U型桥台计算书

1、丰平桥的4号U型桥台计算书（2014年11月30日11点15分计算）设计者复核者审核者注：工程文件名桌面丰平桥梁通3丰平桥.qlt。原始数据表（单位:kN-m制）台帽顶与设计水位距离m施工时上部所有荷载支反力0.50980.00加载方式制动系数1制动系数2自动加载1.001.00车道荷载车辆荷载人群集度车道数车道荷载提高系数公路-II级公路-II级3.00020.00注：重要性系数为1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）-1.000-1.000-1.000计算墩（台）制动比例系数0.5000.5000.500注：表中一列汽车作用制动力小于或等于0时将由程序

2、自动计算其制动力车道荷载数据道车荷载的均布荷载边孔、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7.875199.080199.080162.000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0.50021.801.30车辆荷载数据车辆轮轴数12轮距23轮距34轮距45轮距53.001.407.001.40轮重合计第1轮重第2轮重第3轮重第4轮重第5轮重550.030.0120.0120.0140.0140.00车辆轮距离护轮带横向轮轴数12轮距0.50021.80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

3、布载边孔布载搭板布载冲击系数0.30000.30000.3000桥台温度力边孔支座摩擦系数边孔制动桥台比例20.00.3000.500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75.007.500.500000.000.000.000.000.50000左右支座梁板数中距122334455667对称71.691.251.251.251.251.69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320.0260.0260.0260.0260.0320.0100.01780.0搭板支反力30.030.030.030.030.030.00.0180.0合计350

4、.0290.0290.0290.0290.0350.0100.01960.0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15.9815.300.374.204.000.10斜交U台水平截面宽度和高度采用土压力采用台后土浮容重台后土容重内摩擦角（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11.00018.00035.00025.00023.000100.0为斜方向台身材料抗压极限强度MPa抗剪极限强度MPa基底摩擦系数台身挡墙系数基础挡墙系数混凝土15.0003.0000.4600.4000.000台帽横坡桥面左横桥面右横支座高度块垫顺桥垫块横桥垫块

5、高度支座中心坡坡尺寸尺寸到梁端距0.0000.015-0.0150.0810.4000.4000.1190.370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钢筋混凝土1.0000.4000.3100.3000.6901.6000.100-1.0003.0008.000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）0.5000.5000.0009.540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4.5000.6500.0003.5001.0000.0001.500基础形状扩大基础2阶每阶高度河岸侧

6、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0.7500.5000.5000.5000.5000.500第二阶0.7500.5000.5000.5000.5000.500U台结构体积数量表台帽体积背墙体积侧墙上体积台身体积侧墙下体积台身整体体积基础体积体积合计0.000.000.000.000.000.000.000.00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，以下部分为整体台身。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

7、截面宽截面凹高截面凹宽台身顶挡墙矩形13.19982.65270.7760.7761.5538.5000.0006.643台身中U型45.5175151.92222.8663.8046.6708.5002.8543.917台身底U型60.5046260.34983.5713.7167.2878.5001.2081.191基底U型91.0407569.51394.3344.2998.63310.5000.483-0.809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24.16.30.00.000000.000边孔加载24.10.00.00.0

8、00000.000搭板加载0.06.30.00.000000.000车辆荷载边孔搭板239.3143.5550.00.3000115.67550边孔加载382.60.0550.00.3000115.67550搭板加载0.0238.0280.00.3000-115.67550一列车道荷载边孔搭板63.2220.60.3000边孔加载267.10.00.3000搭板加载0.0182.60.3000注：1、人群/每米”指横向1米宽度的支反力，不是总宽度对应的支反力。2、军列走向”为0指无汽车，-1指汽车从左向右行驶，1指从右向左行驶。3、总轴重”指一联加载长度内（边孔或搭板加载）的轮轴总重。计算水平

9、制动力使用。4、边孔、搭板支反力”未计入汽车冲击力的作用。5、车道荷载均布荷载为7.88kN/m，集中荷载为：边孔、搭板均加载199.1kN,边孔加载199.1kN,搭板加载162kN汽车横向折减系数表车队数1道车2道车折减系数1.0001.000单项荷载内力表（1：台后布车最不利，桥上无车）截面内力上部下部土重土压力浮力5项合车道车道土压人群车辆车辆土压制动温.度摩阻施载弯539-42-9220510-5350-32061333131256矩台竖1782103623身直03101500450080000980顶力水平00041041046002710205340力弯矩34261520-105

