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首页 框架结构毕业设计计算书

框架结构毕业设计计算书.doc

框架结构毕业设计计算书

北溟愚鱼
2018-09-23 0人阅读 举报 0 0 暂无简介

简介:本文档为《框架结构毕业设计计算书doc》,可适用于高等教育领域

广州市新雅旅馆框架结构设计毕业论文(设计)题目:天河学院第九学生宿舍楼框架结构设计(英文):TheFrameDesignofTheTianHeHighSchoolDormitory系别:建筑工程系专业:土木工程姓名:吕亚洲学号:指导教师:徐朝阳日期:年月天河学院第九学生宿舍楼框架结构设计摘要由于框架结构的优点是建筑平面布置灵活易于满足设置大空间的要求立面处理也易于满足建筑艺术的要求与其他结构相比它是造价较低的一种结构体系。建筑物的外型由单一的矩形发展到了现在的L形、U形、弧形、原型等很多形状。建筑物的体型也由单一体型发展到了单元组合体型和复杂体型。因此多层工业、民用和公共建筑均采用了框架结构体系。在确定框架平面布置方式之后首先进行了层间荷载标准值的计算接着采用分层法计算得出竖向恒荷载和活荷载作用下的结构内力。其次对各种情况下的内力进行了组合选取最安全的结果进行框架梁、框架柱截面的配筋计算。然后对基础的结构进行了设计。最后利用PKPM和CAD软件绘制了框架结构的施工图。本设计主要分为两大部分:第一部分为建筑设计。建筑设计根据任务书的要求和综合考虑基地环境,使用功能结构施工材料设备。整体是框架结构设计图纸有:宿舍的平面图立面图剖面图。第二部分为结构设计。结构设计由柱设计梁设计板设计和基础设计等组成。对该建筑进行梁板柱构件的尺寸设计重力荷载作用下的计算水平荷载作用下的计算内力组合和配筋等等。关键词:框架结构建筑设计结构设计TheFrameStructureDesignofTheTianHeHighSchoolDormitoryABSTRACTBecauseoftheadvantagesofframestructureofthebuildinglayoutisflexible,easytosatisfytherequirementssetlargespace,facadeprocessingalsoeasytomeetdemand,theartofarchitecture,framestructureisalowcoststructurecomparedwithotherstructuresThefigurationofthebuildingchangesfromthesinglerectangulartoLshaped,Ushaped,arc,prototypesetc)eAs=As’选配钢筋BB实配钢筋(mm)B柱()选用HRB级钢筋()C混凝土对称配筋。按非抗震设计的内力组合属小偏心受压(MN):小偏心受压中应取轴力较大弯矩较大的值故比较后区取按抗震设计的内力组合均属小偏心受压(MN):(轴压比小于的偏心受压柱其承载力抗震调整系数为)按三级要求取地震组合设计值柱端弯矩乘以系数=调整后:配筋计算经比较B柱控制配筋的内力组合是:①(小)②(小)层B柱配筋计算见表。表层B柱配筋计算内力组合①②偏心距增大系数eAs=As’选配钢筋BB实配钢筋(mm)C柱()选用HRB级钢筋()C混凝土对称配筋。按非抗震设计的内力组合属小偏心受压(MN):小偏心受压中应取轴力较大弯矩较大的值故比较后区取按抗震设计的内力组合均属大偏心受压(MN):(轴压比小于的偏心受压柱其承载力抗震调整系数为)按三级要求取地震组合设计值柱端弯矩乘以系数=调整后:配筋计算经比较C柱控制配筋的内力组合是:①(小)②(大)层C柱配筋计算见表。表层C柱配筋计算内力组合①②偏心距增大系数eAs=As’选配钢筋BB实配钢筋(mm)层A柱()选用HRB级钢筋()C混凝土对称配筋。