横一路0号U型桥台计算书

1、横一路0号U型桥台计算书（2014年5月12日11点11分计算）原始数据表（单位:kNm制）台帽顶与设计水位距离m施工时上部所有荷载支反力1.00240.00加载方式制动系数1制动系数2制动系数3制动系数4自动加载1.002.002.002.00车道荷载车辆荷载人群集度车道数车道荷载提高系数城-B级城-B级3.50040.00注：重要性系数为l.lo内容布载方式双孔（边孔搭板）布载边孔布载搭板布载注：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。水平力0002859028590182200710542514102、基底-A 土压力引起弯矩9112kNm、竖直力OkN、水平

2、力2859kN ,基底-C 土压力引起弯矩22404kNm、竖直力OkN、水平力l9566kN。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809-132-672290839-13116776-556533158264竖直力35349548000456856202852340000240水平力0004740474023

3、1009054251410台身中弯矩809-132-163118201696-13150076-55195904223164竖直力353421511760-269559256202852340000240水平力00014160141603990015554251410台身底弯矩809-132-325339303745-131100976-553931476838064附注：基底-A 土压力引起弯矩9ll2kNm、竖直力OkN、水平力2859kN ,基底-C 土压力引起鸾矩22404kNm、竖直力OkN、水平力19566kN0竖直力353434783240-8226514562028523400

4、00240水平力00028590285905670022154251410基底-B弯矩1725384-86659112-1592396-63225140-21256255118663118竖直力3534874657980-29671511156202852340000240水平力000285902859018220071054251410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809-132-67229083924007674033158264竖直力3534954800045689010285278

5、0000240水平力00047404740000054251410台身中鸾矩809-132-163118201696240076740904223164竖直力353421511760-269559290102852780000240附注：基底-A 土压力引起弯矩91 l2kNm、竖直力OkN、水平力2859kN ,基底-C 土压力引起弯矩224O4kNn】、竖直力OkN、水平力19566kN。水平力0001416014160000054251410台身底弯矩809-132-3253393037452400767401476838064竖直力353434783240-82265149010285

6、2780000240水平力0002859028590000054251410基底-B弯矩1725384-86659112-159239644101401360255118663118竖直力3534874657980-29671511190102852780000240水平力0002859028590000054251410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809-132-67229083924007674033158264竖直力353495480004568901028527800002

7、40水平力00047404740000054251410附注：基底-A 土压力引起鸾矩91 l2kNm、竖直力OkN、水平力2859kN ,基底-C 土压力引起弯矩22404kNm、竖直力OkN、水平力I9566kN0台身中弯矩809-132-163118201696240076740904223164竖直力353421511760-269559290102852780000240水平力0001416014160000054251410台身底弯矩809-132-3253393037452400767401476838064竖直力353434783240-82265149010285278000

8、0240水平力0002859028590000054251410基底-B弯矩1725384-86659112-159239644101401360255118663118竖直力3534874657980-29671511190102852780000240水平力0002859028590000054251410台身内力合计结果表Q: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8759239728267777183094竖直力51305130513051305130536310341274注：1、内

9、力合计”指内力的代数和。水平力705784872626539564474474台身中弯矩206421962337193217911705887951竖直力61546154615461546154638820582298水平力18151894198117361648157114161416台身底弯矩46234838507144074174395229363000竖直力70767076707670767076731029803220水平力342635053593334732603080285928592、“台身”指台帽底与基础顶面之间的局部。台身内力合计结果表（2:台后布车最不利，桥上按车列布载）

10、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+下部恒台身顶鸾矩95199910489028537183094竖直力54155415541554155415536310341274水平力705784872626539564474474台身中弯矩214022722413200818671705887951竖直力64396439643964396439638820582298水平力18151894198117361648157114161416弯矩46994914514744834250395229363000台身底竖直力736273627362

11、73627362731029803220水平力34263505359333473260308028592859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1155120312521106105811533094竖直力57545754575457545754574710341274水平力474553641395308474474474台身中鸾矩201221442285188017392010887951竖直力67796779677967796779677120582298水平

12、力14161495158213371249141614161416台身底弯矩40614276450938463613405929363000竖直力77017701770177017701769429803220水平力28592938302627802693285928592859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1155120312521106105811533094竖直力57545754575457545754574710341274水平力47455364

