預(yù)應(yīng)力簡(jiǎn)支梁計(jì)算表格

1、分塊截面幾何特性跨中截面分塊名稱分塊面積分塊面積分塊面積形心到上緣距離分塊面積對(duì)上緣靜矩分塊面積自身慣矩di=ys-yi分塊面積對(duì)截面形心慣矩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馬蹄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馬蹄108017018360036000-99.001058467610620676690048991346677712506392329731694大毛截面形心到上緣距離ys1=63.67cm小毛截面形心到上緣距離ys2=71.

3、00cm檢驗(yàn)截面效率指標(biāo)(希望0.5)上核心距=36.33cm下核心距=66.36cm截面效率指標(biāo)=0.57說(shuō)明以上初步擬定主梁跨中截面尺寸是合理的變化點(diǎn)截面分塊名稱分塊面積分塊面積分塊面積形心到上緣距離分塊面積對(duì)上緣靜矩分塊面積自身慣矩di=ys-yi分塊面積對(duì)截面形心慣矩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馬蹄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馬蹄2700155418500520833-75.34153241741584500779

5、8063571328609803077152933632508ys1=72.35cmys2=79.66cm支點(diǎn)截面分塊名稱分塊面積分塊面積分塊面積形心到上緣距離分塊面積對(duì)上緣靜矩分塊面積自身慣矩di=ys-yi分塊面積對(duì)截面形心慣矩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恒載內(nèi)力跨中四分點(diǎn)變化點(diǎn)支點(diǎn)0.500.250.050.00一期彎距2110.911583.18387.950.00剪力0.00145.58263.05291.

7、16二期彎距1152.17864.13211.750.00剪力0.0079.46143.58158.92彎距3263.082447.31599.690.00剪力0.00225.04406.62450.08內(nèi)力組合計(jì)算荷載類型跨中截面四分點(diǎn)截面變化點(diǎn)截面支點(diǎn)MmaxQmaxMmaxQmaxMmaxQmaxQmaxKN.mKNKN.mKNKN.mKNKN一期恒載2110.910.001583.18145.58387.95263.05291.16二期恒載1152.170.00864.1379.46211.75143.58158.92總恒載=1+2 3263.080.002447.31225.0459

8、9.69406.62450.08汽-201935.88104.331603.57195.59404.70225.05292.50掛-1002350.40162.091913.60266.09490.02276.53277.56恒+汽5198.96104.334050.88420.631004.39631.67742.58恒+掛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*掛6501.14178.30504

9、1.73562.751258.65792.13845.41汽/6*100%0.371.000.400.460.400.360.39提高系數(shù)1.031.001.031.031.031.001.03掛/7*100%0.421.000.440.540.450.400.38提高系數(shù)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鋼束布置計(jì)算鋼束其彎高度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各計(jì)算截面鋼束位置及鋼束群位置x4(cm)R（cm)sincosa0(cm)ai(cm)ay(cm)弧度1/4點(diǎn)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變化點(diǎn)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支點(diǎn)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鋼束長(zhǎng)度計(jì)算R曲線長(zhǎng)S直線長(zhǎng)X1直線長(zhǎng)L1有效長(zhǎng)度預(yù)留長(zhǎng)度總長(zhǎng)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截面面積和慣矩計(jì)算分塊名稱分塊面積分塊面積重心到上緣距離分塊面積對(duì)上緣靜矩全截面重心到上緣距離分塊面積自身慣矩diIy管道面積= 46.566n= 6ny= 5.57跨中凈截面毛截面6900.0071.0048991366.7529731694-4.26124964扣除管道面積-279.40160.72-449050-93.97-24673806667.17445

14、00829731694-2342410換算截面毛截面7800.0063.6749666366.46329590522.7860469鋼束換算面積230.40160.72370300-94.2620471328030.405336933295905221076011/4點(diǎn)凈截面毛截面6900.0071.0048991366.7629731694-4.24123880扣除管道面積-279.40160.28-447810-93.51-24432846667.1744513229731694-2319403換算截面毛截面7800.0063.6749666366.45329590522.7759920鋼

15、束換算面積230.40160.28369280-93.8320285488030.40533591329590522088468變化點(diǎn)凈截面毛截面7980.0079.6663571378.1233632508-1.5418910扣除管道面積-232.83130.88-304740-52.76-6481227747.1760523933632508-629212換算截面毛截面8880.0072.3564246373.59378611571.2413628鋼束換算面積192.00130.88251300-57.306303049072.0066759337861157643932支點(diǎn)凈截面毛截面1

