横十路0号U型桥台计算书.docx

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1、横十路0号U型桥台计算书（2014年5月12日15点14分计算）注：工程文件名:F:我的我的工作2（）14省委设计成果桥梁通文件横十路桥台.qlt。设计者复核者审核者原始数据表（单位:kNm制）台帽顶与设计水位距离m施工时上部所后荷载支反力10.000.00加载方式制动系数1制动系数2自动加载1.002.00车道荷载车辆荷载人群集度车道数车道荷载提高系数城B级城-B级3.50020.00注：重要性系数为l.lo内容布载方式双孔（边孔搭板）布载边孔布载搭板布载一列汽车作用制动力（kN）90.00090.00090.000计算墩（台）制动比例系数0.3000.3000.300车道荷载数据道车荷载的

2、均布荷载边孔、搭板均加载的集中荷载边孔加载的集中荷载搭板加载的集中荷载25.000130.000130.000130.000注：集中荷载Pk已经乘以1.2系数，使得竖直力效应最大。车道轮距离护轮带横向轮轴数1-2轮距2车横向间距平力附注：基底-A 土压力引起弯矩5126kNm、竖直力OkN、水平力16O8kN，基底-C 土压力引起弯矩12445kNm、竖直力OkN、 水平力10915kNo单项荷载内力表（3:桥上布车最不利，台后无车）截面内力上部下部土重土压力浮力5项合车道车道压人群车辆车辆压制动温度摩阻施载台身顶弯矩614-146-721290524170007003315630竖直力271

3、4744650035236730027800000水平力00026702670000054251090台身中弯矩614-146-17666509561700070090421770竖直力271416811410045366730027800000水平力00079607960000054251090弯矩614-146-35319090202317000700147682920台身底竖直力271427212570056926730027800000水平0001608016080000054251090力弯矩1260201-49065126016813150013002551185090基底-B竖直

4、力27146978307200127646730027800000水平0001608016080000054251090力附注：基底-A 土压力引起弯矩5126kNm、竖直力OkN、水平力1608kN，基底-C 土压力引起弯矩12445kNm、竖直力OkN、水平力10915kNo单项荷载内力表（4:桥上布车最不利，台后按车列布载）截面内力上部下部土重土压力浮力5项合车道车道压人群车辆车辆压制动温度摩阻施载台身顶弯矩614-146-721290524170007003315630竖直力2714744650035236730027800000水平力00026702670000054251090台身

5、中W矩614-146-17666509561700070090421770竖直力271416811410045366730027800000水平力00079607960000054251090台身弯矩614-146-35319090202317000700147682920附注：基底-A 土压力引起弯矩5126kNm、竖直力OkN、水平力16O8kN，基底-C 土压力引起弯矩12445kNm、竖直力OkN、底竖直力271427212570056926730027800000水平0001608016080000054251090力弯矩1260201-49065126016813150013002

6、551185090基底-B竖直力27146978307200127646730027800000水平0001608016080000054251090力水平力10915kNo台身内力合计结果表（1：台后布车最不利，桥上无车）截面内容车道+人+恒车恒温制河心车恒温摩河心车恒温制河岸车恒温摩河岸车辆+人+恒未架梁台后填施载+下部恒台身顶弯矩553601631504474433-89-89竖直力394239423942394239424176809809注：1、“内力合计”指内力的代数和。水平力448527582369315363267267台身中弯矩124513771465111310261003

7、343343竖直力49564956495649564956518918221822水平力1110118912431031976962796796台身底弯矩27122928307324972352228114091409竖直力61116111611161116111634529782978水平力205421332187197519201844160816082、“台身指台帽底与基础顶面之间的局部。台身内力合计结果表（2:台后布车最不利，桥上按车列布载）截面内容车道+人+恒车恒温制河心车恒温摩河心车恒温制河岸车恒温摩河岸车辆+人+恒未架梁台后填施载+下部恒台身顶弯矩5536016315044744

8、33-89-89竖直力394239423942394239424176809809水平力448527582369315363267267台身中弯矩124513771465111310261003343343竖直力49564956495649564956518918221822水平力1110118912431031976962796796台身底弯矩27122928307324972352228114091409竖直力61116111611161116111634529782978水平力20542133218719751920184416081608台身内力合计结果表（3:桥上布车最不利，台后无车