10、01107-322468148260303143575310928781755台身中竖直力1780400311630-17795168365002380000980水平力000510051001920011410205340弯矩35983571-31465806-51493145141870033511089920454251841台身底竖直力1780942923080-45019016365002380000980水平力00015560155603390020110205340基底-弯矩30631029-64638140117069384152443027014471142346226157

11、4B竖1781229180-8221493600230000980直力043148058水平力00015560155604540026910205340注：1、支座摩阻力只计入边跨上部恒载引起的摩阻力，活载、搭板恒载未计入。2、基底-A土压力引起弯矩13088kNm、竖直力0kN、水平力2527kN，基底-C土压力引起弯矩8773kNm、竖直力0kN、水平力2701kN。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）3、我车荷载”指汽车传递给边跨支反力和搭板支反力的共同作用后截面内力。单项荷载内力表（2:台后布车最不利，桥上按车列

12、布载）截面内力上部下部土重土压力浮力5项合车道车道土压人群车辆车辆土压制动温.度摩阻施载弯矩539-42-9220510-55350620613331312台身顶竖直力178031015002104365003710000980水平力00041041046002710205340弯矩34261520-10501107-322468148260305533575310928781755台身中竖直力1780400311630-17795168365003710000980水平力000510051001920011410205340弯矩35983571-31465806-51493145141870

13、058611089920454251841台身底竖直力1780942923080-45019016365003710000980水平力00015560155603390020110205340基底-弯矩30631029-646381401170693841524430485144711423462261574B竖1781229180-8221493600370000980直力043148051水平力00015560155604540026910205340附注：基底-A土压力引起弯矩13088kNm、竖直力0kN、水平力2527kN，基底-C土压力引起弯矩8773kNm、竖直力0kN、水平力2

14、701kN。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项合车道车道土压人群车辆车辆土压制动温度摩阻施载弯矩539-42-9220510170001220913331312台身顶竖直力178031015002104534003830000980水平力000410410000014205340台弯3421520-105110-3224681957006807710287175身中矩6075985竖直力1780400311630-17795168534003830000980水平力00051005100000014205340弯矩35983571-31465806

15、-5149314100400719014620454251841台身底竖直力1780942923080-45019016534003830000980水平力0001556015560000014205340基底弯矩30631029-646381401170693885800615016723462261574-B竖直17801224391810-822414980534003830000980力水155平力0006015560000014205340附注：基底-A土压力引起弯矩13088kNm、竖直力0kN、水平力2527kN，基底-C土压力引起弯矩8773kNm、竖直力0kN、水平力2701

16、kN。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项合车道车道土压人群车辆车辆土压制动温度摩阻施载弯矩539-42-9220510170001220913331312台身顶竖直力178031015002104534003830000980水平力000410410000014205340台身弯34261520-10501107-32246819570068507710928781755中矩竖直力1780400311630-17795168534003830000980水平力00051005100000014205340弯矩35983571-31465806

17、-5149314100400719014620454251841台身底竖直力1780942923080-45019016534003830000980水平力0001556015560000014205340基底弯矩30631029-646381401170693885800615016723462261574-B竖直力17801224391810-822414980534003830000980水平力0001556015560000014205340附注：基底-A土压力引起弯矩13088kNm、竖直力0kN、水平力2527kN，基底-C土压力引起弯矩8773kNm、竖直力0kN、水平力2701

18、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+恒未架梁台后填土施载+下部恒台身顶弯矩489509833470146439-29283竖直力2469246924692469246927073241304水平力8711664157-467684141台身中弯矩57675928875356052780583512553011竖直力55335533553355335533577133884368水平力7037321257673149624510510台身底弯矩1169912002173271139560701127

19、257177558竖直力93819381938193819381961972368216水平力18951925244918651341175715561556注：1、内力合计”指内力的代数和。2、台身”指台帽底与基础顶面之间的部分。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+车恒温车恒温车恒温车恒温车辆+未架梁施载+人+恒制河心摩河心制河岸摩河岸人+恒台后填下部恒土台身顶弯矩489509833470146482-29283竖直力2469246924692469246928413241304水平力8711664157-467684141台身中弯矩576759288753

20、56052780607412553011竖直力55335533553355335533590433884368水平力7037321257673149624510510台身底弯矩1169912002173271139560701152257177558竖直力93819381938193819381975272368216水平力18951925244918651341175715561556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+恒未架梁台后填土施载+下部恒台身顶弯矩6807031024658337802-29

