U型橋臺計算書(設(shè)計院)

1、豐平橋的4號U型橋臺計算書 (2014年11月30日11點15分計算)設(shè) 計 者復(fù) 核 者審 核 者 注：工程文件名:C:Documents and SettingsAdministrator桌面豐平橋梁通3豐平橋.qlt。 原始數(shù)據(jù)表(單位:kN-m制)臺帽頂與設(shè)計水位距離m施工時上部所有荷載支反力0.50980.00 加載方式制動系數(shù)1制動系數(shù)2自動加載1.001.00 車道荷載車輛荷載人群集度車道數(shù)車道荷載提高系數(shù)公路-II級公路-II級3.00020.00注：重要性系數(shù)為1。 內(nèi)容布載方式雙孔(邊孔搭板)布載邊孔布載搭板布載一列汽車作用制動力(kN)-1.000-1.000-1.000

2、計算墩(臺)制動比例系數(shù)0.5000.5000.500注：表中一列汽車作用制動力小于或等于0時將由程序自動計算其制動力。 車道荷載數(shù)據(jù)道車荷載的均布荷載邊孔、搭板均加載的集中荷載邊孔加載的集中荷載搭板加載的集中荷載7.875199.080199.080162.000注：集中荷載Pk已經(jīng)乘以1.2系數(shù)，使得豎直力效應(yīng)最大。 車道輪距離護輪帶橫向輪軸數(shù)12輪距2車橫向間距0.50021.801.30 車輛荷載數(shù)據(jù)車輛輪軸數(shù)12輪距23輪距34輪距45輪距53.001.407.001.40 輪重合計第1輪重第2輪重第3輪重第4輪重第5輪重550.030.0120.0120.0140.0140.00

3、車輛輪距離護輪帶橫向輪軸數(shù)12輪距0.50021.80 邊孔搭板、邊孔、搭板分別加載時對應(yīng)的沖擊系數(shù)布載方式邊孔搭板布載邊孔布載搭板布載沖擊系數(shù)0.30000.30000.3000 橋臺溫度力邊孔支座摩擦系數(shù)邊孔制動橋臺比例20.00.3000.500 右偏角(度)橋面凈寬左護欄寬左人行寬左隔離柵寬右隔離柵寬右人行寬右護欄寬75.007.500.500000.000.000.000.000.50000 左右支座梁板數(shù)中距122334455667對稱71.691.251.251.251.251.69 梁(板)編號1號2號3號4號5號6號7號合計邊孔支反力320.0260.0260.0260.02

4、60.0320.0100.01780.0搭板支反力30.030.030.030.030.030.00.0180.0合計350.0290.0290.0290.0290.0350.0100.01960.0 邊孔標準跨徑邊孔計算跨徑邊孔支座與背墻距搭板折算標跨搭板折算計跨搭板支座距背墻15.9815.300.374.204.000.10 斜交U臺水平截面寬度和高度采用土壓力采用臺后土浮容重臺后土容重內(nèi)摩擦角(度)臺帽容重臺身容重基礎(chǔ)容重寬度按正投影，高度為斜方向朗金理論11.00018.00035.00025.00023.000100.0 臺身材料抗壓極限強度MPa抗剪極限強度MPa基底摩擦系數(shù)臺身

5、擋墻系數(shù)基礎(chǔ)擋墻系數(shù)混凝土15.0003.0000.4600.4000.000 臺帽橫坡橋面左橫坡橋面右橫坡支座高度塊墊順橋尺寸墊塊橫橋尺寸墊塊高度支座中心到梁端距0.0000.015-0.0150.0810.4000.4000.1190.370 背墻材料背墻高前墻頂寬搭板墻高搭板墻寬度搭板下直坡距臺帽寬含嵌入帽檐尺寸帽長不含帽檐墻河岸坡度墻河心坡度鋼筋混凝土1.0000.4000.3100.3000.6901.6000.100-1.0003.0008.000 側(cè)墻頂寬橫橋路緣懸側(cè)墻橫橋臺帽懸側(cè)墻臺身高度(帽底以下)0.5000.5000.0009.540 側(cè)墻順斜長側(cè)墻順橋端高側(cè)墻端底坡側(cè)墻

