顺利开通。线缆的敷设水平布线子系统要求在90m的距离范围内，这个距离范围是指从楼层接线间的配线架到工作区的信息点的实际长度。与水平布线子系统有关的其它线缆，包括配线架上的跳线和工作区的连线总共不应超过90m。一般要求跳线长度小于6m，信息连线长度小于3m。由于地面内暗敷金属线槽，所以它的散热条件比明敷线槽效果好。控制、信号线路为非载流线缆，不存在因散热效果不好而使线缆损坏的问题。因此双绞线缆在线槽内的填充率可达到线槽截面的50%。同一回路的所有双绞线缆可在同一线槽内敷设。强、弱电线缆应分槽敷设，两种线路交叉处应设置有屏蔽分线板的分线盒。线缆不得有接头，接头应在分线盒或线槽出线盒内处理。配线子系统电缆在地板下的安装方式，应根据环境条件选用地板下桥架布线法、蜂窝状地板布线法、高架(活动)地板布线法、地板下管道布线法等四种安装方式。配线子系统电缆宜穿钢管或沿金属电缆桥架敷设，并应选择最短捷的路径。干线子系统垂直通道有电缆孔、管道、电缆竖井等三种方式可供选择,宜采用电缆孔方式。水平通道可选择管道方式或电缆桥架方式。一根管子宜穿设一条综合布线电缆。管内穿放大对数电缆时,直线管路的管径利用率宜为50%～60%,弯管路的管径利用率宜为40%～50%。管内穿放4对对绞电缆时，截面利用率宜为25%～30%。允许综合布线电缆、电缆电视电缆，火灾报警电缆，监控系统电缆合用金属电缆桥架，但与电缆电视电缆宜用金属隔板分开。建筑物内暗配线一般可采用金属配线材料或塑料管。由于金属的配线材料有屏蔽作用，与强电(220V以上)管线平行或交叉可以减少隔距要求,因此是首推方式。设备安装工艺设备间1.设备间的设计应符合下列规定：设备间应处于干线综合体的最佳网络中间位置，应尽可能靠近建筑物电缆引入区和网络接口。电缆引入区和网络接口的相互间隔宜≤15m；设备间的位置应便于接地装置的安装；设备间室温应保持在10℃～27℃之间,相对湿度应保持30%～80%。设备间应安装符合法规要求的消防系统,应使用防火防盗门,至少能耐火1小时的防火墙；设备间内所有设备有足够的安装空间,其中包括：程控数字用户电话交换机,计算机主机,整个建筑物用的交接设备等。2.设备间的室内装修、空调设备系统和电气照明等安装应在装机前进行。设备间的装修应满足工艺要求,经济适用。容量较大的机房可以结合空调下送风、机架间走缆和防静电等要求，设置活动地板。3.设备间应防止有害气体(如SO2、H2S、NH3、98 成都大学学士学位论文（设计）NO2等)侵入，并应有良好的防尘措施（灰尘粒子应是不导电的,非铁磁性和非腐蚀性的）。4.至少应为设备间提供离地板2.55m高度的空间，门的高度应大于2.lm，门宽应大于90cm，地板的等效均布负载应大于5kN/m2。凡是安装综合布线硬件的地方，墙壁和天棚应涂阻燃漆。5.设备间的一般照明，最低照度标准应为150IX，规定照度的被照面，水平面照度指距地面0.8m处，垂直面照度指距地面1.4m处的规定。交接间1.确定干线通道和交接间的数目，应从所服务的可用楼层空间来考虑。如果在给定楼层所要服务的信息插座都在75m范围以内，宜采用单干线接线系统。凡超出这一范围的，可采用双通道或多个通道的干线系统，也可采用经过分支电缆与干线交接间相连接的二级交接间。2.干线交接间兼作设备间时，其面积不应小于10m2。干线交接间的面积可按7～8倍配线柜占地面积考虑。3.配线设备靠墙安装干线交接间的面积为1.8m2时(1.2m×1.5m)可容纳端接200个工作区所需的连接硬件和其它设备。综合布线的防护接地系统接地技术综合布线系统采用屏蔽措施时，应保证有优良好的接地系统，可单独设置接地体，接地电阻≤4Ω；采用联合接地体时，接地电阻≤1Ω。综合布线系统所用屏蔽层必须保持连续性，并保证线缆的相对位置不变，屏蔽层的配线设备端应接地。采用屏蔽综合布线系统时屏蔽层的配线设备FD或BD端必须良好接地用户端终端设备视具体情况接地两端的接地应连接至同一接地体。若接地系统中存在两个不同的接地体时其接地电源差不应大于1vr．m．s有效值采用屏蔽布线系统时每一楼层的配线柜都应采用适当截面的铜导线单独布线至接地体也可采用竖井内集中用铜排或粗铜线引到接地体导线或铜导体的截面应符合标准。接地导线应接成树状结构的接地网避免构成直流环路。信息插座的接地可利用电缆屏蔽层连至每层的配线柜上。工作站的外壳接地应单独布线连接至接地体一个办公室的几个工作站可合用同一条接地导线应选用截面不小于2．5mm2的绝缘铜导线。屏蔽线缆屏蔽层接地两端测量链路屏蔽线、屏蔽层与两端接地电流差≤5v。防护技术当电缆从建筑物外面进入建筑物内部容易受到雷击、电源碰地、电源感应电势或地电势上浮等外界影响时必须采用保护器。在下述的任何一种情况下线路均属于处在危险环境之中均应对其进行过压过流保护。1.雷击引起的危险影响；2．工作电压超过250V的电源线路碰地；3．地电势上升到98 成都大学学士学位论文（设计）250V以上而引起的电源故障；4．交流50Hz感应电压超过250V。5．综合布线系统的过压保护宜选用气体放电管保护器。6．过流保护宜选用能够自复的保护器。7．在易燃的区域或大楼竖井内布放的光缆或铜缆必须有阻燃护套；当这些缆线被布放在不可燃管道里或者每层楼都采用了隔火措施时则可以没有阻燃护套。综合布线系统有源设备的正极或外壳电缆屏蔽层及连通接地线均应接地宜采用联合接地方式如同层有避雷带及均压网高于30m时每层都设置时应与此相接使整个大楼的接地系统组成一个笼式均压体。在易燃的区域和大楼竖井内布放电缆或光缆宜采用防火和防毒的电缆；相邻的设备问应采用阻燃型配线设备。对于穿钢管的电缆或光缆可采用普通外护套。利用综合布线系统组成的网络应防止由射频产生的电磁污染影响周围其它网络的正常运行。六类施工注意事项1．由于六类线缆的外径要比一般的五类线粗，为了避免线缆的缠绕（特别是在弯头处），在管线敷设时一定要注意管径的填充度，一般内径20mm的线管以放2根六类线为宜。2．严格遵守线槽的施工规范，保证合适的线缆弯曲半径。上下左右绕过其他线槽时，转弯坡度要平缓，重点注意两端线缆下垂受力后是否还能在不压损线缆的前提下盖上盖板。3．放线过程中主要是注意对拉力的控制，对于带卷轴包装的线缆，应把卷轴套在自制的拉线杆上，放线端应从卷轴箱内预拉出一部分线缆，以供在管线另一端抽取，预拉出的线不能过多，避免多根线在场地上缠结环绕。4．拉线工序结束后，两端留出的冗余线缆要整理和保护好，盘线时要顺着原来的旋转方向，线圈直径不要太小，用线卡固定在线槽、吊顶上或纸箱内，做好标注。5．在整理、绑扎、安置线缆时，冗余线缆不要太长，不要让线缆叠加受力，线圈顺势盘整，固定扎绳不要勒得过紧。6．在整个施工期间，严格按施工工艺流程组织施工，各工种要根据施工方案和施工网络计划组织施工，在其他后续工种开始前应完成本工种的施工任务。3.13其他3.14计算结果文件3.14.1结构分析、设计信息输出文件（WMASS.OUT）总信息..............................................结构材料信息:钢砼结构混凝土容重(kN/m3):Gc=27.00钢材容重(kN/m3):Gs=78.00水平力的夹角(Rad):ARF=0.00地下室层数:MBASE=0竖向荷载计算信息:按模拟施工加荷计算方式风荷载计算信息:计算X,Y两个方向的风荷载地震力计算信息:计算X,Y两个方向的地震力特殊荷载计算信息:不计算结构类别:框架结构裙房层数:MANNEX=0转换层所在层号：MCHANGE=0墙元细分最大控制长度(m)DMAX=2.00墙元侧向节点信息:内部节点是否对全楼强制采用刚性楼板假定是采用的楼层刚度算法层间剪力比层间位移算法风荷载信息..........................................修正后的基本风压(kN/m2):WO=0.30地面粗糙程度:C类结构基本周期（秒）:T1=0.00体形变化分段数:MPART=1各段最高层号:NSTi=6各段体形系数:USi=1.30地震信息............................................振型组合方法(CQC耦联;SRSS非耦联)CQC计算振型数:NMODE=1598 成都大学学士学位论文（设计）地震烈度:NAF=7.00场地类别:KD=2设计地震分组:二组特征周期TG=0.40多遇地震影响系数最大值Rmax1=0.08罕遇地震影响系数最大值Rmax2=0.50框架的抗震等级:NF=3剪力墙的抗震等级:NW=3活荷质量折减系数:RMC=0.50周期折减系数:TC=0.80结构的阻尼比(%):DAMP=5.00是否考虑偶然偏心:是是否考虑双向地震扭转效应:是斜交抗侧力构件方向的附加地震数=0活荷载信息..........................................考虑活荷不利布置的层数从第1到6层柱、墙活荷载是否折减不折算传到基础的活荷载是否折减折算------------柱，墙，基础活荷载折减系数-------------计算截面以上的层数---------------折减系数11.002---30.854---50.706---80.659---200.60>200.55调整信息........................................中梁刚度增大系数：BK=2.00梁端弯矩调幅系数：BT=0.90梁设计弯矩增大系数：BM=1.00连梁刚度折减系数：BLZ=0.70梁扭矩折减系数：TB=0.40全楼地震力放大系数：RSF=1.000.2Qo调整起始层号：KQ1=00.2Qo调整终止层号：KQ2=0顶塔楼内力放大起算层号：NTL=0顶塔楼内力放大：RTL=1.00九度结构及一级框架梁柱超配筋系数CPCOEF91=1.15是否按抗震规范5.2.5调整楼层地震力IAUTO525=1是否调整与框支柱相连的梁内力IREGU_KZZB=0剪力墙加强区起算层号LEV_JLQJQ=1强制指定的薄弱层个数NWEAK=098 成都大学学士学位论文（设计）配筋信息........................................梁主筋强度(N/mm2):IB=300柱主筋强度(N/mm2):IC=300墙主筋强度(N/mm2):IW=300梁箍筋强度(N/mm2):JB=210柱箍筋强度(N/mm2):JC=210墙分布筋强度(N/mm2):JWH=210梁箍筋最大间距(mm):SB=100.00柱箍筋最大间距(mm):SC=100.00墙水平分布筋最大间距(mm):SWH=150.00墙竖向筋分布最小配筋率(%):RWV=0.30设计信息........................................结构重要性系数:RWO=1.00柱计算长度计算原则:有侧移梁柱重叠部分简化:不作为刚域是否考虑P-Delt效应：否柱配筋计算原则:按单偏压计算钢构件截面净毛面积比:RN=0.85梁保护层厚度(mm):BCB=30.00柱保护层厚度(mm):ACA=30.00是否按砼规范(7.3.11-3)计算砼柱计算长度系数:否荷载组合信息........................................恒载分项系数:CDEAD=1.20活载分项系数:CLIVE=1.40风荷载分项系数:CWIND=1.40水平地震力分项系数:CEA_H=1.30竖向地震力分项系数:CEA_V=0.50特殊荷载分项系数:CSPY=0.00活荷载的组合系数:CD_L=0.70风荷载的组合系数:CD_W=0.60活荷载的重力荷载代表值系数:CEA_L=0.50剪力墙底部加强区信息.................................剪力墙底部加强区层数IWF=2剪力墙底部加强区高度(m)Z_STRENGTHEN=6.60层号塔号质心X质心Y质心Z恒载质量活载质量(m)(m)(t)(t)6122.55817.33219.800196.31.75122.53317.52716.500826.669.198 成都大学学士学位论文（设计）4122.60817.29813.2001122.681.03122.60817.2989.9001122.681.02122.60817.2986.6001122.681.01122.60817.2983.3001122.681.0活载产生的总质量(t):394.848恒载产生的总质量(t):5513.166结构的总质量(t):5908.014恒载产生的总质量包括结构自重和外加恒载结构的总质量包括恒载产生的质量和活载产生的质量活载产生的总质量和结构的总质量是活载折减后的结果(1t=1000kg)层号塔号梁数柱数墙数层高累计高度(混凝土)(混凝土)(混凝土)(m)(m)11133(30)32(35)0(25)3.3003.30021133(30)32(30)0(25)3.3006.60031133(30)32(30)0(25)3.3009.90041133(30)32(30)0(25)3.30013.2005189(30)32(30)0(25)3.30016.5006139(30)20(30)0(25)3.30019.800**********************************************************风荷载信息**********************************************************层号塔号风荷载X剪力X倾覆弯矩X风荷载Y剪力Y倾覆弯矩Y6117.9918.059.446.2646.3152.75116.6034.6173.542.6988.9446.24118.8653.5349.941.14130.1875.53118.8672.3588.541.14171.21440.52118.8691.2889.441.14212.42141.41118.86110.01252.541.14253.52978.0===========================================================================计算信息===========================================================================ProjectFileName:宿舍计算日期:2011.5.26开始时间:11:16:3898 成都大学学士学位论文（设计）可用内存:778.00MB第一步:计算每层刚度中心、自由度等信息开始时间:11:16:38第二步:组装刚度矩阵并分解开始时间:11:16:39FALE自由度优化排序BeginningTime:11:16:40.23EndTime:11:16:40.57TotalTime(s):0.34FALE总刚阵组装BeginningTime:11:16:40.57EndTime:11:16:40.81TotalTime(s):0.24VSS总刚阵LDLT分解BeginningTime:11:16:40.81EndTime:11:16:40.82TotalTime(s):0.01VSS模态分析BeginningTime:11:16:40.84EndTime:11:16:40.87TotalTime(s):0.03形成地震荷载向量形成风荷载向量形成垂直荷载向量VSSLDLT回代求解BeginningTime:11:16:41.71EndTime:11:16:41.82TotalTime(s):0.11第五步:计算杆件内力开始时间:11:16:42活载随机加载计算计算杆件内力结束日期:2011.5.26时间:11:16:48总用时:0:0:1098 成都大学学士学位论文（设计）===========================================================================各层刚心、偏心率、相邻层侧移刚度比等计算信息FloorNo:层号TowerNo:塔号Xstif，Ystif:刚心的X，Y坐标值Alf:层刚性主轴的方向Xmass，Ymass:质心的X，Y坐标值Gmass:总质量Eex，Eey:X，Y方向的偏心率Ratx，Raty:X，Y方向本层塔侧移刚度与下一层相应塔侧移刚度的比值Ratx1，Raty1:X，Y方向本层塔侧移刚度与上一层相应塔侧移刚度70%的比值或上三层平均侧移刚度80%的比值中之较小者RJX，RJY，RJZ:结构总体坐标系中塔的侧移刚度和扭转刚度===========================================================================FloorNo.1TowerNo.1Xstif=22.6110(m)Ystif=18.0410(m)Alf=45.0000(Degree)Xmass=22.6079(m)Ymass=17.2982(m)Gmass=1284.5663(t)Eex=0.0002Eey=0.0462Ratx=1.0000Raty=1.0000Ratx1=1.6803Raty1=1.6973薄弱层地震剪力放大系数=1.00RJX=1.2154E+06(kN/m)RJY=1.2251E+06(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.2TowerNo.1Xstif=22.6110(m)Ystif=18.0410(m)Alf=45.0000(Degree)Xmass=22.6079(m)Ymass=17.2982(m)Gmass=1284.5663(t)Eex=0.0002Eey=0.0462Ratx=0.7571Raty=0.7559Ratx1=1.3156Raty1=1.3384薄弱层地震剪力放大系数=1.00RJX=9.2018E+05(kN/m)RJY=9.2605E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.3TowerNo.1Xstif=22.6110(m)Ystif=18.0410(m)Alf=45.0000(Degree)Xmass=22.6079(m)Ymass=17.2982(m)Gmass=1284.5663(t)Eex=0.0002Eey=0.0462Ratx=0.9795Raty=0.9724Ratx1=1.4450Raty1=1.4612薄弱层地震剪力放大系数=1.00RJX=9.0130E+05(kN/m)RJY=9.0045E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.4TowerNo.1Xstif=22.6110(m)Ystif=18.0410(m)Alf=45.0000(Degree)Xmass=22.6079(m)Ymass=17.2982(m)Gmass=1284.5664(t)Eex=0.0002Eey=0.0462Ratx=0.9887Raty=0.9777Ratx1=1.5329Raty1=1.5453薄弱层地震剪力放大系数=1.0098 成都大学学士学位论文（设计）RJX=8.9107E+05(kN/m)RJY=8.8033E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.5TowerNo.1Xstif=22.6110(m)Ystif=18.0410(m)Alf=45.0000(Degree)Xmass=22.5330(m)Ymass=17.5267(m)Gmass=964.8719(t)Eex=0.0049Eey=0.0320Ratx=0.9320Raty=0.9245Ratx1=2.9297Raty1=2.8125薄弱层地震剪力放大系数=1.00RJX=8.3044E+05(kN/m)RJY=8.1386E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------FloorNo.6TowerNo.1Xstif=22.6110(m)Ystif=16.8410(m)Alf=45.0000(Degree)Xmass=22.5584(m)Ymass=17.3325(m)Gmass=199.7244(t)Eex=0.0031Eey=0.0289Ratx=0.4267Raty=0.4444Ratx1=1.2500Raty1=1.2500薄弱层地震剪力放大系数=1.00RJX=3.5432E+05(kN/m)RJY=3.6171E+05(kN/m)RJZ=0.0000E+00(kN/m)---------------------------------------------------------------------------============================================================================抗倾覆验算结果============================================================================抗倾覆弯矩Mr倾覆弯矩Mov比值Mr/Mov零应力区(%)X风荷载1276130.91452.4878.640.00Y风荷载584893.33346.3174.790.00X地震1276130.935778.435.670.00Y地震584893.337024.815.800.00============================================================================结构整体稳定验算结果============================================================================层号X向刚度Y向刚度层高上部重量X刚重比Y刚重比10.122E+070.123E+073.3059080.67.8968.4320.920E+060.926E+063.3047044.64.5564.9630.901E+060.900E+063.3035009.84.9684.8840.891E+060.880E+063.3022973.128.00126.4650.830E+060.814E+063.3010937.250.56245.5560.354E+060.362E+063.301980.590.54602.87该结构刚重比Di*Hi/Gi大于10,能够通过高规(5.4.4)的整体稳定验算该结构刚重比Di*Hi/Gi大于20,可以不考虑重力二阶效应98 成都大学学士学位论文（设计）***********************************************************************楼层抗剪承载力、及承载力比值***********************************************************************Ratio_Bu:表示本层与上一层的承载力之比----------------------------------------------------------------------层号塔号X向承载力Y向承载力Ratio_Bu:X,Y----------------------------------------------------------------------610.1592E+040.1592E+041.001.00510.3818E+040.3886E+042.402.44410.5484E+040.5504E+041.441.42310.6549E+040.6737E+041.191.22210.7182E+040.7564E+041.101.12110.8313E+040.8648E+041.161.143.14.2周期、地震力与振型输出文件（WZQ.OUT）======================================================================周期、地震力与振型输出文件(VSS求解器)======================================================================考虑扭转耦联时的振动周期(秒)、X,Y方向的平动系数、扭转系数振型号周期转角平动系数(X+Y)扭转系数10.760812.910.91(0.87+0.05)0.0920.7565102.511.00(0.05+0.95)0.0030.69458.320.09(0.09+0.00)0.9140.25597.190.92(0.91+0.01)0.0850.253797.261.00(0.02+0.98)0.0060.23348.100.08(0.08+0.00)0.9270.15683.480.94(0.94+0.00)0.0680.154693.771.00(0.00+1.00)0.0090.14258.270.06(0.06+0.00)0.94100.11692.540.96(0.96+0.00)0.04110.115592.721.00(0.00+1.00)0.00120.10585.700.04(0.04+0.00)0.96130.09662.020.97(0.97+0.00)0.03140.095892.011.00(0.00+1.00)0.00150.0879179.360.72(0.72+0.00)0.28地震作用最大的方向=1.383(度)98 成都大学学士学位论文（设计）============================================================仅考虑X向地震作用时的地震力Floor:层号Tower:塔号F-x-x:X方向的耦联地震力在X方向的分量F-x-y:X方向的耦联地震力在Y方向的分量F-x-t:X方向的耦联地震力的扭矩振型1的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61124.9528.66795.9051539.07123.892493.5641659.56151.492934.9731535.38122.482369.1821363.9482.961597.9811163.2737.07704.46振型2的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)616.79-30.6814.035129.37-132.9644.604135.81-161.3752.513129.07-130.4842.672119.76-88.4529.39118.87-39.6613.92振型3的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)6113.342.01-884.575159.809.09-2751.374169.109.84-3227.663156.087.98-2599.432138.215.49-1754.061117.312.59-778.6498 成都大学学士学位论文（设计）振型4的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-78.52-9.75-444.2351-250.45-31.34-1042.3141-75.60-9.72-247.7631228.0328.88996.8821362.1845.941515.7211231.6429.33945.06振型5的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-1.3910.651.6251-4.4234.582.2141-1.3210.520.57314.02-31.62-2.00216.39-50.33-2.73114.09-32.32-0.89振型6的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-6.91-0.88460.0851-21.62-3.191018.7641-5.70-0.82202.893119.582.70-1024.052130.764.36-1518.691119.842.99-945.85振型7的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)6159.343.60258.855194.725.76318.4841-153.84-9.21-585.5931-157.18-9.68-550.3021110.806.73437.1811191.1911.62700.1098 成都大学学士学位论文（设计）振型8的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)610.28-4.06-2.06510.43-6.82-1.1841-0.7210.623.4331-0.7311.352.38210.52-7.68-2.94110.89-13.63-3.55振型9的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)614.290.41-282.57515.121.03-259.8941-10.07-1.28606.2531-9.34-1.67515.08217.190.89-438.261112.002.03-673.50振型10的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-44.43-2.00-125.13512.670.11-12.8841123.925.50367.8931-95.80-4.21-263.1921-57.49-2.52-168.8111136.686.03390.49振型11的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-0.112.180.77510.010.09-0.91410.29-6.33-0.7631-0.234.611.7721-0.133.04-0.04110.33-6.81-1.9398 成都大学学士学位论文（设计）振型12的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-2.09-0.10128.51511.79-0.18-59.96412.880.61-265.0231-3.58-0.25248.0221-0.75-0.50109.24113.610.72-319.29振型13的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)6124.480.8869.2251-35.48-1.31-57.9741-7.74-0.17-108.683157.811.95188.5521-80.41-2.81-166.811165.062.32101.55振型14的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)610.03-0.920.0651-0.041.230.3241-0.010.50-0.68310.08-2.320.3321-0.113.070.34110.09-2.43-0.67振型15的地震力-------------------------------------------------------FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)61-3.280.0220.78517.44-0.06-34.7941-7.140.092.77314.88-0.1050.7121-2.850.09-82.34111.34-0.0571.4498 成都大学学士学位论文（设计）各振型作用下X方向的基底剪力-------------------------------------------------------振型号剪力(kN)12386.162129.673253.844417.2757.37635.957145.0380.6899.201065.54110.16121.851323.73140.03150.39各层X方向的作用力(CQC)Floor:层号Tower:塔号Fx:X向地震作用下结构的地震反应力Vx:X向地震作用下结构的楼层剪力Mx:X向地震作用下结构的弯矩StaticFx:静力法X向的地震力------------------------------------------------------------------------------------------FloorTowerFxVx(分塔剪重比)(整层剪重比)MxStaticFx(kN)(kN)(kN-m)(kN)(注意:下面分塔输出的剪重比不适合于上连多塔结构)61177.30177.30(8.95%)(8.95%)585.10462.4851664.46832.69(7.61%)(7.61%)3313.38948.5541763.801538.64(6.70%)(6.70%)8300.761019.6031673.032089.04(5.97%)(5.97%)15019.64764.7098 