径盖板暗涵结构计算书分离式盖板暗涵验算公式.xls

理论车道数n半路宽l设计车道数车道折减系数b(0.5m填土高)g(折减) 整体式 412.2530.7813.00655.20 616.0040.6716.75750.40 413.0030.7813.75655.20 616.7540.6717.50750.40 820.5050.621.25840.00 414.0040.6714.75750.40 617.2540.6718.00750.40 821.0060.5521.75924.00 分离式 412.2530.7813.75655.20 616.0040.6717.50750.40 413.0030.7814.50655.20 616.7540.6718.25750.40 820.5050.622.00840.00 413.7530.7815.25655.20 617.0040.6718.50750.40 820.7550.622.25840.00 匝道 18.502110.00560.00 210.5030.7812.00655.20 312.0030.7813.50655.20 215.5040.6717.00750.40 319.0050.620.50840.00 g(最大) g/b(0.5m)b(1m填土高)g/bb(1.5m填土高)g/bb(2.5m填土高) 655.2050.4013.7547.6514.5045.1916.00 750.4044.8017.5042.8818.2541.1219.75 655.2047.6514.5045.1915.2542.9616.75 750.4042.8818.2541.1219.0039.4920.50 840.0039.5322.0038.1822.7536.9224.25 750.4050.8715.5048.4116.2546.1817.75 750.4041.6918.7540.0219.5038.4821.00 924.0042.4822.5041.0723.2539.7424.75 655.2047.6515.2542.9616.7539.1216.00 750.4042.8819.0039.4920.5036.6019.75 655.2045.1916.0040.9517.5037.4416.75 750.4041.1219.7537.9921.2535.3120.50 840.0038.1823.5035.7425.0033.6024.25 655.2042.9616.7539.1218.2535.9017.50 750.4040.5620.0037.5221.5034.9020.75 840.0037.7523.7535.3725.2533.2724.50 560.0056.0011.5048.7013.0043.0812.25 655.2054.6013.5048.5315.0043.6814.25 655.2048.5315.0043.6816.5039.7115.75 750.4044.1418.5040.5620.0037.5219.25 840.0040.9822.0038.1823.5035.7422.75 56.0048.7046.18 50.8748.4146.18 g/b 40.95 37.99 39.12 36.60 34.64 42.28 35.73 37.33 40.95 37.99 39.12 36.60 34.64 37.44 36.16 34.29 45.71 45.98 41.60 38.98 36.92 45.98 42.28 径盖板暗涵结构计算书 径盖板暗涵结构计算书 第4页，共27页 一一、数数据据输输入入黄黄色色为为输输入入数数据据，白白色色不不用用干干预预！ 这这是是盖盖板板暗暗涵涵计计算算表表格格。 1 1、荷荷载载标标准准 公公路路i i级级若若填填土土高高度度0.5m0.5m，如如0.1m0.1m，则则计计算算的的单单块块盖盖板板受受汽汽车车产产生生的的垂垂直直压压力力q q汽 汽非非常常大大，导导致致盖盖板板的的配配筋筋计计算算失失真真。对对于于明明涵涵建建议议填填土土高高度度按按0.5m0.5m输输入入比比较较稳稳妥妥。 2 2、设设计计安安全全等等级级三级三级三级三级三级 结构重要性系数 r00.90.90.90.90.9 3 3、环环境境条条件件（、） 4 4、填填土土参参数数 填土高(m)1.02.04.06.08.0 土容重(kn/m3)1919191919 土内摩擦角(度)3535353535 土的侧压力系数( (涵涵洞洞设设计计细细则则9.2.29.2.2条条) )0.2710.2710.2710.2710.271 5 5、盖盖板板参参数数 盖板净跨径l l0(m)5.05.05.05.05.0 板厚(中)中中(m)0.50.60.60.60.75 板厚(边)边边(m)0.50.60.60.60.75 盖板搭接宽度g g(m)0.470.470.470.470.47 盖板混凝土强度等级fcu,k4040404040 盖板混凝土抗压设计强度fcd（mpa）=18.418.418.418.418.4 