繁茂大廈懸挑腳手架及卸料平臺(tái)專項(xiàng)施工方案

()、工程概況,,,73.20017687.47:1952.82,()、手架工程設(shè)計(jì)及搭設(shè)參、φ48×3.51φ1410.2111.450.651.651.81φ48×3.5（三懸挑架及卸料平臺(tái)的荷載取值及水平懸挑梁設(shè)X(JGJ130-2001)X(JGJ80-91)八十三層懸挑架設(shè)/、參數(shù)信:腳手架參數(shù)雙排腳手架搭設(shè)高度為8m立桿采用立桿；搭設(shè)寸為桿的縱距1.45m桿的距0.9m桿的步1.8m；內(nèi)排架距墻長(zhǎng)度為0.65小橫桿在上，搭接在大橫桿上的小橫桿根數(shù)2根采用的鋼管類型3.5橫桿與立桿連接方式為單扣件m件；連墻件連接式為雙扣件；活荷載參數(shù)施工布荷(kN/m2):2.000腳手架途:裝腳手架；同時(shí)工層2；風(fēng)荷載參數(shù)本工程地處X，基風(fēng)0.35kN/m2風(fēng)荷載高變化系數(shù)μ0.92性.74，風(fēng)荷載體型系s0.214靜荷載參數(shù)每米立桿承受的結(jié)構(gòu)自重荷載標(biāo)準(zhǔn)值(kN/m):0.1233；腳手板自重標(biāo)準(zhǔn)(kN/m2):0.350；桿擋腳自重準(zhǔn)值(kN/m):0.140/(kN/m2):0.005:14a1.7mm壓壓環(huán)直(mm):20.00樓混凝拉繩繩為:7.000繩距離為(m):3.000拉距1.65m//小橫桿的計(jì):小橫桿按照簡(jiǎn)支進(jìn)行強(qiáng)度和撓度算，小橫桿在大桿的上面。按照小橫桿上面腳手板和活荷載為均布荷載計(jì)算橫桿的最大彎矩變形均布荷載值計(jì)算/:P1=0.038kN/m:P2=0.35×1.45/3=0.169:Q=2×1.45/3=0.967:q=1.2×0.038+1.2×0.169+1.4×0.967=1.602:Mqmax=Mqmax=0.162

Mqmax/WN/mm2

=31.938N/mm2:q=0.038+0.169+0.9671.174kN/m=5ql4/384EImm

=2.06/0.39990010::P1=0.038×0.9=0.035:P2=::Mmax=:M1max=0.08×0.038×1.45×1.45=0.006/下:Mpmax=M1maxM2max0.006+0.279=0.286=0.28656.226[f]=205N/mm2:mm下:ν=0.677ql4/100EImax=0.038/(1002.06×105×=0.046mm下:νpmax=1.883Pl3/100EI0.035+0.152+0.87ν=(100×2.06×105×121900)=mm/ν+pmax=0.046+1.208=1.254mm1.2541450105.1.7,(X5.2.5):R≤8.00kNR--:=:=0.038×1.45=0.056kN:=0.35×0.9×1.45/2=0.228kN:/2=1.305:R<8.00:0.1233kN/mNG1[0.1233+(0.90×2/2)×0.038/1.80]×18.002.565kN/NG2==1.5730.14kN/mNG30.14×4×1.45/20.406kNkN/m2NG40.13NG=NG1+NG2+NG3+NG4NQ2.61,N=NG+0.85×1.4NQ=0.85×1.4×2.61=8.716kNN'=1.2NG+1.4NQ=1.2×4.675+1.4×2.61=9.264kN定性:以下公式Wk=0.7zsω其中0--《建筑結(jié)構(gòu)規(guī)X》規(guī)0=kN/m2z--高變化系數(shù)《建筑結(jié)構(gòu)/μz=μs0.214Wk=×0.35×0.74×0.2140.039kN/m2MW:×1.4WkLah2/10=0.851.82/10=0.022kN·m,σN/(A)MW/W≤[f]NσN/(A)≤[f]N9.264kNi《筑施工扣件管腳手架安全技術(shù)5.3.3k=1.155建筑施工扣件管腳手架安全技術(shù)5.3.3μ,=l0=m細(xì)比L0/i197,由果查=A=4.89cm2/)=cm3N/mm2=489)+21690.599/5080100.094N/mm2

100.094N/mm2==

101.85=:Nl=+z0.92s0.2140=0.70=0.7=0.048kN/m2Aw=10.44(JGJ130-2001)5.4.1(kN),N0=kN==Nl=+5.705/Nf=[f]--l/i=650/15.8A=cm2

=0.882Nf0.882×4.89×10-4×205×103=Nl=5.705=88.416,懸挑梁懸挑腳手平鋼梁按照帶懸臂梁懸臂部分手B板錨固點(diǎn)點(diǎn)/I563.718.51。9.264q=1.2×18.51×0.0001×78.50.174kN/m/(kN·m)R[1]=11.526kN/R[2]=8.276kNR[3]=-0.631kNMmax=3.098kN·m

=M/1.05W+N/A=×106/(1.05805008.645/1851=41.32641.326=M/bWx[f]φbφb=(570tb/lh)×φb=(570tb/lh)×(235/fy)=5709.5/(3400235)=0.66φb0.6b0.64!

