1、纵横向扫地杆距立杆底距离 h2(mm)200内立杆离建筑物距离a(mm)150脚手架立杆安放位置混凝土板、荷载设计脚手板类型冲压钢脚手板2脚手板自重标准值Gkjb(kN/m )0.35脚手板铺设方式6步1设密目式安全立网自重标准值Gkmw(kN/m )0.01挡脚板类型冲压钢脚手板挡板栏杆与挡脚板自重标准值 Gkdb(kN/m)0.17挡脚板铺设方式装修脚手架作业层数nzj1装修脚手架荷载标准值Qkzj(kN/m )风荷载标准值3 k(kN/m )(连墙件、立杆基本风压3 o(kN/m )0.40.688, 0.445稳定性)风荷载高度变化系 数AZ(连墙件、立杆 稳定性)1.687, 1.0
2、9风荷载体型系数卩s1.02搭设示意图盘扣式脚手架剖面图三、横向横杆验算横向横杆钢管类型A-SG-1500横向横杆自重Gkhg(kN)0.05单跨间横杆根数njg间横杆钢管类型B-SG-1500间横杆自重G kjg(kN)0.043纵向横杆钢管类型纵向横杆自重Gkzg(kN)横向横杆抗弯强度设计值(f)(N/mm )2054横向横杆截面惯性矩I(mm )92800横向横杆弹性模量E(N/mm )2060003横向横杆截面抵抗矩W(mm )3860承载力使用极限状态q = 1.2X (Gkhg/I b+G kjb X la/(n jg+1) ) + 1.4 X Qkzj X la /( n jg
3、 +1) =1.2 X (0.050/0.9+0.35X 1.8/(2+1)+1.4X 2.0X 1.8/(2+1)=1.999kN/m正常使用极限状态q,=(Gkhg/l b+Gkjb X la/(n jg+1) )+Qkzj X la /( njg +1) =(0.050/0.9+0.35X1.8/(2+1)+2.0 X 1.8/(2+1)=1.466kN/m计算简图如下1、抗弯验算Mmax=qlb2/8=1.999 X 0.9/8=0.202kN m(=Mmax/W=0.202 X 10/386O=52.43N/mm 2 f=205N/mm满足要求。2、挠度验算Vmax=5q/ lb4/
4、(384EI)=5 X 1.466X 900/(384 X 206000X 92800) =0.65mmC V =minlb/150 , 10 = min900/150, 10 =6mm3、支座反力计算R1=R2= ql b/2=1.999 X 0.9/2=0.899kNr/ =R2z = q / lb/2=1.466 X 0.9/2=0.659kN四、间横杆验算间横杆自重Gkjg(kN)间横杆抗弯强度设计值(f)(N/mm )间横杆截面惯性矩I(mm4)60700间横杆弹性模量E(N/mm )间横杆截面抵抗矩W(mm )2890q=1.2X (Gkjg/l b+G kjb X la/(n j
5、g+1) )+1.4 X QkzjX la /( njg +1) =1.2 X (0.043/0.9+0.35X1.8/(2+1)+1.4 X 2.0X 1.8/(2+1)=1.989kN/mq=(G kjg/l b+G kjb X la/(n jg+1) )+Q kjj X la /( n jg +1) =(0.043/0.9+0.35X 1.8/(2+1)+2.0 X1.8/(2+1)=1.458kN/mR3/ =R4z = q / lb/2=1.458 X 0.9/2=0.656kN五、纵向横杆验算纵向横杆抗弯强度设计值(f)(N/mm )纵向横杆截面惯性矩I(mm4)纵向横杆弹性模量E
6、(N/mm )纵向横杆截面抵抗矩W(mm )由上节可知Fi= R3=0.895kN/mq=1.2X Gkzg/l a=1.2X 0.043/1.8=0.029kN/mFiz = R3/ =0.656kN/m q=Gkzg/l a=0.043/1.8=0.024kN/m(=Mmax/W=0.549 X 106/2890=189.9N/mm2 v=minla/150 , 10=min1800/150, 10=10不满足要求,减小立杆纵向间距3、支座反力验算R端部=0.921kN 4、盘扣节点连接盘的抗剪承载力验算Fr=2R端部 +Ri=2 X 0.921+0.899=2.7kNK Qb=40kN六