成都大学学士学位论文（设计）21584.542491.84(5.30%)(5.30%)22978.57509.8011418.242710.49(4.59%)(4.59%)31634.47254.90抗震规范(5.2.5)条要求的X向楼层最小剪重比=1.60%X方向的有效质量系数:99.95%============================================================仅考虑Y向地震时的地震力Floor:层号Tower:塔号F-y-x:Y方向的耦联地震力在X方向的分量F-y-y:Y方向的耦联地震力在Y方向的分量F-y-t:Y方向的耦联地震力的扭矩振型1的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)6128.626.56182.3051123.4728.38571.1441151.0734.70672.2531122.6328.05542.652183.3619.00366.011137.408.49161.36振型2的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-30.57138.06-63.1451-132.18598.38-200.7041-161.16726.25-236.3431-130.81587.24-192.0521-88.94398.06-132.2711-39.94178.47-62.63振型3的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t98 成都大学学士学位论文（设计）(kN)(kN)(kN-m)611.950.29-128.96518.721.33-401.134110.071.43-470.57318.181.16-378.98215.570.80-255.73112.520.38-113.52振型4的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-10.04-1.25-56.7851-32.01-4.01-133.2241-9.66-1.24-31.673129.153.69127.412146.295.87193.721129.613.75120.79振型5的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)6111.02-84.58-12.835135.10-274.51-17.554110.47-83.48-4.5331-31.95251.0615.9021-50.69399.6021.6511-32.48256.607.10振型6的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-0.99-0.1366.0751-3.10-0.46146.2941-0.82-0.1229.13312.810.39-147.05214.420.63-218.08112.850.43-135.82振型7的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t98 成都大学学士学位论文（设计）(kN)(kN)(kN-m)613.610.2215.77515.770.3519.4041-9.37-0.56-35.6731-9.57-0.59-33.52216.750.4126.631111.640.7142.64振型8的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-4.2061.2331.1551-6.52102.9417.784110.80-160.29-51.683110.96-171.17-35.8621-7.79115.8244.3611-13.46205.6153.61振型9的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)610.650.06-42.96510.780.16-39.5141-1.53-0.2092.1731-1.42-0.2578.31211.090.13-66.63111.830.31-102.40振型10的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-1.98-0.09-5.57510.120.01-0.57415.520.2516.3931-4.27-0.19-11.7221-2.56-0.11-7.52116.090.2717.39振型11的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t98 成都大学学士学位论文（设计）(kN)(kN)(kN-m)612.15-44.38-15.7851-0.27-1.8318.4641-5.85129.1215.44314.69-93.98-36.01212.74-61.920.7711-6.69138.8339.38振型12的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-0.34-0.0220.73510.29-0.03-9.67410.460.10-42.7431-0.58-0.0440.0021-0.12-0.0817.62110.580.12-51.50振型13的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)610.890.032.5151-1.28-0.05-2.1041-0.28-0.01-3.93312.090.076.8321-2.91-0.10-6.04112.360.083.68振型14的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)61-0.7824.12-1.56511.14-32.15-8.32410.29-12.9217.7231-2.0360.59-8.59212.89-80.20-8.8311-2.3963.5117.41振型15的地震力-------------------------------------------------------FloorTowerF-y-xF-y-yF-y-t98 成都大学学士学位论文（设计）(kN)(kN)(kN-m)610.110.00-0.7151-0.250.001.18410.240.00-0.0931-0.170.00-1.72210.100.002.8011-0.050.00-2.43各振型作用下Y方向的基底剪力-------------------------------------------------------振型号剪力(kN)1125.1822626.4835.4046.825464.6860.7470.548154.1490.21100.131165.84120.05130.031422.95150.00各层Y方向的作用力(CQC)Floor:层号Tower:塔号Fy:Y向地震作用下结构的地震反应力Vy:Y向地震作用下结构的楼层剪力My:Y向地震作用下结构的弯矩StaticFy:静力法Y向的地震力------------------------------------------------------------------------------------------FloorTowerFyVy(分塔剪重比)(整层剪重比)MyStaticFy(kN)(kN)(kN-m)(kN)(注意:下面分塔输出的剪重比不适合于上连多塔结构)98 成都大学学士学位论文（设计）61182.49182.49(9.22%)(9.22%)602.23463.7351691.97866.02(7.92%)(7.92%)3441.77953.7141790.461597.41(6.95%)(6.95%)8623.001025.1531695.842164.29(6.18%)(6.18%)15583.23768.8721606.052579.06(5.48%)(5.48%)23815.84512.5811431.432804.91(4.75%)(4.75%)32767.64256.29抗震规范(5.2.5)条要求的Y向楼层最小剪重比=1.60%Y方向的有效质量系数:99.96%==========各楼层地震剪力系数调整情况[抗震规范(5.2.5)验算]==========层号X向调整系数Y向调整系数11.0001.00021.0001.00031.0001.00041.0001.00051.0001.00061.0001.0003.14.3结构位移输出文件（WDISP.OUT）所有位移的单位为毫米Floor:层号Tower:塔号Jmax:最大位移对应的节点号JmaxD:最大层间位移对应的节点号Max-(Z):节点的最大竖向位移h:层高Max-(X)，Max-(Y):X,Y方向的节点最大位移Ave-(X)，Ave-(Y):X,Y方向的层平均位移Max-Dx，Max-Dy:X,Y方向的最大层间位移Ave-Dx，Ave-Dy:X,Y方向的平均层间位移Ratio-(X),Ratio-(Y):最大位移与层平均位移的比值98 成都大学学士学位论文（设计）Ratio-Dx,Ratio-Dy:最大层间位移与平均层间位移的比值Max-Dx/h，Max-Dy/h:X,Y方向的最大层间位移角X-Disp，Y-Disp，Z-Disp:节点X,Y,Z方向的位移===工况1===X方向地震力作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/h6142011.0910.321.073300.4200.530.511.051/6201.5135710.619.871.083300.3571.091.011.081/3030.412779.608.931.073300.2771.871.741.081/1764.311967.807.261.073300.1962.512.331.081/1314.211155.334.961.073300.1152.932.731.081/1125.11342.412.241.073300.342.412.241.071/1371.X方向最大值层间位移角:1/1125.===工况2===X双向地震作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/h6142011.0910.331.073300.4200.530.511.051/6200.5135710.619.871.073300.3571.091.011.081/3029.412779.618.941.073300.2771.871.741.081/1763.311967.817.261.073300.1962.512.331.081/1314.211155.334.961.073300.1152.932.731.081/1125.11342.412.241.073300.342.412.241.071/1371.X方向最大值层间位移角:1/1125.===工况3===X-5%偶然偏心地震力作用下的楼层最大位移98 成都大学学士学位论文（设计）FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/h6142010.7510.301.043300.4200.520.511.031/6352.5135710.289.841.043300.3571.061.011.051/3120.412779.308.911.043300.2771.811.731.051/1820.311967.567.241.043300.1962.432.331.051/1357.211155.164.951.043300.1152.842.721.041/1162.11342.332.241.043300.342.332.241.041/1416.X方向最大值层间位移角:1/1162.===工况4===X+5%偶然偏心地震力作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/h6142011.4310.351.103300.4200.540.511.081/6058.5135710.949.901.113300.3571.121.011.111/2944.412779.918.961.113300.2771.931.741.111/1711.311968.057.281.113300.1962.592.341.111/1274.211155.504.981.113300.1153.032.731.111/1091.11342.482.251.103300.342.482.251.101/1329.X方向最大值层间位移角:1/1091.===工况5===Y方向地震力作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/h6144110.9510.641.033300.4410.520.501.031/6317.5140810.4810.181.033300.98 成都大学学士学位论文（设计）4081.101.071.031/3011.413519.469.191.033300.3511.871.821.031/1764.312707.667.441.033300.2702.482.411.031/1331.211895.215.071.033300.1892.872.791.031/1149.111082.352.291.033300.1082.352.291.031/1405.Y方向最大值层间位移角:1/1149.===工况6===Y双向地震作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/h6144111.4711.031.043300.4410.550.521.051/6027.5140810.9710.551.043300.4081.151.111.041/2869.413519.909.521.043300.3511.961.881.041/1684.312708.017.711.043300.2702.602.491.041/1270.211895.455.251.043300.1893.012.891.041/1097.111082.452.371.043300.1082.452.371.041/1344.Y方向最大值层间位移角:1/1097.===工况7===Y-5%偶然偏心地震力作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/h6141412.2910.621.163300.4140.570.501.141/5764.5135711.7710.171.163300.3571.231.061.161/2683.4127710.639.181.163300.2772.101.811.161/1573.311968.617.431.163300.1962.782.401.161/1187.211155.875.061.163300.98 成都大学学士学位论文（设计）1153.222.781.161/1024.11342.662.291.163300.342.662.291.161/1242.Y方向最大值层间位移角:1/1024.===工况8===Y+5%偶然偏心地震力作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/h6144112.9510.651.223300.4410.610.511.211/5413.5140812.3910.191.223300.4081.291.071.211/2548.4135111.199.201.223300.3512.211.821.221/1491.312709.067.451.223300.2702.942.411.221/1124.211896.175.081.213300.1893.402.791.221/970.111082.782.291.213300.1082.782.291.211/1189.Y方向最大值层间位移角:1/970.===工况9===X方向风荷载作用下的楼层最大位移FloorTowerJmaxMax-(X)Ave-(X)Ratio-(X)hJmaxDMax-DxAve-DxRatio-DxMax-Dx/h614200.420.411.023300.4160.040.041.001/9999.513570.380.371.023300.3570.040.041.021/9999.412770.340.331.023300.2770.060.061.031/9999.311960.280.271.023300.1960.080.081.031/9999.211150.190.191.023300.1150.100.101.031/9999.11340.090.091.023300.340.090.091.021/9999.X方向最大值层间位移角:1/9999.98 成都大学学士学位论文（设计）===工况10===Y方向风荷载作用下的楼层最大位移FloorTowerJmaxMax-(Y)Ave-(Y)Ratio-(Y)hJmaxDMax-DyAve-DyRatio-DyMax-Dy/h614411.000.991.013300.4410.100.091.021/9999.514080.900.891.013300.4080.110.111.011/9999.413510.790.781.013300.3510.150.151.011/9999.312700.640.631.013300.2700.200.191.011/9999.211890.440.441.013300.1890.240.231.011/9999.111080.210.201.013300.1080.210.201.011/9999.Y方向最大值层间位移角:1/9999.===工况11===竖向恒载作用下的楼层最大位移FloorTowerJmaxMax-(Z)61438-0.8351363-1.8541320-2.6331227-2.8721146-2.691140-2.19===工况12===竖向活载作用下的楼层最大位移FloorTowerJmaxMax-(Z)61427-0.4551397-0.6241296-0.6131215-0.5521134-0.461140-0.353.14.4各层内力标准值输出文件（WNL*.OUT、WWNL*.OUT）层号:1工况号:1--X方向地震作用下的标准内力98 成都大学学士学位论文（设计）工况号:2--X方向左偏心地震作用下的标准内力工况号:3--X方向右偏心地震作用下的标准内力工况号:4--Y方向地震作用下的标准内力工况号:5--Y方向左偏心地震作用下的标准内力工况号:6--Y方向右偏心地震作用下的标准内力工况号:7--X方向风荷载作用下的标准内力工况号:8--Y方向风荷载作用下的标准内力工况号:9--恒载作用下的标准内力工况号:10--活载作用下的标准内力工况号:11--考虑活载随机作用时梁负弯矩包络的标准内力工况号:12--考虑活载随机作用时梁正弯矩包络的标准内力单位:m,kN,Kn.m和Rad（弧度）柱内力输出：iCase:工况号Shear-X，Shear-Y:X，Y方向的底部剪力Axial:轴力Mx-Btm，My-Btm:X，Y方向的底部弯矩Mx-Top，My-Top:X，Y方向的顶部弯矩N-C:柱单元号Node-i，Node-j:上，下节点号DL，Angle:柱长度，布置角度(iCase)Shear-XShear-YAxialMx-BtmMy-BtmMx-TopMy-Top---------------------------------------------------------------------------N-C=1Node-i=36,Node-j=3,DL=3.300(m),Angle=0.000(1)-78.4-35.7353.663.7-149.754.0109.2(2)-78.7-32.8310.258.4-150.149.8109.6(3)-78.1-39.8335.971.2-149.260.3108.7(4)-1.6-99.2-322.6176.22.4151.33.3(5)-2.1-112.4-200.6199.4-2.8171.54.3(6)1.3-76.6-138.1135.92.4116.82.4(7)-3.20.211.8-0.3-6.1-0.24.5(8)-0.1-8.6-14.715.3-0.113.20.3(9)4.27.0-1077.7-7.94.5-15.2-9.4(10)0.90.0-89.3-0.11.00.0-2.1---------------------------------------------------------------------------N-C=2Node-i=42,Node-j=5,DL=3.300(m),Angle=0.000(1)-95.8-25.9-91.149.0-168.136.4148.0(2)-96.0-23.6-50.344.8-168.433.2148.398 成都大学学士学位论文（设计）(3)-95.6-29.0-60.254.9-167.740.8147.6(4)1.6-84.197.3159.42.8118.3-2.5(5)1.5-93.998.3177.92.6132.0-2.3(6)1.9-68.572.3129.73.396.4-2.9(7)-3.90.2-2.0-0.3-6.8-0.36.0(8)0.0-7.57.614.00.010.60.0(9)0.216.1-1230.1-17.60.2-35.6-0.4(10)0.32.0-148.8-2.20.3-4.4-0.7---------------------------------------------------------------------------N-C=3Node-i=49,Node-j=9,DL=3.300(m),Angle=0.000(1)-90.7-25.4-167.144.3-162.739.6136.7(2)-90.8-23.1-126.540.4-163.036.0136.8(3)-90.6-28.5-112.349.6-162.544.4136.5(4)2.2-101.3-170.9177.03.3157.2-3.9(5)2.0-111.2-155.1194.53.0172.7-3.6(6)2.4-86.6-119.9151.43.8134.5-4.1(7)-3.70.2-5.0-0.3-6.6-0.35.6(8)0.1-9.0-12.315.70.114.0-0.2(9)14.29.2-1709.1-10.215.1-20.1-31.7(10)2.71.7-275.0-1.92.9-3.8-6.0---------------------------------------------------------------------------N-C=4Node-i=61,Node-j=13,DL=3.300(m),Angle=0.000(1)-85.712.8150.7-22.4-157.4-19.9125.4(2)-85.811.721.8-20.5-157.7-18.2125.6(3)-85.514.326.5-25.1-157.0-22.2125.1(4)1.4-100.4-176.3175.42.6155.9-2.1(5)1.3-106.0-186.1185.12.4164.5-1.9(6)1.6-93.7-164.1163.73.0145.5-2.4(7)-3.50.10.2-0.1-6.4-0.15.1(8)0.0-9.0-15.815.70.014.00.0(9)-1.212.5-2059.1-13.7-1.3-27.52.7(10)-0.22.4-348.6-2.6-0.2-5.40.5---------------------------------------------------------------------------N-C=5Node-i=73,Node-j=17,DL=3.300(m),Angle=0.000(1)-86.21.5148.7-2.7-157.9-2.4126.5(2)-86.31.62.7-2.7-158.2-2.4126.7(3)-86.01.52.6-2.7-157.6-2.4126.2(4)1.5-100.7-174.9175.92.7156.3-2.1(5)1.3-100.6-174.7175.72.4156.2-2.0(6)1.7-100.7-175.1176.03.1156.4-2.5(7)-3.50.00.00.0-6.40.05.2(8)0.0-9.1-15.715.80.014.10.0(9)0.012.3-2040.3-13.50.0-27.20.0(10)0.02.4-344.4-2.60.0-5.30.098 成都大学学士学位论文（设计）---------------------------------------------------------------------------梁内力输出：iCase:工况号Vmax:梁主平面内各截面上的剪力最大值Nmax:梁主平面内各截面上的轴力最大值Tmax:梁主平面内各截面上的扭矩最大值Myi，Myj:梁主平面外I，J两端的弯矩Vymax:梁主平面外的最大剪力N-B:梁单元号DL:梁长度Node-i，Node-j:梁左右节点号M-i(i=I，1，2，...，7，J):梁从左到右8等分截面上的弯矩V-i(i=I，1，2，...，7，J):梁从左到右8等分截面上的剪力水平力工况(地震力和风荷载)(iCase)M-IM-JVmaxNmaxTmaxMyiMyjVymax竖向力(iCase)M-IM-1M-2M-3M-4M-5M-6M-7M-JNmaxV-iV-1V-2V-3V-4V-5V-6V-7V-jTmax---------------------------------------------------------------------------N-B=1(Node-i=117,Node-j=123)DL=3.600(m)(1)190.6-139.8-91.70.01.70.00.00.0(2)191.6-140.3-92.20.00.40.00.00.0(3)188.6-136.4-90.30.00.40.00.00.0(4)162.3-119.9-78.30.02.00.00.00.0(5)19.0-28.4-13.20.02.20.00.00.0(6)11.9-19.0-8.60.01.80.00.00.0(7)6.8-5.0-3.30.00.00.00.00.0(8)1.5-2.2-1.00.00.20.00.00.0(9)-15.70.011.217.719.115.56.8-6.8-24.70.039.430.119.98.8-2.5-13.8-24.8-35.1-44.41.8(10)-4.6-1.80.41.92.42.10.9-1.1-3.70.06.75.64.12.20.2-1.7-3.6-5.1-6.20.4(11)-2.0-0.1-0.2-0.3-0.5-0.7-0.9-2.1-5.40.0-0.6-0.6-0.6-0.6-1.3-3.3-5.2-6.7-7.80.0(12)0.81.43.24.44.74.22.81.61.90.06.45.33.81.90.60.60.60.60.60.0---------------------------------------------------------------------------N-B=2(Node-i=123,Node-j=130)DL=3.600(m)(1)148.6-158.1-85.20.0-2.50.00.00.0(2)145.8-156.4-84.00.0-1.00.00.00.0(3)148.3-158.0-85.10.0-1.30.00.00.0(4)-127.5135.072.90.0-2.80.00.00.098 成都大学学士学位论文（设计）(5)-28.021.013.60.0-3.10.00.00.0(6)-22.017.110.90.0-2.10.00.00.0(7)5.3-5.7-3.00.00.00.00.00.0(8)-2.11.61.00.0-0.20.00.00.0(9)-38.0-24.0-14.5-9.7-10.2-16.1-27.3-43.2-63.60.035.626.316.14.9-7.1-19.1-30.3-40.5-49.8-1.4(10)-10.0-6.7-4.0-2.0-1.0-1.1-2.1-3.9-6.30.07.96.85.33.41.0-1.3-3.2-4.7-5.8-0.1(11)-6.0-2.4-2.1-4.4-6.6-8.9-11.2-13.7-18.60.0-5.4-5.4-5.4-5.4-5.4-7.3-9.2-10.7-11.80.0(12)3.61.21.53.54.74.83.92.42.90.08.67.56.04.01.71.31.31.31.30.0---------------------------------------------------------------------------N-B=3(Node-i=130,Node-j=136)DL=3.600(m)(1)113.1-3.8-32.40.0-3.00.00.00.0(2)113.6-3.5-32.50.0-0.80.00.00.0(3)112.3-3.5-32.10.0-0.90.00.00.0(4)96.2-3.4-27.60.0-3.50.00.00.0(5)7.9-1.7-2.70.0-3.90.00.00.0(6)4.9-1.6-1.80.0-3.00.00.00.0(7)4.1-0.1-1.20.00.00.00.00.0(8)0.6-0.1-0.20.0-0.30.00.00.0(9)-152.2-97.4-47.0-1.439.073.8103.5128.4148.80.0126.3117.0106.895.683.671.660.450.240.919.2(10)-26.6-17.1-8.20.07.213.318.522.926.70.021.720.519.017.114.812.510.69.18.04.1(11)-31.1-20.6-10.6-2.8-1.0-1.7-2.7-3.6-4.60.0-2.4-2.4-2.4-2.4-2.4-2.4-2.4-2.4-2.40.0(12)4.63.62.52.78.014.820.926.230.90.023.922.821.319.417.114.712.811.310.20.0---------------------------------------------------------------------------N-B=4(Node-i=136,Node-j=142)DL=3.600(m)(1)-3.8-120.7-32.60.0-3.00.00.00.0(2)-3.5-120.9-32.60.0-0.40.00.00.0(3)-3.4-120.4-32.50.0-0.50.00.00.0(4)-3.4102.627.70.03.50.00.00.0(5)-1.73.31.40.03.70.00.00.0(6)-1.64.31.60.03.20.00.00.0(7)-0.1-4.4-1.20.00.00.00.00.0(8)-0.10.20.10.00.30.00.00.0(9)148.9122.992.657.517.1-28.7-79.7-135.6-195.80.0-53.1-62.4-72.6-83.7-95.7-107.8-118.9-129.1-138.4-18.4(10)26.721.916.610.43.3-4.9-14.0-23.9-34.40.0-10.1-11.2-12.7-14.7-17.0-19.3-21.2-22.7-23.8-3.998 