橋臺(tái)計(jì)算計(jì)算程序一.結(jié)構(gòu)尺寸及圖例二.上部恒載反力及橋臺(tái)自重計(jì)算（考慮水位影響）三.土壓力計(jì)算四.支座活載反力計(jì)算五.汽車制動(dòng)力與支座摩阻力六.地震水平力七.地震時(shí)作用與臺(tái)背的主動(dòng)土壓力八.荷載組合九.檢算一.結(jié)構(gòu)尺寸及圖例（單位：m）L12.5L29.23a3.8766667b14.3372627α90基底幾何形2-2.168631心X坐標(biāo)3456789洪水位常水位帽頂距梁底支中距臺(tái)背前墻坡度背坡

a10.3610a100.75h10.88h100.7a20.4411a110.75h21.42h116.68a30.712a122.226667h30.5h126.68a41.4513a133.576667h45.96h130.75a51.98666714a143.876667h55.96h140.75a60.00b70.3h65.96b80.3a74.037263b90.3h70.75b100a84.337263側(cè)墻坡度q:13h80.75a9h9b10.05b20b30.3b40.3b50b60.3H10H20H0.0135A0.356n:110000m:13二、上部構(gòu)造恒載彎矩正、反力及橋負(fù)值：逆臺(tái)臺(tái)身自時(shí)針為“重計(jì)算（長(zhǎng)度單 －”，順時(shí)針為“位：m，+”。力單位：KN）上部恒載反力編號(hào)鉛直力N對(duì)基底中心彎矩（KN*m)對(duì)E點(diǎn)距離（KN）距離（m）（m）06891.224035333843.3603447-0.9445962.不考浮力3.浮力（設(shè)0m4.浮力（最0m時(shí)自重恒載計(jì)洪水位計(jì)算水位：計(jì)算水位：低水位時(shí)）計(jì)算時(shí)）編號(hào)鉛直力N對(duì)基底中心彎矩（KN*m)對(duì)E點(diǎn)距離編號(hào)鉛直力N對(duì)基底中心距彎矩（KN*m)對(duì)E點(diǎn)距離編號(hào)鉛直力N對(duì)基底中心彎矩對(duì)E點(diǎn)距離（KN）距離（m）（m）（KN）離（m）（m）（KN）距離（m）（KN*m)（m）119.80.2480353334.9110996-1.920596150——————160——————239.050.64803533325.30577977-1.520596321.8750.81803533317.89452292-1.3505964518.520.843035333437.130681-1.3255965355.216-0.54418689-193.30389-2.7128182260.10656481.5682340.167118543-0.600397337181.67682-0.15-27.251523-2.318631338195.1768200-2.16863133910116.298-2.44636867-284.507783-4.615111109.8152-2.44636867-2715.01713-4.615121647.459008-2.44636867-4030.2921-4.61513594.2274-2.44636867-1453.69929-4.61514644.0694-2.44636867-1575.6312-4.615∑5443.290213-9794.29371三、土壓力計(jì)算（具體參數(shù)解釋詳見(jiàn)《公路橋涵設(shè)計(jì)通用規(guī)范》）（一） 臺(tái)后填土表面無(wú)活載時(shí)土壓力計(jì)算部位參數(shù)BγHμφαδβEExEzexezex'ez'MxMz前墻9.0518.508.880.710.610.320.310.004704.403809.082760.86-1.382.96-3.552.9611274.87-3815.40（二）臺(tái)后填土表面有活載時(shí)土壓力計(jì)算（β=0）破壞棱體長(zhǎng)Htg(θ+α)度l0=-tgω+((ctgφ+tgω)(tgω-tgθ=tgα))1/2tgθ前墻=0.432781273tgθ側(cè)墻=#REF!θ前墻=0.408442951θ側(cè)墻=#REF!l0前墻=7.949962697l0側(cè)墻=#REF!公路一級(jí)ΣG=1110KNh前墻=ΣG/(Bl0γ）h前墻=0.83363828mh側(cè)墻=#REF!m部位參數(shù)BγHμφαδβEExEzexezex'ez'MxMz前墻9.0518.508.880.710.610.320.310.005587.684524.263279.22-1.303.19-3.473.1914450.27-4276.04注：填土高度取背頂?shù)交數(shù)母叨?，若取背頂?shù)交椎母叨?，接觸面為一折面，無(wú)法運(yùn)用庫(kù)倫土壓力理論公式，有待尋求更好的方法。不考慮水位對(duì)土壓力的影響。不考慮臺(tái)前溜坡的土壓力，計(jì)算結(jié)果偏于保守。四、支座活載反力計(jì)算公路一級(jí)R=761.76KNe=1.224035333me'=-0.944596m

M= 932.4211555KN*m五、汽車制動(dòng)力與支座摩阻力汽車制動(dòng)力0.1*F總=（10.5*13+212）=橋臺(tái)自動(dòng)力分配系數(shù)F臺(tái)=支座摩阻力 μ=F摩=注：1.支座摩阻力與汽車制動(dòng)力不能同時(shí)參與組合，二者取其小者

