1、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108017018360036000-1061220946312245463780049666342、6846462827440632959052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108017018360036000-99.001058467610620676690048991346677712506392329731694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=71.3、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360123.344388804、00-50.95934545942545马蹄2700155418500520833-82.651844401018964843888064246328778553498330337861157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2700155418500520833-75.341532417415845007795、8063571328609803077152933632508ys1=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891097.586872520214563-26.55628075426495317126608982252028227121215927414986、198小毛截面翼板27007.5202505062568.311259730612647931三角承托15016.667250020859.14524608524816腹板891097.586872520214563-21.6941934252440798811760891475202653961731533937580736ys1=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0.500.250.050.00一期弯距2110.911583.18387.950.00剪力0.00145.58263.05291.17、6二期弯距1152.17864.13211.750.00剪力0.0079.46143.58158.92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+23263.080.002447.31225.04599.8、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6501.14178.305041.9、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y1y2L1x3RN1(N2)2112.19810、.8110099.2571182.35N35112.1938.8110099.2575207.12N4103.325.8877.4210096.59152272.05N512025.8894.1210096.59152762.15N6120.8830.9089.9810095.11181838.41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)1/4点N1(N2)/1182.3599.0019.72N3/5207.1299.00N4/2272.0516.716.70N565.232762.150.023620.999723030.77N6811、2.651838.410.044960.998994243.86变化点N1(N2)71.031182.350.060070.99819911.1449.12N3565.215207.120.108550.99409939.77N4515.342272.050.226820.9739416.775.92N5650.232762.150.235410.9719030107.63y角度ax5x5*tan(a)a0ai支点N1(N2)21.007.0032.323.979.0026.0372.17N351.0015.0028.637.679.0052.33N4103.3015.0029.307.85112、6.70112.15N5120.0015.0021.265.7030.00144.30N6钢束长度计算R曲线长S直线长X1直线长L1有效长度预留长度N1(N2)1182.357.00144.451238.97100.002966.85140.00N35207.127.00636.17744.79100.002961.91140.00N42272.0515.00594.82794.66100.002978.96140.00N52762.1515.00723.13659.77100.002965.80140.00N61838.4118.00577.55642.35100.002639.82140.13、00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di管道面积=46.566n=6ny=跨中净截面毛截面6900.0071.0048991366.7529731694-4.26扣除管道面积-279.40160.72-449050-93.976667.1744500829731694换算截面毛截面7800.0063.6749666366.46329590522.78钢束换算面积230.40160.72370300-94.268030.40533693329590521/4点净截面毛截面6900.0071.0048991366.76214、9731694-4.24扣除管道面积-279.40160.28-447810-93.516667.1744513229731694换算截面毛截面7800.0063.6749666366.45329590522.77钢束换算面积230.40160.28369280-93.838030.4053359132959052变化点净截面毛截面7980.0079.6663571378.1233632508-1.54扣除管道面积-232.83130.88-304740-52.767747.1760523933632508换算截面毛截面8880.0072.3564246373.59378611571.24钢束15、换算面积192.00130.88251300-57.309072.0066759337861157支点净截面毛截面11760.0075.8189147575.1637580736-0.65