=3.098/()=59.895=59.895=N/mm2,RAHΣθi/RUicosiRU1=13.154、)RURU=13.1546×19[Fg]aFg/KFgα

0.80.85K--[Fg]=14.936KN>RuRUN=RU=13.154kNσ≤[f][f]X/50N/mm2)D=(13154×4/(3.142×=12.9mm:R=0.631kND=20mm:=[f][f]10.9.8250N/mm2A=30cm50N/mm2上懸挑架設(shè)計(jì)、151.45m1.8m/0.80m上，搭接的數(shù)2采用的鋼管類型

483.5立接方式扣件m連件連接方式扣件活荷載參數(shù)施工布荷(kN/m2):2.000手途:裝腳手同時(shí)工層2風(fēng)荷載參數(shù)本工程地處X，基風(fēng)0.35kN/m2風(fēng)荷載高化系數(shù)z0.92性.74，風(fēng)荷載體型系s靜荷載參數(shù)每米立受的結(jié)構(gòu)自重荷載標(biāo)準(zhǔn)值kN/m):0.1233腳手板自重標(biāo)準(zhǔn)(kN/m2):0.350腳板自重準(zhǔn)值(kN/m):0.140安全設(shè)施與安全網(wǎng)自重標(biāo)準(zhǔn)值(kN/m2):0.005腳板設(shè):3層腳手板類別:竹串腳手板類別:串片腳手板擋板水平懸挑支撐梁懸挑水平鋼梁采4a槽鋼，其中建筑物懸挑段1.85m/m。壓壓環(huán)鋼筋直徑(mm):20.00樓混土拉繩與支桿參數(shù)/小橫桿的計(jì)/:P1=0.038:P2=0.35×1.45/3=0.169:Q=2×1.45/3=0.967:q=1.2×0.038+1.2×0.169+1.4×0.967=1.602:Mqmax=Mqmax=0.162

σMqmax/WN/mm2

σN/mm2N/mm2:/q=0.038+0.169+0.9671.174kN/m=5ql4/384EImm

=2.060.399900/10::P1=0.038×0.9=0.035:P2=::/。Mmax=:M1max=0.08×0.038×1.45×1.45=0.006Mpmax=M1maxM2max0.006+0.279=0.286

0.286×106/5080=56.226N/mm2

56.226[f]=205N/mm2:mmν=0.677ql4/100EImax=0.038/(1002.06×105×=0.046mmνpmax=1.883Pl3/100EI/0.035+0.152+0.87=14503/100121900)1.208mm+pmax=0.046+1.208=1.254mm1.2541450105.1.7,(X5.2.5):R≤8.00kNR--:=:=0.038×1.45=0.056kN:=0.35×0.9×1.45/2=0.228kN:/2=1.305:R<8.00:/0.1233kN/mNG1[0.1233+(0.90×2/2)×0.038/1.80]×15.002.138kNNG2==1.2940.14kN/mNG30.14×3×1.45/20.304kNkN/m2NG4=0.109NG=NG1+NG2+NG3+NG4NQ2.61,N1.2NG+0.85×1.4NQ=1.2×3.845+0.85×1.4×2.61=N'=1.2NG+1.4NQ=1.2×3.845+1.4×2.61=8.268kN/zsω

0《Xω0=kN/m2z--0.214Wk=×0.35×0.74×0.2140.039kN/m2MW:×1.4WkLah2/10=0.851.82/10=0.022kN·m,σN/(A)MW/W≤[f]NσN/(A)≤[f]N8.268kNi《X5.3.3k=1.155X5.3.3,l0kuhl03.118/:=197,A=4.89cm2)=cm3N/mm27719.75/(0.186489)+21690.599/5080=89.145