7、、荷载计算立杆钢管类型A-LG-1500 (60X3.2X1500)立杆自重Gki(kN)0.096外斜杆材料形式专用斜杆外斜杆自重Gkwg(kN)0.074外斜杆布置5跨4设水平斜杆材料形式A-SXG-1500 X 1500水平斜杆自重Gksg(kN)0.068水平斜杆布置2跨1设单立杆静荷载计算1、结构自重标准值NGik(1)、立杆的自重标准值NGiki外立杆:NGiki=H X Gki/1.5=13.4 X 0.096/1.5=0.858kN内立杆:NGiki= 0.858kN(2)、纵向横杆的自重标准值 NG 1k2NGik2=G kzgX (n+1)=0.043X (8+1)=0.3
8、87kN NG1k2= 0.387kN(3)、横向横杆的自重标准值 NG1k3NGik3=GkhgX (n+1)/2=0.050 X (8+1)/2=0.225kN NG1k3= 0.225kN(4)、外斜杆的自重标准值 NG1k4 NG1k4=GkwgX nX 4/5=0.074X8X4/5=0.474kN4/5表示专用外斜杆 5跨4设(5)、水平斜杆的自重标准值 NG1k5 NG1k5=(n+1)XGksgX 1/2/2=(8+1) X0.068X1/2/2=0.15kN1 /2表示水平斜杆 2跨1设 NG1k5=0.15kN(6)、间横杆的自重标准值 NG1k6 NG1k6=(n+1)X
9、njgXGkjg/2=(8+1) X2X0.043/2=0.387kN NG1k6=0.387kN结构自重标准值NGik总计 NG1k= NG 1k1+ NG 1k2+ NG 1k3+ NG 1k4+ NG 1k5+ NG 1k6=0.858+0.387+0.225+0.474+0.15+0.387=2.483kN NG1k= NG 1k1+ NG 1k2+ NG 1k3+ NG 1k5+ NG 1k6=0.858+0.387+0.225+0.15+0.387=2.010kN2、构配件自重标准值 NG 2k(1)、脚手板的自重标准值 NG 2k1NG2ki=(n+1) x lx LX Ge x
10、 1/6/2 =(8+1) x 1.8X 0.9X 0.350X1/6/2=0.425kN1/6 表示脚手板 6步1 设 NG2k1=0.425kN(2)、栏杆挡脚板挡脚板的自重标准值 NG2k2 NG2k2=(n+1)xlaxGkdbx 1/6 =(8+1) x1.8x0.17x1/6=0.459kN1 /6表示挡脚板 6步1设(3)、围护材料的自重标准值 NG2k3 NG 2k3=G kmw x la x H =0.01x1.8x13.4=0.241kN构配件自重标准值NG2k总计 NG2k= NG 2k1+ NG 2k2+ NG 2k3=0.425+0.459+0.241=1.125kN
11、 NG2k= NG 2k1 = 0.425kN单立杆施工活荷载计算 NQ1k= laxlbx(nzjxQkzj)/2 =1.8x 0.9x(1x 2)/2=1.62kN NQ1k=1.62kN组合风荷载作用下单立杆轴向力: N =1.2x(NG1k+NG 2k)+0.900x1.4NQ1k =1.2x (2.483+1.125)+0.900x 1.4X 1.62=6.372kNN =1.2 X (NG ik+NG 2k)+0.900X 1.4NQik =1.2X (2.010+0.425)+0.90X 1.4X 1.62=4.963kN七、立杆稳定性验算立杆自重Gkl(kN)立杆截面抵抗矩W(
12、mm )7700立杆截面回转半径i(mm)20.1立杆抗压强度设计值f(N/mm )300立杆截面面积A(mm )571连墙件布置方式两步两跨立杆计算长度系数卩1.451、立杆长细比验算l0= yXn=1.45X 1.5=2.175m长细比肛 I /i =2.175 X 1000 /20.1=108.209C 210查表得,=0.418满足要求2、立杆稳定性验算Mw=0.9X 1.4glah2/10=0.9 X 1.4X 0.445X 1.80X 1.50/10=0.227kN md=N/(|A)+Mw/W =6371.58/(0.418 X 571.00)+0.22X 10/7700=56.187N/mm 2w f=300N/mm 2满足要求!八、连墙件承载力验算连墙件连接方式软拉硬撑连接连墙件计算长度l(mm)600连墙件截面类型钢管连墙件型号048 X
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