地震荷载计算

1、地震荷载计算4.6水平地震作用计算4.6.1荷载的确定a恒载屋面板重力值：G屋面=6.07、10.8X326=118.01kN楼面板重力值TOC o 1-5 h z3636G=4.5x8.7x+6.66x2.1x=95.65kN楼面22梁重力值3636G=4.02x10.8+4.02x3x3+2.204x3=129.54kN梁22每层柱重力值：G=5.369x3x3=48.32kN柱36墙重力值：G女儿墙=3.69x10.8+3.69x-2-x2=53.14kNTOC o 1-5 h z(36、36G元10.35x10.8+-x2+10.28x-x2=186.05kN标墙I2)2b活载36Q=

2、0.5x-x10.8=9.72kN屋面236Q=2x-x10.8=38.89kN楼面2重力荷载代表值：G=G+G+G+G6屋面板梁柱女儿墙=118.01+129.54+48.32+53.14=349kNG=G+G+G+G5楼面板梁柱标墙=95.65+129.54+48.32+186.05=459.56kNG=G=G=G=G=459.56kN1214.6.2地震作用的计算各层水平地震作用力的确定根据设计资料，设防烈度为7度，h1.4T=1.4x0.4=0.56s1g则有顶部附加地震作用则水平地震影响系数最大值a二0.08maxT水平地震影响系数。二(于年max1建筑结构的阻尼比取值”0.05则有

3、一0.9二1.02T、，0.4、a=(t)yqa=()0.9x1.0 x0.08=0.056T2max0.61各层水平地震作用力的确定G=0.85ZG=0.85x(459.56x5+349)=2249.78KNeqi1F=aG=0.056x2249.78=126.0KNEKeq因为T1.4T所以顶部附加地震作用系数1gG=0.08T+0.01=0.058n1方GH=459.56x(3+6+9+12+15)+349x18=26962kNii则各层水平力为：GH1_1苫GHjjj=1F(1-8)=EK45956x30 x126.0 x(1-0.058)=6.07KN26962GH22苫GHjjj=

4、1FEK一45956x60(1-8)=x126.0 x(1-0.058)=12.14KNn26962GH3_3苫GHjjj=1F(1-8)=EK45956x90 x126.0 x(1-0.058)=18.21KN26962GH4-4苫GHjjj=1F(1-8)=EK45956x120-x126.0 x(1-0.058)=24.28KN26962GH5-5苫GHjjj=1F(1-8)=EK45956x150 x126.0 x(1-0.058)=30.35KN26962GH6_6苫GHjjj=1F(1-8)=EK349x18一0 x126.0 x(1-0.058)=27.66KN26962AF=G

5、F=0.058x126.0=7.34KNnEK由此得出各层的水平剪力为:第六层V=7.34+27.66=35.0KN6第五层V=35.0+30.35=65.35KN5第四层V=65.35+24.28=89.63KN4第三层V=89.63+18.21=107.84KN3第二层V=107.81+12.14=119.98KN2第一层V=119.98+6.07=126.05KN1表4.6.2.2地震作用下框架侧移计算层次%/KV/kNjzD/(KN/m)au/mjau/hj635.035.0624660.000561/5357530.3565.35624660.001061/2830424.2889.

6、63624660.001431/2098318.21107.84624660.001731/1734212.14119.98624660.001921/156316.07126.05609990.002071/1449N=ZAr=0.00877j侧移验算：层间侧移最大值：1/14491/550（满足要求）3弯矩的计算框架柱的杆端弯矩、梁端弯矩按下式计算：m=v()-yc上imm=vyc下im中柱处的梁M=.b.()左i左+i右下上bbM=.b.()右i左+i右下上bb边柱处A轴框架柱剪力和梁柱端弯矩计算成果表层号；ViKN工DKN-mDimKN-mD/im工DVimKNym上KN-m下KN-m

7、总KN-m635.062466164100.2639.210.3517.969.6717.96565.3562466164100.26317.190.4030.9420.6340.61489.6362466164100.26323.570.4538.8931.8259.523107.6241640.228.0.446.738.278.6846610633659912119.9862466164100.26331.530.5047.3047.3085.591126.0560999193330.31739.960.6047.9571.9395.25B轴框架柱剪力和梁柱端弯矩计算成果表层号VvifK

8、N工DKN/mDimKN/mD/im工DVimKNym上KNm下KN.m左KN.m右KN.m635.062466164100.41614.560.4324.9018.7814.6910.21565.3562466164100.41627.190.4544.8636.7137.5526.08489.6362466164100.41637.290.4957.0554.8255.3238.443107.8462466164100.41644.860.5067.2967.2972.0450.072119.9862466164100.41649.910.5074.8774.8783.8758.29112

9、6.0560999193330.33341.970.5556.6669.2577.6053.93梁端剪力/KN柱轴力/KNC轴框架柱剪力和梁柱端弯矩计算成果表层号ViKN工DKN-mDimKN-mD/im工DVimKNym上KN-m下KN-m总KN-m6241640.311.0.320.912.820.9635.066102124811165.36241640.320.0.435.827.048.65566102198366789.66241640.328.0.447.438.874.543661021775743107.6241640.334.0.454.049.892.8384661021628155119.6241640.338.0.557.757.7107.29866102151077621126.6091930.344.0.559.572.8117.059933501256033表4.6.2.4地震作用下框架柱轴力与梁端剪力AB跨VbABBC跨VbBCA轴NcAB轴C轴NcCV-VbABbBCNcB65.237.41-5.23-2.18-2.187.41510.5920.53-10.5