横五路0号U型桥台计算书

1、横一路0号U型桥台计算书（2014年5月12日14点37分计算）设计者复核者审核者注：工程文件名:F:我的我的工作2014省委、设计成果桥梁通文件横五路桥台.qlt。原始数据表（单位:kNm制）台帽顶与设计水位距离m施工时上部所有荷载支反力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12轮距2车横向间距压压台身顶弯矩335-53-26910346179007403315330竖直力1440376330018496730027800000水平力0001880188000005425580台身中弯矩335-53-644680686179007409042940竖直力1440850710023616730027800000水平力0005600560000005425580台身

3、底W矩335-53-12813430149717900740147681550竖直力144013751300029456730027800000水平力000113201132000005425580弯矩1095348-28133607022384890020202551182700基底-B竖直力1440398823800078086730027800000水平000113201132000005425580力附注：基底-A 土压力引起弯矩3607kNm、竖直力（）kN、水平力1132kN，基底-C 土压力引起弯矩8651kNm、竖直力OkN、 水平力7620kN。单项荷载内力表（4:桥上布车最

4、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335-53-26910346179007403315330竖直1440376330018496730027800000力水平力0001880188000005425580台身中弯矩335-53-644680686179007409042940竖直力1440850710023616730027800000水平力0005600560000005425580台身底弯矩335-53-12813430149717900740147681550竖直力144013751300029456730027

5、800000水平力000113201132000005425580基底弯矩1095348-28133607022384890020202551182700竖直力1440398823800078086730027800000水平000113201132000005425580力附注：基底-A 土压力引起弯矩3607kNm、竖直力OkN、水平力1132kN，基底-C 土压力引起弯矩8651kNm、竖直力OkN、 水平力762()kN。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3

6、824314313343332641212竖直力226822682268226822682502409409水平力372451455293290284188188台身中弯矩98711191123855851742351351竖直力278027802780278027803014921921水平力879958962800797727560560台身底W矩22052421242819901982176511621162竖直力33643364336433643364359815051505水平力15851664166815061502136811321132注：1、“内力合计”指内力的代数和。2、“

7、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3824314313343332641212竖直力226822682268226822682502409409水平力372451455293290284188188台身中弯矩98711191123855851742351351竖直力278027802780278027803014921921水平力879958962800797727560560台身底W矩2205242124281990198

8、2176511621162竖直力33643364336433643364359815051505水平力15851664166815061502136811321132台身内力合计结果表（3:桥上布车最不利，台后无车）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W矩5265745744774776001212竖直力252125212521252125212800409409水平力188267270109105188188188台身中弯矩8659971001733729939351351竖直力30333033303330333033

9、3311921921水平力560639643481478560560560台身底W矩16761891189914611453175011621162竖直力36173617361736173617389515051505水平力11321211121410531049113211321132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+下部恒台身顶弯矩5265745744774776001212竖直力252125212521252125212800409409水平力1882672701091

10、05188188188台身中W矩8659971001733729939351351竖直力303330333033303330333311921921水平力560639643481478560560560台身底弯矩16761891189914611453175011621162竖直力36173617361736173617389515051505水平力11321211121410531049113211321132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+下面容恒河心河心河岸河岸恒后填土部恒台身计算0.170.190.19

11、0.150.150.110.030.03顶偏心矩容许偏0.470.560.560.560.560.560.470.56心矩计算强2676.542141.232141.232141.232141.231977.6586.391772.10度Nj极限强83690.1481606.1181597.2885593.2185600.5688690.0791886.0591886.05度N计算409.54397.15400.32258.11254.94250.01206.55165.24强度Qj极 限 强 度Q9532.369157.649157.649157.649157.649043.137719.2

12、58899.25台身中计算偏心矩0.360.400.400.310.310.250.380.38容许偏心矩0.520.620.620.620.620.620.520.62计算强度Nj3287.072629.662629.662629.662629.662466.07554.812260.53极74284.0568248.9068065.3280180.5580355.4287356.6770958.7770958.77限 强 度 N计算强967.15843.24846.40704.20701.03639.61616.46493.17度Qj极限强10840.8610380.6710380.671

