繁茂大厦悬挑脚手架及卸料平台专项施工方案

()、工程概况,,,73.20017687.47:1952.82,()、手架工程设计及搭设参、φ48×3.51φ1410.2111.450.651.651.81φ48×3.5（三悬挑架及卸料平台的荷载取值及水平悬挑梁设X(JGJ130-2001)X(JGJ80-91)八十三层悬挑架设/、参数信:脚手架参数双排脚手架搭设高度为8m立杆采用立杆；搭设寸为杆的纵距1.45m杆的距0.9m杆的步1.8m；内排架距墙长度为0.65小横杆在上，搭接在大横杆上的小横杆根数2根采用的钢管类型3.5横杆与立杆连接方式为单扣件m件；连墙件连接式为双扣件；活荷载参数施工布荷(kN/m2):2.000脚手架途:装脚手架；同时工层2；风荷载参数本工程地处X，基风0.35kN/m2风荷载高变化系数μ0.92性.74，风荷载体型系s0.214静荷载参数每米立杆承受的结构自重荷载标准值(kN/m):0.1233；脚手板自重标准(kN/m2):0.350；杆挡脚自重准值(kN/m):0.140/(kN/m2):0.005:14a1.7mm压压环直(mm):20.00楼混凝拉绳绳为:7.000绳距离为(m):3.000拉距1.65m//小横杆的计:小横杆按照简支进行强度和挠度算，小横杆在大杆的上面。按照小横杆上面脚手板和活荷载为均布荷载计算横杆的最大弯矩变形均布荷载值计算/: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--《建筑结构规X》规0=kN/m2z--高变化系数《建筑结构/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《筑施工扣件管脚手架安全技术5.3.3k=1.155建筑施工扣件管脚手架安全技术5.3.3μ,=l0=m细比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,悬挑梁悬挑脚手平钢梁按照带悬臂梁悬臂部分手B板锚固点点/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上悬挑架设计、151.45m1.8m/0.80m上，搭接的数2采用的钢管类型

483.5立接方式扣件m连件连接方式扣件活荷载参数施工布荷(kN/m2):2.000手途:装脚手同时工层2风荷载参数本工程地处X，基风0.35kN/m2风荷载高化系数z0.92性.74，风荷载体型系s静荷载参数每米立受的结构自重荷载标准值kN/m):0.1233脚手板自重标准(kN/m2):0.350脚板自重准值(kN/m):0.140安全设施与安全网自重标准值(kN/m2):0.005脚板设:3层脚手板类别:竹串脚手板类别:串片脚手板挡板水平悬挑支撑梁悬挑水平钢梁采4a槽钢，其中建筑物悬挑段1.85m/m。压压环钢筋直径(mm):20.00楼混土拉绳与支杆参数/小横杆的计/: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=连墙件连墙件力应照下式Nl=+连墙件准脚手架顶部高z＝0.920=0.70=0.7=0.048kN/m2每个连墙件盖脚手架外侧Aw10.44按《建筑施工扣件式手架安全技术规》(JGJ130-2001)5.4.1条连墙件约束脚手架变形所产生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锚固段与楼板连接:水平与楼板点如果下水平与楼板压点R=0.641kN压水平与楼板压点:=[f][f]X10.9.8250N/mm2A=下证/30cm50N/mm2悬架阳角计（阳悬挑2.55～3.35米，按3.35挑架设计搭设）、参数信息脚手架参数双排脚手架高为1m立采用单立设尺寸为杆纵距为1.45m杆横距为1.2m杆的1.8m；内排架距墙.05m杆在在大横杆杆根数2根采用的钢管类型3.5横杆与立杆连式为单扣件距m件连墙件连方式为双扣件活荷载参数施工布荷(kN/m2):3.000脚手架途:结脚手架；同时工层2；风荷载参数本工程地处X基本风0.35kN/m2风荷载高化系数μz0.92.74荷载体型系s0.214；/(kN/m):0.1233(kN/m2):0.300(kN/m):0.150(kN/m2):0.005:14am。压压环直(mm):20.00楼混凝拉绳/2.05m小横杆的计/: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杆的力=104.159N/mm2小于杆的压强度设值满足要！挠度验度考虑为杆自重小横杆传递设不利分配的挠度单:度下ν=0.677ql4/100EI杆自重起的度：max=0.038/(1002.06×105×=0.046mm度下νpmax=1.883Pl3/100EI标准值利分配引起的度小杆递（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--《建筑结构规X》规0=kN/m2z--高变化系数《建筑结构/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《筑施工扣件管脚手架安全技术5.3.3k=1.155建筑施工扣件管脚手架安全技术5.3.3μ1.53,l0=l0=m细比,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,悬挑梁悬挑脚手平钢梁带悬臂梁悬臂部分手B板锚固点/。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锚固段与楼板连接:水平与楼板点如果下未节点造法卸平台计一、数信:荷载参数脚手板类别：竹串片手板手板自重(kN/m2)：0.35栏类别片脚手板挡板脚板重(0.14施工人员等活荷(kN/m2):2.00放材荷(kN):10.00悬挑参数内侧墙离m)内侧间(：1.90上部与悬挑梁墙支点距离(全系数：5.50挑梁与点支只对外侧行侧是起到保险进行水平支撑梁主梁材料类型及型号：工字/14a[ld(m)0.501.80)4.30)m(m)2.90、:[截特为面积A=21.31cm2惯性Ix=609.4cm4转惯Wx=87.1cm3回转半ix=5.35cm截面尺寸b=60mm,h=140mm,t=9.5mm荷载/、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)/料平台示料平台水平钢梁计算简/从左至右各反：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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