東三屋面斜板模板計算書行業(yè)資料石油、天然氣工業(yè)

+24)×0.1)+1.4×0.7×+24)×0.1)+1.4×0.7×2.5]×0.3＝1.8281250mm4強(qiáng)度驗(yàn)算WORD專業(yè)..q＝0.9max[175×3.15×1]＝0.679kN·mM＝max[qL2＝0.6qL+0.617qL＝0.6×0.91×1+0.61 板模板（扣件式）計算書新澆混凝土樓板名稱新澆混凝土樓板名稱1模板及其支架自重標(biāo)準(zhǔn)值G1k(kN/m2)風(fēng)荷載標(biāo)準(zhǔn)值ωk(kN/m2)WORD專業(yè).25N/mm2滿足要求！WORD專業(yè)..撓度驗(yàn)算主梁變形圖25N/mm2滿足要求！WORD專業(yè)..撓度驗(yàn)算主梁變形圖(+24)×0.1)+1.4×0.7×2.5]×0.3＝1.80.097×0.12/2+3.15×0.1]＝0.315kN004/(384×10000×281250)＝0.098mm ssWORD專業(yè).9max[1.2(G0.7Q]×b=0.9max[1.2+(kN/mp＝0.9×9max[1.2(G0.7Q]×b=0.9max[1.2+(kN/mp＝0.9×1.4×Q=0.9×1.4×2.5＝3.114×1000/424＝19.408N/mm2≤[τ]＝1、小梁驗(yàn)算.強(qiáng)度驗(yàn)算q＝0.9max[1.2(G+(G+G)模板設(shè)計平面圖WORD專業(yè).7×1＝7×1＝1.753kN11R＝max[R，R]＝1.753k1.2×0.1×1=0.108kN/mp＝0.9×1.4×Q0.097×0.12/2+3.15×0.1]＝0.315kN、小梁驗(yàn)算.強(qiáng)度驗(yàn)算q＝0.9max[1.2(G+(G+G).據(jù)現(xiàn)實(shí)，樓板面板應(yīng)擱置在梁側(cè)模板上，因此本例以簡支梁，取1m單位寬度計281250mm4WORD專業(yè).+24)×0.1)+1.4×0.7×2.5]×0.3＝+24)×0.1)+1.4×0.7×2.5]×0.3＝1.815]＝3.16kNmax123τmax＝/(2bh0)=3f]＝205N/mm2滿足要求！八、扣件抗滑移驗(yàn)算WORD專.61kN/mν＝5ql4/(384EI)＝5×2.61×3.1K1Kmax12maxWORD專業(yè).15kN222×3.15×1，0.1×0.097×12+0.、小梁驗(yàn)算.強(qiáng)度驗(yàn)算q＝0.9max[1.2(G+(G+G)、主梁驗(yàn)算小梁最大支座反力計算15kN222×3.15×1，0.1×0.097×12+0.、小梁驗(yàn)算.強(qiáng)度驗(yàn)算q＝0.9max[1.2(G+(G+G)、主梁驗(yàn)算小梁最大支座反力計算Q＝1.5kN/m2q1＝0.mm3，I＝bh3/12=1000×15×15×15/12＝1 .qmax1.78N/mm2WORD專業(yè).G)×h)×b=(0.1+(1.1+24)×0.1)×1=2N/m21k3k2k承載能力極限狀態(tài)按三跨連續(xù)梁，R＝(1.mm3，I＝bh3/12=1000×15×15G)×h)×b=(0.1+(1.1+24)×0.1)×1=2N/m21k3k2k承載能力極限狀態(tài)按三跨連續(xù)梁，R＝(1.mm3，I＝bh3/12=1000×15×15×15/12＝·mM＝max[M，M，M]＝max[0.202，0.679 max1max2max1.max1Q＝1.5kN/m2WORD專業(yè).281250mm4強(qiáng)度驗(yàn)算WORD專業(yè)..q＝281250mm4強(qiáng)度驗(yàn)算WORD專業(yè)..q＝0.9max[=0.237kN·mmax滿足要求！撓度驗(yàn)算q＝(G+(G+6M=0.92×1.4ωlh2/10=0.92×1.4×0..7×1.5]×0.3＝1.542kN/mq＝0.9×1.2maxmaxmax.maxmaxWORD專業(yè).×1.2×G×b=0.9×1.2×1.2×G×b=0.9×1.2×0.3×0.3＝0.097mm)max跨中ν=0.965mm≤[ν]=1000/2501+24)×0.1)×0.3＝0.975kN/mq＝0.9×9max[1.2(G0.7Q]×b=0.9max[1.2+(maxw.maxmax