箱梁桥面板计算.docx

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1、501001503540035单位(cm)44连续梁桥跨径布置为70+100+70(m),主跨分别在梁端及跨中设横隔板，板厚40cm,33双车道设计，人仃道范1.5m。桥面铺装层谷重23kN/m,人行道构件容重24kN/m,主梁容重25kN/m3。求：1、悬臂板最小负弯矩及最大剪力；2、中间板跨中最大正弯矩、支点最小负弯矩、支点最大剪力。解：一、悬臂板内力计算g人0.21244.8kN/m0.20.41257.5kN/mg铺0.11232.3kN/mq「2.752.75kN/m441、悬臂根部最小负弯矩计算结构自重产生的悬臂根部弯矩:4M支g[4.81.5(30.75)2.31

2、.51.57.52.525]42.2kNm2人群荷载产生的悬臂根部弯矩:M支r2.751.5(30.75)9.3kN汽车荷载产生的悬臂根部弯矩:a1a22H0.220.10.4mb1b22H0.620.10.8m单个车轮作用下板的有效工作宽度:0.5m有重叠。aa12b0.42(1.50.1)3.2m1.4m4故：a3.21.44.6mPpab14038kN/m4.60.81.3380.8139.5kNm内力组合:基本组合：Mud1.2(42.2)1.4(39.5)0.81.4(9.3)116.4kNm短期效应组合:Msd42.20.7(39.5)1.31.0(9.3)72.8

3、kNm2、悬臂根部最大剪力计算结构自重产生的悬臂根部剪力:Q^g4.81.52.31.57.52.529.4kN人群荷载产生的悬臂根部剪力:Q支r2.751.54.1kN汽车荷载产生的悬臂根部剪力:Q支p1.3380.839.5kN内力组合:基本组合：Qud1.229.41.439.50.81.44.195.2kN短期效应组合:Qsd29.40.739.51.31.04.154.8kN二、中间桥面板内力计算100la50m2lb4mlalb50故按单向板计算内力把承托面积平摊到桥面板上:0.60.2t0.20.23mg铺2.3kN/mg板0.23255.8kN/mg2.35.8

4、8.1kN/m1、跨中弯矩计算:110t40.24.2m104.35m单个车轮作用下板的有效工作宽度:l_34.20.4——1.8m3312.8m1.4m有重叠故：a2l2.8m1.44.2m0.40.20.6m无重叠4Pi1402abi20.60.8145.8kN/m441.8*解修A6l4.2m14冷_87543.858cl62.5斛5解期°0.4/7,1380.5里，’l

5、iHi4.2m0.95P140p287.5kN/mab120.8P140P343.8kN/mab140.8P140p441.7kN/mab14.20.8P140p558.3kN/mab130.8P662

6、.5kN/m2abi21.40.812Mo8.14.2217.9kNmg8一“J，/cc、c…Mop1.3[-(145.887.5)0.70.117880.70.17541.70.40.95211(62.558.3)0.80.33358.30.80.4]64.1kNmM01.217.91.464.1111.2kNmt2011h31015.54M中0.5111.255.6kNmM支-0.7111.2-77.8kNm2、支点剪力计算：l42,aa10.41.7m-l2.7m1.4m333一2l.故：ad4.1m3a0.6m八1Q支g-8.1416.2kN4Q^p1.3[-(145.

7、879.5)0.80.93379.50.811一(54.742.7)0.450.63842.70.80.575一2272.90.80.125]145.6kN内力组合：基本组合：Qud1.216.21.4145.6223.3kN短期效应组合：Qsd16.20.7145.61.394.6kN,1.75y1.75_/0.62.23.24.1080.608^^08^0.9(109.472.9)0.80.0921.80.4H」30.5I&l4m145.8109.472.9L0.9045,0.51，0.8,0.350.14