铝合金模板支撑体系安全计算书201816

1、江苏徐州万科淮海西路停也块八街区项目铝合金模板支撑体系安全计算书1.1 计算依据1.1.1 计算参数固定荷载系数：1.2活动荷载系数：1.4活动荷载：施工人员及设备荷载：1.0KN/褶（计算支架立柱及其他支撑构件）模板自重：0.5KN/m2混凝土密度荷载：25KN/m2（参考建筑施工模板安全技术规范（JGJ62-2008）,组合铝合金模板工程技术规程JGJ386-2016）1.1.2 支撑相关参数钢管钢材品种：钢材Q235钢（16-40）;钢管弹性模量E:206000N/mi2钢管屈服强度fy：235N/m内钢管抗拉/抗压/抗弯强度设计值f:205N/m而钢管抗剪强度设计值fv：120N/mm

2、；钢管端面承压强度设计值fce：325N/mrm表8.1-2支撑截面特征参数单支撑截面特征直径厚度(mm截卸卸枳(m金惯性矩I(mri)抗个截面系数Wx(m1)回转半径(mm外径(mm内径(mmCH插管48423.0424.1107831.2429215.9套管60552.5451.6186992.3623320.31.2板下独立钢支撑计算内外套管式钢支撑，460X2.5套管套住(|)48X3.0插管，选择截面较弱的小48钢管计算，楼层高度H按2900mm考虑，支撑头高度130mm楼板厚度按最大板厚120mn#虑，各支撑点间距L1XL2不大于1300mrK1300mm考虑插管与套管由于配合间隙

3、及安装误差产生上下端偏心为1/2钢管直径。1.2.1 计算条件1、荷载计算：楼板厚度120mm:楼面荷载设计值：P=1.2X(25X0.12+0.5)+1.4X(2.5+1.0)=9.1KN/m22、独立钢支撑示意图:3、独立钢支撑受力简图:1.2.2独立钢支撑计算立杆的稳定性验算：截面A1=451mmA2=424.1mm2截面惯性矩1尸187002;12=107837;i=20.35mm截面抗弯模量W=6210mm；W=4493mml=H-h-130等效弯矩系数Bm=1N立杆的轴心压力设计值，N=l距XP偏心弯矩值M=NXD/2=1.169其中n=187002/107837=1.734入长细

4、比：入=nl/i一一一二2EA欧拉临界力Nex=P1x用钢管立柱抗压强度设计值，f=205N/mm2cp轴心受压稳定性系数，查下表a类截面轴心受压构件的稳定系数隼(按GB50017-2003)附表12八V235012345678901.00011.0001.000LOCO0.9990+B380*938O.G070+996100.9950.9940.9S30.992Q.9910,98B0.3360.9350,983200.9610.9790.9770.9760.9740.9700.9aB0.9360,964300.9630.9610.9590.9570.9550.9&00.94fi0.9

5、460.944400,9410.9390b9370.9340,9320.9270.924UXfa?-10,919500.9160.9130.310Q.9。70.004。,期0.E940.6900.8S6600.3S30.8790.3750.3T10.S676SS30,S5E0.854U.,8450.844700.8390.8340.8290.8240.8IS0.8130.8070.皿0.79SQ.7S9800.7330.7760.7700,7630,757飙7500.7430*T360.7280.721S00.7140.7060.SS9,691Q.6g40,6760+6080*6£0

6、+653Q.6451000.6330.5300.6220.6150.SOT0.6000,5920.535O.5T70,E701100/5630.5560.44S0.541QB340.6270.6200.6H0.50T0.50012。，相40.48S0.481Q,475Q,4690.453。.4570+4510+4450.4401300.4340.4290.4230.4180-412Q.4070,4020+3970*392：0,3871如0.3S30.37S0.3730.3690.364Q.3600,35E0.3510.3470,3431500.3390.3350.5310.3270.3230.

7、3200.3160.3L2Q.30s0.3051600.9020.2S80.2950.2920.209Q,2050.2820*2值02731700.2700.26752640.2620.2590.2560.2530,2460,246ISO0.2430.2410.2380.2360.2330.2310.22S0.2240.2221900.2200.2180.21S0.2130.211Q.2090.2070.2030.2012000.1990,1S8Oi1960.1S40,1926190+IBS0.1850.18321。0.1E20.1800.1790.1770.175Q.1?40.1720.17

8、10.,1660.1682200.1660.1650.1640.1620.1610.1590.1560.1570.1550.1542300.1530.1520.1500.1相0.1480,14?0.1460.1440.1430.1422400.1410.1400.1兆0.1330.1360,135Q.1340,L照0,1320.1312500.130按下表计算，根据不同的楼层高度和板厚调整支撑间距层(WjH2900mm板厚h(mm)计算支撑点间距(mm)N(KN)M(KNmm)L(mm)入<PNex(KN)WET=1Ml4A田/。啕12014.196425.8826501520.3313

9、9.61911200x1300经计算，板下独立钢支撑间距1200x1300满足要求1.3梁下独立钢支撑计算梁截面为200*700mm,支撑间距为1200mrfi寸，支撑柱顶的最大压力:N=1.2X(25X0.2x0.70+0.5x1.2x0.2)+1.4X3.5x1.2x0.2=5.52kN截面A1=451mmA2=424.1mm2截面惯性矩11=187002;12=107837;i=20.35mm截面抗弯模量W<=6210mm；Wx=4493mml=2900-700=2200mmn=187002/107837=1.734=1.169长细比X=pl/i=126轴心受压稳定系数x=0.46

10、3等效弯矩系数Bm=1偏心弯矩值M=NXD/2=165.6Nm欧拉临界力Nex=2二2EA=57.7KN用一一钢管立柱抗压强度设计值，用=205N/mm2：一一轴心受压稳定性系数，查下表3类载面轴心受压构件的稳定系数口(按GB50017-2003)附表1-2523501234567s9Q1.0001.000LOCO0.9990.9380,9曾Q.9明100.3S50.9920.95209910.9880.S350,3S3200.9610.9770.976O.9T40.9TO0.906Cl964300.9030.9610,9590.9570.9550.9500.9460.9444口0,941QQ

11、f3|Q0b9370.9340.9320.927UXfa?£-10.919500.9160.9130.3100.9070.904Q+8970.8900.8860.3S30.8790.3750.S710.S670.0,S5E0.8540.8490.8440.8390.8340.S290.8240.818Q.0.S070.SOI0.7950.7S9600.7330,776。，7700,7630.76Y0.0.7430+7360.728Q+72100Q.T140.70S0.59906S10,5840.o+sss0.6510+6530.B451000.6330.5300.6220.5150.

12、SOTQ.0.5920.5350.5什0,5701100/5630.5560.4480.541QB340.6270.5200.6L40.50T0.50012。，姆40.48S0.481Q,475Q,4690.4530,4570.4510+4450.4401300.*1340.4290.4230.4180.4120.4070,4020.3970*3920,3871400.3S30.3780.3730.3690.3640.3600.3560.3510.3470,343划0.3390.3350.5310.3270.3230.3200.3150.3120.3000.305180.3020.2SS0.然

13、0.2S20.2090,0.2820,2750*276Qh2731700.270。2670.2640.2620.259Q,0,2530.2510,24B0,246ISO0.2430.2410.2380.2360.2330.0.22S0.2260.2240.2221900.2200.2180.21S0.2130.211Q.0.2070,2060.2030.2012000.1&90.1S8Oi1960.1S40,192Q,+IBS0,1870.1850.1832100.1G20.1800.1790.1770.1751740.1721710.,1®0.1682300.1S50.1650.1640.162o.iei1590.1560.