第四节水平地震作用计算重力荷载代表值计算本设计建筑高度为23.95m,以剪切表形为主,且质量和高度均匀分布,故可采用底部剪力法计算水平地震作用。
首先需要计算重力荷载代表值。
屋面处重力荷载代表值=结构和构件自重标准值楼面处重力荷载代表值=结构和构件自重标准值+0.5楼面活荷载标准值其中结构和构件自重取楼面上、下各半层高度范围内(屋面处取顶层1/2)的结构和构件自重。
计算地震作用时,建筑的重力荷载代表值应取结构和构件自重和各可变荷载组合值之和。
设计时顶层重力荷载代表值包括:屋面恒载,纵、横梁自重,半层柱自重,女儿墙自重,半层墙体自重。
其他层重力荷载代表值包括:楼面恒载,50%楼面均布活荷载,纵、横梁自重,楼面上、下各半层的柱及纵、横墙体自重。
一、楼层总量取6轴框架左侧3000mm宽度和右侧3000mm宽度的楼层的重量进行近似计算第9标准层:1.梁重量⑴截面尺寸:b×h=300mm×600mm线荷载:25×0.3×(0.6-0.12)+0.04×(0.6-0.12)×17=3.93KN/m=3.93×(4+3)=27.51 KNG1⑵截面尺寸:b×h=250mm×500mm线荷载:25×0.25×(0.5-0.12)+0.04×(0.5-0.12)×17=2.63KN/m=2.63×3×4 =31.56 KNG2(3)截面尺寸:b×h=200mm×450mm线荷载:25×0.2 ×(0.45-0.12)+0.04×(0.45-0.12)×17=1.87KN/m =1.87×6 =11.22 KNG3(4)截面尺寸:b×h=300mm×650mm线荷载:25×0.3 ×(0.65-0.12)+0.04×(0.65-0.12)×17=4.34KN/m =4.34×8 =34.72 KNG42.柱重量= (6.01×3)×(1.8/2-0.12)=27.18KNG53.板重量G=5.0×14×3 =210KN64.墙重量=6.3×(2×3+6)+3×2+5.1×1.15/2×8+5.1×0.6×4+5.1×G71.3/2×3=120.95KN5.活载:根据《建筑抗震设计规范》5.1.3要求屋面板的活载组合值系数为0,故:=0G8则第9层楼面的重力荷载代表值为:G=27.51+31.56+11.22+34.72+27.18+210+120.95=508.14 KN 7第8标准层:1.梁重量⑴截面尺寸:b×h=300mm×600mm线荷载:25×0.3×(0.6-0.12)+0.04×(0.6-0.12)×17=3.93KN/m=3.93×8=31.44 KNG1⑵截面尺寸:b×h=250mm×500mm线荷载:25×0.25×(0.5-0.12)+0.04×(0.5-0.12)×17=2.63KN/m=2.63×(3×5+6+4)=65.75 KNG2(3)截面尺寸:b×h=200mm×450mm线荷载:25×0.2 ×(0.45-0.12)+0.04×(0.45-0.12)×17=1.87KN/m G=1.87×(3×5) =28.05 KN32.柱重量G= (6.01×3)×(2.0/2+1.8/2-0.12)+6.01×(1-0.12)=69.38KN43.板重量=5.0×3×(6+1.5+14)=322.5KNG54.墙重量G= (3+12)×5.1/2+(3+14)×6.1/2+3×10.5/2+3×1.1/2=107.5KN65. 活载:根据《建筑抗震设计规范》5.1.3要求屋面板的活载组合值系数为0 ,故:= 0G7则第8层楼面的重力荷载代表值为:G=31.44+65.75+28.05+151.2+322.5+107.5 =624.62KN8第7标准层:1.梁重量⑴截面尺寸:b×h=300mm×600mmG=4.2×8=33.6KN1⑵截面尺寸:b×h=250mm×500mmG=2.86×(3×4+6+4)=62.92KN2(3)截面尺寸:b×h=200mm×450mm=2.06×(3×2+6) =24.72KNG32.柱重量G= 6.01×1×4+(8.35×2+13.25×2)×(3.6/2-0.1)=116.64KN43.板重量=3.4×(3×14)+3.6×(3×4)=220KNG54.墙重量=(3+18)×6.1/2+3×3/2+3×10.5/2+3×1.1×0.5+3×G6(4.5+9.7+10.5+10.5+6.1) ×0.5+10×12.2/2+6.5×10.3×0.5+5×12.4×0.5+6×9.7×0.5+2.5×10.4×0.5=315.48KN5. 