成都大学学士学位论文（设计）(11)-4.6-5.3-6.1-6.9-7.6-9.6-16.9-27.2-38.10.0-11.3-12.2-13.7-15.7-18.0-20.3-22.2-23.7-24.80.0(12)30.926.722.016.510.13.81.82.22.50.00.90.80.80.80.80.80.80.80.80.0---------------------------------------------------------------------------N-B=5(Node-i=142,Node-j=148)DL=3.600(m)(1)121.52.9-33.70.03.00.00.00.0(2)121.80.3-33.80.00.40.00.00.0(3)121.10.3-33.60.00.50.00.00.0(4)103.3-3.4-28.70.0-3.50.00.00.0(5)3.5-3.5-1.90.0-3.70.00.00.0(6)2.3-3.3-1.40.0-3.30.00.00.0(7)4.40.0-1.20.00.00.00.00.0(8)0.2-0.3-0.10.0-0.30.00.00.0(9)-190.7-133.1-79.8-31.312.049.782.3110.1133.40.0132.7123.4113.2102.190.078.066.956.747.418.4(10)-33.4-23.4-14.0-5.32.39.014.619.523.80.022.721.620.118.215.913.611.710.29.13.9(11)-38.8-27.6-17.0-9.4-7.3-7.3-7.5-7.6-7.80.0-2.4-2.4-2.4-2.4-2.4-2.4-2.4-2.4-2.40.0(12)4.63.52.53.59.215.921.827.031.50.025.324.222.720.818.516.114.212.711.60.0柱、墙、支撑在竖向力作用下的轴力之和(kN):-50182.9柱、墙、支撑在恒荷载作用下的轴力之和(kN):-43906.0柱、墙、支撑在活荷载作用下的轴力之和(kN):-6277.0层号:3工况号:1--X方向地震作用下的标准内力工况号:2--X方向左偏心地震作用下的标准内力工况号:3--X方向右偏心地震作用下的标准内力工况号:4--Y方向地震作用下的标准内力工况号:5--Y方向左偏心地震作用下的标准内力工况号:6--Y方向右偏心地震作用下的标准内力工况号:7--X方向风荷载作用下的标准内力工况号:8--Y方向风荷载作用下的标准内力工况号:9--恒载作用下的标准内力工况号:10--活载作用下的标准内力工况号:11--考虑活载随机作用时梁负弯矩包络的标准内力工况号:12--考虑活载随机作用时梁正弯矩包络的标准内力单位:m,kN,Kn.m和Rad（弧度）98 成都大学学士学位论文（设计）柱内力输出：iCase:工况号Shear-X，Shear-Y:X，Y方向的底部剪力Axial:轴力Mx-Btm，My-Btm:X，Y方向的底部弯矩Mx-Top，My-Top:X，Y方向的顶部弯矩N-C:柱单元号Node-i，Node-j:上，下节点号DL，Angle:柱长度，布置角度(iCase)Shear-XShear-YAxialMx-BtmMy-BtmMx-TopMy-Top---------------------------------------------------------------------------N-C=1Node-i=198,Node-j=117,DL=3.300(m),Angle=0.000(1)-53.4-29.0109.847.2-85.248.491.0(2)-53.7-26.9106.443.9-85.744.991.5(3)-52.8-32.1109.152.3-84.253.690.0(4)-4.6-79.3-94.9129.3-7.5132.47.6(5)-5.7-90.1-29.0147.0-9.2150.49.5(6)-3.5-60.7-20.398.9-5.7101.25.8(7)-1.80.14.4-0.1-2.9-0.13.1(8)-0.4-6.0-2.19.8-0.710.00.7(9)5.34.6-696.2-3.06.0-12.4-11.4(10)2.2-0.7-61.41.13.51.4-3.7---------------------------------------------------------------------------N-C=2Node-i=204,Node-j=123,DL=3.300(m),Angle=0.000(1)-79.6-19.316.430.8-130.032.8132.7(2)-79.8-17.610.928.2-130.430.0133.1(3)-79.4-21.512.234.4-129.736.7132.4(4)1.3-60.716.896.92.1103.4-2.2(5)1.2-67.715.5108.22.0115.5-2.1(6)1.5-49.111.778.52.583.7-2.5(7)-2.80.1-0.7-0.2-4.5-0.24.6(8)0.0-4.71.37.40.08.00.0(9)4.213.2-796.2-11.47.7-32.1-6.1(10)2.23.2-95.1-5.43.5-5.2-3.9---------------------------------------------------------------------------N-C=3Node-i=211,Node-j=130,DL=3.300(m),Angle=0.000(1)-75.7-22.8-48.337.2-122.537.9127.1(2)-75.5-20.6-45.733.7-122.334.2126.9(3)-75.6-25.5-44.241.7-122.542.5127.1(4)4.2-85.043.4139.26.7141.5-7.0(5)4.3-93.223.2152.56.9155.1-7.2(6)4.0-72.418.1118.56.5120.5-6.898 成都大学学士学位论文（设计）(7)-2.60.2-1.9-0.3-4.3-0.44.5(8)0.3-6.6-1.810.90.511.1-0.5(9)16.35.9-1016.8-4.019.1-15.4-34.8(10)6.32.5-166.0-4.310.1-4.1-10.6---------------------------------------------------------------------------N-C=4Node-i=223,Node-j=142,DL=3.300(m),Angle=0.000(1)-68.311.035.1-18.0-109.9-18.3115.7(2)-68.510.15.1-16.5-110.2-16.7116.0(3)-68.212.25.4-20.0-109.6-20.4115.4(4)1.1-84.1-41.1137.71.8139.8-1.9(5)1.1-88.7-43.4145.31.7147.6-1.8(6)1.3-78.4-38.3128.32.1130.4-2.2(7)-2.40.1-0.1-0.1-3.8-0.14.1(8)0.0-6.7-4.010.90.011.10.0(9)-0.312.1-1214.1-12.80.5-27.11.4(10)-0.24.7-209.9-7.8-0.4-7.80.4---------------------------------------------------------------------------N-C=5Node-i=235,Node-j=154,DL=3.300(m),Angle=0.000(1)-68.31.334.4-2.1-110.0-2.1115.5(2)-68.51.30.6-2.1-110.2-2.2115.8(3)-68.21.30.6-2.1-109.7-2.1115.3(4)1.2-84.5-40.4138.31.9140.5-2.0(5)1.1-84.4-40.3138.11.7140.3-1.8(6)1.4-84.6-40.5138.52.2140.7-2.3(7)-2.40.00.00.0-3.80.04.0(8)0.0-6.7-4.011.00.011.20.0(9)0.011.8-1202.4-12.40.1-26.5-0.1(10)0.04.6-207.7-7.60.0-7.60.0梁内力输出：iCase:工况号Vmax:梁主平面内各截面上的剪力最大值Nmax:梁主平面内各截面上的轴力最大值Tmax:梁主平面内各截面上的扭矩最大值Myi，Myj:梁主平面外I，J两端的弯矩Vymax:梁主平面外的最大剪力N-B:梁单元号DL:梁长度Node-i，Node-j:梁左右节点号M-i(i=I，1，2，...，7，J):梁从左到右8等分截面上的弯矩V-i(i=I，1，2，...，7，J):梁从左到右8等分截面上的剪力水平力工况(地震力和风荷载)(iCase)M-IM-JVmaxNmaxTmaxMyiMyjVymax98 成都大学学士学位论文（设计）竖向力(iCase)M-IM-1M-2M-3M-4M-5M-6M-7M-JNmaxV-iV-1V-2V-3V-4V-5V-6V-7V-jTmax---------------------------------------------------------------------------N-B=1(Node-i=198,Node-j=204)DL=3.600(m)(1)144.7-104.2-69.00.01.20.00.00.0(2)145.5-103.8-69.20.00.30.00.00.0(3)142.4-99.9-67.30.00.20.00.00.0(4)123.5-90.3-59.20.01.40.00.00.0(5)20.6-30.6-14.20.01.50.00.00.0(6)13.3-20.9-9.50.01.30.00.00.0(7)5.0-3.5-2.40.00.00.00.00.0(8)1.6-2.4-1.10.00.10.00.00.0(9)-17.7-1.510.417.519.516.58.4-4.5-21.80.040.831.521.210.2-1.1-12.4-23.5-33.7-43.01.7(10)-5.4-2.5-0.21.32.01.80.7-1.2-3.60.07.05.94.42.50.5-1.5-3.4-4.9-6.00.4(11)-2.0-0.1-0.2-0.3-0.5-0.7-0.9-2.1-5.40.0-0.6-0.6-0.6-0.6-1.3-3.3-5.2-6.7-7.80.0(12)0.81.43.24.44.74.22.81.61.90.06.45.33.81.90.60.60.60.60.60.0---------------------------------------------------------------------------N-B=2(Node-i=204,Node-j=211)DL=3.600(m)(1)121.8-125.1-68.60.0-1.90.00.00.0(2)118.3-123.0-67.00.0-0.80.00.00.0(3)121.1-124.8-68.30.01.10.00.00.0(4)-105.2107.259.00.0-2.10.00.00.0(5)-30.022.114.50.0-2.30.00.00.0(6)-23.317.711.40.0-1.60.00.00.0(7)4.3-4.4-2.40.00.00.00.00.0(8)-2.31.71.10.0-0.20.00.00.0(9)-35.6-22.2-13.1-8.9-9.9-16.4-28.1-44.6-65.50.034.425.114.93.7-8.3-20.3-31.5-41.7-51.0-1.4(10)-12.7-8.7-5.3-2.7-1.0-0.5-0.8-1.9-3.70.09.38.26.74.82.50.2-1.7-3.2-4.3-0.1(11)-6.0-2.4-2.1-4.4-6.6-8.9-11.2-13.7-18.60.0-5.4-5.4-5.4-5.4-5.4-7.3-9.2-10.7-11.80.0(12)3.61.21.53.54.74.83.92.42.90.08.67.56.04.01.71.31.31.31.30.0---------------------------------------------------------------------------N-B=3(Node-i=211,Node-j=217)DL=3.600(m)(1)92.6-2.7-26.50.0-2.60.00.00.0(2)93.1-2.6-26.60.0-0.70.00.00.098 成都大学学士学位论文（设计）(3)91.8-2.6-26.20.0-0.80.00.00.0(4)78.8-2.4-22.50.0-3.00.00.00.0(5)7.5-0.9-2.30.0-3.30.00.00.0(6)4.6-0.9-1.50.0-2.50.00.00.0(7)3.3-0.1-0.90.00.00.00.00.0(8)0.6-0.1-0.20.0-0.20.00.00.0(9)-153.3-98.4-47.9-2.238.373.3103.1128.1148.70.0126.6117.3107.195.983.971.960.750.541.219.2(10)-26.3-16.8-7.90.37.513.618.823.227.10.021.720.619.117.114.812.510.69.18.04.1(11)-31.1-20.6-10.6-2.8-1.0-1.7-2.7-3.6-4.60.0-2.4-2.4-2.4-2.4-2.4-2.4-2.4-2.4-2.40.0(12)4.63.62.52.78.014.820.926.230.90.023.922.821.319.417.114.712.811.310.20.0---------------------------------------------------------------------------N-B=4(Node-i=217,Node-j=223)DL=3.600(m)(1)-2.7-98.3-26.60.0-2.50.00.00.0(2)-2.6-98.5-26.60.0-0.40.00.00.0(3)-2.6-98.1-26.50.0-0.50.00.00.0(4)-2.483.622.60.03.00.00.00.0(5)-0.92.71.00.03.10.00.00.0(6)-0.93.61.20.02.80.00.00.0(7)-0.1-3.5-0.90.00.00.00.00.0(8)-0.10.20.10.00.20.00.00.0(9)148.7122.992.757.717.5-28.2-79.1-134.8-194.90.0-52.8-62.1-72.3-83.4-95.5-107.5-118.6-128.9-138.2-18.4(10)27.122.316.910.83.7-4.5-13.6-23.5-34.00.0-10.1-11.2-12.7-14.6-17.0-19.3-21.2-22.7-23.8-3.9(11)-4.6-5.3-6.1-6.9-7.6-9.6-16.9-27.2-38.10.0-11.3-12.2-13.7-15.7-18.0-20.3-22.2-23.7-24.80.0(12)30.926.722.016.510.13.81.82.22.50.00.90.80.80.80.80.80.80.80.80.0---------------------------------------------------------------------------N-B=5(Node-i=223,Node-j=229)DL=3.600(m)(1)96.82.3-26.90.02.60.00.00.0(2)97.00.2-27.00.00.40.00.00.0(3)96.40.2-26.80.00.40.00.00.0(4)82.3-2.8-22.90.0-3.00.00.00.0(5)2.9-2.8-1.50.0-3.20.00.00.0(6)1.9-2.7-1.10.0-2.80.00.00.0(7)3.40.0-1.00.00.00.00.00.0(8)0.2-0.2-0.10.0-0.20.00.00.0(9)-190.5-132.8-79.6-31.112.149.982.4110.2133.50.0132.7123.4113.2102.090.078.066.856.647.318.498 成都大学学士学位论文（设计）(10)-33.3-23.3-13.9-5.32.49.014.719.623.90.022.721.620.118.215.913.611.610.19.03.9(11)-38.8-27.6-17.0-9.4-7.3-7.3-7.5-7.6-7.80.0-2.4-2.4-2.4-2.4-2.4-2.4-2.4-2.4-2.40.0(12)4.63.52.53.59.215.921.827.031.50.025.324.222.720.818.516.114.212.711.60.0柱、墙、支撑在竖向力作用下的轴力之和(kN):-37337.3柱、墙、支撑在恒荷载作用下的轴力之和(kN):-32680.3柱、墙、支撑在活荷载作用下的轴力之和(kN):-4657.0层号:4工况号:1--X方向地震作用下的标准内力工况号:2--X方向左偏心地震作用下的标准内力工况号:3--X方向右偏心地震作用下的标准内力工况号:4--Y方向地震作用下的标准内力工况号:5--Y方向左偏心地震作用下的标准内力工况号:6--Y方向右偏心地震作用下的标准内力工况号:7--X方向风荷载作用下的标准内力工况号:8--Y方向风荷载作用下的标准内力工况号:9--恒载作用下的标准内力工况号:10--活载作用下的标准内力工况号:11--考虑活载随机作用时梁负弯矩包络的标准内力工况号:12--考虑活载随机作用时梁正弯矩包络的标准内力单位:m,kN,Kn.m和Rad（弧度）柱内力输出：iCase:工况号Shear-X，Shear-Y:X，Y方向的底部剪力Axial:轴力Mx-Btm，My-Btm:X，Y方向的底部弯矩Mx-Top，My-Top:X，Y方向的顶部弯矩N-C:柱单元号Node-i，Node-j:上，下节点号DL，Angle:柱长度，布置角度(iCase)Shear-XShear-YAxialMx-BtmMy-BtmMx-TopMy-Top---------------------------------------------------------------------------N-C=1Node-i=279,Node-j=198,DL=3.300(m),Angle=0.000(1)-37.4-20.747.933.2-57.635.166.0(2)-37.6-19.443.631.1-57.932.866.398 成都大学学士学位论文（设计）(3)-36.8-22.7-41.836.4-56.538.665.0(4)-4.6-56.944.391.5-7.896.47.5(5)-5.7-64.730.5104.0-9.5109.69.2(6)-3.6-43.620.570.0-6.173.85.8(7)-1.30.02.30.0-1.90.02.2(8)-0.5-4.40.57.1-0.77.40.7(9)5.65.6-500.8-4.36.5-14.2-11.9(10)2.4-1.0-44.61.63.91.8-4.0---------------------------------------------------------------------------N-C=2Node-i=285,Node-j=204,DL=3.300(m),Angle=0.000(1)-57.1-14.113.222.0-92.124.696.2(2)-57.2-13.09.720.2-92.422.696.5(3)-56.9-15.710.724.4-91.827.396.0(4)0.9-44.9-13.269.71.578.4-1.5(5)0.9-50.1-11.777.81.587.6-1.5(6)1.1-36.4-8.356.51.863.6-1.8(7)-2.00.1-0.7-0.1-3.2-0.13.3(8)0.0-3.50.05.60.06.10.0(9)2.613.7-576.6-11.55.5-33.7-3.2(10)2.93.4-66.2-5.54.6-5.7-5.0---------------------------------------------------------------------------N-C=3Node-i=292,Node-j=211,DL=3.300(m),Angle=0.000(1)-56.3-16.9-25.527.3-90.028.395.9(2)-56.1-15.2-19.724.7-89.625.695.6(3)-56.3-18.9-20.930.5-89.931.795.9(4)4.0-61.725.199.96.7103.8-6.6(5)4.3-67.520.6109.27.1113.5-7.0(6)3.8-52.615.885.16.388.4-6.3(7)-2.00.2-0.9-0.3-3.2-0.33.4(8)0.3-5.00.38.10.68.3-0.6(9)14.25.5-664.8-3.316.1-14.8-30.9(10)6.82.3-111.6-3.911.1-3.6-11.3---------------------------------------------------------------------------N-C=4Node-i=304,Node-j=223,DL=3.300(m),Angle=0.000(1)-51.27.9-12.1-12.8-80.9-13.388.3(2)-51.47.3-2.9-11.8-81.1-12.388.5(3)-51.18.8-3.3-14.2-80.6-14.888.0(4)0.8-60.814.098.41.3102.2-1.5(5)0.8-64.114.6103.81.3107.8-1.4(6)1.0-56.712.991.81.695.3-1.8(7)-1.80.0-0.1-0.1-2.9-0.13.1(8)0.0-5.0-1.18.10.08.30.0(9)-0.310.6-789.7-10.60.5-24.41.4(10)-0.14.8-141.2-8.0-0.3-7.80.298 成都大学学士学位论文（设计）---------------------------------------------------------------------------N-C=5Node-i=316,Node-j=235,DL=3.300(m),Angle=0.000(1)-50.80.9-11.7-1.5-80.3-1.687.5(2)-50.90.9-0.2-1.5-80.5-1.687.7(3)-50.70.9-0.2-1.5-80.1-1.587.3(4)0.9-61.113.898.81.4102.7-1.5(5)0.8-61.013.798.71.2102.5-1.4(6)1.1-61.113.899.01.7102.8-1.8(7)-1.80.00.00.0-2.80.03.0(8)0.0-5.0-1.18.10.08.40.0(9)0.010.3-780.3-10.20.1-23.9-0.1(10)0.04.6-139.6-7.70.0-7.60.0梁内力输出：iCase:工况号Vmax:梁主平面内各截面上的剪力最大值Nmax:梁主平面内各截面上的轴力最大值Tmax:梁主平面内各截面上的扭矩最大值Myi，Myj:梁主平面外I，J两端的弯矩Vymax:梁主平面外的最大剪力N-B:梁单元号DL:梁长度Node-i，Node-j:梁左右节点号M-i(i=I，1，2，...，7，J):梁从左到右8等分截面上的弯矩V-i(i=I，1，2，...，7，J):梁从左到右8等分截面上的剪力水平力工况(地震力和风荷载)(iCase)M-IM-JVmaxNmaxTmaxMyiMyjVymax竖向力(iCase)M-IM-1M-2M-3M-4M-5M-6M-7M-JNmaxV-iV-1V-2V-3V-4V-5V-6V-7V-jTmax---------------------------------------------------------------------------N-B=1(Node-i=279,Node-j=285)DL=3.600(m)(1)87.7-61.7-41.30.00.70.00.00.0(2)87.9-59.9-41.00.00.20.00.00.0(3)85.3-56.5-39.40.00.20.00.00.0(4)75.4-55.0-36.00.00.80.00.00.0(5)19.2-28.5-13.30.00.80.00.00.0(6)12.8-19.8-9.10.00.70.00.00.0(7)3.1-2.0-1.40.00.00.00.00.0(8)1.6-2.4-1.10.00.10.00.00.0(9)-18.6-1.611.118.921.719.412.1-0.1-16.60.042.433.122.911.80.6-10.7-21.8-32.0-41.31.8(10)-6.1-3.1-0.70.91.71.50.5-1.4-3.70.098 成都大学学士学位论文（设计）7.16.04.52.60.6-1.3-3.2-4.7-5.80.4(11)-2.0-0.1-0.2-0.3-0.5-0.7-0.9-2.1-5.40.0-0.6-0.6-0.6-0.6-1.3-3.3-5.2-6.7-7.80.0(12)0.81.43.24.44.74.22.81.61.90.06.45.33.81.90.60.60.60.60.60.0---------------------------------------------------------------------------N-B=2(Node-i=285,Node-j=292)DL=3.600(m)(1)85.6-83.1-46.80.01.20.00.00.0(2)81.6-80.8-45.10.0-0.60.00.00.0(3)84.2-82.5-46.30.00.80.00.00.0(4)-74.771.840.70.0-1.30.00.00.0(5)-28.120.613.50.0-1.40.00.00.0(6)-21.616.210.50.0-0.90.00.00.0(7)3.2-3.1-1.80.00.00.00.00.0(8)-2.31.71.10.0-0.10.00.00.0(9)-23.0-12.6-6.6-5.3-9.3-18.8-33.5-53.0-76.90.027.718.48.2-2.9-15.0-27.0-38.1-48.4-57.7-1.7(10)-14.4-10.0-6.1-2.9-0.80.30.5-0.1-1.30.010.59.47.96.03.61.3-0.6-2.1-3.2-0.1(11)-6.0-2.4-2.1-4.4-6.6-8.9-11.2-13.7-18.60.0-5.4-5.4-5.4-5.4-5.4-7.3-9.2-10.7-11.80.0(12)3.61.21.53.54.74.83.92.42.90.08.67.56.04.01.71.31.31.31.30.0---------------------------------------------------------------------------N-B=3(Node-i=292,Node-j=298)DL=3.600(m)(1)64.9-1.6-18.50.0-1.90.00.00.0(2)65.3-1.5-18.60.0-0.50.00.00.0(3)64.3-1.6-18.30.0-0.50.00.00.0(4)55.3-1.4-15.70.0-2.20.00.00.0(5)6.0-0.3-1.70.0-2.40.00.00.0(6)3.6-0.4-1.10.0-1.80.00.00.0(7)2.5-0.1-0.70.00.00.00.00.0(8)0.50.0-0.10.0-0.20.00.00.0(9)-155.4-100.4-49.8-4.036.671.7101.6126.7147.30.0126.8117.5107.396.184.172.060.950.741.419.1(10)-26.5-16.9-8.00.27.513.618.823.327.10.021.720.619.117.214.912.610.69.18.04.1(11)-31.1-20.6-10.6-2.8-1.0-1.7-2.7-3.6-4.60.0-2.4-2.4-2.4-2.4-2.4-2.4-2.4-2.4-2.40.0(12)4.63.62.52.78.014.820.926.230.90.023.922.821.319.417.114.712.811.310.20.0---------------------------------------------------------------------------N-B=4(Node-i=298,Node-j=304)DL=3.600(m)(1)-1.6-68.3-18.50.0-1.90.00.00.098 成都大学学士学位论文（设计）(2)-1.5-68.5-18.60.0-0.30.00.00.0(3)-1.6-68.1-18.50.0-0.30.00.00.0(4)-1.458.115.80.02.20.00.00.0(5)-0.31.90.60.02.30.00.00.0(6)-0.42.70.80.02.00.00.00.0(7)-0.1-2.6-0.70.00.00.00.00.0(8)0.00.10.00.00.20.00.00.0(9)147.4121.791.656.816.7-28.9-79.6-135.2-195.20.0-52.5-61.8-72.0-83.1-95.2-107.2-118.3-128.5-137.8-18.4(10)27.122.417.010.93.9-4.3-13.4-23.2-33.70.0-10.0-11.1-12.7-14.6-16.9-19.2-21.1-22.6-23.7-3.9(11)-4.6-5.3-6.1-6.9-7.6-9.6-16.9-27.2-38.10.0-11.3-12.2-13.7-15.7-18.0-20.3-22.2-23.7-24.80.0(12)30.926.722.016.510.13.81.82.22.50.00.90.80.80.80.80.80.80.80.80.0---------------------------------------------------------------------------N-B=5(Node-i=304,Node-j=310)DL=3.600(m)(1)64.8-1.6-18.10.01.90.00.00.0(2)65.0-0.3-18.10.00.30.00.00.0(3)64.6-0.2-18.00.00.30.00.00.0(4)55.1-1.9-15.40.0-2.20.00.00.0(5)2.2-1.9-1.10.0-2.30.00.00.0(6)1.3-1.8-0.80.0-2.00.00.00.0(7)2.50.0-0.70.00.00.00.00.0(8)0.2-0.2-0.10.0-0.20.00.00.0(9)-190.5-132.8-79.6-31.212.149.882.3110.0133.40.0132.7123.3113.1102.090.077.966.856.647.318.4(10)-33.0-23.0-13.7-5.12.69.114.819.623.90.022.621.520.018.115.813.511.610.19.03.9(11)-38.8-27.6-17.0-9.4-7.3-7.3-7.5-7.6-7.80.0-2.4-2.4-2.4-2.4-2.4-2.4-2.4-2.4-2.40.0(12)4.63.52.53.59.215.921.827.031.50.025.324.222.720.818.516.114.212.711.60.0柱、墙、支撑在竖向力作用下的轴力之和(kN):-24491.6柱、墙、支撑在恒荷载作用下的轴力之和(kN):-21454.7柱、墙、支撑在活荷载作用下的轴力之和(kN):-3037.03.14.5底层柱、墙最大组合内力（WDCNL.OUT）***********************************************************************OutputofCombinedForceofCOLUMN,WALLandBRACEon1stFloor**(AlltheForcesherearetheDesignValues)**WDCNL.OUT**----------------------------------------------------------------**Symbols:*98 