盖板混凝土抗拉设计强度ftb（mpa）=1.651.651.651.651.65 钢筋混凝土容重(kn/m3)2626262626 受压钢筋直径(mm)1212121212 受拉钢筋直径(mm)2525252525 箍筋直径(mm)1212121212 钢筋类型（r235、hrb335、hrb400）hrb335hrb335hrb335hrb335hrb335 钢筋抗拉设计强度fsd（mpa）=280280280280280 钢筋抗压设计强度fsd（mpa）=280280280280280 受拉主筋重心到截面下缘之距离(mm)5050505050 钢筋根数（上层）66666 箍筋间距sv（cm)1515151515 箍筋肢肢数数22222 弯起钢筋根数22222 最大裂缝宽度限值(mm)0.200.200.200.200.20 盖板主钢筋是否为焊接骨架？否否否是是 盖板钢筋直径系数1.01.01.01.31.3 6 6、涵涵台台参参数数 涵台身厚b(m)1.000.800.800.800.80 涵台净高(m)( (包包含含涵涵底底铺铺砌砌在在内内) )4.04.04.04.04.0 计算涵台高(m)4.504.604.604.604.75 涵台襟边宽c1(m)( (从从上上至至下下) )第第一一级级基基础础襟襟边边0.60.60.60.60.6 涵台襟边宽c2(m)( (从从上上至至下下) )第第二二级级基基础础襟襟边边0.60.60.60.60.6 涵台材料类型：浆砌片石、小石子砼砌片石、素砼浆砌片石浆砌片石浆砌片石素砼素砼 浆砌片石等级（m7.5、mu30） 浆砌片石抗压强度设计值fcd=(mpa)0.630.630.630.630.63 径盖板暗涵结构计算书 径盖板暗涵结构计算书 第5页，共27页 浆砌片石抗拉强度设计值ftmd=(mpa)0.0890.0890.0890.0890.089 直直接接抗剪强度设计值fvd=(mpa)0.1470.1470.1470.1470.147 小石子砼砌片石等级（c30、 mu30） 片石砼抗压强度设计值fcd=(mpa)2.52.52.52.52.5 片石砼抗拉强度设计值ftmd=(mpa)0.4270.4270.4270.4270.427 直直接接抗剪强度设计值fvd=(mpa)0.3680.3680.3680.3680.368 素砼等级（c30素砼） 素砼抗压强度设计值fcd=(mpa)11.7311.7311.7311.7311.73 素砼抗拉强度设计值ftmd=(mpa)1.041.041.041.041.04 直直接接抗剪强度设计值fvd=(mpa)1.391.391.391.391.39 则： 抗压强度设计值fcd=(mpa)0.630.630.6311.7311.73 抗拉强度设计值ftmd=(mpa)0.10.090.091.041.04 直直接接抗剪强度设计值fvd=(mpa)0.150.150.151.391.39 涵台材料容重（kn/m3)2323232525 7 7、基基础础参参数数 基础型式 ( (只只能能填填分分离离式式) )分离式分离式分离式分离式分离式 基础台阶级数22222 基础材料类型：浆砌片石、小石子砼砌片石、素砼浆砌片石浆砌片石浆砌片石素砼素砼 基础单级厚度hdhd(m)0.800.800.800.800.80 给给定定的的地基承载力基基本本容容许许值值(kpa)250250250250320 8 8、涵涵底底参参数数 涵底铺砌厚度(m)0.400.400.400.400.40 涵底铺砌材料(浆砌片石、素砼)浆砌片石浆砌片石浆砌片石浆砌片石浆砌片石 容容许许的涵内流水水位高度(m)3.13.13.13.13.1 考虑基础深度修正时，基底以上(即路基填土)的加加权权平平均均重重度度(kn/m3)18.018.018.018.018.0 9 9、垫垫层层参参数数 换填深度(m)0.60.60.60.60.6 扩散角(度)30.030.030.030.030.0 基础长度(m)1.01.01.01.01.0 换填材料砂砾砂砾砂砾砂砾砂砾 换填材料容重(kn/m3)20.020.020.020.020.0 1010、路路基基参参数数 路基顶宽b正向宽度-整体式路基填半宽；分离式路基填全宽(m)21.09.013.021.021.0 理论车道数n62366 车道折减系数0.551.000.780.550.55 横向车轮总重g= (kn)924.0560.0655.2924.0924.0 填土高h(m)1.02.04.06.08.0 涵顶路基承受车辆荷载的宽度b(m)22.512.019.030.033.0 g(车轮总重力)/b(涵台横向全宽)41.146.734.530.828.0 径盖板暗涵结构计算书 径盖板暗涵结构计算书 第6页，共27页 二二、计计算算结结果果总总汇汇 （一一）盖盖板板验验算算结结果果 盖板抗剪结果(1)抗抗剪剪强强度度校校核核抗剪强度ok抗剪强度ok抗剪强度ok抗剪强度ok抗剪强度ok 盖板抗剪结果(2)截截面面尺尺寸寸校校核核构造配筋构造配筋构造配筋构造配筋构造配筋 盖板主钢筋根数( (考考虑虑强强度度及及抗抗裂裂) )68121820 盖板主钢筋间距(cm)16.512.48.35.55.0 