13、1395308474474474台身中弯矩201221442285188017392010887951竖直力67796779677967796779677120582298水平力14161495158213371249141614161416台身底弯矩40614276450938463613405929363000竖直力77017701770177017701769429803220水平力28592938302627802693285928592859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+恒未架梁台后填施载+

14、下部恒台身顶计算偏心矩0.170.180.190.160.150.130.030.07容许偏心矩0.470.560.560.560.560.560.470.56计算强度Nj6091.444873.154873.154873.154873.154584.06239.344589.72极限强度N210948.80208655.22206268.98213154.11215274.16218945.21232110.72228455.84计算强度Qj775.77690.14767.01551.10474.22496.59521.81417.45极限强度Q23612.5022759.7022759.7

15、022759.7022759.7022557.3419516.0322561.30台身中计算偏心矩0.340.360.380.310.290.270.430.41容许偏心矩0.520.620.620.620.620.620.520.62计算强度Nj7633.836107.076107.076107.076107.075817.981422.705823.63极限强度N193883.37187081.44179740.96200583.81207587.47214761.83163172.44168718.66计算强度Qj1996.111666.411743.291527.371450.4913

16、82.631557.381245.91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。极限强度Q26918.2025849.4725849.4725849.4725849.4725647.1022570.4125651.06计算偏心矩有超限0.650.680.720.620.590.540.990.93容许偏心矩0.570.690.690.690.690.690.570.69台身底计算强度Nj9389.167511.327511.327511.327511.327222.232779.937227.89极限强度N124624.16

17、115672.54106186.71133755.05143834.32159229.1036437.9949368.49计算强度Qj3768.933084.673161.542945.632868.752710.643145.432516.34极限强度Q30372.9529058.4729058.4729058.4729058.4728856.1125746.5028860.072、计算偏心矩、计算强度Q小于。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

18、恒温摩河心车恒温制河岸车恒温摩河岸车辆+人+恒未架梁台后填施载+下部恒台身顶计算偏心矩0.180.180.190.170.160.130.030.07容许偏心矩0.470.560.560.560.560.560.470.56计算强度Nj6405.325124.265124.265124.265124.264584.06239.344589.72极限强度N209734.91207521.62205226.87211871.49213934.94218945.21232110.72228455.84计算强度Qj775.77690.14767.01551.10474.22496.59521.8141

19、7.45极限强度Q23832.2222935.4722935.4722935.4722935.4722557.3419516.0322561.30台身中计算偏心矩0.330.350.370.310.290.270.430.41容许偏心矩0.520.620.620.620.620.620.520.62计算强度Nj7947.726358.176358.176358.176358.175817.981422.705823.63极限强度N194845.32188358.33181354.61201234.95207916.10214761.83163172.44168718.66计算强度Qj1996.

20、111666.411743.291527.371450.491382.631557.381245.91极限强度Q27137.9226025.2426025.2426025.2426025.2425647.1022570.4125651.06台身底计算偏心矩有超限0.640.670.700.610.580.540.990.93容许偏心矩0.570.690.690.690.690.690.570.69一列汽车作用制动力(kN)90.00090.00090.000计算墩(台)制动比例系数0.3000.3000.300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

21、集中荷载25.000130.000130.000130.000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1-2轮距2车横向间距0.60021.801.30车辆荷载数据车辆轮轴数12轮距23轮距33.601.20轮重合计第1轮重第2轮重第3轮重计算强度Nj9703.047762.437762.437762.437762.437222.232779.937227.89极限强度N129101.74120408.06111183.81137957.67147718.81159229.1036437.9949368.49计算强度Qj3768.933084.6731

22、61.542945.632868.752710.643145.432516.34极限强度Q30592.6729234.2529234.2529234.2529234.2528856.1125746.5028860.07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+恒未架梁台后填施载+下部恒计算偏心矩0.200.210.220.190.180.200.030.07容许偏心矩0.470.560.560.560.560.560.470.56台身顶计算强度Nj6778.465422.775422.775422.775422.