16、1760.0075.8189147575.1637580736-0.654921扣除管道面積-232.83107.83-251060-32.67-24854311527.1786636937580736-243622換算截面毛截面12660.0070.9589822571.50414981980.553843鋼束換算面積192.00107.83207040-36.3325341912852.0091892941498198257262截面對(duì)重心軸靜矩計(jì)算跨中b1=180rs=66.75b2=240rs=66.46Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)Si(cm3)翼

17、板翼緣對(duì)凈軸靜矩270059159965翼緣對(duì)換軸靜矩翼板360059212253三角承托150507512三角承托150507469肋板90494432肋板90494406171909224128下三角馬蹄部分對(duì)凈軸靜矩3608731171馬蹄部分對(duì)換軸靜矩下三角3608731275馬蹄1080103111514馬蹄1080104111824肋板3608329971肋板3608430075管道-27994-26256管道2309421718146401194891翼板凈軸以上面積對(duì)凈軸靜矩270059159965凈軸以上面積對(duì)換軸靜矩翼板360058209254三角承托150507512三角

18、承托150497344肋板9322624108肋板9322523064191584-1239662翼板換軸以上面積對(duì)凈軸靜矩靜矩270059159965換軸以上面積對(duì)換軸靜矩靜矩翼板360058209254三角承托150507512三角承托150497344肋板9262624098肋板92625230611915752396591/4點(diǎn)rs=67rs=66Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)Si(cm3)翼板翼緣對(duì)凈軸靜矩270059160015翼緣對(duì)換軸靜矩翼板360058209249三角承托150507515三角承托150497344肋板90494434肋板9

19、0484331171963220924跨中換算截面66.46下三角馬蹄部分對(duì)凈軸靜矩3608731165馬蹄部分對(duì)換軸靜矩下三角3608831575馬蹄1080103111494馬蹄1080104112725肋板3608329965肋板3608430375管道-27994-26128管道2309521808146496196484翼板凈軸以上面積對(duì)凈軸靜矩270059160015凈軸以上面積對(duì)換軸靜矩翼板360058209249三角承托150507515三角承托150497344肋板9322624108肋板9322523045191637239638翼板換軸以上面積對(duì)凈軸靜矩靜矩2700591

20、60015換軸以上面積對(duì)換軸靜矩靜矩翼板360058209249三角承托150507515三角承托150497344肋板9262624098肋板9262523042191628239635變化點(diǎn)rs=78rs=74Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)Si(cm3)翼板翼緣對(duì)凈軸靜矩270071190685翼緣對(duì)換軸靜矩翼板360066238694三角承托150619219三角承托150578571肋板90615456肋板90565067205359252332下三角馬蹄部分對(duì)凈軸靜矩3604516275馬蹄部分對(duì)換軸靜矩下三角3605017830馬蹄2700772

21、07565馬蹄270081219229肋板3604215075肋板3604616631管道-23353-12284管道2305713151226632266842翼板凈軸以上面積對(duì)凈軸靜矩270071190685凈軸以上面積對(duì)換軸靜矩翼板270066179021三角承托150619219三角承托150578571肋板11363235862肋板10832729508235765217100翼板換軸以上面積對(duì)凈軸靜矩靜矩270071190685換軸以上面積對(duì)換軸靜矩靜矩翼板270066179021三角承托150619219三角承托150578571肋板10553435677肋板1025303024

22、5235580217836支點(diǎn)rs=75rs=72Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)Si(cm3)翼板翼緣對(duì)凈軸靜矩270068182679翼緣對(duì)換軸靜矩翼板360064230396三角承托150588774三角承托150558225肋板2705815568肋板2705414580207021253200翼板凈軸以上面積對(duì)凈軸靜矩270068182679凈軸以上面積對(duì)換軸靜矩翼板360064230396三角承托150588774三角承托150558225肋板32493097715肋板32492685826289168324446翼板換軸以上面積對(duì)凈軸靜矩靜矩27

