预应力简支梁计算表格

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108017018360036000-106122094631224546378004966634

2、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207072.51500752281313-0三角360123.34438880

4、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2700155418500520833-75.34153241741584500779

5、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891097.586872520214563-26.5562807542649531712660898225202822712121592741498

6、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.

7、16二期弯距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+2 3263.080.002447.31225.0459

8、9.69406.62450.08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6501.14178.30504

9、1.73562.751258.65792.13845.41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y1y2L1x3Rx2N1(N2)2112

10、.198.8110099.2571182.35144.09N35112.1938.8110099.2575207.12634.59N4103.325.8877.4210096.59152272.05588.05N512025.8894.1210096.59152762.15714.90N6120.8830.9089.9810095.11181838.41568.10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)弧度1/4点N1(N2)/1182.3599.0019.72N3/5207.1299.00N4/2272.0516.716.70N5

11、65.232762.150.023620.999723030.770.02362N682.651838.410.044960.998994243.860.04497变化点N1(N2)71.031182.350.060070.99819911.1449.120.06011N3565.215207.120.108550.99409939.770.10876N4515.342272.050.226820.9739416.775.920.22881N5650.232762.150.235410.9719030107.630.23764y角度ax5x5*tan(a)a0ai支点N1(N2)21.007.

12、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R曲线长S直线长X1直线长L1有效长度预留长度总长N1(N2)1182.357.00144.451238.97100.002966.85140.003106.85N35207.127.00636.17744.79100.002961.91140.003101.91N42272.0515.00594.82794.66100.002978.96

13、140.003118.96N52762.1515.00723.13659.77100.002965.80140.003105.80N61838.4118.00577.55642.35100.002639.82140.002779.82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diIy管道面积= 46.566n= 6ny= 5.57跨中净截面毛截面6900.0071.0048991366.7529731694-4.26124964扣除管道面积-279.40160.72-449050-93.97-24673806667.17445

14、00829731694-2342410换算截面毛截面7800.0063.6749666366.46329590522.7860469钢束换算面积230.40160.72370300-94.2620471328030.405336933295905221076011/4点净截面毛截面6900.0071.0048991366.7629731694-4.24123880扣除管道面积-279.40160.28-447810-93.51-24432846667.1744513229731694-2319403换算截面毛截面7800.0063.6749666366.45329590522.7759920钢

15、束换算面积230.40160.28369280-93.8320285488030.40533591329590522088468变化点净截面毛截面7980.0079.6663571378.1233632508-1.5418910扣除管道面积-232.83130.88-304740-52.76-6481227747.1760523933632508-629212换算截面毛截面8880.0072.3564246373.59378611571.2413628钢束换算面积192.00130.88251300-57.306303049072.0066759337861157643932支点净截面毛截面1

16、1760.0075.8189147575.1637580736-0.654921扣除管道面积-232.83107.83-251060-32.67-24854311527.1786636937580736-243622换算截面毛截面12660.0070.9589822571.50414981980.553843钢束换算面积192.00107.83207040-36.3325341912852.0091892941498198257262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

17、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

18、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9

19、0484331171963220924跨中换算截面66.46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2700591

20、60015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2700772

21、07565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1025303024

22、5235580217836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27

23、0066178443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Wjxcm3241840

24、242083323955356130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yoscm66.4666.4573.5

25、971.50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

26、钢束群重心到下缘距离aycm14.7419.7249.1272.17截面管道摩擦损失s1截面位置钢束=-x (m)*+k*x 1-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)70.1214.820.03800.037352.06N3150.2614.790.0

27、6450.062587.17N4150.2614.790.06450.062587.18N5150.2614.710.06450.062487.08N6180.3113.060.07280.070297.88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)000.320.00030.00030.45N3000.290.00030.00030.40N4000.290.0

28、0030.00030.41N5000.210.00020.00020.30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*eyiMy0 (Mpa)y0y0*ay cosNy0Aj= 6667Ij= 274122911/4点N21279.3210746.301 10746.3010746.30103.751114928.7011149

29、28.70N11246.8310473.401 10473.4021219.70103.751086615.522201544.22N51195.5410042.560.9997211 10039.7631259.4681.98823059.593024603.81N31153.959693.1419693.1440952.60103.751005663.144030266.95N41131.349503.2619503.2650455.8796.05912788.384943055.33Aj= 6667Ij=27389284.01跨中N21269.5510664.221 10664.2210

30、664.22103.761106519.331106519.33N11237.2910393.201 10393.2021057.42103.761078398.712184918.04N51179.699909.3619909.3630966.7882.76820098.483005016.52N31144.369612.6619612.6640579.44103.76997409.444002425.96N41131.269502.6019502.6050082.0496.05912724.494915150.45Aj= 7747Ij=33003295.98变化点N21266.861064