按非抗震设计的内力组合属大偏心受压(MN):大偏心受压中应取轴力较小弯矩较大的值故比较后区取按抗震设计的内力组合均属大偏心受压(MN):(轴压比小于的偏心受压柱其承载力抗震调整系数为)按三级要求取地震组合设计值柱端弯矩乘以系数=调整后:配筋计算经比较A柱控制配筋的内力组合是:①(大)②(大)层A柱配筋计算见表。表层A柱配筋计算内力组合①②偏心距增大系数eAs=As’选配钢筋BB实配钢筋(mm)B柱()选用HRB级钢筋()C混凝土对称配筋。按非抗震设计的内力组合属小偏心受压(MN):小偏心受压中应取轴力较大弯矩较大的值故比较后区取按抗震设计的内力组合均属小偏心受压(MN):(轴压比小于的偏心受压柱其承载力抗震调整系数为)按三级要求取地震组合设计值柱端弯矩乘以系数=调整后:配筋计算经比较B柱控制配筋的内力组合是:①(小)②(小)层B柱配筋计算见表。表层B柱配筋计算内力组合①②偏心距增大系数eAs=As’选配钢筋BB实配钢筋(mm)C柱()选用HRB级钢筋()C混凝土对称配筋。按非抗震设计的内力组合属小偏心受压(MN):小偏心受压中应取轴力较大弯矩较大的值故比较后区取按抗震设计的内力组合均属小偏心受压(MN):(轴压比小于的偏心受压柱其承载力抗震调整系数为)按三级要求取地震组合设计值柱端弯矩乘以系数=调整后:配筋计算经比较C柱控制配筋的内力组合是:①(小)②(大)层C柱配筋计算见表。表层C柱配筋计算内力组合①②偏心距增大系数eAs=As’选配钢筋BB实配钢筋(mm)注:小偏压的混凝土受压区高度与有效高度比钢筋面积为大偏压的混凝土受压区高度与有效高度比钢筋面积为当当最小配筋面积为由于采用最小配筋率配筋可能造成少筋危险故~层柱钢筋截面放大~层柱承受的力远大于~层故钢筋面积在一定范围内再做加大。框架柱斜截面受剪承载力计算层框架柱斜截面受剪承载力计算剪力设计值非抗震=kN=kN=kN抗震(地震控制)(地震控制)(地震控制)受剪截面尺寸限制A柱:取B柱:取C柱:取满足截面。箍筋计算A柱:B柱:C柱:所以层柱的箍筋为双肢箍加密区及钢筋搭接处双肢箍。层框架柱斜截面受剪承载力计算剪力设计值非抗震=kN=kN=kN抗震(地震控制)(非地震控制)(地震控制)受剪截面尺寸限制A柱:取B柱:取C柱:取箍筋计算A柱:B柱:C柱:所以层柱的箍筋为双肢箍加密区及钢筋搭接处双肢箍。层框架柱斜截面受剪承载力计算剪力设计值非抗震=kN=kN=kN抗震(地震控制)(地震控制)(地震控制)受剪截面尺寸限制A柱:取B柱:取C柱:取满足截面。箍筋计算A柱:B柱:C柱:所以层柱的箍筋为双肢箍加密区及钢筋搭接处双肢箍。层框架柱斜截面受剪承载力计算剪力设计值非抗震=kN=kN=kN抗震受剪截面尺寸限制A柱:取B柱:取C柱:取满足截面。箍筋计算A柱:B柱:C柱:所以层柱的箍筋为双肢箍加密区及钢筋搭接处双肢箍。层框架柱斜截面受剪承载力计算剪力设计值非抗震=kN=kN=kN抗震受剪截面尺寸限制A柱:B柱:取C柱:取满足截面。箍筋计算A柱:B柱:C柱:所以层柱的箍筋为双肢箍加密区及钢筋搭接处双肢箍。层框架柱斜截面受剪承载力计算剪力设计值非抗震=kN=kN=kN抗震受剪截面尺寸限制A柱:取B柱:取C柱:取满足截面。箍筋计算A柱:B柱:C柱:所以层柱的箍筋为双肢箍加密区及钢筋搭接处双肢箍。基础设计基础说明按照《地基基础设计规范》和《建筑抗震设计规范》的相关规定上部结构传给地基基础顶面的荷载只需按荷载效应的组合来分析。根据工程地质报告提供的资料场地为Ⅱ类在主要受力层范围内不存在软弱粘土层上部框架结构未超过层高度在以下故该房屋基础不进行抗震承载力验算。混凝土设计强度等级用基础底板设计采用和钢筋室内外高差为基础埋置深度以室外地平面算起所以埋深为上断面为基础部分柱断面保护层加大两边各增加故底下部分柱尺寸为地基承载力标准值按地质剖面土参数取。基础的配筋计算AB柱下基础的配筋计算采用C混凝土HRB级(Ⅱ级)钢筋。初步估算基底尺寸由于基底尺寸未知持力层土的承载力特征值先仅考虑深度修正由于持力层为密质粘土故取(加权土容重其中杂填土容重取粉质粘土取)A、B柱分别设为独立基础场地不够所以将两柱做成双柱联合基础。因为两柱荷载不对称所以取较大荷载计算基础埋深m设软卧验算:所以(对于淤泥质土基础宽度承载修正系数)满足要求。