23、0066178443換軸以上面積對(duì)換軸靜矩靜矩翼板360062224748三角承托150578538三角承托150537989肋板30512886193肋板30512575026273174307763截面特性匯總名稱符號(hào)單位截面跨中四分點(diǎn)變化點(diǎn)支點(diǎn)混凝土凈截面凈面積Ajcm266676667774711527凈慣矩Ijcm427389284274122913300329637337114截面形心至上緣距離yjscm67677875截面形心至下緣距離yjxcm113113102105截面抗彎模量梁上邊緣Wjscm3410350410580422448496776梁下邊緣Wjxcm3241840

24、242083323955356130對(duì)形心軸靜矩翼緣部分面積Sa-jcm3171909171963205359253200凈軸以上面積Sj-jcm3191584191637235765324446換軸以上面積So-jcm3191575191628235580307763馬蹄部分面積Sh-jcm31464011464962266320鋼束群重心到凈軸距離ejcm98.5193.5152.7632.67換算截面換算面積Aocm280308030907212852換算慣距Iocm435066653350475203850508941755461截面形心至上緣距離yoscm66.4666.4573.5

25、971.50截面形心至下緣距離yoxcm113.54113.55106.41108.50截面抗彎模量梁上邊緣Woscm3527643527455523250583986梁下邊緣Woxcm3308846308643361850384846對(duì)形心軸靜矩翼緣部分面積Sa-ocm3224128220924252332253200凈軸以上面積Sj-ocm323064239638217100324446換軸以上面積So-ocm3239659239635217836307763馬蹄部分面積Sh-ocm31948911964842668420鋼束群重心到換軸距離eocm98.8093.8357.3036.33

26、鋼束群重心到下緣距離aycm14.7419.7249.1272.17截面管道摩擦損失s1截面位置鋼束=-x (m)*+k*x 1-e-(+kx)k1-e-(+kx)(Mpa)角度弧度1/4點(diǎn)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變化點(diǎn)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支點(diǎn)N1(N2)000.320.00030.00030.45N3000.290.00030.00030.40N4000.290.0

28、0030.00030.41N5000.210.00020.00020.30錨具變形，鋼束回縮引起的損失s2（Mpa)鋼束N1(N2)N3N4N5N6l(mm)31068.4931019.1431189.5831057.9927798.16s2(Mpa)73.3973.5073.1073.4182.02截面s4計(jì)算表鋼束號(hào)錨固時(shí)預(yù)加縱向軸力Ny0Ny0(0.1KN)eyiMy0=Ny0*eyiMy0 (Mpa)y0y0*ay cosNy0Aj= 6667Ij= 274122911/4點(diǎn)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變化點(diǎn)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成橋后張拉N6A= 8030.4Io=35047519.921/4點(diǎn)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支點(diǎn)s5=0.045*139562.775混凝土收縮須變損失s6h的計(jì)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點(diǎn)5045.594943.061583.18253359.870.27412290.

35、670.947.5711.46變化點(diǎn)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點(diǎn)變化點(diǎn)A (cm2)8030.408030.409072.00Ay (cm2)50.4050.4050.400.010.010.01跨中1/4點(diǎn)變化點(diǎn)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永存應(yīng)力截面鋼束k錨固前應(yīng)力損失y錨固后應(yīng)力損失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變化點(diǎn)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扣除全部損失的永存應(yīng)力截面M (KN.m)N (KN)s5+s6NyNy1MMy1變化點(diǎn)2980.7252320.560.005232.060.002980.72截截面面應(yīng)應(yīng)力力驗(yàn)驗(yàn)算算（一一）混混凝凝土土法法向向應(yīng)應(yīng)力力的的驗(yàn)驗(yàn)算算1 預(yù)施應(yīng)力階段的混凝土法向應(yīng)力驗(yàn)算梁截面下緣最大壓應(yīng)力ha0.75Rab0.750.93523.625MPa梁截面上緣最大拉應(yīng)力hl0.75Rlb0.700.93.01.89MPa預(yù)預(yù)施施應(yīng)應(yīng)力力階階段段的的混混凝凝土土法法向向應(yīng)應(yīng)力力記記算算截面應(yīng)力部位Mg1 （kNm）Ny0(kN)My0(kNm) Aj（m2）

39、I1（m4)e1s e1x (m)ha (Mpa）跨中上緣2110.91500849150.66670.27389280.67下緣1.1314.35四分點(diǎn)上緣1583.1825504649430.66670.27412290.67下緣1.1315.75變化點(diǎn)上緣387.9456523229810.77470.3300330.78下緣1.0212.89采用兩定點(diǎn)吊裝。吊點(diǎn)在支點(diǎn)跨中Mg=2110.91變化點(diǎn)Mg=387.95Ny0(kN) My0(kNm) Aj（m2）WjMg1（超重） Mg1（失重）Ny0/Aj跨中上緣5008.204915.150.670.412533.091794.277

