懸挑防護(hù)棚計(jì)算書

1、懸挑防護(hù)棚計(jì)算書、根本參數(shù)懸挑防護(hù)棚類型雙層懸挑防護(hù)棚防護(hù)棚兩層之間間距h(m)1防護(hù)欄高度hi(m)0.2懸挑防護(hù)棚懸挑長度A(m)3懸挑防護(hù)棚寬度B(m)5懸挑防護(hù)棚的水平傾斜角度a1主梁間距La(m)0.6縱向次梁間距Lb(m)0.7主梁之間添加橫向次梁的根數(shù)n5側(cè)縱向次梁離主梁與主體錨固點(diǎn)距離a(m)0.2、撐拉桿件參數(shù)支撐序號(hào)支撐方式材料選擇Ln(m):支撐桿件在主梁上錨固點(diǎn)到主梁錨固點(diǎn)處直線長度Sn(m):支撐桿件在外墻錨固點(diǎn)到主梁錨固點(diǎn)處豎直距離是否參與計(jì)算1上拉鋼管2.53.3是2上拉鋼管12.7是搭設(shè)示意圖:.word.zl.word.zl.三、荷載參數(shù)防護(hù)層材料類型竹串片腳

2、手板防護(hù)層材料自重標(biāo)準(zhǔn)值gk1(kN/m2)0.35欄桿與擋腳板類型欄桿、竹串片腳手板擋板欄桿與擋腳板自重標(biāo)值gk2(kN/m)0.17平安網(wǎng)自重gk3(kN/m2)0.01沖擊荷載Pk(kN)1次梁自重gk4(kN/m)0.0333主梁自重gk5(kN/m)0.0333四、次梁驗(yàn)算次梁材料鋼管次梁鋼管型號(hào)48X3截面面積A(cm2)4.24截面慣性矩Ix(cm4)10.78截面抵抗矩Wx(cm3)4.49抗彎強(qiáng)度設(shè)計(jì)值f(N/mm2)205回轉(zhuǎn)半徑i(mm)15.9彈性模量E(N/mm2)206000次梁計(jì)算方式三等跨連續(xù)梁Lc為主梁之間添加的橫向次梁的間距，Lc=La/(n+1)=0.6/

3、(5+1)=0.1m計(jì)算簡圖：(JJOkQ,02?to1,(J28ko,Q23LN口0尊舊彘|(0,柒口，U?就QJONkhl口kfl，口瑞航,如8k).02510JOZSkM.word.zl.M=0.185kN.m0.5B6史堡*巴出處迎理Q,036r1?QXE90,0164*力啟招力摩1idim-1,0$-。,。西西闔mV=1.048kN計(jì)算撓度：v=0.16mm計(jì)算簡圖:.word.zl.M=0.152kN.m立。.巧門舊.0.031一_qps1=1.2乂0.0333乂0.9998=0.04kN/mRx=（R次梁+R下排）xsina=1.78x0.0175=0.0311kNRy=（R次梁

4、+R下排）Xcosa=1.78X0.9998=1.7798kN正常使用極限狀態(tài):qx=qxsinak=gsin1=0.0333X0.0175=0.0006kN/mqy=qxcosak5gcos1=0.0333x0.=9）90333kN/mRx=（R次梁+R下排）xsina=1.361x0.0175=0.0238kNRy=（R次梁+R下排）義cosa=1.361義0.9998=1.3607kN1抗彎驗(yàn)算Mmax=0.895kN.m（T=Max/Wx=0.895x6/（4.49x3）=0199.31N/mm2wf=205N/mm主梁抗彎度滿足！2 .撓度驗(yàn)算max=5.081mm、=A/400=4

5、240/400=.6mm主梁撓度滿足要求！3 .支座反力計(jì)算R0=1.342kNR=3.176kNR2=4.5kN上拉局部：.word.zl.第1道上拉:Fi=Ri/(sin(+arctaL(Ssina)1悵cosa)=3.176/(sin(1+arctan(2.7sin1)/(1Xcos1)=3.368kN第2道上拉：F2=R2/(sin(a+arctaL(Ssina)2(Lcosa)=45n(1+arctan(3.325xsin1)/(2.5xcos1)=5.599kN4 .主梁穩(wěn)定性驗(yàn)算Nmax=qxXA+Rx(A-a)/Lb+1)+(F12-R12)0.5+(F22-R2)0.5=0.

6、0007乂3+0.0311乂(3-0.2)/0.7+1+(3.3682-3.17G).5+(5.5992-4.5y.5=4.61kNi=L1/i=1500/15.9=94.34查？W?表A得，小=0.634(T=N/(小A)=4609.912/(0.634x2)4=.24.149N3mm2f=205N/mm2主梁穩(wěn)定性滿足要求！六、主梁與主體構(gòu)造連接點(diǎn)強(qiáng)度計(jì)算扣件抗滑承載力驗(yàn)算：Nmax=qxXA+Rx(A-a)/Lb+1)+(F12-R12)0.5+(F22-R2)0.5=0.0007乂3+0.0311乂(3-0.2)/0.7+1+(3.3682-3.17G)0.5+(5.5992-4.5y

7、.5=4.61kN主梁鋼管扣件抗滑移Nmax=4.61kN1X12=12kN主梁與主體構(gòu)造預(yù)埋鋼管扣件抗滑移計(jì)算：Nlmax=RXcosa+NmaxXsina=1.342義cos1+4.61義sin1=1.423kN12=12kN主梁扣件抗滑承載力滿足要求！七、拉撐繩桿承載力計(jì)算1.上拉桿件為鋼管上拉桿截面類型48X3.5上拉桿截面積A(cm2)4.89.word.zl.上拉桿截面慣性矩Ix(cm4)12.19上拉桿截面抵抗矩Wx(cm3)5.08上拉桿材料抗拉強(qiáng)度設(shè)計(jì)值f(N/mm2)205上拉桿件彈性模量E(N/mm2)206000焊縫厚度he(mm)15焊縫長度lw(mm)120角焊縫強(qiáng)度設(shè)計(jì)值ftW(N/mm2)160對(duì)接焊縫抗拉強(qiáng)度設(shè)計(jì)值f(N/mm2)185上拉桿件的最大軸向拉力Ns=MaxFi,F2=5.599kN軸心受拉穩(wěn)定性計(jì)算：(T=NA=5.599X詢89=11.451N/mm2f=205N/mm符合要求！鋼管扣件抗滑移NS=5.599kN1X12=12kN扣件抗滑承載力滿足要求！角焊縫驗(yàn)算：行NJ(heXlw)=