31、1.590.998194 10622.3710622.3790.86965148.32 965148.32N11244.4110453.080.998194 10434.2021056.5790.86948051.501913199.82N51299.6410916.960.9718969 10610.1631666.73-5.63-59735.211853464.61N31230.3810335.190.9940914 10274.1241940.8583.37856553.642710018.24N41268.7510657.470.9739371 10379.7152320.5626.0

32、8270702.822980721.07成桥后张拉N6A= 8030.4Io=35047519.921/4点N611235.7510380.280.998989 10369.7869.69722721.48N2914.407680.9317680.93104.55803069.23N1914.937685.3917685.39104.55803534.73N5888.337461.960.99972117459.8882.78617553.08N3882.687414.5217414.52104.55775214.85N4881.477404.3817404.3896.54714783.45N

33、6890.037476.230.9989897468.6769.69520528.8545113.774234684.19A= 8030.4Io=35066652.86跨中N611235.7510380.275 110380.27571.54742614.51N2929.797810.2433 17810.2433104.54816490.08N1891.347487.2853 17487.2853104.54782727.75N5892.207494.4788 17494.478883.54626095.71N3896.707532.2525 17532.2525104.54787428.6

34、6N4892.307495.2793 17495.279396.87726074.65N6890.987484.2299 17484.229971.54535428.7445303.7694274245.6支点s5=0.045*139562.775混凝土收缩须变损失s6h的计算截面Ny(Mpa)My(Mpa)Mg(Mpa)My-MgI (m4)A (m2)e (m)Ny/A(My-Mg)*e/I跨中5008.204915.152110.912804.240.27389280.670.997.5110.091/4点5045.594943.061583.18253359.870.27412290.

35、670.947.5711.46变化点5232.062980.72387.94562592.780.3300330.770.536.754.14()=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 (cm2)8030.408030.409072.00Ay (cm2)50.4050.4050.400.010.010.01跨中1/4点变化点分母r24366.744364.364244.39eA98.8093.8357.30eA29761.628804.463282.8

36、33.243.021.771+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*314.41336.53210.91s6 (Mpa)261.34282.94192.00永存应力截面钢束k锚固前应力损失y锚固后应力损失s1s2s4s5跨中N11395.0052.0673.3932.261237.2962.78N21395.0052.0673.390.001269.5562.

37、78N31395.0087.1773.5089.961144.3662.78N41395.0087.1873.10112.971121.7562.78N51395.0087.0873.4154.831179.6962.78N61395.0097.8882.021215.1062.78变化点N11395.0054.7673.3922.441244.4162.78N21395.0054.7673.390.001266.8662.78N31395.0042.2673.5048.861230.3862.78N41395.0011.0673.1042.091268.7562.78N51395.008.6

38、373.4113.321299.6462.78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）

39、I1（m4)e1s e1x (m)ha (Mpa）跨中上缘2110.91500849150.66670.27389280.67下缘1.1314.35四分点上缘1583.1825504649430.66670.27412290.67下缘1.1315.75变化点上缘387.9456523229810.77470.3300330.78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(kNm) Aj（m2）WjMg1（超重） Mg1（失重）Ny0/Aj跨中上缘5008.204915.150.670.412533.091794.277

40、.51下缘5008.204915.150.670.242533.091794.277.51变化点上缘5232.062980.720.770.42465.53329.756.75下缘5232.062980.720.770.32465.53329.756.75（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法法向向应应力力（扣扣除除全全部部

41、预预应应力力损损失失）计计算算荷载组合截面部位Ny1A1My1Mg1W1sMg2W1xkNm2kNmkNmm3kNm组合跨中上缘4530.380.803044274.252110.910.410351152.17下缘0.24184变化点上缘5232.060.90722980.72387.950.42245211.75下缘0.32396跨中组合跨中上缘4530.380.803044274.252110.910.410351152.17下缘0.24184变化点上缘5232.060.803042980.72387.950.42245211.75下缘0.32396( (三三）使使用用阶阶段段混混凝凝土

42、土主主拉拉应应力力和和主主压压应应力力验验算算（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)(Mpa)梁的自重跨中0.000.27390.35070.180.1719/0.00变化点263.050.33000.38510.20540.91第二期恒载汽跨中104.33

43、0.27390.35070.18/0.22410.37变化点368.630.33000.38510.25231.34第二期恒载挂跨中162.090.27390.35070.18/0.22410.58变化点420.110.33000.38510.25231.53预加力变化点0.000.33000.180.20540.00变化点0.000.38510.180.25230.00变化点0.00组合一跨中2.25变化点2.25组合三跨中0.58变化点2.44h的计算截面锚固时s5+s6引起的Ny1/A1My1I1（m4)y1 （m）My1*y1/I1 Ny/A2MI2(m4)12345=2*4/3678

44、跨中上梗肋5.644274.250.270.47-7.292.031613.960.35净轴0.000.002.031613.960.35换轴0.00-0.042.031613.960.35下梗肋-0.7311.432.031613.960.35变化点上梗肋5.772980.720.330.58-5.250.000.000.39净轴0.000.000.000.000.39换轴0.05-0.410.000.000.39下梗肋-0.322.880.000.000.39hxhx=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

