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1、表9-3-8WF-2连梁承载力计算表 9一3一9梁编号和 截面尺寸、净跨(mm X mm)、(mm)组 合 类 别工况组合4 = 4 (mm)%o(mm)A 二 A (mm2)实配钢筋ljhbV4S (mm)实配钢筋M (kN m)V(kN)300X1400、 /=1500无 地 震8.6246.1340136022420A； = 4 = 1256mm21.070.006-1.54828100工 S跨中36.16401360911.0722.9212.38401360581.07().002-1.66733.7521.08401360851.070.003-1.636跨中14.11401360
2、361.0784.6236.884013602141.07().005-1.58116.6770.41401360421.070.009-1.463跨中57.714013601461.0738.2212.44401360971.070.002-1.66649.850.884013601261.070.000-1.707跨中3.4140136091.07123.3252.364013603111.070.007-1.52734.1783.08401360861.070.011-1.419跨中69.254013601751.0781.4129.844013602061.070.004-1.606有
3、 地 震274.20411.46408.244013605191.070.0450.329跨中241.09401360457306.26401360580259.79401360492跨中301.53401360571268.42401360508WF-2连梁承载力计算表 9310梁编号和 截面尺寸、净跨(mmX mm)、(mm)组 合 类 别工况组合ci. - a (mm)%o(mm)A： = A (mm2)实配钢筋ljhbAt s (mm)实配钢筋M (kN m)V(kN)Be f也联300X1400、/n二1200无 地 震26.886.6240136068420A； = 4 = 125
4、6mm20.860.001-1.687281()()匕 = 1 S跨中18.72401360470.860.8327.7740136020.860.004-1.61346.2826.584013601170.860.003-1.617跨中33.08401360840.8642.3459.994013601070.860.008-1.500100.2839.724013602530.860.005-1.571跨中3.0240136080.8643.966.314013601110.860.001-1.68897.6049.234013602460.860.006-1.538跨中41.984013
5、601060.8671.1780.394013601800.860.010-1.429146.6761.284013603700.860.008-1.495跨中8.1140136020().8672.6630.134013601830.860.004-1.605有 地 震225.12582.03520.284013605190.860.0630.893跨中241.89401360457347.68401360580269.74401360492跨中210.04401360571349.07401360508WF-2连梁承载力计算梁编号和 截面尺寸、净跨(mmX mm)、(mm)组 合 类 别工
6、况组合ci. - a (mm)%o(mm)A： = A (mm2)实配钢筋ljhbAt s (mm)实配钢筋M (kN m)V(kN)Be f也联300X1400、/n二1200无 地 震2.4218.404013606420A； = 4 = 1256mm20.860.002-1.646281()()匕 = 1 S跨中8.36401360210.861.7916.5340136050.860.002-1.65214.021.35401360350.860.000-1.705跨中6.46401360160.8617.9932.54401360450.860.004-1.59618.7034.33
7、401360470.860.004-1.590跨中9.78401360250.8621.450.43401360540.860.000-1.70825.0810.82401360630.860.001-1.672跨中4.80401360120.8631.2542.45401360790.860.005-1.56129.4644.14401360740.860.006-1.555跨中10.3440136026().8634.4912.51401360870.860.002-1.666有 地 震95.08288.84262.354013601800.860.0320.076跨中17.6140136
8、033197.5940136037499.19401360188跨中31.7640136060200.63401360380w-i梁编号和 截面尺寸、净跨 (mmXmm) 、(mm)组合类别工况组合4 = 4 (mm)%o (mm)A； 二 A (mm2)实配钢筋IJhh戊必也。4S (mm)实配钢筋M (kN m)V(kN)300X1400、/ =2200无地震10.5228.70401360271.570.004-1.610跨中5.26401360131.5717.0735.59401360431.570.005-1.585跨中5.51401360141.574.9824.58401360
9、131.570.003-1.62419.7735.624013605()1.570.005-1.585跨中4.85401360121.57().3817.2840136011.570.002-1.649有 地 震19.5934.2633.25401360371.570.004-0.918跨中4.2440136082.614013605300X1800、/ =850无地震1.5711.0840176030.470.001-1.680跨中1.0840176020.473.1115.0640176060.470.002-1.669跨中1.0940176020.470.178.1640176000.470.001-1.6883.8915.9640176080.470.002-1.667跨中0.9940176020.471.014.4540176020.470.001-1.698有 地 震3.9415.8715.2640176060.470.002-0.991跨中().9040176011.414017602