9、）截面内容车道+人+恒车恒温制河心车恒温摩河心车恒温制河岸车恒温摩河岸车辆+人+恒未架梁台后填施载+下部恒台身顶弯矩695743773646617765-89-89竖直力419541954195419541954474809809水平力267346400188133267267267台身中弯矩1127125813469959071197343343竖直力52095209520952095209548718221822水平力796875930717663796796796台身底弯矩21932409255319781833226414091409竖直力63646364636463646364664

10、329782978水平力16081687174215291475160816081608台身内力合计结果表（4:桥上布车最不利，台后按车列布载）截面内容车道+人+恒车恒温制河心车恒温摩河心车恒温制河岸车恒温摩河岸车辆+人+恒未架梁台后填施载+下部恒台身顶W矩695743773646617765-89-89竖直力419541954195419541954474809809水平力267346400188133267267267台身中弯矩1127125813469959071197343343竖直力52095209520952095209548718221822水平力7968759307176637

11、96796796台身底弯矩21932409255319781833226414091409竖直力63646364636463646364664329782978水平力16081687174215291475160816081608台身验算结果表（1:台后布车最不利，桥上无车）截内车道+人+车恒温制车恒温摩车恒温制车恒温摩车辆+人+未架梁台施载+下部面容恒河心河心河岸河岸恒后填土恒计算偏0.140.150.160.130.120.10-0.11-0.11心矩容台许身偏0.650.780.780.780.780.780.650.78顶心矩计算强4682.313745.843745.843745.8

12、43745.843582.26198.183376.72度Nj极 限 强 度N176120.41175007.59174285.52177148.85177735.97178910.52178472.07178472.07计算强493.11464.01512.02324.97276.96319.26293.52234.82度Qj极限强18435.4117779.8917779.8917779.8917779.8917665.3815296.5217521.50度Q计算台偏0.250.280.300.220.210.190.190.19身心中矩容许0.720.870.870.870.870.87

13、0.720.87偏心矩计算强5890.634712.514712.514712.514712.514548.921125.244343.38度Nj极限强186047.25182492.45180006.52189335.72191352.77192839.96193376.82193376.82度N计算强1220.841046.191094.20907.15859.14846.71876.03700.82度Qj极限强21025.1320200.4420200.4420200.4420200.4420085.9317689.3519942.05度Q计算偏0.440.480.500.410.380

14、.360.470.47心矩容许偏0.800.960.960.960.960.960.800.96心台矩身计底算强7265.775812.625812.625812.625812.625649.032188.505443.49度Nj极限强179982.41173938.50169788.91185841.24189656.49193605.34174937.64174937.64度N计2259.331876.981925.001737.941689.931622.781769.301415.440.60021.801.30车辆荷载数据车辆轮轴数12轮距23轮距33.601.20轮重合计第1轮重第

15、2轮重第3轮重300.060.0120.0120.00车辆轮距离护轮带横向轮轴数1-2轮距0.60021.80边孔搭板、边孔、搭板分别加载时对应的冲击系数布载方式边孔搭板布载边孔布载搭板布载冲击系数0.25000.25000.2500桥台温度力边孔支座摩擦系数边孔制动桥台比例25.00.0400.300右偏角（度）桥面净宽左护栏宽左人行宽左隔离栅宽右隔离栅宽右人行宽右护栏宽45.0012.500.500000.000.000.000.000.50000左右支座梁板数中距12233445566778899-10算强度Qj极限强23731.6222714.4122714.4122714.41227

16、14.4122599.9020177.5322456.02度Q注：1、计算偏心矩、计算强度指实际发生数值，容许偏心矩、极限强度指能承受的数值。实际发生数值应小于能承受 的数值。2、计算偏心矩、计算强度Qj小于。表示弯矩或水平力作用于桥岸方向。3、极限强度N、极限强度Q分别指受压正截面强度和受剪正截面强度。台身验算结果表（2:台后布车最不利，桥上按车列布载）截内车道+人+车恒温制车恒温摩车恒温制车恒温摩车辆+人+未架梁台施载+下部面容恒河心河心河岸河岸恒后填土恒计算台偏0.140.150.160.130.120.10-0.11-0.11身心顶矩容许0.650.780.780.780.780.78

