橫一路0號U型橋臺計算書

1、橫一路0號U型橋臺計算書（2014年5月12日11點11分計算）原始數據表（單位:kNm制）臺帽頂與設計水位距離m施工時上部所有荷載支反力1.00240.00加載方式制動系數1制動系數2制動系數3制動系數4自動加載1.002.002.002.00車道荷載車輛荷載人群集度車道數車道荷載提高系數城-B級城-B級3.50040.00注：重要性系數為l.lo內容布載方式雙孔（邊孔搭板）布載邊孔布載搭板布載注：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。水平力0002859028590182200710542514102、基底-A 土壓力引起彎矩9112kNm、豎直力OkN、水平

2、力2859kN ,基底-C 土壓力引起彎矩22404kNm、豎直力OkN、水平力l9566kN。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）。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力。單項荷載內力表（2:臺后布車最不利，橋上按車列布載）截面內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809-132-672290839-13116776-556533158264豎直力35349548000456856202852340000240水平力0004740474023

3、1009054251410臺身中彎矩809-132-163118201696-13150076-55195904223164豎直力353421511760-269559256202852340000240水平力00014160141603990015554251410臺身底彎矩809-132-325339303745-131100976-553931476838064附注：基底-A 土壓力引起彎矩9ll2kNm、豎直力OkN、水平力2859kN ,基底-C 土壓力引起鸞矩22404kNm、豎直力OkN、水平力19566kN0豎直力353434783240-8226514562028523400

4、00240水平力00028590285905670022154251410基底-B彎矩1725384-86659112-1592396-63225140-21256255118663118豎直力3534874657980-29671511156202852340000240水平力000285902859018220071054251410單項荷載內力表（3:橋上布車最不利，臺后無車）截面內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809-132-67229083924007674033158264豎直力3534954800045689010285278

5、0000240水平力00047404740000054251410臺身中鸞矩809-132-163118201696240076740904223164豎直力353421511760-269559290102852780000240附注：基底-A 土壓力引起彎矩91 l2kNm、豎直力OkN、水平力2859kN ,基底-C 土壓力引起彎矩224O4kNn】、豎直力OkN、水平力19566kN。水平力0001416014160000054251410臺身底彎矩809-132-3253393037452400767401476838064豎直力353434783240-82265149010285

6、2780000240水平力0002859028590000054251410基底-B彎矩1725384-86659112-159239644101401360255118663118豎直力3534874657980-29671511190102852780000240水平力0002859028590000054251410單項荷載內力表（4:橋上布車最不利，臺后按車列布載）截面內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809-132-67229083924007674033158264豎直力353495480004568901028527800002

7、40水平力00047404740000054251410附注：基底-A 土壓力引起鸞矩91 l2kNm、豎直力OkN、水平力2859kN ,基底-C 土壓力引起彎矩22404kNm、豎直力OkN、水平力I9566kN0臺身中彎矩809-132-163118201696240076740904223164豎直力353421511760-269559290102852780000240水平力0001416014160000054251410臺身底彎矩809-132-3253393037452400767401476838064豎直力353434783240-82265149010285278000

8、0240水平力0002859028590000054251410基底-B彎矩1725384-86659112-159239644101401360255118663118豎直力3534874657980-29671511190102852780000240水平力0002859028590000054251410臺身內力合計結果表Q:臺后布車最不利，橋上無車）截面內容車道+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8759239728267777183094豎直力51305130513051305130536310341274注：1、內

9、力合計”指內力的代數和。水平力705784872626539564474474臺身中彎矩206421962337193217911705887951豎直力61546154615461546154638820582298水平力18151894198117361648157114161416臺身底彎矩46234838507144074174395229363000豎直力70767076707670767076731029803220水平力342635053593334732603080285928592、“臺身”指臺帽底與基礎頂面之間的局部。臺身內力合計結果表（2:臺后布車最不利，橋上按車列布載）

10、截面內容車道+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+下部恒臺身頂鸞矩95199910489028537183094豎直力54155415541554155415536310341274水平力705784872626539564474474臺身中彎矩214022722413200818671705887951豎直力64396439643964396439638820582298水平力18151894198117361648157114161416彎矩46994914514744834250395229363000臺身底豎直力736273627362

11、73627362731029803220水平力34263505359333473260308028592859臺身內力合計結果表（3:橋上布車最不利，臺后無車）截面內容車道+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1155120312521106105811533094豎直力57545754575457545754574710341274水平力474553641395308474474474臺身中鸞矩201221442285188017392010887951豎直力67796779677967796779677120582298水平

