支撑系统强度及稳定性验算

1、支撑系统强度及稳定性验算按(GB5001Z2003钢结构设计规范5.2,21条，平面内压弯构件稳定性按下式计算:NmxMxf-"AN-xAxWx(10.8l)Nex、车站标准段钢横撑强度与稳定性验算1、根据钢支撑轴力计算，对轴力较大的第三道横撑进行验算，其轴力设计值为:N32368(KN)2、稳定系数计算l0xuxl1.026.326.3(m)(d4d：)643.14(0.60940.5774)643,4、1.3110(m)(取()609,壁厚t=16mmix(d2d；)43.14(0.60920.5772)222.9810(m);:0.21；mx1.0;x1.15;26.30.21

2、125.24119.79xfy235按b类查表,得:0.443、计算W1xW1x2Id1.31100.6093一4.3103(m3)Nex咨1.1x4154.94、计算NEx3.1422.11082.981021.1116.192_2_2Mz273.05(KNm)1.352.981078.526.3(2)钢横撑附加弯矩计算26.30.02630.02，取e0.02631000Mf23680.026362.28(KNm)故,MxMz273.0562.28335.33(KNm)6、强度及稳定性验算(1)强度验算23682A2.98102335.331.154.310379463.1(KN/m2)6

3、7811.9(KN/m2)12147275.0(KN/m2)f215000(KN/m2),满足规范要求。(2)稳定性验算xAmxMxxW1x(10.哈)23681.0335.330.442.981021.154.303(10.8赢)305252.2(KN/m2)>f215000(KN/m2),不满足规范要求，拟采用临时立柱。7、对第三道支撑在基坑中部架设临时立柱后进行稳定性检算(1)稳定系数计算l0xuxl1.013.1513.15(m)x工59.8923513.15x62.620.21按b类查表，得:x0.810(2)计算构件段范围内最大弯矩Mx自重产生的弯矩计算Mz68.26(KNm

4、)1.352.9810278.513.152813.1510000.013150.02，取ei0.020MfN3e23680.02047.36(KNm)故，MxMzMf62.6247.36115.62(KNm)(3)稳定性验算2EA3.1422.11082.98102Ex亍214304.61.121.162.622xAmxMxNxWx(10.8)NEx23681.0115.620.8102.981031.154.310(10.8236814304.6)_2_2125053.6(KN/m)f215000(KN/m),满足规范要求。二、车站标段钢斜撑强度与稳定性验算1、其原理同上，对设计轴力较大、

5、最长的第三道撑进行验算。N32368.23348.4(KN)2、稳定系数计算l0xuxl1.016.016.0(m)44(dd1)644_43.14(0.6090.577)643.4.1.3110(m)(暂取e609,壁厚t=16mm验算)22(dd1)4_223.14(0.6090.577)42.98102(m2);16.00.2176.190.730按b类查表，得:W1x32I21.31100.609334.310(m)4、计算NExNex与1.1x3.14*22.11082.981021.172.88210560.55、计算构件段范围内最大弯矩(1)自重产生的弯矩计算_21.352.981022Mz78.516.0101.1(KNm)(2)钢横撑附加弯矩计算600.0160.02，取ei0.021000MfN3e3348.40.0266.97(KNm)故，MxMzMf101.166.97168.1(KNm)6、强度及稳定性验算(1)强度验算2112362.4(KN/m2)233993.9(KN/m2)N3348.42A2.9810-2168.11.154.310199464.3(KN/m)f215000(KN/m),满足规范要求。12146365.3(KN/m2)f215000(KN/