成都大学学士学位论文（设计）*Rlive---Reductionfactorofliveloads**N-C,N-WC,N-G---ElementnumberofCOLUMN,SHEARWALLandBRACE**LoadCase---CombinationnumbercontroledobjectiveCombined**NODENo---NodalNumberofCOLUMNandBRACE**Shear-X,Shear-Y---ShearforceinX,Ydirection(kN)**Axial---Axialforce(kN)**Moment-X,Moment-Y---MomentinX,Ydirection(kN-m)**Vxmax,Vymax---CombinationofmaximumshearinX,Ydirection(kN)**Nmin---Combinationofabsoluteminimumaxialforce(kN)**Nmax---Combinationofabsolutemaximumaxialforce(kN)**Mxmax---CombinationofmaximummomentinXdirection(kN-m)**Mymax---CombinationofmaximummomentinYdirection(kN-m)**D+L---Combinationof1.2*(deadload)+1.4*(liveload)**NE---Combinationmarkofseismicforce(1-Yes,0-No)**J1,J2---NodalnumberofWALL-COLUMNattheleftandrithtend**Shear,Axial,Moment---Shear,axialandmomentofeachWALL_COLUMN**Xod,Yod---CentercoordinatesofCombinationForce(Mx,My=0)**SumofAxial---sumofverticalforces(kN)***********************************************************************Total-Columns=32Total-Wall-Columns=0Total-Brace=0Rlive=0.65N-CNODECritical(LoadCase)NoShear-XShear-YAxialMoment-XMoment-YNECondition------------------------------------------------------------------------------1(29)36107.751.0-1731.2-85.4200.91Vxmax1(31)368.2154.5-1067.3-268.79.51Vymax1(32)36-97.4-39.4-646.974.9-189.71Nmin1(1)366.39.4-1511.7-10.76.70Nmax1(31)368.2154.5-1067.3-268.79.51Mxmax1(29)36107.751.0-1731.2-85.4200.91Mymax1(1)365.98.4-1374.4-9.56.30D+L------------------------------------------------------------------------------2(29)42125.150.8-1468.7-80.1219.41Vxmax2(31)42-1.6142.2-1661.9-253.2-3.01Vymax2(34)422.2-105.3-1150.7213.03.71Nmin2(1)420.523.0-1755.4-25.10.50Nmax2(31)42-1.6142.2-1661.9-253.2-3.01Mxmax2(29)42125.150.8-1468.7-80.1219.41Mymax2(1)420.521.2-1611.5-23.10.60D+L------------------------------------------------------------------------------3(29)49136.141.8-1993.8-65.4231.11Vxmax98 成都大学学士学位论文（设计）3(31)4915.5156.3-1956.5-265.815.31Vymax3(35)4912.2141.4-1576.3-240.811.61Nmin3(1)4920.813.5-2482.5-14.922.20Nmax3(31)4915.5156.3-1956.5-265.815.31Mxmax3(29)49136.141.8-1993.8-65.4231.11Mymax3(1)4919.412.6-2301.2-13.920.70D+L------------------------------------------------------------------------------4(28)61-113.131.2-2578.5-44.1-206.61Vxmax4(31)61-3.2153.7-2364.9-258.1-4.81Vymax4(35)61-3.0151.0-1930.5-255.2-4.51Nmin4(1)61-1.818.4-3001.8-20.1-1.90Nmax4(31)61-3.2153.7-2364.9-258.1-4.81Mxmax4(28)61-113.131.2-2578.5-44.1-206.61Mymax4(1)61-1.617.2-2788.1-18.8-1.70D+L------------------------------------------------------------------------------5(29)73112.213.7-2586.2-13.7205.71Vxmax5(31)73-2.2146.7-2355.0-246.0-3.91Vymax5(35)73-2.2144.1-1924.6-243.1-3.91Nmin5(1)730.018.2-2973.8-19.80.00Nmax5(31)73-2.2146.7-2355.0-246.0-3.91Mxmax5(29)73112.213.7-2586.2-13.7205.71Mymax5(1)730.017.0-2761.8-18.50.00D+L------------------------------------------------------------------------------6(29)85113.230.3-2580.0-42.6206.71Vxmax6(31)85-0.7155.9-2360.3-262.1-2.31Vymax6(35)85-0.9153.3-1925.8-259.2-2.61Nmin6(1)851.818.3-3002.2-20.01.90Nmax6(31)85-0.7155.9-2360.3-262.1-2.31Mxmax6(29)85113.230.3-2580.0-42.6206.71Mymax6(1)851.717.1-2788.5-18.71.80D+L------------------------------------------------------------------------------7(28)97-136.1-17.7-1990.838.4-231.01Vxmax7(31)97-19.9160.6-1939.7-273.4-22.61Vymax7(35)97-16.9145.2-1563.1-247.7-19.21Nmin7(1)97-20.913.4-2480.6-14.7-22.10Nmax7(31)97-19.9160.6-1939.7-273.4-22.61Mxmax7(28)97-136.1-17.7-1990.838.4-231.01Mymax7(1)97-19.512.5-2299.6-13.7-20.70D+L------------------------------------------------------------------------------8(28)103-125.2-5.7-1457.930.7-219.41Vxmax8(31)103-2.9137.2-1610.2-251.6-4.71Vymax8(34)1031.8-85.5-1165.7184.93.41Nmin8(1)103-0.524.8-1735.4-26.8-0.50Nmax8(31)103-2.9137.2-1610.2-251.6-4.71Mxmax98 成都大学学士学位论文（设计）8(28)103-125.2-5.7-1457.930.7-219.41Mymax8(1)103-0.622.8-1593.8-24.7-0.60D+L------------------------------------------------------------------------------9(28)110-107.8-33.6-1713.965.3-200.91Vxmax9(31)110-9.3160.7-1037.0-279.8-11.41Vymax9(33)11097.552.3-630.4-88.8189.81Nmin9(1)110-6.39.3-1494.3-10.4-6.70Nmax9(31)110-9.3160.7-1037.0-279.8-11.41Mxmax9(28)110-107.8-33.6-1713.965.3-200.91Mymax9(1)110-5.98.3-1359.0-9.2-6.30D+L------------------------------------------------------------------------------10(29)34141.657.9-1829.9-99.6247.61Vxmax10(31)3432.4131.1-1916.7-243.827.51Vymax10(34)3429.0-86.9-1131.9183.828.91Nmin10(1)3444.019.4-1914.8-21.346.80Nmax10(31)3432.4131.1-1916.7-243.827.51Mxmax10(29)34141.657.9-1829.9-99.6247.61Mymax10(1)3440.917.9-1760.5-19.643.40D+L------------------------------------------------------------------------------11(29)35123.838.8-1811.0-79.3220.21Vxmax11(30)3532.6-161.3-1301.1274.836.91Vymax11(34)3526.5-141.8-1025.1242.129.51Nmin11(1)3534.4-15.7-1849.816.036.50Nmax11(30)3532.6-161.3-1301.1274.836.91Mxmax11(29)35123.838.8-1811.0-79.3220.21Mymax11(1)3532.0-14.6-1696.214.934.00D+L------------------------------------------------------------------------------12(29)3891.115.2-1241.9-47.4180.81Vxmax12(30)38-0.4-118.4-1115.2229.2-5.41Vymax12(32)38-80.2-46.0-353.281.9-166.61Nmin12(29)3888.518.2-1288.7-53.4175.61Nmax12(30)38-0.4-118.4-1115.2229.2-5.41Mxmax12(29)3891.115.2-1241.9-47.4180.81Mymax12(1)384.7-15.4-904.315.85.10D+L------------------------------------------------------------------------------13(28)47-131.4-11.3-2868.536.6-236.81Vxmax13(31)47-11.8135.8-3249.4-244.0-19.51Vymax13(34)477.3-102.7-2185.3207.814.71Nmin13(1)47-2.821.0-3404.7-23.0-3.00Nmax13(31)47-11.8135.8-3249.4-244.0-19.51Mxmax13(28)47-131.4-11.3-2868.536.6-236.81Mymax13(1)47-2.619.9-3147.5-21.7-2.80D+L------------------------------------------------------------------------------14(28)48-119.3-54.7-2623.582.7-215.41Vxmax98 成都大学学士学位论文（设计）14(30)481.4-162.5-2223.0271.33.81Vymax14(34)481.7-159.6-1807.4268.34.01Nmin14(1)48-1.9-20.2-2869.420.8-2.00Nmax14(30)481.4-162.5-2223.0271.33.81Mxmax14(28)48-119.3-54.7-2623.582.7-215.41Mymax14(1)48-1.7-18.9-2661.619.5-1.80D+L------------------------------------------------------------------------------15(29)50138.78.5-1931.4-30.1231.41Vxmax15(30)5017.5-131.2-2425.5238.013.61Vymax15(35)5015.792.8-1492.7-189.214.21Nmin15(1)5027.2-17.7-2455.418.228.90Nmax15(30)5017.5-131.2-2425.5238.013.61Mxmax15(29)50138.78.5-1931.4-30.1231.41Mymax15(1)5025.3-16.7-2266.817.226.90D+L------------------------------------------------------------------------------16(29)59126.63.4-2921.98.6231.61Vxmax16(31)59-8.8130.4-3231.5-233.4-16.31Vymax16(34)599.4-96.4-2192.8196.316.91Nmin16(1)590.321.6-3397.7-23.50.30Nmax16(31)59-8.8130.4-3231.5-233.4-16.31Mxmax16(29)59126.63.4-2921.98.6231.61Mymax16(1)590.320.4-3140.1-22.20.30D+L------------------------------------------------------------------------------17(29)60115.3-33.7-2597.048.0211.21Vxmax17(30)603.4-152.8-2398.3256.15.91Vymax17(34)603.3-150.3-1960.0253.55.81Nmin17(1)600.5-17.4-3026.817.90.60Nmax17(30)603.4-152.8-2398.3256.15.91Mxmax17(29)60115.3-33.7-2597.048.0211.21Mymax17(1)600.5-16.2-2809.516.70.50D+L------------------------------------------------------------------------------18(28)62-110.5-5.3-2814.6-5.4-201.41Vxmax18(30)62-8.2-129.7-3108.1231.6-13.71Vymax18(35)625.497.3-2105.9-198.110.91Nmin18(1)62-1.7-20.5-3268.921.2-1.80Nmax18(30)62-8.2-129.7-3108.1231.6-13.71Mxmax18(28)62-110.5-5.3-2814.6-5.4-201.41Mymax18(1)62-1.6-19.4-3025.920.1-1.70D+L------------------------------------------------------------------------------19(28)71-126.720.1-2959.3-23.2-231.81Vxmax19(31)7110.1124.8-3214.9-222.818.31Vymax19(34)71-10.1-90.9-2203.2185.9-18.41Nmin19(1)710.021.5-3393.8-23.40.00Nmax19(31)7110.1124.8-3214.9-222.818.31Mxmax98 成都大学学士学位论文（设计）19(28)71-126.720.1-2959.3-23.2-231.81Mymax19(1)710.020.3-3136.4-22.10.00D+L------------------------------------------------------------------------------20(29)72115.2-17.2-2623.319.2211.11Vxmax20(30)72-2.2-146.2-2406.3244.5-4.11Vymax20(34)72-2.2-143.6-1968.5241.9-4.11Nmin20(1)720.0-17.6-3023.518.10.00Nmax20(30)72-2.2-146.2-2406.3244.5-4.11Mxmax20(29)72115.2-17.2-2623.319.2211.11Mymax20(1)720.0-16.5-2806.317.00.00D+L------------------------------------------------------------------------------21(29)74109.4-19.6-2814.521.7200.31Vxmax21(30)7410.1-124.3-3063.1221.218.31Vymax21(35)74-10.091.4-2089.7-187.2-18.21Nmin21(1)740.1-20.9-3230.321.60.10Nmax21(30)7410.1-124.3-3063.1221.218.31Mxmax21(29)74109.4-19.6-2814.521.7200.31Mymax21(1)740.1-19.7-2989.920.50.10D+L------------------------------------------------------------------------------22(28)83-126.64.2-2923.27.2-231.71Vxmax22(31)839.7132.3-3237.3-237.018.01Vymax22(34)83-10.3-98.3-2186.8200.1-18.71Nmin22(1)83-0.421.5-3397.6-23.4-0.40Nmax22(31)839.7132.3-3237.3-237.018.01Mxmax22(28)83-126.64.2-2923.27.2-231.71Mymax22(1)83-0.420.3-3139.9-22.1-0.40D+L------------------------------------------------------------------------------23(28)84-115.3-32.7-2598.246.4-211.21Vxmax23(30)84-2.7-155.2-2393.2260.4-4.51Vymax23(34)84-2.6-152.7-1955.0257.8-4.51Nmin23(1)84-0.5-17.5-3026.618.0-0.50Nmax23(30)84-2.7-155.2-2393.2260.4-4.51Mxmax23(28)84-115.3-32.7-2598.246.4-211.21Mymax23(1)84-0.5-16.3-2809.416.9-0.50D+L------------------------------------------------------------------------------24(29)86110.6-6.0-2816.3-4.1201.61Vxmax24(30)8611.6-131.6-3114.4235.320.01Vymax24(35)86-8.699.2-2101.1-201.7-16.71Nmin24(1)861.9-20.6-3269.821.32.00Nmax24(30)8611.6-131.6-3114.4235.320.01Mxmax24(29)86110.6-6.0-2816.3-4.1201.61Mymax24(1)861.7-19.5-3026.820.21.90D+L------------------------------------------------------------------------------25(29)95131.446.6-3058.2-74.4236.71Vxmax98 成都大学学士学位论文（设计）25(31)9512.6139.3-3260.3-250.721.11Vymax25(34)95-8.3-106.3-2173.6214.9-16.51Nmin25(1)952.720.9-3404.2-22.72.90Nmax25(31)9512.6139.3-3260.3-250.721.11Mxmax25(29)95131.446.6-3058.2-74.4236.71Mymax25(1)952.519.8-3147.0-21.42.70D+L------------------------------------------------------------------------------26(29)96119.318.6-2619.0-44.7215.41Vxmax26(30)96-0.7-167.2-2213.2279.5-2.41Vymax26(34)96-1.0-164.2-1798.0276.4-2.71Nmin26(1)961.9-20.4-2866.821.12.00Nmax26(30)96-0.7-167.2-2213.2279.5-2.41Mxmax26(29)96119.318.6-2619.0-44.7215.41Mymax26(1)961.7-19.0-2659.319.81.80D+L------------------------------------------------------------------------------27(28)98-138.5-38.6-1923.860.6-231.11Vxmax27(30)98-14.2-134.6-2435.9244.9-7.41Vymax27(35)98-22.595.2-1476.3-194.5-26.31Nmin27(1)98-27.0-18.2-2451.018.8-28.70Nmax27(30)98-14.2-134.6-2435.9244.9-7.41Mxmax27(28)98-138.5-38.6-1923.860.6-231.11Mymax27(1)98-25.2-17.1-2262.817.8-26.70D+L------------------------------------------------------------------------------28(28)108-141.7-23.5-1830.061.4-247.71Vxmax28(31)108-31.8135.7-1926.8-253.2-26.21Vymax28(34)108-29.4-91.3-1120.8192.7-38.41Nmin28(1)108-44.119.2-1913.2-20.9-46.80Nmax28(31)108-31.8135.7-1926.8-253.2-26.21Mxmax28(28)108-141.7-23.5-1830.061.4-247.71Mymax28(1)108-40.917.7-1759.1-19.2-43.50D+L------------------------------------------------------------------------------29(28)109-123.8-65.4-1795.2105.9-220.21Vxmax29(30)109-32.0-167.9-1266.4286.7-35.71Vymax29(34)109-23.4-147.7-995.6252.6-23.61Nmin29(1)109-34.4-16.0-1830.216.5-36.50Nmax29(30)109-32.0-167.9-1266.4286.7-35.71Mxmax29(28)109-123.8-65.4-1795.2105.9-220.21Mymax29(1)109-32.0-14.8-1678.715.3-34.00D+L------------------------------------------------------------------------------30(28)112-91.0-45.1-1236.977.6-180.61Vxmax30(30)1123.1-122.6-1108.5238.510.91Vymax30(33)11280.119.8-355.8-54.3166.71Nmin30(28)112-88.4-47.9-1282.283.4-175.41Nmax30(30)1123.1-122.6-1108.5238.510.91Mxmax98 成都大学学士学位论文（设计）30(28)112-91.0-45.1-1236.977.6-180.61Mymax30(1)112-4.7-15.6-902.216.1-4.90D+L------------------------------------------------------------------------------31(29)44118.312.7-1229.2-39.6209.71Vxmax31(30)44-5.0-130.7-1602.7239.9-10.31Vymax31(35)448.8101.5-817.4-209.914.51Nmin31(1)442.5-18.2-1503.318.72.70Nmax31(30)44-5.0-130.7-1602.7239.9-10.31Mxmax31(29)44118.312.7-1229.2-39.6209.71Mymax31(1)442.5-16.8-1367.917.22.70D+L------------------------------------------------------------------------------32(28)105-118.8-41.2-1401.768.4-210.21Vxmax32(30)1058.3-124.3-1570.4237.116.51Vymax32(35)105-12.695.4-849.9-207.2-20.91Nmin32(1)105-2.7-18.1-1503.418.7-2.90Nmax32(30)1058.3-124.3-1570.4237.116.51Mxmax32(28)105-118.8-41.2-1401.768.4-210.21Mymax32(1)105-2.7-16.6-1368.017.2-2.80D+L------------------------------------------------------------------------------ThecoordinatesofCombinedforce(Mx=0andMy=0)XodYodSumofAxialLoadCase22.67717.343-70569.6Vxmax22.56917.418-70135.2Vymax22.60617.200-48860.1Nmin22.59217.410-80009.6Nmax22.56917.418-70135.2Mxmax22.67717.343-70569.6Mymax22.59417.342-73344.2D+L3.14.6混凝土构件配筋、钢构件验算输出文件（WPJ*.OUT）------------------------------------------------|第1层配筋、验算柱墙活荷载折减系数1.00|------------------------------------------------==============================================================================|柱配筋和验算输出|==============================================================================N-C=1(1)B*H(mm)=500*500Cover=30(mm)Cx=1.00Cy=1.00Lc=3.30(m)Nfc=3Rcc=35.0混凝土柱(29)N=-1806.Uc=0.43Rs=1.02(%)Rsv=0.72(%)Asc=201.098 成都大学学士学位论文（设计）(35)N=-862.Mx=-262.My=-18.Asxt=828.(32)N=-663.Mx=61.My=145.Asyt=449.(35)N=-862.Mx=-307.My=10.Asxb=1015.(32)N=-663.Mx=86.My=-218.Asyb=663.(35)N=-862.Vx=9.Vy=194.Asvx=161.Asvx0=23.(35)N=-862.Vx=9.Vy=194.Asvy=161.Asvy0=23.----------------------------------------------------------------------------N-C=2(1)B*H(mm)=500*500Cover=30(mm)Cx=1.00Cy=1.00Lc=3.30(m)Nfc=3Rcc=35.0混凝土柱(31)N=-1693.Uc=0.41Rs=0.70(%)Rsv=0.72(%)Asc=201.0(35)N=-1432.Mx=-230.My=2.Asxt=639.(33)N=-1186.Mx=-94.My=-212.Asyt=639.(35)N=-1432.Mx=-287.My=-3.Asxb=741.(33)N=-1186.Mx=-95.My=252.Asyb=536.(1)N=-1806.Vx=1.Vy=24.Asvx=161.Asvx0=0.(1)N=-1806.Vx=1.Vy=24.Asvy=161.Asvy0=0.----------------------------------------------------------------------------N-C=3(1)B*H(mm)=500*500Cover=30(mm)Cx=1.00Cy=1.00Lc=3.30(m)Nfc=3Rcc=35.0混凝土柱(30)N=-2438.Uc=0.58Rs=0.70(%)Rsv=0.88(%)Asc=201.0(35)N=-1645.Mx=-271.My=-33.Asxt=639.(33)N=-1629.Mx=-81.My=-234.Asyt=639.(35)N=-1645.Mx=-304.My=15.Asxb=751.(33)N=-1629.Mx=-79.My=262.Asyb=526.(31)N=-2014.Vx=20.Vy=198.Asvx=197.Asvx0=5.(31)N=-2014.Vx=20.Vy=198.Asvy=197.Asvy0=5.----------------------------------------------------------------------------N-C=4(1)B*H(mm)=500*500Cover=30(mm)Cx=1.00Cy=1.00Lc=3.30(m)Nfc=3Rcc=35.0混凝土柱(30)N=-2922.Uc=0.70Rs=0.70(%)Rsv=1.04(%)Asc=201.0(35)N=-1991.Mx=-269.My=6.Asxt=639.(1)N=-3121.Mx=-42.My=4.Asyt=639.(35)N=-1991.Mx=-294.My=-5.Asxb=639.(1)N=-3121.Mx=-21.My=-2.Asyb=639.(31)N=-2438.Vx=-4.Vy=195.Asvx=233.Asvx0=1.(31)N=-2438.Vx=-4.Vy=195.Asvy=233.Asvy0=1.----------------------------------------------------------------------------N-C=5(1)B*H(mm)=500*500Cover=30(mm)Cx=1.00Cy=1.00Lc=3.30(m)Nfc=3Rcc=35.0混凝土柱(30)N=-2883.Uc=0.69Rs=0.70(%)Rsv=1.04(%)Asc=201.098 成都大学学士学位论文（设计）(35)N=-1985.Mx=-257.My=4.Asxt=639.