扣除管道面积-232.83107.83-251060-32.6711527.1786636937580736换算截面毛截面12660.0070.9589822571.50414981980.55钢束换算面积192.00107.83207040-36.3312852.0091892941498198截面对重心轴静矩计算跨中b1=180rs=66.75b2=240rs=Ai(cm2)yi(cm)Si(cm3)Ai16、(cm2)yi(cm)翼板翼缘对净轴静矩270059159965翼缘对换轴静矩翼板360059三角承托150507512三角承托15050肋板90494432肋板9049171909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36087马蹄1080103111514马蹄1080104肋板3608329971肋板36084管道-27994-26256管道23094146401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360058三角承托150507512三角承托15049肋板9322624108肋板93225191584-1翼板换轴以上面17、积对净轴静矩静矩270059159965换轴以上面积对换轴静矩静矩翼板360058三角承托150507512三角承托15049肋板9262624098肋板926251915751/4点rs=67rs=Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)跨中净截面66.75翼板翼缘对净轴静矩270059160015翼缘对换轴静矩翼板360058三角承托150507515三角承托15049肋板90494434肋板9048171963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36088马蹄1080103111494马蹄1080104肋板3608329965肋板18、36084管道-27994-26128管道23095146496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360058三角承托150507515三角承托15049肋板9322624108肋板93225191637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360058三角承托150507515三角承托15049肋板9262624098肋板92625191628变化点rs=78rs=Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)翼板翼缘对净轴静矩270071190685翼缘对换轴静矩翼板360066三角19、承托150619219三角承托15057肋板90615456肋板9056205359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36050马蹄270077207565马蹄270081肋板3604215075肋板36046管道-23353-12284管道23057226632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270066三角承托150619219三角承托15057肋板11363235862肋板108327235765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270066三角承托15061920、219三角承托15057肋板10553435677肋板102530235580支点rs=75rs=Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)翼板翼缘对净轴静矩270068182679翼缘对换轴静矩翼板360064三角承托150588774三角承托15055肋板2705815568肋板27054207021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360064三角承托150588774三角承托15055肋板32493097715肋板324926289168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21、360062三角承托150578538三角承托15053肋板30512886193肋板305125273174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-jcm317190917122、963205359253200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23、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s1截面24、位置钢束=-x (m)*+k*x1-e-(+kx)k1-e-(+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)70.1214.820.03800.037352.06N3150.2614.790.06450.062587.17N4150.2614.790.06450.062587.18N5125、50.2614.710.06450.062487.08N6180.3113.060.07280.070297.88净轴以上面积对净轴静矩净轴以上面积对换轴静矩变化点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)000.320.00030.00030.45N3000.290.00030.00030.40N4000.290.00030.00030.41N5000.210.0026、020.00020.30锚具变形，钢束回缩引起的损失s2（Mpa)钢束N1(N2)N3N4N5N6l(mm)31068.4931019.1431189.5831057.9927798.16s2(Mpa)73.3973.5073.1073.4182.02截面s4计算表钢束号锚固时预加纵向轴力Ny0Ny0(0.1KN)eyiMy0=Ny0*eyiy0y0*ay cosNy0Aj=6667Ij=274122911/4点N21279.3210746.301 10746.3010746.30103.751114928.70N11246.8310473.401 