6、橫坡度錐坡頂平距耳墻高出錐坡錐坡度4.5000.6500.0003.5001.0000.0001.500 基礎(chǔ)形狀擴大基礎(chǔ)2階每階高度河岸側(cè)襟邊河心側(cè)襟邊橫橋外側(cè)襟邊順橋內(nèi)側(cè)內(nèi)襟邊橫橋內(nèi)側(cè)襟邊U形截面第一階0.7500.5000.5000.5000.5000.500第二階0.7500.5000.5000.5000.5000.500 U臺結(jié)構(gòu)體積數(shù)量表臺帽體積背墻體積側(cè)墻上體積臺身體積側(cè)墻下體積臺身整體體積基礎(chǔ)體積體積合計0.000.000.000.000.000.000.000.00注：表中“側(cè)墻上體積”指臺帽底水平線以上側(cè)墻的體積?！皞?cè)墻下體積”指其余的側(cè)墻體積。 “臺身整體體積”指U臺較高

7、時側(cè)墻坡未放到基礎(chǔ)頂面已交叉，以下部分為整體臺身。 截面幾何特性表截面位置截面形狀面積m2慣矩m4形心距河心邊緣形心距河岸邊緣截面高截面寬截面凹高截面凹寬臺身頂擋墻矩形13.19982.65270.7760.7761.5538.5000.0006.643臺身中U 型45.5175151.92222.8663.8046.6708.5002.8543.917臺身底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 活載支反力表內(nèi) 容布載方式邊跨反力

8、搭板反力總軸重沖擊系數(shù)車列走向重軸距原點重車輪重人群/每米邊孔搭板24.16.30.00.000000.000邊孔加載24.10.00.00.000000.000搭板加載0.06.30.00.000000.000車輛荷載邊孔搭板239.3143.5550.00.3000115.67550邊孔加載382.60.0550.00.3000115.67550搭板加載0.0238.0280.00.3000-115.67550一列車道荷載邊孔搭板63.2220.6 0.3000 邊孔加載267.10.0 0.3000 搭板加載0.0182.6 0.3000 注：1、“人群/每米”指橫向1米寬度的支反力，不

9、是總寬度對應(yīng)的支反力。 2、“車列走向”為0指無汽車，-1指汽車從左向右行駛，1指從右向左行駛。 3、“總軸重”指一聯(lián)加載長度內(nèi)(邊孔或搭板加載)的輪軸總重。計算水平制動力使用。 4、“邊孔、搭板支反力”未計入汽車沖擊力的作用。 5、車道荷載均布荷載為7.88kN/m，集中荷載為：邊孔、搭板均加載199.1kN，邊孔加載199.1kN，搭板加載162kN。 汽車橫向折減系數(shù)表車隊數(shù)1道車2道車折減系數(shù)1.0001.000 單項荷載內(nèi)力表 (1:臺后布車最不利,橋上無車)截 面內(nèi) 力上部下部土重土壓力浮力 5項合車道車道土壓人群車輛車輛土壓制動溫度摩阻施載臺身頂彎 矩539-42-9220510

10、-55350-3620613331312豎直力178031015002104365002380000980水平力00041041046002710205340臺身中彎 矩34261520-10501107-322468148260303143575310928781755豎直力1780400311630-17795168365002380000980水平力000510051001920011410205340臺身底彎 矩35983571-31465806-51493145141870033511089920454251841豎直力1780942923080-450190163650023800

11、00980水平力00015560155603390020110205340基底-B彎 矩30631029-646381401170693841524430270144711423462261574豎直力17801224391810-822414980365002380000980水平力00015560155604540026910205340注：1、支座摩阻力只計入邊跨上部恒載引起的摩阻力，活載、搭板恒載未計入。 2、基底-A土壓力引起彎矩13088kNm、豎直力0kN、水平力2527kN，基底-C土壓力引起彎矩8773kNm、豎直力0kN、水平力2701kN。 基底-A、基底-B、基底-C分

