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1、扬州大学本科生毕业设计(论文)2 抗震设计(水平地震作用下框架结构的内力计算)2.1抗震计算单元及动力计算简图取整个房屋或抗震缝区段(设防震缝时)为计算单元,动力计算简图为串联多自由度体系。即将各楼层重力荷载代表值集中于每一层楼盖或屋盖标高处。多自由度体系的抗震计算可采用振型分解反应谱法和底部剪力法。本工程总高不超过40m,以剪切变形为主,且质量和刚度沿高度分布比较均匀,近似于单质点体系,故采用底部剪力法。此法是先计算出作用于结构的总水平地震作用,然后将其按一定规律分配给各质点。计算简图21 如下示: 图212.2重力荷载代表值根据抗震规范1.0.2 抗震设防烈度为6度及以上地区的建筑,必须进
2、行抗震设计。根据抗震规范5.1.3 计算地震作用时,建筑的重力荷载代表值应取结构和构配件自重标准值和各可变荷载组合值之和。各可变荷载的组合值系数,应按表21采用。组合值系数 表21可变荷载种类组合值系数雪荷载0.5屋面活荷载不计入按实际情况计算的楼面活荷载1.0按等效均布荷计算的楼面活荷载藏书库、档案库0.8其它民用建筑0.5重力荷载代表值计算:1)屋面及楼面的永久荷载标准值1屋面(上人) 苏J012005:a. 10厚防滑地砖铺面,干水泥擦缝,每36m留10宽缝 0.55kN/m2b. 20厚1:2.5水泥砂浆加建筑胶结合层找平层 200.02=0.4 kN/m2c.40厚C20细石混凝土,
3、内配4 150双向钢筋 250.04=1.0 kN/m2d.隔离层 /e. 三粘四油沥青油毡防水层 0.4kN/m2f. 冷底子油一道 /g. 20厚1:3水泥砂浆找平层 200.02=0.4 kN/m2h.保温层 50.15=0.75 kN/m2i.20厚1:3水泥砂浆找平层 200.02=0.4 kN/m2j.现浇或预制钢筋混凝土屋面 250.1=2.5 kN/m2合 计 6.4 kN/m2214层楼面 苏J012005a. 15厚1:2白水泥白石子磨光打蜡 0.65 kN/m2b.耍素水泥浆结合层一道 /c. 20厚1:3水泥砂浆找平层 200.02=0.4 kN/m2d.现浇钢筋混凝土
4、楼面 250.1=2.5 kN/m2 合 计 3.55 kN/m22)屋面及楼面的可变荷载标准值上人屋面均布荷载标准值 2.0 kN/m2楼面活荷载标准值 4.0 kN/m2屋面雪荷载标准值 Sk=rSo=1.00.35= 0.35 kN/m2式中:r为屋面积雪分布系数,取r=1.03)梁、柱、墙、窗、门重力荷载计算:a梁、柱可根据截面尺寸、材料容重及粉刷等计算出的单位长度上的重力荷载;对墙、门、窗等可计算出单位面积上的重力荷载,计算结构如表22梁、柱重力荷载标准值表22 层次构件b/mh/m/( kN/m3)g/( kN/m)i/mnGi/mGi一层边横梁0.350.9251.058.269
5、8.110669.796977.870.350.9251.058.6298.210678.06中横梁0.350.9251.058.2698.410694.60边纵梁0.30.4251.053.153.2880.64中纵梁0.30.7251.055.5136.88299.910.30.7251.055.5136.620727.72边次梁0.30.4251.053.154.012126.00中次梁0.30.7251.055.5137.412489.550.30.7251.055.5137.2301190.81柱0.60.6251.109.94.75401881.00窗下构造柱0.20.4251.1
6、02.24.0514103.62电梯构造柱0.240.24251.101.5844.75215.05二三层边横梁0.350.9251.058.2698.110678.066766.590.350.9251.058.2698.210669.97中横梁0.350.9251.058.2698.210694.60边纵梁0.30.4251.053.153.2880.64中纵梁0.30.7251.055.5136.88299.910.30.7251.055.5136.620717.72边次梁0.30.4251.053.154.012151.2中次梁0.30.7251.055.5137.412489.550
7、.30.7251.055.5137.2301190.81柱0.60.6251.109.94.2401663.20窗下构造柱0.20.4251.102.23.514107.80电梯构造柱0.240.24251.101.5844.2213.31续上表:层次构件b/mh/m/( kN/m3)g/( kN/m)i/mnGi/mGi四层边横梁0.350.9251.058.2698.110669.796069.420.350.9251.058.2698.210678.06中横梁0.350.9251.058.2698.210694.60边纵梁0.30.4251.053.153.2880.64中纵梁0.30.
8、7251.055.5136.88299.910.30.7251.055.5136.620727.72边次梁0.30.4251.053.154.012151.20中次梁0.30.7251.055.5137.412489.550.30.7251.055.5137.2301190.81柱0.60.6251.109.92.130623.700.60.6251.109.93.910386.1窗下构造柱0.20.4251.102.21.11433.88电梯构造柱0.20.4251.102.23.4214.98女儿墙构造柱0.20.2251.11.11.21418.48五层边横梁0.350.9251.058
9、.2698.14267.92783.56中横梁0.350.9251.058.2698.42138.92边纵梁0.300.4251.053.153.2220.160.300.4251.053.153.8330.24边次梁0.250.4251.052.6254.0663柱0.60.6251.109.91.810178.2女儿墙构造柱0.20.2251.11.10.6149.24窗下构造柱0.20.4251.102.20.71421.56b墙、门、窗重力荷载标准值:外墙体为200mm厚的粘土空心砖,外墙面贴马赛克(0.5 kN/m2),内墙面为20mm厚的抹灰,则外墙的单位墙面重力荷载为: 0.51
10、50.20170.02=3.84 kN/m2内墙为200mm厚的粘土空心砖,两侧均为20mm厚抹灰,则内墙单位面积重力荷载为: 150.20170.022=3.68 kN/m2电梯井墙为240mm粘土空心砖,两侧均为20mm厚抹灰,则电梯井墙单位面积重力荷载为: 150.24170.022=4.28 kN/m2木门单位墙面重力荷载为0.2 kN/m2,钢铁门单位墙面重力荷载为0.4 kN/m2铝合金单位墙面重力荷载为0.4 kN/m2门、窗、雨棚重力荷载代表值:一层门窗: 0.2(22.421.82.420.92.131.82.410.92.42)0.4(4.52.4132.11.511.81.521.81.821.51.232.10.92) 0.4(4.53.62)=98.92kN二四层门窗: 0.2(1.82.420.92.13)0.4(4.52.4162.12.421.81.521.81.821.51.232.14.22)=89.98 kN五层门窗: 0.2(1.8