盖板最大裂缝宽度(mm)0.1870.1840.1880.1890.189 （二二）涵涵台台验验算算结结果果 台身容许偏心结果okokokokok 涵台(xm截面)强度验算结果okok涵台强度不够okok 涵台(xm截面)正截面抗弯验算结果涵台抗弯不够涵台抗弯不够涵台抗弯不够okok 涵台(底截面)抗剪验算结果okokokokok （三三）基基础础验验算算结结果果 截面抗弯验算( (截截面面1 1、截截面面2 2，单单层层基基础础时时无无截截面面2)2) 不满足不满足不满足满足满足 不满足不满足不满足满足满足 截面抗剪验算( (截截面面1 1、截截面面2 2，单单层层基基础础时时无无截截面面2)2) 满足不满足不满足满足满足 满足不满足不满足满足满足 基础恒载偏心距控制okokokokok 要求的基基底底地基承载力基基本本容容许许值值(kpa)110.6139.9181.1237.4320.2 基底承载力验算结果okokokok基础加大 经垫层扩散后的垫垫层层底底应力(kpa)165.2203.9267.4343.3420.2 以以下下为为计计算算过过程程 三三、盖盖板板验验算算( (盖盖板板宽宽99cm)99cm) （一一）荷荷载载计计算算 1 1、恒恒载载 h/d0.140.300.610.911.21 竖竖向向压压力力强强度度系系数数k(2009k(2009年年国国庆庆改改) )1.061.121.241.361.41 填土垂直压力(kn/m2)20.0942.6194.42155.45214.41 板自重(kn/m2)13.0015.6015.6015.6019.50 恒载垂直力合计(kn/m2)33.0958.21110.02171.05233.91 2 2、活活载载计计算算 1 1）公公路路级级车车辆辆荷荷载载的的有有关关参参数数 车辆重力标准值(kn)550550550550550 前轴重力标准值(kn)3030303030 中轴重力标准值(kn)240240240240240 后轴重力标准值(kn)280280280280280 中后轮轴距(m)1.41.41.41.41.4 轮距(m)1.81.81.81.81.8 车辆外形尺寸（长x宽）(m)15x2.515x2.515x2.515x2.515x2.5 径盖板暗涵结构计算书 径盖板暗涵结构计算书 第7页，共27页 后轮着地宽度b(m)0.60.60.60.60.6 后轮着地长度l(m)0.20.20.20.20.2 2）荷载横向分布宽度（垂直板跨方向） 一个后轮单单边边荷载横向分布宽度(m)( (按按3030度度扩扩散散，涵涵9.2.39.2.3条条) )0.881.452.613.764.92 荷载分布宽度a(m)3.057.8110.1212.4314.74 考虑横向车轮数目24444 3）荷载纵向分布宽度（顺板跨方向） 一个车轮单单边边的纵向分布宽度(m)( (按按3030度度扩扩散散，涵涵9.2.39.2.3条条) )0.681.252.413.564.72 荷载纵向分布宽度b(m)1.353.916.228.5310.84 考虑纵向车轮数目12222 4）汽车产生的垂直压力q汽(kpa)33.8318.348.905.283.51 3 3、荷荷载载组组合合 1）恒载盖板跨中弯距(kn.m)123.74217.70411.50639.76874.86 2）活载盖板跨中弯距(kn.m)54.9163.0233.2819.7613.11 3）弯距荷载组合 a.承载力极限状态组合 md(knm)202.8314.5486.4715.8961.4 b.正常使用状态组合 短期组合msd(knm)162.2261.8434.8653.6884.0 长期组合msd(knm)145.7242.9424.8647.7880.1 弯距作用效应组合设计值(knm)202.8314.5486.4715.8961.4 4）恒载盖板支点剪力82.7145.5275.1427.6584.8 5）活载盖板支点剪力39.643.722.213.28.8 6）剪力荷载组合 a.承载力极限状态组合 qd(kn)139.3212.2325.1478.5642.6 b.正常使用状态组合 短期组合qsd(kn)110.4176.1290.6436.9590.9 长期组合qsd(kn)98.6163.0284.0432.9588.3 剪力作用效应组合设计值(kn)139.3212.2325.1478.5642.6 （二二）盖盖板板截截面面设设计计计计算算 1 1、截截面面设设计计 受拉主筋重心到截面下缘之距离(mm)5050505050 h0(m) 采采用用盖盖板板平平均均高高度度进进行行计计算算0.450.550.550.550.70 方程根系数b=-0.9-1.1-1.1-1.1-1.4 方程根系数c=0.02200.03420.05290.07780.1045 砼受压区高度x(cm)2.523.205.047.607.91 jgh025.2030.8030.8030.8039.20 故混凝土受压区高度(xbh0)满足要求满足要求满足要求满足要求满足要求 正正截截面面强强度度验验算算所所需需钢钢筋筋ag= (cm2)16.616.621.021.033.133.149.949.952.052.0 