10473.4021219.70103.7527、1086615.52N51195.5410042.560.99972110810039.7631259.4681.98823059.59N31153.959693.1419693.1440952.60103.751005663.14N41131.349503.2619503.2650455.8796.05912788.38Aj=6667Ij=27389284.01跨中N21269.5510664.221 10664.2210664.22103.761106519.33N11237.2910393.201 10393.2021057.42103.761078398.71N51179.69990928、.3619909.3630966.7882.76820098.48N31144.369612.6619612.6640579.44103.76997409.44N41131.269502.6019502.6050082.0496.05912724.49Aj=7747Ij=33003295.98变化点N21266.8610641.590.99819400710622.3710622.3790.86965148.32N11244.4110453.080.99819400710434.2021056.5790.86948051.50N51299.6410916.960.97189685810610.29、1631666.73-5.63-59735.21N31230.3810335.190.9940914110274.1241940.8583.37856553.64N41268.7510657.470.97393711710379.7152320.5626.08270702.82成桥后张拉N6A=8030.4Io=35047519.921/4点N611235.7510380.280.99898900210369.7869.69722721.48N2914.407680.9317680.93104.55803069.23N1914.937685.3917685.39104.55803534.73N30、5888.337461.960.9997211087459.8882.78617553.08N3882.687414.5217414.52104.55775214.85N4881.477404.3817404.3896.54714783.45N6890.037476.230.9989890027468.6769.69520528.8545113.774234684.19A=8030.4Io=35066652.86跨中N611235.7510380.27515110380.2751571.54742614.5091N2929.797810.24333317810.243333104.54816431、90.0799N1891.347487.28532117487.285321104.54782727.7499N5892.207494.47881917494.47881983.54626095.7096N3896.707532.25247817532.252478104.54787428.6581N4892.307495.27927917495.27927996.87726074.6536N6890.987484.22985217484.22985271.54535428.743245303.769084274245.594s5=0.045*139562.775混凝土收缩须变损失s6h的计算32、截面Ny(Mpa)My(Mpa)Mg(Mpa)My-MgI(m4)A(m2)e(m)Ny/A跨中5008.204915.152110.912804.240.273892840.670.997.511/4点5045.594943.061583.18253359.870.2741229050.670.947.57变化点5232.062980.72387.94562592.780.330032960.770.536.75()=0.312u=818.74h=*2*Ah/u=28.58查表f2=1.61f=2*1.61=3.22(,)=(t,)=2.77=0.23*103 配筋率跨中1/4点变化点A(c33、m2)8030.408030.409072.00Ay(cm2)50.4050.4050.400.010.010.01跨中1/4点变化点分母r24366.744364.364244.39eA98.8093.8357.30eA29761.628804.463282.833.243.021.771+10*1.201.191.10分子(,)2.7732.7732.773=0.000230.000230.00023h17.6019.0310.90n*h*(,)271.86293.98168.36Ey*42.5542.5542.55n*h*(n*h*(,)+Ey*,)+Ey*314.41336.5321034、.91s6 (Mpa)261.34282.94192.00永存应力截面钢束k锚固前应力损失ys1s2s4跨中N11395.0052.0673.3932.261237.29N21395.0052.0673.390.001269.55N31395.0087.1773.5089.961144.36N41395.0087.1873.10112.971121.75N51395.0087.0873.4154.831179.69N61395.0097.8882.021215.10变化点N11395.0054.7673.3922.441244.41N21395.0054.7673.390.001266.86N35、31395.0042.2673.5048.861230.38N41395.0011.0673.1042.091268.75N51395.008.6373.4113.321299.64扣除全部损失的永存应力截面M(KN.m)N(KN)s5+s6NyNy1MMy1变化点2980.7252320.560.005232.060.002980.72截截面面应应力力验验算算（一一）混混凝凝土土法法向向应应力力的的验验算算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ha0.75Rab0.750.93523.625MPa梁截面上缘最大拉应力hl0.75Rlb0.700.93.01.89MPa预预施36、施应应力力阶阶段段的的混混凝凝土土法法向向应应力力记记算算截面应力部位Mg1 （kNm）Ny0(kN)My0(kNm)Aj（m2）I1（m4)e1s e1x (m)跨中上缘2110.91500849150.66670.27389280.67下缘1.13四分点上缘1583.1825504649430.66670.27412290.67下缘1.13变化点上缘387.9456523229810.77470.3300330.78下缘1.02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(kNm)Aj（m2）WjMg1（超重）Mg1（失重）跨中上缘500837、.204915.150.670.412533.091794.27下缘5008.204915.150.670.242533.091794.27变化点上缘5232.062980.720.770.42465.53329.75下缘5232.062980.720.770.32465.53329.75（二二）使使用用阶阶段段的的混混凝凝土土法法向向应应力力（扣扣除除全全部部预预应应力力损损失失）验验算算 荷载组合 梁截面上缘最大压应力ha0.5Rab0.53517.5MPa不允许出现拉应力 荷载组合 梁截面上缘最大压应力ha0.6Rab0.63521MPa 不允许出现拉应力使使用用阶阶段段的的混混凝凝土土38、法法向向应应力力（扣扣除除全全部部预预应应力力损损失失）计计算算荷载组合截面部位Ny1A1My1Mg1W1sW1xkNm2kNmkNmm3组合跨中上缘4530.380.803044274.252110.910.41035下缘0.24184变化点上缘5232.060.90722980.72387.950.42245下缘0.32396组合跨中上缘4530.380.803044274.252110.910.41035下缘0.24184变化点上缘5232.060.803042980.72387.950.42245下缘0.32396(三三）使使用用阶阶段段混混凝凝土土主主拉拉应应力力和和主主压压应应力力39、验验算算（以以保保证证梁梁体体有有足足够够的的抗抗剪剪强强度度）荷载组合 主拉应力zl0.8Rlb0.83.02.4MPa 主压应力za0.6Rab0.63521MPa荷载组合 主拉应力zl0.9Rlb0.93.02.7MPa 主压应力za0.65Rab0.653522.75MPa剪剪应应力力荷载截面Q（kN）I1（m4)I2(m4)肋宽b(m)上梗肋处Saa1(m3)Saa2(m3)梁的自重跨中0.000.27390.35070.180.1719/变化点263.050.33000.38510.2054第二期恒载汽跨中104.330.27390.35070.18/0.2241变化点368.6340、0.33000.38510.2523第二期恒载挂跨中162.090.27390.35070.18/0.2241变化点420.110.33000.38510.2523预加力变化点0.000.33000.180.2054变化点0.000.38510.180.2523变化点组合一跨中变化点组合三跨中变化点h的计算截面锚固时s5+s6引起的Ny1/A1My1I1（m4)y1（m）My1*y1/I1 Ny/A2M12345=2*4/367跨中上梗肋5.644274.250.270.47-7.292.031613.96净轴0.000.002.031613.96换轴0.00-0.042.031613.96下41、梗肋-0.7311.432.031613.96变化点上梗肋5.772980.720.330.58-5.250.000.00净轴0.000.000.000.00换轴0.05-0.410.000.00下梗肋-0.322.880.000.00hxhx=h h计计算算表表截面应力部位Mg1(kNm）I1（m4）y1（m）Mg1y1/I1（Mpa）Mg2+M汽Mg2+M挂123456跨中上梗肋2110.910.273890.473.603088.053502.57净轴0.000.00换轴0.000.02下梗肋-0.73-5.65变化点上梗肋387.950.330030.580.68616.45701.742、7净轴0.000.00换轴0.050.05下梗肋-0.32-0.37主主应应力力计计算算表表荷载组合截面主应力部位 hx(Mpa）h（Mpa）zlza第荷载组合跨中上梗肋10.212.25-0.4710.69净轴7.640.040.007.64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第荷载组合跨中上梗肋10.760.58-0.0310.79净轴7.630.060.007.63换轴7.650.62-43、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（四四）验验算算预预应应力力钢钢丝丝束束中中的的最最大大应应力力荷载组合 y0.65Ryb0.6518601209Mpa 荷载组合 y0.70Ryb0.7018601302Mpa 跨跨中中截截面面钢钢丝丝束束最最大大应应力力项目N1N2N3N4N5有效应力y913.17945.44820.25797.63855.57第一期恒载nyMg1/I186.94e1i104.25104.244、5104.2596.5583.25g1=nyMg1e1i/I1(Mpa)90.6490.6490.6483.9472.38第二期恒载nyMg2/I218.30e2i104.54104.54104.5496.8483.54g2=nyMg2e2i/I2(Mpa)19.1419.1419.1417.7315.29汽车nyM汽/I230.76p=nyM汽e2i/I2(Mpa)32.1532.1532.1529.7825.69挂车nyM挂/I237.34p=nyM挂e2i/I2(Mpa)39.0439.0439.0436.1631.19钢束应力ymin=y+g1+g21022.941055.21930.45、02899.30943.24:ymax=min+p1055.091087.36962.17929.08968.93:ymax=min+p1061.981094.24969.05935.46974.43变变化化点点截截面面钢钢丝丝束束最最大大应应力力项目N1N2N3N4N5有效应力y989.641012.08975.611013.981044.87第一期恒载nyMg1/I186.94e1i0.910.910.620.26-0.06g1=nyMg1e1i/I1(Mpa)78.8978.8954.0022.57-5.00第二期恒载nyMg2/I218.30e2i0.950.950.670.30-0.46、01g2=nyMg2e2i/I2(Mpa)17.4417.4412.205.58-0.22汽车nyM汽/I230.76p=nyM汽e2i/I2(Mpa)29.3029.3020.509.38-0.37挂车nyM挂/I237.34p=nyM挂e2i/I2(Mpa)35.5835.5824.8911.39-0.45钢束应力ymin=y+g1+g21085.971108.411041.801042.131039.65:ymax=min+p1115.271137.711