13、0380.6710380.6710266.168928.2810122.28度Q计算偏台心身矩0.660.720.720.590.590.490.770.77底有超限容许偏心矩0.570.690.690.690.690.690.570.69计算强3981.883185.513185.513185.513185.513021.921092.042816.38度Nj极限强49061.5641704.1341443.8256731.7757014.9369341.9435876.5435876.54度N计算强1743.441464.271467.441325.231322.061204.161245

14、.06996.05度Qj极限12208.3711650.9011650.9011650.9011650.9011536.3910185.4811392.510.60021.801.30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12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

15、离栅宽右隔离栅宽右人行宽右护栏宽100.008.500.500000.000.000.000.000.50000左右支座梁板数中距122334455667对称71.251.251.251.251.251.25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0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+下面容恒河心河心河岸x

16、-T LXJ 河房恒后填土部恒计算偏0.170.190.190.150.150.110.030.03心矩台容身许顶偏0.470.560.560.560.560.560.470.56心矩计算2676.542141.232141.232141.232141.231977.6586.391772.10强度Nj极限强83690.1481606.1181597.2885593.2185600.5688690.0791886.0591886.05度N计算强409.54397.15400.32258.11254.94250.01206.55165.24度Qj极限强9532.369157.649157.649

17、157.649157.649043.137719.258899.25度Q计台算身偏0.360.400.400.310.310.250.380.38中心矩容许偏心矩0.520.620.620.620.620.620.520.62计算强3287.072629.662629.662629.662629.662466.07554.812260.53度Nj极限强74284.0568248.9068065.3280180.5580355.4287356.6770958.7770958.77度N计算强967.15843.24846.40704.20701.03639.61616.46493.17度Qj极限1

18、0840.8610380.6710380.6710380.6710380.6710266.168928.2810122.28强度Q计算偏心矩0.660.720.720.590.590.490.770.77有超限台容身许底偏0.570.690.690.690.690.690.570.69心矩计算强3981.883185.513185.513185.513185.513021.921092.042816.38度Nj极49061.5641704.1341443.8256731.7757014.9369341.9435876.5435876.54限 强 度 N计算强度Qj1743.441464.271

19、467.441325.231322.061204.161245.06996.05极 限 强 度 Q12208.3711650.9011650.9011650.9011650.9011536.3910185.4811392.51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+下面容恒河心河心河岸河岸恒后填土部恒台身顶计算偏心0.210.230.230.190.190.210.030.03矩容许偏心矩0.470.560.560.560.560.560.470.56计算强度Nj2955.002364.002364.002364.00

20、2364.002016.9386.391772.10极 限 强 度N79675.0077559.8977551.0781680.0181687.9379052.7991886.0591886.05计算强度Qj206.55234.76237.9395.7292.55165.24206.55165.24极9727.289313.589313.589313.589313.589070.637719.258899.25限强度Q计算偏0.290.330.330.240.240.280.380.38心矩容许偏0.520.620.620.620.620.620.520.62台心身中矩计算强3565.5328

21、52.432852.432852.432852.432505.36554.812260.53度Nj极限82876.0477589.7777426.1587843.8787987.8183061.5870958.7770958.77强度N计算强616.46562.69565.86423.65420.48493.17616.46493.17度Qj极限强11035.7910536.6110536.6110536.6110536.6110293.668928.2810122.28度Q计算偏心台矩0.460.520.530.400.400.450.770.77身有底超限容0.570.690.690.69

22、0.690.690.570.69许偏心矩计算强4260.353408.283408.283408.283408.283061.211092.042816.38度Nj极限强72824.7165264.5064993.0380412.2980685.3974620.4035876.5435876.54度N计算强1245.061065.571068.74926.53923.36996.051245.06996.05度Qj极限强12403.2911806.8411806.8411806.8411806.8411563.9010185.4811392.51度Q台身验算结果表（4:桥上布车最不利，台后按车

