U型桥台计算书(设计院).doc

_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:C:Documents and SettingsAdministrator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350.0290.0290.0290.0290.0350.0100.01960.0 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0.7500.5000.5000.5000.5000.500 U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24.10.00.00.000000.000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63.2220.6 0.3000 边孔加载267.10.0 0.3000 搭板加载0.0182.6 0.3000 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、“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。 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台身顶弯 矩539-42-9220510-55350-3620613331312竖直力178031015002104365002380000980水平力00041041046002710205340台身中弯 矩34261520-10501107-322468148260303143575310928781755竖直力1780400311630-17795168365002380000980水平力000510051001920011410205340台身底弯 矩35983571-31465806-51493145141870033511089920454251841竖直力1780942923080-45019016365002380000980水平力00015560155603390020110205340基底-B弯 矩30631029-646381401170693841524430270144711423462261574竖直力17801224391810-822414980365002380000980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、“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台身顶弯 矩539-42-9220510-55350620613331312竖直力178031015002104365003710000980水平力00041041046002710205340台身中弯 矩34261520-10501107-322468148260305533575310928781755竖直力1780400311630-17795168365003710000980水平力000510051001920011410205340台身底弯 矩35983571-31465806-51493145141870058611089920454251841竖直力1780942923080-45019016365003710000980水平力00015560155603390020110205340基底-B弯 矩30631029-646381401170693841524430485144711423462261574竖直力17801224391810-822414980365003710000980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2701kN。 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台身顶弯 矩539-42-9220510170001220913331312竖直力178031015002104534003830000980水平力000410410000014205340台身中弯 矩34261520-10501107-32246819570068507710928781755竖直力1780400311630-17795168534003830000980水平力00051005100000014205340台身底弯 矩35983571-31465806-5149314100400719014620454251841竖直力1780942923080-45019016534003830000980水平力0001556015560000014205340基底-B弯 矩30631029-646381401170693885800615016723462261574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2701kN。 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台身顶弯 矩539-42-9220510170001220913331312竖直力178031015002104534003830000980水平力000410410000014205340台身中弯 矩34261520-10501107-32246819570068507710928781755竖直力1780400311630-17795168534003830000980水平力00051005100000014205340台身底弯 矩35983571-31465806-5149314100400719014620454251841竖直力1780942923080-45019016534003830000980水平力0001556015560000014205340基底-B弯 矩30631029-646381401170693885800615016723462261574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2701kN。 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1169912002173271139560701127257177558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+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6807031024658337802-29283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 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95509550955095509550993272368216水平力15561590211015221002155615561556台身验算结果表 (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+恒未架梁台后填土施载+下部恒台身顶计算偏心矩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N106642.76105105.8977637.69108150.93126364.44113205.61123654.21102951.40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极限强度N324794.02319361.77221727.76330183.71411239.80330541.69425498.42385458.28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台身底计算偏心矩1.251.281.851.210.651.170.790.92容许偏心矩1.792.142.142.142.142.141.792.14计算强度Nj16391.1513112.9213112.9213112.9213112.9213000.9914031.4413653.95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极限强度Q90051.1587756.3987756.3987756.3987756.3987678.0488399.3588135.11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 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计算强度Nj2925.362340.292340.292340.292340.292345.74-61.212881.32极限强度N106642.76105105.8977637.69108150.93126364.44111929.49123654.21102951.40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台身中计算偏心矩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Nj8620.936896.756896.756896.756896.756902.204526.197437.77极限强度N324794.02319361.77221727.76330183.71411239.80327292.51425498.42385458.28计算强度Qj772.76644.351105.72592.06130.68549.20561.15448.92极限强度Q65148.2963941.3663941.3663941.3663941.3663945.1862281.9864320.08台身底计算偏心矩1.251.281.851.210.651.180.790.92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N421989.00415184.28296000.33428766.21535717.84435708.57512044.18488200.15计算强度Qj2084.391693.662155.031641.361179.991546.011711.801369.44极限强度Q90051.1587756.3987756.3987756.3987756.3987760.2188399.3588135.11 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N94566.5092761.7666992.7096359.09118722.2892955.86123654.21102951.40计算强度Qj44.6665.88523.255.57-451.7935.7344.6635.73极限强度Q19320.4318884.8518884.8518884.8518884.8518791.5117099.7119159.48台身中计算偏心矩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N334641.89328651.11234979.25340566.92415659.12325355.65425498.42385458.28计算强度Qj561.15479.08936.44418.77-38.60448.92561.15448.92极限强度Q65278.4164045.4564045.4564045.4564045.4563952.1162281.9864320.08台身底计算偏心矩1.081.121.671.040.491.110.790.92容许偏心矩1.792.142.142.142.142.141.792.14计算强度Nj16577.0313261.6213261.6213261.6213261.6213128.2814031.4413653.95极限强度N456510.59449035.31332604.65463906.41557524.84450235.02512044.18488200.15计算强度Qj1711.801399.601856.961339.28881.921369.441711.801369.44极限强度Q90181.2687860.4887860.4887860.4887860.4887767.1488399.3588135.11 台身验算结果表 (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N94566.5092761.7666992.7096359.09118722.2892955.86123654.21102951.40计算强度Qj44.6665.88523.255.57-451.7935.7344.6635.73极限强度Q19320.4318884.8518884.8518884.8518884.8518791.5117099.7119159.48台身中计算偏心矩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N334641.89328651.11234979.25340566.92415659.12325355.65425498.42385458.28计算强度Qj561.15479.08936.44418.77-38.60448.92561.15448.92极限强度Q65278.4164045.4564045.4564045.4564045.4563952.1162281.9864320.08台身底计算偏心矩1.081.121.671.040.491.110.790.92容许偏心矩1.792.142.142.142.142.141.792.14计算强度Nj16577.0313261.6213261.6213261.6213261.6213128.2814031.4413653.95极限强度N456510.59449035.31332604.65463906.41557524.84450235.02512044.18488200.15计算强度Qj1711.801399.601856.961339.28881.921369.441711.801369.44极限强度Q90181.2687860.4887860.4887860.4887860.4887767.1488399.3588135.11 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2356923569235692356923569238072142322403水平力29813011353529512427279625272527基底-B弯 矩9796101441625694493337907138755449竖直力1534515345153451534515345155831320014180水平力20112040256519811457182515561556基底-C弯 矩104301077716889100823970970445086082竖直力1534515345153451534515345155831320014180水平力31563185371031262602297027012701注：1、“内力合计”指内力的代数和。 2、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+恒未架梁台后填土施载+下部恒基底-A弯 矩1357513923200351322871151306476549228竖直力2356923569235692356923569239402142322403水平力29813011353529512427279625272527基底-B弯 矩9796101441625694493337928538755449竖直力1534515345153451534515345157161320014180水平力20112040256519811457182515561556基底-C弯 矩104301077716889100823970991845086082竖直力1534515345153451534515345157161320014180水平力31563185371031262602297027012701基底内力合计结果表 (3:桥上布车最不利,台后无车)截 面内 容车道+人+恒车