40、.51下緣5008.204915.150.670.242533.091794.277.51變化點(diǎn)上緣5232.062980.720.770.42465.53329.756.75下緣5232.062980.720.770.32465.53329.756.75（二二）使使用用階階段段的的混混凝凝土土法法向向應(yīng)應(yīng)力力（扣扣除除全全部部預(yù)預(yù)應(yīng)應(yīng)力力損損失失）驗(yàn)驗(yàn)算算 荷載組合 梁截面上緣最大壓應(yīng)力ha0.5Rab0.53517.5MPa不允許出現(xiàn)拉應(yīng)力 荷載組合 梁截面上緣最大壓應(yīng)力ha0.6Rab0.63521MPa 不允許出現(xiàn)拉應(yīng)力使使用用階階段段的的混混凝凝土土法法向向應(yīng)應(yīng)力力（扣扣除除全全部部

41、預(yù)預(yù)應(yīng)應(yīng)力力損損失失）計(jì)計(jì)算算荷載組合截面部位Ny1A1My1Mg1W1sMg2W1xkNm2kNmkNmm3kNm組合跨中上緣4530.380.803044274.252110.910.410351152.17下緣0.24184變化點(diǎn)上緣5232.060.90722980.72387.950.42245211.75下緣0.32396跨中組合跨中上緣4530.380.803044274.252110.910.410351152.17下緣0.24184變化點(diǎn)上緣5232.060.803042980.72387.950.42245211.75下緣0.32396( (三三）使使用用階階段段混混凝凝土

42、土主主拉拉應(yīng)應(yīng)力力和和主主壓壓應(yīng)應(yīng)力力驗(yàn)驗(yàn)算算（以以保保證證梁梁體體有有足足夠夠的的抗抗剪剪強(qiáng)強(qiáng)度度）荷載組合 主拉應(yīng)力zl0.8Rlb0.83.02.4MPa 主壓應(yīng)力za0.6Rab0.63521MPa荷載組合 主拉應(yīng)力zl0.9Rlb0.93.02.7MPa 主壓應(yīng)力za0.65Rab0.653522.75MPa剪剪應(yīng)應(yīng)力力荷載截面Q（kN）I1（m4)I2(m4)肋寬b(m)上梗肋處Saa1(m3)Saa2(m3)(Mpa)梁的自重跨中0.000.27390.35070.180.1719/0.00變化點(diǎn)263.050.33000.38510.20540.91第二期恒載汽跨中104.33

43、0.27390.35070.18/0.22410.37變化點(diǎn)368.630.33000.38510.25231.34第二期恒載掛跨中162.090.27390.35070.18/0.22410.58變化點(diǎn)420.110.33000.38510.25231.53預(yù)加力變化點(diǎn)0.000.33000.180.20540.00變化點(diǎn)0.000.38510.180.25230.00變化點(diǎn)0.00組合一跨中2.25變化點(diǎn)2.25組合三跨中0.58變化點(diǎn)2.44h的計(jì)算截面錨固時(shí)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凈軸0.000.002.031613.960.35換軸0.00-0.042.031613.960.35下梗肋-0.7311.432.031613.960.35變化點(diǎn)上梗肋5.772980.720.330.58-5.250.000.000.39凈軸0.000.000.000.000.39換軸0.05-0.410.000.000.39下梗肋-0.322.880.000.000.39hxhx=h h計(jì)計(jì)算算表表截面應(yīng)力部位Mg1(kNm） I1（m4）y1 （m）Mg1y1/I1（Mpa）Mg2+M汽Mg2+M掛

45、I21234567跨中上梗肋2110.910.273890.473.603088.053502.570.35067凈軸0.000.00換軸0.000.02下梗肋-0.73-5.65變化點(diǎn)上梗肋387.950.330030.580.68616.45701.770.38505凈軸0.000.00換軸0.050.05下梗肋-0.32-0.37主主應(yīng)應(yīng)力力計(jì)計(jì)算算表表荷載組合截面主應(yīng)力部位 hx(Mpa） h（Mpa） zlza第荷載組合跨中上梗肋10.212.25-0.4710.69凈軸7.640.040.007.64換軸7.650.40-0.027.67下梗肋3.600.32-0.033.63變化