23、774623.35239.344589.72极限强度N203361.63201100.95198777.86205565.50207717.25203383.22232110.72228455.84计算强度Qj521.81486.97563.85347.93271.05417.45521.81417.45极限强度Q24093.4223144.4323144.4323144.4323144.4322584.8419516.0322561.30台身中计算偏心矩0.300.320.340.280.260.300.430.41容许偏心矩0.520.620.620.620.620.620.520.62计

24、算强度Nj8320.866656.696656.696656.696656.695857.261422.705823.63极限强度N205845.99199867.07193357.69211683.64217727.50205836.27163172.44168718.66计算强度Qj1557.381315.431392.301176.391099.511245.911557.381245.91极限强度Q27399.1226234.2026234.2026234.2026234.2025674.6022570.4125651.06台身底计算偏心矩有超限0.530.560.590.500.47

25、0.530.990.93容许偏心矩0.570.690.690.690.690.690.570.69计算强度Nj10076.188060.948060.948060.948060.947261.522779.937227.89极限强度N163445.22154607.51145164.07172372.86182109.48163368.3336437.9949368.49计算强度Qj3145.432585.862662.742446.822369.942516.343145.432516.34极限强度Q30853.8729443.2129443.2129443.2129443.2128883.

26、6125746.5028860.07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+恒未架梁台后填施载+下部恒台身顶计算偏心矩0.200.210.220.190.180.200.030.07容许偏心矩0.470.560.560.560.560.560.470.56计算强度Nj6778.465422.775422.775422.775422.774623.35239.344589.72极限强度N203361.63201100.95198777.86205565.50207717.25203383.22232110.

27、72228455.84计算强度Qj521.81486.97563.85347.93271.05417.45521.81417.45极限强度Q24093.4223144.4323144.4323144.4323144.4322584.8419516.0322561.30台身中计算偏心矩0.300.320.340.280.260.300.430.41容许偏心矩0.520.620.620.620.620.620.520.62计算强度Nj8320.866656.696656.696656.696656.695857.261422.705823.63极限强度N205845.99199867.071933

28、57.69211683.64217727.50205836.27163172.44168718.66计算强度Qj1557.381315.431392.301176.391099.511245.911557.381245.91极限强度Q27399.1226234.2026234.2026234.2026234.2025674.6022570.4125651.06计算偏心矩有超限0.530.560.590.500.470.530.990.93容许偏心矩0.570.690.690.690.690.690.570.69台身底计算强度Nj10076.188060.948060.948060.948060

29、.947261.522779.937227.89极限强度N163445.22154607.51145164.07172372.86182109.48163368.3336437.9949368.49计算强度Qj3145.432585.862662.742446.822369.942516.343145.432516.34极限强度Q30853.8729443.2129443.2129443.2129443.2128883.6125746.5028860.07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

30、填土施载+下部恒基底-A弯矩577461486556540149933803831948竖直力1864018640186401864018640188741454414784水平力46814760484846024515356928592859注：1、“内力合计”指内力的代数和。弯矩561659896397524248353644672789基底-B竖直力1567315673156731567315673159061157711817水平力46814760484846024515356928592859弯矩1890719281196881853418126169361396414081基底-C

31、竖直力1567315673156731567315673159061157711817水平力21387214662155421308212212027519566195662、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591462876695554151333803831948竖直力1892518925189251892518925188741454

32、414784水平力46814760484846024515356928592859基底-B弯矩575561296536538249743644672789竖直力1595815958159581595815958159061157711817水平力46814760484846024515356928592859基底-C鸾矩1904719420198281867418266169361396414081竖直力1595815958159581595815958159061157711817水平力2138721466215542130821221202751956619566基底内力合计结果表（3:桥

33、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+下部恒基底-A弯矩313635103917276323553133831948竖直力1926519265192651926519265192581454414784水平力28592938302627802693285928592859基底-B弯矩297833513759260421962974672789竖直力1629716297162971629716297162901157711817水平力28592938302627802693285928592859基底-C弯矩1

34、626916642170501589615488162661396414081竖直力1629716297162971629716297162901157711817水平力1956619645197321948719399195661956619566基底内力合计结果表（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+下部恒基底-A鸾矩313635103917276323553133831948竖直力1926519265192651926519265192581454414784水平力285929383026

35、27802693285928592859基底-B弯矩297833513759260421962974672789竖直力1629716297162971629716297162901157711817水平力28592938302627802693285928592859基底-C弯矩1626916642170501589615488162661396414081竖直力1629716297162971629716297162901157711817水平力1956619645197321948719399195661956619566基底应力表（未计附加应力）（1:台后布车最不利，桥上无车）截面内容车

36、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、表中除组合1（“汽+人+恒载”、“未架梁,台后填土”）外，其余组合的应力值均已除以1.25 ,下同。基底应力表（未计附加应力）（2:台后布车最不利，桥上按车列布载）截面内容车道+人+