89.145=8267.85/(0.186

90.901=連墻件連墻件力應(yīng)照下式Nl=+連墻件準(zhǔn)腳手架頂部高z＝0.920=0.70=0.7=0.048kN/m2每個(gè)連墻件蓋腳手架外側(cè)Aw10.44按《建筑施工扣件式手架安全技術(shù)規(guī)》(JGJ130-2001)5.4.1條連墻件約束腳手架變形所產(chǎn)生kN),5.000/==Nl=+5.705Nf=[f]--l/i=800/15.8A=cm2

=0.849Nf0.849×4.89×10-4×205×103=Nl=5.705=85.108,。以上小于抗滑意/NI563.718.518.268q=1.2×18.51×0.0001×78.50.174kN/m/到m)/R[1]=10.736kNR[2]=7.111kNR[3]=-0.641kNMmax=3.207kN·m

=M/1.05W+N/A=×106/(1.05805008.589103/1851=42.585N/mm242.585=M/bWx[f]φbφb=(570tb/lh)×φb=(570tb/lh)×(235/fy)=5709.5/(3700235)=0.61φb0.6/

0.6!

=3.207/(0.680500)=65.866=65.866=N/mm2,RAHΣθiRUicosθiθikN、)RURU=12.52kN6×19[Fg]aFg/KFgα

0.85、0.820.8K--/[Fg]=14.936KN>RuRUN=RU=12.52kN≤[f][f]X50N/mm2)D=(12520×4/(3.142×=12.6mm錨固段與樓板連接:水平與樓板點(diǎn)如果下水平與樓板壓點(diǎn)R=0.641kN壓水平與樓板壓點(diǎn):=[f][f]X10.9.8250N/mm2A=下證/30cm50N/mm2懸架陽(yáng)角計(jì)（陽(yáng)懸挑2.55～3.35米，按3.35挑架設(shè)計(jì)搭設(shè)）、參數(shù)信息腳手架參數(shù)雙排腳手架高為1m立采用單立設(shè)尺寸為桿縱距為1.45m桿橫距為1.2m桿的1.8m；內(nèi)排架距墻.05m桿在在大橫桿桿根數(shù)2根采用的鋼管類型3.5橫桿與立桿連式為單扣件距m件連墻件連方式為雙扣件活荷載參數(shù)施工布荷(kN/m2):3.000腳手架途:結(jié)腳手架；同時(shí)工層2；風(fēng)荷載參數(shù)本工程地處X基本風(fēng)0.35kN/m2風(fēng)荷載高化系數(shù)μz0.92.74荷載體型系s0.214；/(kN/m):0.1233(kN/m2):0.300(kN/m):0.150(kN/m2):0.005:14am。壓壓環(huán)直(mm):20.00樓混凝拉繩/2.05m小橫桿的計(jì)/:P1=0.038:P2=kN/m:Q=3×1.45/3=1.45kN/m:q=1.2×0.038+1.2×0.145+1.4×1.45=2.25kN/m:Mqmax=Mqmax=2.25×1.22/80.405

σMqmax/WN/mm2

σN/mm2N/mm2:q=0.038+0.145+1.451.633kN/m/=5ql4/384EImm

=12004/(3841.756120010::P1=0.038×1.2=0.046:P2=::kN/Mmax=:M1max=0.08×0.038×1.45×1.45=0.006下:Mpmax:M2max=0.267×1.35×1.45=0.523=M1maxM2max0.006+0.523=0.529力值=106/5080=104.159N/mm2桿的力=104.159N/mm2小于桿的壓強(qiáng)度設(shè)值滿足要！撓度驗(yàn)度考慮為桿自重小橫桿傳遞設(shè)不利分配的撓度單:度下ν=0.677ql4/100EI桿自重起的度：max=0.038/(1002.06×105×=0.046mm度下νpmax=1.883Pl3/100EI標(biāo)準(zhǔn)值利分配引起的度小桿遞（0.046+0.174+1.74）/2=0.98kNν=0.9814503/(2.06×121900)/ν+pmax=0.046+2.24=2.2862.2861450105.1.7,(X5.2.5):R≤8.00kNR--:=:=kN:P3=kN:3×1.2×1.45=2.61kN:R<8.00:0.1233kN/mNG1[0.1233+(1.20×2/2)×0.038/1.80]×18.002.680kN/NG2=0.3×4×1.45×(1.2+2)/2=2.8270.15kN/mNG30.15×4×1.45/20.435kNkN/m2NG40.13NG=NG1+NG2+NG3+NG4NQ5.22,N1.2NG+0.85×1.4NQ=1.2×6.073+0.85×1.4×5.22=N'=1.2NG+1.4NQ=1.2×6.073+1.4×5.22=14.596kN定性:以下公式Wk=0.7zsω其中0--《建筑結(jié)構(gòu)規(guī)X》規(guī)0=kN/m2z--高變化系數(shù)《建筑結(jié)構(gòu)/μz=μs0.214Wk=×0.35×0.74×0.2140.039kN/m2MW:×1.4WkLah2/10=0.851.82/10=0.022kN·m,σN/(A)MW/W≤[f]NσN/(A)≤[f]N=14.596kNi《筑施工扣件管腳手架安全技術(shù)5.3.3k=1.155建筑施工扣件管腳手架安全技術(shù)5.3.3μ1.53,l0=l0=m細(xì)比,由果查=A=4.89cm2/)=cm3N/mm213499.64/(0.179489)+21690.599/5080=158.497

