悬挑卸料平台计算C型.doc

悬挑卸料平台设计计算1.计算参数设定 (1)基本参数卸料平台宽度(悬挑长度)4.00m，长度3.00m，楼层高度3.00m；悬挑主梁采用2根I16工字钢，次梁采用12.6槽钢，间距500mm；外排脚手架总宽度1000mm；施工堆载、活荷载2.00kN/m2；平台上满铺0.38，采用钢丝绳卸荷，吊点宽度为2.00m。钢材抗拉和抗弯强度设计值f =205.00N/mm2，抗剪设计强度fv=120.00N/mm2，钢材屈服点fy=235N/mm2，弹性模量E=206000N/mm2。(2)荷载标准值1)永久荷载标准值脚手板采用0.38面铺木板，自重标准值:0.38kN/m22)施工均布活荷载标准值施工堆载、活荷载2.00kN/m22.次梁验算次梁采用12.6槽钢；H=126mm,b=53mm,t=9.0mm,tw=5.5mm,Wx=61700mm3,Ix=3885000mm4,S=36400mm3，次梁按单跨简支梁计算，跨度L=3.00m(1)荷载计算次梁自重GK1=0.12kN/m；脚手板自重GK2=0.380.50=0.19kN/m；施工活荷载QK=施工堆载、活荷载次梁间距=2.000.50=1.00kN/m；作用于次梁上的线荷载标准值永久荷载q1=1.2GK=1.2(0.12+0.19)=0.37kN/m施工活荷载q2=1.4QK=1.41.00=1.40kN/mq=q1+q2=0.37+1.40=1.77kN/m, 集中荷载P=2.501.4=3.50kN(2)抗弯强度验算x=1.05；Mmax=qL2/8+PL/4=1.773.002/8+3.503.00/4=4.62kNm=4620000Nmm=Mmax/xW=4620000/(1.0561700)=71.25N/mm2次梁抗弯强度=71.25N/mm2f=205.00N/mm2，满足要求。(3)抗剪强度验算Vmax=qL/2+P/2=1.773.00/2+3.50/2=4.41kN=4405N=VmaxS/IxtW=440536400/(5.53885000)=7.50N/mm2次梁抗剪强度=7.50N/mm2fv=120.00N/mm2，满足要求。(4)整体稳定性验算L1=3.0m,t=9.0mmb=(570bt/L1h)(235/fy)=570539.0235/(3000126235)=0.720.6；b=1.07-(0.282/b)=1.07-(0.282/0.72)=0.68f=Mmax/(bW)=4.62106/(0.6861700)=110.12N/mm2次梁整体稳定性f=110.12N/mm2f=205.00N/mm2，满足要求。(5)挠度验算q5qL4/(384EIx)=51.7730004/(3842060003885000)=2.33mmp=PL3/(48EIx)=3.50100030003/(482060003885000)=2.46mmmax=q+p=2.33+2.46=4.79mm, =L/250=3000/250=12.00mm次梁挠度max=4.79mm=12.00mm，满足要求。3.主梁验算主梁采用I16工字钢；H=160mm,b=88mm,tw=6.0mm,t=9.9mm,Wx=140900mm3,Ix=11270000mm4,S=80800mm3。主梁和栏杆自重q=0.2050+0.11=0.32kN/mP2=V=qL/2+P/2=1.773.00/2+3.50/2=4.41kN，P1=P2/2=4.41/2=2.21kN经计算得：Mmax=3.09kNm,Vmax=8.42kN,max=0.46mm,R1=7.66kN，R2=15.77kN，R3=0.38kN，R4=0.35kN(1)抗弯强度验算x=1.05；=Mmax/xWx=3.09106/(1.05140900)=20.89N/mm2主梁抗弯强度=20.89N/mm2f=205.00N/mm2，满足要求。(2)抗剪强度验算=VmaxS/IxtW=8.4210380800/(1127000010)=6.04N/mm2主梁抗剪强度=6.04N/mm2fv=120.00N/mm2，满足要求。(3)整体稳定验算查表得b=0.990.6；b=1.07-(0.282/b)=1.07-(0.282/0.99)=0.79f=Mmax/(bW)=3.09106/(0.79140900)=27.76N/mm2主梁整体稳定性f=27.76N/mm2f=205.00N/mm2，满足要求。(4)挠度验算=L/250=3000/250=12.00mm；主梁挠度max=0.46mm=16.00mm，满足要求。4.钢丝绳验算吊点高度h=3.00m，吊点宽度L=2.00mN1=R1=7.66kN，N2=R2=15.77kN采用18mm钢丝绳，K=0.356,=0.85，K=7.00破断拉力总和F破=KD2Ro/1000=0.3561821670/1000=192.62kN钢丝绳允许拉力P=F破/K=192.620.85/7.00=23.39kNT1=N1（h2+L2）0.5/h=7.66(3.002+4.002)0.5/6.00=12.77kNP=23.39kNT2=N2（h2+L2）0.5/h=15.77(3.002+2.002)0.5/3.00=18.95kNP=23.39kN钢丝绳承受拉力T=18.95kNP=23.39kN，满足要求 5.吊环验算四根钢丝绳分别设置吊环，吊环采用20mm HPB235级钢筋制作，As=3.14(20/2)2=314mm2，f =65N/mm2最大吊环承受的拉力为：N拉=Tmax=12.77+18.95=31.72kN吊环可承受的拉力:fAs=652314/1000=40.82kN吊环强度40.82kNN拉=31.72kN，满足要求6.悬挑梁锚固钢筋验算HPB235钢筋,fy=210N/mm2,锚固点拉力R=R3=0.38=0.38kN=380N预埋锚固钢筋按两个截面同时受力计算:取18As=508.68210/380=281.1123.14182/4=508.68mm2,Nm/As=380/508.68=0.75N/mm2锚固钢筋0.75N/mm265N/mm2，满足要求。7.计算结果卸料平台宽度4.00m，长度3.00