钢筋根数（上层）66666 钢筋根数（下层）4571111 下层钢筋间距(cm)29.722.314.88.98.9 径盖板暗涵结构计算书 径盖板暗涵结构计算书 第8页，共27页 2 2、盖盖板板斜斜截截面面抗抗剪剪验验算算 h0(m) 采采用用盖盖板板板板端端高高度度进进行行计计算算0.450.550.550.550.7 0.51*10-3*fcu,k*bh0(kn)抗抗剪剪上上限限值值( (尺尺寸寸校校核核) )1451.51774.01774.01774.02257.9 0.05*10-3*a2*ftdbh0*(1+0.25)(kn)抗抗剪剪下下限限值值464.1567.2567.2567.2721.9 箍筋间距sv（cm)1515151515 箍筋肢数22222 斜截面内纵向受拉钢筋配筋百分率p=100ag/(bh0)0.370.380.600.910.74 斜截面内箍筋配筋率sv=asv/(bsv)0.001510.001510.001510.001510.00151 单根弯起主筋抗剪能力qw1（kn)72.972.972.972.972.9 弯起钢筋根数22222 弯起主筋抗剪能力vsb(kn)( (不不大大于于4040) )55.784.9130.0145.8145.8 斜截面内砼和箍筋共同的剪承载力设计值vcs=542.5664.3683.6709.7885.5 抗剪承载力设计值vsb+vcs=vsb+vcs=598.2749.2813.7855.51031.3 盖板抗剪结果(1)抗抗剪剪强强度度校校核核抗抗剪剪强强度度okok抗抗剪剪强强度度okok抗抗剪剪强强度度okok抗抗剪剪强强度度okok抗抗剪剪强强度度okok 盖板抗剪结果(2)截截面面尺尺寸寸校校核核构构造造配配筋筋构构造造配配筋筋构构造造配配筋筋构构造造配配筋筋构构造造配配筋筋 3 3、裂裂缝缝验验算算 1)配筋率=as/(bh0)0.00370.00380.00600.00910.0074 取值0.00600.00600.00600.00910.0074 2)钢筋应力ss(mpa) ss=msd/(0.87*as*h0)(mpa)250.1260.1274.5273.6279.2 3)其他参数 c11.001.001.001.001.00 c21.4491.4641.4891.4951.498 c31.151.151.151.151.15 4)最大裂缝宽度wtk(mm) wfk=c1*c2*c3*ss/es*(30+d)/(0.28+10*)0.3370.3540.3800.3970.424 最大裂缝宽度限值(mm)0.200.200.200.200.20 根根据据正正截截面面强强度度所所需需钢钢筋筋数数量量验算裂缝宽度？不不满满足足不不满满足足不不满满足足不不满满足足不不满满足足 裂缝验算后需增加钢筋(cm2):67.7%73.8%69.2%69.4%81.3% 裂裂缝缝验验算算后后所所需需钢筋面积(cm2):27.836.656.084.694.2 自自动动调调整整后后盖板钢筋根数6 68 8121218182020 自自动动调调整整后后盖板钢筋间距(cm)16.512.48.35.55.0 自自动动调调整整钢钢筋筋后后配筋率=as/(bh0)0.00650.00710.01070.01610.0140 自自动动调调整整钢钢筋筋后后取值0.00650.00710.01070.01610.0140 自自动动调调整整钢钢筋筋后后ss=msd/(0.87*as*h0)(mpa)140.7139.3154.3154.6147.9 自自动动调调整整钢钢筋筋后后最大裂缝宽度(mm)0.1870.1870.1840.1840.1880.1880.1890.1890.1890.189 四四、涵涵台台验验算算( (上上下下端端均均为为简简支支) ) （一一）水水平平土土压压力力( (涵涵汽汽车车) )作作用用效效应应 恒载产生涵顶水平土压力q1(kn/m2)(kn/m2)5.110.320.630.941.2 恒载产生涵底水平土压力q2(kn/m2)(kn/m2)28.334.044.354.665.6 qq2-q123.223.723.723.724.5 （1）恒载产生涵顶支座处反力r1(kn)(kn)29.041.8465.5389.21117.19 恒载产生涵底支座处反力r2(kn)(kn)46.360.0083.69107.37136.55 径盖板暗涵结构计算书 径盖板暗涵结构计算书 第9页，共27页 =+52.552.552.552.552.5 tan=0.5830.5830.5830.5830.583 l0(m) ( (涵涵台台后后填填土土的的破破坏坏棱棱体体长长度度) )3.23.95.06.27.4 g(g(车车轮轮总总重重力力)/b()/b(涵涵台台横横向向全全宽宽) )41.141.146.746.734.534.530.830.828.028.0 h0=g/b/(l0*r) 汽汽车车荷荷载载等等代代填填土土厚厚度度(m)(m)0.670.640.360.260.20 活载产生涵顶水平土压力q3 (kn/m2)(kn/m2)3.473.281.861.351.02 活载产生涵底水平土压力q4 (kn/m2)(kn/m2)3.473.281.861.351.02 （2）活载产生涵顶支座处反力r3 (kn)7.87.554.283.102.42 活载产生涵底支座处反力r4 (kn)7.87.554.283.102.42 （3）涵顶剪力荷载组合 a、承载力极限状态组合41.154.776.2100.3129.6 b.