安徽工业大学毕业设计(论文)计算书第四章水平地震作用计算4.1各楼层重力荷载代表值4.1.1各楼层重力荷载代表值计算顶层重力荷载代表值：屋面恒载+50%屋面均布活载+纵横梁自重+半层柱自重+半层墙自重其他楼层重力荷载代表值：楼面恒载+50%屋面均布活载+纵横梁自重+楼面上下层柱自重+纵横墙自重柱及纵横墙自重：内柱自重：500㎜×500㎜结构重：25×0.50×0.50=6.25kN/m抹灰层：17×0.01×0.50×4=0.34kN/m小计：6.59kN/m外柱自重：400㎜×600㎜结构重：25×0.40×0.60=6.00kN/m抹灰层：17×0.01×（0.40+0.60）×4=0.34kN/m小计：6.34kN/m1）顶层重力荷载代表值：柱：6.59×3.9/2×(17+17)+6.34×3.9/2×(17+17)=857.26kN屋盖：(16.2+0.6)×(67.15+0.4)×4.86=5515.32kN梁：2.09×4.80×50+2.09×3.90×7+2.09×2.70×8+2.09×5.40×5+4.09×11.40×2+4.09×13×16.2×4.09×17.2×2=1755.53kN900高女儿墙：2.64×(67.15+0.4+16.2+0.6)×2=425.12kN内外墙：2.64×[67.15×2×(3.90-0.40)+16.2×2×(3.90-0.60)]+2.48×6.90×(3.90-0.60)×23+2.48×[4.8×(3.90-0.40)×18+3.9×(3.90-0.40)×2+2.7×(3.90-0.40)×4+5.4×(3.90-0.40)×1]=3780.27kN1/2×3780.27=1890.14kN2.4m楼梯间：第49页共133页安徽工业大学毕业设计(论文)计算书2.64×[6.90×（2.40-0.30）+3.90×（2.40-0.30）]×2×2+6.25×2.4×4+6.34×2.40×4+4.86×3.90×6.90×2=621.93kN屋面可变荷载：0.50×16.20×67.15×2.0=1087.83kN∴G5=857.26+5515.32+1755.53+425.12+613.48+1890.14+1087.83=12145kN突出部分：425.12+621.93=1039kN2）2-4层：柱：6.59×3.9×(17+17)+6.34×3.9×(17+17)=1714.52kN屋盖：(16.2+0.6)×(67.15+0.4)×3.89=5515.32kN梁：2.09×4.80×50+2.09×3.90×7+2.09×2.70×8+2.09×5.40×5+4.09×11.40×2+4.09×13×16.2×4.09×17.2×2=1755.53kN内外墙：2.64×[67.15×2×(3.90-0.40)+16.2×2×(3.90-0.60)]+2.48×6.90×(3.90-0.60)×4.8×23+2.48×4.8×(3.90-0.40)×18+2.48×3.9×(3.90-0.40)+2.7×(3.90-0.40)×4+5.4×(3.90-0.40)×1=1757.07kN1/2×1757.07=878.54kN屋面可变荷载：0.50×16.20×67.15×2.0=1087.83kN∴G4=G3=G2=1714.52+4414.52+1755.53+1607.79+1128.12=12145kN3）1层：柱：6.59×4.9×(17+17)+6.34×4.9×(17+17)=2154.14kN屋盖：(16.2+0.6)×(67.15+0.4)×3.89=5515.32kN梁：2.09×4.80×50+2.09×3.90×7+2.09×2.70×8+2.09×5....