12、指土壓力算至基頂(不計浮力)、土壓力算至基頂(計浮力)、土壓力算至基底(計浮力)。 3、“汽車荷載”指汽車傳遞給邊跨支反力和搭板支反力的共同作用后截面內(nèi)力。 單項荷載內(nèi)力表 (2:臺后布車最不利,橋上按車列布載)截 面內(nèi) 力上部下部土重土壓力浮力 5項合車道車道土壓人群車輛車輛土壓制動溫度摩阻施載臺身頂彎 矩539-42-9220510-55350620613331312豎直力178031015002104365003710000980水平力00041041046002710205340臺身中彎 矩34261520-10501107-322468148260305533575310928781

13、755豎直力1780400311630-17795168365003710000980水平力000510051001920011410205340臺身底彎 矩35983571-31465806-51493145141870058611089920454251841豎直力1780942923080-45019016365003710000980水平力00015560155603390020110205340基底-B彎 矩30631029-646381401170693841524430485144711423462261574豎直力17801224391810-82241498036500371

14、0000980水平力00015560155604540026910205340附注：基底-A土壓力引起彎矩13088kNm、豎直力0kN、水平力2527kN，基底-C土壓力引起彎矩8773kNm、豎直力0kN、水平力2701kN。 單項荷載內(nèi)力表 (3:橋上布車最不利,臺后無車)截 面內(nèi) 力上部下部土重土壓力浮力 5項合車道車道土壓人群車輛車輛土壓制動溫度摩阻施載臺身頂彎 矩539-42-9220510170001220913331312豎直力178031015002104534003830000980水平力000410410000014205340臺身中彎 矩34261520-1050110

15、7-32246819570068507710928781755豎直力1780400311630-17795168534003830000980水平力00051005100000014205340臺身底彎 矩35983571-31465806-5149314100400719014620454251841豎直力1780942923080-45019016534003830000980水平力0001556015560000014205340基底-B彎 矩30631029-646381401170693885800615016723462261574豎直力17801224391810-8224149

16、80534003830000980水平力0001556015560000014205340附注：基底-A土壓力引起彎矩13088kNm、豎直力0kN、水平力2527kN，基底-C土壓力引起彎矩8773kNm、豎直力0kN、水平力2701kN。 單項荷載內(nèi)力表 (4:橋上布車最不利,臺后按車列布載)截 面內(nèi) 力上部下部土重土壓力浮力 5項合車道車道土壓人群車輛車輛土壓制動溫度摩阻施載臺身頂彎 矩539-42-9220510170001220913331312豎直力178031015002104534003830000980水平力000410410000014205340臺身中彎 矩3426152

17、0-10501107-32246819570068507710928781755豎直力1780400311630-17795168534003830000980水平力00051005100000014205340臺身底彎 矩35983571-31465806-5149314100400719014620454251841豎直力1780942923080-45019016534003830000980水平力0001556015560000014205340基底-B彎 矩30631029-646381401170693885800615016723462261574豎直力1780122439181

18、0-822414980534003830000980水平力0001556015560000014205340附注：基底-A土壓力引起彎矩13088kNm、豎直力0kN、水平力2527kN，基底-C土壓力引起彎矩8773kNm、豎直力0kN、水平力2701kN。 臺身內(nèi)力合計結(jié)果表 (1:臺后布車最不利,橋上無車)截 面內(nèi) 容車道+人+恒車恒溫制河心車恒溫摩河心車恒溫制河岸車恒溫摩河岸車輛+人+恒未架梁臺后填土施載+下部恒臺身頂彎 矩489509833470146439-29283豎直力2469246924692469246927073241304水平力8711664157-467684141臺