抗震验算:地基变形验算:按《建筑地基基础设计规范》规定本工程地基基础设计等级为丙级但因地基土层坡面(见土层分布图)即需验算地基变形。对框架地基变形特征值为沉降差其允许值(地基中有高压缩性土)。AB柱基础:AB柱中心点沉降差:设计算深度。表AB柱沉降计算设所以取所以基地净反力冲切验算(见图)要求所以满足要求。纵向内力计算弯矩和剪力计算结果见图。图冲切验算计算简图图弯矩和剪力的计算结果抗剪验算柱边剪力:EMBEDEquationDSMT满足要求。纵向配筋计算板底层配筋:选B板顶配筋:按构造配筋A横向配筋柱下等效梁宽:柱边弯矩:选B。CD柱下基础的配筋计算采用C混凝土HRB级(Ⅱ级)钢筋。初步估算基底尺寸由于基底尺寸未知持力层土的承载力特征值先仅考虑深度修正由于持力层为密质粘土故取(加权土容重其中杂填土容重取粉质粘土取)A、B柱分别设为独立基础场地不够所以将两柱做成双柱联合基础。因为两柱荷载不对称所以取较大荷载计算基础埋深m设抗震验算:地基变形验算:按《建筑地基基础设计规范》规定本工程地基基础设计等级为丙级但因地基土层坡面(见土层分布图)即需验算地基变形。对框架地基变形特征值为沉降差其允许值(地基中有高压缩性土)。CD柱基础:CD柱中心点沉降差:设计算深度。表CD柱沉降计算设所以取所以基础沉降差:(此处CD柱为联合基础应取柱的中点作为计算参考点)所以沉降满足要求。基础高度基地净反力冲切验算(见图)要求所以满足要求。纵向内力计算弯矩和剪力计算结果见图。图冲切验算计算简图图弯矩和剪力的计算结果抗剪验算柱边剪力:满足要求。纵向配筋计算板底层配筋:选B板顶配筋:按构造配筋A横向配筋柱下等效梁宽:柱边弯矩:选B。楼梯设计基本尺寸确定层高梯间采用平行双跑楼梯墙厚为踢步高井宽。图楼梯间尺寸确定踏步数:N=Hh==步每个梯段为个踏步取踏步尺寸梯段长L:梯段长B:平台宽D:D取D=mm验算进深l:验算净高度H:按现浇板楼梯设计采用C混凝土平台梁尺寸取取所以楼梯板计算确定板厚:取t=mm荷载计算取m板宽计算Cos=小瓷砖地面(包括水泥粗砂打底)踏步重斜板重斜板地面抹灰(厚)合计:设计值活荷载标准值:活荷载设计值:合计:楼梯板计算简图见图。图楼梯间板计算简图内力计算计算跨度:跨中弯矩:配筋计算受力筋选用(实配)分布筋选用(按构造选配)。平台板计算取m板宽计算恒荷载标准值小瓷砖地面(包括水泥粗砂打底)平台自重(厚)斜板地面抹灰(厚)活荷载标准值合计:楼梯间平台板计算简图见图图平台板计算简图内力计算计算跨度:跨中弯矩:配筋计算受力筋选用(实配)分布筋选用(按构造选配)平台梁计算荷载计算楼板传来平台板传来梁自重斜板地面抹灰(mm厚)活荷载标准值合计:楼梯间平台板计算简图见图图平台板计算简图内力计算计算跨度:跨中弯矩:剪力:配筋计算受力筋选用(实配)。箍筋计算配双肢箍箍筋选用(按构造选配)。参考文献王振东混凝土及砌体结构(上、中册)M中国建筑工业出版社出版周俐俐多层钢筋混凝土框架结构设计实例详解手算与PKPM应用M中国水利水电出版社王焕定祁皑结构力学M清华大学出版社于立君孙宝庆建筑工程施工组织M高等教育出版社蓝宗建朱万福混凝土结构与砌体结构设计东南大学出版社年月第二版陈仁朝钢筋混凝土框架结构设计问题初探J建筑技术与应用叶劲彤叶靖关于钢筋混凝土框架结构设计的几个问题探讨:建筑结构()徐建平严建烽多层及高层钢筋混凝土房屋抗震设计中国高新技术企业():李碧雄建筑结构设计M北京:中国电力出版社年月第二版苑辉等建筑抗震设计与计算实例人民交通出版社砌体结构设计规范(GBJ)建筑地基处理技术规范(GBJ)建筑地基基础设计规范(GB) Shuji Sakurai Bruce R Elling Shigeru Kushiyama Probabilistic study of the behavior of steel frames with partially restrained connections J Engineering Structures ,  ():~ Claudio Javier Zega, Angel Antonio Di Maio Recycled concrete made with different natural coarse aggregates exposed to high temperature J Construction and Building Materials, , :  ~致谢首先我要感谢我的导师徐朝阳老师她严谨细致、一丝不苟的工作作风对我的学习和设计影响很深。