U型桥台计算书(设计院)

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。原始数据表仲位: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1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

2、0时将由程序自动计算其制动力。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

3、载方式边孔搭板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30.030.030.030.030.030.00.018

4、0.0合计350.0290.0290.0290.0290.0350.0100.01960.0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，高度为斜方向朗金理论11.00018.00035.00025.00023.000100.0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台帽横坡桥面左横坡桥面右横坡支

5、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

6、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。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。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

7、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

8、.00.00.000000.000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、2、车列走向”为0指无汽车，-1指汽车从左向右行驶，1指从右向左行驶。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。4、5、总轴重”指一联加载长度内（边孔或搭板加载）

9、的轮轴总重。计算水平制动力使用。 边孔、搭板支反力”未计入汽车冲击力的作用。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。3、-!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）下部土重浮力车 道 土 压车 辆 土 压539-42-922矩竖直力水平力弯矩 竖 直 力 水 平 力 弯矩竖直力水平力弯矩 竖 直 力 水 平17803426178035981780306317831015204003357194291541-105011631029122411

10、07510-31462308-6463580615568140-322-1779-514-45011170-8225102104414681516851093149016155669381498-553654823655143654153635-362013331312466031921870339244323827102031423833523827035753109534287898017551141108201144710991011420204202349805345425534622618419801574239181000000098003405815501556045402691

11、0205346-!力111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OkN、水平力2527kN,基底-C 土压力引起弯矩8773kNm、竖直力OkN、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、汽车荷载”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539-42-9

12、220510-53506206133313125矩台竖1783637身直03101500210450010000980顶力水平00041041046002710205340力弯3421520-105110-322468148603055357531028717560723985矩台竖178-1773637身直04003116309516850010000980中力水平000510051001920011410205340力弯3593571-314580-51493145118705811099205421848664068451矩台竖178-4503637身直09429230801901650

13、010000980底力水155平00060155603390020110205340力基弯3061029-64681411706938412440481441123622157底矩33053574464竖1781224-82214983637B直03918104050010000980-!30662162362215710291170693885800033057464竖178122438534000980直03403力水平力00015560155604540026910205340附注：基底-A 土压力引起弯矩13088kNm、竖直力OkN、水平力2527kN，基底-C 土压力引起弯矩877

14、3kNm、竖直力OkN、水平力2701kN。单项荷载内力表（3:桥上布车最不利，台后无车）539178342178359178下部土重-423101520400335719429-915-10511632241110510浮力-3142308-64691815801558145101701213331312-322-177-514-450-822210453438980414681516851093149016155614989575341005341420534681028717577389801420534711420542184389801420534-!3066116236221571

15、0291170693885800033057464竖178122438534000980直03403力水平力0001556015560000014205340附注：基底-A 土压力引起弯矩13088kNm、竖直力OkN、水平力2527kN，基底-C 土压力引起弯矩8773kNm、竖直力OkN、水平力2701kN。单项荷载内力表（4:桥上布车最不利，台后按车列布载）539178342178359178下部土重-423101520400335719429-915-10511632241110510浮力-3142308-64691815801558145101701213331312-322-177

16、-514-450-822210453438980414681516851093149016155614989575341005341420534681028717577389801420534711420542184389801420534-!力水平力0001556015560000014205340附注：基底-A 土压力引起弯矩13088kNm、竖直力OkN、水平力2527kN，基底-C 土压力引起弯矩8773kNm、竖直力OkN、水平力2701kNo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

17、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1169912002173271139560701127257177558竖直力93819381938193819381961972368216水平力1895192524491865134117571

18、55615562、台身”指台帽底与基础顶面之间的部分。注：1、内力合计”指内力的代数和。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 土施载+下部恒台身顶弯矩489509833470146482-29283竖直力2469246924692469246928413241304水平力8711664157-467684141台身中弯矩57675928875356052780607412553011竖直力55335533553355335533590433884368水平力703732125767

19、3149624510510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6807031024658337802-29283竖直力2638263826382638263830213241304水平力41755956-513414141台身中弯矩56385

20、824862454522652632312553011竖直力57025702570257025702608533884368水平力5105441064476-44510510510台身底弯矩103181066715947996846891103757177558竖直力95509550955095509550993272368216水平力15561590211015221002155615561556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6807031024658337802-29283竖直力26382638263

21、82638263830213241304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截台身内力合计结果表（4:桥上布车最不利，台后按车列布载）台身验算结果表（1：台后布车最不利，桥

22、上无车）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+下部恒计 算 偏 心 矩0.200.210.340.190.060.16-0.090.22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N 106642.76105105.8977637.69108150.93126364.44113205.61123654.21102951.40面台身顶计 算 强 度Qj

23、95.28102.37563.7450.08-411.3059.7244.6635.73极 限 强 度Q 19190.3118780.7618780.7618780.7618780.7618702.4117099.7119159.48厶身中计 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 限 强 度N 324794.02319361.77221727

24、.76330183.71411239.80330541.69425498.42385458.28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厶计1.251.281.851.210.651.170.790.92算 偏 心 矩容 许 偏 心 矩1.792.142.142.142.142.141.792.14计算 强 度Nj16391.1513112.9213112.9213112.92