19、身中彎 矩57675928875356052780583512553011豎直力55335533553355335533577133884368水平力7037321257673149624510510臺身底彎 矩1169912002173271139560701127257177558豎直力93819381938193819381961972368216水平力18951925244918651341175715561556注：1、“內(nèi)力合計”指內(nèi)力的代數(shù)和。 2、“臺身”指臺帽底與基礎(chǔ)頂面之間的部分。 臺身內(nèi)力合計結(jié)果表 (2:臺后布車最不利,橋上按車列布載)截 面內(nèi) 容車道+人+恒車恒溫制河

20、心車恒溫摩河心車恒溫制河岸車恒溫摩河岸車輛+人+恒未架梁臺后填土施載+下部恒臺身頂彎 矩489509833470146482-29283豎直力2469246924692469246928413241304水平力8711664157-467684141臺身中彎 矩57675928875356052780607412553011豎直力55335533553355335533590433884368水平力7037321257673149624510510臺身底彎 矩1169912002173271139560701152257177558豎直力9381938193819381938197527236

21、8216水平力18951925244918651341175715561556臺身內(nèi)力合計結(jié)果表 (3:橋上布車最不利,臺后無車)截 面內(nèi) 容車道+人+恒車恒溫制河心車恒溫摩河心車恒溫制河岸車恒溫摩河岸車輛+人+恒未架梁臺后填土施載+下部恒臺身頂彎 矩6807031024658337802-29283豎直力2638263826382638263830213241304水平力41755956-513414141臺身中彎 矩56385824862454522652632312553011豎直力57025702570257025702608533884368水平力5105441064476-4451

22、0510510臺身底彎 矩103181066715947996846891103757177558豎直力95509550955095509550993272368216水平力15561590211015221002155615561556臺身內(nèi)力合計結(jié)果表 (4:橋上布車最不利,臺后按車列布載)截 面內(nèi) 容車道+人+恒車恒溫制河心車恒溫摩河心車恒溫制河岸車恒溫摩河岸車輛+人+恒未架梁臺后填土施載+下部恒臺身頂彎 矩6807031024658337802-29283豎直力2638263826382638263830213241304水平力41755956-513414141臺身中彎 矩56385

23、824862454522652632312553011豎直力57025702570257025702608533884368水平力5105441064476-44510510510臺身底彎 矩103181066715947996846891103757177558豎直力95509550955095509550993272368216水平力15561590211015221002155615561556臺身驗算結(jié)果表 (1:臺后布車最不利,橋上無車)截 面內(nèi) 容車道+人+恒車恒溫制河心車恒溫摩河心車恒溫制河岸車恒溫摩河岸車輛+人+恒未架梁臺后填土施載+下部恒臺身頂計算偏心矩0.200.210.3

24、40.190.060.16-0.090.22容許偏心矩0.390.470.470.470.470.470.390.47計算強度Nj2925.362340.292340.292340.292340.292228.36-61.212881.32極限強度N106642.76105105.8977637.69108150.93126364.44113205.61123654.21102951.40計算強度Qj95.28102.37563.7450.08-411.3059.7244.6635.73極限強度Q19190.3118780.7618780.7618780.7618780.7618702.411

25、7099.7119159.48臺身中計算偏心矩1.041.071.581.010.501.010.370.69容許偏心矩1.431.721.721.721.721.721.431.72計算強度Nj8620.936896.756896.756896.756896.756784.814526.197437.77極限強度N324794.02319361.77221727.76330183.71411239.80330541.69425498.42385458.28計算強度Qj772.76644.351105.72592.06130.68549.20561.15448.92極限強度Q65148.296

26、3941.3663941.3663941.3663941.3663863.0162281.9864320.08臺身底計算偏心矩1.251.281.851.210.651.170.790.92容許偏心矩1.792.142.142.142.142.141.792.14計算強度Nj16391.1513112.9213112.9213112.9213112.9213000.9914031.4413653.95極限強度N421989.00415184.28296000.33428766.21535717.84437718.77512044.18488200.15計算強度Qj2084.391693.662

