可修改精品文檔礎(chǔ)承載力計算書Jmmgkg)架設(shè)總高度(m)底籠長(m)kgkgkg樓板參數(shù)40.55(加施工電梯基礎(chǔ))m0.55(加施工電梯基礎(chǔ))梁寬(m)HRB12@100HRBHRB12@100HRB12@100板中底部長向配筋HRB40012@150可修改精品文檔梁截面底部縱筋梁截面底部縱筋7×HRB40025梁中箍筋配置HPB30010@100箍筋肢數(shù)4施工荷載(施工荷載(kN/m2)1導(dǎo)軌架重(共需35節(jié)標(biāo)準(zhǔn)節(jié)，標(biāo)準(zhǔn)節(jié)重175kg)：175kg×35=6125kg，P=((1480×2+1480+1258×2+200+6125)+2000×2)×10/1000=172.81kN；k考慮動載、自重誤差及風(fēng)載對基礎(chǔ)的影響，取系數(shù)n=2.1PP1×215.37=452.28kN板結(jié)構(gòu)驗算同，選擇最不利的板進行驗算q=452.28/(3×1.3)=115.97kN/m2依據(jù)《建筑施工手冊》(第四版)：M=0.039×115.97×32=40.71kN·mxmaxM=0.0189×115.97×32=19.73kN·mymax可修改精品文檔M0=-0.0938×115.97×32=-97.9kN·mxM0=-0.076×115.97×32=-79.32kN·myM=M+μM=40.71+19.73/6=43.99kN·mxxmaxymaxα=|M|/(αfbh2)=43.99×106/(1.00×19.10×3.00×103×525.002)=0.003；s1c0ξ=1-(1-2×α)1/2=1-(1-2×0.003)0.5=0.003；sγ=1-ξ/2=1-0.003/2=0.999；sA=|M|/(γfh)=43.99×106/(0.999×360.00×525.00)=233.09mm2。ssy0M=M+μM=19.73+40.71/6=26.51kN·myymaxxmaxα=|M|/(αfbh2)=26.51×106/(1.00×19.10×4.00×103×525.002)=0.001；s1c0ξ=1-(1-2×α)1/2=1-(1-2×0.001)0.5=0.001；sγ=1-ξ/2=1-0.001/2=0.999；sA=|M|/(γfh)=26.51×106/(0.999×360.00×525.00)=140.36mm2。ssy0M0=M0+μM0=(-97.9)+-79.32/6=-111.12kN·mxxmaxymaxα=|M|/(αfbh2)=111.12×106/(1.00×19.10×3.00×103×525.002)=0.007；s1c0可修改精品文檔ξ=1-(1-2×α)1/2=1-(1-2×0.007)0.5=0.007；sγ=1-ξ/2=1-0.007/2=0.996；sA=|M|/(γfh)=111.12×106/(0.996×360.00×525.00)=590.03mm2。ssy0M0=M0+μM0=(-79.32)+-97.9/6=-95.64kN·myymaxxmaxα=|M|/(αfbh2)=95.64×106/(1.00×19.10×4.00×103×525.002)=0.005；s1c0ξ=1-(1-2×α)1/2=1-(1-2×0.005)0.5=0.005；sγ=1-ξ/2=1-0.005/2=0.998；sA=|M|/(γfh)=95.64×106/(0.998×360.00×525.00)=507.19mm2。ssy0hL0mm板最大撓度：f=ωql4/Bc=0.0034×0.116×30004/(46.35×1010)=0.07mmmaxmaxf/L=0.07/3000=1/43534.95<1/250max可修改精品文檔.25kN/m25=7kN/m25kN/m的均布荷載：q=48.25×1.2+4×1.4=63.5kN/m的集中荷載：p=172.81×1.2/2=103.69kNbh=0.8×0.35=0.28m2h=h-25=350-25=325mm0α=|M|/(αfbh2)=188.35×106/(1.00×19.10×0.80×103×325.002)=0.117；s1c0ξ=1-(1-2×α)1/2=1-(1-2×0.117)0.5=0.124；sγ=1-ξ/2=1-0.124/2=0.938；sA=|M|/(γfh)=188.35×106/(0.938×360.00×325.00)=1716.67mm2。ssy