所以说如果本设计没有我的指导老师的亲切关怀和悉心的指导下是无法完成的。在这次设计中老师给我的帮助是无法言表的其次就是我的同学给予我的帮助和鼓励他们的指点和启发是我这次毕业设计能顺利进行的首要原因。此次设计前后经历了大约个多月是在我大学学习生涯中做的课题时间最长工程量最大的一次也是最后一次。这次我设计的课题是天河学院宿舍楼框架结构设计刚刚开始的时候觉得很难但是我的指导老师立马就知道我该如何着手慢慢的我就有些思路了最后终于确定了这次的毕业设计的初稿。中国有句古话叫做“磨刀不误砍材工”每当我在设计中遇到无法解决的问题时都先记录下来等老师有时空的时候就去办公室找指导老师帮我解决就是这样日积月累我的毕业设计才得以完成。在设计中老师一直不厌其烦的告诫我该注意什么地方该改正什么地方所以才不至于出现不可弥补的错误。除此之外老师还推荐了一本设计资料给我看老师这样的用心真在做到了“传道授业解惑”的作用我对她的尊敬也是无法用语言表达的。老师对工作肃的科学态度对我们严格的要求都对我以后的人生道路有着积极的影响。再一次的感谢我的指导老师徐朝阳。在论文完成之际老师的肯定和激励让我感到非常的兴奋我知道这次的设计包含了我太多的汗水和太多个通宵达旦。在这里请各位帮助我的老师、同学、朋友接受我最诚挚的谢意。附录附录A第六层柱内力组合杆件A柱B柱C柱截面位置上端下端层间下端层间上端下端层间下端层间下端层间上端下端层间荷载内力种类MNMNVMNMNVMNMNV①恒荷载②活荷载⑤左地震荷载⑥右地震荷载内力组合①②①x②①x②(①②)⑤(①②)⑥M值最大对应的NVN值最大对应的MVN值最小对应的MVV值最大对应的MN附录B第五层柱内力组合杆件A柱B柱B柱C柱截面位置上端下端下端层间上端下端层间上端下端层间荷载内力种类MNMNVMNMNVMNMNV①恒荷载②活荷载⑤左地震荷载⑥右地震荷载内力组合①②①x②①x②(①②)⑤(①②)⑥M绝对值最大对应的NVN值最大对应的MVN值最小对应的MVV值最大对应的MN附录C第四层柱内力组合杆件A柱B柱C柱截面位置上端下端层间上端下端层间上端下端层间荷载内力种类MNMNVMNMNVMNMNV①恒荷载②活荷载⑤左地震荷载⑥右地震荷载①②①x②①x②(①②)⑤(①②)⑥M值最大对应的NVN最大对应的MVN最小对应的MVV最大对应的MN附录D第三层柱内力组合杆件A柱B柱C柱截面位置上端下端层间上端下端层间上端下端层间荷载内力种类MNMNVMNMNVMNMNV①恒荷载②活荷载⑤左地震荷载⑥右地震荷载①②①x②①x②(①②)⑤(①②)⑥M绝对值最大对应的NVN值最大对应的MVN值最小对应的MVV值最大对应的MN附录E第二层柱内力组合杆件A柱B柱C柱截面位置上端下端层间上端下端层间上端下端层间荷载内力种类MNMNVMNMNVMNMNV①恒荷载②活荷载⑤左地震荷载⑥右地震荷载内力组合①②①x②①x②(①②)⑤(①②)⑥M值最大对应的NVN值最大对应的MVN值最小对应的MVV值最大对应的MN附录F第一层柱内力组合杆件A柱B柱C柱截面位置上端下端层间上端下端层间上端下端层间荷载内力种类MNMNVMNMNVMNMNV①恒荷载②活荷载⑤左地震荷载⑥右地震荷载内力组合①②①x②①x②(①②)⑤(①②)⑥M值最大对应的NVN值最大对应的MVN值最小对应的MVV值最大对应的MNunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunknownunk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