27、155.031641.361179.991546.011711.801369.44極限強度Q90051.1587756.3987756.3987756.3987756.3987678.0488399.3588135.11注：1、計算偏心矩、計算強度指實際發(fā)生數(shù)值，容許偏心矩、極限強度指能承受的數(shù)值。實際發(fā)生數(shù)值應(yīng)小于能承受的數(shù)值。 2、計算偏心矩、計算強度Qj小于0表示彎矩或水平力作用于橋岸方向。 3、極限強度N、極限強度Q分別指受壓正截面強度和受剪正截面強度。 臺身驗算結(jié)果表 (2:臺后布車最不利,橋上按車列布載)截 面內(nèi) 容車道+人+恒車恒溫制河心車恒溫摩河心車恒溫制河岸車恒溫摩河岸車輛+

28、人+恒未架梁臺后填土施載+下部恒臺身頂計算偏心矩0.200.210.340.190.060.17-0.090.22容許偏心矩0.390.470.470.470.470.470.390.47計算強度Nj2925.362340.292340.292340.292340.292345.74-61.212881.32極限強度N106642.76105105.8977637.69108150.93126364.44111929.49123654.21102951.40計算強度Qj95.28102.37563.7450.08-411.3059.7244.6635.73極限強度Q19190.3118780.

29、7618780.7618780.7618780.7618784.5817099.7119159.48臺身中計算偏心矩1.041.071.581.010.501.030.370.69容許偏心矩1.431.721.721.721.721.721.431.72計算強度Nj8620.936896.756896.756896.756896.756902.204526.197437.77極限強度N324794.02319361.77221727.76330183.71411239.80327292.51425498.42385458.28計算強度Qj772.76644.351105.72592.06130

30、.68549.20561.15448.92極限強度Q65148.2963941.3663941.3663941.3663941.3663945.1862281.9864320.08臺身底計算偏心矩1.251.281.851.210.651.180.790.92容許偏心矩1.792.142.142.142.142.141.792.14計算強度Nj16391.1513112.9213112.9213112.9213112.9213118.3714031.4413653.95極限強度N421989.00415184.28296000.33428766.21535717.84435708.575120

31、44.18488200.15計算強度Qj2084.391693.662155.031641.361179.991546.011711.801369.44極限強度Q90051.1587756.3987756.3987756.3987756.3987760.2188399.3588135.11 臺身驗算結(jié)果表 (3:橋上布車最不利,臺后無車)截 面內(nèi) 容車道+人+恒車恒溫制河心車恒溫摩河心車恒溫制河岸車恒溫摩河岸車輛+人+恒未架梁臺后填土施載+下部恒臺身頂計算偏心矩0.260.270.390.250.130.27-0.090.22容許偏心矩0.390.470.470.470.470.470.390

32、.47計算強度Nj3111.242488.992488.992488.992488.992355.65-61.212881.32極限強度N94566.5092761.7666992.7096359.09118722.2892955.86123654.21102951.40計算強度Qj44.6665.88523.255.57-451.7935.7344.6635.73極限強度Q19320.4318884.8518884.8518884.8518884.8518791.5117099.7119159.48臺身中計算偏心矩0.991.021.510.960.471.040.370.69容許偏心矩1.

33、431.721.721.721.721.721.431.72計算強度Nj8806.817045.457045.457045.457045.456912.104526.197437.77極限強度N334641.89328651.11234979.25340566.92415659.12325355.65425498.42385458.28計算強度Qj561.15479.08936.44418.77-38.60448.92561.15448.92極限強度Q65278.4164045.4564045.4564045.4564045.4563952.1162281.9864320.08臺身底計算偏心矩

34、1.081.121.671.040.491.110.790.92容許偏心矩1.792.142.142.142.142.141.792.14計算強度Nj16577.0313261.6213261.6213261.6213261.6213128.2814031.4413653.95極限強度N456510.59449035.31332604.65463906.41557524.84450235.02512044.18488200.15計算強度Qj1711.801399.601856.961339.28881.921369.441711.801369.44極限強度Q90181.2687860.4887

