桥台稳定计算

计算参数桥台尺寸X10.4Y10.4Z10.3挡土高度H13.7墙背与竖直线夹角ε7砼容重X20.9Y21.6Z20.51H21.73钢筋砼容重X30.45Y30.86Z31.2挡墙前趾处土坡度i0.66667浆砌石容重X40.3Y40.3Z40.81填土参数C0墙后填土表面坡角β10路面容重X50.9Y50.54Z50内摩擦角φ28cos2(φ-ε)/cos2εcos(ε+δ)0.9476551回填土容重X60.3Y60.34桥净跨L8sin(φ+δ)sin(φ-β)0.2067727回填土浮容重X70Y70.3路面厚度0.2桥台底抗滑系数f0.25cos(ε+δ)cos(ε-β)0.932301桥面板折合厚度∑Y(2-5)3.3∑Z(2-4)2.52主动土压力系数ξ10.36103∑X(1-7)3.25∑Y(1-5)3.7∑Z(1-4)2.82静止土压力系数ξ20.43324对挡墙前趾的弯矩0.8633台帽重量G186.715S11.675145.2476257G2-29.484S21.525-44.96310.588底板G3175.968S31.625285.948G40S43.250前墙G583.4624S5183.46240.4887G6213.872S61.675358.23627G7102.353S72.35240.530067浆砌石体积46.55221043侧墙G820.3688S82.72555.50498G922.0248S93.168.27688G1074.8843S102.65198.4434489.571682.6525.364952G118.8128S112.6523.35392路面G1228.6409S122.571.60228571墙后土重G1375.6524S132.65200.478807G14-15.055S142.725-41.02542G1538.2561S153.1118.593972G160S163.250G1736.0835S172.6595.621328G180S183.25015.35951.62524.959187535.91252.166777.81041667墙前土重-10.411-10.4101228.14590.719.7021160.78540.78539816314Ψ（弧度表示）G19计算桥台稳定时，取洪水期桥上无活载时的工况进行计算。说明：计算地基承载力时，取完建期桥上行车时的荷载。S20陈集镇仓王村爱民桥桥台稳定计算中心到前趾的距离工况系数K0溜坡坡角（弧度制）墙前土压力计算高度自然容重-浮容重墙后填土对墙背的摩擦角δG20P1为桥台前趾处的地基应力；P2为后趾处的地基应力。洪水水位取台帽下缘线；完建期水位取桥台底板最下缘。S19桥面板折合厚度指预置板及铺装层折合成现浇板的厚度。12.50930.26673.3358087.939680.13331.058624桥面重G22273.877S221.525417.66212土压力F1-211.74S231.2333-261.144486F22.74476S240.62171.706326959竖向荷载∑V1492.020674水平荷载∑P-208.9940105桥面活载车重(汽-15)F3196.56S251.525299.754力矩总和∑M2459.110408制动力F40S263.70浮托力F50S271.6250F60S283.250偏心距e-0.023174486基底应力P177.91525147P284.88023945P1/P20.917943351P2/P11.0893918竖向荷载∑V1295.460.3*∑V388.638不均匀系数η1.089391844水平荷载∑P-208.99抗滑稳定系数Kc1.784764873力矩总和∑M2159.36抗倾稳定系数K0活载系数1车重(汽-15)F3196.56S251.525299.754制动力F40S263.90竖向荷载∑V1492.02水平荷载∑P-208.99力矩总和∑M2459.11偏心距e-0.0232基底应力P177.9153P284.8802P1/P20.91794P2/P11.089不均匀系数η1.08939抗滑稳定系数Kc1.54964抗倾稳定系数K0洪水期运行前请将工况系数K置为0G21S21此处系数取1时，（综合考虑车重及刹车力）无活载时有利于桥台稳定此处系数取-1时，（综合考虑车重及刹车力）有活载时有利于桥台稳定枯水期（完建期）运行前请将工况系数K置为1合计1295.462418.794567Z4Z5Z4Z2Z3G9G10G11Z1Y7Y6Z2Z3G9G10G11G16G16G17G18G17G18G18G19G19G19G19G10G20G21G22F2F2X3X5H2H1Z2Z5X7X7X6Z4Z2X4Z3i=1:nG1G1G2G2G4G4G3G5G6G7G8G8G9G9G9G10G11G10G10G2G5G12G13G14G14G15Z1Y7Y6Z2Z3G9G11G15G16G16Z1Y7Y6Z1Z3Z4Z1Y7Y6Z2Z1Z3Y5Y4Y3Y2Y1X6X2X1Y7Y610.5KN/m≤5m8≥50m180192360KN0.750.80.77.88KN/m144.00KN550.00KN140公路Ⅱ级荷载车道荷载折减0.8,车辆荷载折减0.7桥面宽度1活载分项系数1.46.30KN/m8.82115.20KN161.3385.00KN53998KNF3196.56稳定计算计算桥跨7.455车辆作用在桥板上的工况车辆作用在桥台后土上工况桥台台帽处支座反力l0=#REF!Pk＋1/2×L×qk车道荷载138.683ΣG0车辆荷载177.596h=#REF!mμ0.82146土压力计算E=#REF!KNα0.350727948C=#REF!mψ0.48844444428α+δ0.59495对前趾的力臂δ0.244222222Ex#REF!KN#REF!