正常使用状态组合 短期组合msd(knm)34.447.168.591.4118.9 长期组合msd(knm)32.144.967.290.5118.2 （4）涵底剪力荷载组合 a、承载力极限状态组合59.974.395.8119.9150.5 b.正常使用状态组合 短期组合msd(knm)51.865.386.7109.5138.2 长期组合msd(knm)49.563.085.4108.6137.5 涵顶剪力组合控制值(kn)41.154.776.2100.3129.6 涵底剪力组合控制值(kn)59.974.395.8119.9150.5 (恒载+汽车)涵顶水平力(kn/m2)qq18.613.622.532.242.2 (恒载+汽车)涵底水平力(kn/m2)qq231.837.346.155.966.7 参数0.2710.3640.4870.5770.633 参数 0.6690.7060.7580.7980.823 最大弯距发生处xm（m）距涵台顶之距离2.462.482.432.402.46 (恒载+汽车)最大弯矩max(kn.m)51.667.691.0116.8153.7 恒载产生弯距(kn.m)42.959.086.1113.3150.9 活载产生弯距(kn.m)8.78.64.93.62.9 (恒载+汽车)最大弯矩max(kn.m) 校校核核用用51.667.691.0116.8153.7 （二二）竖竖向向压压力力计计算算 盖板及以上的填土产生p198.26172.87326.77508.03694.72 偏心距e10.270.170.170.170.17 涵台顶自重及以上填土产生p216.1717.0929.6342.5756.35 偏心距e20.240.240.240.240.24 (xm截面处)涵台自重产生的竖直力p356.5745.5544.7348.0549.27 偏心距e30.000.000.000.000.00 竖直力合计(kn)171.0235.5401.1598.6800.3 弯距合计(kn.m)-22.2-24.5-47.0-73.8-101.4 (xm截面处)组合竖直压力(kn)( (与与水水平平力力作作用用效效应应组组合合) )184.7254.4433.2646.5864.4 (xm截面处)组合弯距(kn.m)( (与与水水平平力力作作用用效效应应组组合合) )33.348.148.547.157.1 （三三）截截面面强强度度及及稳稳定定验验算算 1 1、(xm(xm截截面面) )稳稳定定性性( (偏偏心心距距验验算算) ) 圬圬规规4.0.94.0.9条条 径盖板暗涵结构计算书 径盖板暗涵结构计算书 第10页，共27页 轴向力的偏心距ex0.1800.1890.1120.0730.066 截面回转半径iy0.290.230.230.230.23 台身容许偏心结果okokokokok 2 2、(xm(xm截截面面) )涵涵台台强强度度验验算算 涵台-构件计算长度l0( (两两端端均均为为不不移移动动的的铰铰) )4.504.604.604.604.75 1)1)砌砌体体构构件件 纵向力的偏心影响系数0.720.600.81请按砼计算请按砼计算 构件长细比x5.797.407.407.407.64 受压构件纵向弯曲系数0.950.890.92请按砼计算请按砼计算 偏心受压构件承载力影响系数( (砌砌体体构构件件) )0.690.530.75请按砼计算请按砼计算 afcd(kn)432.1267.7376.00.00.0 2)2)素素砼砼构构件件 l0/b ( (圬圬规规表表4.0.8)4.0.8)不予计算不予计算不予计算5.755.94 偏心受压构件承载力影响系数( (素素砼砼构构件件) )不予计算不予计算不予计算0.9630.961 fcdb(h-2e)(kn) 圬圬规规公公式式4.0.8-34.0.8-30.00.00.07387.27526.6 若若偏偏心心距距e e超超限限，则则按按如如下下公公式式验验算算强强度度： w=bh2/6 （截面抵抗矩)不予计算不予计算不予计算不予计算不予计算 aftmd/(a*e/w-1) 圬圬规规4.0.104.0.10条条0.00.00.00.00.0 3)3)最最终终结结构构抗抗力力432.1267.7376.07387.27526.6 涵台(xm截面)强度验算结果okok涵台强度不够okok 3 3、(xm(xm截截面面/ /涵涵台台底底截截面面) )涵涵台台抗抗弯弯、抗抗剪剪验验算算 wftmd (kn.m)14.89.59.5110.9110.9 涵台(xm截面)正截面抗弯验算结果涵台抗弯不够涵台抗弯不够涵台抗弯不够okok nk ( (标标准准值值) )217.9274.6441.0642.6846.1 afvd+fnk/1.4 (kn)256.0254.9338.11433.31535.0 涵台(底截面)抗剪验算结果okokokokok 五五、基基底底承承载载力力计计算算 （一一）、恒恒载载垂垂直直压压力力及及弯弯距距 1、加在盖板上的压力(盖板自重+土)p1(kn)98.3172.9326.8508.0694.7 p1产生的弯矩(kn.m)-26.0-28.5-53.9-83.8-114.6 2、加在墙耳上的压力(土)p2(kn)10.614.131.251.370.8 p2产生的弯矩(kn.m)2.53.37.312.116.6 3、墙耳的自重压力p3(kn)6.14.64.65.06.2 p3产生的弯矩(kn.m)1.41.11.11.21.5 4、墙身自重压力p4(kn)103.584.684.692.095.0 p4产生的弯矩(kn.m)0.00.00.00.00.0 5、基础自重压力p5(kn)103.095.795.7104.0104.0 p5产生的弯矩(kn.m)0.00.00.00.00.0 6、墙外基础上土的压力p6(kn)未考虑竖向土压力强度系数k125.4150.5196.1241.7290.7 p6产生的弯矩(kn.m)137.9150.5196.1241.7290.7 7、墙内基础上(铺装+水)的压力p7(kn)48.248.248.248.248.2 容容许许的的涵涵内内流流水水水水位位高高度度(m)(m)3.13.13.13.13.13.13.13.13.13.1 径盖板暗涵结构计算书 径盖板暗涵结构计算书 第11页，共27页 p7产生的弯矩(kn.m)-53.1-48.2-48.2-48.2-48.2 8、合计 恒载产生的基底垂直压力p合计(kn)495.2570.5787.11050.21309.6 恒载产生的基底弯矩合计(kn.m)62.878.1102.3122.8145.9 （二二）、活活载载垂垂直直压压力力及及弯弯距距 汽车产生的压力(kn)39.643.722.213.28.8 汽车产生的弯矩(kn.m)-10.5-7.2-3.7-2.2-1.4 （三三）、荷荷载载组组合合 基底压力合计(kn)534.8614.2809.41063.41318.4 弯矩合计(kn.m)52.370.998.6120.7144.5 （四四）、基基底底应应力力计计算算 a3.403.203.203.203.20 w1.9271.7071.7071.7071.707 截面核心半径0.570.530.530.530.53 基础恒载偏心距控制okokokokok 基底应力(kpa)(max)184.4184.4233.5233.5310.7310.7403.0403.0496.6496.6 涵涵洞洞基基础础宽宽b(m)b(m)不不考考虑虑基基础础宽宽度度修修正正3.43.23.23.23.2 涵涵洞洞基基础础埋埋深深h(m)h(m)7.18.210.212.214.4 有有效效基基底底埋埋深深h(m)h(m)考考虑虑基基础础深深度度修修正正7.18.210.212.212.8 修修正正系系数数k1=0.0k1=0.0，k2=1.0k2=1.0 要要求求的的地地基基承承载载能能力力基基本本容容许许值值(kpa)(max)(kpa)(max)110.6110.6139.9139.9181.1181.1237.4237.4320.2320.2 基底承载力验算结果okokokok基础加大 （五五）、经经垫垫层层扩扩散散后后的的垫垫层层底底应应力力计计算算 扩散后的基底应力h( (按按条条形形基基础础计计算算) )165.2203.9267.4343.3420.2 基础q(等效）157.3191.9252.9332.3412.0 弯矩1(kn.m)113.3138.2182.1239.3296.6 组合弯矩1(kn.m)组组合合系系数数1.21.2，重重要要性性系系数数0.90.9122.3149.3196.7258.4320.4 弯矩2(kn.m)28.334.545.559.874.2 组合弯矩2(kn.m)组组合合系系数数1.21.2，重重要要性性系系数数0.90.930.637.349.264.680.1 结结构构抗抗力力弯矩1(kn.m)38.038.038.0443.7443.7 结结构构抗抗力力弯矩2(kn.m)9.59.59.5110.9110.9 剪力1(kn)188.8230.3303.5398.8494.4 组合剪力1(kn)组组合合系系数数1.21.2，重重要要性性系系数数0.90.9203.9248.8327.8430.7533.9 剪力2(kn)94.4115.2151.8199.4247.2 组合剪力2(kn)组组合合系系数数1.21.2，重重要要性性系系数数0.90.9101.9124.4163.9215.3267.0 结结构构抗抗力力剪力1(kn)235.2235.2235.22224.02224.0 结结构构抗抗力力剪力2(kn)117.6117.6117.61112.01112.0 截面1抗弯验算结果不满足不满足不满足满足满足 截面2抗弯验算结果不满足不满足不满足满足满足 截面1抗剪验算结果满足不满足不满足满足满足 截面2抗剪验算结果满足不满足不满足满足满足 径盖板暗涵结构计算书 