拱桥计算程序.xls

上部结构计算等截面悬链线圬工拱桥计算程序一一、设设计计资资料料（一一）设设计计标标准准荷载孔径数据车道布置车道数C汽车挂车人群（KN/m)净跨径lo(m)净矢高fo(m)净矢跨比(fo/lo)车行道(m)人行道(m)桥面总宽度(m)2010035010 1/571132（二二）材材料料及及其其数数据据1 1、拱拱上上建建筑筑拱顶填料厚度（m)桥面系换算厚度（m)换算容重r1(KN/m3)护拱容重r2(KN/m3)腹拱容重r3(KN/m3)拱腔填料容重r4(KN/m3)0.50.24202324192 2、主主拱拱圈圈砂浆标号料石标号容重r5(KN/m3)极限抗压强度(KN/m2)极限抗剪强度(KN/m2)弹性模量(KN/m2)拱圈设计温差(0C)1040246500330520000020二二、主主拱拱圈圈计计算算（一一）确确定定拱拱轴轴系系数数1 1、拟拟定定上上部部结结构构尺尺寸寸（1 1）、主主拱拱圈圈几几何何尺尺寸寸截面高度d(m)采用截面高度d(m)横截面面积A（m2)惯性矩I(m4)截面抵抗矩W(m3)截面回转半径w(m)假定拱轴系数my1/4/fsinjcosj计算跨径l(m)计算矢高f(m)拱脚水平投影X(m)拱脚竖向投影Y(m)0.98491.01.00000.08330.16670.28872.81400.210.700970.7131950.7010.140.700.71主主拱拱圈圈截截面面坐坐标标表表截面号y1/fy1cosd/(2*cos)拱圈顶面y上(m)拱圈底面y下(m)x1234567801.00000010.14340.713190.70119.442310.844525.35010.8100488.21660.764310.65427.56258.870823.23820.6472896.56570.811000.61655.94927.182221.12530.5084715.15760.852380.58664.57105.744219.01340.3908203.96420.888000.56313.40124.527316.90050.2919882.96180.917820.54482.41703.506514.78860.2100002.13010.942120.53071.59942.660812.67570.1432181.45270.961370.52010.93261.972810.56380.0903080.91600.976140.51220.40381.42838.45090.0502130.50930.986960.50660.00271.01596.338100.0221330.22450.994330.5029-0.27830.72744.225110.0055060.05580.998600.5007-0.44490.55662.113120.0000000.00001.000000.5000-0.50000.50000.000（2 2）、拱拱上上构构造造几几何何尺尺寸寸(a)(a)腹腹拱拱圈圈砂浆标号料石标号截面高度d(m)净跨径l（m)净矢高f(m)净矢跨比f/lsin0cos0拱脚水平投影X(m)拱脚竖向投影Y(m)10400.330.6 1/50.6896550.7241380.210.22(b)(b)腹腹拱拱墩墩砂浆标号块石标号横墙厚度（m)10400.8腹腹拱拱墩墩高高度度计计算算表表项目X(m)=X/L=Ln(m+SQRT(m2-1)*y1=f/(m-1)*(ch-1)tg=2*f*k/(m-1)/l*shcos=1/SQRT(tg*tg+1)h=y1+d/2*(1-1/cosi)-(d+f)1#横墙22.30100.87971.49077.45250.78780.78556.422#横墙18.50100.72981.23674.84970.58940.86153.873#拱座14.99750.59161.00253.05340.44070.91512.11空、实腹段分界线14.89410.58750.99563.00800.43670.91642.062 2、恒恒载载计计算算(1)(1)主主拱拱圈圈恒恒载载PkP012=Pk*A*r5*lM1/4kM1/4=Mk*A*r5*l/4MjkMj=Mj*A*r5*l/40.55288672.760.126141945.520.523038066.97(1)(1)拱拱上上空空腹腹段段恒恒载载(a)(a)腹腹孔孔上上部部腹拱圈外弧跨径l外腹拱圈内弧半径R0腹拱圈重Pa（KN)侧墙护拱重Pb(KN)RAaAb填料及路面重Pc（KN）两腹拱间以上重Pd一个腹拱重P(KN)3.412.1825.4816.750.7250011.522020.1188950.5214.87107.63(b)(b)腹腹孔孔下下部部1#横墙P1(KN)2#横墙P2(KN)3#拱座P3(KN)集中力P13(KN)集中力P14(KN)集中力P15(KN)121.2872.3911.00228.91180.0157.38(C)(C)拱拱上上实实腹腹段段的的恒恒载载 