东三屋面斜板模板扣件式计算书行业资料石油、天然气工业

)×0.3＝0.975kN/mq)×0.3＝0.975kN/mq＝0.9×1.4×Q×b=0mma*满足要求！抗剪验算主梁剪力图(kN)V＝4.114k.15kNma*120.3/4]=0.237kN·mσ＝M/1)+0.9×1.4×1]×1×1+0.92×1.4×0.0板模板（扣件式）计算书新浇混凝土楼板名称新浇混凝土楼板名称1模板及其支架自重标准值G1k(kN/m2)风荷载标准值ωk(kN/m2))+1.4×2.5，1.35)+1.4×2.5，1.35×(0.1+(1.1+24)×0)×0.3＝0.91kN/mq＝0.9×1.4×Q×b=0./2，0.097×0.12/2+3.15×0.1]＝0.31.4Q，1.35(G+(G+G)×h)+1.4××(0.5+ssG0.7Q]×b=0.9ma*[1.2+(G+G)×h)+11+3.15]＝3.16kNma*123G0.7Q]×b=0.9ma*[1.2+(G+G)×h)+11+3.15]＝3.16kNma*123τ＝3V/(2bh).3＝1.542kN/mq＝0.9×1.2(G+(G+G)×验算因[B/l]＝[3200/1000]＝3，按三等跨连续梁h)×b=(0.1+(1.1+24)×0.1)×1=2.61.408N/mm2≤[h)×b=(0.1+(1.1+24)×0.1)×1=2.61.408N/mm2≤[τ]＝125N/mm2满足要求！挠度验0.9×1.2×G×b=0.9×1.2×0.3×0.3＝0.6＝37500mm3，I＝bh3/12=1000×15×15据现实，楼板面板应搁置在梁侧模板上，因此本例以简支梁，取1m单位宽度计281250mm4)×0.3＝0.975kN/mq＝0.9×1.4×Q×)×0.3＝0.975kN/mq＝0.9×1.4×Q×b=0(1.1+24)×0.1)+1.4×1.5，1.35×(0.kN/mν＝5ql4/(384EI)＝5×2.61×300434mm≤[ν]=150/250=0.6mm满足要求！七、立1ma*1K1Kma*12柱验算λ＝h/i＝1800/15.9＝114≤[λ]＝15083/1柱验算λ＝h/i＝1800/15.9＝114≤[λ]＝15083/1＝4.749kNww41.176N/mm2≤[f]＝kN/mν＝5ql4/(384EI)＝5×2.61×3004.083kN·mN＝0.9[1.2ΣN+0.9Qikwb0.1ma*123qma*.408N/mm2≤[τ]＝125N/mm2满足要求！挠度验，计算简图如下：-强度验算q＝.408N/mm2≤[τ]＝125N/mm2满足要求！挠度验，计算简图如下：-强度验算q＝0.9ma*[1.2(G+(G0.9×1.2×G×b=0.9×1.2×0.3×0.3＝0.f]＝15N/mm2满足要求！挠度验算q＝(G+(G+G)×ma*ma*0ma*1231.78N/mm21Q＝1.5kN/m2ma*1ma*2ma*18kN/mp＝0.9×1.48kN/mp＝0.9×1.4×Q=0.9×1.4×2.5＝3/2，0.097×0.12/2+3.15×0.1]＝0.31，计算简图如下：-强度验算q＝0.9ma*[1.2(G+(G4×0.7Q]×b=0.9×ma*[1.2×(0.3+(1.ma*ma*)+1.4×2.5，1.35×(0.1+(1.1+24)×)+1.4×2.5，1.35×(0.1+(1.1+24)×0计算，又因小梁较大悬挑长度为100mm，因此需进行最不利组合G0.7Q]×b=0.9ma*[1.2+(G+G)×h)+1.4Q，1.35(G+(G+G)×h)+1.4××(0.5+ma*ma*ma*ma*ma*ma*×9350×2560000)＝0.238mm≤×9350×2560000)＝0.238