(1)N=-3092.Mx=-42.My=0.Asyt=639.(35)N=-1985.Mx=-280.My=-5.Asxb=639.(1)N=-3092.Mx=-21.My=0.Asyb=639.(1)N=-3092.Vx=0.Vy=19.Asvx=233.Asvx0=0.(1)N=-3092.Vx=0.Vy=19.Asvy=233.Asvy0=0.N-C=1(1)B*H(mm)=500*500Cover=30(mm)Cx=1.00Cy=1.00Lc=3.30(m)Nfc=3Rcc=35.0混凝土柱(29)N=-1806.Uc=0.43Rs=1.02(%)Rsv=0.72(%)Asc=201.0(35)N=-862.Mx=-262.My=-18.Asxt=828.(32)N=-663.Mx=61.My=145.Asyt=449.(35)N=-862.Mx=-307.My=10.Asxb=1015.(32)N=-663.Mx=86.My=-218.Asyb=663.(35)N=-862.Vx=9.Vy=194.Asvx=161.Asvx0=23.(35)N=-862.Vx=9.Vy=194.Asvy=161.Asvy0=23.----------------------------------------------------------------------------N-C=2(1)B*H(mm)=500*500Cover=30(mm)Cx=1.00Cy=1.00Lc=3.30(m)Nfc=3Rcc=35.0混凝土柱(31)N=-1693.Uc=0.41Rs=0.70(%)Rsv=0.72(%)Asc=201.0(35)N=-1432.Mx=-230.My=2.Asxt=639.(33)N=-1186.Mx=-94.My=-212.Asyt=639.(35)N=-1432.Mx=-287.My=-3.Asxb=741.(33)N=-1186.Mx=-95.My=252.Asyb=536.(1)N=-1806.Vx=1.Vy=24.Asvx=161.Asvx0=0.(1)N=-1806.Vx=1.Vy=24.Asvy=161.Asvy0=0.----------------------------------------------------------------------------N-C=3(1)B*H(mm)=500*500Cover=30(mm)Cx=1.00Cy=1.00Lc=3.30(m)Nfc=3Rcc=35.0混凝土柱(30)N=-2438.Uc=0.58Rs=0.70(%)Rsv=0.88(%)Asc=201.0(35)N=-1645.Mx=-271.My=-33.Asxt=639.(33)N=-1629.Mx=-81.My=-234.Asyt=639.(35)N=-1645.Mx=-304.My=15.Asxb=751.(33)N=-1629.Mx=-79.My=262.Asyb=526.(31)N=-2014.Vx=20.Vy=198.Asvx=197.Asvx0=5.(31)N=-2014.Vx=20.Vy=198.Asvy=197.Asvy0=5.----------------------------------------------------------------------------N-C=4(1)B*H(mm)=500*500Cover=30(mm)Cx=1.00Cy=1.00Lc=3.30(m)Nfc=3Rcc=35.0混凝土柱(30)N=-2922.Uc=0.70Rs=0.70(%)Rsv=1.04(%)Asc=201.0(35)N=-1991.Mx=-269.My=6.Asxt=639.98 成都大学学士学位论文（设计）(1)N=-3121.Mx=-42.My=4.Asyt=639.(35)N=-1991.Mx=-294.My=-5.Asxb=639.(1)N=-3121.Mx=-21.My=-2.Asyb=639.(31)N=-2438.Vx=-4.Vy=195.Asvx=233.Asvx0=1.(31)N=-2438.Vx=-4.Vy=195.Asvy=233.Asvy0=1.----------------------------------------------------------------------------N-C=5(1)B*H(mm)=500*500Cover=30(mm)Cx=1.00Cy=1.00Lc=3.30(m)Nfc=3Rcc=35.0混凝土柱(30)N=-2883.Uc=0.69Rs=0.70(%)Rsv=1.04(%)Asc=201.0(35)N=-1985.Mx=-257.My=4.Asxt=639.(1)N=-3092.Mx=-42.My=0.Asyt=639.(35)N=-1985.Mx=-280.My=-5.Asxb=639.(1)N=-3092.Mx=-21.My=0.Asyb=639.(1)N=-3092.Vx=0.Vy=19.Asvx=233.Asvx0=0.(1)N=-3092.Vx=0.Vy=19.Asvy=233.Asvy0=0.------------------------------------------------|第2层配筋、验算柱墙活荷载折减系数1.00|------------------------------------------------==============================================================================|柱配筋和验算输出|==============================================================================N-C=1(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(29)N=-1399.Uc=0.39Rs=0.76(%)Rsv=0.56(%)Asc=201.0(35)N=-798.Mx=-272.My=-25.Asxt=912.(32)N=-646.Mx=71.My=144.Asyt=438.(35)N=-798.Mx=-265.My=17.Asxb=868.(32)N=-646.Mx=81.My=-148.Asyb=438.(35)N=-798.Vx=14.Vy=179.Asvx=125.Asvx0=23.(35)N=-798.Vx=14.Vy=179.Asvy=125.Asvy0=23.----------------------------------------------------------------------------N-C=2(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(31)N=-1358.Uc=0.38Rs=0.70(%)Rsv=0.56(%)Asc=201.0(35)N=-1142.Mx=-232.My=-4.Asxt=510.(33)N=-1021.Mx=-94.My=-235.Asyt=768.(35)N=-1142.Mx=-206.My=4.Asxb=502.(33)N=-1021.Mx=-71.My=237.Asyb=775.(1)N=-1494.Vx=6.Vy=22.Asvx=125.Asvx0=0.(1)N=-1494.Vx=6.Vy=22.Asvy=125.Asvy0=0.98 成都大学学士学位论文（设计）----------------------------------------------------------------------------N-C=3(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(28)N=-1899.Uc=0.53Rs=0.70(%)Rsv=0.87(%)Asc=201.0(35)N=-1375.Mx=-286.My=-34.Asxt=763.(33)N=-1347.Mx=-84.My=-255.Asyt=514.(35)N=-1375.Mx=-277.My=17.Asxb=810.(33)N=-1347.Mx=-73.My=234.Asyb=468.(31)N=-1670.Vx=21.Vy=190.Asvx=197.Asvx0=17.(31)N=-1670.Vx=21.Vy=190.Asvy=197.Asvy0=17.----------------------------------------------------------------------------N-C=4(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(30)N=-2270.Uc=0.63Rs=0.70(%)Rsv=1.03(%)Asc=201.0(31)N=-1994.Mx=-294.My=6.Asxt=810.(32)N=-1665.Mx=-65.My=193.Asyt=467.(35)N=-1638.Mx=-274.My=-3.Asxb=777.(1)N=-2483.Mx=-25.My=-1.Asyb=500.(31)N=-1994.Vx=-3.Vy=191.Asvx=233.Asvx0=17.(31)N=-1994.Vx=-3.Vy=191.Asvy=233.Asvy0=17.----------------------------------------------------------------------------N-C=5(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(30)N=-2243.Uc=0.63Rs=0.70(%)Rsv=1.03(%)Asc=201.0(31)N=-1983.Mx=-282.My=4.Asxt=781.(32)N=-1651.Mx=-37.My=192.Asyt=496.(35)N=-1631.Mx=-262.My=-4.Asxb=693.(1)N=-2461.Mx=-24.My=0.Asyb=584.(31)N=-1983.Vx=-2.Vy=182.Asvx=233.Asvx0=9.(31)N=-1983.Vx=-2.Vy=182.Asvy=233.Asvy0=9.N-C=1(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(29)N=-1399.Uc=0.39Rs=0.76(%)Rsv=0.56(%)Asc=201.0(35)N=-798.Mx=-272.My=-25.Asxt=912.(32)N=-646.Mx=71.My=144.Asyt=438.(35)N=-798.Mx=-265.My=17.Asxb=868.(32)N=-646.Mx=81.My=-148.Asyb=438.(35)N=-798.Vx=14.Vy=179.Asvx=125.Asvx0=23.(35)N=-798.Vx=14.Vy=179.Asvy=125.Asvy0=23.----------------------------------------------------------------------------98 成都大学学士学位论文（设计）N-C=2(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(31)N=-1358.Uc=0.38Rs=0.70(%)Rsv=0.56(%)Asc=201.0(35)N=-1142.Mx=-232.My=-4.Asxt=510.(33)N=-1021.Mx=-94.My=-235.Asyt=768.(35)N=-1142.Mx=-206.My=4.Asxb=502.(33)N=-1021.Mx=-71.My=237.Asyb=775.(1)N=-1494.Vx=6.Vy=22.Asvx=125.Asvx0=0.(1)N=-1494.Vx=6.Vy=22.Asvy=125.Asvy0=0.----------------------------------------------------------------------------N-C=3(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(28)N=-1899.Uc=0.53Rs=0.70(%)Rsv=0.87(%)Asc=201.0(35)N=-1375.Mx=-286.My=-34.Asxt=763.(33)N=-1347.Mx=-84.My=-255.Asyt=514.(35)N=-1375.Mx=-277.My=17.Asxb=810.(33)N=-1347.Mx=-73.My=234.Asyb=468.(31)N=-1670.Vx=21.Vy=190.Asvx=197.Asvx0=17.(31)N=-1670.Vx=21.Vy=190.Asvy=197.Asvy0=17.----------------------------------------------------------------------------N-C=4(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(30)N=-2270.Uc=0.63Rs=0.70(%)Rsv=1.03(%)Asc=201.0(31)N=-1994.Mx=-294.My=6.Asxt=810.(32)N=-1665.Mx=-65.My=193.Asyt=467.(35)N=-1638.Mx=-274.My=-3.Asxb=777.(1)N=-2483.Mx=-25.My=-1.Asyb=500.(31)N=-1994.Vx=-3.Vy=191.Asvx=233.Asvx0=17.(31)N=-1994.Vx=-3.Vy=191.Asvy=233.Asvy0=17.----------------------------------------------------------------------------N-C=5(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(30)N=-2243.Uc=0.63Rs=0.70(%)Rsv=1.03(%)Asc=201.0(31)N=-1983.Mx=-282.My=4.Asxt=781.(32)N=-1651.Mx=-37.My=192.Asyt=496.(35)N=-1631.Mx=-262.My=-4.Asxb=693.(1)N=-2461.Mx=-24.My=0.Asyb=584.(31)N=-1983.Vx=-2.Vy=182.Asvx=233.Asvx0=9.(31)N=-1983.Vx=-2.Vy=182.Asvy=233.Asvy0=9.------------------------------------------------98 成都大学学士学位论文（设计）|第3层配筋、验算柱墙活荷载折减系数1.00|------------------------------------------------==============================================================================|柱配筋和验算输出|==============================================================================N-C=1(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(29)N=-1015.Uc=0.28Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-689.Mx=-228.My=-28.Asxt=829.(32)N=-589.Mx=51.My=116.Asyt=448.(35)N=-689.Mx=-213.My=22.Asxb=813.(32)N=-584.Mx=65.My=-113.Asyb=464.(35)N=-689.Vx=17.Vy=147.Asvx=107.Asvx0=1.(35)N=-689.Vx=17.Vy=147.Asvy=107.Asvy0=1.----------------------------------------------------------------------------N-C=2(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(31)N=-1034.Uc=0.29Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-864.Mx=-203.My=-6.Asxt=639.(33)N=-858.Mx=-81.My=-199.Asyt=639.(35)N=-864.Mx=-170.My=7.Asxb=639.(33)N=-858.Mx=-56.My=197.Asyb=639.(1)N=-1168.Vx=8.Vy=21.Asvx=107.Asvx0=0.(1)N=-1168.Vx=8.Vy=21.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=3(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(28)N=-1383.Uc=0.39Rs=0.70(%)Rsv=0.56(%)Asc=201.0(35)N=-1130.Mx=-241.My=-34.Asxt=711.(33)N=-1037.Mx=-73.My=-226.Asyt=566.(35)N=-1130.Mx=-225.My=17.Asxb=639.(33)N=-1037.Mx=-60.My=202.Asyb=639.(1)N=-1535.Vx=28.Vy=10.Asvx=125.Asvx0=0.(1)N=-1535.Vx=28.Vy=10.Asvy=125.Asvy0=0.----------------------------------------------------------------------------N-C=4(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(30)N=-1639.Uc=0.46Rs=0.70(%)Rsv=0.72(%)Asc=201.0(35)N=-1263.Mx=-245.My=4.Asxt=698.98 成都大学学士学位论文（设计）(1)N=-1845.Mx=-44.My=2.Asyt=579.(35)N=-1263.Mx=-226.My=-2.Asxb=639.(1)N=-1845.Mx=-25.My=0.Asyb=639.(1)N=-1845.Vx=-1.Vy=21.Asvx=161.Asvx0=0.(1)N=-1845.Vx=-1.Vy=21.Asvy=161.Asvy0=0.----------------------------------------------------------------------------N-C=5(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(30)N=-1620.Uc=0.45Rs=0.70(%)Rsv=0.72(%)Asc=201.0(35)N=-1254.Mx=-235.My=3.Asxt=639.(1)N=-1827.Mx=-43.My=0.Asyt=639.(35)N=-1254.Mx=-216.My=-3.Asxb=639.(1)N=-1827.Mx=-24.My=0.Asyb=639.(1)N=-1827.Vx=0.Vy=20.Asvx=161.Asvx0=0.(1)N=-1827.Vx=0.Vy=20.Asvy=161.Asvy0=0.----------------------------------------------------------------------------N-C=6(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(30)N=-1641.Uc=0.46Rs=0.70(%)Rsv=0.72(%)Asc=201.0(35)N=-1262.Mx=-250.My=2.Asxt=741.(1)N=-1845.Mx=-44.My=-2.Asyt=536.(35)N=-1262.Mx=-231.My=-4.Asxb=639.(1)N=-1845.Mx=-25.My=0.Asyb=639.(1)N=-1845.Vx=1.Vy=21.Asvx=161.Asvx0=0.(1)N=-1845.Vx=1.Vy=21.Asvy=161.Asvy0=0.----------------------------------------------------------------------------N-C=7(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(29)N=-1382.Uc=0.39Rs=0.70(%)Rsv=0.56(%)Asc=201.0(35)N=-1064.Mx=-249.My=37.Asxt=771.(32)N=-1035.Mx=34.My=226.Asyt=506.(35)N=-1064.Mx=-233.My=-20.Asxb=731.(32)N=-1035.Mx=46.My=-202.Asyb=546.(1)N=-1534.Vx=-28.Vy=10.Asvx=125.Asvx0=0.(1)N=-1534.Vx=-28.Vy=10.Asvy=125.Asvy0=0.----------------------------------------------------------------------------N-C=8(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(28)N=-1014.Uc=0.28Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-822.Mx=-188.My=14.Asxt=639.98 成都大学学士学位论文（设计）(32)N=-845.Mx=-5.My=199.Asyt=639.(35)N=-822.Mx=-149.My=-15.Asxb=639.(32)N=-845.Mx=17.My=-197.Asyb=639.(1)N=-1153.Vx=-8.Vy=22.Asvx=107.Asvx0=0.(1)N=-1153.Vx=-8.Vy=22.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=9(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(28)N=-1000.Uc=0.28Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-672.Mx=-240.My=29.Asxt=839.(33)N=-570.Mx=-81.My=-116.Asyt=438.(35)N=-672.Mx=-224.My=-23.Asxb=828.(33)N=-570.Mx=-69.My=114.Asyb=449.(35)N=-672.Vx=-17.Vy=155.Asvx=107.Asvx0=9.(35)N=-672.Vx=-17.Vy=155.Asvy=107.Asvy0=9.----------------------------------------------------------------------------N-C=10(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱角柱(31)N=-1081.Uc=0.30Rs=0.90(%)Rsv=0.56(%)Asc=201.0(35)N=-917.Mx=-206.My=-88.Asxt=699.(29)N=-1030.Mx=-110.My=-253.Asyt=828.(35)N=-917.Mx=-171.My=42.Asxb=764.(33)N=-869.Mx=-76.My=173.Asyb=764.(1)N=-1114.Vx=50.Vy=21.Asvx=125.Asvx0=0.(1)N=-1114.Vx=50.Vy=21.Asvy=125.Asvy0=0.N-B=1(I=198,J=204)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-211.-149.-96.-48.-6.0.-44.-99.-162.LoadCase(29)(29)(33)(33)(33)(0)(32)(28)(28)TopAst841.586.451.451.451.0.451.451.637.%Steel0.430.300.210.210.210.000.210.210.32+M(kNm)174.150.125.94.57.40.69.94.117.LoadCase(32)(28)(28)(28)(28)(31)(29)(33)(33)BtmAst685.589.488.451.451.451.451.451.552.%Steel0.350.300.250.210.210.210.210.210.26Shear152.131.118.104.-92.-107.-121.-134.-155.LoadCase(29)(29)(29)(29)(28)(28)(28)(28)(28)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=1.1/-66.Astt=0.Astv=53.2Ast1=0.098 成都大学学士学位论文（设计）非加密区箍筋面积(1.5H处)Asvm=53.2---------------------------------------------------------------------------N-B=2(I=204,J=211)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-204.-145.-91.-45.-14.-60.-115.-176.-243.LoadCase(29)(29)(29)(29)(10)(28)(28)(28)(28)TopAst809.567.451.451.451.451.451.694.976.%Steel0.410.290.210.210.210.210.210.350.49+M(kNm)128.101.71.36.24.34.63.86.106.LoadCase(32)(32)(32)(32)(0)(33)(33)(33)(33)BtmAst552.451.451.451.451.451.451.451.552.%Steel0.260.210.210.210.210.210.210.210.26Shear145.124.111.96.-102.-118.-132.-146.-166.LoadCase(29)(29)(29)(29)(28)(28)(28)(28)(28)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=0.8/-80.Astt=0.Astv=53.2Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=53.2---------------------------------------------------------------------------N-B=3(I=211,J=217)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-303.-215.-133.-60.-4.0.0.0.0.LoadCase(29)(29)(29)(33)(33)(0)(0)(0)(0)TopAst1234.858.519.451.451.0.0.0.0.%Steel0.630.430.260.210.210.000.000.000.00+M(kNm)0.26.61.95.131.139.186.225.258.LoadCase(0)(32)(32)(28)(28)(1)(1)(1)(1)BtmAst552.451.451.451.513.734.994.1220.1413.%Steel0.260.210.210.210.260.370.500.620.72Shear204.189.176.161.145.130.115.102.94.LoadCase(29)(29)(29)(29)(29)(29)(29)(29)(29)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=12.0/194.Astt=105.Astv=57.3Ast1=5.9非加密区箍筋面积(1.5H处)Asvm=57.3---------------------------------------------------------------------------N-B=4(I=217,J=223)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J-98 成都大学学士学位论文（设计）-M(kNm)0.0.0.0.-32.-96.-177.-265.-270.LoadCase(0)(0)(0)(0)(32)(28)(28)(28)(1)TopAst0.0.0.0.451.451.699.1069.1489.%Steel0.000.000.000.000.210.210.350.540.75+M(kNm)258.219.174.122.117.76.40.10.0.LoadCase(1)(1)(1)(1)(29)(33)(33)(0)(0)BtmAst1414.1187.930.641.456.451.451.451.552.%Steel0.720.600.470.330.230.210.210.210.26Shear-108.-116.-130.-144.-160.-176.-190.-203.-219.LoadCase(28)(28)(28)(28)(28)(28)(28)(28)(28)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=11.5/-211.Astt=109.Astv=57.3Ast1=6.2非加密区箍筋面积(1.5H处)Asvm=57.3---------------------------------------------------------------------------N-B=5(I=223,J=229)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-266.-261.-176.-98.-35.0.0.0.0.LoadCase(1)(29)(29)(29)(33)(0)(0)(0)(0)TopAst1459.1052.693.451.451.0.0.0.0.%Steel0.740.530.350.210.210.000.000.000.00+M(kNm)0.10.38.71.110.112.162.204.240.LoadCase(0)(0)(32)(32)(28)(1)(1)(1)(1)BtmAst552.451.451.451.451.588.861.1101.1310.%Steel0.260.210.210.210.210.300.440.560.66Shear213.198.184.170.154.138.124.111.102.LoadCase(29)(29)(29)(29)(29)(29)(29)(29)(29)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=11.5/204.Astt=103.Astv=57.3Ast1=5.8非加密区箍筋面积(1.5H处)Asvm=57.3---------------------------------------------------------------------------N-B=6(I=229,J=235)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)0.0.0.0.-32.-94.-172.-258.-349.LoadCase(0)(0)(0)(0)(32)(28)(28)(28)(28)TopAst0.0.0.0.451.451.680.1038.1437.