悬挑式脚手架荷载计算常用数据、材料力学特征、轴心受压构件的稳定系数、主要构件计算范例.docx
《悬挑式脚手架荷载计算常用数据、材料力学特征、轴心受压构件的稳定系数、主要构件计算范例.docx》由会员分享,可在线阅读,更多相关《悬挑式脚手架荷载计算常用数据、材料力学特征、轴心受压构件的稳定系数、主要构件计算范例.docx(29页珍藏版)》请在三一文库上搜索。
1、附录A风压高度变化系数A.0.1对于平坦或稍有起伏的地形,风压高度变化系数应根据地面粗糙度类别按表A.0.1确定。地面粗糙度可分为A、B、C、D四类:A类一指近海海面和海岛、海岸、湖岸及沙漠地区;B类一指田野、乡村、丛林、丘陵以及房屋比较稀疏的乡镇和城市郊区;C类一指有密集建筑群的城市市区;D类一指有密集建筑群且房屋较高的城市市区。表A风压高度变化系数z粗糙度类别离地面或海拔高度(m)ABCD51.091.000.650.51101.281.000.650.51151.421.130.650.51201.521.230.740.51301.671.390.880.51401.791.521.0
2、00.60501.891.621.100.69601.971.711.200.77702.051.791.280.84802.121.871.360.91902.181.931.430.98附录B悬挑式脚手架荷载计算常用数据表B.1扣件式钢管脚手架每米立杆承受的结构自重标准值gk(kNm)步距(m)脚手架类型钢管规格脚手架立杆横距la(m)1.050.8纵距Ib(m)纵距Ib(m)1.21.51.82.01.21.51.82.01.8双排048X3.5内立杆0.13410.14760.16100.17000.11430.12440.13460.1413外立杆0.15800.17330.1889
3、0.19930.13820.15010.16250.1706048X3.2内立杆0.12570.13820.15060.15900.10710.11650.12580.1321外立杆0.14820.16240.17680.18650.12950.14070.15200.1596048X3.0内立杆0.12010.13190.14370.15160.10230.11120.12000.1259外立杆0.14170.15510.16880.17790.12380.13430.14510.1522048X2.8内立杆0.11450.12560.13670.14420.09750.10590.1142
4、0.1198外立杆0.13510.14780.16070.16930.11800.12800.13810.14502.0双排048X3.5内立杆0.12470.13690.14900.15710.10690.11600.12510.1312外立杆0.14790.16160.17540.18480.13000.14060.15150.1589048X3.2内立杆0.11690.12810.13930.14680.10020.10860.11700.1226外立杆0.13870.15130.16410.17280.12190.13170.14180.1486048X3.0内立杆0.11160.12
5、220.13290.14000.09560.10360.11160.1169外立杆0.13240.14440.15670.16480.11630.12570.13530.1418048X2.8内立杆0.10640.11640.12640.13310.09110.09860.10620.1112外立杆0.12630.13760.14910.15690.11090.11970.12880.1349注:除剪刀撑、连接剪刀撑钢管的扣件、剪刀撑同立杆的扣件单独作用于外立杆外,其余结构自重标准值按平均值作用于内外立杆。表B.2悬挑式脚手架常用材料自重名称单位重量直角扣件N/个13.2旋转扣件N/个14.6
6、对接扣件N/个18.4钢管483.5N/m37.6483.2N/m34.648X3.0N/m32.648X2.8N/m30.6人员N/人800850附录C悬挑式脚手架常用材料力学特征符号:h高度:b宽度;g腹板厚度;t翼缘平均厚度;I一惯性矩;W-截面模量表c.1常用热轧普通工字钢的规格、理论重量及截面特性i-回转半径;Sx-半截面的面积矩:长度:型号1018,长519m;型号2063,长619m。型号尺寸(IDm)截面面积(cm2)理论重量(kgm)截面特性值X-X轴y-y轴hbdtrL(cm,)K(Cnl)il(cm)S1(cm1)L(cm,)W(cm3)i,(cn)10100684.57
7、66.53.314.311.224549.04.148.5933.09.721.5213126745.08.47.03.518.114.248877.55.2010.8546.912.681.6114140805.59.17.53.821.516.97121025.7612.064.416.11.7316160886.09.98.04.026.120.511301416.5813.893.121.21.8918180946.510.78.54.330.624.116601857.3615.412226.02.0020a2001007.011.49.04.535.527.923702378.1
8、517.215831.52.1220b2001029.011.49.04.539.531.125002507.9616.916933.12.0622a2201107.512.39.54.842.033.034003098.9918.922540.92.3122b2201129.512.39.54.846.436.435703258.7818.723942.72.27表C.2脚手架钢管截面力学特征外径,d壁厚t截面积A(cm2)惯性矩I(cm4)截面模量W(Cm3)回转半径i(cm)每米长质量(kgm)(mm)483.54.8912.195.081.583.84483.24.5011.354.7
9、31.593.53483.04.2410.784.491.593.33482.83.9710.194.241.603.12附录D轴心受压构件的稳定系数表D.1Q235冷弯薄壁型钢轴心受压构件的稳定系数0123456789O1.0000.9970.9950.9920.9890.9870.9840.9810.9790.976100.9740.9710.9680.9660.9630.9600.9580.9550.9520.949200.9470.9440.9410.9380.9360.9330.9300.9270.9240.921300.9180.9150.9120.9090.9060.9030.8
10、990.8960.8930.889400.8860.8820.8790.8750.8720.8680.8640.8610.8580.855500.8520.8490.8460.8430.8390.8360.8320.8290.8250.822600.8180.8140.8100.8060.8020.7970.7930.7890.7840.779700.7750.7700.7650.7600.7550.7500.7440.7390.7330.728800.7220.7160.7100.7040.6980.6920.6860.6800.6730.667900.6610.6540.6480.6410
