连梁承载力（受弯抗剪）计算表格.doc

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1、表9－3－8WF－2连梁承载力计算梁编号和截面尺寸、净跨(mm×mm)、(mm)组合类别工况组合（mm）(mm)(mm2)实配钢筋(mm)实配钢筋M(kN·m)V(kN)300×1400、=1500无地震8.6246.1340136022420=1256mm21.070.006-1.54828@100=1跨中36.16－401360911.07－－22.9212.38401360581.070.002-1.66733.7521.08401360851.070.003-1.636跨中14.11－401360361.07－－84.6236.884013602141.

2、070.005-1.58116.6770.41401360421.070.009-1.463跨中57.71－4013601461.07－－38.2212.44401360971.070.002-1.66649.850.884013601261.070.000-1.707跨中3.41－40136091.07－－123.3252.364013603111.070.007-1.52734.1783.08401360861.070.011-1.419跨中69.25－4013601751.07－－81.4129.844013602061.070.004-1.606有地震274

3、.20411.46>408.244013605191.070.0450.329跨中241.09401360457306.26401360580259.79401360492跨中301.53401360571268.42401360508表9－3－9WF－2连梁承载力计算梁编号和截面尺寸、净跨(mm×mm)、(mm)组合类别工况组合（mm）(mm)(mm2)实配钢筋(mm)实配钢筋M(kN·m)V(kN)300×1400、=1200无地震26.886.6240136068420=1256mm20.860.001-1.68728@100=1跨中18.72－40136

4、0470.86－－0.8327.7740136020.860.004-1.61346.2826.584013601170.860.003-1.617跨中33.08－401360840.86－－42.3459.994013601070.860.008-1.500100.2839.724013602530.860.005-1.571跨中3.02－40136080.86－－43.966.314013601110.860.001-1.68897.6049.234013602460.860.006-1.538跨中41.98－4013601060.86－－71.1780.394

5、013601800.860.010-1.429146.6761.284013603700.860.008-1.495跨中8.11－401360200.86－－72.6630.134013601830.860.004-1.605有地震225.12582.03>520.284013605190.860.0630.893跨中241.89401360457347.68401360580269.74401360492跨中210.04401360571349.07401360508表9－3－10WF－2连梁承载力计算梁编号和截面尺寸、净跨(mm×mm)、(mm)组合类别工况组合

6、（mm）(mm)(mm2)实配钢筋(mm)实配钢筋M(kN·m)V(kN)300×1400、=1200无地震2.4218.404013606420=1256mm20.860.002-1.64628@100=1跨中8.36－401360210.86－－1.7916.5340136050.860.002-1.65214.021.35401360350.860.000-1.705跨中6.46－401360160.86－－17.9932.54401360450.860.004-1.59618.7034.33401360470.860.004-1.590跨中9.78－40

7、1360250.86－－21.450.43401360540.860.000-1.70825.0810.82401360630.860.001-1.672跨中4.80－401360120.86－－31.2542.45401360790.860.005-1.56129.4644.14401360740.860.006-1.555跨中10.34－401360260.86－－34.4912.51401360870.860.002-1.666有地震95.08288.84>262.354013601800.860.0320.076跨中17.6140136033197.59