径盖板暗涵结构计算书 第12页，共27页 三级三级三级三级三级三级三级三级三级三级三级 0.90.90.90.90.90.90.90.90.90.90.9 10.012.014.015.817.43.01.90.50.50.52.0 1919191919191919191919 3535353535353535353535 0.2710.2710.2710.2710.2710.2710.2710.2710.2710.2710.271 5.05.05.04.04.06.02.01.07.05.02.0 0.750.750.90.81.000.650.240.140.420.320.24 0.750.750.90.81.000.650.240.140.420.320.24 0.470.470.470.30.30.470.20.150.50.50.2 4040404040403030303030 18.418.418.418.418.418.413.813.813.813.813.8 1.651.651.651.651.651.651.391.391.391.391.39 2626262626262626262626 1212121216121212121212 2525252528221614181814 1212121212121212121212 hrb335hrb335hrb335hrb335hrb335hrb335hrb335hrb335hrb335hrb335hrb335 280280280280280280280280280280280 280280280280280280280280280280280 5050505050855050505050 666661166666 1515151515151515151515 22222666666 222221100000 0.200.200.200.200.200.200.200.200.200.200.20 是是是是是否否否否否否 1.31.31.31.31.31.01.01.01.01.01.0 0.800.800.800.801.000.800.700.600.900.800.70 4.04.04.04.53.03.01.51.54.53.51.5 4.754.754.905.304.003.651.741.644.923.821.74 0.60.60.60.70.50.50.10.10.50.50.1 0.60.60.60.70.50.50.10.10.40.40.1 素砼素砼素砼素砼素砼素砼素砼素砼素砼素砼素砼 0.630.630.630.630.630.630.630.630.630.630.63 黄黄色色为为输输入入数数据据，白白色色不不用用干干预预！ 这这是是盖盖板板暗暗涵涵计计算算表表格格。 若若填填土土高高度度0.5m0.5m，如如0.1m0.1m，则则计计算算的的单单块块盖盖板板受受汽汽车车产产生生的的垂垂直直压压力力q q汽汽非非常常大大，导导致致盖盖板板的的配配筋筋计计算算失失真真。对对于于明明涵涵建建议议填填土土高高度度按按0.5m0.5m输输入入比比较较稳稳妥妥。 径盖板暗涵结构计算书 径盖板暗涵结构计算书 第13页，共27页 0.0890.0890.0890.0890.0890.0890.0890.0890.0890.0890.089 0.1470.1470.1470.1470.1470.1470.1470.1470.1470.1470.147 2.52.52.52.52.52.52.52.52.52.52.5 0.4270.4270.4270.4270.4270.4270.4270.4270.4270.4270.427 0.3680.3680.3680.3680.3680.3680.3680.3680.3680.3680.368 11.7311.7311.7311.7311.7311.7311.7311.7311.7311.7311.73 1.041.041.041.041.041.041.041.041.041.041.04 1.391.391.391.391.391.391.391.391.391.391.39 11.7311.7311.7311.7311.7311.7311.7311.7311.7311.7311.73 1.041.041.041.041.041.041.041.041.041.041.04 1.391.391.391.391.391.391.391.391.391.391.39 2525252525252525252525 分离式分离式分离式分离式分离式分离式分离式分离式分离式分离式分离式 22222211221 素砼素砼素砼素砼素砼素砼素砼素砼素砼素砼素砼 0.800.801.001.001.600.700.600.600.600.600.60 410500400450450250280250250250300 0.400.400.400.400.400.400.400.400.400.400.40 浆砌片石浆砌片石浆砌片石浆砌片石浆砌片石浆砌片石浆砌片石浆砌片石浆砌片石浆砌片石浆砌片石 3.13.13.13.62.12.11.01.03.03.01.0 