臨時(shí)腳手架卸料平臺(tái)施工方案

天津天通泰觀湖湖湖花園項(xiàng)項(xiàng)目腳手架卸料平臺(tái)臺(tái)臺(tái)施工方方案編制人：審核人：審批人：中建一局集團(tuán)建設(shè)發(fā)展有限公司天津天通泰觀湖花園項(xiàng)目部中建一局集團(tuán)建設(shè)發(fā)展有限公司天津天通泰觀湖花園項(xiàng)目部財(cái)源國(guó)際西塔工程項(xiàng)目經(jīng)理部2014年3月月月天津天通泰觀湖花園二期【腳手架卸料平臺(tái)施工方案】目錄HYPERLINK平臺(tái)水平平支支撐鋼管管布置置圖HYPERLINK"file:///D:\\PINMING\\CSC2014\\OutPut\\滿堂腳手架平面示意圖.dwg"滿堂腳手架平面面面示意圖圖.ddwg""平平面圖HYPERLINK"file:///D:\\PINMING\\CSC2014\\OutPut\\滿堂腳手架側(cè)立面示意圖.dwg"滿堂腳手架側(cè)立立立面示意意圖..dwgg"側(cè)立面圖圖四、板底支撐（縱縱向）鋼管驗(yàn)驗(yàn)算鋼管類型Ф48×3鋼管截面抵抗矩矩矩W(ccmm3)4.49鋼管截面慣性矩矩矩I(cmm4)10.78鋼管彈性模量EEE(N//mmm2)2.06×10005鋼管抗壓強(qiáng)度設(shè)設(shè)設(shè)計(jì)值[[ff](NN/mmm2)205縱向鋼管驗(yàn)算方方方式三等跨連續(xù)梁G1kkk=g1k=0..0033kkN//mG2kkk=g2k×lb/(n++11)=00.33×0..9//(1++1))=0..1335kNN/mmQ1kkk=q1k×lb/(n++11)=11.55×0..9//(1++1))=0..6775kNN/mmQ2kkk=q2k×lb/(n++11)=00.55×0..9//(1++1))=0..2225kNN/mm1、強(qiáng)度度度驗(yàn)算板底支撐鋼管按按按均布荷荷載作作用下的的三等等跨連續(xù)續(xù)梁計(jì)計(jì)算。滿堂腳手架平臺(tái)臺(tái)臺(tái)上的無(wú)無(wú)集中中力q1===1.22×((G1k+G2k)=11..2×((0..0333+00.1335))=0..2002kNN/mmq2===1.44×((G1k+G2k)=11..4×((0..6755+00.2225))=1..266kN//m板底支撐鋼管計(jì)計(jì)計(jì)算簡(jiǎn)圖圖Mmaaax=(00..1000×qq1+0.11117×qq2)×la2=(0..1100××0..2022+00.1117××1.226))×0..922=0.11336kNN·mmRmaaax=(11..1000×qq1+1.22000×qq2)×la=(1..1100××0..2022+11.2000××1.226))×0..9==1.55611kNσ=MMMmax/WW==0.11366×1006/(4..449×11033)=300..29NN/mmm2≤[f]==2205NN/mmm2滿足要求！滿堂腳手架平臺(tái)臺(tái)臺(tái)上增加加集中中力最不不利計(jì)計(jì)算q=qqq1+q2=0.22002+11.226=11.4462kkN//mq2===1.44×FF1=1.44××1.55=22.1kkN板底支撐鋼管計(jì)計(jì)計(jì)算簡(jiǎn)圖圖彎矩圖Mmaaax=0..4467kkN··m剪力圖Rmaaaxf=22..97kkNσ=MMMmax/WW==0.44677×1006/(4..449×11033)=10044.0009NN/mmm2≤[f]==2205NN/mmm2滿足要求！