17、0.650.78偏心矩计算强4682.313745.843745.843745.843745.843582.26198.183376.72度Nj极限强176120.41175007.59174285.52177148.85177735.97178910.52178472.07178472.07度N计算强493.11464.01512.02324.97276.96319.26293.52234.82度Qj极限强18435.4117779.8917779.8917779.8917779.8917665.3815296.5217521.50度Q计算偏0.250.280.300.220.210.190

18、.190.19心矩容许偏0.720.870.870.870.870.870.720.87心台矩身计中算强5890.634712.514712.514712.514712.514548.921125.244343.38度Nj极限强186047.25182492.45180006.52189335.72191352.77192839.96193376.82193376.82度N计1220.841046.191094.20907.15859.14846.71876.03700.82算强度Qj极 限 强 度Q21025.1320200.4420200.4420200.4420200.4420085.9

19、317689.3519942.05计 算 偏 心 矩0.440.480.500.410.380.360.470.47台身底容许 偏 心 矩0.800.960.960.960.960.960.800.96计算强7265.775812.625812.625812.625812.625649.032188.505443.49度Nj极限强179982.41173938.50169788.91185841.24189656.49193605.34174937.64174937.64度N计算强2259.331876.981925.001737.941689.931622.781769.301415.44度

20、Qj极限强23731.6222714.4122714.4122714.4122714.4122599.9020177.5322456.02度Q台身验算结果表（3:桥上布车最不利，台后无车）截内车道+人+车恒温制车恒温摩车恒温制车恒温摩车辆+人+未架梁台施载+下部面容恒河心河心Nr uXj 河月河后恒后填土恒台计0.170.180.180.150.150.17-0.11-0.11身顶算偏心矩容 许 偏 心 矩0.650.780.780.780.780.780.650.78计算强度Nj4960.773968.613968.613968.613968.613621.55198.183376.72极

21、限 强 度N173731.05172531.69171763.86174860.84175517.40173174.62178472.07178472.07计算强293.52304.34352.35165.30117.28234.82293.52234.82度Qj极限强18630.3417935.8317935.8317935.8317935.8317692.8815296.5217521.50度Q计算偏0.220.240.260.190.170.220.190.19心矩容台许身偏0.720.870.870.870.870.870.720.87中心矩计算强6169.094935.284935.

22、284935.284935.284588.211125.244343.38度Nj极 限 强 度N190312.51187275.51185126.70193077.28194747.01190096.35193376.82193376.82计算强876.03770.34818.35631.30583.29700.82876.03700.82度Qj极限强21220.0520356.3820356.3820356.3820356.3820113.4317689.3519942.05度Q计算台偏0.340.380.400.310.290.340.470.47身心底矩容许0.800.960.960.9

23、60.960.960.800.96偏心矩计算强7544.236035.386035.386035.386035.385688.322188.505443.49度Nj极限强195855.97190675.74187044.38200737.90203832.35196423.66174937.64174937.64度N计算强1769.301484.961532.971345.921297.911415.441769.301415.44度Qj极限强23926.5422870.3522870.3522870.3522870.3522627.4020177.5322456.02度Q台身验算结果表（4:

24、桥上布车最不利，台后按车列布载）截面内容车道+人+恒车恒温制河心车恒温摩河心车恒温制河后车恒温摩X-r i_Lj 河房车辆+人+恒未架梁台后填土施载+下部恒台身顶计算偏心矩0.170.180.180.150.150.17-0.11-0.11容许偏心矩0.650.780.780.780.780.780.650.78计算强度Nj4960.773968.613968.613968.613968.613621.55198.183376.72极限173731.05172531.69171763.86174860.84175517.40173174.62178472.07178472.07对称101.25

25、1.251.251.251.251.251.251.251.25梁（板）编号1号2号3号4号5号6号7号8号9号10号合计边孔支反317.0260.0260.0260.0260.0260.0260.0260.0260.0317.02714.0力搭板支反30.030.030.030.030.030.030.030.030.030.0300.0力合计347.0290.0290.0290.0290.0290.0290.0290.0290.0347.03014.0边孔标准跨径边孔计算跨径边孔支座与背墙距搭板折算标跨搭板折算计跨搭板支座距背墙16.0015.700.306.005.600.20斜交U台水平截面宽度和高度采用土压力采用台后土浮