高支模施工方案

专项施工方案质量标准施工职业健康安全要求施侧模板验算楼板模板门式脚手架支撑计算书(地下室层高，板厚)二层梁板计算书(首层层高，最大梁×)首层核心筒墙模板计算书墙高，墙厚1JGJ130-2001)；JGJ128-2010)50204-2002)；GB50300-2002)；*******2468923L0mm板24640005100510051005100210001200120012001200100012001200120012001200120012001200100056009钢管800508500600080800210908784445050509875梁--5~+2-5~+23230~+101234456789Nmσ=Mmax/W=120110/21600=5.56N/mm2σ=Mmax/W=530000/85333=6.21N/mm2maxqp0.35+0.22=0.57mm=L/250=600/250=2.40mmσ=Mmax/W=362250/85333=4.25N/mm2[υ]=L/250=600/250=2.40mm=121+117+44=282NSftNmmhO285mm,η=0.4＋1.2/βS=1.00F1=0.22γ×200/(T+15)β1β2V1/2(γ=24.0β1=1.20β2=1.15V=2.0T=30.0℃)σ=Mmax/W=178700/32400=5.52N/mm2]=L/250=300/250=1.20mmb=80mm，h=80mmσ=Mmax/W=106425/85333=1.25N/mm2]=L/250=300/250=1.20mm=L/250=600/250=2.40mm(JGJ128-2010)。0.250=0.500kN/m0.500=3.862kN/m3.863.86kN/mAABN1.929kNN4.086kNN3.254kNN3.254kNN4.086kNN1.929kNM0kN.mFkNV1.9mm:T=3Q/2bh<[T]!0.09kN/mAB9009009006.176.156.066.042.182.162.072.04.951.931.931.952.042.072.162.18MkN.mFkNV1.5mmNGk=0.465/1.950=0.238kN/mNG0.419kN/m。kN5kNkN5kNNQ=32.643kN。N=1.2NGH+NQN35.41kN；A.10cm2；A、A4、A7、A8σ=Mmax/W=82971/16200=5.12N/mm2Vmaxbh3×1596/(2×300×18)=0.44N/mm2υmax=Kυq2L4/(100EI)=0.644×6.62×3004/(100×6000×145800)=0.39mm[υ]=300/250=1.20mmWbhmm，I=bh3/12=80×803/12=3413333mm4。300/300=8.78kN/m=7.46kN/m2σ=Mmax/W=990000/85333=11.60N/mm2Vmaxbh00/(2×80×80)=0.47N/mm2300/300=6.62N/mm=6.62×300×12003×(8-4×0.252+0.253)/(384×9000×3413333)=2.26mmpPaLaL2)/(24EI)mm[υ]=1200/250=4.80mmσ=Mmax/W=208950/170667=1.22N/mm2Vmaxbh0/(2×2×80×80)=0.15N/mm2PLEI(100×9000×6826667)=0.07mm[υ]=L/250=600/250=2.40mm=2.156NQK=4.29kN=0.304/1.9=0.16kN/mNGK+3×1.80×0.0326=0.47kN0.47+4.79=5.35kN40.16/2=20.08kNpcmNmmUm5)+2×(100+105)=1020mm,βh=1.00Ab3)=0.12m2,Al=0.20×0.10=0.02m2βl=(Ab/Al)0.5=2.45,fcc=0.85×14300=12155kN/m2,ω=0.75mG=1.2G=1.2WbhmmIbh12=680×183/12=330480mm4。σ=Mmax/W=184086/36720=5.01N/mm2Vmaxbh00/(2×18×680)=0.43N/mm2υmax=Kυq，L4/100EI=0.644×13.06×3004/(100×6000×330480)=0.34mm[υ]=300/250=1.20mmFsGFQQkkNm2b=(800-120)/2=340mm=0.34m，b=80mm,h=80mmWbh6=85333mm3,I=bh3/12=80×803/12=3413333mm4q59kN/m=8.59N/mm；σ=Mmax/W=124126/85333=1.45N/mm2Vmaxbh00/(2×80×80)=0.43N/mm2Kυ=0.521,q，=19.20×300/1000=5.76kN/m=5.76N/mmυmax=Kυq，L4/100EI=0.521×5.76×3404/(100×9000×3413333)=0.01mm[υ]=340/250=1.36mmMmaxW2×4730)=39.59N/mm2VmaxKVP=2.40kNVmaxbh450)=4.00N/mm2maxKPLEI.097×2448×6003/(100×206000×227000)=0.12mm距间檩横距间檩横距间檩横距间檩横F1=0.22γ×200/(T+15)β1β2V0.5F2=γH=24.00×3.00=72.00kN/m2182/6=54000mm3；MmaxKMqL2=-0.51kN·m=-0.51×106N.mmσ=Mmax/W=-0.51×106/5