桥梁内力计算表

计算数据l24.5ml2600.25m2M 项目g11(1)l2gi(KNm)2四分点0.250.0938变化点0.06730.0314Q1(12)gil(KN)2变化点0.0673—支点0—跨中四分点0.25—0.51121122第一期恒载g1（KN/m）22.629第二期恒载g2（KN/m）8.8240.125—1697.882662.076—1274.091496.822—426.508166.3130.25138.60354.0470.4327239.89393.5450.5277.205108.09424.5600.25

表5-4 变化点、四分点、跨中截面的弯矩、剪力计算表qk或qrPk(KN)截面荷载类型（KN/m）M变化点公路-I级人群10.53.510.53.510.53.510.53.510.5258—258—258—309.6—309.6(1+μ)1.323—1.323—1.323—1.323—1.323mx0.3170.8060.320.4240.320.4240.3170.8060.32Ω或y18.848y=0.0628l1.53918.84856.2734.59456.27375.0316.12575.03110.0280.93310.0286.891S(KN·m)或KN249.5253.17751.9483.511002.55111.35165.3028.29128.94M14l公路-I级人群M12l公路-I级人群Q变化点公路-I级人群Q14l公路-I级Q14l公路-I级人群10.53.510.53.5309.6—309.6—1.323—1.323—0.320.4240.320.424Q12l公路-I级人群0.756.8913.0630.53.063128.9410.2379.154.55.3主梁内力组合

边主梁的内力计算见表5-5。

表5-5

弯矩M（KN·m）

序号⑴

结构自重

⑵⑶⑷⑸⑹⑺

人群荷载1.2×⑴1.4×⑵0.8×1.4×⑶249.5253.17711.39349.3359.55

751.9483.512125.091052.7193.533271.34

1002.55111.352831.951403.57124.714360.22

181.1625.69462.36253.6228.77744.76

165.3028.29400.13231.4231.68663.23

128.9410.23231.18180.5111.45423.14

荷载类别

变化点592.82

四分点1770.91

跨中2359.96

支点385.30

变化点333.44

四分点192.65

剪力Q（KN）

Sud=⑷+⑸+⑹1120.27

或KN

跨中079.154.550.00110.815.09115.90