拱顶填料及桥面重P16曲边三角形部分重P17F1=X/L=Ln(m+SQRT(m2-1)*shch重心位置(m)220.43269.249.94230.58750.99561.16841.537911.23第 1 页上部结构计算(E)(E)半半拱拱恒恒载载对对拱拱脚脚和和1/41/4拱拱跨跨截截面面的的弯弯距距分块号恒重（KN）l/4截面拱脚截面力臂(m)力矩(KN.m)力臂(m)力矩(KN.m)P0-12672.761945.528066.97P13228.913.05698.06P14180.016.851233.00P1557.38(2.32)(133.25)10.35594.03P16220.435.231152.4717.903946.50P17269.241.44388.7914.123801.48合计1628.733353.5318340.043 3、验验算算拱拱轴轴系系数数M1/4/Mj判断0.18修改拱轴系数(二二）拱拱圈圈弹弹性性中中心心及及弹弹性性压压缩缩系系数数ys/f弹性中心ysrw2rw2/f2系数系数11/（1+）0.33343.38210.08330.0008111.12729.185940.009010.007440.00895(三三）主主拱拱圈圈截截面面内内力力计计算算1 1、恒恒载载内内力力计计算算(1(1）不不计计弹弹性性压压缩缩的的恒恒载载推推力力Hg=Mj/f=1808.08(KN)(2(2）计计入入弹弹性性压压缩缩的的恒恒载载内内力力计计算算表表项目拱顶3*l/8截面l/4截面l/8截面拱脚y=ys-y13.382.871.25-1.78-6.76cos1.000000.986960.942120.852380.71319Hg=(1-1/（1+）)*Hg1791.901791.901791.901791.901791.90Ng=Hg*1/（1+）*cos1808.081831.961919.162121.212535.19Mg=1/（1+）*Hg*y54.7046.4720.25-28.72-109.361 1、活活载载内内力力计计算算（1 1）、汽汽车车、挂挂车车和和人人群群荷荷载载的的内内力力车道折减系数单位拱宽汽车等代荷载K1系数单位拱宽人群等代荷载K2（KN）单位拱宽挂车等代荷载K2系数1.000.153850.346150.09615单单位位拱拱宽宽的的计计算算荷荷载载表表不不计计弹弹性性压压缩缩的的汽汽车车和和人人群群内内力力计计算算表表截面项目汽车-20级等代荷载人群荷载合计截面项目计算荷载影响线面积力或弯矩K20K1K2系数乘数面积拱顶Mmax39.79626.12250.356.4686拱顶Mmax6.46860.00732570.5918.6368120.5546相应的H124.35933.74760.354.0937相应的H14.09370.0691253.4217.519271.7192Mmin28.08464.32070.354.6669Mmin4.6669-0.00462570.59-11.7219-54.7044相应的H122.02243.38810.353.7342相应的H13.73420.0590253.4214.959755.8626l/4截面Mmax37.18365.72060.356.0667l/4截面Mmax6.06670.00882570.5922.6726137.5480相应的H124.27193.73410.354.0803相应的H14.08030.0404253.4210.225741.7238Mmin21.48643.30560.353.6518Mmin3.6518-0.01052570.59-26.9141-98.2835相应的H120.42433.14220.353.4884相应的H13.48840.0878253.4222.253277.6271拱脚Mmax20.51173.15560.353.5018拱脚Mmax3.50180.01992570.5951.2575179.4936相应的H118.23882.80600.353.1521相应的H13.15210.0924253.4223.421573.8275相应的V5.60090.86170.35相应的V汽车0.86170.500050.7025.350521.8439Mmin28.93414.45140.354.7976人群0.350.17078.65312.9953相应的H113.49182.07570.352.4218Mmin4.7976-0.01412570.59-36.2196-173.7654相应的V13.81072.12470.35相应的H12.42180.0358253.429.059921.9415相应的V汽车2.12470.550.7025.350553.8628人群0.350.3293316.69745.7799不不计计弹弹性性压压缩缩的的挂挂车车内内力力计计算算表表计计入入弹弹性性压压缩缩的的汽汽车车和和人人群群内内力力计计算算表表截面项目汽车-20级等代荷载影响线面积力或弯矩项目拱顶l/4截面拱脚K801.25/9*K80MmaxMminMmaxMminMmaxMmin拱顶Mmax77.15847.419118.6368