%Steel0.000.000.000.000.210.210.340.530.73+M(kNm)240.205.164.115.111.73.40.10.0.LoadCase(1)(1)(1)(1)(29)(33)(33)(0)(0)98 成都大学学士学位论文（设计）BtmAst1310.1105.869.600.451.451.451.451.552.%Steel0.660.560.440.300.210.210.210.210.26Shear-101.-109.-123.-137.-153.-169.-183.-196.-212.LoadCase(28)(28)(28)(28)(28)(28)(28)(28)(28)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=11.5/-202.Astt=102.Astv=57.3Ast1=5.7非加密区箍筋面积(1.5H处)Asvm=57.3---------------------------------------------------------------------------N-B=7(I=235,J=241)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-349.-258.-173.-95.-32.0.0.0.0.LoadCase(29)(29)(29)(29)(33)(0)(0)(0)(0)TopAst1438.1039.681.451.451.0.0.0.0.%Steel0.730.530.350.210.210.000.000.000.00+M(kNm)0.10.40.73.111.115.164.205.240.LoadCase(0)(0)(32)(32)(28)(1)(1)(1)(1)BtmAst552.451.451.451.451.600.869.1105.1310.%Steel0.260.210.210.210.210.300.440.560.66Shear212.196.183.169.153.137.123.109.101.LoadCase(29)(29)(29)(29)(29)(29)(29)(29)(29)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=11.5/202.Astt=102.Astv=57.3Ast1=5.7非加密区箍筋面积(1.5H处)Asvm=57.3---------------------------------------------------------------------------N-B=8(I=241,J=247)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)0.0.0.0.-35.-98.-176.-261.-265.LoadCase(0)(0)(0)(0)(32)(28)(28)(28)(1)TopAst0.0.0.0.451.451.693.1052.1458.%Steel0.000.000.000.000.210.210.350.530.74+M(kNm)240.204.162.112.110.71.38.10.0.LoadCase(1)(1)(1)(1)(29)(33)(33)(0)(0)BtmAst1310.1101.861.588.451.451.451.451.552.%Steel0.660.560.440.300.210.210.210.210.26Shear-102.-111.-124.-138.-154.-170.-184.-198.-213.LoadCase(28)(28)(28)(28)(28)(28)(28)(28)(28)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.1898 成都大学学士学位论文（设计）Tmax/Shear(1)=11.5/-204.Astt=103.Astv=57.3Ast1=5.8非加密区箍筋面积(1.5H处)Asvm=57.3---------------------------------------------------------------------------N-B=9(I=247,J=253)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-271.-265.-177.-96.-32.0.0.0.0.LoadCase(1)(29)(29)(29)(33)(0)(0)(0)(0)TopAst1490.1070.699.451.451.0.0.0.0.%Steel0.760.540.350.210.210.000.000.000.00+M(kNm)0.10.39.75.117.122.174.219.258.LoadCase(0)(0)(32)(32)(28)(1)(1)(1)(1)BtmAst552.451.451.451.456.641.930.1188.1414.%Steel0.260.210.210.210.230.330.470.600.72Shear219.204.190.176.160.144.130.117.108.LoadCase(29)(29)(29)(29)(29)(29)(29)(29)(29)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=11.5/211.Astt=109.Astv=57.3Ast1=6.2非加密区箍筋面积(1.5H处)Asvm=57.3---------------------------------------------------------------------------N-B=10(I=253,J=259)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)0.0.0.0.-4.-60.-133.-215.-303.LoadCase(0)(0)(0)(0)(32)(32)(28)(28)(28)TopAst0.0.0.0.451.451.518.856.1233.%Steel0.000.000.000.000.210.210.260.430.62+M(kNm)258.225.186.139.132.95.61.26.0.LoadCase(1)(1)(1)(1)(29)(29)(33)(33)(0)BtmAst1414.1221.995.736.514.451.451.451.552.%Steel0.720.620.500.370.260.210.210.210.26Shear-93.-102.-115.-130.-145.-161.-176.-189.-204.LoadCase(28)(28)(28)(28)(28)(28)(28)(28)(28)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=12.0/-194.Astt=104.Astv=57.3Ast1=5.9非加密区箍筋面积(1.5H处)Asvm=57.3------------------------------------------------|第4层配筋、验算柱墙活荷载折减系数1.00|------------------------------------------------98 成都大学学士学位论文（设计）==============================================================================|柱配筋和验算输出|==============================================================================N-C=1(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(29)N=-690.Uc=0.19Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-563.Mx=-171.My=-28.Asxt=753.(33)N=-469.Mx=-70.My=-108.Asyt=524.(34)N=-484.Mx=145.My=-4.Asxb=639.(33)N=-469.Mx=-56.My=90.Asyb=639.(1)N=-720.Vx=10.Vy=7.Asvx=107.Asvx0=0.(1)N=-720.Vx=10.Vy=7.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=2(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(29)N=-749.Uc=0.21Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-594.Mx=-165.My=-4.Asxt=639.(33)N=-622.Mx=-73.My=-144.Asyt=639.(35)N=-594.Mx=-127.My=6.Asxb=639.(33)N=-622.Mx=-45.My=141.Asyb=639.(1)N=-843.Vx=6.Vy=22.Asvx=107.Asvx0=0.(1)N=-843.Vx=6.Vy=22.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=3(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(28)N=-898.Uc=0.25Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-747.Mx=-181.My=-30.Asxt=639.(33)N=-688.Mx=-59.My=-177.Asyt=639.(35)N=-747.Mx=-162.My=14.Asxb=639.(33)N=-688.Mx=-45.My=152.Asyb=639.(1)N=-1007.Vx=26.Vy=10.Asvx=107.Asvx0=0.(1)N=-1007.Vx=26.Vy=10.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=4(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(31)N=-1051.Uc=0.29Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-879.Mx=-185.My=4.Asxt=639.(1)N=-1204.Mx=-41.My=2.Asyt=639.(35)N=-879.Mx=-164.My=-1.Asxb=639.(1)N=-1204.Mx=-22.My=0.Asyb=639.98 成都大学学士学位论文（设计）(1)N=-1204.Vx=-1.Vy=19.Asvx=107.Asvx0=0.(1)N=-1204.Vx=-1.Vy=19.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=5(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(31)N=-1038.Uc=0.29Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-868.Mx=-177.My=3.Asxt=639.(1)N=-1190.Mx=-40.My=0.Asyt=639.(35)N=-868.Mx=-157.My=-2.Asxb=639.(1)N=-1190.Mx=-21.My=0.Asyb=639.(1)N=-1190.Vx=0.Vy=18.Asvx=107.Asvx0=0.(1)N=-1190.Vx=0.Vy=18.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=6(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(31)N=-1052.Uc=0.29Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-880.Mx=-188.My=1.Asxt=639.(1)N=-1205.Mx=-40.My=-2.Asyt=639.(35)N=-880.Mx=-168.My=-3.Asxb=639.(1)N=-1205.Mx=-22.My=0.Asyb=639.(1)N=-1205.Vx=1.Vy=19.Asvx=107.Asvx0=0.(1)N=-1205.Vx=1.Vy=19.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=7(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(29)N=-897.Uc=0.25Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-746.Mx=-186.My=33.Asxt=639.(32)N=-687.Mx=22.My=177.Asyt=639.(35)N=-746.Mx=-167.My=-17.Asxb=639.(32)N=-687.Mx=33.My=-152.Asyb=639.(1)N=-1006.Vx=-26.Vy=9.Asvx=107.Asvx0=0.(1)N=-1006.Vx=-26.Vy=9.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=8(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(30)N=-738.Uc=0.21Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-583.Mx=-157.My=10.Asxt=639.(32)N=-612.Mx=-17.My=145.Asyt=639.(35)N=-583.Mx=-111.My=-12.Asxb=639.(32)N=-612.Mx=6.My=-141.Asyb=639.98 成都大学学士学位论文（设计）(1)N=-830.Vx=-7.Vy=24.Asvx=107.Asvx0=0.(1)N=-830.Vx=-7.Vy=24.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=9(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(29)N=-674.Uc=0.19Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-550.Mx=-180.My=29.Asxt=793.(32)N=-447.Mx=35.My=110.Asyt=484.(34)N=-469.Mx=153.My=5.Asxb=685.(32)N=-447.Mx=43.My=-92.Asyb=593.(1)N=-701.Vx=-10.Vy=6.Asvx=107.Asvx0=0.(1)N=-701.Vx=-10.Vy=6.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=10(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱角柱(31)N=-647.Uc=0.18Rs=0.90(%)Rsv=0.48(%)Asc=201.0(35)N=-548.Mx=-169.My=-88.Asxt=628.(29)N=-618.Mx=-95.My=-220.Asyt=899.(35)N=-548.Mx=-131.My=44.Asxb=764.(33)N=-521.Mx=-61.My=135.Asyb=764.(1)N=-679.Vx=50.Vy=21.Asvx=107.Asvx0=0.(1)N=-679.Vx=50.Vy=21.Asvy=107.Asvy0=0.N-B=1(I=279,J=285)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-138.-91.-53.-22.0.0.-18.-55.-101.LoadCase(29)(29)(33)(33)(0)(0)(32)(32)(28)TopAst552.451.451.451.0.0.451.451.552.%Steel0.260.210.210.210.000.000.210.210.26+M(kNm)98.92.84.70.50.33.50.59.67.LoadCase(32)(28)(28)(28)(28)(1)(29)(29)(33)BtmAst552.451.451.451.451.451.451.451.552.%Steel0.260.210.210.210.210.210.210.210.26Shear114.97.84.69.55.-69.-83.-96.-113.LoadCase(29)(29)(29)(29)(29)(28)(28)(28)(28)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=1.1/64.Astt=0.Astv=53.2Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=53.2---------------------------------------------------------------------------N-B=2(I=285,J=292)(1)B*H(mm)=300*70098 成都大学学士学位论文（设计）Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-144.-101.-63.-32.-13.-46.-92.-143.-201.LoadCase(29)(29)(29)(29)(10)(28)(28)(28)(28)TopAst564.451.451.451.451.451.451.560.799.%Steel0.290.210.210.210.210.210.210.280.40+M(kNm)93.75.55.31.24.22.29.37.41.LoadCase(32)(32)(32)(28)(0)(0)(33)(33)(33)BtmAst552.451.451.451.451.451.451.451.552.%Steel0.260.210.210.210.210.210.210.210.26Shear107.89.75.-68.-82.-98.-112.-125.-143.LoadCase(29)(29)(29)(28)(28)(28)(28)(28)(28)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=0.9/-89.Astt=0.Astv=53.2Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=53.2---------------------------------------------------------------------------N-B=3(I=292,J=298)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-216.-186.-108.-40.0.0.0.0.0.LoadCase(1)(29)(29)(33)(0)(0)(0)(0)(0)TopAst1168.736.451.451.0.0.0.0.0.%Steel0.590.370.210.210.000.000.000.000.00+M(kNm)0.10.32.71.112.137.184.223.256.LoadCase(0)(0)(32)(28)(28)(1)(1)(1)(1)BtmAst552.451.451.451.451.723.984.1210.1404.%Steel0.260.210.210.210.220.370.500.610.71Shear193.179.166.151.135.119.105.92.82.LoadCase(29)(29)(29)(29)(29)(29)(29)(29)(29)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=11.9/195.Astt=103.Astv=57.3Ast1=5.8非加密区箍筋面积(1.5H处)Asvm=57.3---------------------------------------------------------------------------N-B=4(I=298,J=304)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)0.0.0.0.-12.-72.-148.-179.-271.LoadCase(0)(0)(0)(0)(32)(28)(28)(1)(1)TopAst0.0.0.0.451.451.580.959.1491.98 成都大学学士学位论文（设计）%Steel0.000.000.000.000.210.210.290.490.76+M(kNm)256.218.173.121.96.50.18.10.0.LoadCase(1)(1)(1)(1)(29)(33)(0)(0)(0)BtmAst1404.1178.923.635.451.451.451.451.552.%Steel0.710.600.470.320.210.210.210.210.26Shear-96.-106.-119.-133.-149.-165.-179.-193.-207.LoadCase(28)(28)(28)(28)(28)(28)(28)(28)(28)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=11.5/-210.Astt=109.Astv=57.3Ast1=6.1非加密区箍筋面积(1.5H处)Asvm=57.3---------------------------------------------------------------------------N-B=5(I=304,J=310)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-266.-177.-144.-71.-13.0.0.0.0.LoadCase(1)(1)(29)(29)(33)(0)(0)(0)(0)TopAst1460.944.564.451.451.0.0.0.0.%Steel0.740.480.290.210.210.000.000.000.00+M(kNm)0.10.18.44.87.112.162.204.240.LoadCase(0)(0)(0)(32)(28)(1)(1)(1)(1)BtmAst552.451.451.451.451.587.860.1100.1308.%Steel0.260.210.210.210.210.300.440.560.66Shear200.186.173.158.143.127.112.99.90.LoadCase(29)(29)(29)(29)(29)(29)(29)(29)(29)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=11.5/204.Astt=102.Astv=57.3Ast1=5.7非加密区箍筋面积(1.5H处)Asvm=57.3---------------------------------------------------------------------------N-B=6(I=310,J=316)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)0.0.0.0.-13.-69.-142.-173.-261.LoadCase(0)(0)(0)(0)(32)(28)(28)(1)(1)TopAst0.0.0.0.451.451.556.920.1430.%Steel0.000.000.000.000.210.210.280.470.72+M(kNm)240.205.163.115.91.48.18.10.0.LoadCase(1)(1)(1)(1)(29)(33)(0)(0)(0)BtmAst1308.1104.869.600.451.451.451.451.552.%Steel0.660.560.440.300.210.210.210.210.26Shear-88.-98.-111.-125.-141.-157.-172.-185.-199.98 成都大学学士学位论文（设计）LoadCase(28)(28)(28)(28)(28)(28)(28)(28)(28)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=11.5/-202.Astt=100.Astv=57.3Ast1=5.7非加密区箍筋面积(1.5H处)Asvm=57.3---------------------------------------------------------------------------N-B=7(I=316,J=322)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-261.-173.-142.-69.-13.0.0.0.0.LoadCase(1)(1)(29)(29)(33)(0)(0)(0)(0)TopAst1431.921.556.451.451.0.0.0.0.%Steel0.730.470.280.210.210.000.000.000.00+M(kNm)0.10.18.48.91.115.163.205.240.LoadCase(0)(0)(0)(32)(28)(1)(1)(1)(1)BtmAst552.451.451.451.451.600.869.1104.1308.%Steel0.260.210.210.210.210.300.440.560.66Shear199.185.172.157.141.125.111.98.88.LoadCase(29)(29)(29)(29)(29)(29)(29)(29)(29)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=11.5/202.Astt=100.Astv=57.3Ast1=5.7非加密区箍筋面积(1.5H处)Asvm=57.3---------------------------------------------------------------------------N-B=8(I=322,J=328)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)0.0.0.0.-13.-71.-144.-177.-265.LoadCase(0)(0)(0)(0)(32)(28)(28)(1)(1)TopAst0.0.0.0.451.451.564.943.1458.%Steel0.000.000.000.000.210.210.290.480.74+M(kNm)240.204.162.112.87.44.18.10.0.LoadCase(1)(1)(1)(1)(29)(33)(0)(0)(0)BtmAst1308.1100.860.588.451.451.451.451.552.%Steel0.660.560.440.300.210.210.210.210.26Shear-90.-99.-112.-127.-143.-158.-173.-186.-200.LoadCase(28)(28)(28)(28)(28)(28)(28)(28)(28)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=11.5/-204.Astt=102.Astv=57.3Ast1=5.7非加密区箍筋面积(1.5H处)Asvm=57.3---------------------------------------------------------------------------98 成都大学学士学位论文（设计）N-B=9(I=328,J=334)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-271.-180.-148.-72.-12.0.0.0.0.LoadCase(1)(1)(29)(29)(33)(0)(0)(0)(0)TopAst1492.960.581.451.451.0.0.0.0.%Steel0.760.490.290.210.210.000.000.000.00+M(kNm)0.10.18.50.96.121.173.218.256.LoadCase(0)(0)(0)(32)(28)(1)(1)(1)(1)BtmAst552.451.451.451.451.635.923.1179.1404.%Steel0.260.210.210.210.210.320.470.600.71Shear207.193.180.165.149.133.119.106.96.LoadCase(29)(29)(29)(29)(29)(29)(29)(29)(29)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=11.5/211.Astt=109.Astv=57.3Ast1=6.1非加密区箍筋面积(1.5H处)Asvm=57.3---------------------------------------------------------------------------N-B=10(I=334,J=340)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)0.0.0.0.0.-40.-108.-186.-216.LoadCase(0)(0)(0)(0)(0)(32)(28)(28)(1)TopAst0.0.0.0.0.451.451.734.1165.%Steel0.000.000.000.000.000.210.210.370.59+M(kNm)256.223.184.138.112.71.33.10.0.LoadCase(1)(1)(1)(1)(29)(29)(33)(0)(0)BtmAst1404.1211.985.725.451.451.451.451.552.%Steel0.710.610.500.370.220.210.210.210.26Shear-82.-92.-105.-119.-135.-151.-165.-179.-193.LoadCase(28)(28)(28)(28)(28)(28)(28)(28)(28)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=11.9/-194.Astt=103.Astv=57.3Ast1=5.8------------------------------------------------|第5层配筋、验算柱墙活荷载折减系数1.00|------------------------------------------------==============================================================================|柱配筋和验算输出|==============================================================================98 成都大学学士学位论文（设计）N-C=1(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(31)N=-437.Uc=0.12Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-372.Mx=-102.My=-27.Asxt=639.(33)N=-346.Mx=-46.My=-61.Asyt=639.(35)N=-372.Mx=-83.My=22.Asxb=639.(1)N=-446.Mx=-11.My=13.Asyb=639.(1)N=-446.Vx=10.Vy=11.Asvx=107.Asvx0=0.(1)N=-446.Vx=10.Vy=11.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=2(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(30)N=-489.Uc=0.14Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-373.Mx=-88.My=3.Asxt=639.