脚手架受力计算表.doc

对拉螺栓的规格和性能表8-4螺栓直径（mm）螺纹内径（mm）净面积（mm2）容许拉力（kN）M1210.117612.90M1411.8410517.80M1613.8414424.50T129.507112.05T1411.5010417.65T1613.5014324.27T1815.5018932.08T2017.5024140.91承重脚手架钢管立柱验算一般按立柱的稳定性控制，可按两端铰接受压构件来简化计算钢管支架的连接方式有两种，即扣件对接和扣件搭接根据横杆步距的不同，两种连接方式的立柱允许荷载，见表8-76立柱允许荷载［N］值（kN）表8-76横杆步距L（mm）048x3.0¥冈管018x3.5钢管对接搭接对接搭接100031.712.235.713.9125029.211.633.113.0150026.811.030.312.4180024.010.227.211.6常用各种型钢钢楞的规格和力学性能表8-6规格(mm)截面积A重量截面惯性矩lx截面最小抵抗矩Wx(cm2)(kg/m)(cm4)(cm3)圆钢管$48X3.04.243.3310.784.49$48X3.54.893.8412.195.08$51X3.55.224.1014.815.81矩形钢管60X40X2.54.573.5921.887.2980X40X2.04.523.5537.139.28100X50X3.08.646.78112.1222.42轻型槽钢:80X40X3.04.503.5343.9210.98:100X50X3.05.704.4788.5212.20内卷边槽钢80X40X15X3.05.083.9948.9212.23100X50X20X3.06.585.16100.2820.06轧制槽钢:80X43X5.010.248.04101.3025.30A.1轴心受压构件的稳定系数A,L1轴心受压构件的稳定系数可根据钢材的牌号按下列表格査得。

«A,Ll-1Q2药钢轴心受压构件的稳定系数爭A012345678901.0000.9970.9950.9920.9390,W0.9840.9fiLCT9790,976100.9740.9719680.966|0,9630.9600.958695569&2也949200.9470,944仇941693869360.9330.930仇9276924①921300.9180.9150.9120.9090.9060,903Q”8990.8960.8930.889400.886Ct8S20.8790.8750.8720.86S0.6&40.3610.8580.855500.磁0*84&0.846Ot843683968360.83208290,8250.822600.8180814Q.3100*8060.8020,797広7930*7890,784677&700,7750.7700.7650.7600.7550,7500.7441①7390,7330.72S80|0+7220.7160.7100,7040.6980,6920.686①6800.6730.66790|0.6610.6540.64866410.6340.6260.6180.611G・6034595100①5S80.5800.5730.5660,5580,5510.5440*537Q.5300*52311100.5160,50965020,4960.4S904呂30^760,4700.4640.458,1200.4520.4460*4400.434仇4280.4230.4170,4120.4060”4011300.396A3&10.3860.3810.3760.3710.3670+3520*357Ch3531400,3490.344Ot340Q.3360*3320.328①3240.3200.3160.3121500*30863050.3010.2980.2910.2910,2&70.2840.2810,277160工27*10.2710.2680.2650.2620.2590.256025310*251OP24S1700.2450.243a2400t2370.2350,2320.2306227Io.2250.2231800*2200.218i0.2160.2140,2110.2090.207

f钢材强度设计值N/mm2，f=215N/mm2JGJ130-2001《建筑施工扣件式钢管脚手架安全技术规范》表B钢管截面特性巾，dMt截面积A（err?）惯性矩1Cent*)截面模量W（cn^>回特半径i（cm）野米长质至(mm)483.54.39121?5081.583.34513.04.5213.085.131.703.55附录CQ235—A钢轴心受压构件的稳定系数（同上表）表钢材的强度设计值与弹性模量（N/mm2）Q235钢抗拉、抗压和抗弯强度设计值/205弾性模量E2.06X1053立杆计算5.3.1立杆的稳疋性应按下列公式计算：不组合风荷载时C531-1)组合佩荷载时屈W(5.3.1-2)5.式中N~计算立杆段的轴向力设计值，应按本规范(2)式计算；250时，誓二字SX—一长细比，几=?鼻&一一计算长度，应按本规范第53$条的规定计算；i一一截面回转半径，应援鳶规1范附录B表B采用；A57杆的截面面积s应搜本规范附录B表B米用！Mw一一计算立杆段由风荷戟设计值产生的穹矩，可按本规范(5.3.4)式计算:/一一钢村的抗压强度设计值，应扌妥本规范表5丄方采用.5.3.2计算立杆段的轴向力设计值N，应按下列公式计算：不组合风荷载时N=1.2(NGik+NG2k)+1.42NQk(532—1)组合风荷载时N=1.2(NGik+NG2k)Qk(—2)式中NG1k——脚手架结构自重标准值产生的轴向力；NG2k——构配件自重标准值产生的轴向力；1/22NQk——施工荷载标准值产生的轴向力总和，内、外立杆可按一纵距(跨)内离工荷载总和的取值。

5.3.3立杆计算长度lo应按下式计算：lo=k山()式中k――计算长度附加系数，其值取1.155卩一一考虑脚手架整体稳定因素的单杆计算长度系数，应按表采用；h立杆步距表脚手架立杆的计算长度系数卩粪别立杆横距连墙件布置二歩三跨=歩=跨収排架1051.501.701301551.751551.501.E0单排架<150130200THANKS!!!致力为企业和个人提供合同协议，策划案计划书，学习课件等等打造全网一站式需求欢迎您的下载，资料仅供参考。