12、力14161495158213371249141614161416臺身底彎矩40614276450938463613405929363000豎直力77017701770177017701769429803220水平力28592938302627802693285928592859臺身內力合計結果表（4:橋上布車最不利，臺后按車列布載）截面內容車道+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1155120312521106105811533094豎直力57545754575457545754574710341274水平力47455364

13、1395308474474474臺身中彎矩201221442285188017392010887951豎直力67796779677967796779677120582298水平力14161495158213371249141614161416臺身底彎矩40614276450938463613405929363000豎直力77017701770177017701769429803220水平力28592938302627802693285928592859臺身驗算結果表（1:臺后布車最不利，橋上無車）截面內容車道+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+恒未架梁臺后填施載+

14、下部恒臺身頂計算偏心矩0.170.180.190.160.150.130.030.07容許偏心矩0.470.560.560.560.560.560.470.56計算強度Nj6091.444873.154873.154873.154873.154584.06239.344589.72極限強度N210948.80208655.22206268.98213154.11215274.16218945.21232110.72228455.84計算強度Qj775.77690.14767.01551.10474.22496.59521.81417.45極限強度Q23612.5022759.7022759.7

15、022759.7022759.7022557.3419516.0322561.30臺身中計算偏心矩0.340.360.380.310.290.270.430.41容許偏心矩0.520.620.620.620.620.620.520.62計算強度Nj7633.836107.076107.076107.076107.075817.981422.705823.63極限強度N193883.37187081.44179740.96200583.81207587.47214761.83163172.44168718.66計算強度Qj1996.111666.411743.291527.371450.4913

16、82.631557.381245.91注：1、計算偏心矩、計算強度指實際發(fā)生數值，容許偏心矩、極限強度指能承受的數值。實際發(fā)生數值應小于能承受的數值。極限強度Q26918.2025849.4725849.4725849.4725849.4725647.1022570.4125651.06計算偏心矩有超限0.650.680.720.620.590.540.990.93容許偏心矩0.570.690.690.690.690.690.570.69臺身底計算強度Nj9389.167511.327511.327511.327511.327222.232779.937227.89極限強度N124624.16

17、115672.54106186.71133755.05143834.32159229.1036437.9949368.49計算強度Qj3768.933084.673161.542945.632868.752710.643145.432516.34極限強度Q30372.9529058.4729058.4729058.4729058.4728856.1125746.5028860.072、計算偏心矩、計算強度Q小于。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。臺身驗算結果表（2:臺后布車最不利，橋上按車列布載）截面內容車道+人+恒車恒溫制河心車

18、恒溫摩河心車恒溫制河岸車恒溫摩河岸車輛+人+恒未架梁臺后填施載+下部恒臺身頂計算偏心矩0.180.180.190.170.160.130.030.07容許偏心矩0.470.560.560.560.560.560.470.56計算強度Nj6405.325124.265124.265124.265124.264584.06239.344589.72極限強度N209734.91207521.62205226.87211871.49213934.94218945.21232110.72228455.84計算強度Qj775.77690.14767.01551.10474.22496.59521.8141

19、7.45極限強度Q23832.2222935.4722935.4722935.4722935.4722557.3419516.0322561.30臺身中計算偏心矩0.330.350.370.310.290.270.430.41容許偏心矩0.520.620.620.620.620.620.520.62計算強度Nj7947.726358.176358.176358.176358.175817.981422.705823.63極限強度N194845.32188358.33181354.61201234.95207916.10214761.83163172.44168718.66計算強度Qj1996.

20、111666.411743.291527.371450.491382.631557.381245.91極限強度Q27137.9226025.2426025.2426025.2426025.2425647.1022570.4125651.06臺身底計算偏心矩有超限0.640.670.700.610.580.540.990.93容許偏心矩0.570.690.690.690.690.690.570.69一列汽車作用制動力(kN)90.00090.00090.000計算墩(臺)制動比例系數0.3000.3000.300車道荷載數據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

21、集中荷載25.000130.000130.000130.000注：集中荷載Pk已經乘以1.2系數，使得豎直力效應最大。車道輪距離護輪帶橫向輪軸數1-2輪距2車橫向間距0.60021.801.30車輛荷載數據車輛輪軸數12輪距23輪距33.601.20輪重合計第1輪重第2輪重第3輪重計算強度Nj9703.047762.437762.437762.437762.437222.232779.937227.89極限強度N129101.74120408.06111183.81137957.67147718.81159229.1036437.9949368.49計算強度Qj3768.933084.6731

22、61.542945.632868.752710.643145.432516.34極限強度Q30592.6729234.2529234.2529234.2529234.2528856.1125746.5028860.07臺身驗算結果表（3:橋上布車最不利，臺后無車）截面內容車道+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+恒未架梁臺后填施載+下部恒計算偏心矩0.200.210.220.190.180.200.030.07容許偏心矩0.470.560.560.560.560.560.470.56臺身頂計算強度Nj6778.465422.775422.775422.775422.