18.018.018.018.018.018.018.018.018.018.018.0 0.60.60.60.60.62.50.00.00.50.50.5 30.030.030.030.030.030.030.030.030.030.030.0 1.01.01.01.01.01.01.01.01.01.01.0 砂砾砂砾砂砾砂砾砂砾砂砾砂砾砂砾砂砾砂砾砂砾 20.020.020.020.020.020.020.020.020.020.020.0 21.021.021.021.021.024.532.032.032.032.032.0 66666666666 0.550.550.550.550.550.550.550.550.550.550.55 924.0924.0924.0924.0924.0924.0924.0924.0924.0924.0924.0 10.012.014.015.817.43.01.90.50.50.52.0 36.039.042.044.747.129.034.932.832.832.835.0 25.723.722.020.719.631.926.528.228.228.226.4 径盖板暗涵结构计算书 径盖板暗涵结构计算书 第14页，共27页 抗剪强度ok抗剪强度ok抗剪强度ok抗剪强度ok抗剪强度ok抗剪强度ok抗剪强度ok抗剪强度ok抗剪强度ok抗剪强度ok抗剪强度ok 计算配筋计算配筋计算配筋计算配筋计算配筋构造配筋构造配筋构造配筋构造配筋构造配筋构造配筋 2326272218157515119 4.33.83.74.55.56.614.119.86.69.011.0 0.1940.1960.1940.1960.1900.1980.1800.1570.1840.1880.182 okokokokokokokokokokok okokokokokokokokokokok okokokokokokokokokokok okokokokokokokokokokok 满足满足满足满足满足满足满足满足满足满足满足 满足满足满足满足满足满足基础无2截面 基础无2截面满足满足基础无2截面 满足满足满足满足满足满足满足满足满足满足满足 满足满足满足满足满足满足基础无2截面 基础无2截面满足满足基础无2截面 okokokokokokokokokokok 405.3491.4593.7547.7611.9175.4288.1219.5124.7111.3295.1 okok基础加大基础加大基础加大ok基础加大okokokok 490.1560.9645.1643.4640.7181.1298.9219.5166.4138.2196.3 1.521.822.122.822.900.390.560.230.060.080.59 1.431.441.461.491.501.161.221.091.041.041.24 270.89328.53387.31447.62494.2566.0044.1710.369.889.8846.94 19.5019.5023.4020.8026.0016.906.243.6410.928.326.24 290.39348.03410.71468.42520.2582.9050.4114.0020.8018.2053.18 550550550550550550550550550550550 3030303030303030303030 240240240240240240240240240240240 280280280280280280280280280280280 1.41.41.41.41.41.41.41.41.41.41.4 1.81.81.81.81.81.81.81.81.81.81.8 15x2.515x2.515x2.515x2.515x2.515x2.515x2.515x2.515x2.515x2.515x2.5 径盖板暗涵结构计算书 径盖板暗涵结构计算书 第15页，共27页 0.60.60.60.60.60.60.60.60.60.60.6 0.20.20.20.20.20.20.20.20.20.20.2 6.077.238.389.4210.352.031.400.590.590.591.45 17.0519.3621.6723.7425.598.967.691.181.181.187.81 44444441114 5.877.038.189.2210.151.831.200.390.390.391.25 13.1515.4617.7719.8421.695.063.790.780.780.783.91 22222221112 2.501.871.451.191.0112.3419.1876.4876.4876.4818.34 1086.111301.661536.111082.631202.42433.7830.502.31146.2568.8232.17 9.357.005.442.752.3361.5011.6111.32105.7075.9711.10 1184.81414.61665.91172.71301.6546.047.616.8291.1170.148.7 1092.61306.61539.91084.6120