拱桥设计实用计算表

H=1.2h1=60L0=507.6F0/L0=0.2F0=10.0000一.截面几何特性计算拱圈由二个拱箱组成(如图),整个设计按全宽进行1.截面积A=3.091m^22.绕箱底边缘的静面矩S=1.8623m^33.主拱圈截面重心轴y下=S/A=0.6025my上=1.2-0.6498=0.5975m4.主拱圈截面绕重心轴的惯性矩Ix=0.5931m^4Rw=(Ix/A)^(1/2)=0.4380m二.确定拱轴系数(一)上部结构构造布置(图根据后面腹拱高度计算表和腹拱的跨径矢高以及自己的任务分配表而来)1.主拱圈假定m=2.24,相应的Y/F=0.22F0/L0=0.2k=ln(m+(m^2-1)^(1/2))=1.445599cosφj=0.73057sinφj=0.68284则主拱圈的计算跨径和计算矢高:L=50.82281mL0=49.9999999502mF=10.18398mF0=10.0217m拱脚截面的水平投影和竖向投影:X=1.2*0.68284=0.8194mY=1.2*0.73057=0.8767m将拱轴沿跨径24等分,每等分长△L=L/24=2.1176m,每等分点拱轴线的纵坐标Y1''=Y1+Y下/cosφj　。具体数值见下表，主拱圈几何特性表截面号xy1/fy1cosφy上/cosφy下/cosφy1-y上/cosφy1+y下/cosφ0.00025.4111.00010.1840.7310.8180.8259.36611.009看表时将列的宽度改为12.5即可抄表中的值，看完后将列的宽度改回4.0继续抄文字部分1.00023.2940.8188.3300.7750.7710.7777.5599.107就是在格式里列的列宽2.00023.2940.6596.7160.8160.7320.7385.9847.4543.00019.0590.5225.3190.8530.7000.7064.6196.0254.00016.9410.4044.1190.8860.6740.6803.4444.7985.00014.8230.3043.0970.9150.6530.6592.4443.7566.00012.7060.2202.2400.9390.6370.6421.6042.8827.00010.5880.1511.5350.9580.6240.6290.9122.1648.0008.4700.0950.9720.9780.6110.6160.3611.5889.0006.3530.0530.5420.9840.6070.612-0.0651.15410.0004.2350.0240.2400.9940.6010.606-0.3620.84611.0002.1180.0060.0600.9980.5980.603-0.5390.66312.0000.0000.0000.0001.0000.5980.602-0.5980.6022.拱上腹孔布置从主拱两端起拱线向外延伸2.15m后向跨中对称布置四对圆弧小拱,腹拱圈厚d'=0.38,净跨径L0'=70504m,净矢高F0'=0.5m,座落在宽为0.5m的钢筋混凝土排架式腹拱墩支承的宽为0.6m的钢筋混凝土盖梁上。腹拱拱顶的拱背和主拱拱顶的拱背在同一标高。腹拱墩墩中线的横向坐标Lx以及各墩中线自主拱拱背到腹拱起拱线的高度h=y1+y上*（1-1/cosφ)-(d'+f0'),分别计算如下表：腹拱墩高度计算表项目Lxξ=2*Lx/Lkξy1tanφ1/cosφh1号立柱21.5000.8461.2235.6910.3581.0624.7742号立柱16.9000.6650.9613.3560.4271.0872.9763号立柱12.3000.4840.7001.7150.2901.0411.3354号腹拱座7.9680.3140.4530.7030.1791.0160.323空实腹段分界线7.8850.3100.4490.6880.1771.0160.308由F0'/L0'=0.125查《拱桥》（ 上册 三年级上册必备古诗语文八年级上册教案下载人教社三年级上册数学 pdf四年级上册口算下载三年级数学教材上册pdf ）表3-1得(这列的下面这个数据不要写上去)sinφ0=0.470588cosφ0=0.882353φ0=28°04′20″=28.0722腹拱拱脚的水平投影和竖向投影：x'=d'sinφ0=0.35*0.470588=0.1647my'=d'cosφ0=0.35*0.882353=0.3088m（二）上部结构恒载计算恒载计算，首先把桥面系换算成填料厚度，然后按主拱圈、横隔板、拱上实腹段、拱上空腹段以及腹拱推力共五个部分进行。1.桥面系拱顶填料及沥青表处面层重力1/2*(0.56+.63)*2*7/2*23=109.0752KN/m则换算容重γ=23KN/m^3的计算平均填料厚度为24hd=(9.4+95.795)/9.8/23=0.6495m2.主拱圈P0-12=0.552*3.091*50.82281*24=2080.5689KNMl/4=0.126*3.091*50.82281^2*24*1/4=6047.8218KN·mMJ=0.524*3.091*50.82281^2*24*1/4=25079.4190KN·m3.横隔板横隔板的设置受箱肋接头位置的控制,必须先确定接头位置后载按箱肋轴线等弧长布置横隔板。（1）箱肋有关几何要素1）箱肋截面积A′=3.02*0.1+3.16*0.1+4*1/2*0.05*0.05+2*0.05*（1.2-0.2）=0.373m^22)箱肋截面静矩J′=3.02*0.1*（1.2-0.1/2）+3.16*0.1*0.1/2+2*1/2*0.05*0.05*（0.05/3+0.1）+2*1/2*0.05*0.05*（1.2-0.1-0.05/3）+2*0.05*（1.2-0.2）*（（1.2-0.2）/2+0.1）=O.O8718m^33)截面重心距箱底的距离yF′=J′/A′=O.O8718/0.373=0.2337m4）箱肋计算跨径L′=L0+2*yF′*sinφj=50+2*0.2337*0.68284=50.3192003864m5）箱肋轴线弧长S′=1.09906*50.3192003864=55.3038203767m（2）确定箱肋接头、设置横隔板1）确定接头位置箱肋分三段吊装合拢，接头宜选在箱肋自重作用下弯矩值最小的反弯点附近，即ε=0.35左右,此处相应的弧长为Sx′=0.36879*50.3192003864/2=9.2786089553m2)布置横隔板横隔板沿箱肋中轴线均匀设置,取板间间距△L′=2.5m,中段箱肋设10道横隔板,端横隔板到接头中线的距离为0.4mS11/2=1/2*(2.5*7+2*0.4)=9.05m则接头位置刚好在ε=0.360处端段箱肋弧长S1=1/2*(55.3038203767-18.1)=18.6019101883m端段箱肋设8道横隔板,则端横隔板距起拱面的长度为△S=S1-2.5*7-0.3=0.8019101883m(3)横隔板与接头加强部分的重力横隔板厚均为0.06m。靠拱脚的一块为实心板，其余均为空心板。接头处两相邻横隔板之间以及拱脚截面至第一块横隔板之间的箱顶底版和两侧板均加厚0.1m,加强厚的断面尺寸如图1)横隔板重力空心板P=[(1.16*1-0.660.6+4*1/2*0.05*0.05)*0.06+4*1/2*0.05*0.05*1]*25*5=6.480KN实心板P=(1.16*1*0.06+4*1/2*0.05*0.05*1)*24*5=8.952KN2)中接头加强部分重力P=[2*0.1*0.54*1+2*0.1*0.54*(1.16-2*0.1)-4*1/2*0.05*0.05*1]*24*5=24.8016KN3)拱脚加强段P=[2*0.1*0.7719*1+2*0.1*0.7719*(1.16-2*0.1)-2*1/2*0.05*0.05*1.1]*24*5=36.0107KN4)各集中力作用线的横坐标各集中力作用线的横坐标Lx可根据Kε=εx/(l′/2)值,从附表查得ε值,再由Lx=L′/2*ε求得。Lx的值和各集中力分别对L/4和拱脚截面得力臂见下表:横隔板的横坐标与力臂计算表集中力编号SxKε=2*Sx/L′εLx=L′/2*ε力臂L/4-LxL/2-LxεF/L=1/6F/L=1/7F/L=1/8F/L=1/51号2.5000.0990.0992.49810.20822.913000002号5.0000.1990.1984.9897.71720.4220.050.050010.050.050.050013号7.5000.2980.2977.4685.23817.9440.10.100050.10040.100030.100084号8.7500.3480.3458.6914.01516.7210.150.150180.150130.15010.150265号9.3500.3720.3689.2663.44016.1450.20.200430.200310.200240.200616号11.8500.4710.46511.6911.01513.7210.250.250840.250620.250470.251217号14.3500.5700.56014.08231.63211.3290.30.301470.301080.300830.302110.0130.350.352360.351740.351330.353398号16.8500.6700.65116.3709.0410.40.403570.402630.402010.405129号19.3500.7690.74118.6486.7640.450.455160.45380.452920.457410号21.8500.8680.82920.8654.5460.50.50720.505310.504070.5103111号24.3500.9680.91523.0162.3960.550.559760.55720.555530.5639612号0.0000.0000.0550.000141.9430.60.612930.609550.607340.6184713号0.0000.0000.0690.0000.0000.650.666810.662420.659550.6739614号0.0000.0000.0860.0000.0000.70.721480.71590.712230.7305715号0.0000.0000.1050.0000.0000.750.777080.770070.765460.788460.1270.0000.80.833730.825030.81930.847816号0.0000.0000.1510.0000.0000.850.891570.88090.873850.908780号0.0000.0000.1794.4968.21020.9160.90.950770.937810.929210.97159中接头9.0500.3600.3268.2004.50617.2110.951.01150.995880.98551.03648拱脚加强段24.7510.9840.94023.6451.76611.073941.055281.042831.103674.拱上空腹段(1)腹孔上部(如图)腹拱圈外弧跨径L外=L0′+2d′sinφ0=4+2*0.3*0.470588=4.3294m腹拱圈内弧半径R0=L0′/(2sinφ0)=4/(2*0.470588)=4.2500m腹拱圈重力Pa=2φ0Rd′B=2*28°04′20″*л/180*(4.2500+0.35/2)*24*0.35*7.6=276.8153KN腹拱上面的护拱重力Pb=(2sinφ0-sinφ0cosφ0-φ0)R^2γB=(2*0.470588-0.470588*0.882353-28°04′20″*л/180)*(4.2500+0.35/2)^2*24*7.6=128.5706KN填料及桥面系重力Pc=L外hdγ4B=4.3294*0.6495*24*7.6=512.9002KN腹拱墩起拱线以上部分重力(见图)Pd=[(0.6-2*0.1647)*0.3088+2*1/2*0.1647*0.3088+(0.35+0.5+0.6495-0.3088)*(0.6-2*0.1647)*24*7.6=83.2861KN则一个腹拱总重力P=∑Pi=276.8153+128.5706+512.9002+83.2861=1001.5722KN(2)腹拱下部(如图)盖梁重力P=[0.6*0.5*7.6+4*1/2*(1.5+0.5)*0.3*0.5]*24=69.12KN底梁重力P=[0.5*0.5*7.6+4*1/2*(1.5+0.5)*0.3*0.5]*24=58.92KN1号立柱重力:P=3*(4.7735-2*0.8)*0.5*0.5*24=76.1651KN2号立柱重力:P=3*(2.9756-2*0.8)*0.5*0.5*24=33.0146KN3号立柱重力:P=3*(1.3350-2*0.8)*0.5*0.5*24=183.7175KN4号腹拱座重力:P=(0.3229+1/2*0.3088)*0.1647*24*7.6=14.3391KN(3)腹孔集中力P13=1001.5722+69.12+58.92+76.1651=1205.7774KNP14=1001.5722+69.12+58.92+33.0146=1162.6268KNP15=1001.5722+69.12+58.92+183.7175=1313.3297KNP16=(1001.5722-83.2861)/2+14.3391=473.4821299243KN5.拱上实腹段(如图)(1)拱顶填料及桥面系重P17=LxhdγB=7.8853*0.6495*24*7.6=934.1613KN(2)悬链线曲边三角形f1=f+y上(1-1/cosφj)=10.18398+0.5975*(1-1/0.73057)=9.779642167mP18=Lf1(shkε-kε)B/2(m-1)k=50.82281*9.779642167*(sh0.4486-0.4486)*24*7.6/2/(2.514-1)/1.445599=314.7251KN其重心距原点(拱顶)的水平距离:ηLx=((shkε-kε/2)-(chkε-1)/kε)Lx/(shkε-kε)=0.7508360167*7.8853=5.9205628878m6.腹拱推力靠近主拱拱顶一侧的腹拱,一般多做成两平铰拱,在较大的恒载作用下和考虑到周围的填料等构造的作用,可以折中地按无铰圆弧拱计算其推力,而不计弯矩的影响腹拱拱脚的水平推力F=(C1g1+C2g2+C3g3)RBg1=24*0.6495=16.2375KN/m^2g2=24*[(4.2500+0.35/2)-√((4.2500+0.35/2)^2-1/4(4+0.1647)^2)=12.49411032KN/m^2g3=24*0.35=8.4KN/m^2由F0′/L0′=0.125和b=I/(AR^2)=0.000143查<<拱桥>>(上册)表(1)-4得C1=0.8428286C2=0.1167C3=0.8571F=(0.8428286*16.2375+0.1167084*12.49411032+0.8571373*8.4)*(4.2500+0.35/2)*9=751.4140KN腹拱拱脚推力作用线得纵坐标:e=d′+f0′-y′/2-y上=0.35+0.5-0.3088/2-0.5975=0.0981m7.验算拱轴系数恒载对L/4截面和拱脚截面得力矩见下表项目集中力编号重力(KN)L/4截面拱脚截面力臂(m)力矩(KN·m)力臂(m)力矩(KN·m)b0.0000.000主拱圈P0-122080.5690.0006047.82225079.419C10.8780.816横隔板及加强段P1-156.48031.632204.975141.943919.789C20.1220.113P168.9520.0000.0000.000C30.8930.830P03.2408.21026.60020.91667.766中接头24.8024.506111.75117.211426.872拱脚段36.0111.76663.610拱上实腹段P131205.7773.9114716.284P141162.6278.5119895.588P151313.3300.406532.82113.11117219.598P16473.4824.7382243.38517.4448259.308实腹段P17934.1618.7638186.10817.52616372.215P18314.7256.7852135.45319.4916134.256腹拱推力F751.4142.1421609.82610.0867578.687∑8315.56921098.74096733.391由上表可知:∑ML/4/∑Mj=21098.7405/96733.3911=0.2181该值与0.22之差为△=-0.0019,小于半级0.0025.所以可以确定上面拟定得桥跨结构形式的设计拱轴系数m=2.514三.拱圈弹性中心及弹性压缩系数1.弹性中心Ys=0.339193*10.18398=3.4543m2.弹性压缩系数(Rw/f)^2=(0.4380/10.18398)^2=0.001850μ1=11.0501*0.001850=0.020440861μ=9.14719*0.001850=0.0169207916μ1/(μ+1)=0.0201007405四.主拱圈截面内力验算验算拱顶、拱脚和L/4截面(一)结构自重内力计算用假载法计算确定m系数时在"五点"存在的偏差确定拱轴系数时,恒载压力线在L/4截面与拱脚截面的纵坐标之比值是0.2181,并不是两者之间相差-0.0019,这个偏差的影响可以比拟为一层虚设的均布荷载作用在选定的拱轴线上,先单独求出,然后算出选定的"拱轴线"恒载产生的内力,将两者相加后相当于通过"五点"的恒载压力线内力.1.假载内力1)求假载∑ML/4+qxL^2/32=0.215∑Mj+qxL^2/8则有qx=18.8523KN/m2)假载内力假载qx产生的内陆可以将其直接布置在内力影响线上求得,不计弹性压缩得假载内力见下表不计弹性压缩的假载内力项目影响线面积ω力或力矩表值乘数ω拱顶截面M10.0022582.9585.11496.416H10.127253.63032.310609.117L/4截面M1(0.001)2582.958(3.203)(60.382)H10.127253.63032.317609.260拱脚截面M10.0042582.95811.365214.257H10.126253.63032.064604.479V10.50050.82325.411479.0653)计入弹性压缩的假载内力(见下表)项目拱顶截面L/4截面拱脚截面cosφ1.0000.9390.731sinφ0.0000.3450.683H1609.117609.260604.479V1479.065H1μ1/(1+μ)12.24412.24712.150N596.873635.987759.861M196.416(60.382)214.257Y=YS-Y13.4541.214(6.730)M138.710(45.516)132.489注:L/4截面的轴力以NL/4=(1-μ1/(1+μ))*H1/cosφL/4作近似计算.2."拱轴线恒载"内力1)推力Hg=(∑Mj+qxL^2/8)/f=(96733.3911+1/8*18.8523*50.82281^2)/10.18398=10096.2731554528KN2)考虑弹性压缩的内力考虑弹性压缩的"拱轴线恒载"内力见下表项目拱顶截面L/4截面拱脚截面cosφ1.0000.9390.731Hg′=Hg-F10096.2739344.8599344.859(1-μ1/(1+μ)Hg′9893.3319157.0219157.021N′10096.2739954.89512791.189△N202.943176.328137.229N9893.3319778.56712653.960Y3.4541.214(6.730)△M701.032228.010(1264.087)从拱顶到第9截面F=0,第8截面到拱脚F=751.4140KN3.考虑确定拱轴系数偏差影响的恒载内力(见表)拱顶截面L/4截面拱脚截面拱轴线假载假载合计拱轴线假载假载合计拱轴线假载假载合计水平力9893.331596.8739296.4579344.859597.0148747.8469344.859592.3288752.531轴力9893.331596.8739296.4579778.567635.9879142.58012653.960759.86111894.099弯矩701.032138.710562.322228.010(45.516)273.526(1264.087)132.489(1396.576)(二)活载内力计算设计荷载为公路1级和人群荷载2.5KN/m^2公路1级车道荷载:均布荷载qk=10.5KN/m,集中荷载Pk=360KN不计弹性压缩的汽车荷载内力截面项目荷载类型Qkw或ySF/L=1/5F/L=1/7F/L=1/6Sis拱顶截面Mmax公路1级10.517.590184.6941145.2460.006810.006650.006712582.95801629613602.668960.5510.05250.054010.0520950.82281相应的H1公路Ⅱ级10.516.902177.470596.2400.066640.066530.06657253.62952561733601.163418.7700.232650.19860.233835Mmin公路Ⅱ级10.5(12.476)(130.995)(349.451)-0.00483-0.00473-0.004772582.9580162961360(0.607)(218.457)-0.01194-0.06214-0.011850.82281相应的H1公路Ⅱ级10.515.416161.864382.4000.060780.061150.06096253.62952561733600.613220.5360.122520.062390.122115l/4截面Mmax公路Ⅱ级10.523.040241.9201329.0810.008920.008710.008822582.95801629613603.0201087.1610.059420.054010.0590650.82281相应的H1公路Ⅱ级10.512.801134.407380.8450.050470.039740.04012253.62952561733600.685246.4380.136910.19860.136635Mmin公路Ⅱ级10.5(26.243)(275.550)(806.140)-0.01016-0.00997-0.010072582.9580162961360(1.474)(530.590)-0.029-0.06214-0.0287850.82281相应的H1公路Ⅱ级10.514.444151.664523.8140.056950.08790.08741253.62952561733601.034372.1500.206750.062390.207435拱脚截面Mmax公路Ⅱ级10.549.205516.6561472.9990.019050.019750.019372582.95801629613602.657956.3430.052270.054010.0532950.82281相应的H1公路Ⅱ级10.522.997241.464596.2620.090670.09090.09077253.62952561733600.986354.7980.197110.19860.198245相应的V1公路Ⅱ级10.58.44888.702194.2070.166220.164880.1655950.822813600.293105.5050.293070.290780.291721Mmin公路Ⅱ级10.5(37.840)(397.324)(1505.891)-0.01465-0.01519-0.01492582.9580162961360(3.079)(1108.567)-0.06059-0.06214-0.061550.82281相应的H1公路Ⅱ级10.59.32197.869212.0070.036750.036750.03675253.62952561733600.317114.1380.063410.062390.062815相应的V1公路Ⅱ级10.516.964178.118515.8090.333780.335120.3344150.822813600.938337.6910.938030.939790.939061不计弹性压缩的人群荷载内力截面项目荷载类型QrwS拱顶截面Mmax人群荷载317.59052.770相应的H1316.90250.706Mmin人群荷载3-12.476-37.427相应的H1315.41646.247l/4截面Mmax人群荷载323.04069.120相应的H1312.80138.402Mmin人群荷载3-26.243-78.729相应的H1314.44443.333拱脚截面Mmax人群荷载349.205147.616相应的H1322.99768.990相应的V1人群荷载38.44825.343Mmin3-37.840-113.521相应的H1人群荷载39.32127.963相应的V1316.96450.891考虑弹性压缩的汽车荷载内力项目拱顶截面l/4截面拱脚截面MmaxMminMmaxMminMmaxMmincos1.0000.9390.731sin0.0000.3450.683与M相应的H1596.240382.400380.845523.814596.262212.007与M相应的V194.207515.809N596.240382.400357.507491.715568.223507.100△H11.9857.6877.65510.52911.9854.262△N11.9857.6877.1869.8848.7563.113Np584.255374.713350.321481.831559.467503.987M1145.246-349.4511329.081-806.1401472.999-1505.891y3.4541.214-6.730△M41.40026.5529.29212.781-80.657-28.678Mp1186.645-322.9001338.373-793.3591392.342-1534.569考虑弹性压缩的人群荷载内力项目拱顶截面l/4截面拱脚截面MmaxMminMmaxMminMmaxMmincos1.0000.9390.731sin0.0000.3450.683与M相应的H150.70646.24738.40243.33368.99027.963与M相应的V25.34350.891N50.70646.24736.04940.67767.70755.179△H1.0190.9300.7720.8711.3870.562△N1.0190.9300.7250.8181.0130.411Np49.68645.31735.32439.86066.69454.768M52.770(37.427)69.120(78.729)147.616(113.521)y3.4541.214(6.730)△M3.5213.2110.9371.057(9.332)(3.783)Mp56.291(34.216)70.057(77.671)138.284(117.304)(三)温度变化、混凝土收缩徐变的内力计算降低温度时:△t=0.7*(4-14)+0.45*(-10)=-11.5℃升高温度时:△t=0.7*(30-14)+0.45*(-10)=6.7℃它们在弹性中心产生的水平力:Ht=△t*10^-5*3*10^7*1.3490/(1.02221*10.18398^2*0.099879)=16.8897608457△t温度变化、混凝土收缩、徐变内力表项目温度上升温度下降拱顶截面l/4截面拱脚截面拱顶截面l/4截面拱脚截面△t6.7-11.5Ht113.161(194.232)cos1.0000.9390.7311.0000.9390.731y3.4541.214(6.730)3.4541.214(6.730)Nt113.161106.22782.672(194.232)(182.330)(141.900)Mt(390.897)(137.362)761.536670.943235.771(1307.114)五.主拱圈正截面强度及稳定性验算根据桥规的规定,构件按极限状态设计的原则是:荷载效应不利组合的设计值小于或等于结构抗力效应的设计值1.荷载组合荷载汇总及荷载组合表编号内力汇总拱顶截面l/4截面拱脚截面MNMNMN1恒载562.3229296.457273.5269142.580(1396.576)11894.0992汽车Mmax1186.645584.2551338.373350.3211392.342559.4673汽车Mmin(322.900)374.713(793.359)481.831(1534.569)503.9874人群Mmax56.29149.68670.05735.324138.28466.6945人群Mmin(34.216)45.317(77.671)39.860(117.304)54.7686温度上升(390.897)113.161(137.362)106.227761.53682.6727温度下降670.943(194.232)235.771(182.330)(1307.114)(141.900)荷载组合MNMNMN8组合Ⅰ2399.13512029.3542280.41711501.109428.26615130.870恒+汽max+人max9184.40511731.103(869.464)11690.302(3955.668)15039.841恒+汽min+汽min10组合Ⅱ2008.17512133.2972135.99411600.2661407.16115244.375恒+汽max+人max+温升113048.77911832.0512501.66411317.480(1199.338)14961.413恒+汽max+人max+温降12(193.884)11835.657(993.205)11788.824(3012.555)15151.676恒+汽min+汽min+温升13846.72011534.411(627.535)11506.039(5619.055)14868.714恒+汽min+汽min+温降2.拱圈截面抗力主拱圈为C30钢筋混凝土,抗压极限强度R=11.73MPa拱圈截面抗力效应设计值RN=Φfcdb(h-2e)拱圈抗力效应(桥规JTGD61-2005第4.0.8)截面编号e0Rn拱顶截面80.19971418.2360.828275736130031.149520837690.016104174.9080.998736210.792245531100.16677467.9300.875131727.300823253110.25861035.8550.742926935.772101941312(0.016)109898.3310.998636206.7867050497130.07393889.2240.972735266.8557312627l/4截面80.19871625.4250.829930091.17525099369(0.074)120238.3340.972035241.3306572387100.18474147.3850.849830812.1629245292110.22167566.2920.797028897.775304833712(0.084)121998.9850.964334963.865250728213(0.055)116701.7970.984735703.8614224156拱脚截面80.028101931.0901.000036257.42975705989(0.263)153871.7000.735026648.7779714467100.09290519.6480.957534715.639127902511(0.080)121270.1810.967635082.372684871812(0.199)142427.5770.829230062.862514668313(0.378)174357.6650.573320784.9365471984注:正弯矩的容许偏心距为0.6y上=0.6*0.5975=0.3585m负弯距的容许偏心距为0.6y下=0.6*0.6025=0.3615m由荷载汇总表及拱圈抗力效应表可得,荷载效应得最不利组合设计值N均小于拱圈截面抗力效应得设计值RN,且轴向力得偏心距e0也都小于容许偏心距值(二)主拱圈稳定性验算拱上建筑合拢前拱的稳定和强度采用桥规第4.0.5公式计算Nd＜φAfcdRN=1.0*3.091*11.73*10^3=36257.43KN拱顶截面:Nd=Hd/cosφ顶=9296.4575/1=9296.4574812946KNL/4截面:Nd=Hd/cosφL/4=8747.8455/0.93872=9318.9082235456KN拱脚截面:Nd=Hd/cosφj=8752.5309/0.73057=11980.4138242958KN由计算表明拱圈的稳定性符合要求