138.2676轴向力cos1.00000.94210.7132相应的H162.79256.037717.5192105.7766sin0.00000.33530.7010Mmin39.42243.7906-11.7219-44.4331与M相应的Hi71.719255.862641.723877.627173.827521.9415相应的H134.5723.324214.959749.7293与M相应的V24.839259.6426l/4截面Mmax77.12057.415422.6726168.1271N=H1*cos+V*sin71.719255.862644.287182.396270.064657.4562相应的H150.00794.808510.225749.1697H=1/（1+）*H10.64160.49970.37330.69440.66040.1963Mmin51.85654.9862-26.9141-134.1989N=H*cos0.64160.49970.35160.65420.47100.1400相应的H145.49444.374522.253297.3458NP=N-N71.077655.362843.935581.741969.593657.3162拱脚Mmax50.28184.834851.2575247.8193弯矩M120.5546-54.7044137.5480-98.2835179.4936-173.7654相应的H141.24483.965823.421592.8861y=ys-y13.38211.2520-6.7613相应的V11.6361.118825.350528.3633M=H*y2.16991.69020.46730.8694-4.4654-1.3271Mmin71.39346.8648-36.2196-248.6384MP=M+M122.7246-53.0142138.0153-97.4141175.0282-175.0926相应的H142.61684.09789.059937.1255相应的V36.12053.473125.350588.0454第 2 页上部结构计算计计入入弹弹性性压压缩缩的的挂挂车车内内力力计计算算表表项目拱顶l/4截面拱脚MmaxMminMmaxMminMmaxMmin轴向力cos1.00000.94210.7132sin0.00000.33530.7010与M相应的Hi105.776649.729349.169797.345892.886137.1255与M相应的V28.363388.0454N=H1*cos+V*sin105.776649.729352.1905103.326486.127388.1948H=1/（1+）*H10.94630.44490.43990.87080.83090.3321N=H*cos0.94630.44490.41440.82040.59260.2369NP=N-N104.830449.284551.7761102.505985.534687.9579弯矩M138.2676-44.4331168.1271-134.1989247.8193-248.6384y=ys-y13.38211.2520-6.7613M=H*y3.20031.50460.55071.0903-5.6182-2.2455MP=M+M141.4679-42.9286168.6778-133.1086242.2011-250.8840温温度度内内力力计计算算表表项目温度上升温度下降拱圈砌体线膨胀系数系数温度产生的水平力Ht（KN）拱顶l/4截面拱脚拱顶l/4截面拱脚cos1.000000.942120.713191.000000.942120.71319y=ys-y13.381.25-6.763.381.25-6.768.00E-06 0.0993736.7812Nt=Ht*cos6.78126.38874.8363-6.7812-6.3887-4.8363Mt=-Ht*y-22.9348-8.490145.849522.93488.4901-45.8495(四四）主主拱拱圈圈正正截截面面强强度度验验算算（1 1）主主拱拱圈圈荷荷载载效效应应不不利利组组合合的的设设计计值值编号荷载效应系数拱顶l/4截面拱脚M(KN.m)N(KN)M(KN.m)N(KN)M(KN.m)N(KN)1恒载1.2或0.954.701808.0820.251919.16-109.362535.192汽车-20级Mmax1.4122.7271.08138.0243.94175.0369.593汽车-20级Mmin-53.0155.36-97.4181.74-175.0957.324挂车-100Mmax141.47104.83168.6851.78242.2085.535挂车-100Mmin-42.9349.28-133.11102.51-250.8887.966温度上升-22.936.78-8.496.3945.854.847温度下降22.93-6.788.49-6.39-45.85-4.84荷载组合Mj(KN.m)Nj(KN)Mj(KN.m)Nj(KN)Mj(KN.m)Nj(KN)8组