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1、圣安卓国际公寓结构设计（土木工程专业）摘要摘要：本文给出了成都圣安卓国际公寓的整个结构设计，包括主体结构、基础及楼梯等部分。该建筑拟建于成都市桐梓林南路，地上十二层，地下一层，总建筑面积为 15560 平方米，总建筑高度为 43.88 米，属于高层民用建筑。确定该建筑类型为框架剪力墙结构，作为一种尝试和该建筑功能的需要，结构布置时只考虑了很少的剪力墙，结构分析中考虑了风荷载、地震荷载及重力荷载的作用，在楼板绝对刚性并对框架和剪力墙产生极强的约束作用的假定下，用近似的手算方法分析了该结构中框架和剪力墙之间的协同作用，并将水平荷载分配到框架和剪力墙，分别用 D 值法和弯矩的二次分配法计算水平地震和
2、重力荷载作用下个构件的内力，并进行了一榀框架的内力组合及截面设计。通过对计算结果的分析得知，即使是很少的剪力墙也能对结构的抗侧刚度增加起着很大作用，极大地结构水平侧移，提高了建筑的舒适度，并使框架中剪力基本均匀。作为一种精确而快捷的分析手段，还用 PKPM 结构分析软件对该结构进行了全面的计算，给出了整个建筑的结构施工图。关键词关键词：高层建筑，框架，剪力墙，协同作用分析Abstract: A overall structural design of ChengDu An Zhuo saint international mansion consist of the main structur
3、e design, basis structure design and stair structure design is pressed in this paper .The building is to be constructed to TongziLin Southern Road in Cheng Du with 12 stories on the ground and 1 story under the ground .It has an area of 15560 square metres and a height of 43.88m,pertains to civil hi
4、gh building. Wallframe structure is primarily used as the structure form of the building ,as a attempt and for the consideration of the building service requirement, little shear wall is allocated in the structure ,In the structure analysis ,The wind loading earthquake loading and gravity loading is
5、 considered ,A approximate is used to analyze the horizontal interaction between frame and shear wall under the assumption of the perfectly stiff slab., moreover the horizontal loading is distributed and the inner force separately under the action of horizontal loading and vertical of every member i
6、s obtain by using the Ds value method and the second distribution method of moment ,As a result the section design of a frame of one axis is presented. By analyzing the result of the calculation ,It is know that even if little shear wall also would be employed to stiffen the system resisting to hori
7、zontal loading and reduce the lateral displacement of the building ,So the comfort of the building is obviously improved, moreover the shear force of the frame is essentially uniform .As a prompt and exact analysis measure PKPM structural analysis software is also used to calculate the entire struct
8、ure and the structure documents are given. Key word: Tall building,Frame ,Shear wall, Analysis of interaction between frame and wall. 第一章 工程概况圣安卓国际公寓为成都三九投资管理有限公司和成都曼克星实业有限公司开发建设的上住楼，地点为成都市桐梓林南路。地上十一层，地下一层，外加 一储藏层（位于三层和四层之间,层高 2.18m） ，地下室为车库及消防水池，一至三层为商业用房，四至十一层为小户型公寓，总建筑面积为 15564 平方米，总高度为 43.88m,属二
9、类民用高层建筑。本建筑结构类型为框架剪力墙结构，结构安全等级为二级，主要材料为钢筋砼，本工程为 7 度抗震设防，框架抗震等级为二级，剪力墙抗震等级此处主要为该商住楼的结构设计，包括主楼和地下室及基础的结构计算。第二章 主体结构计算1 结构布置详见附图结构布置详见附图2 截面尺寸初估截面尺寸初估1、因为建筑总高度=0.28%300580=435sAminsA上部贯通筋 2 20， =628 sA2115703934mm(6)斜截面检验截面尺寸 72002.5650跨度高由max00.85 246.40.2497.7REccVf bhKN截面满足要求因为集中力产生剪力比值75%由max000.71
10、.25s REtyAVf bhfhs 有3 max000.70.85 246.4 100.7 1.43 300 5800.331.251.25 210 580sREtyAVf bh sf h由加密区间距min 100,8min 100,162.5,1601004hSdmm取双肢箍 8100121011.010.33,2100ssAA s满足非加密区取 8200000.71.25/0.85s bautyAVf bhfhs 1010.7 1.43 300 500 1.25 210580 /0.85200295.4KN 跨V177.9KN 满足 加密区长度取 1000其他层详见表 9.19.8，为了
11、施工方便，将弯矩相差在 20%以内的层归并为一类，以最大值为控制值进行截面设计。表 9.1 全楼梁跨中截面设计表1 层23 层4 层5 层610 层1112 层顶层截面 项目 BCCDDEBCCDDEBCCDDECDDECDDECDDEDEM（KNm）79.2183.3386.482.5164.6349.657.5450.2257.6469.1190.1466.3164.7466.3122.1173.02 10s cfM f b h0.972100.0160.0310.010.0140.0280.0060.0390.0170.0410.0150.040.0130.040.010.01411 2
12、0.518s 0.00970.0160.0310.010.0140.0280.0060.0390.0170.0410.0150.040.0130.040.010.014 10cf s yf b hAf3808551857391.7774.1167725523421106226789922127792212599839选配2 203 206 203 203 203 20+ 3 182 224 22+ 2 253 226 223 224 20+ 2 252 256 222 223 20实配6289411884941941170476025021140228111402238982228176094
13、1（构造负筋） sA2 162 162 182 162 162 182 162 202 162 202 162 202 162 202 162 16 10ysyscff Af Af b h0.35由前可知，不用验算0.25%2.5%0.36%0.54%1.08%0.54%0.54%0.98%0.40%1.32%0.60%1.31%0.66%1.29%0.56%1.31%0.44%1.54%表 9.2 1 层梁支座截面设计表 BC 梁CD 梁DE 梁截面 项目B 支座C 支座C 支座D 支座D 支座E 支座支座负弯矩max()MKN m-36.1-219.8-218.4-250.5-298.0-
14、250.5正弯矩max()MKN m19.5850.775.8-63.6-43.3max 0RE s ysMAfha 75.2327.92.9722.400选配2 202 202 202 202 202 20实配min(522)sA628628628628628628 0yssMf A ha122.1122.1122.1122.1122.1122.1maxREMMM 043.041.765.8101.465.82 10s cM f bh0.030.0290.0460.070.04611 20.518s 0.030.0290.0470.0730.04710c ss yf bhAAf6288358
15、289531133953选配2 203 203 202 20+ 2 182 20+ 2 182 20+ 2 18实配min(522)sA628941941113711371137是否0.3ssAA是是是是是是重选 sA2 202 202 202 202 202 2010ysyscf Af Af bh0.35满足要求表 9.3 23 层梁支座截面设计表 BC 梁CD 梁DE 梁截面 项目B 支座C 支座C 支座D 支座D 支座E 支座支座负弯矩max()MKN m-118.1-371.9-323.9-366-372.4-394.7正弯矩max()MKN m93.3257.1121.486.545.5112max 0RE s ysMAfha 360992468.4333.7175.5432.1选配2 203 202 202 202 202 20实配min(522)sA628941628628628628 0yssMf A ha122.1182.9122.1122.1122.1122.1maxREMMM 096.0120.8152.4157.2173.92 10s cM f bh0.0670.0840.1060.1090.1211 20.518s 0.0690.0880.1120.