34.85<165KN0.582.5KNef=8.88m0.2137.8KNef=7.9735m

M= 732.6KN*mM= 1098.7483KN*m六、地震水平力上部結(jié)構(gòu)對(duì)板式橡膠支座頂兩處產(chǎn)生的水平地震力（不考慮）橋臺(tái)的水平地震荷載Ci Cz Kh Gau Ehau（KN） e M1.3 0.35 0.1 5443.290213247.6697047 3.34 827.216814注：1.關(guān)于橋梁墩臺(tái)的抗震設(shè)計(jì)詳見(jiàn)《公路抗震規(guī)范》楊白線諸橋抗震烈度為7度，地震動(dòng)峰值加速度0.10g，按規(guī)范簡(jiǎn)直梁可不做抗震設(shè)計(jì)七、地震時(shí)作用于臺(tái)背的主動(dòng)土壓力Eea=1/2γ2φ/(1+sinH2KA(1+3CicosθEExEzexezex'ez'MxMzφ)20.27099005CzKhtgφ)=KA=Eea=216.5531219KN/m0.0261799392220.391763.091349.69-1.183.55-3.353.556262.49-1598.88注：1.沒(méi)有考慮地震時(shí)的側(cè)墻土壓力八、荷載組合作用力匯總力作用上部恒載(永久)橋臺(tái)自重（永久）浮力（永 最高水位久） 最低水位主動(dòng)土壓力 臺(tái)后無(wú)活載（永久） 臺(tái)后有活載支座活載反力（可變）汽車制動(dòng)力（可變）支座摩阻力（可變）上部結(jié)構(gòu)對(duì)支座板頂面產(chǎn)生的水平地震力地震力（偶橋臺(tái)水平地然）震力地震時(shí)作用于臺(tái)背的主動(dòng)土壓力2.荷載組合（按承載能力極限狀態(tài)設(shè)計(jì)）

水平力F鉛直力N（KN）偏心矩M抗傾覆彎矩（KN）（KN*m）M'(KN*m)0.00689.00843.360.000.005443.29-9794.290.000.000.000.000.000.000.000.000.003809.08#REF!2760.867459.470.004524.26#REF!3279.2210174.220.000.00761.76932.420.0082.500.00732.60732.60137.8001098.751098.75————————247.67——827.22827.221763.091349.694663.610.00荷載組合①ro*sd=1.0*(1.2*上部恒載+1.2*橋臺(tái)自重+1.2*最低水位時(shí)浮力+1.2*臺(tái)后有活載土壓力+1.4*支座反力+1.4*支座摩阻力)②ro*sd=1.0*(1.2*上部恒載+1.2*橋臺(tái)自重+1.2*最低水位時(shí)浮力+1.2*臺(tái)后無(wú)活載土壓力+1.4*支座反力+1.4*支座摩阻力)③ro*sd=1.0*(1.0*上部恒載+1.0*橋臺(tái)自重+1.2*最高水位時(shí)浮力+1.0*臺(tái)后無(wú)活載土壓力+1.4*支座反力+1.4*支座摩阻力)④ro*sd=1.0*(1.0*上部恒載+1.0*橋臺(tái)自重+1.2*最高水位時(shí)浮力+1.2*臺(tái)后無(wú)活載土壓力+1.4*支座反力+1.4*支座摩阻力)⑤ro*sd=1.0*(1.2*上部恒載+1.2*橋臺(tái)自重+1.2*最低水位時(shí)浮力+1.2*臺(tái)后有活載土壓力)⑥r(nóng)o*sd=1.0*(1.2*上部恒載+1.2*橋臺(tái)自重+1.2*最高水位時(shí)浮力+1.2*臺(tái)后有活載土壓力)⑦ro*sd=1.0*(1.0*橋臺(tái)自重+1.0*最高水位時(shí)浮力+1.0*臺(tái)后無(wú)活載土壓力)⑧ro*sd=1.0*(1.2*上部恒載+1.2*橋臺(tái)自重+1.2*最低水位時(shí)浮力+1.2*臺(tái)后無(wú)有活載土壓力+1.4*支座反力+1*橋臺(tái)水平地震力+1*地震時(shí)作用于臺(tái)背的主動(dòng)土壓力)九、檢算地基強(qiáng)度檢算豎向力總和基底截面面基底偏心距M基底截面模最小基底應(yīng)最大基底應(yīng)地基容許承組合力σ載力[σ0]檢算結(jié)果N(KN)積A（m^2）（KN*m）量W（m^3）力σmin(KPa)max(KPa)（KPa）①#REF!82.414311.5997.89#REF!#REF!600.00#REF!②11738.2482.411053.8897.89131.68153.209203600.00通過(guò)③9959.6182.411352.1797.89107.05134.672807600.00通過(guò)④10511.7882.412844.0797.8998.51156.613902600.00通過(guò)⑤11293.8282.411467.9597.89122.05152.046098600.00通過(guò)⑥11293.8282.411467.9597.89122.05152.046098600.00通過(guò)⑦8204.1582.41-2334.8397.89123.4175.7055922600.00通過(guò)⑧#REF!82.418264.1697.89#REF!#REF!600.00#REF!基底偏心距檢算組合基底偏心距e基底截面核偏心系數(shù)最大容許系檢算結(jié)果心半徑ρ數(shù)①#REF!1.19#REF!1.2#REF!②0.091.190.0755806261.2通過(guò)③0.141.190.1142910781.2通過(guò)④0.271.190.22776451.2通過(guò)

FNMM’5622.028997#REF!4311.58556204763.81445111738.2391053.87887404001.9987099959.60983135281445110511.780952844.06554805429.10899711293.816871467.94832405429.10899711293.816871467.94832403809.0787098204.14583-2334.8256507441.07#REF!8264.162373827.2168136⑤0.131.190.1094190051.2通過(guò)⑥0.131.190.1094190051.2通過(guò)⑦-0.281.19-0.239576281.2通過(guò)⑧#REF!1.19#REF!1.2#REF!基礎(chǔ)抗傾覆和抗滑移穩(wěn)定性檢算組合抗傾覆穩(wěn)定容許最小系檢算結(jié)果基底摩擦系抗滑移穩(wěn)