23、774623.35239.344589.72極限強度N203361.63201100.95198777.86205565.50207717.25203383.22232110.72228455.84計算強度Qj521.81486.97563.85347.93271.05417.45521.81417.45極限強度Q24093.4223144.4323144.4323144.4323144.4322584.8419516.0322561.30臺身中計算偏心矩0.300.320.340.280.260.300.430.41容許偏心矩0.520.620.620.620.620.620.520.62計

24、算強度Nj8320.866656.696656.696656.696656.695857.261422.705823.63極限強度N205845.99199867.07193357.69211683.64217727.50205836.27163172.44168718.66計算強度Qj1557.381315.431392.301176.391099.511245.911557.381245.91極限強度Q27399.1226234.2026234.2026234.2026234.2025674.6022570.4125651.06臺身底計算偏心矩有超限0.530.560.590.500.47

25、0.530.990.93容許偏心矩0.570.690.690.690.690.690.570.69計算強度Nj10076.188060.948060.948060.948060.947261.522779.937227.89極限強度N163445.22154607.51145164.07172372.86182109.48163368.3336437.9949368.49計算強度Qj3145.432585.862662.742446.822369.942516.343145.432516.34極限強度Q30853.8729443.2129443.2129443.2129443.2128883.

26、6125746.5028860.07臺身驗算結果表（4:橋上布車最不利，臺后按車列布載）截面內容車道+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+恒未架梁臺后填施載+下部恒臺身頂計算偏心矩0.200.210.220.190.180.200.030.07容許偏心矩0.470.560.560.560.560.560.470.56計算強度Nj6778.465422.775422.775422.775422.774623.35239.344589.72極限強度N203361.63201100.95198777.86205565.50207717.25203383.22232110.

27、72228455.84計算強度Qj521.81486.97563.85347.93271.05417.45521.81417.45極限強度Q24093.4223144.4323144.4323144.4323144.4322584.8419516.0322561.30臺身中計算偏心矩0.300.320.340.280.260.300.430.41容許偏心矩0.520.620.620.620.620.620.520.62計算強度Nj8320.866656.696656.696656.696656.695857.261422.705823.63極限強度N205845.99199867.071933

28、57.69211683.64217727.50205836.27163172.44168718.66計算強度Qj1557.381315.431392.301176.391099.511245.911557.381245.91極限強度Q27399.1226234.2026234.2026234.2026234.2025674.6022570.4125651.06計算偏心矩有超限0.530.560.590.500.470.530.990.93容許偏心矩0.570.690.690.690.690.690.570.69臺身底計算強度Nj10076.188060.948060.948060.948060

29、.947261.522779.937227.89極限強度N163445.22154607.51145164.07172372.86182109.48163368.3336437.9949368.49計算強度Qj3145.432585.862662.742446.822369.942516.343145.432516.34極限強度Q30853.8729443.2129443.2129443.2129443.2128883.6125746.5028860.07基底內力合計結果表（1:臺后布車最不利，橋上無車）截面內容車道+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

30、填土施載+下部恒基底-A彎矩577461486556540149933803831948豎直力1864018640186401864018640188741454414784水平力46814760484846024515356928592859注：1、“內力合計”指內力的代數和。彎矩561659896397524248353644672789基底-B豎直力1567315673156731567315673159061157711817水平力46814760484846024515356928592859彎矩1890719281196881853418126169361396414081基底-C

31、豎直力1567315673156731567315673159061157711817水平力21387214662155421308212212027519566195662、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）?；變攘嫌嫿Y果表（2:臺后布車最不利，橋上按車列布載）截面內容車道+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591462876695554151333803831948豎直力1892518925189251892518925188741454

32、414784水平力46814760484846024515356928592859基底-B彎矩575561296536538249743644672789豎直力1595815958159581595815958159061157711817水平力46814760484846024515356928592859基底-C鸞矩1904719420198281867418266169361396414081豎直力1595815958159581595815958159061157711817水平力2138721466215542130821221202751956619566基底內力合計結果表（3:橋