062.301051.511039.27:ymax=min+p1121.551143.991066.691053.511039.19各47、束引起反拱度计算yox=113.55Io=35047519.92Eh=35000分块项目N1N2N3N4N5h1cm83.5583.5553.55-6.45-36.45h3cm104.55104.55104.5596.8583.55h2cm12.1912.1912.1925.8825.88l1cm1238.971238.97744.79794.66659.77l3cm144.09144.09634.59588.05714.90第一期恒载l2cm243.35243.35733.84684.64811.49Rcm1182.351182.355207.122272.052762.150.120.1248、0.120.260.26sin()0.120.120.120.260.26sin(/2)0.060.060.060.130.13面积1A1cm226018.4326018.4337984.1682088.2379172.34d1cm619.49619.49372.39397.33329.88A1*d1cm316118068.9116118068.9114145059.8032616060.3226117748.10面积2A2cm2123853.16123853.1679185.95-9536.17-53622.14d2cm741.16741.16739.32739.65735.63A2*d2c49、m391795010.8291795010.8258543361.33-7053426.77-39446054.14面积3A3cm2604.80604.80604.801250.001250.00d3cm1416.151416.151412.461414.901406.86A3*d3cm3856494.39856494.39854262.661768631.181758581.18面积4A4cm21756.041756.047733.6815219.8218502.92d4cm1311.021311.021062.081088.681017.22A4*d4cm32302207.4323022050、7.438213800.1216569563.0618821511.28面积5A5cm2634.95634.9512315.1522762.8133642.41d5cm1287.001287.00956.32990.67898.07A5*d5cm3817180.08817180.0811777186.7122550543.6430213203.54面积6A6cm2212.28212.284117.337692.5511369.25d6cm1311.071311.071062.321089.701018.45A6*d6cm3278317.59278317.594373915.728382561.51、6411579042.80Acm2153079.68153079.68141941.08119477.2590314.79dcm732.74732.74689.78626.34543.03cm374.79374.79394.43426.48464.11Ny0.1KN7685.397680.937414.527404.387459.88flcm0.850.850.800.720.60f=4.216向上x2x1144.091238.97634.59744.79588.05794.66714.90659.77568.10642.35弧度角度0.023621.350.044972.580.06011352、.440.108766.230.2288113.110.2376413.62总长3106.853101.913118.963105.802779.82IyIy5.5712496429856658-2467380-2467380-23424102738928460469330195212047132204713221076013506665312388029855574-2443284-2443284-2319403274122915992033018972202854820285482088468350475201891033651418-648122-648122-629212330032953、6136283787478563030463030464393238505089492137585656-248543-248543-243622373371143843415020422534192534192572624175546166.46Si(cm3)2122537469440622412831275111824300752171819489120925473442306423966220925473442306123965966Si(cm3)2092497344433122092431575112725303752180819648420924973442304523963820954、24973442304223963574Si(cm3)2386948571506725233217830219229166311315126684217902185712950821710017902185713024521783672Si(cm3)230396822514580253200230396822585826324446224748798975026307763My0 (Mpa)计算应力损失的钢束号eyj (cm)hls4=ny*hl(Mpa)Ny0/AjMy0*eyi/Ij合计1114928.70N1103.751.614.225.8332.492201544.22N581.9855、3.186.589.7754.413024603.81N3103.754.6911.4516.1489.894030266.95N496.056.1414.1220.26112.894943055.331106519.33N1103.761.604.195.7932.262184918.04N582.763.246.609.8454.833005016.52N3103.764.7611.3816.1589.964002425.96N496.056.2414.0420.28112.974915150.45965148.32N190.861.372.664.0322.441913199.82N5-56、5.632.72-0.332.3913.321853464.61N383.374.094.688.7748.862710018.24N426.085.412.147.5642.092980721.07N2104.551.292.1560192623.4519.21N1104.550.962.3957122913.3518.68N582.780.961.8979721592.8615.91N3104.550.931.8422814082.7715.44N496.540.922.1352605033.0617.04截面s4计算表N2104.541.291.515038542.8115.64N11057、4.540.972.4341253893.4118.98N583.540.932.3334729173.2718.19N3104.540.931.4915770922.4213.51N496.870.942.3474872943.2918.30(My-Mg)*e/Ih(Mpa)10.0917.6011.4619.034.1410.90锚固后应力损失永存应力锚固阶段的预加力，（5+6）所引起的轴力和剪力s5s6s5+s6sincosQyNy (KN)Qy,(KN)62.78261.34324.12913.17010.001039.320.0062.78261.34324.12945.44010.58、001066.430.0062.78261.34324.12820.25010.00961.270.0062.78261.34324.12797.63010.00942.270.0062.78261.34324.12855.57010.00990.940.0062.78261.34324.12890.98010.001020.680.005223.030.006020.890.0062.78192.00254.77989.640.0600730.99819462.791043.4212.8662.78192.00254.771012.080.0600730.99819463.931062.2459、12.8662.78192.00254.77975.610.1085460.994091112.181027.4123.2362.78192.00254.771013.980.2268180.973937241.731037.9748.5462.78192.00254.771044.870.2354070.971897256.991061.0250.385036.185232.06147.86ha (Mpa）hl (Mpa）0.6814.35-0.6215.750.6212.89Ny0/AjMg1/Wj超Mg1/Wj失My0/Wjh超(Mpa)h失(Mpa)7.516.174.37-11.9860、1.71-0.097.51-10.47-7.4220.3217.3620.426.751.100.78-7.060.800.486.75-1.44-1.029.2014.5214.94不允许出现拉应力 荷载组合 梁截面上缘最大压应力ha0.6Rab0.63521MPa 不允许出现拉应力Mg2MpW2shaW2xhlkNmkNmm3Mpa1152.171935.880.527646.220.308854.59211.75211.750.523250.440.3618512.601152.172350.400.527647.010.308853.25211.75490.020.523251.72061、.3618512.58净轴处换轴处下梗肋处(Mpa)Scc1(m3)Scc2(m3)(Mpa)Scc1(m3)Scc2(m3)(Mpa)Sbb1(m3)Sbb2(m3)0.000.1916/0.000.1916/0.000.1464/0.910.23581.040.23561.040.22660.37/0.02310.04/0.23970.40/0.19491.340.21711.150.21781.160.26680.58/0.02310.06/0.23970.62/0.19491.530.21711.320.21781.320.26680.000.23580.000.23560.000.262、2660.000.21710.000.21780.000.26680.000.000.002.250.040.402.252.202.200.580.060.622.442.362.36hI2(m4)y2M*y1/I2（Mpa）8910=7*9/81+5+6+100.350.462.142.520.350.00-0.017.660.350.000.007.630.35-0.74-3.3815.720.390.540.000.520.39-0.050.005.770.390.000.005.360.39-0.360.008.65使使用用阶阶段段的的混混凝凝土土法法向向应应力力（扣扣除除全全部部预63、预应应力力损损失失）计计算算荷载组合 主拉应力zl0.8Rlb0.83.02.4MPa 主压应力za0.6Rab0.63521MPa荷载组合 主拉应力zl0.9Rlb0.93.02.7MPa 主压应力za0.65Rab0.653522.75MPas5+s6引起的I2y2(Mg2+M汽)y2/I2(Mg2+M挂)y2/I2h（Mpa）hx（Mpa）组合组合78910114+9+114+10+110.350670.464.094.642.5210.2110.760.00-0.03-0.037.667.647.630.000.000.007.637.657.65-0.74-6.48-7.3515.764、23.602.730.385050.540.860.980.522.062.18-0.05-0.07-0.085.775.695.680.000.000.005.365.415.41-0.36-0.58-0.668.657.697.61N6890.9871.25荷载组合 y0.65Ryb0.6518601209Mpa 荷载组合 y0.70Ryb0.7018601302Mpa 61.9571.5513.1022.0126.72966.02988.03992.74MpaN6-49.3371.5530.90642.35568.10663.211838.410.310.310.1677647.723265、1.1824938649.91-64398.58652.78-42038106.621469.461242.161825302.7917555.27926.4016263277.5225558.36831.7221257418.268689.82927.828062598.0866522.06455.63424.977468.670.40Ny,(KN)272.26272.26272.26272.26272.26272.261633.55213.62213.62212.74208.43207.991056.41锚固阶段的预加力，（5+6）所引起的轴力和剪力(Mpa)0.001.000.321.420.501.620.000.000.000.322.420.502.62