45、I21234567跨中上梗肋2110.910.273890.473.603088.053502.570.35067净轴0.000.00换轴0.000.02下梗肋-0.73-5.65变化点上梗肋387.950.330030.580.68616.45701.770.38505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

46、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7.650.62-0.057.70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 y0.65Ryb0.6518601

47、209Mpa 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N1N2N3N4N5N6有效应力y913.17945.44820.25797.63855.57890.98第一期恒载nyMg1/I186.94e1i104.25104.25104.2596.5583.2571.25g1=nyMg1e1i/I1(Mpa)90.6490.6490.6483.9472.3861.95第二期恒载nyMg2/I218.30e2i104.54104.54104.5496.8483.5471.55g2=nyMg2e2i/I2(Mpa)19.1419.141

48、9.1417.7315.2913.10汽车nyM汽/I230.76p=nyM汽e2i/I2(Mpa)32.1532.1532.1529.7825.6922.01挂车nyM挂/I237.34变化点387.950.33003616.45701.770.38505p=nyM挂e2i/I2(Mpa)39.0439.0439.0436.1631.1926.72钢束应力ymin=y+g1+g21022.941055.21930.02899.30943.24966.02:ymax=min+p1055.091087.36962.17929.08968.93988.03:ymax=min+p1061.98109

49、4.24969.05935.46974.43992.74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/I218.30e2i0.950.950.670.30-0.01g2=nyMg2e2i/I2 (Mpa)17.4417.4412.205.58-0.22汽车nyM汽/I230.76p=nyM汽e2i/I

50、2 (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各束引起反拱度计算yox=113.55Io=35047520Eh=35000Mpa分块项目N1N2N3N4N5N6h1cm83.5583.

51、5553.55-6.45-36.45-49.33h3cm104.55104.55104.5596.8583.5571.55h2cm12.1912.1912.1925.8825.8830.90l1cm1238.971238.97744.79794.66659.77642.35l3cm144.09144.09634.59588.05714.90568.10l2cm243.35243.35733.84684.64811.49663.21Rcm1182.351182.355207.122272.052762.151838.410.120.120.120.260.260.31sin()0.120.120

52、.120.260.260.31sin(/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2A2cm2123853.16 123853.1679185.95-9536.17-53622.14 -64398.58d2cm741.16741.16739.32

53、739.65735.63652.78A2*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*d3cm3856494.39 856494.39 854262.661768631.181758581.181825302.79挂车面积4A4cm21756.041756.047733.6815219.8218502.9

54、217555.27d4cm1311.021311.021062.081088.681017.22926.40A4*d4cm32302207.432302207.438213800.1216569563.0618821511.2816263277.52面积5A5cm2634.95634.9512315.1522762.8133642.4125558.36d5cm1287.001287.00956.32990.67898.07831.72A5*d5cm3817180.08 817180.0811777186.7122550543.6430213203.5421257418.26面积6A6cm221

55、2.28212.284117.337692.5511369.258689.82d6cm1311.071311.071062.321089.701018.45927.82A6*d6cm3278317.59 278317.594373915.728382561.6411579042.808062598.08Acm2153079.68 153079.68 141941.08 119477.2590314.7966522.06dcm732.74732.74689.78626.34543.03455.63cm374.79374.79394.43426.48464.11424.97Ny0.1KN7685.

56、397680.937414.527404.387459.887468.67flcm0.850.850.800.720.600.40f=4.216向上x11238.97744.79794.66659.77642.35角度1.352.583.446.2313.1113.62Iy29856658-24673802738928433019521钢束布置计算截面面积和惯矩计算20471323506665329855574-2443284274122913301897220285483504752033651418-64812233003296378747856303043850508937585656-

57、248543373371144150204225341941755461计算应力损失的钢束号eyj (cm)hls4=ny*hl(Mpa)Ny0/AjMy0*eyi/Ij合计N1103.751.614.225.8332.49N581.983.186.589.7754.41N3103.754.6911.4516.1489.89N496.056.1414.1220.26112.89N1103.761.604.195.7932.26N582.763.246.609.8454.83N3103.764.7611.3816.1589.96N496.056.2414.0420.28112.97N190.86

58、1.372.664.0322.44N5-5.632.72-0.332.3913.32N383.374.094.688.7748.86N426.085.412.147.5642.09N2104.551.29 2.156019263.4519.21N1104.550.96 2.395712293.3518.68N582.780.96 1.897972162.8615.91N3104.550.93 1.842281412.7715.44N496.540.922.13526053.0617.04N2104.541.29 1.515038542.8115.64N1104.540.97 2.434125393.4118.98N583.540.93 2.333472923.2718.19N3104.540.93 1.491577092.4213.51N496.870.94 2.347487293.2918.30截面s4计算表成桥后张拉N6h (Mpa)17.6019.0310.90永存应力锚固阶段的预加力，（5+