合I恒+汽Mmax1237.462269.20217.522364.50146.612379.119恒+汽Mmin-24.991704.78-118.151841.68-376.363122.4810组合II恒+汽Mmax+温升0.8164.281822.95164.511898.75168.641908.7011恒+汽Mmin+温升-45.681371.42-104.031480.50-249.742503.4012恒+汽Mmax+温降215.651807.76183.531884.4465.941897.8713恒+汽Mmin+温降5.701356.23-85.011466.19-352.442492.5614组合III恒+挂Mmax0.8210.961853.16208.361900.38192.531921.1415恒+挂Mmin-8.691357.01-134.501496.60-385.982532.30（2 2）主主拱拱圈圈截截面面抗抗力力材料安全系数rm截面形状系数m1.928主主拱拱圈圈抗抗力力效效应应的的设设计计值值计计算算表表截面编号e0=Mj/Nj=（1-(e0/y)m/(1+e0/yw)2RN=*A*Raj/rme0应力值判断偏心距判断拱圈80.10460.88392992.220.25满足要求满足要求9-0.01470.99743376.71满足要求满足要求100.09010.91123084.790.3满足要求满足要求11-0.03330.98693340.95满足要求满足要求120.11930.85412891.61满足要求满足要求130.00420.99983384.70满足要求满足要求140.11380.86542929.80满足要求满足要求15-0.00640.99953383.75满足要求满足要求l/4截面80.09200.90783073.300.25满足要求满足要求9-0.06420.95293226.08满足要求满足要求100.08660.91743105.660.3满足要求满足要求11-0.07030.94413196.05满足要求满足要求120.09740.89783039.47满足要求满足要求13-0.05800.96123254.13满足要求满足要求140.10960.87392958.62满足要求满足要求15-0.08990.91163086.29满足要求满足要求拱脚80.06160.95643237.860.25满足要求满足要求9-0.12050.85152882.82修改截面满足要求100.08840.91433095.440.3满足要求满足要求11-0.09980.89333024.25满足要求满足要求120.03470.98573337.08满足要求满足要求13-0.14140.80652730.35满足要求满足要求140.10020.89243021.31满足要求满足要求15-0.15240.78202647.36满足要求满足要求第 3 页上部结构计算（2 2）主主拱拱圈圈正正截截面面受受剪剪强强度度验验算算（a a）内内力力计计算算恒载汽车-20级+人群荷载挂车-100荷载QgNgKHHpKVVpQpNpKGHpKGVpQpNp94.482535.1917.5698.1112.7158.3427.16110.8734.83107.8219.7248.0741.29110.59（b b）荷荷载载组组合合组合I组合III强度验算判断QjNjQjNj组合I组合III组合I组合III151.4023197.453136.9442557.6512381.0741933.213满足要求满足要求(五五）主主拱拱圈圈稳稳定定性性验验算算悬链线弧长系数 l/rSlo*(-3)1.1057556.06320.18320.1830.0020.694主主拱拱圈圈稳稳定定性性验验算算计计算算表表截面Nj=0.77*1.2*Nge0=Mg/Nge0=(1-(e0/y)8)/(1+e0/rw)2)RN=*A*Raj/rm判断应力判断偏心距拱顶1670.6610.0300.3500.9890.5871965.497满足要求满足要求l/4截面1773.3000.0110.3500.9990.5901994.858满足要求满足要求拱脚2342.5190.0430.3500.9780.5831931.820修改截面满足要求(五五）主主拱拱圈圈裸裸拱拱强强度度和和稳稳定定性性验验算算(1(1）弹弹性性中中心心的的弯弯距距和和推推力力弯矩系数弹性中心弯矩MS水平力系数推力HS0.186362874.3290.53288804.285(2(2）截截面面内内力力拱顶截面l/4截面拱脚截面MN系数M系数N系数M系数N154.134804.2850.12614-78.1690.25473861.6560.52303245.3590.552881045.192(3(3）裸裸拱拱强强度度和和稳稳定定性性验验算算表表截面Nj=0.77*1.2*Nge0=Mg/Nge0=(1-(e0/y)8)/(1+e0/rw)2)RN=*A*Raj/rm判断应力判断偏心距拱顶743.1600.1920.3500.6940.4761118.897满足要求满足要求l/4截面796.1700.0910.3500.9100.5601726.433满足要求满足要求拱脚965.7570.2350.3500.6020.434884.630修改截面满足要求第 