活载:根据《建筑抗震设计规范》5.1.3要求楼面板的活载组合值系数为0.5,故:G=〔2.0×(3.0×14)+ 2.5×(3×4)〕×0.5=32KN7则第7层楼面的重力荷载代表值为:G=33.6+62.92+24.72+116.64+220+315.48+32=805.36 KN7第6标准层:1.梁重量⑴截面尺寸:b×h=300mm×600mm=4.2×8=33.6KNG1⑵截面尺寸:b×h=250mm×500mmG=2.86×(3×7+6+4)=88.66KN2(3)截面尺寸:b×h=200mm×450mm=2.06×(3×6+6+2.5×3) =64.89KNG3(4)截面尺寸:b×h=200mm×300mm=1.21×1 =1.21KNG42.柱重量= (8.35×2+13.25×2)×(3.6/2+3.6/2-0.1)=151.2KNG53.板重量G=3.6×(3×14+3×8+0.5×6)+3×(3×4)+3.4×2.5×3.5=314.15KN64.墙重量=3×(10.5+10.5+6.1)+12.2×10+9.7×6+12.4×2.5×2+9.7×3G7×0.5+10.4×2.5×0.5+3×(2+6.3) ×0.5+10.3×6.5×0.5+8.1×1+11.8×6×0.5+3×4.5×0.5+3×8.5×0.5+5.5×6×0.5+10.5×6×0.5+10.8×3×0.5=524.18KN5. 活载:根据《建筑抗震设计规范》5.1.3要求楼面板的活载组合值系数为0.5,故:=〔2.0×(3×4+2.5×3.5+3×14)+2.5×(3×11.5+0.5×6)〕×0.5=109.63KN G8则第6层楼面的重力荷载代表值为:G=33.6+88.66+64.89+1.21+151.2+314.15+524.18+109.63=1287.5KN 6第5标准层:1.梁重量⑴截面尺寸:b×h=300mm×600mm=4.2×8=33.6KNG1⑵截面尺寸:b×h=250mm×500mmG=2.86×(3×7+6+4)=88.66KN2(3)截面尺寸:b×h=200mm×450mm=2.06×(3×6+6+2.5×2) =59.74KNG3(4)截面尺寸:b×h=200mm×300mmG=1.21×1 =1.21KN42.柱重量G= (8.35×2+13.25×2)×(3.6/2+3.6/2-0.1)=151.2KN53.板重量G=3.6×(3×8+ 0.5×6)+ 3.4×(3×19.5+2.5×3.5)=325.85K64.墙重量G=5.5×6+10.5×12+10.8×3+4.6×3+6.1×3+12.4×2.5×2+8.17×1+12.2×10+11.8×6+9.7×6=544.6KN5. 活载:根据《建筑抗震设计规范》5.1.3要求楼面板的活载组合值系数为0.5,故:G=〔2.0×(3×19.5+2.5×3.5 )+2.5×(3×8+0.5×6)〕×0.5=101KN10则第5层楼面的重力荷载代表值为:G=33.6+88.66+59.74+1.21+151.2+325.85+544.6+101=1305.86KN 5第4标准层:1.梁重量⑴截面尺寸:b×h=300mm×600mm=4.2×8=33.6KNG1⑵截面尺寸:b×h=250mm×500mm=2.86×(3×7+6+4)=88.66KNG2(3)截面尺寸:b×h=200mm×450mmG=2.06×(3×6+6+2.5×2) =59.74KN3(4)截面尺寸:b×h=200mm×300mm=1.21×1 =1.21KNG42.柱重量= (8.35×2+13.25×2)×(3.6/2+3.6/2-0.1)=151.2KNG53.板重量G=3.6×(3×8+ 0.5×6)+ 3.4×(3×19.5+2.5×3.5)=325.85K64.墙重量=(5.5×6+10.5×12+10.8×3+4.6×3+6.1×3+12.4×2.5×2+8.1×1+12.2 G7×10+11.8×6+9.7×6) ×0.5+(5.5×6+10.5×12+4.6×3+6.1×3+12.4×2.5×2+8.1×1+12.2×4+11.8×6+9.7×6+12.4×6) ×0.5=491.8KN5. 活载:根据《建筑抗震设计规范》5.1.3要求楼面板的活载组合值系数为0.5,故:G=〔2.0×(3×19.5+2.5×3.5 )+2.5×(3×8+0.5×6)〕×0.5=101KN 10则第4层楼面的重力荷载代表值为:G=33.6+88.66+59.74+1.21+151.2+325.85+491.8+101=1253.06KN 4第3标准层:1.