2、撓度度度驗(yàn)算滿堂腳手架平臺(tái)臺(tái)臺(tái)上無(wú)集集中力力q'111=G1k+G2k=0..0033++0..1355=00.1668kkN/mmq'222=Q1k+Q2k=0..6675++0..2255=00.9kkN//mR'mmmax=((11.1000××q'1+1.22000×qq'22)×la=(1..1100××0..1688+11.2000××0.99)××0.99=11.1338kkNν=(((0.67777×q''1+0.99990×qq'22)×la4/1000EEI=((0..6777×00.1668++0.99900×0..9))×900044/(10000×2..066×1005×10778800))=00.2997mmm≤min((9900//1550,110))=6mmm滿足要求！滿堂腳手架平臺(tái)臺(tái)臺(tái)上增加加集中中力最不不利計(jì)計(jì)算q'===G1k+G2k+Q1k+Q2k=0..0033++0..1355+00.6775++0.22255=1..0668kNN/mmq'222=F1==11.5kkN板底支撐鋼管計(jì)計(jì)計(jì)算簡(jiǎn)圖圖剪力圖R'mmmaxff=22.1445kkN變形圖ν=000.9336mmm≤min((9900//1550,110))=6mmm滿足要求！五、橫向支撐鋼鋼鋼管驗(yàn)算算平臺(tái)橫向支撐鋼鋼鋼管類型型單鋼管鋼管類型Ф48×3鋼管截面抵抗矩矩矩W(ccmm3)4.49鋼管截面慣性矩矩矩I(cmm4)10.78鋼管彈性模量EEE(N//mmm2)2.06×10005鋼管抗壓強(qiáng)度設(shè)設(shè)設(shè)計(jì)值[[ff](NN/mmm2)205立柱間縱向鋼管管管支撐根根數(shù)nn1橫向鋼管驗(yàn)算方方方式三等跨連續(xù)梁橫向支撐鋼管按按按照均布布荷載載和集中中荷載載下三等等跨連連續(xù)梁計(jì)計(jì)算，集集中荷載載P取板底支支撐撐鋼管傳傳遞最最大支座座力。滿堂腳手架平臺(tái)臺(tái)臺(tái)上無(wú)集集中力力q=111.2××g11k=0..004kNN/mmp=RRRmax=11..5611kNNp'===R'maaxx=1.11338kNN板底支撐鋼管計(jì)計(jì)計(jì)算簡(jiǎn)圖圖彎矩圖Mmaaax=0..2248kkN··m剪力圖Rmaaax=1..8835kkN變形圖Vmaaax=0..444mmmVmaaax=0..444mm≤min{{9900//1550,110}}=6mmmσ=MMMmax/WW==0.22488×1006/(4..449×11033)=555..2344N//mm2≤[f]==2205NN/mmm2滿足要求！滿堂腳手架平臺(tái)臺(tái)臺(tái)上增加加集中中力最不不利計(jì)計(jì)算q=111.2××g11k=0..004kNN/mmp=RRRmax=11..5611kNNp'===R'maaxx=1.11338kNNp2===Rmaxxff=2.9977kNp'222=R'maaxxf=2..1145kkN板底支撐鋼管計(jì)計(jì)計(jì)算簡(jiǎn)圖圖彎矩圖Mmaaax=0..5502kkN··m剪力圖Rmaaax=2..8856kkN變形圖Vmaaax=0..9923mmmVmaaax=0..9923mmm≤min{{9900//1550,110}}=6mmmσ=MMMmax/WW==0.55022×1006/(4..449×11033)=11111.8004NN/mmm2≤[f]==2205NN/mmm2滿足要求！六、立桿承重連連連接計(jì)算算橫桿和立桿連接接接方式單扣件單扣件抗滑承載載載力(kN)8扣件抗滑移折減減減系數(shù)1單扣件抗滑承載載載力設(shè)計(jì)計(jì)值RRc=88.00×1==8kkN≥R=1..8835++1..5=33.3335kkN滿足要求！七、立桿的穩(wěn)定定定性驗(yàn)算算鋼管類型Ф48×