23、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+下面容恒河心河心河岸河岸恒后填土部恒计算偏0.210.230.230.190.190.210.030.03心矩容许台偏0.470.560.560.560.560.560.470.56身心顶矩计算强2955.002364.002364.002364.002364.002016.9386.391772.10度Nj极限79675.0077559.8977551.0781680.0181687.9379052.7991886.0591886.05梁（板）编号1号2号3号4号5号6号7号合计边孔支反力240.0192.0192

24、.0192.0192.0192.0240.01440.0搭板支反力30.030.030.030.030.030.030.0210.0合计270.0222.0222.0222.0222.0222.0270.01650.0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（W 度采用土压力采用台后土浮容重台后土容fi内摩擦角（度）台帽容重台身容重基础容重宽度按正投影，高度朗金理论9.00019.0000.30025.00024.000240.0为斜方向台身材料抗压极限强度MPa抗剪极限强度MP

25、a基底摩擦系数台身挡墙系数基础挡墙系数块石砌体10.0001.0000.3000.4000.000台帽横坡桥面左横坡桥面右横坡支座高度块垫顺桥尺寸垫块横桥尺寸垫块高度支座中心到梁端距强度N计算强206.55234.76237.9395.7292.55165.24206.55165.24度Qj极限强9727.289313.589313.589313.589313.589070.637719.258899.25度Q计算偏0.290.330.330.240.240.280.380.38台心身矩中容许偏0.520.620.620.620.620.620.520.62心矩计算强度Nj3565.53285

26、2.432852.432852.432852.432505.36554.812260.53极 限 强 度N82876.0477589.7777426.1587843.8787987.8183061.5870958.7770958.77计算强度Qj616.46562.69565.86423.65420.48493.17616.46493.17极 限 强 度Q11035.7910536.6110536.6110536.6110536.6110293.668928.2810122.28台计0.460.520.530.400.400.450.770.77身算底偏心矩有超限容许偏0.570.690.69

27、0.690.690.690.570.69心矩计算强4260.353408.283408.283408.283408.283061.211092.042816.38度Nj极限强72824.7165264.5064993.0380412.2980685.3974620.4035876.5435876.54度N计算强1245.061065.571068.74926.53923.36996.051245.06996.05度Qj极 限 强 度 Q12403.2911806.8411806.8411806.8411806.8411563.9010185.4811392.51基底内力合计结果表（1:台后布车

28、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+下部恒基底-A鸾矩48715245526044984483371111431143竖直力82288228822882288228846163686368水平力25652644264824862482188011321132基底-BW矩48715245526044984483371111431143竖直力82288228822882288228846163686368水平力25652644264824862482188011321132基底C弯矩991510288103039542

29、9527875561866186注:1、“内力合计”指内力的代数和。竖直力82288228822882288228846163686368水平力905391329136897489708368762076202、表中基底-A、基底-B、基底-C分指土压力算至基顶（不计浮力）、土压力算至基顶（计浮力）、土压力算至基底（计 浮力）。基底内力合计结果表（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+下部恒基底-A弯矩48715245526044984483371111431143竖直力82288228822882

30、288228846163686368水平力25652644264824862482188011321132基底B弯矩48715245526044984483371111431143竖直力82288228822882288228846163686368水平力25652644264824862482188011321132基底-CW矩9915102881030395429527875561866186竖直力82288228822882288228846163686368水平力90539132913689748970836876207620基底内力合计结果表（3:桥上布车最不利，台后无车）截面内容车

31、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+下部恒基底-AW矩27273100311523542339292911431143竖直力84818481848184818481875963686368水平力11321211121410531049113211321132基底-B弯矩27273100311523542339292911431143竖直力84818481848184818481875963686368水平力11321211121410531049113211321132基底-CW矩7770814481597397738279736186618