33、上布車最不利，臺后無車）截面內容車道+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313635103917276323553133831948豎直力1926519265192651926519265192581454414784水平力28592938302627802693285928592859基底-B彎矩297833513759260421962974672789豎直力1629716297162971629716297162901157711817水平力28592938302627802693285928592859基底-C彎矩1

34、626916642170501589615488162661396414081豎直力1629716297162971629716297162901157711817水平力1956619645197321948719399195661956619566基底內力合計結果表（4:橋上布車最不利，臺后按車列布載）截面內容車道+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鸞矩313635103917276323553133831948豎直力1926519265192651926519265192581454414784水平力285929383026

35、27802693285928592859基底-B彎矩297833513759260421962974672789豎直力1629716297162971629716297162901157711817水平力28592938302627802693285928592859基底-C彎矩1626916642170501589615488162661396414081豎直力1629716297162971629716297162901157711817水平力1956619645197321948719399195661956619566基底應力表（未計附加應力）（1:臺后布車最不利，橋上無車）截面內容車

36、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河心208169173164161153128105河岸72534962668110887基底-B河心18214915214314013210284河岸5036314449648669基底C河心308250253244241233228185河岸-138-114-119-106-101-86-102-81注：1、表中除組合1（“汽+人+恒載”、“未架梁,臺后填土”）外，其余組合的應力值均已除以1.25 ,下同。基底應力表（未計附加應力）（2:臺后布車最不利，橋上按車列布載）截面內容車道+人+

37、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河心212172175167164153128105河序72544962678110887基底-B河心18615215514614313210284河岸5036314449648669基底-C河心312253256247244233228185河岸-137-114-119-106-101-86-102-81基底應力表（未計附加應力）（3:橋上布車最不利，臺后無車）截面內容車道+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河心1881531571

38、48145151128105河岸1148783961009110887基底-B河心16213313612712413010284河岸9269657883748669基底-C河心289234237228225231228185河岸-95-80-85-72-67-76-102-81基底應力表（未計附加應力）（4:橋上布車最不利，臺后按車列布載）截面內容車道+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河心188153157148145151128105河岸1148783961009110887基底-B河心1621331361271241301

39、0284河岸9269657883748669基底-C河心289234237228225231228185河岸-95-80-85-72-67-76-102-81基底應力匯總表（未計入附加豎向壓應力）截面河心側邊緣最大應力河心側邊緣最小應力河岸側邊緣最大應力河岸側邊緣最小應力基底-A21210511449基底-B186849231基底-C3121850-138基底A、基底B匯總21284114311、一般情況下，應力的土壓力算至基頂，因此可參照基底-A、基底-B的計算值進行設計。2、設計者需計入附加豎向壓應力（參見85地基規(guī)范附錄三），此時應力還將增大，對結構不利?；A寬度超過2米且基底埋深大于3

40、米時，基底容許承載力可提高（參見85地基規(guī)范第條），對結構有利。300.060.0120.0120.00車輛輪距離護輪帶橫向輪軸數1-2輪距0.60021.80邊孔搭板、邊孔、搭板分別加載時對應的沖擊系數布載方式邊孔搭板布載邊孔布載搭板布載沖擊系數0.25000.25000.2500橋臺溫度力邊孔支座摩擦系數邊孔制動橋臺比例25.00.0400.300右偏角（度）橋面凈寬左護欄寬左人行寬左隔離柵寬右隔理柵寬右人行寬右護欄寬100.0014.000.000005.000.000.005.000.00000左右梁板中距2-33445566778899-10101111-1212-1313-1414

41、-1515-1616-1717-181819基底穩(wěn)定驗算結果表（1:臺后布車最不利，橋上無車）截面內容車道+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+恒未架梁臺后填施載+下部恒基底-A計算抗傾系數7.707.236.788.238.9011.8341.7437.17計算抗滑系數1.191.171.151.221.241.591.531.55基底-B計算抗傾系數6.656.245.847.137.7310.4041.0835.69計算抗滑系數1.000.990.971.021.041.341.211.24基底-C計算抗傾系數1.981.941.902.022.062.241