46、點(diǎn)上梗肋2.062.25-1.453.51凈軸5.692.20-0.756.44換軸5.412.20-0.786.19下梗肋7.692.42-0.708.39第荷載組合跨中上梗肋10.760.58-0.0310.79凈軸7.630.060.007.63換軸7.650.62-0.057.70下梗肋2.730.50-0.092.82變化點(diǎn)上梗肋2.182.44-1.583.76凈軸5.682.36-0.856.54換軸5.412.36-0.896.30下梗肋7.612.62-0.828.42（四四）驗(yàn)驗(yàn)算算預(yù)預(yù)應(yīng)應(yīng)力力鋼鋼絲絲束束中中的的最最大大應(yīng)應(yīng)力力荷載組合 y0.65Ryb0.6518601

47、209Mpa 荷載組合 y0.70Ryb0.7018601302Mpa 跨跨中中截截面面鋼鋼絲絲束束最最大大應(yīng)應(yīng)力力項(xiàng)目N1N2N3N4N5N6有效應(yīng)力y913.17945.44820.25797.63855.57890.98第一期恒載nyMg1/I186.94e1i104.25104.25104.2596.5583.2571.25g1=nyMg1e1i/I1(Mpa)90.6490.6490.6483.9472.3861.95第二期恒載nyMg2/I218.30e2i104.54104.54104.5496.8483.5471.55g2=nyMg2e2i/I2(Mpa)19.1419.141

48、9.1417.7315.2913.10汽車nyM汽/I230.76p=nyM汽e2i/I2(Mpa)32.1532.1532.1529.7825.6922.01掛車nyM掛/I237.34變化點(diǎn)387.950.33003616.45701.770.38505p=nyM掛e2i/I2(Mpa)39.0439.0439.0436.1631.1926.72鋼束應(yīng)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變變化化點(diǎn)點(diǎn)截截面面鋼鋼絲絲束束最最大大應(yīng)應(yīng)力力項(xiàng)目N1N2N3N4N5有效應(yīng)力y989.641012.08975.611013.981044.87第一期恒載nyMg1/I186.94e1i0.910.910.620.26-0.06g1=nyMg1e1i/I1 (Mpa)78.8978.8954.0022.57-5.00第二期恒載nyMg2/I218.30e2i0.950.950.670.30-0.01g2=nyMg2e2i/I2 (Mpa)17.4417.4412.205.58-0.22汽車nyM汽/I230.76p=nyM汽e2i/I

50、2 (Mpa)29.3029.3020.509.38-0.37掛車nyM掛/I237.34p=nyM掛e2i/I2 (Mpa)35.5835.5824.8911.39-0.45鋼束應(yīng)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各束引起反拱度計(jì)算yox=113.55Io=35047520Eh=35000Mpa分塊項(xiàng)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面積1A1cm226018.4326018.4337984.1682088.2379172.3477647.72d1cm619.49619.49372.39397.33329.88321.18A1*d1cm316118068.9116118068.9114145059.8032616060.3226117748.1024938649.91面積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面積3A3cm2604.80604.80604.801250.001250.001469.46d3cm1416.151416.151412.461414.901406.861242.16A3*d3cm3856494.39 856494.39 854262.661768631.181758581.181825302.79掛車面積4A4cm21756.041756.047733.6815219.8218502.9

54、217555.27d4cm1311.021311.021062.081088.681017.22926.40A4*d4cm32302207.432302207.438213800.1216569563.0618821511.2816263277.52面積5A5cm2634.95634.9512315.1522762.8133642.4125558.36d5cm1287.001287.00956.32990.67898.07831.72A5*d5cm3817180.08 817180.0811777186.7122550543.6430213203.5421257418.26面積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鋼束布置計(jì)算截面面積和慣矩計(jì)算20471323506665329855574-2443284274122913301897220285483504752033651418-64812233003296378747856303043850508937585656-

57、248543373371144150204225341941755461計(jì)算應(yīng)力損失的鋼束號(hào)eyj (cm)hls4=ny*hl(Mpa)Ny0/AjMy0*eyi/Ij合計(jì)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計(jì)算表成橋后張拉N6h (Mpa)17.6019.0310.90永存應(yīng)力錨固階段的預(yù)加力，（5+