32、6竖直力84818481848184818481875963686368水平力76207699770375417537762076207620基底内力合计结果表（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+下部恒基底-AW矩27273100311523542339292911431143竖直力84818481848184818481875963686368水平力11321211121410531049113211321132基底B弯矩27273100311523542339292911431143竖直力8

33、4818481848184818481875963686368水平力11321211121410531049113211321132基底-C弯矩77708144815973977382797361866186竖直力84818481848184818481875963686368水平力76207699770375417537762076207620基底应力表（未计附加应力）（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+下部恒基底-A河心227187187176176168129103河岸3018173131488

34、366基底-B河心227187187176176168129103河岸3018173131488366基底-C河心316258259248248240218175河岸-83-73-73-59-59-42-31-25注：1、表中除组合1（“汽+人+恒载”、“未架梁,台后填土”）外，其余组合的应力值均已除以1.25 ,下同。基底应力表（未计附加应力）（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+下部恒基底A河心227187187176176168129103河岸3018173131488366基底-B河心22

35、7187187176176168129103河岸3018173131488366基底-C河心316258259248248240218175N-rlXj河后-83-73-73-59-59-42-31-25基底应力表（未计附加应力）（3:桥上布车最不利，台后无车）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+下部恒基底-A河心193159160149149161129103河岸8360597373668366基底-B河心193159160149149161129103河岸8360597373668366基底-C河心283231232221220

36、233218175河岸-30-31-31-18-17-24-31-25基底应力表（未计附加应力）（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+下部恒基底-A河心193159160149149161129103河后8360597373668366基底B河心193159160149149161129103%-rlXj河尾8360597373668366基底-C河心283231232221220233218175河房-30-31-31-18-17-24-31-25基底应力汇总表（未计入附加竖向压应力）截面河心侧

37、边缘最大应河心侧边缘最小应河岸侧边缘最大应河岸侧边缘最小应1、一般情况下，应力的土压力算至基顶，因此可参照基底-A、基底-B的计算值进行设计。力力力力基底-A2271038317基底B2271038317基底-C3161750-83基底A、基底B汇总22710383172、设计者需计入附加竖向压应力（参见85地基规范附录三），此时应力还将增大，对结构不利。基础宽度超过2米 基底埋深大于3米时，基底容许承载力可提高（参见85地基规范第条），对结构有利。基底稳定验算结果表（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

38、+下部恒基底-A计算抗倾系数4.434.114.104.804.815.9814.6114.61计算抗滑系数1.501.501.501.501.501.501.691.69基底-B计算抗倾系数4.434.114.104.804.815.9814.6114.61计算抗滑系数1.501.501.501.501.501.501.691.69基底-C计算抗2.182.102.092.262.262.532.702.70注：1、表中“最小抗倾系数”、“最小抗滑系数”指规范容许的最小值。倾系数计算抗滑系数1.501.501.501.501.501.501.501.50kO最小抗倾系数1.501.301.3

39、01.301.301.301.501.30kc最小抗滑系数1.301.301.301.301.301.301.301.30基底稳定验算结果表（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+下部恒基底-A计算抗倾系数4.434.114.104.804.815.9814.6114.61计算抗滑系数1.501.501.501.501.501.351.691.69基底B计算抗倾系数4.434.114.104.804.815.9814.6114.61计算抗滑系数1.501.501.501.501.501.351.69

40、1.69基底C计算抗倾系数2.182.102.092.262.262.532.702.700.0150.0150.0150.0700.3000.3000.0800.300背墙材料背墙高前墙顶宽搭板墙高搭板墙宽度搭板下直坡距台帽宽含嵌入帽檐尺寸帽长不含帽檐墙河岸坡度墙河心坡度垮工材料0.9500.5000.3100.3000.3001.0000.050-1.00010.00010.000侧墙顶宽横桥路缘悬侧墙横桥台帽悬侧墙台身高度（帽底以下）0.5000.5000.0002.110侧墙顺斜长侧墙顺桥端高侧墙端底坡侧墙横坡度锥坡顶平距耳墙高出锥坡锥坡度3.0000.75010.00010,0000

