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四川大学本科生毕业设计 成都金凤集团综合办公楼设计
目 录
绪论·····························································4 1 设计资料····················································4 1.1工程名称····················································4 1.2工程概况····················································4 1.3建筑等级····················································4 1.4设计荷载····················································4 1.5抗震设防····················································4 1.6气象资料····················································4 1.7材料选用····················································5 2 结构布置与计算简图·············································5 2.1结构平面布置················································5 2.2构件截面初估················································5 2.3计算简图····················································6 2.4框架梁柱线刚度计算··········································7 3 恒载及其内力分析 ·············································8 3.1恒载标准值计算··············································8 3.2框架梁线荷载计算···········································11 3.3框架柱节点集中荷载计算·····································11 3.4恒荷载下框架固端弯矩·······································13 3.5节点分配系数计算···········································13 3.6恒载作用下框架的内力计算···································14
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四川大学本科生毕业设计 成都金凤集团综合办公楼设计
4 活载及其内力分析·············································20 4.1 活载标准值计算············································20 4.2活载作用下梁线荷载计算·····································20 4.3框架柱节点集中荷载计算·····································21 4.4活载下框架的固端弯矩·······································22 5 风载及其内力分析·············································23 5.1 风载标准值计算···········································27 5.2 侧移刚度及剪力分配系数计算·······························29 5.3风载作用下框架侧移计算·····································30 5.4风载下框架内力计算·········································31 6 水平地震荷载作用·············································35 6.1 重力荷载代表值计算······································35 6.2水平地震作用力的计算·······································36 6.3水平地震作用下框架的侧移验算·······························38 6.4水平地震作用下框架内力计算·································38 7 荷载内力组合················································42 7.1 梁内力组合···············································42 7.2 柱内力组合···············································48 8 框架梁、柱配筋··············································53 8.1 框架梁配筋···············································53 8.2 框架柱配筋···············································57 9 板的配筋····················································61
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四川大学本科生毕业设计 成都金凤集团综合办公楼设计
9.1 荷载标准值计算···········································61 9.2 板内力和配筋计算·········································61 10 楼梯设计····················································63 10.1 楼梯板设计计算··········································63 10.2 平台板设计··············································64 10.3 平台梁计算··············································65 11 基础设计····················································66 11.1确定基底尺寸··············································66 11.2条形基础设计··············································68 12 电算校核及分析··············································69 结语···························································118 参考文献·······················································118
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四川大学本科生毕业设计 成都金凤集团综合办公楼设计
绪论
土木工程是具有很强的实践性的学科，这次毕业设计也就是对我们四年的大学学习一个很好的实践锻炼的机会。虽然说，随着计算机的普及，各类程序的逐渐成熟，使得设计周期变得越来越短，计算也越来越简单，可电脑毕竟是一个程序，它只会按照编好的一步一步计算，而结果是否合理，经济，计算的模型是否符合真实的工程，这就需要人为的去调整，去复核，这样就要求必须知道计算中的任何一步是怎么得来的，了解掌握其原理和过程。故本次毕业设计不但要求掌握PKPM的计算建模的方法，还需要手算一榀框架，进一步掌握和巩固所学的专业知识。本次毕业设计的题目是成都金凤集团综合办公楼设计，结构设计部分主要是先进行结构的选型，柱网的布置，梁柱截面的估计，再用PKPM建模计算整体的受力是否合理，调整后绘出整套的完整的施工图纸，手算任务为选取一榀有代表性的框架进行荷载统计，内力计算、组合及验算，主要：分层法计算荷载作用下的框架内力，D值法计算风荷载下框架内力，底部剪力法计算地震荷载作用下框架内力，再内力组合获得控制截面，最后进行各个构件的配筋及验算。以上的设计内容涵盖了整个大学所学的知识，将所学的知识系统化，整体化了。
1 设计资料
1.1工程名称
成都金凤集团综合办公楼设计
1.2工程概况
建筑总高度为19.2m，共五层，层高为3.6m。室内外高差为450mm，底层室内设计标高±0.000,总占地面积约为900平方米。
1.3 建筑等级
建筑物耐久等级为二级，耐火等级为二级，建筑物等级为二级，设计使用年限50年。
1.4设计荷载
基本风压：0.3KN/m2，主导风向：夏季东南风，冬季西北风，采用50年一遇的风压值 ,地面粗糙度B类。
基本雪压：0.10KN/m2， 采用50年一遇的雪压值。
1.5 抗震设防
本工程建筑抗震设防类别均为丙类,抗震设防烈度7度,设计基本地震加速度值为0.10g,设计地震分组为第三组，建筑场地类别为Ⅱ类,建筑的设计特征周期为0.35s。框架抗震等级为三级，抗震构造措施为二级，内力调整及其他为三级。
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