花木0号U型桥台计算书.doc
东山桥0号U型桥台计算书 (2014年2月25日11点49分计算)设 计 者复 核 者审 核 者 注：工程文件名:C:Documents and SettingsAdministrator桌面花木横大道西延段新建工程桥梁桥梁1QLT桥1.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0.72620.00 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3.50020.00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7.875178.920178.920176.400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0.00000.00000.0000 桥台温度力边孔支座摩擦系数边孔制动桥台比例0.00.2000.500 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120.009.500.250000.000.000.000.000.25000 左右支座梁板数中距1223344556677889910对称101.251.251.251.251.251.251.251.251.25 梁(板)编号1号2号3号4号5号6号7号8号9号10号合计边孔支反力83.583.583.583.583.583.583.583.583.583.5835.0搭板支反力29.129.129.129.129.129.129.129.129.129.1291.0合计112.6112.6112.6112.6112.6112.6112.6112.6112.6112.61126.0 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10.009.700.2810.009.000.60 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为斜方向，高度按正投影朗金理论11.00018.00038.00026.00025.00083.5 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片石混凝土砌体14.0003.3000.3000.4000.000 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0.0000.020-0.0200.0000.0000.0000.0200.277 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0.5200.5000.3100.3200.2101.3000.100-1.0004.0000.000 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)0.5000.2500.0005.300 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6.0000.7504.0000.0000.7500.0001.000 基础形状扩大基础1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0.7500.4000.4000.4000.4000.400 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12.70171.28080.5500.5501.10011.5470.00010.392台身中挡墙矩形20.35165.26840.8810.8811.76311.5470.00010.392台身底挡墙矩形28.001513.72221.2131.2132.42511.5470.00010.392基 底U 型45.573165.91561.9073.1025.00912.4711.7849.469 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18.017.90.00.000000.000边孔加载18.00.00.00.000000.000搭板加载0.017.90.00.000000.000车辆荷载边孔搭板56.3276.9520.00.0000111.38550边孔加载289.50.0520.00.000019.98550搭板加载0.0292.9400.00.0000-19.98550一列车道荷载边孔搭板40.4231.2 0.0000 边孔加载224.40.0 0.0000 搭板加载0.0228.5 0.0000 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178.9kN，边孔加载178.9kN，搭板加载176.4kN。 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 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0.030.030.070.03-0.01-0.04-0.070.26容许偏心矩0.270.330.330.330.330.330.270.33计算强度Nj1832.551466.041466.041466.041466.041321.6684.591609.52极限强度N91737.9091565.6088286.6791895.0792561.3390835.2288007.8951032.16计算强度Qj63.1560.12177.7940.91-76.7540.9023.0218.41极限强度Q19428.0819171.5219171.5219171.5219171.5219070.4618204.5119271.96台身中计算偏心矩有超限0.460.470.640.450.280.380.270.43容许偏心矩0.440.530.530.530.530.530.440.53计算强度Nj3465.432772.352772.352772.352772.352627.961389.012915.82极限强度N72969.8170213.3038903.7975753.64111008.3891194.39114115.0679729.10计算强度Qj402.25331.40449.07312.20194.53284.47246.53197.23极限强度Q31499.5131014.3531014.3531014.3531014.3530913.2930046.0131114.79台身底计算偏心矩有超限0.860.871.070.840.650.760.570.67容许偏心矩0.610.730.730.730.730.730.610.73计算强度Nj6128.904903.124903.124903.124903.124758.744707.755046.60极限强度N57483.9054655.9622202.8760341.8697905.7875567.29114070.2694186.82计算强度Qj948.98768.79886.46749.58631.91694.14677.67542.14极限强度Q44292.3643434.3143434.3143434.3143434.3143333.2443297.5543534.74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0.030.030.070.03-0.01-0.04-0.070.26容许偏心矩0.270.330.330.330.330.330.270.33计算强度Nj1832.551466.041466.041466.041466.041321.6684.591609.52极限强度N91737.9091565.6088286.6791895.