158.497N/mm2=14595.84/(0.179489)=166.751N/mm2

166.751N/mm2=:Nl=+z0.92s0.2140=0.70=0.7=0.048kN/m2Aw=10.44(JGJ130-2001)5.4.1(kN),N0=kN=0.705Nl=+5.705/Nf=[f]--=A=cm2

=0.396Nf0.396×4.89×10-4×205×103=Nl=5.705=39.697,懸挑梁懸挑腳手平鋼梁帶懸臂梁懸臂部分手B板錨固點(diǎn)/。1200mm2050mmI563.718.51。=14.596q=1.2×18.51×0.0001×78.50.174kN/m/(kN·m)/R[1]=14.681kNR[2]=14.899kNR[3]=0.408kNR[4]=0.135kNMmax=0.078kN·m

=M/1.05W+N/A=×106/(1.05805008.602103/1851=5.57N/mm25.57N/mm2N/mm2,=M/bWx[f]φbφb=(570tb/lh)×φb=(570tb/lh)×(235/fy)=5709.5/(6700235)=0.33!

=0.078/()=2.893[f]=,RAHΣθi/RUicosiRU1=16.952RU2=17.204、)RURU=17.2046×19[Fg]aFg/KFgα

0.80.85K--[Fg]=18.457KN>RuRUN=RU=17.204kNσ[f]/[f]X50N/mm2)D=(17204×4/(3.142×=14.8mm錨固段與樓板連接:水平與樓板點(diǎn)如果下未節(jié)點(diǎn)造法卸平臺(tái)計(jì)一、數(shù)信:荷載參數(shù)腳手板類別：竹串片手板手板自重(kN/m2)：0.35欄類別片腳手板擋板腳板重(0.14施工人員等活荷(kN/m2):2.00放材荷(kN):10.00懸挑參數(shù)內(nèi)側(cè)墻離m)內(nèi)側(cè)間(：1.90上部與懸挑梁墻支點(diǎn)距離(全系數(shù)：5.50挑梁與點(diǎn)支只對(duì)外側(cè)行側(cè)是起到保險(xiǎn)進(jìn)行水平支撐梁主梁材料類型及型號(hào)：工字/14a[ld(m)0.501.80)4.30)m(m)2.90、:[截特為面積A=21.31cm2慣性Ix=609.4cm4轉(zhuǎn)慣Wx=87.1cm3回轉(zhuǎn)半ix=5.35cm截面尺寸b=60mm,h=140mm,t=9.5mm荷載/、0.35kN/m2Q1=0.35×0.50=0.18kN/m14b0.16kN/mQ2=0.16、1)2.00Q3=2.00kN/m22)P10.00kNQ=1.2×(0.18+0.16)+1.4×2.00×0.50=1.81kN/mXJGJ80-91P31=ql2/8(1m2/l2)2pl/4Mmax(1.81×2.902/8)×(1-(0.002/2.902))2+14.00/:R=q(l+2m)]/2R(14.00+2×0.00))/2=9.62kNxWx≤[f]

[f]==1.20104/(1.05×87.10)=131.75=131.752N/mm2bWx≤[f]bφb=(570tb/lh)×φb=570×9.5060.00×235.0)=0.800.6φb'=1.07-0.282/bb'=0.718

=1.20104/(0.71887.100)=192.78/

σ[f]=205N/mm2,!、A=21.5cm2Ix=712cm4ix=5.76cmb=80mm,h=140mm,t=9.1mm0.14kN/mQ1=Q2=0.17kN/mq=1.2×(Q1+Q2)/料平臺(tái)示料平臺(tái)水平鋼梁計(jì)算簡(jiǎn)/從左至右各反：R[1]13.345；R[2]12.948；/R[3]-3.563。Rmax=12.948Mmax=12.133

mmxWx+≤[f]

[f][f]=

×106/1.05/102000.0+9.06103/2150.000=117.503117.503N/mm2!φbWx[f]φbXBb=0.9520.6φb'=1.07-0.282/b≤1.0b'=0.670

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