(32)N=-373.Mx=9.My=74.Asyt=639.(35)N=-373.Mx=-63.My=1.Asxb=639.(33)N=-379.Mx=-24.My=69.Asyb=639.(1)N=-540.Vx=1.Vy=7.Asvx=107.Asvx0=0.(1)N=-540.Vx=1.Vy=7.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=3(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(31)N=-437.Uc=0.12Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-368.Mx=-113.My=-21.Asxt=639.(33)N=-351.Mx=-51.My=-117.Asyt=639.(35)N=-368.Mx=-90.My=6.Asxb=639.(33)N=-351.Mx=-34.My=90.Asyb=639.(1)N=-479.Vx=21.Vy=13.Asvx=107.Asvx0=0.(1)N=-479.Vx=21.Vy=13.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=4(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(31)N=-503.Uc=0.14Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-422.Mx=-117.My=4.Asxt=639.(32)N=-407.Mx=-44.My=82.Asyt=639.(35)N=-422.Mx=-92.My=-1.Asxb=639.(33)N=-390.Mx=-6.My=66.Asyb=639.(1)N=-568.Vx=-1.Vy=20.Asvx=107.Asvx0=0.(1)N=-568.Vx=-1.Vy=20.Asvy=107.Asvy0=0.----------------------------------------------------------------------------98 成都大学学士学位论文（设计）N-C=5(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(31)N=-494.Uc=0.14Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-414.Mx=-113.My=2.Asxt=639.(33)N=-382.Mx=-32.My=-76.Asyt=639.(35)N=-414.Mx=-88.My=-1.Asxb=639.(33)N=-382.Mx=-14.My=64.Asyb=639.(1)N=-558.Vx=0.Vy=20.Asvx=107.Asvx0=0.(1)N=-558.Vx=0.Vy=20.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=6(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(31)N=-503.Uc=0.14Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-422.Mx=-119.My=-1.Asxt=639.(33)N=-407.Mx=-43.My=-82.Asyt=639.(35)N=-422.Mx=-94.My=-1.Asxb=639.(32)N=-389.Mx=-7.My=-65.Asyb=639.(1)N=-568.Vx=2.Vy=20.Asvx=107.Asvx0=0.(1)N=-568.Vx=2.Vy=20.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=7(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(31)N=-436.Uc=0.12Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-368.Mx=-116.My=24.Asxt=639.(32)N=-319.Mx=-1.My=117.Asyt=639.(35)N=-368.Mx=-93.My=-8.Asxb=639.(32)N=-319.Mx=12.My=-90.Asyb=639.(1)N=-478.Vx=-21.Vy=14.Asvx=107.Asvx0=0.(1)N=-478.Vx=-21.Vy=14.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=8(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(30)N=-479.Uc=0.13Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-365.Mx=-83.My=1.Asxt=639.(33)N=-365.Mx=-33.My=-73.Asyt=639.(1)N=-529.Mx=-8.My=-5.Asxb=639.(32)N=-395.Mx=7.My=-70.Asyb=639.(1)N=-529.Vx=-2.Vy=7.Asvx=107.Asvx0=0.(1)N=-529.Vx=-2.Vy=7.Asvy=107.Asvy0=0.----------------------------------------------------------------------------98 成都大学学士学位论文（设计）N-C=9(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(31)N=-422.Uc=0.12Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-360.Mx=-108.My=27.Asxt=639.(32)N=-268.Mx=3.My=62.Asyt=639.(35)N=-360.Mx=-87.My=-22.Asxb=639.(32)N=-268.Mx=13.My=-46.Asyb=639.(1)N=-427.Vx=-10.Vy=12.Asvx=107.Asvx0=0.(1)N=-427.Vx=-10.Vy=12.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=10(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(31)N=-230.Uc=0.06Rs=0.81(%)Rsv=0.48(%)Asc=201.0(31)N=-230.Mx=-153.My=-100.Asxt=692.(29)N=-219.Mx=-104.My=-156.Asyt=720.(31)N=-230.Mx=-92.My=50.Asxb=639.(29)N=-219.Mx=-56.My=87.Asyb=639.(1)N=-244.Vx=50.Vy=36.Asvx=107.Asvx0=0.(1)N=-244.Vx=50.Vy=36.Asvy=107.Asvy0=0.N-B=1(I=359,J=364)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-70.-41.-17.0.0.0.-1.-17.-39.LoadCase(29)(29)(33)(0)(0)(0)(34)(34)(30)TopAst552.451.451.0.0.0.451.451.552.%Steel0.260.210.210.000.000.000.210.210.26+M(kNm)35.39.45.46.38.37.45.41.39.LoadCase(32)(28)(28)(28)(1)(1)(31)(31)(31)BtmAst552.451.451.451.451.451.451.451.552.%Steel0.260.210.210.210.210.210.210.210.26Shear70.63.54.42.29.-31.-43.-52.-59.LoadCase(29)(29)(29)(29)(29)(28)(28)(28)(28)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=0.3/52.Astt=0.Astv=53.2Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=53.2---------------------------------------------------------------------------N-B=2(I=364,J=369)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J-98 成都大学学士学位论文（设计）-M(kNm)-62.-45.-31.-22.-18.-37.-63.-94.-131.LoadCase(33)(33)(33)(33)(9)(8)(8)(1)(1)TopAst552.451.451.451.451.451.451.491.690.%Steel0.260.210.210.210.210.210.210.250.35+M(kNm)72.59.46.29.20.18.14.8.0.LoadCase(28)(28)(28)(28)(0)(0)(0)(0)(0)BtmAst552.451.451.451.451.451.451.451.552.%Steel0.260.210.210.210.210.210.210.210.26Shear41.-34.-42.-53.-66.-80.-92.-100.-108.LoadCase(29)(28)(28)(28)(28)(28)(28)(28)(28)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=0.6/-89.Astt=0.Astv=53.2Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=53.2---------------------------------------------------------------------------N-B=3(I=369,J=373)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-172.-103.-62.-13.0.0.0.0.0.LoadCase(1)(1)(29)(33)(0)(0)(0)(0)(0)TopAst916.539.451.451.0.0.0.0.0.%Steel0.460.270.210.210.000.000.000.000.00+M(kNm)0.8.14.43.71.115.153.184.211.LoadCase(0)(0)(0)(28)(1)(1)(1)(1)(1)BtmAst552.451.451.451.451.604.808.986.1141.%Steel0.260.210.210.210.210.310.410.500.58Shear144.147.135.121.105.90.76.65.58.LoadCase(29)(1)(1)(1)(1)(1)(1)(29)(29)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=10.9/156.Astt=28.Astv=57.3Ast1=1.6非加密区箍筋面积(1.5H处)Asvm=57.3---------------------------------------------------------------------------N-B=4(I=373,J=377)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)0.0.0.0.0.-39.-80.-149.-223.LoadCase(0)(0)(0)(0)(0)(28)(1)(1)(1)TopAst0.0.0.0.0.451.451.789.1211.%Steel0.000.000.000.000.000.210.210.400.61+M(kNm)211.180.144.103.57.18.14.8.0.LoadCase(1)(1)(1)(9)(9)(0)(0)(0)(0)98 成都大学学士学位论文（设计）BtmAst1140.961.759.538.451.451.451.451.552.%Steel0.580.490.380.270.210.210.210.210.26Shear-70.-79.-90.-104.-120.-136.-150.-147.-156.LoadCase(28)(1)(1)(1)(1)(1)(1)(28)(28)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=10.5/-170.Astt=39.Astv=57.3Ast1=2.2非加密区箍筋面积(1.5H处)Asvm=57.3---------------------------------------------------------------------------N-B=5(I=377,J=381)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-220.-148.-80.-38.0.0.0.0.0.LoadCase(1)(1)(1)(29)(0)(0)(0)(0)(0)TopAst1192.782.451.451.0.0.0.0.0.%Steel0.600.400.210.210.000.000.000.000.00+M(kNm)0.8.14.18.50.96.135.169.199.LoadCase(0)(0)(0)(0)(8)(8)(8)(1)(1)BtmAst552.451.451.451.451.498.709.898.1067.%Steel0.260.210.210.210.210.250.360.460.54Shear151.142.145.131.115.99.85.74.65.LoadCase(29)(29)(1)(1)(1)(1)(1)(1)(1)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=10.6/166.Astt=34.Astv=57.3Ast1=1.9非加密区箍筋面积(1.5H处)Asvm=57.3---------------------------------------------------------------------------N-B=6(I=381,J=385)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)0.0.0.0.0.-35.-74.-141.-212.LoadCase(0)(0)(0)(0)(0)(28)(1)(1)(1)TopAst0.0.0.0.0.451.451.744.1146.%Steel0.000.000.000.000.000.210.210.380.58+M(kNm)199.170.137.100.56.18.14.8.0.LoadCase(1)(1)(9)(9)(9)(0)(0)(0)(0)BtmAst1067.905.724.520.451.451.451.451.552.%Steel0.540.460.370.260.210.210.210.210.26Shear-62.-71.-83.-97.-112.-128.-142.-154.-148.LoadCase(28)(1)(1)(1)(1)(1)(1)(1)(28)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.1898 成都大学学士学位论文（设计）Tmax/Shear(1)=10.6/-163.Astt=31.Astv=57.3Ast1=1.7非加密区箍筋面积(1.5H处)Asvm=57.3---------------------------------------------------------------------------N-B=7(I=385,J=389)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-212.-141.-74.-35.0.0.0.0.0.LoadCase(1)(1)(1)(29)(0)(0)(0)(0)(0)TopAst1147.745.451.451.0.0.0.0.0.%Steel0.580.380.210.210.000.000.000.000.00+M(kNm)0.8.14.18.56.100.137.170.199.LoadCase(0)(0)(0)(0)(8)(8)(8)(1)(1)BtmAst552.451.451.451.451.520.724.905.1067.%Steel0.260.210.210.210.210.260.370.460.54Shear148.154.142.128.112.97.83.71.62.LoadCase(29)(1)(1)(1)(1)(1)(1)(1)(29)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=10.6/163.Astt=31.Astv=57.3Ast1=1.7非加密区箍筋面积(1.5H处)Asvm=57.3---------------------------------------------------------------------------N-B=8(I=389,J=393)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)0.0.0.0.0.-38.-80.-148.-220.LoadCase(0)(0)(0)(0)(0)(28)(1)(1)(1)TopAst0.0.0.0.0.451.451.781.1191.%Steel0.000.000.000.000.000.210.210.400.60+M(kNm)199.169.135.96.50.18.14.8.0.LoadCase(1)(1)(9)(9)(9)(0)(0)(0)(0)BtmAst1067.898.709.498.451.451.451.451.552.%Steel0.540.460.360.250.210.210.210.210.26Shear-65.-74.-85.-99.-115.-131.-145.-142.-150.LoadCase(1)(1)(1)(1)(1)(1)(1)(28)(28)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=10.6/-166.Astt=34.Astv=57.3Ast1=1.9非加密区箍筋面积(1.5H处)Asvm=57.3---------------------------------------------------------------------------N-B=9(I=393,J=397)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁98 成都大学学士学位论文（设计）-I--1--2--3--4--5--6--7--J--M(kNm)-224.-149.-80.-40.0.0.0.0.0.LoadCase(1)(1)(1)(29)(0)(0)(0)(0)(0)TopAst1212.790.451.451.0.0.0.0.0.%Steel0.610.400.210.210.000.000.000.000.00+M(kNm)0.8.14.18.57.103.144.180.212.LoadCase(0)(0)(0)(0)(8)(8)(1)(1)(1)BtmAst552.451.451.451.451.538.759.962.1142.%Steel0.260.210.210.210.210.270.380.490.58Shear157.147.150.136.120.104.91.79.71.LoadCase(29)(29)(1)(1)(1)(1)(1)(1)(29)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=10.5/171.Astt=39.Astv=57.3Ast1=2.2非加密区箍筋面积(1.5H处)Asvm=57.3---------------------------------------------------------------------------N-B=10(I=397,J=401)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)0.0.0.0.0.-12.-61.-103.-171.LoadCase(0)(0)(0)(0)(0)(32)(28)(1)(1)TopAst0.0.0.0.0.451.451.536.912.%Steel0.000.000.000.000.000.210.210.270.46+M(kNm)212.185.153.116.72.42.14.8.0.LoadCase(1)(1)(1)(1)(1)(29)(0)(0)(0)BtmAst1142.988.810.605.451.451.451.451.552.%Steel0.580.500.410.310.210.210.210.210.26Shear-58.-65.-76.-89.-105.-121.-135.-146.-144.LoadCase(28)(28)(1)(1)(1)(1)(1)(1)(28)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=10.9/-156.Astt=28.Astv=57.3Ast1=1.6非加密区箍筋面积(1.5H处)Asvm=57.3N-B=88(I=360,J=365)(1)B*H(mm)=200*400Lb=3.60Cover=30Nfb=5Rcb=30.0混凝土梁次梁-I--1--2--3--4--5--6--7--J--M(kNm)-9.-1.0.0.0.0.0.0.-8.LoadCase(9)(33)(0)(0)(0)(0)(0)(34)(1)TopAst172.172.0.0.0.0.0.172.172.%Steel0.210.210.000.000.000.000.000.210.21+M(kNm)0.3.8.13.15.13.9.3.0.LoadCase(0)(0)(1)(1)(1)(1)(1)(0)(0)98 成都大学学士学位论文（设计）BtmAst172.172.172.172.172.172.172.172.172.%Steel0.210.210.210.210.210.210.210.210.21Shear21.19.14.8.1.-7.-14.-18.-21.LoadCase(1)(1)(1)(1)(29)(1)(1)(1)(1)Asv19.19.19.19.19.19.19.19.19.Rsv0.090.090.090.090.090.090.090.090.09Tmax/Shear(1)=0.0/21.Astt=0.Astv=18.9Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=18.9---------------------------------------------------------------------------N-B=89(I=406,J=411)(1)B*H(mm)=200*400Lb=3.60Cover=30Nfb=5Rcb=30.0混凝土梁次梁-I--1--2--3--4--5--6--7--J--M(kNm)-6.0.0.0.0.0.0.-2.-10.LoadCase(10)(0)(0)(0)(0)(0)(0)(29)(1)TopAst172.0.0.0.0.0.0.172.172.%Steel0.210.000.000.000.000.000.000.210.21+M(kNm)0.3.10.14.15.13.8.3.0.LoadCase(0)(0)(1)(1)(1)(1)(1)(0)(0)BtmAst172.172.172.172.172.172.172.172.172.%Steel0.210.210.210.210.210.210.210.210.21Shear20.17.13.6.-2.-8.-15.-20.-22.LoadCase(1)(1)(1)(1)(29)(1)(1)(1)(1)Asv19.19.19.19.19.19.19.19.19.Rsv0.090.090.090.090.090.090.090.090.09Tmax/Shear(1)=0.1/-22.Astt=0.Astv=18.9Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=18.9------------------------------------------------|第6层配筋、验算柱墙活荷载折减系数1.00|------------------------------------------------==============================================================================|柱配筋和验算输出|==============================================================================N-C=1(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(31)N=-192.Uc=0.05Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-164.Mx=-47.My=-20.Asxt=639.(32)N=-125.Mx=-13.My=-25.Asyt=639.(34)N=-122.Mx=-32.My=-5.Asxb=639.(1)N=-196.Mx=-17.My=9.Asyb=639.(1)N=-196.Vx=7.Vy=14.Asvx=107.Asvx0=0.(1)N=-196.Vx=7.Vy=14.Asvy=107.Asvy0=0.98 成都大学学士学位论文（设计）----------------------------------------------------------------------------N-C=2(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(29)N=-195.Uc=0.05Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-150.Mx=-42.My=-4.Asxt=639.(32)N=-139.Mx=-9.My=24.Asyt=639.(35)N=-150.Mx=-29.My=1.Asxb=639.(1)N=-206.Mx=-10.My=-3.Asyb=639.(1)N=-206.Vx=-3.Vy=10.Asvx=107.Asvx0=0.(1)N=-206.Vx=-3.Vy=10.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=3(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(28)N=-191.Uc=0.05Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-147.Mx=-40.My=4.Asxt=639.(1)N=-201.Mx=-22.My=-6.Asyt=639.(35)N=-147.Mx=-26.My=-1.Asxb=639.(33)N=-136.Mx=-13.My=23.Asyb=639.(1)N=-201.Vx=3.Vy=10.Asvx=107.Asvx0=0.(1)N=-201.Vx=3.Vy=10.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=4(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(31)N=-193.Uc=0.05Rs=0.70(%)Rsv=0.48(%)Asc=201.0(35)N=-165.Mx=-49.My=19.Asxt=639.(1)N=-196.Mx=-31.My=13.Asyt=639.(35)N=-165.Mx=-34.My=-15.Asxb=639.(1)N=-196.Mx=-18.My=-8.Asyb=639.(1)N=-196.Vx=-7.Vy=15.Asvx=107.Asvx0=0.(1)N=-196.Vx=-7.Vy=15.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=5(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(29)N=-80.Uc=0.02Rs=0.70(%)Rsv=0.48(%)Asc=201.0(34)N=-66.Mx=-22.My=-25.Asxt=639.(9)N=-66.Mx=-5.My=-38.Asyt=639.(34)N=-66.Mx=-22.My=14.Asxb=639.(9)N=-66.Mx=-4.My=29.Asyb=639.(1)N=-75.Vx=20.Vy=4.Asvx=107.Asvx0=0.(1)N=-75.Vx=20.Vy=4.Asvy=107.Asvy0=0.98 成都大学学士学位论文（设计）----------------------------------------------------------------------------N-C=6(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(29)N=-136.Uc=0.04Rs=0.70(%)Rsv=0.48(%)Asc=201.0(30)N=-133.Mx=68.My=-10.Asxt=639.(33)N=-113.Mx=22.My=-23.Asyt=639.(34)N=-112.Mx=25.My=4.Asxb=639.(1)N=-140.Mx=15.My=5.Asyb=639.(1)N=-140.Vx=5.Vy=-18.Asvx=107.Asvx0=0.(1)N=-140.Vx=5.Vy=-18.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=7(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(31)N=-92.Uc=0.03Rs=0.70(%)Rsv=0.48(%)Asc=201.0(31)N=-91.Mx=-53.My=-25.Asxt=639.(29)N=-88.Mx=-34.My=-48.Asyt=639.(31)N=-91.Mx=-37.My=11.Asxb=639.(33)N=-74.Mx=-19.My=30.Asyb=639.(1)N=-95.Vx=13.Vy=16.Asvx=107.Asvx0=0.(1)N=-95.Vx=13.Vy=16.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=8(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(29)N=-92.Uc=0.03Rs=0.70(%)Rsv=0.48(%)Asc=201.0(30)N=-90.Mx=48.My=-27.Asxt=639.(29)N=-90.Mx=14.My=-48.Asyt=639.(34)N=-76.Mx=33.My=11.Asxb=639.(33)N=-76.Mx=2.My=31.Asyb=639.(1)N=-93.Vx=12.Vy=-12.Asvx=107.Asvx0=0.(1)N=-93.Vx=12.Vy=-12.Asvy=107.Asvy0=0.