42、.982.00計算抗滑系數0.220.220.220.220.220.240.180.18kO最小抗傾系數1.501.301.301.301.301.301.501.30kc最小抗滑系數1.301.301.301.301.301.301.301.30注：1、表中,最小抗傾系數、最小抗滑系數,.指規(guī)范容許的最小值?；追€(wěn)定驗算結果表（2:臺后布車最不利，橋上按車列布載）截面內容車道+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+恒未架梁臺后填施載+下部恒基底-A計算抗傾系數7.637.186.748.148.7911.8341.7437.17計算抗滑系數1.211.191.17

43、1.231.261.591.531.55基底-B計算抗傾系數6.616.215.827.077.6510.4041.0835.69計算抗滑系數1.021.010.991.041.061.341.211.24基底-C計算抗傾系數2.001.961.922.042.082.241.982.00計算抗滑系數1.351.351.351.351.351.351.351.35kO最小抗傾系數1.501.301.301.301.301.301.501.30kc最小抗滑系數1.301.301.301.301.301.301.301.30基底穩(wěn)定驗算結果表（3:橋上布車最不利，臺后無車）截面內容車道+人+恒車恒

44、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+恒未架梁臺后填施載+下部恒基底-A計算抗傾系數14.6413.0911.7216.6219.5014.6541.7437.17計算抗滑系數2.021.971.912.082.152.021.531.55基底-B計算抗傾系數13.0511.6010.3414.9217.6913.0641.0835.69計算抗滑系數1.711.661.621.761.821.711.211.24基底-C計算抗傾系數2.392.332.282.442.512.391.982.00計算抗滑系數1.351.351.351.351.351.351.351.35kO最小

45、抗傾系數1.501.301.301.301.301.301.501.30kc最小抗滑系數1.301.301.301.301.301.301.301.30基底穩(wěn)定驗算結果表（4:橋上布車最不利，臺后按車列布載）截面內容車道+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+恒未架梁臺后填施載+下部恒基底-A計算抗傾系數14.6413.0911.7216.6219.5014.6541.7437.17計算抗滑系數2.021.971.912.082.152.021.531.55基底-B計算抗傾系數13.0511.6010.3414.9217.6913.0641.0835.69計算抗滑系數

46、1.711.661.621.761.821.711.211.24基底-C計算抗傾系數2.392.332.282.442.512.391.982.00計算抗滑系數1.351.351.351.351.351.351.351.35kO最小抗傾系數1.501.301.301.301.301.301.501.30kc最小抗滑系數1.301.301.301.301.301.301.301.30基底穩(wěn)定驗算匯總表截面內容車道+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+恒未架梁臺后填施載+下部恒基底計算抗傾系數1.981.941.902.022.062.241.982.00計算抗滑系數1

47、.321.321.321.321.321.321.321.32最小抗傾系數1.501.301.301.301.301.301.501.30最小抗滑系數1.301.301.301.301.301.301.301.30抗傾平安要求滿足滿足滿足滿足滿足滿足滿足滿足抗滑平安要求滿足滿足滿足滿足滿足滿足滿足滿足注：1、抗傾復穩(wěn)定系數、抗滑動穩(wěn)定系數小于()表示內力作用于橋岸方向，其絕對值應大于容許值。2、根據基底-A、基底-B、基底-C分別對應8個組合進行匯總。3、表中出現,抗滑動穩(wěn)定系數“小于,最小抗滑動穩(wěn)定系”，超限。支座數1-2對稱191.251.251.251.251.251.251.251.2

48、51.251.251.251.251.251.251.251.251.251.25梁（板）編a1號2號3號4號5號6號7號8號9號10號11號12號13號14號15號16號17號18號19號合計邊孔30.192.192.192.192.192.192.192.192.192.192.192.192.192.192.192.192.192.240.3534.支00000000000000000000反力搭30.30.030.030.030.030.030.030.030.030.030.030.030.030.030.030.030.030.030.0570.0板0邊孔標準跨徑邊孔計算跨徑邊孔支

49、座與背墻距搭板折算標跨搭板折算計跨搭板支座距背墻16.0015.700.306.005.600.20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摩擦角（度）臺帽容重臺身容重基礎容重寬度按正投影，高度為斜方向朗金理論19.00019.0000.30025.00024.000192.0臺身材料抗壓極限強度MPa抗剪極限強度MPa基底摩擦系數臺身擋墻系數基礎擋墻系數塊石砌體10.0001.0000.3000.4000.000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0.0150.0150.0150.0700.3000.3000.0800.300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垮工材料0.9500.5000.3100.3000.3001.0000.050-1.00010.00010.000側墻頂寬橫橋路緣懸側墻橫橋臺帽懸側墻臺身高度（帽底以下）0.5005.00