25、13112.9213000.9914031.4413653.95极 限 强 度N 421989.00415184.28296000.33428766.21535717.84437718.77512044.18488200.15计算 强 度Qj2084.391693.662155.031641.361179.991546.011711.801369.44极 限 强 度Q 90051.1587756.3987756.3987756.3987756.3987678.0488399.3588135.11身底注：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

26、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卜极限强度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河岸恒后填土部恒台身顶计 算 偏 心0.200.210.340.190.060.17-0.090.22矩容 许 偏 心 矩0.390.470.470.470.470.470.390.47计 算 强 度Nj2925.362340.292340.292340.292340.292345.74-61.21288

27、1.32极 限 强 度N 106642.76105105.8977637.69108150.93126364.44111929.49123654.21102951.40计 算 强 度Qj95.28102.37563.7450.08-411.3059.7244.6635.73极 限 强 度Q19190.3118780.7618780.7618780.7618780.7618784.5817099.7119159.48计 算 偏 心 矩1.041.071.581.010.501.030.370.69容 许 偏 心 矩1.431.721.721.721.721.721.431.72计 算 强 度Nj

28、8620.936896.756896.756896.756896.756902.204526.197437.77极324794.0319361.7221727.7330183.7411239.8327292.5425498.4385458.2台身中限 强 度N 27610128计算 强 度Qj772.76644.351105.72592.06130.68549.20561.15448.92极 限 强 度Q 65148.2963941.3663941.3663941.3663941.3663945.1862281.9864320.08计 算 偏 心 矩1.251.281.851.210.651.

29、180.790.92容 许 偏 心 矩1.792.142.142.142.142.141.792.14计 算 强 度Nj16391.1513112.9213112.9213112.9213112.9213118.3714031.4413653.95极 限 强 度N 421989.00415184.28296000.33428766.21535717.84435708.57512044.18488200.15计算 强 度Qj2084.391693.662155.031641.361179.991546.011711.801369.44极 限90051.1587756.3987756.398775

30、6.3987756.3987760.2188399.3588135.11台身底强 度Q台身验算结果表（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+ 恒未架梁台后填土施载+下部恒台身顶计 算 偏 心 矩0.260.270.390.250.130.27-0.090.22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N 94566.5092761.76669

31、92.7096359.09118722.2892955.86123654.21102951.40计算 强 度Qj44.6665.88523.255.57-451.7935.7344.6635.73极 限 强 度Q 19320.4318884.8518884.8518884.8518884.8518791.5117099.7119159.48台身 中计算偏0.991.021.510.960.471.040.370.69心矩容 许 偏 心 矩1.431.721.721.721.721.721.431.72计 算 强 度Nj8806.817045.457045.457045.457045.45691

32、2.104526.197437.77极 限 强 度N 334641.89328651.11234979.25340566.92415659.12325355.65425498.42385458.28计 算 强 度Qj561.15479.08936.44418.77-38.60448.92561.15448.92极 限 强 度Q 65278.4164045.4564045.4564045.4564045.4563952.1162281.9864320.08计 算 偏 心 矩1.081.121.671.040.491.110.790.92容 许 偏 心 矩1.792.142.142.142.142

33、.141.792.14计 算 强 度Nj16577.0313261.6213261.6213261.6213261.6213128.2814031.4413653.95台身底极 限 强 度N 456510.59449035.31332604.65463906.41557524.84450235.02512044.18488200.15计算 强 度Qj1711.801399.601856.961339.28881.921369.441711.801369.44极 限 强 度Q 90181.2687860.4887860.4887860.4887860.4887767.1488399.358813

34、5.11台身验算结果表（4:桥上布车最不利，台后按车列布载）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+下部恒计 算 偏 心 矩0.260.270.390.250.130.27-0.090.22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N 94566.5092761.7666992.7096359.09118722.2892955.86123654.211

35、02951.40计44.6665.88523.255.57-451.7935.7344.6635.73截面台身顶算 强 度Qj极 限 强 度Q19320.4318884.8518884.8518884.8518884.8518791.5117099.7119159.48厶身中计 算 偏 心 矩0.991.021.510.960.471.040.370.69容 许 偏 心 矩1.431.721.721.721.721.721.431.72计算 强 度Nj8806.817045.457045.457045.457045.456912.104526.197437.77极 限 强 度N 334641.

36、89328651.11234979.25340566.92415659.12325355.65425498.42385458.28计 算 强 度Qj561.15479.08936.44418.77-38.60448.92561.15448.92极 限 强 度Q 65278.4164045.4564045.4564045.4564045.4563952.1162281.9864320.08厶身计算1.081.121.671.040.491.110.790.92偏心矩容 许 偏 心 矩1.792.142.142.142.142.141.792.14计 算 强 度Nj16577.0313261.62

37、13261.6213261.6213261.6213128.2814031.4413653.95极 限 强 度N 456510.59449035.31332604.65463906.41557524.84450235.02512044.18488200.15计算 强 度Qj1711.801399.601856.961339.28881.921369.441711.801369.44极 限 强 度Q 90181.2687860.4887860.4887860.4887860.4887767.1488399.3588135.11底基底内力合计结果表（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+下部恒基底-A弯矩1357513923200351322871151285076549228竖直力2356923569235692356923569238072