35、860.4887860.4887860.4887767.1488399.3588135.11 臺身驗算結(jié)果表 (4:橋上布車最不利,臺后按車列布載)截 面內(nèi) 容車道+人+恒車恒溫制河心車恒溫摩河心車恒溫制河岸車恒溫摩河岸車輛+人+恒未架梁臺后填土施載+下部恒臺身頂計算偏心矩0.260.270.390.250.130.27-0.090.22容許偏心矩0.390.470.470.470.470.470.390.47計算強度Nj3111.242488.992488.992488.992488.992355.65-61.212881.32極限強度N94566.5092761.7666992.70963

36、59.09118722.2892955.86123654.21102951.40計算強度Qj44.6665.88523.255.57-451.7935.7344.6635.73極限強度Q19320.4318884.8518884.8518884.8518884.8518791.5117099.7119159.48臺身中計算偏心矩0.991.021.510.960.471.040.370.69容許偏心矩1.431.721.721.721.721.721.431.72計算強度Nj8806.817045.457045.457045.457045.456912.104526.197437.77極限強度

37、N334641.89328651.11234979.25340566.92415659.12325355.65425498.42385458.28計算強度Qj561.15479.08936.44418.77-38.60448.92561.15448.92極限強度Q65278.4164045.4564045.4564045.4564045.4563952.1162281.9864320.08臺身底計算偏心矩1.081.121.671.040.491.110.790.92容許偏心矩1.792.142.142.142.142.141.792.14計算強度Nj16577.0313261.6213261

38、.6213261.6213261.6213128.2814031.4413653.95極限強度N456510.59449035.31332604.65463906.41557524.84450235.02512044.18488200.15計算強度Qj1711.801399.601856.961339.28881.921369.441711.801369.44極限強度Q90181.2687860.4887860.4887860.4887860.4887767.1488399.3588135.11 基底內(nèi)力合計結(jié)果表 (1:臺后布車最不利,橋上無車)截 面內(nèi) 容車道+人+恒車恒溫制河心車恒溫摩河

39、心車恒溫制河岸車恒溫摩河岸車輛+人+恒未架梁臺后填土施載+下部恒基底-A彎 矩1357513923200351322871151285076549228豎直力2356923569235692356923569238072142322403水平力29813011353529512427279625272527基底-B彎 矩9796101441625694493337907138755449豎直力1534515345153451534515345155831320014180水平力20112040256519811457182515561556基底-C彎 矩10430107771688910082

40、3970970445086082豎直力1534515345153451534515345155831320014180水平力31563185371031262602297027012701注：1、“內(nèi)力合計”指內(nèi)力的代數(shù)和。 2、表中基底-A、基底-B、基底-C分指土壓力算至基頂(不計浮力)、土壓力算至基頂(計浮力)、土壓力算至基底(計浮力)。 基底內(nèi)力合計結(jié)果表 (2:臺后布車最不利,橋上按車列布載)截 面內(nèi) 容車道+人+恒車恒溫制河心車恒溫摩河心車恒溫制河岸車恒溫摩河岸車輛+人+恒未架梁臺后填土施載+下部恒基底-A彎 矩13575139232003513228711513064765492

41、28豎直力2356923569235692356923569239402142322403水平力29813011353529512427279625272527基底-B彎 矩9796101441625694493337928538755449豎直力1534515345153451534515345157161320014180水平力20112040256519811457182515561556基底-C彎 矩104301077716889100823970991845086082豎直力1534515345153451534515345157161320014180水平力31563185371031262602297027012701基底內(nèi)力合計結(jié)果表 (3:橋上布車最不利,臺后無車)截 面內(nèi) 容車道+人+恒車恒溫制河心車恒溫摩河心車恒溫制河岸車恒溫摩河岸車輛+人+恒未架梁臺后填土施載+下部恒基底-A彎 矩1157511976180351117451