41、.5000.0001.500基础形状扩大基础2阶每阶高度河岸侧襟边河心侧襟边横桥外侧襟边顺桥内侧内襟边横桥内侧襟边U形截面第一阶1.0000.5000.5000.5000.5000.500第二阶1.0000.5000.5000.5000.5000.500U台结构体积数表台帽体积背墙体积侧墙上体积台身体积0.000.000.000.00侧墙下体积台身整体体积基础体积体积合计0.000.000.000.00注：表中“侧墙上体积”指台帽底水平线以上侧墙的体积。“侧墙下体积”指其余的侧墙体积。“台身整体体积”指u台较高时侧墙坡未放到基础顶面已交叉，以下局部为整体台身。计算抗滑系数1.501.501.5

42、01.501.501.501.501.50kO最小抗倾系数1.501.301.301.301.301.301.501.30kc最小抗滑系数1.301.301.301.301.301.301.301.30基底稳定验算结果表（3:桥上布车最不利，台后无车）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+下部恒基底A计算抗倾系数8.157.177.149.459.517.8414.6114.61计算抗滑系数2.252.102.092.422.422.321.691.69基底B计算抗倾系数8.157.177.149.459.517.8414.6114.

43、61计算抗滑系数2.252.102.092.422.422.321.691.69基底-C计算抗倾系数2.862.732.733.013.012.882.702.70计算抗1.501.501.501.501.501.501.501.50滑系数kO最小抗倾系数1.501.301.301.301.301.301.501.30kc最小抗滑系数1.301.301.301.301.301.301.301.30基底稳定验算结果表（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+下部恒基底-A计算抗倾系数8.157.177.

44、149.459.517.8414.6114.61计算抗滑系数2.252.102.092.422.422.321.691.69基底B计算抗倾系数8.157.177.149.459.517.8414.6114.61计算抗滑系数2.252.102.092.422.422.321.691.69基底C计算抗倾系数2.862.732.733.013.012.882.702.70计算抗滑系数1.501.501.501.501.501.501.501.50kO最小抗倾系数1.501.301.301.301.301.301.501.30kc最小抗滑系数1.301.301.301.301.301.301.301.

45、30基底稳定验算汇总表截面内容车道+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+下部恒计算抗倾系数2.182.102.092.262.262.532.702.70计算抗滑系数1.501.501.501.501.501.501.501.50基底最小抗倾系数1.501.301.301.301.301.301.501.30最小抗滑系数1.301.301.301.301.301.301.301.30抗倾安全要求满足满足满足满足满足满足满足满足抗滑安全要求满足满足满足满足满足满足满足满足注：1、抗倾复稳定系数、抗滑动稳定系数小于()表示内力作用于桥岸方向，其绝对值

46、应大于容许值。2、根据基底-A、基底-B、基底-C分别对应8个组合进行汇总。3、表中出现“抗滑动稳定系数”小于“最小抗滑动稳定系”，超限。截面几何特性表截面位置截面形状面积m2惯矩m4形心距河心边缘形心距河岸边缘截面高截面宽截面凹高截面凹宽台身顶挡墙矩形17.69185.11310.9310.9311.8629.5000.0008.210台身中挡墙矩形19.72727.08871.0381.0382.0779.5000.0007.999台身底挡墙矩形21.76269.51711.1451.1452.2919.5000.0007.788基底U型58.8541147.14772.6223.3035.92411.5001.6035.788活载支反力表内容布载方式边跨反力搭板反力总轴重冲击系数车列走向重轴距原点重车轮重人群/每米边孔搭板28.510.50.00.000000.000边孔加载28.50.00.00.000000.000搭板加载0.010.50.00.000000.000车辆荷载边孔搭板155.9124.3300.00.2500116.00300边孔加载278.20.0300.00.2500116.00300搭板加载0.0233.6300.00.2500-116.00300一列车道边孔搭板203.8209.70.2500注：1、“人群/每米”指横向1米宽度的支反