β0Ey#REF!KN#REF!ω1.083394615θ0.469486955μ0.821456347H03.3均布荷载标准值qk集中荷载标准值PK车辆荷载标准值公路Ⅰ级荷载车道荷载均布荷载标准值qk集中荷载标准值Pk公路Ⅱ级荷载车道荷载按公路Ⅰ级荷载折减系数公路Ⅳ级荷载车道荷载按公路Ⅱ级荷载折减系数车辆荷载标准值单个后轴车辆荷载标准值单个后轴车辆荷载折减系数公路Ⅱ级荷载车道荷载均布荷载标准值qk集中荷载标准值PK车辆荷载标准值Z4Z5Z4Z2Z3G9G10G11Z1Y7Y6Z2Z3G9G10G11G16G16G17G18G17G18G18G19G19G19G19G10G20G21G22F2F2X3X5H2H1Z2Z5X7X7X6Z4Z2X4Z3i=1:nG1G1G2G2G4G4G3G5G6G7G8G8G9G9G9G10G11G10G10G2G5G12G13G14G14G15Z1Y7Y6Z2Z3G9G11G15G16G16Z1Y7Y6Z1Z3Z4Z1Y7Y6Z2Z1Z3Y5Y4Y3Y2Y1X6X2X1Y7Y6γ17B5.04E383.2320579KNC1.1mα+δ0.59495017对前趾的力臂Ex214.7891086KN1.5mEy317.3837567KN2.54756m强度计算桥台台帽处支座反力l0=#REF!Pk＋1/2×L×qk车道荷载138.683ΣG0车辆荷载177.596h=#REF!mμ0.82146土压力计算E=#REF!KNα0.350727948C=#REF!mψ0.48844444428α+δ0.59495对前趾的力臂δ0.244222222Ex#REF!KN#REF!β0Ey#REF!KN#REF!ω1.083394615θ0.469486955μ0.821456347H0#REF!γ17B5.04E#REF!KNC#REF!mα+δ0.59495017对前趾的力臂Ex#REF!KN1.1mEy#REF!KN#REF!m2425232417100.44420.54L11.2L70.4L80.3L20.3B11.2H60.86L30.45B20.51H71.6L40.3B31.20.4L51.65B40.81L60.9B50.3γ桥面板及荷载P0425.000底板P19.67224232.128P20.6802416.330P31.2702430.482P41.5122436.288P54.45024106.803P69.29924223.171P73.6292487.091P84.0392496.941P90.8862421.254P100.8862421.254路面P110.9652120.261P121.1961720.325P131.7931730.487P140.8861715.055P150.8861715.055P163.0871752.485土压力E∑1450.41数值0.04555.02064.9470.8471.712抗滑稳定系数Kc0.4*2043.13/285.6Kc＝f*∑V/∑H＞1.2η92.67/68.143η＝σmax/σmin＜2.00基地应力σmin2043.13/((0.3+2.55+0.5+0.5)*2*(0.3+0.5+1.6+0.9))-备注偏心距e199.947/2043.13e＝∑M/∑V基地应力σmax2043.13/((0.3+2.55+0.5+0.5)*2*(0.3+0.5+1.6+0.9))+199.947*6/((0.3+2.55+0.5+0.5)0.5*17*(0.57+0.3+2.13+0.5+0.5)^2*2*(0.5+1.6+0.9)*0.35名称计算公式0.2*2.1*(1.6+0.9)*2墙内填土2*0.3*0.9*(2.13+0.5)(2.1-0.3)*0.5*(2.13+0.5)*2*0.91.6*(2.13+0.5)*2*0.3*0.51.6*(2.1-0.3)*(2.13+0.5)/3(0.57+0.3-0.2)*2.1*(1.6+0.9)*2侧墙2.1*0.5*(0.57+0.3+2.13+0.5)*21.6*0.3*0.5*(2.13+0.5)*22*1.6*(2.1-0.3)*(2.13+0.5)/(2*3)前墙(2.13+0.5)*(1.6+0.9)*2*(2.1-0.3)*0.5(2.13+0.5)*(0.3+0.45)*(0.5+1.6+0.9)*20.5*0.5*0.5*(0.5+1.6+0.9)*2台帽0.45*0.3*(0.5+1.6+0.9)*20.3*(0.57+0.3)*(0.5+1.6+0.9)*20.3*(0.3+0.45)*(0.57+0.3)*2(0.3+2.55+0.5+0.5)*(0.3+0.5+1.6+0.9)*2*0.5体积（m3）容重（kn/m3H4静止土压力系数K0H5竖向力V（kn）计算部位编号（Pi）体积计算公式基本参数(m）H1H2H3maxminVMAWmaxminVMAW-0.425f0.250.30.3417+计算公式-计算公式+-0.10.175+0.3+0.5*0.4542.50000.0000.10.175+0.3+0.5*0.451.633-0.2750.175+0.5*0.3-8.383-0.050.175+0.5*(0.3+0.45)-1.8143.70.725(2.1-0.3)/3-0.17577.432-0.050.175+0.5*(0.3+0.45)-11.1590.6250.175+0.3+0.45+0.5/354.4321.0250.5*2.1-0.17599.3641.4750.3*0.5+(2.1-0.3)-0.17531.3501.025(2.1-0.3)*2/3-0.17521.7861.0252.1/2-0.17520.7671.4750.3*0