4 页扩大基础桥墩结构计算拱拱桥桥刚刚性性扩扩大大基基础础桥桥墩墩结结构构计计算算程程序序一一、设设计计资资料料（一一）设设计计标标准准荷载孔径数据车道布置车道数C车道折减系数计算矢高f(m)拱圈厚度d(m)汽车挂车人群（KN/m)净跨径lo(m)净矢高fo(m)净矢跨比(fo/lo)车行道(m)人行道(m)桥面总宽度(m)201003.5408 1/5152.1519.840.78.130.9（二二）上上部部构构造造荷荷载载数数据据上部构造恒载单位宽度作用力汽车制动力拱顶桥面系等代厚度(m)拱顶桥面系平均容重r1(KN/m3)桥面设计标高(m)基底设计标高(m)洪水位设计标高(m)垂直反力(KN/m)水平推力(KN/m)弯矩(KN.m)一列车队T(KN)一辆重车T(KN)1165.1711243.81510226.24070.00090.0000.73620.00045.76023.28039.160（三三）材材料料及及其其数数据据墩身砂浆标号墩身块石标号墩身容重r2(KN/m3)基础材料基础容重r3(KN/m3)极限抗压强度(KN/m2)极限抗剪强度(KN/m2)地基承载力(KN/m3)摩擦系数拱脚以上容重r4(KN/m3)rm7.53023C15混凝土2430002405000.5242.31（四四）桥桥墩墩尺尺寸寸a(m)B0(m)x(m)y(m)x(m)y(m)基础一阶宽度c1(m)基础二阶宽度c2(m)基础三阶宽度c3(m)基础一阶高度h1(m)基础二阶高度h2(m)基础三阶高度h3(m)hd(m)h0(m)3.519.80.630.640.210.220.80.80.81110.50.9h0(m)h(m)墩身坡比m:1h(m)a0(m)a0(m)a(m)a1(m)a2(m)a3(m)B1(m)B2(m)B3(m)7.3610.08209.081.822.244.5086.1087.7089.30825.90827.50829.108二二、荷荷载载计计算算1 1、桥桥墩墩自自重重拱脚以上部位墩身部位基础部位合计P0(KN)P1(KN)P2(KN)小计(KN)P3(KN)P4(KN)小计(KN)P5(KN)P6(KN)P7(KN)小计(KN)530.45778.387834.349143.16973.8221315.1022288.933797.915088.766502.4915389.1646821.252 2、上上部部构构造造荷荷载载计计算算上部构造恒载总作用力一列汽车制动力全桥汽车制动力垂直反力(KN/m)水平推力(KN/m)弯矩(KN.m)水平推力HT(KN)垂直反力VT(KN)水平推力HT(KN)垂直反力VT(KN)46140.7949255.05404959.0945.00020.11390.00040.226水平力影响线系数(max)水平力影响线系数(min)弯矩影响线系数(max)弯矩影响线系数(min)水平力影响线面积h弯矩影响线面积m汽车-20等代荷载水平力系数KH汽车-20等代荷载弯矩系数KM汽车-20等代荷载竖向力系数KV汽车-20级和人群荷载水平推力(KN/m)垂直反力(KN/m)弯矩(KN.m)0.092420.035750.01994-0.0140926.0259.65717.338.48512.71808.991150.441244.11挂车-80等代荷载水平力系数KH挂车-80等代荷载弯矩系数KM挂车-80等代荷载竖向力系数KV挂车-100水平推力(KN/m)垂直反力(KN/m)弯矩(KN.m)34.5118.9919.71122.32500.261436.38三三、强强度度验验算算 1 1、桥桥墩墩墩墩身身底底截截面面强强度度验验算算墩墩底底截截面面上上荷荷载载效效应应不不利利组组合合的的设设计计值值墩墩底底抗抗力力效效应应的的设设计计值值项目荷载系数竖向力P弯矩M=（h+y/2)*H-(a0+X)/2*v项目组合I组合II组合III桥墩恒载1.2031432.090.00偏心距 e0=M/P0.250.260.17主拱恒载1.4046140.790.00y=a/22.252.252.25汽车-20级和人群荷载1150.4418406.76容许偏心距e01.131.351.35挂车-100500.2612390.69截面面积A105.22105.22105.22制动力40.23878.28回转半径rw1.281.281.28组合I（恒+汽+人）1.00103926.2325769.460.960.960.98组合II（组合I+制动力）0.8083186.0421599.23RP=*A*Raj/rm131153.33130630.32134108.69组合III（恒+挂）82412.7813877.58判断满足要求满足要求满足要求2 2、基基础础底底部部承承载载力力验验算算桥桥墩墩基基础础底底部部荷荷载载效效应应不不利利组组合合的的设设计计值值基基础础底底抗抗力力效效应应的的设设计计值值项目竖向力P弯矩M=h*H-Va+M0水平力H项目组合I组合II组合III桥墩恒载46821.250.00偏心距 e0=M/P0.250.270.17主拱恒载46140.790.00截面面积A270.94270.94270.94汽车-20级和人群荷载1150.4423833.731808.99截面抵抗矩W=1/6*B3*a32420.31420.31420.31挂车-100500.2615757.671122.32限制偏心距e0=W/A1.551.551.55制动力40.231148.2890.00平均应力=P/A347.36347.51344.96组合I（恒+汽+人）94112.4823833.731808.99最大应力=P/A+M/W404.06406.94382.45组合II（组合I+制动力）94152.7124982.011898.99判断满足要求满足要求满足要求组合III（恒+挂）93462.3015757.671122.32四四、稳稳定定性性验验算算 1 1、浮浮力力计计算算起拱线以上浮力(KN)起拱线以下浮力(KN)总浮力(KN)V柱V拱Q1Q2Qj60.23356.4481166.8116102.9917269.80桥桥墩墩稳稳定定性性计计算算表表项目组合I组合II组合IIIM23833.7324982.0115757.67P-Q76842.6876882.9176192.50H1808.991898.991122.32e0=M/(P-Q)0.310.320.21y=a3/24.654.654.65k0=y/e015.0114.3222.50k01.501.301.30kc=*（P-Q）/H21.2420.2433.94kc1.301.301.30判断满足要求满足要求满足要求第 5 页拱拱桥桥刚刚性性扩扩大大基基础础桥桥台台计计算算程程序序一一、设设计计资资料料（一一）设设计计标标准准荷载孔径数据车道布置汽车挂车人群（KN/m)净跨径lo(m)净矢高fo(m)净矢跨比(fo/lo)车行道(m)201003.5408 1/57（二二）上上部部构构造造荷荷载载数数据据上部构造恒载单位宽度作用力汽车制动力拱顶桥面系等代厚度(m)拱顶桥面系平均容重r1(KN/m3)垂直反力(KN/m)水平推力(KN/m)弯矩(KN.m)一列车队T(KN)一辆重车T(KN)1165.1711243.81510226.24070.00090.0000.73620.000（三三）材材料料及及其其数数据据台身砂浆标号台身料石标号台身容重r7(KN/m3)基础材料基础容重r8(KN/m3)极限抗压强度(KN/m2)极限抗剪强度(KN/m2)7.53023C15混凝土243000240（四四）桥桥台台尺尺寸寸b1(m)b2(m)b3(m)b4(m)b5(m)b0(m)x(m)0.692.6725.81.8513.010.21a2(m)a(m)h1(m)h2(m)h3(m)h4(m)H1(m)12130.50.687.587.2414.82说说明明：桥桥台台所所受受外外荷荷载载最最不不利利情情况况有有两两种种：1 1、拱拱上上满满布布活活载载，使使其其水水平平力力最最大大，温温度度上上升升，台台后后无无活活载载，制制动动力力指指向向河河岸岸。假假设设桥桥台台无无位位移移；2 2、桥桥上上无无活活载载，台台后后破破坏坏棱棱体体上上满满布布活活载载，汽汽车车在在破破坏坏棱棱体体上上制制动动，制制动动力力指指向向河河心心，温温度度下下降降。（五五）、桥桥台台及及基基础础自自重重作作用用力力计计算算表表顺序号垂直力（KN）各点对C点的力臂(m)力矩(KN.m)P187.759301.457P2324.721P31082.651P42094.695P5902.437P68347.648P74346.172P81355.940P9P10P11P12P13P14P二二、第第一一种种受受力力情情况况验验算算车道数C车道折减系数计算矢高f(m)拱圈厚度d(m)人行道(m)桥面总宽度(m)1.259218.130.9桥面设计标高(m)基底设计标高(m)洪水位设计标高(m)45.76023.28039.160地基承载力(KN/m3)摩擦系数桥台填料内摩擦角填料容重r9(KN/m3)5000.53518y(m)x(m)y(m)顺桥向基础宽度c1(m)横桥向基础宽度c2(m)基础高度h(m)a1(m)0.220.630.640.50.5212H2(m)H(m)d1(m)d2(m)d3(m)d4(m)d5(m)1.18160.750.921.752.759拱拱桥桥刚刚性性扩扩大大基基础础桥桥台台计计算算程程序序一一、设设计计资资料料车道布置说说明明：桥桥台台所所受受外外荷荷载载最最不不利利情情况况有有两两种种：1 1、拱拱上上满满布布活活载载，使使其其水水平平力力最最大大，温温度度上上升升，台台后后无无活活载载，制制动动力力指指向向河河岸岸。假假设设桥桥台台无无位位移移；2 2、桥桥上上无无活活载载，台台后后破破坏坏棱棱体体上上满满布布活活载载，汽汽车车在在破破坏坏棱棱体体上上制制动动，制制动动力力指指向向河河心心，温温度度下下降降。二二、第第一一种种受受力力情情况况验验算算d6(m)10