11、6340.6260.6180.6110.6030.5951000.5880.5800.5730.5660.5580.5510.5440.5370.5300.5231100.5160.5090.5020.4960.4890.4830.4760.4700.4640.4581200.4520.4460.4400.4340.4280.4230.4170.4120.4060.4011300.3960.3910.3860.3810.3760.3710.3670.3620.3570.3531400.3490.3440.3400.3360.3320.3280.3240.3200.3160.3121500.3
12、080.3050.3010.2980.2940.2910.2870.2840.2810.2771600.2740.2710.2680.2650.2620.2590.2560.2530.2510.2481700.2450.2430.2400.2370.2350.2320.2300.2270.2250.2231800.2200.2180.2160.2140.2110.2090.2070.2050.2030.2011900.1990.1970.1950.1930.1910.1890.1880.1860.1840.1822000.1800.1790.1770.1750.1740.1720.1710.1
13、690.1670.1662100.1640.1630.1610.1600.1590.1570.1560.1540.1530.1522200.1500.1490.1480.1460.1450.1440.1430.1410.1400.1392300.1380.1370.1360.1350.1330.1320.1310.1300.1290.1282400.1270.1260.1250.1240.1230.1220.1210.1200.1190.1182500.117表D.2b类截面轴心受压构件的稳定系数(采用轧制或焊接截面)4jy230123456789O1.0001.0001.0000.9990.
14、9990.9980.9970.9960.9950.994100.9920.9910.9890.9870.9850.9830.9810.9780.9760.973200.9700.9670.9630.9600.9570.9530.9500.9460.9430.939300.9360.9320.9290.9250.9220.9180.9140.9100.9060.903400.8990.8950.8910.8870.8820.8780.8740.8700.8650.861500.8560.8520.8470.8420.8380.8330.8280.8220.8180.813600.8070.802
15、0.7970.7910.7860.7800.7740.7690.7630.757700.7510.7450.7390.7320.7260.7200.7140.7070.7010.694800.6880.6810.6750.6680.6610.6550.6480.6410.6350.628900.6210.6140.6080.6010.5940.5880.5810.5750.5680.5611000.5550.5490.5420.5360.5290.5230.5170.5110.5050.4991100.4930.4870.4810.4750.4700.4640.4580.4530.4470.4
16、421200.4370.4320.4260.4210.4160.4110.4060.4020.3970.3921300.3870.3830.3780.3740.3700.3650.3610.3570.3530.3491400.3450.3410.3370.3330.3290.3260.3220.3180.3150.3111500.3080.3040.3010.2980.2950.2910.2880.2850.2820.2791600.2760.2730.2700.2670.2650.2620.2590.2560.2540.2511700.2490.2460.2440.2410.2390.236
17、0.2340.2320.2290.2271800.2250.2230.2200.2180.2160.2140.2120.2100.2080.2061900.2040.2020.2000.1980.1970.1950.1930.1910.1900.1882000.1860.1840.1830.1810.1800.1780.1760.1750.1730.1722100.1700.1690.1670.1660.1650.1630.1620.1600.1590.1582200.1560.1550.1540.1530.1510.1500.1490.1480.1460.1452300.1440.1430.
18、1420.1410.1400.1380.1370.1360.1350.1342400.1330.1320.1310.1300.1290.1280.1270.1260.1250.1242500.123附录E悬挑脚手架主要构件计算范例附录E.1双耳拉环锚栓计算1 .附着工程结构上拉杆悬挑钢梁计算模型如图E.1.1所示。图E.L1计算模型2 .计算参数:H=3000mm,LCI=I300mm,Lc2=1200mm,LC3=400mm,LC4=105Omm;N外=N内=IOkN,q=0.205kNm;上拉杆与型钢梁的夹角:=arctan(-)=70.73 .上拉杆内力T计算:接力平衡原理计算:xLci
19、AT3XLa-AT序XLCq-=OT1.05Xsin7079-IOx0.4-IOxL2-0.2051.322O=16.32fcN4 .双耳拉环承载力计算:计算模型如图E.L2所示。TX图E.1.2双耳拉环承载力计算模型(6.2.16-1)(6.2.16-2)(6.2.16-3)(6.2.16-4)/f计算公式按本标准6.2.18条款为:MTXTeTX32TeATxxWA11d311d211d311d232T工一二*xA11d211d2式中:f-双耳拉环锚栓强度设计值(N/mm2);最大主应力(N/mm?);OX锚栓所受拉杆拉力在竖向分量上所产生的附加弯矩Tye和水平方向拉力TX的合力在水平方向
- 配套讲稿:
如PPT文件的首页显示word图标,表示该PPT已包含配套word讲稿。双击word图标可打开word文档。
- 特殊限制:
部分文档作品中含有的国旗、国徽等图片,仅作为作品整体效果示例展示,禁止商用。设计者仅对作品中独创性部分享有著作权。
- 关 键 词:
- 悬挑式 脚手架 荷载 计算 常用 数据 材料力学 特征 轴心 受压 构件 稳定 系数 主要 范例