21、283竖直力2638263826382638263830213241304水平力41755956-513414141台身中弯矩56385824862454522652632312553011竖直力57025702570257025702608533884368水平力5105441064476-44510510510台身底弯矩103181066715947996846891103757177558竖直力95509550955095509550993272368216水平力15561590211015221002155615561556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

22、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+恒未架梁台后填土施载+下部恒台身顶弯矩6807031024658337802-29283竖直力2638263826382638263830213241304水平力41755956-513414141台身中弯矩56385824862454522652632312553011竖直力57025702570257025702608533884368水平力5105441064476-44510510510台身底弯矩103181066715947996846891103757177558竖直力955095509550955095509

23、93272368216水平力15561590211015221002155615561556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+恒后填土部恒台计算身顶偏心0.200.210.340.190.060.16-0.090.22矩容许偏心矩0.390.470.470.470.470.470.390.47计算强度Nj2925.362340.292340.292340.292340.292228.36-61.212881.32极限强度N106642.76105105.8977637.69108150.9

24、3126364.44113205.61123654.21102951.40计算强度Qj95.28102.37563.7450.08-411.3059.7244.6635.73极限强度Q19190.3118780.7618780.7618780.7618780.7618702.4117099.7119159.48台身中计算偏心矩1.041.071.581.010.501.010.370.69容许偏心矩1.431.721.721.721.721.721.431.72计算强度Nj8620.936896.756896.756896.756896.756784.814526.197437.77极3247

25、94.319361.221727.330183.411239.330541.425498.385458.限强度N0277767180694228计算强度Qj772.76644.351105.72592.06130.68549.20561.15448.92极限强度Q65148.2963941.3663941.3663941.3663941.3663863.0162281.9864320.08台身底计算偏心矩1.251.281.851.210.651.170.790.92容1.792.142.142.142.142.141.792.14许偏心矩计算强度Nj16391.1513112.9213112

26、.9213112.9213112.9213000.9914031.4413653.95极限强度N421989.00415184.28296000.33428766.21535717.84437718.77512044.18488200.15计算强度Qj2084.391693.662155.031641.361179.991546.011711.801369.44极限90051.1587756.3987756.3987756.3987756.3987678.0488399.3588135.11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

27、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，桥上按车歹0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+恒未架梁台后填土施载+下部恒台身顶计算偏心矩0.200.210.340.190.060.17-0.090.22容许偏心矩0.390.470.470.470.470.470.390.47计2925.362340.292340.292340.292340.292345.74-61.212881.32算强度Nj极限强106642.

28、105105.77637.6108150.126364.111929.123654.102951.度768999344492140N计算强95.28102.37563.7450.08-411.3059.7244.6635.73度Qj极限强19190.318780.718780.718780.718780.718784.517099.719159.4度16666818Q台计1.041.071.581.010.501.030.370.69身中算偏心矩容许偏心矩1.431.721.721.721.721.721.431.72计算强度Nj8620.936896.756896.756896.756896

29、.756902.204526.197437.77极限强度N324794.02319361.77221727.76330183.71411239.80327292.51425498.42385458.28计算772.76644.351105.72592.06130.68549.20561.15448.92强度Qj极限强65148.263941.363941.363941.363941.363945.162281.964320.0度96666888Q计算偏1.251.281.851.210.651.180.790.92心矩台容身许底偏1.792.142.142.142.142.141.792.14

30、心矩计算16391.113112.913112.913112.913112.913118.314031.413653.9强52222745度Nj极限强421989.415184.296000.428766.535717.435708.512044.488200.度0028332184571815N计算强2084.391693.662155.031641.361179.991546.011711.801369.44度Qj极限强90051.187756.387756.387756.387756.387760.288399.388135.1度59999151Q台身验算结果表（3:桥上布车最不利，台后

31、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+恒后填土部恒计算偏心矩0.260.270.390.250.130.27-0.090.22台身顶容许偏心矩0.390.470.470.470.470.470.390.47计算强度Nj3111.242488.992488.992488.992488.992355.65-61.212881.32极限强度N94566.5092761.7666992.7096359.09118722.2892955.86123654.21102951.40计算强44.6665.88523.255.57-451.7935.

32、7344.6635.73度Qj极限强19320.418884.818884.818884.818884.818791.517099.719159.4度35555118Q计算偏0.991.021.510.960.471.040.370.69心台身矩容中许偏1.431.721.721.721.721.721.431.72心矩计算强8806.817045.457045.457045.457045.456912.104526.197437.77度Nj极限强334641.328651.234979.340566.415659.325355.425498.385458.度8911259212654228N计算强561.15479.08936.44418.77-38.60448.92561.15