----------------------------------------------------------------------------N-C=9(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(31)N=-129.Uc=0.04Rs=0.70(%)Rsv=0.48(%)Asc=201.0(31)N=-129.Mx=-53.My=5.Asxt=639.(32)N=-103.Mx=-26.My=35.Asyt=639.(35)N=-108.Mx=-33.My=-2.Asxb=639.(33)N=-95.Mx=-12.My=24.Asyb=639.(1)N=-137.Vx=-1.Vy=17.Asvx=107.Asvx0=0.(1)N=-137.Vx=-1.Vy=17.Asvy=107.Asvy0=0.98 成都大学学士学位论文（设计）----------------------------------------------------------------------------N-C=10(1)B*H(mm)=500*500Cover=30(mm)Cx=1.25Cy=1.25Lc=3.30(m)Nfc=3Rcc=30.0混凝土柱(30)N=-127.Uc=0.04Rs=0.70(%)Rsv=0.48(%)Asc=201.0(30)N=-127.Mx=49.My=2.Asxt=639.(32)N=-102.Mx=17.My=35.Asyt=639.(34)N=-107.Mx=33.My=0.Asxb=639.(33)N=-95.Mx=14.My=28.Asyb=639.(1)N=-136.Vx=-1.Vy=-13.Asvx=107.Asvx0=0.(1)N=-136.Vx=-1.Vy=-13.Asvy=107.Asvy0=0.N-B=1(I=415,J=418)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-24.-12.-4.0.0.-1.-7.-15.-27.LoadCase(28)(32)(32)(0)(0)(32)(32)(32)(29)TopAst552.451.451.0.0.451.451.451.552.%Steel0.260.210.210.000.000.210.210.210.26+M(kNm)14.23.32.38.40.38.33.24.14.LoadCase(33)(29)(29)(29)(29)(29)(29)(29)(32)BtmAst552.451.451.451.451.451.451.451.552.%Steel0.260.210.210.210.210.210.210.210.26Shear39.34.28.20.-11.-21.-29.-35.-40.LoadCase(28)(28)(28)(28)(29)(29)(29)(29)(29)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=0.4/-33.Astt=0.Astv=53.2Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=53.2---------------------------------------------------------------------------N-B=2(I=439,J=442)(1)B*H(mm)=300*700Lb=3.60Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-28.-12.0.0.0.0.0.-8.-24.LoadCase(28)(32)(0)(0)(0)(0)(0)(33)(29)TopAst552.451.0.0.0.0.0.451.552.%Steel0.260.210.000.000.000.000.000.210.26+M(kNm)14.20.25.24.26.24.18.20.14.LoadCase(33)(29)(29)(1)(1)(1)(1)(28)(32)BtmAst552.451.451.451.451.451.451.451.552.%Steel0.260.210.210.210.210.210.210.210.26Shear40.35.29.21.11.-19.-28.-34.-39.LoadCase(28)(28)(28)(28)(28)(29)(29)(29)(29)98 成都大学学士学位论文（设计）Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=0.5/33.Astt=0.Astv=53.2Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=53.2---------------------------------------------------------------------------N-B=3(I=414,J=415)(1)B*H(mm)=300*800Lb=2.40Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-29.-23.-17.-19.-22.-29.-38.-48.-60.LoadCase(30)(30)(15)(15)(1)(1)(1)(1)(1)TopAst630.516.516.516.516.516.516.516.630.%Steel0.260.210.210.210.210.210.210.210.26+M(kNm)5.2.4.5.5.5.4.2.0.LoadCase(35)(0)(0)(0)(0)(0)(0)(0)(0)BtmAst630.516.516.516.516.516.516.516.630.%Steel0.260.210.210.210.210.210.210.210.26Shear15.-14.-19.-24.-29.-35.-40.-44.-50.LoadCase(29)(28)(28)(28)(28)(28)(28)(28)(28)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=1.9/-44.Astt=0.Astv=53.2Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=53.2---------------------------------------------------------------------------N-B=4(I=415,J=416)(1)B*H(mm)=300*800Lb=7.20Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-88.-44.0.0.0.0.0.-6.-65.LoadCase(1)(31)(0)(0)(0)(0)(0)(34)(30)TopAst630.516.0.0.0.0.0.516.630.%Steel0.260.210.000.000.000.000.000.210.26+M(kNm)0.25.60.80.96.92.67.40.2.LoadCase(0)(0)(30)(1)(1)(1)(1)(31)(35)BtmAst630.516.516.516.516.516.516.516.630.%Steel0.260.210.210.210.210.210.210.210.26Shear89.74.56.36.16.-23.-44.-62.-76.LoadCase(1)(31)(31)(31)(31)(30)(30)(30)(30)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=0.1/89.Astt=0.Astv=53.2Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=53.2---------------------------------------------------------------------------N-B=5(I=420,J=421)(1)B*H(mm)=300*80098 成都大学学士学位论文（设计）Lb=7.20Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-46.-17.0.0.0.0.0.-15.-42.LoadCase(31)(35)(0)(0)(0)(0)(0)(34)(30)TopAst630.516.0.0.0.0.0.516.630.%Steel0.260.210.000.000.000.000.000.210.26+M(kNm)10.22.32.33.37.34.34.25.13.LoadCase(34)(30)(30)(1)(1)(1)(31)(31)(35)BtmAst630.516.516.516.516.516.516.516.630.%Steel0.260.210.210.210.210.210.210.210.26Shear37.29.22.15.8.-14.-21.-28.-35.LoadCase(31)(31)(31)(31)(31)(30)(30)(30)(30)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=0.0/32.Astt=0.Astv=53.2Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=53.2---------------------------------------------------------------------------N-B=6(I=424,J=425)(1)B*H(mm)=300*800Lb=7.20Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-42.-14.0.0.0.0.0.-13.-40.LoadCase(31)(35)(0)(0)(0)(0)(0)(34)(30)TopAst630.516.0.0.0.0.0.516.630.%Steel0.260.210.000.000.000.000.000.210.26+M(kNm)9.22.32.34.38.34.33.23.10.LoadCase(34)(30)(30)(1)(1)(1)(31)(31)(35)BtmAst630.516.516.516.516.516.516.516.630.%Steel0.260.210.210.210.210.210.210.210.26Shear36.28.21.14.7.-13.-20.-27.-35.LoadCase(31)(31)(31)(31)(31)(30)(30)(30)(30)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=0.0/32.Astt=0.Astv=53.2Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=53.2---------------------------------------------------------------------------N-B=7(I=428,J=429)(1)B*H(mm)=300*800Lb=7.20Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-41.-14.0.0.0.0.0.-12.-39.LoadCase(31)(35)(0)(0)(0)(0)(0)(34)(30)TopAst630.516.0.0.0.0.0.516.630.98 成都大学学士学位论文（设计）%Steel0.260.210.000.000.000.000.000.210.26+M(kNm)8.22.32.34.38.34.33.23.9.LoadCase(34)(30)(30)(1)(1)(1)(31)(31)(35)BtmAst630.516.516.516.516.516.516.516.630.%Steel0.260.210.210.210.210.210.210.210.26Shear35.28.21.14.7.-13.-20.-27.-35.LoadCase(31)(31)(31)(31)(31)(30)(30)(30)(30)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=0.0/32.Astt=0.Astv=53.2Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=53.2---------------------------------------------------------------------------N-B=8(I=432,J=433)(1)B*H(mm)=300*800Lb=7.20Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-43.-15.0.0.0.0.0.-14.-41.LoadCase(31)(35)(0)(0)(0)(0)(0)(34)(30)TopAst630.516.0.0.0.0.0.516.630.%Steel0.260.210.000.000.000.000.000.210.26+M(kNm)9.23.32.34.38.34.33.24.11.LoadCase(34)(30)(30)(1)(1)(1)(31)(31)(35)BtmAst630.516.516.516.516.516.516.516.630.%Steel0.260.210.210.210.210.210.210.210.26Shear36.28.21.14.7.-14.-20.-27.-35.LoadCase(31)(31)(31)(31)(31)(30)(30)(30)(30)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=0.1/32.Astt=0.Astv=53.2Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=53.2---------------------------------------------------------------------------N-B=9(I=436,J=437)(1)B*H(mm)=300*800Lb=7.20Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-47.-18.0.0.0.0.0.-16.-43.LoadCase(31)(35)(0)(0)(0)(0)(0)(34)(30)TopAst630.516.0.0.0.0.0.516.630.%Steel0.260.210.000.000.000.000.000.210.26+M(kNm)10.23.32.33.37.34.35.26.14.LoadCase(34)(30)(30)(1)(1)(1)(31)(31)(35)BtmAst630.516.516.516.516.516.516.516.630.%Steel0.260.210.210.210.210.210.210.210.26Shear37.29.22.15.8.-14.-21.-28.-36.98 成都大学学士学位论文（设计）LoadCase(31)(31)(31)(31)(31)(30)(30)(30)(30)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=0.0/32.Astt=0.Astv=53.2Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=53.2---------------------------------------------------------------------------N-B=10(I=441,J=442)(1)B*H(mm)=300*800Lb=2.40Cover=30Nfb=3Rcb=30.0混凝土梁-I--1--2--3--4--5--6--7--J--M(kNm)-30.-25.-18.-19.-23.-29.-38.-48.-60.LoadCase(30)(30)(15)(15)(1)(1)(1)(1)(1)TopAst630.516.516.516.516.516.516.516.630.%Steel0.260.210.210.210.210.210.210.210.26+M(kNm)6.2.4.5.5.5.4.2.0.LoadCase(35)(0)(0)(0)(0)(0)(0)(0)(0)BtmAst630.516.516.516.516.516.516.516.630.%Steel0.260.210.210.210.210.210.210.210.26Shear16.-14.-19.-24.-29.-35.-40.-45.-50.LoadCase(31)(30)(30)(30)(30)(30)(30)(30)(30)Asv53.53.53.53.53.53.53.53.53.Rsv0.180.180.180.180.180.180.180.180.18Tmax/Shear(1)=1.9/-44.Astt=0.Astv=53.2Ast1=0.0---------------------------------------------------------------------------N-B=38(I=430,J=431)(1)B*H(mm)=200*600Lb=7.20Cover=30Nfb=5Rcb=30.0混凝土梁次梁-I--1--2--3--4--5--6--7--J--M(kNm)-8.0.0.0.0.0.0.0.-7.LoadCase(1)(0)(0)(0)(0)(0)(0)(0)(1)TopAst258.0.0.0.0.0.0.0.258.%Steel0.210.000.000.000.000.000.000.000.21+M(kNm)0.5.14.19.21.19.14.5.0.LoadCase(0)(1)(1)(1)(1)(1)(1)(1)(0)BtmAst258.258.258.258.258.258.258.258.258.%Steel0.210.210.210.210.210.210.210.210.21Shear16.12.8.4.1.-4.-8.-12.-16.LoadCase(1)(1)(1)(31)(31)(30)(1)(1)(1)Asv16.16.16.16.16.16.16.16.16.Rsv0.080.080.080.080.080.080.080.080.08Tmax/Shear(1)=0.0/16.Astt=0.Astv=16.2Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=16.2---------------------------------------------------------------------------N-B=39(I=434,J=435)(1)B*H(mm)=200*60098 成都大学学士学位论文（设计）Lb=7.20Cover=30Nfb=5Rcb=30.0混凝土梁次梁-I--1--2--3--4--5--6--7--J--M(kNm)-8.0.0.0.0.0.0.0.-7.LoadCase(1)(0)(0)(0)(0)(0)(0)(0)(1)TopAst258.0.0.0.0.0.0.0.258.%Steel0.210.000.000.000.000.000.000.000.21+M(kNm)0.5.14.19.21.19.14.5.0.LoadCase(0)(1)(1)(1)(1)(1)(1)(1)(0)BtmAst258.258.258.258.258.258.258.258.258.%Steel0.210.210.210.210.210.210.210.210.21Shear16.12.8.4.1.-4.-8.-12.-16.LoadCase(1)(1)(1)(31)(31)(30)(1)(1)(1)Asv16.16.16.16.16.16.16.16.16.Rsv0.080.080.080.080.080.080.080.080.08Tmax/Shear(1)=0.0/16.Astt=0.Astv=16.2Ast1=0.0非加密区箍筋面积(1.5H处)Asvm=16.23.14.7超筋超限信息（WGCPJ.OUT）------------------------------------------------|第6层配筋、验算柱墙活荷载折减系数1.00|------------------------------------------------------------------------------------------------|第5层配筋、验算柱墙活荷载折减系数1.00|------------------------------------------------------------------------------------------------|第4层配筋、验算柱墙活荷载折减系数1.00|------------------------------------------------------------------------------------------------|第3层配筋、验算柱墙活荷载折减系数1.00|------------------------------------------------------------------------------------------------|第2层配筋、验算柱墙活荷载折减系数1.00|------------------------------------------------------------------------------------------------|第1层配筋、验算柱墙活荷载折减系数1.00|------------------------------------------------3.14.8楼层地震作用调整信息（WV02Q.OUT）98 成都大学学士学位论文（设计）**********************************************************************框架柱地震倾覆弯矩百分比**********************************************************************柱倾覆弯矩墙倾覆弯矩柱倾覆弯矩百分比6层X向地震:611.30.0100.00%6层Y向地震:630.70.0100.00%5层X向地震:3382.10.0100.00%5层Y向地震:3562.90.0100.00%4层X向地震:8489.20.0100.00%4层Y向地震:8960.10.0100.00%3层X向地震:15419.10.0100.00%3层Y向地震:16272.30.0100.00%2层X向地震:23682.30.0100.00%2层Y向地震:24985.60.0100.00%1层X向地震:32666.50.0100.00%1层Y向地震:34452.80.0100.00%**********************************************************************框架柱地震剪力百分比**********************************************************************层号塔号柱剪力墙剪力柱剪力百分比11X2710.50.0100.00%Y2804.90.0100.00%21X2491.80.0100.00%Y2579.10.0100.00%31X2089.00.0100.00%Y2164.30.0100.00%41X1538.60.0100.00%Y1597.40.0100.00%51X832.70.0100.00%Y866.00.0100.00%61X177.30.0100.00%Y182.50.0100.00%**********************************************************************0.2Q0调整系数**********************************************************************0.2Qox=542.101.5Vxmax=4065.7398 成都大学学士学位论文（设计）0.2Qoy=560.981.5Vymax=4207.36FloorCoef_xCoef_yVcxVcy11.0001.0002710.4862804.90621.0001.0002491.8442579.06231.0001.0002089.0362164.28941.0001.0001538.6431597.41151.0001.000832.695866.02161.0001.000177.304182.4933.14.9各层配筋构件编号简图（见附图）3.14.10混凝土构件配筋及钢构件验算简图（见附图）3.14.11梁弹性挠度、柱轴压比、墙边缘构件简图（见附图）3.14.12各荷载工况下构件标准内力简图（见附图）3.14.13梁设计内力包络图（见附图）3.14.14梁设计配筋包络图（见附图）4.结论98 成都大学学士学位论文（设计）2011年3月，我开始了我的毕业论文工作，时至今日，论文基本完成。从最初的茫然，到慢慢的进入状态，再到对思路逐渐的清晰，整个写作过程难以用语言来表达。历经了几个月的奋战，紧张而又充实的毕业设计终于落下了帷幕。回想这段日子的经历和感受，我感慨万千，在这次毕业设计的过程中，我拥有了无数难忘的回忆和收获。　　3月初，在与导师的交流讨论中我的题目定了下来，是高校学生公寓设计。当选题报告，开题报告定下来的时候，我当时便立刻着手资料的收集工作中，当时面对浩瀚的书海真是有些茫然，不知如何下手。我将这一困难告诉了导师，在导师细心的指导下，终于使我对自己现在的工作方向和方法有了掌握。　　在搜集资料的过程中，我认真准备了一个笔记本。我在学校图书馆，大工图书馆搜集资料，还在网上查找各类相关资料，将这些宝贵的资料全部记在笔记本上，尽量使我的资料完整、精确、数量多，这有利于论文的撰写。然后我将收集到的资料仔细整理分类，及时拿给导师进行沟通。　　4月初，资料已经查找完毕了，我开始着手论文的写作。在写作过程中遇到困难我就及时和导师联系，并和同学互相交流，请教专业课老师。在大家的帮助下，困难一个一个解决掉，论文也慢慢成型。　　4月底，论文的文字叙述已经完成。5月开始进行相关图形的绘制设计工作。为了画出自己满意的图，我仔细学习了绘图技术。　　当我终于完成了所有打字、绘图、排版、校对的任务后整个人都很累，但同时看着电脑荧屏上的毕业设计稿件我的心里是甜的，我觉得这一切都值了。这次毕业论文的制作过程是我的一次再学习，再提高的过程。在论文中我充分地运用了大学期间所学到的知识。　　我不会忘记这难忘的几个月的时间。毕业论文的制作给了我难忘的回忆。在我徜徉书海查找资料的日子里，面对无数书本的罗列，最难忘的是每次找到资料时的激动和兴奋；亲手设计图的时间里，记忆最深的是每一步小小思路实现时那幸福的心情；为了论文我曾赶稿到深夜，但看着亲手打出的一字一句，心里满满的只有喜悦毫无疲惫。这段旅程看似荆棘密布，实则蕴藏着无尽的宝藏。在今后的日子里，我仍然要不断地充实自己，争取在所学领域有所作为。　　脚踏实地，认真严谨，实事求是的学习态度，不怕困难、坚持不懈、吃苦耐劳的精神是我在这次设计中最大的收益。我想这是一次意志的磨练，是对我实际能力的一次提升，也会对我未来的学习和工作有很大的帮助。　　在这次毕业设计中也使我们的同学关系更进一步了，同学之间互相帮助，有什么不懂的大家在一起商量，听听不同的看法对我们更好的理解知识，所以在这里非常感谢帮助我的同学。　在此更要感谢我的导师和专业老师，是你们的细心指导和关怀，使我能够顺利的完成毕业论文。在我的学业和论文的研究工作中无不倾注着老师们辛勤的汗水和心血。老师的严谨治学态度、渊博的知识、无私的奉献精神使我深受启迪。从尊敬的导师身上，我不仅学到了扎实、宽广的专业知识，也学到了做人的道理。在此我要向我的导师致以最衷心的感谢和深深的敬意。98 成都大学学士学位论文（设计）5.致谢经过半年的忙碌和工作，本次毕业设计已经接近尾声，作为一个本科生的毕业设计，由于经验的匮乏，难免有许多考虑不周全的地方，如果没有导师的督促指导，以及一起工作的同学们的支持，想要完成这个设计是难以想象的。在这里首先要感谢作者的导师明老师。明老师平日里工作繁多，但在作者做毕业设计的每个阶段，从查阅资料到设计草案的确定和修改，中期检查，后期详细设计，装配草图等整个过程中都给予了作者悉心的指导。作者的设计较为复杂烦琐，但是明老师仍然细心地纠正图纸中的错误。除了敬佩明老师的专业水平外，他的治学严谨和科学研究的精神也是作者永远学习的榜样，并将积极影响作者今后的学习和工作。其次要感谢作者的同学对作者无私的帮助，特别是在软件的使用方面，正因为如此作者才能顺利的完成设计，作者要感谢我的母校——成都大学，是母校给我们提供了优良的学习环境；另外，作者还要感谢那些曾给作者授过课的每一位老师，是你们教会作者专业知识。在此，作者再说一次谢谢！谢谢大家！6.参考文献98 成都大学学士学位论文（设计）1、《混凝土结构原理》，朱彦鹏主编，重庆大学出版社出版，国家“十一五”规划教材，  2002，2004，2009年2、《混凝土结构原理》，朱彦鹏参编，高等教育出版社出版，国家“十一五”规划教材，2003，2005，2007年。3、《钢筋混凝土与砌体结构》，朱彦鹏主编，王文达，王龙参编，甘肃科技出版社，2000年。4、《混凝土结构设计》，朱彦鹏主编，同济大学出版社出版，2004年。5、《混凝结构设计学习指导书》，朱彦鹏主编，重庆大学出版社出版，2005年。6、《混凝土结构设计》，李亚娥副主编，2006年，科学出版社。7、《砌体结构》，李亚娥主编，2006年，人民交通出版社。8、《混凝土结构》（上册）－混凝土结构设计原理，东南大学程文瀼，同济大学，天津大学合编，清华大学主审，中国建筑工业出版社，2002年第一版9、钢筋混凝土原理和分析，过镇海时旭东，清华大学出版社，2003年12月第一版10、混凝土及砌体结构，程文瀼，武汉大学出版社2005年5月第二版11、混凝土及砌体结构，王振东，中国建筑工业出版社，2005年1月第一版12、混凝土及砌体结构，王祖华，华南理工大学出版社，2005年6月第二版13、《建筑结构荷载规范》（GB50009-2001）；14、《建筑抗震设计规范》（GB50011-2001）；15、《混凝土结构设计规范》（GB50010-2002）；16、《高层建筑混凝土结构技术规程》（JGJ3---2002）；17、《设计桩基规范》（JGJ94—94）；18、《建筑结构设计术语和符号标准》（GB/T50083—97）；19、《建筑地基处理技术规范》，（JGJ79—91）20、章天恩编著，《实用建筑结构设计手册》，机械工业出版社，1995年.21、龚思礼主编，《建筑抗震设计手册》，中国建筑工业出版社，1994年。22、《建筑结构构造资料集编委会》编，《建筑结构构造资料集》中国建筑工业出版社，1990年。23、方鄂华、钱稼茹、叶列平编著《轻高层建筑结构设计》，中国建筑工业出版社，2003年。24、《建筑物抗震构造详图》，（97G329（一）～（九））中国建筑标准设计研究所出版，1998年。25、《混凝土结构施工图平面整体表示方法制图规则和构造详图》（03G101---1）26、《混凝土结构设计原理》 高等教育出版社 刘文锋主编 2004年27、《混凝土结构设计原理》 高等教育出版社 沈蒲生主编 2002年 28、《混凝土结构设计原理》 同济大学出版社 赵顺波主编 2004年 29、《混凝土结构基本构件设计原理》 中国建材工业出版社 王铁成主编 2001年30、《混凝土结构设计基本原理》 中国铁道出版社 袁锦根、余志武主编 2003年31、《混凝土及砌体结构》 中国建筑工业出版社 藤智明、罗福午主编 2004年7.附录98 成都大学学士学位论文（设计）主要符号表`S`荷载效应组合设计值；`R`结构构件抗力的设计值；`S_A`顺风向风荷载效应；`S_C`横风向风荷载效应；`T`结构自振周期；`H`结构顶部高度；`B`结构迎风面宽度；`S_K`雪荷载标准值；`S_0`基本雪压；`Ω_K`风荷载标准值；`Ω_0`基本风压；`Υ_(CR)`横风向共振的临界风速；`Α`坡度角；`Β_Z`高度Z处的风振系数；`Β_G`阵风系数；`Γ_0`结构重要性系数；`Γ_G`永久荷载的分项系数；`Γ_Q`可变荷载的分项系数；`Ψ_C`可变荷载的组合值系数；`Ψ_F`可变荷载的频遇值系数；98 成都大学学士学位论文（设计）`Ψ_Q`可变荷载的准永久值系数；`Μ_R`屋面积雪分布系数；`Μ_Z`风压高度变化系数；`Μ_S`风荷载体型系数；`Η`风荷载地形地貌修正系数；`Ξ`风荷载脉动增大系数；`Ν`风荷载脉动影响系数；`Ζ`—结构阻尼比。98'