单排钢管脚手架计算书

2223.0。1.5033。、大横杆的:。P2=0.300×1.050/3=0.105kN/mQ=3.000×1.050/3=1.050kN/m22622262)():M1=(0.08×0.172+0.10×1.470)×1.200=0.232kN.m:M2=-(0.10×0.172+0.117×1.470)×1.200=-0.272kN.m/5080.0=53.631N/mm

2,4545q1=0.038+0.105=0.143kN/mq2=1.050kN/m×121900.0)=0.939mm1200.0/15010mm,照简支行强上面。支座反力利置矩和变形。自脚手板Q=3.000×1.050×2622621.260=1.970kN:集中下:M=(1.2×0.038)×1.050/8+1.970×1.050/3=0.696kN.m/5080.0=137.013N/mm

22,满足要!45245225V1=5.0×0.038×1050.00/(384×2.060×10×P=0.046+0.126+1.260=1.432kNV2=1432.080×1050.0×(3×1050.0-4×1050.0/9)/(72×121900.0)=2.343mmV=V1+V2=2.367mm1050.0/15010mm,(5.2.5):R—8.0kN；22RQ=3.000×1.050×1.890=2.928kN!,8.0kN:括静和静括以容：每米受构(kN/m).1489NG1=0.149×18.600=2.770kN)本为.30=0.300×4×1.200×(1.050+0.300)/2=0.972kN2222(3)(kN/m)、NG3=(4)(kN/m0.005NG4=0.005×1.200×18.600=0.112kN==NQ=W0——基)》(GB50009-2001)定=0.350Uz—》(GB50009-2001)规定=0.840Us—体型数Us=222222Wk=1.0000.206kN/mN=+N=+/10Wk—(kN/m)—(m)h—(m)定性:稳定性—N=10.23kN—受稳定系由长细比结果表i面回转径i=1.58cml0—长(m),由l0=确23222322k1.155uA—A=4.89cm—(—)=[f]不考虑风荷载时稳足要!考虑风载时,稳其N——轴心N=9.44kN—轴心稳结果表i回转半径l0—(m),式l0=k1.155uu=232223221.50A—A=4.89cm—(W=5.08cmMW—=0.042kN.m—)=[f]<[f],最大搭不采用敞开式、封闭半闭脚手架可搭高照下式其—构配件自重标准向力1.348kNNQ——活标准NQ3.780kNgk—每米承结构自重标gk0.149kN/mHs=180.820Hs5050.000—构配件自重标准生向力1.348kN；NQ——活标准NQ3.780kN；gk—每承受构自标gk0.149kN/m；——产弯=0.036kN.m；Hs=176.343Hs22225050.000Nl+No—Nlw=××—wk=0.206kN/m—=5.760m—Nlw=1.660kN6.660kNNf—l/i=30.00/1.58222222A=[f]205.00N/mmNf95.411kN!Nl8.0kN: