excel计算大全-道桥-预应力简支梁计算表格

分块截面几何特性跨中截面分块名称分块面积分块面积分块面积形心到上缘距离分块面积对上缘静矩分块面积自身惯矩di=ys-yi分块面积对截面形心惯矩I=Ii+Ixcm2cmcm3cm4cmcm4cm4大毛截面翼板36007.52700067500561136016911427669三角承托15016.667250020847331459331668腹板261087.52283754572938-2414815476054485下三角360153.3551888000-9028917672899767马蹄108017018360036000-1061220946312245463∑780049666346846462827440632959052小毛截面翼板27007.5202505062563.501088772410938349三角承托15016.667250020854.33442842443050腹板261087.52283754572938-16.507104105283347下三角360153.3551888000-82.3024382722446272马蹄108017018360036000-99.001058467610620676∑690048991346677712506392329731694大毛截面形心到上缘距离ys1=63.67cm小毛截面形心到上缘距离ys2=71.00cm检验截面效率指标(希望>0.5)上核心距=36.33cm下核心距=66.36cm截面效率指标=0.57说明以上初步拟定主梁跨中截面尺寸是合理的变化点截面分块名称分块面积分块面积分块面积形心到上缘距离分块面积对上缘静矩分块面积自身惯矩di=ys-yi分块面积对截面形心惯矩I=Ii+Ixcm2cmcm3cm4cmcm4cm4大毛截面翼板36007.5270006750064.851513962115207121三角承托15016.667250020855.68465080465288腹板207072.51500752281313-0.15472281360下三角360123.3443888000-50.95934545942545马蹄2700155418500520833-82.651844401018964843∑888064246328778553498330337861157小毛截面翼板27007.5202505062572.161406035914110984三角承托15016.667250020863.00595280595488腹板207072.515007522813137.161062172387530下三角360123.3443888000-43.64685499693499马蹄2700155418500520833-75.341532417415845007∑798063571328609803077152933632508ys1=72.35cmys2=79.66cm支点截面分块名称分块面积分块面积分块面积形心到上缘距离分块面积对上缘静矩分块面积自身惯矩di=ys-yi分块面积对截面形心惯矩I=Ii+Ixcm2cmcm3cm4cmcm4cm4大毛截面翼板36007.5270006750063.451449317914560679三角承托15016.667250020854.28441994442202腹板891097.586872520214563-26.55628075426495317∑12660898225202822712121592741498198小毛截面翼板27007.5202505062568.311259730612647931三角承托15016.667250020859.14524608524816腹板891097.586872520214563-21.69419342524407988∑11760891475202653961731533937580736ys1=70.95cmkx=46.20cmys2=75.81cmg=17.25g1=20.18g2=10.96恒载内力跨中四分点变化点支点α0.500.250.050.00一期弯距2110.911583.18387.950.00剪力0.00145.58263.05291.16二期弯距1152.17864.13211.750.00剪力0.0079.46143.58158.92Σ弯距3263.082447.31599.690.00剪力0.00225.04406.62450.08内力组合计算荷载类型跨中截面四分点截面变化点截面支点MmaxQmaxMmaxQmaxMmaxQmaxQmaxKN.mKNKN.mKNKN.mKNKN一期恒载2110.910.001583.18145.58387.95263.05291.16二期恒载1152.170.00864.1379.46211.75143.58158.92总恒载=1+23263.080.002447.31225.04599.69406.62450.08汽-201935.88104.331603.57195.59404.70225.05292.50挂-1002350.40162.091913.60266.09490.02276.53277.56恒+汽5198.96104.334050.88420.631004.39631.67742.58恒+挂5613.48162.094360.91491.131089.71683.15727.64Sji=1.2*恒+1.4*汽6625.93146.065181.77543.871286.21803.02949.60Sjm=1.2*恒+1.1*挂6501.14178.305041.73562.751258.65792.13845.41汽/6*100%0.371.000.400.460.400.360.39提高系数1.031.001.031.031.031.001.03挂/7*100%0.421.000.440.540.450.400.38提高系数1.001.031.001.021.001.001.00提高后Sji6824.71146.065337.22560.191324.80803.02978.08提高后Sjm6501.14183.655041.73574.001258.65792.13845.41钢束布置计算钢束其弯高度y1y2L1x3ΦRx2x1N1(N2)2112.198.8110099.2571182.35144.091238.97N35112.1938.8110099.2575207.12634.59744.79N4103.325.8877.4210096.59152272.05588.05794.66N512025.8894.1210096.59152762.15714.90659.77N6120.8830.9089.9810095.11181838.41568.10642.35各计算截面钢束位置及钢束群位置x4(cm)R（cm)sincosa0(cm)ai(cm)ay(cm)α弧度角度1/4点N1(N2)/1182.3599.0019.72N3/5207.1299.00N4/2272.0516.716.70N565.232762.150.023620.999723030.770.023621.35N682.651838.410.044960.998994243.860.044972.58变化点N1(N2)71.031182.350.060070.99819911.1449.120.060113.44N3565.215207.120.108550.99409939.770.108766.23N4515.342272.050.226820.9739416.775.920.2288113.11N5650.232762.150.235410.9719030107.630.2376413.62y角度ax5x5*tan(a)a0ai支点N1(N2)21.007.0032.323.979.0026.0372.17N351.0015.0028.637.679.0052.33N4103.3015.0029.307.8516.70112.15N5120.0015.0021.265.7030.00144.30N6钢束长度计算RΦ曲线长S直线长X1直线长L1有效长度预留长度总长N1(N2)1182.357.00144.451238.97100.002966.85140.003106.85N35207.127.00636.17744.79100.002961.91140.003101.91N42272.0515.00594.82794.66100.002978.96140.003118.96N52762.1515.00723.13659.77100.002965.80140.003105.80N61838.4118.00577.55642.35100.002639.82140.002779.82截面面积和惯矩计算分块名称分块面积分块面积重心到上缘距离分块面积对上缘静矩全截面重心到上缘距离分块面积自身惯矩diIyIy管道面积=46.566n=6ny=5.57跨中净截面毛截面6900.0071.0048991366.7529731694-4.2612496429856658扣除管道面积-279.40160.72-449050-93.97-2467380-2467380Σ6667.1744500829731694-234241027389284换算截面毛截面7800.0063.6749666366.46329590522.786046933019521钢束换算面积230.40160.72370300-94.2620471322047132Σ8030.40533693329590522107601350666531/4点净截面毛截面6900.0071.0048991366.7629731694-4.2412388029855574扣除管道面积-279.40160.28-447810-93.51-2443284-2443284Σ6667.1744513229731694-231940327412291换算截面毛截面7800.0063.6749666366.45329590522.775992033018972钢束换算面积230.40160.28369280-93.8320285482028548Σ8030.4053359132959052208846835047520变化点净截面毛截面7980.0079.6663571378.1233632508-1.541891033651418扣除管道面积-232.83130.88-304740-52.76-648122-648122Σ7747.1760523933632508-62921233003296换算截面毛截面8880.0072.3564246373.59378611571.241362837874785钢束换算面积192.00130.88251300-57.30630304630304Σ9072.006675933786115764393238505089支点净截面毛截面11760.0075.8189147575.1637580736-0.65492137585656扣除管道面积-232.83107.83-251060-32.67-248543-248543Σ11527.1786636937580736-24362237337114换算截面毛截面12660.0070.9589822571.50414981980.55384341502042钢束换算面积192.00107.83207040-36.33253419253419Σ12852.009189294149819825726241755461截面对重心轴静矩计算跨中b1=180rs=66.75b2=240rs=66.46Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)Si(cm3)翼板翼缘对净轴静矩270059159965翼缘对换轴静矩翼板360059212253三角承托150507512三角承托150507469肋板90494432肋板90494406171909224128下三角马蹄部分对净轴静矩3608731171马蹄部分对换轴静矩下三角3608731275马蹄1080103111514马蹄1080104111824肋板3608329971肋板3608430075管道-27994-26256管道2309421718146401194891翼板净轴以上面积对净轴静矩270059159965净轴以上面积对换轴静矩翼板360058209254三角承托150507512三角承托150497344肋板9322624108肋板9322523064191584-1239662翼板换轴以上面积对净轴静矩静矩270059159965换轴以上面积对换轴静矩静矩翼板360058209254三角承托150507512三角承托150497344肋板9262624098肋板92625230611915752396591/4点rs=67rs=66Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)Si(cm3)翼板翼缘对净轴静矩270059160015翼缘对换轴静矩翼板360058209249三角承托150507515三角承托150497344肋板90494434肋板90484331171963220924下三角马蹄部分对净轴静矩3608731165马蹄部分对换轴静矩下三角3608831575马蹄1080103111494马蹄1080104112725肋板3608329965肋板3608430375管道-27994-26128管道2309521808146496196484翼板净轴以上面积对净轴静矩270059160015净轴以上面积对换轴静矩翼板360058209249三角承托150507515三角承托150497344肋板9322624108肋板9322523045191637239638翼板换轴以上面积对净轴静矩静矩270059160015换轴以上面积对换轴静矩静矩翼板360058209249三角承托150507515三角承托150497344肋板9262624098肋板9262523042191628239635变化点rs=78rs=74Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)Si(cm3)翼板翼缘对净轴静矩270071190685翼缘对换轴静矩翼板360066238694三角承托150619219三角承托150578571肋板90615456肋板90565067205359252332下三角马蹄部分对净轴静矩3604516275马蹄部分对换轴静矩下三角3605017830马蹄270077207565马蹄270081219229肋板3604215075肋板3604616631管道-23353-12284管道2305713151226632266842翼板净轴以上面积对净轴静矩270071190685净轴以上面积对换轴静矩翼板270066179021三角承托150619219三角承托150578571肋板11363235862肋板10832729508235765217100翼板换轴以上面积对净轴静矩静矩270071190685换轴以上面积对换轴静矩静矩翼板270066179021三角承托150619219三角承托150578571肋板10553435677肋板10253030245235580217836支点rs=75rs=72Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)Si(cm3)翼板翼缘对净轴静矩270068182679翼缘对换轴静矩翼板360064230396三角承托150588774三角承托150558225肋板2705815568肋板2705414580207021253200翼板净轴以上面积对净轴静矩270068182679净轴以上面积对换轴静矩翼板360064230396三角承托150588774三角承托150558225肋板32493097715肋板32492685826289168324446翼板换轴以上面积对净轴静矩静矩270066178443换轴以上面积对换轴静矩静矩翼板360062224748三角承托150578538三角承托150537989肋板30512886193肋板30512575026273174307763截面特性汇总名称符号单位截面跨中四分点变化点支点混凝土净截面净面积Ajcm266676667774711527净惯矩Ijcm427389284274122913300329637337114截面形心至上缘距离yjscm67677875截面形心至下缘距离yjxcm113113102105截面抗弯模量梁上边缘Wjscm3410350410580422448496776梁下边缘Wjxcm3241840242083323955356130对形心轴静矩翼缘部分面积Sa-jcm3171909171963205359253200净轴以上面积Sj-jcm3191584191637235765324446换轴以上面积So-jcm3191575191628235580307763马蹄部分面积Sh-jcm31464011464962266320钢束群重心到净轴距离ejcm98.5193.5152.7632.67换算截面换算面积Aocm280308030907212852换算惯距Iocm435066653350475203850508941755461截面形心至上缘距离yoscm66.4666.4573.5971.50截面形心至下缘距离yoxcm113.54113.55106.41108.50截面抗弯模量梁上边缘Woscm3527643527455523250583986梁下边缘Woxcm3308846308643361850384846对形心轴静矩翼缘部分面积Sa-ocm3224128220924252332253200净轴以上面积Sj-ocm323064239638217100324446换轴以上面积So-ocm3239659239635217836307763马蹄部分面积Sh-ocm31948911964842668420钢束群重心到换轴距离eocm98.8093.8357.3036.33钢束群重心到下缘距离aycm14.7419.7249.1272.17截面管道摩擦损失σs1截面位置钢束θ=Φ-αx(m)μ*θ+k*x1-e-(μθ+kx)σk[1-e-(μθ+kx)](Mpa)角度弧度1/4点N1(N2)70.127.570.03080.030342.29N3150.267.540.05730.055777.66N4150.267.540.05730.055777.67N513.650.247.460.05270.051471.64N615.420.275.810.05700.055477.23跨中N1(N2)70.1214.820.03800.037352.06N3150.2614.790.06450.062587.17N4150.2614.790.06450.062587.18N5150.2614.710.06450.062487.08N6180.3113.060.07280.070297.88变化点N1(N2)11.560.201.720.04000.039354.76N38.770.151.690.03080.030342.26N41.890.031.690.00800.007911.06N51.380.021.610.00620.00628.63支点N1(N2)000.320.00030.00030.45N3000.290.00030.00030.40N4000.290.00030.00030.41N5000.210.00020.00020.30锚具变形，钢束回缩引起的损失σs2（Mpa)钢束N1(N2)N3N4N5N6l(mm)31068.4931019.1431189.5831057.9927798.16σs2(Mpa)73.3973.5073.1073.4182.02截面σs4计算表钢束号锚固时预加纵向轴力Ny0ΣNy0(0.1KN)eyiMy0=Ny0*eyiΣMy0(Mpa)计算应力损失的钢束号eyj(cm)ΣΔσhlσs4=ny*ΣΔσhl(Mpa)σy0σy0*ΔaycosαNy0ΣNy0/AjΣMy0*eyi/Ij合计Aj=6667Ij=27412290.53579371/4点N21279.3210746.30110746.3010746.30103.751114928.701114928.70N1103.751.614.225.8332.49N11246.8310473.40110473.4021219.70103.751086615.522201544.22N581.983.186.589.7754.41N51195.5410042.560.999721107810039.7631259.4681.98823059.593024603.81N3103.754.6911.4516.1489.89N31153.959693.1419693.1440952.60103.751005663.144030266.95N496.056.1414.1220.26112.89N41131.349503.2619503.2650455.8796.05912788.384943055.33Aj=6667Ij=27389284.01跨中N21269.5510664.22110664.2210664.22103.761106519.331106519.33N1103.761.604.195.7932.26N11237.2910393.20110393.2021057.42103.761078398.712184918.04N582.763.246.609.8454.83N51179.699909.3619909.3630966.7882.76820098.483005016.52N3103.764.7611.3816.1589.96N31144.369612.6619612.6640579.44103.76997409.444002425.96N496.056.2414.0420.28112.97N41131.269502.6019502.6050082.0496.05912724.494915150.45Aj=7747Ij=33003295.98变化点N21266.8610641.590.998194007410622.3710622.3790.86965148.32965148.32N190.861.372.664.0322.44N11244.4110453.080.998194007410434.2021056.5790.86948051.501913199.82N5-5.632.72-0.332.3913.32N51299.6410916.960.971896858210610.1631666.73-5.63-59735.211853464.61N383.374.094.688.7748.86N31230.3810335.190.994091409910274.1241940.8583.37856553.642710018.24N426.085.412.147.5642.09N41268.7510657.470.973937117210379.7152320.5626.08270702.822980721.07成桥后张拉N6A=8030.4Io=35047519.921/4点N611235.7510380.280.998989001710369.7869.69722721.48N2104.551.292.15601926233.4519.21N2914.407680.9317680.93104.55803069.23N1104.550.962.39571229073.3518.68N1914.937685.3917685.39104.55803534.73N582.780.961.89797215952.8615.91N5888.337461.960.99972110787459.8882.78617553.08N3104.550.931.84228140792.7715.44N3882.687414.5217414.52104.55775214.85N496.540.922.13526050253.0617.04N4881.477404.3817404.3896.54714783.45N6890.037476.230.99898900177468.6769.69520528.85Σ45113.774234684.19A=8030.4Io=35066652.86跨中N611235.7510380.2751504779110380.275150477971.54742614.50913179N2104.541.291.51503854012.8115.64N2929.797810.243333006317810.2433330063104.54816490.079897375N1104.540.972.43412538873.4118.98N1891.347487.285321280417487.2853212804104.54782727.749896312N583.540.932.3334729173.2718.19N5892.207494.478819098317494.478819098383.54626095.709627133N3104.540.931.49157709242.4213.51N3896.707532.252477723717532.2524777237104.54787428.658125633N496.870.942.34748729433.2918.30N4892.307495.279279322717495.279279322796.87726074.65360986N6890.987484.229851530117484.229851530171.54535428.743155007Σ45303.76908196164274245.59431132σs5=0.045*139562.775混凝土收缩须变损失σs6σh的计算截面Ny(Mpa)My(Mpa)Mg(Mpa)My-MgI(m4)A(m2)e(m)Ny/A(My-Mg)*e/Iσh(Mpa)跨中5008.204915.152110.912804.240.27389284010.670.997.5110.0917.601/4点5045.594943.061583.18253359.870.27412290540.670.947.5711.4619.03变化点5232.062980.72387.94562592.780.33003295980.770.536.754.1410.90βα(τ)=0.312u=818.74h=λ*2*Ah/u=28.58查表Φf2=1.61Φf=2*1.61=3.22Φ(∞,т)=Φ(t,т)=2.77ε=0.23*10^3配筋率跨中1/4点变化点A(cm2)8030.408030.409072.00Ay(cm2)50.4050.4050.40μ0.010.010.01跨中1/4点变化点分母r24366.744364.364244.39eA98.8093.8357.30eA29761.628804.463282.83ρ3.243.021.771+10*μ*ρ1.201.191.10分子Φ(∞,т)2.7732.7732.773ε=0.000230.000230.00023σh17.6019.0310.90n*σh*Φ(∞,т)271.86293.98168.36Ey*ε42.5542.5542.55n*σh*Φ(∞,т)+Ey*ε314.41336.53210.91σs6(Mpa)261.34282.94192.00永存应力截面钢束σk锚固前应力损失σy锚固后应力损失永存应力锚固阶段的预加力，（σ5+σ6）所引起的轴力和剪力σs1σs2σs4σs5σs6σs5+σs6sinαcosαQyNy(KN)Qy,(KN)Ny,(KN)跨中N11395.0052.0673.3932.261237.2962.78261.34324.12913.17010.001039.320.00272.26N21395.0052.0673.390.001269.5562.78261.34324.12945.44010.001066.430.00272.26N31395.0087.1773.5089.961144.3662.78261.34324.12820.25010.00961.270.00272.26N41395.0087.1873.10112.971121.7562.78261.34324.12797.63010.00942.270.00272.26N51395.0087.0873.4154.831179.6962.78261.34324.12855.57010.00990.940.00272.26N61395.0097.8882.021215.1062.78261.34324.12890.98010.001020.680.00272.265223.030.006020.890.001633.55变化点N11395.0054.7673.3922.441244.4162.78192.00254.77989.640.0600730.99819462.791043.4212.86213.62N21395.0054.7673.390.001266.8662.78192.00254.771012.080.0600730.99819463.931062.2412.86213.62N31395.0042.2673.5048.861230.3862.78192.00254.77975.610.1085460.994091112.181027.4123.23212.74N41395.0011.0673.1042.091268.7562.78192.00254.771013.980.2268180.973937241.731037.9748.54208.43N51395.008.6373.4113.321299.6462.78192.00254.771044.870.2354070.971897256.991061.0250.38207.995036.185232.06147.861056.41扣除全部损失的永存应力截面M(KN.m)N(KN)σs5+σs6NyNy1M'My1变化点2980.7252320.560.005232.060.002980.72截面应力验算（一）混凝土法向应力的验算1预施应力阶段的混凝土法向应力验算梁截面下缘最大压应力бha≤0.75Rab’＝0.75×0.9×35＝23.625MPa梁截面上缘最大拉应力бhl≤0.75Rlb’＝0.70×0.9×3.0＝1.89MPa预施应力阶段的混凝土法向应力记算截面应力部位Mg1（kN·m）Ny0(kN)My0(kN·m)Aj（m2）I1（m4)e1se1x(m)бha(Mpa）бhl(Mpa）跨中上缘2110.91500849150.66670.27389284010.670.68下缘1.1314.35四分点上缘1583.1825504649430.66670.27412290540.67-0.62下缘1.1315.75变化点上缘387.9456523229810.77470.33003295980.780.62下缘1.0212.89采用两定点吊装。吊点在支点跨中Mg=2110.91变化点Mg=387.95Ny0(kN)My0(kN·m)Aj（m2）WjMg1（超重）Mg1（失重）Ny0/AjMg1/Wj超Mg1/Wj失My0/Wjбh超(Mpa)бh失(Mpa)跨中上缘5008.204915.150.670.412533.091794.277.516.174.37-11.981.71-0.09下缘5008.204915.150.670.242533.091794.277.51-10.47-7.4220.3217.3620.42变化点上缘5232.062980.720.770.42465.53329.756.751.100.78-7.060.800.48下缘5232.062980.720.770.32465.53329.756.75-1.44-1.029.2014.5214.94（二）使用阶段的混凝土法向应力（扣除全部预应力损失）验算荷载组合Ⅰ梁截面上缘最大压应力бha≤0.5Rab＝0.5×35＝17.5MPa不允许出现拉应力荷载组合Ⅲ梁截面上缘最大压应力бha≤0.6Rab＝0.6×35＝21MPa不允许出现拉应力使用阶段的混凝土法向应力（扣除全部预应力损失）计算荷载组合截面部位Ny1A1My1Mg1W1sMg2MpW2sбhaW1xW2xбhlkNm2kN·mkN·mm3kN·mkN·mm3Mpa组合Ⅰ跨中上缘4530.380.803044274.252110.910.410351152.171935.880.527646.22下缘0.241840.308854.59变化点上缘5232.060.90722980.72387.950.42245211.75211.750.523250.44下缘0.323960.3618512.60组合Ⅲ跨中上缘4530.380.803044274.252110.910.410351152.172350.400.527647.01下缘0.241840.308853.25变化点上缘5232.060.803042980.72387.950.42245211.75490.020.523251.72下缘0.323960.3618512.58(三）使用阶段混凝土主拉应力和主压应力验算（以保证梁体有足够的抗剪强度）荷载组合Ⅰ主拉应力бzl≤0.8Rlb＝0.8×3.0＝2.4MPa主压应力бza≤0.6×Rab＝0.6×35＝21MPa荷载组合Ⅲ主拉应力бzl≤0.9Rlb＝0.9×3.0＝2.7MPa主压应力бza≤0.65×Rab＝0.65×35＝22.75MPa剪应力荷载截面Q（kN）I1（m4)I2(m4)肋宽b(m)上梗肋处净轴处换轴处下梗肋处Saa1(m3)Saa2(m3)τ(Mpa)Scc1(m3)Scc2(m3)τ(Mpa)Sc'c'1(m3)Sc'c'2(m3)τ(Mpa)Sbb1(m3)Sbb2(m3)τ(Mpa)梁的自重跨中0.000.27390.35070.180.1719/0.000.1916/0.000.1916/0.000.1464/0.00变化点263.050.33000.38510.20540.910.23581.040.23561.040.22661.00第二期恒载＋汽跨中104.330.27390.35070.18/0.22410.37/0.02310.04/0.23970.40/0.19490.32变化点368.630.33000.38510.25231.340.21711.150.21781.160.26681.42第二期恒载＋挂跨中162.090.27390.35070.18/0.22410.58/0.02310.06/0.23970.62/0.19490.50变化点420.110.33000.38510.25231.530.21711.320.21781.320.26681.62预加力变化点0.000.33000.180.20540.000.23580.000.23560.000.22660.00变化点0.000.38510.180.25230.000.21710.000.21780.000.26680.00变化点0.000.000.000.00组合一跨中2.250.040.400.32变化点2.252.202.202.42组合三跨中0.580.060.620.50变化点2.442.362.362.62бh的计算截面锚固时σs5+σs6引起的бhNy1/A1My1I1（m4)y1（m）My1*y1/I1Ny/A2M'I2(m4)y2M'*y1/I2（Mpa）12345=2*4/3678910=7*9/81+5+6+10跨中上梗肋5.644274.250.270.47-7.292.031613.960.350.462.142.52净轴0.000.002.031613.960.35-0.00-0.017.66换轴0.00-0.042.031613.960.350.000.007.63下梗肋-0.7311.432.031613.960.35-0.74-3.3815.72变化点上梗肋5.772980.720.330.58-5.250.000.000.390.540.000.52净轴0.000.000.000.000.39-0.050.005.77换轴0.05-0.410.000.000.390.000.005.36下梗肋-0.322.880.000.000.39-0.360.008.65бhx=бh±б计算表截面应力部位Mg1(kN·m）I1（m4）y1（m）Mg1×y1/I1（Mpa）Mg2+M汽Mg2+M挂I2y2±(Mg2+M汽)×y2/I2±(Mg2+M挂)×y2/I2бh（Mpa）бhx（Mpa）组合Ⅰ组合Ⅲ12345678910114+9+114+10+11跨中上梗肋2110.910.273890.473.603088.053502.570.350670.464.094.642.5210.2110.76净轴0.000.00-0.00-0.03-0.037.667.647.63换轴0.000.020.000.000.007.637.657.65下梗肋-0.73-5.65-0.74-6.48-7.3515.723.602.73变化点上梗肋387.950.330030.580.68616.45701.770.385050.540.860.980.522.062.18净轴0.000.00-0.05-0.07-0.085.775.695.68换轴0.050.050.000.000.005.365.415.41下梗肋-0.32-0.37-0.36-0.58-0.668.657.697.61主应力计算表荷载组合截面主应力部位бhx(Mpa）τh（Mpa）бzl＝бza＝第Ⅰ荷载组合跨中上梗肋10.212.25-0.4710.69净轴7.640.04-0.007.64换轴7.650.40-0.027.67下梗肋3.600.32-0.033.63变化点上梗肋2.062.25-1.453.51净轴5.692.20-0.756.44换轴5.412.20-0.786.19下梗肋7.692.42-0.708.39第Ⅲ荷载组合跨中上梗肋10.760.58-0.0310.79净轴7.630.06-0.007.63换轴7.650.62-0.057.70下梗肋2.730.50-0.092.82变化点上梗肋2.182.44-1.583.76净轴5.682.36-0.856.54换轴5.412.36-0.896.30下梗肋7.612.62-0.828.42（四）验算预应力钢丝束中的最大应力荷载组合Ⅰбy≤0.65Ryb＝0.65×1860＝1209Mpa荷载组合Ⅲбy≤0.70Ryb＝0.70×1860＝1302Mpa跨中截面钢丝束最大应力项目N1N2N3N4N5N6有效应力бy913.17945.44820.25797.63855.57890.98第一期恒载nyMg1/I186.94e1i104.25104.25104.2596.5583.2571.25бg1=nyMg1e1i/I1(Mpa)90.6490.6490.6483.9472.3861.95第二期恒载nyMg2/I218.30e2i104.54104.54104.5496.8483.5471.55бg2=nyMg2e2i/I2(Mpa)19.1419.1419.1417.7315.2913.10汽车nyM汽/I230.76бpⅠ=nyM汽e2i/I2(Mpa)32.1532.1532.1529.7825.6922.01挂车nyM挂/I237.34бpⅢ=nyM挂e2i/I2(Mpa)39.0439.0439.0436.1631.1926.72钢束应力бymin=бy+бg1+бg21022.941055.21930.02899.30943.24966.02Ⅰ:бymax=бmin+бpⅠ1055.091087.36962.17929.08968.93988.03Ⅲ:бymax=бmin+бpⅢ1061.981094.24969.05935.46974.43992.74变化点截面钢丝束最大应力项目N1N2N3N4N5有效应力бy989.641012.08975.611013.981044.87第一期恒载nyMg1/I186.94e1i0.910.910.620.26-0.06бg1=nyMg1e1i/I1(Mpa)78.8978.8954.0022.57-5.00第二期恒载nyMg2/I218.30e2i0.950.950.670.30-0.01бg2=nyMg2e2i/I2(Mpa)17.4417.4412.205.58-0.22汽车nyM汽/I230.76бpⅠ=nyM汽e2i/I2(Mpa)29.3029.3020.509.38-0.37挂车nyM挂/I237.34бpⅢ=nyM挂e2i/I2(Mpa)35.5835.5824.8911.39-0.45钢束应力бymin=бy+бg1+бg21085.971108.411041.801042.131039.65Ⅰ:бymax=бmin+бpⅠ1115.271137.711062.301051.511039.27Ⅲ:бymax=бmin+бpⅢ1121.551143.991066.691053.511039.19各束引起反拱度计算yox=113.55Io=35047519.9202045Eh=35000Mpa分块项目N1N2N3N4N5N6h1cm83.5583.5553.55-6.45-36.45-49.33h3cm104.55104.55104.5596.8583.5571.55h2cm12.1912.1912.1925.8825.8830.90l1cm1238.971238.97744.79794.66659.77642.35l3cm144.09144.09634.59588.05714.90568.10l2cm243.35243.35733.84684.64811.49663.21Rcm1182.351182.355207.122272.052762.151838.41Φ0.120.120.120.260.260.31sin(Φ)0.120.120.120.260.260.31sin(Φ/2)0.060.060.060.130.130.16面积1A1cm226018.4326018.4337984.1682088.2379172.3477647.72d1cm619.49619.49372.39397.33329.88321.18A1*d1cm316118068.9116118068.9114145059.8032616060.3226117748.1024938649.91面积2A2cm2123853.16123853.1679185.95-9536.17-53622.14-64398.58d2cm741.16741.16739.32739.65735.63652.78A2*d2cm391795010.8291795010.8258543361.33-7053426.77-39446054.14-42038106.62面积3A3cm2604.80604.80604.801250.001250.001469.46d3cm1416.151416.151412.461414.901406.861242.16A3*d3cm3856494.39856494.39854262.661768631.181758581.181825302.79面积4A4cm21756.041756.047733.6815219.8218502.9217555.27d4cm1311.021311.021062.081088.681017.22926.40A4*d4cm32302207.432302207.438213800.1216569563.0618821511.2816263277.52面积5A5cm2634.95634.9512315.1522762.8133642.4125558.36d5cm1287.001287.00956.32990.67898.07831.72A5*d5cm3817180.08817180.0811777186.7122550543.6430213203.5421257418.26面积6A6cm2212.28212.284117.337692.5511369.258689.82d6cm1311.071311.071062.321089.701018.45927.82A6*d6cm3278317.59278317.594373915.728382561.6411579042.808062598.08Acm2153079.68153079.68141941.08119477.2590314.7966522.06dcm732.74732.74689.78626.34543.03455.63ηcm374.79374.79394.43426.48464.11424.97Ny0.1KN7685.397680.937414.527404.387459.887468.67flcm0.850.850.800.720.600.40f=4.216向上