梁重量⑴截面尺寸:b×h=300mm×600mm=4.2×8=33.6KNG1⑵截面尺寸:b×h=250mm×500mm=2.86×(3×6+6+4)=80.08KNG2(3)截面尺寸:b×h=200mm×450mm=2.06×(3×6+6+2.5×2) =59.74KNG3(4)截面尺寸:b×h=200mm×300mmG=1.21×1 =1.21KN4(5)截面尺寸:b×h=250mm×550mm=3.44×3 =10.32KNG52.柱重量G= (8.35×2+13.25×2)×(3.6/2+3.6/2-0.1)=151.2KN63.板重量=3.6×(3×8+ 0.5×6)+ 3.4×(3×19.5+2.5×3.5)=325.85KNG74.墙重量=(5.5×6+10.5×12+10.8×3+4.6×3+6.1×3+12.4×2.5×2+8.1×1+12.2 G8×10+11.8×6+9.7×6) ×0.5+(5.5×6+10.5×12+4.6×3+6.1×3+12.4×2.5×2+8.1×1+12.2×4+11.8×6+9.7×6+12.4×6) ×0.5=491.8KN5. 活载:根据《建筑抗震设计规范》5.1.3要求楼面板的活载组合值系数为0.5,故:=〔2.0×(3×19.5+2.5×3.5 )+2.5×(3×8+0.5×6)〕×0.5=101KN G9则第1层楼面的重力荷载代表值为:G=33.6+80.08+59.74+1.21+10.32+151.2+325.85+491.8+101=1254.8KN 3第2标准层:1.梁重量⑴截面尺寸:b×h=300mm×600mmG=4.2×8=33.6KN1⑵截面尺寸:b×h=250mm×500mm=2.86×(3×7+6+4)=88.66KNG2(3)截面尺寸:b×h=200mm×450mm=2.06×(3×6+6+2.5×2) =59.74KNG3(4)截面尺寸:b×h=200mm×300mmG=1.21×1 =1.21KN42.柱重量= (8.35×2+13.25×2)×(3.6/2+3.6/2-0.1)=151.2KNG53.板重量G=3.6×(3×8+ 0.5×6)+ 3.4×(3×19.5+2.5×3.5)=325.85K64.墙重量=5.5×6+10.5×12+10.8×3+4.6×3+6.1×3+12.4×2.5×2+8.1G7×1+12.2×10+11.8×6+9.7×6=544.6KN5. 活载:根据《建筑抗震设计规范》5.1.3要求楼面板的活载组合值系数为0.5,故:=〔2.0×(3×19.5+2.5×3.5 )+2.5×(3×8+0.5×6)〕×0.5=101KNG8则第2层楼面的重力荷载代表值为:G=33.6+88.66+59.74+1.21+151.2+325.85+544.6+101=1305.86KN 2第1标准层:1.梁重量⑴截面尺寸:b×h=300mm×600mm=4.2×8=33.6KNG1⑵截面尺寸:b×h=250mm×500mm=2.86×(3×7+6+4)=88.66KNG2(3)截面尺寸:b×h=200mm×450mm=2.06×(3×6+6+2.5×2) =59.74KNG3(4)截面尺寸:b×h=200mm×300mm=1.21×1 =1.21KNG42.柱重量G= (8.35×2+13.25×2)×(3.6/2+5.2 -0.1)=298.08KN53.板重量=3.6×(3×8+ 0.5×6)+ 3.4×(3×19.5+2.5×3.5)=325.85KG64.墙重量=(5.5×6+10.5×12+10.8×3+4.6×3+6.1×3+12.4×2.5×2+8.1G7×1+12.2×13+11.8×6+9.7×6)×0.5+(7.9×6+14.5×10+12.9×6+6.8×3+14.7×2.5×2+12.8×2.5+8.6×3+12.1×6+14.1×6+10×1)×0.5=584.95KN5. 活载:根据《建筑抗震设计规范》5.1.3要求楼面板的活载组合值系数为0.5,故:=〔2.0×(3×19.5+2.5×3.5 )+2.5×(3×8+0.5×6)〕×0.5=101KNG8则第1层楼面的重力荷载代表值为:G=33.6+88.66+59.74+1.21+185.76+325.85+584.95+101=1493.09KN 1二、荷载分层总汇顶层重力荷载代表值包括:屋面恒载,纵、横梁自重,半层柱自重,半层墙体自重。