悬挑卸料平台计算A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；施工堆载、活荷载2.00kN/m2；平台上满铺木枋格栅，采用钢丝绳卸荷。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木枋格栅面铺木板，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=126 mm，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)=2.33mmp1=PL3/(48EIx)=3.50100030003/(482060003885000)=2.46mmmax=q+p1=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2根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=1.773.00/2=2.66kN, P1=P2/2=2.66/2=1.33kN,P3=P/2=3.50/2=1.75kN次梁间距C=500mm n=L/C=8(1)抗弯强度验算Mmax=qL2/8+P2Ln/8+P3L/4=(0.324.002/8)+(2.664.008.00/8)+(1.754.00/4)=13.03kNmx=1.05；=Mmax/xW=13.03106/(1.05140900)=88.07N/mm2主梁抗弯强度=88.07N/mm2f=205.00N/mm2，满足要求。(2)抗剪强度验算Vmax=qL/2+P2(n-1)/2+P3/2=0.324.00/2+2.66(8-1)/2+1.75/2=10.83kN=VmaxS/IxtW=10.8310380800/(1127000010)=7.76N/mm2主梁抗剪强度=7.76N/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)=13.03106/(0.79140900)=117.06N/mm2主梁整体稳定性f=117.06N/mm2f=205.00N/mm2，满足要求。(4)挠度验算q=5qL4/（384EIx）=50.3240004/(38420600011270000)=0.46mmp1=(5n2-4)P2L3/(384nEI)=(582 -4)266040003/(384820600011270000)=7.54mmp2=P3L3/(48EI)=1.7540003/(4820600011270000)=1.01mmmax=q+p1+p2=0.46+7.54+1.01=9.01mm； =L/250=4000/250=16.00mm主梁挠度max=9.01mm=16.00mm，满足要求。4.钢丝绳验算吊点高度h=3.00m，吊点宽度L=4.00mN=V+P1=10.83+1.33=13.49kN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=23.39kNT=N（h2+L2）0.5/h=13.49(3.002+4.002)0.5/3.00=22.48kN钢丝绳承受拉力T=22.48kNP=23.39kN，满足要求 5.吊环验算两根钢丝绳分别设置吊环，吊环采用18mm HPB235级钢筋制作，As=3.14(18/2)2=254mm2，f =65N/mm2最大吊环承受的拉力为：N拉=T=22.48kN吊环可承受的拉力:fAs=652254/1000=33.02kN吊环强度33.02kNN拉=22.48kN，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=V+P1=10.83+(2.66/2)=12.16kN=12160N预埋锚固钢筋按两个截面同时受力计算:取16As=23.14162/4=401.92mm2,Nm/As=12160/401.92=30.25N/mm2锚固钢筋30.25N/mm