0792561.3390835.2288007.8951032.16计算强度Qj63.1560.12177.7940.91-76.7540.9023.0218.41极限强度Q19428.0819171.5219171.5219171.5219171.5219070.4618204.5119271.96台身中计算偏心矩有超限0.460.470.640.450.280.380.270.43容许偏心矩0.440.530.530.530.530.530.440.53计算强度Nj3465.432772.352772.352772.352772.352627.961389.012915.82极限强度N72969.8170213.3038903.7975753.64111008.3891194.39114115.0679729.10计算强度Qj402.25331.40449.07312.20194.53284.47246.53197.23极限强度Q31499.5131014.3531014.3531014.3531014.3530913.2930046.0131114.79台身底计算偏心矩有超限0.860.871.070.840.650.760.570.67容许偏心矩0.610.730.730.730.730.730.610.73计算强度Nj6128.904903.124903.124903.124903.124758.744707.755046.60极限强度N57483.9054655.9622202.8760341.8697905.7875567.29114070.2694186.82计算强度Qj948.98768.79886.46749.58631.91694.14677.67542.14极限强度Q44292.3643434.3143434.3143434.3143434.3143333.2443297.5543534.74 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有超限0.280.280.310.270.240.30-0.070.26容许偏心矩0.270.330.330.330.330.330.270.33计算强度Nj1823.661458.931458.931458.931458.931318.6784.591609.52极限强度N48210.4547587.1240216.6548835.7256530.5842648.0588007.8951032.16计算强度Qj23.0228.13145.688.70-108.8618.4123.0218.41极限强度Q19421.8519166.5419166.5419166.5419166.5419068.3618204.5119271.96台身中计算偏心矩有超限0.520.530.700.510.340.550.270.43容许偏心矩0.440.530.530.530.530.530.440.53计算强度Nj3456.542765.232765.232765.232765.232624.971389.012915.82极限强度N61173.1958508.0828749.5763870.3198555.3755932.65114115.0679729.10计算强度Qj246.53206.94324.50187.5169.96197.23246.53197.23极限强度Q31493.2931009.3731009.3731009.3731009.3730911.1930046.0131114.79台身底计算偏心矩有超限0.760.780.970.750.550.790.570.67容许偏心矩0.610.730.730.730.730.730.610.73计算强度Nj6120.014896.014896.014896.014896.014755.754707.755046.60极限强度N74835.5971782.7637315.1977921.22117698.7770333.03114070.2694186.82计算强度Qj677.67551.85669.41532.42414.87542.14677.67542.14极限强度Q44286.1343429.3343429.3343429.3343429.3343331.1543297.5543534.74 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有超限0.280.280.310.270.240.30-0.070.26容许偏心矩0.270.330.330.330.330.330.270.33计算强度Nj1823.661458.931458.931458.931458.931318.6784.591609.52极限强度N48210.4547587.1240216.6548835.7256530.5842648.0588007.8951032.16计算强度Qj23.0228.13145.688.70-108.8618.4123.0218.41极限强度Q19421.8519166.5419166.5419166.5419166.5419068.3618204.5119271.96台身中计算偏心矩有超限0.520.530.700.510.340.550.270.43容许偏心矩0.440.530.530.530.530.530.440.53计算强度Nj3456.542765.232765.232765.232765.232624.971389.012915.82极限强度N61173.1958508.0828749.5763870.3198555.3755932.65114115.0679729.10计算强度Qj246.53206.94324.50187.5169.96197.23246.53197.23极限强度Q31493.2931009.3731009.3731009.3731009.3730911.1930046.0131114.79台身底计算偏心矩有超限0.760.780.970.750.550.790.570.67容许偏心矩0.610.730.730.730.730.730.610.73计算强度Nj6120.014896.014896.014896.014896.014755.754707.755046.60极限强度N74835.5971782.7637315.1977921.22117698.7770333.03114070.2694186.82计算强度Qj677.67551.85669.41532.42414.87542.14677.67542.14极限强度Q44286.1343429.3343429.3343429.3343429.3343331.1543297.5543534.74 基底应力汇总表(未计入附加竖向压应力)截 面河心侧边缘最大应力河心侧边缘最小应力河岸侧边缘最大应力河岸侧边缘最小应力基底-A216114302133基底-B1838118842基底-C1878518136基底A、基底B汇总2168130242 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。 2、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米且 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2.1.4条)，对结构有利。 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+恒未架梁台后填土施载+下部恒基 底计算抗倾系数10.099.565.8510.67-20.9211.80-10.65-17.41计算抗滑系数1.501.491.361.521.681.691.611.79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0表示内力作用于桥岸方向，其绝对值应大于容许值。 2、根据基底-A、基底-B、基底-C分别对应8个组合进行汇总。