37、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基底应力表（未计附加应力）（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基底应力表（未计附加应力）（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-A21210511449基底-B186849231基底-C3121850-138基底A、基底B汇总21284114311、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

40、米时，基底容许承载力可提高（参见85地基规范第条），对结构有利。300.060.0120.0120.00车辆轮距离护轮带横向轮轴数1-2轮距0.60021.80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0.25000.25000.2500桥台温度力边孔支座摩擦系数边孔制动桥台比例25.00.0400.300右偏角（度）桥面净宽左护栏宽左人行宽左隔离栅宽右隔理栅宽右人行宽右护栏宽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基底稳定验算结果表（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+恒未架梁台后填施载+下部恒基底-A计算抗倾系数7.707.236.788.238.9011.8341.7437.17计算抗滑系数1.191.171.151.221.241.591.531.55基底-B计算抗倾系数6.656.245.847.137.7310.4041.0835.69计算抗滑系数1.000.990.971.021.041.341.211.24基底-C计算抗倾系数1.981.941.902.022.062.241

42、.982.00计算抗滑系数0.220.220.220.220.220.240.180.18kO最小抗倾系数1.501.301.301.301.301.301.501.30kc最小抗滑系数1.301.301.301.301.301.301.301.30注：1、表中,最小抗倾系数、最小抗滑系数,.指规范容许的最小值。基底稳定验算结果表（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+恒未架梁台后填施载+下部恒基底-A计算抗倾系数7.637.186.748.148.7911.8341.7437.17计算抗滑系数1.211.191.17

43、1.231.261.591.531.55基底-B计算抗倾系数6.616.215.827.077.6510.4041.0835.69计算抗滑系数1.021.010.991.041.061.341.211.24基底-C计算抗倾系数2.001.961.922.042.082.241.982.00计算抗滑系数1.351.351.351.351.351.351.351.35kO最小抗倾系数1.501.301.301.301.301.301.501.30kc最小抗滑系数1.301.301.301.301.301.301.301.30基底稳定验算结果表（3:桥上布车最不利，台后无车）截面内容车道+人+恒车恒

44、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+恒未架梁台后填施载+下部恒基底-A计算抗倾系数14.6413.0911.7216.6219.5014.6541.7437.17计算抗滑系数2.021.971.912.082.152.021.531.55基底-B计算抗倾系数13.0511.6010.3414.9217.6913.0641.0835.69计算抗滑系数1.711.661.621.761.821.711.211.24基底-C计算抗倾系数2.392.332.282.442.512.391.982.00计算抗滑系数1.351.351.351.351.351.351.351.35kO最小

45、抗倾系数1.501.301.301.301.301.301.501.30kc最小抗滑系数1.301.301.301.301.301.301.301.30基底稳定验算结果表（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+恒未架梁台后填施载+下部恒基底-A计算抗倾系数14.6413.0911.7216.6219.5014.6541.7437.17计算抗滑系数2.021.971.912.082.152.021.531.55基底-B计算抗倾系数13.0511.6010.3414.9217.6913.0641.0835.69计算抗滑系数

46、1.711.661.621.761.821.711.211.24基底-C计算抗倾系数2.392.332.282.442.512.391.982.00计算抗滑系数1.351.351.351.351.351.351.351.35kO最小抗倾系数1.501.301.301.301.301.301.501.30kc最小抗滑系数1.301.301.301.301.301.301.301.30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+恒未架梁台后填施载+下部恒基底计算抗倾系数1.981.941.902.022.062.241.982.00计算抗滑系数1

47、.321.321.321.321.321.321.321.32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抗倾平安要求满足满足满足满足满足满足满足满足抗滑平安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()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。3、表中出现,抗滑动稳定系数“小于,最小抗滑动稳定系”，超限。支座数1-2对称191.251.251.251.251.251.251.251.2

48、51.251.251.251.251.251.251.251.251.251.25梁（板）编a1号2号3号4号5号6号7号8号9号10号11号12号13号14号15号16号17号18号19号合计边孔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边孔标准跨径边孔计算跨径边孔支

49、座与背墙距搭板折算标跨搭板折算计跨搭板支座距背墙16.0015.700.306.005.600.20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19.00019.0000.30025.00024.000192.0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块石砌体10.0001.0000.3000.4000.000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0.0150.0150.0150.0700.3000.3000.0800.300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垮工材料0.9500.5000.3100.3000.3001.0000.050-1.00010.00010.000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）0.5005.00