午啪啪夜福利无码亚洲,亚洲欧美suv精品,欧洲尺码日本尺码专线美国,老狼影院成年女人大片

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上緣靜矩分塊面積自身慣矩di=ys-yi分塊面積對截面形心慣矩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108017018360036000-1061220946312245463780049666342、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檢驗截面效率指標(希望0.5)上核心距=36.33cm下核心距=66.36cm截面效率指標=0.57說明以上初步擬定主梁跨中截面尺寸是合理的變化點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上緣靜矩分塊面積自身慣矩di=ys-yi分塊面積對截面形心慣矩I=Ii+Ixcm2cmcm3cm4cmcm4cm4大毛截面翼板36007.5270006750064.851513962115207121三角承托15016.667250020855.68465080465288腹板207072.51500752281313-0.15472281360下三角360123.344388804、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2700155418500520833-75.341532417415845007795、8063571328609803077152933632508ys1=72.35cmys2=79.66cm支點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上緣靜矩分塊面積自身慣矩di=ys-yi分塊面積對截面形心慣矩I=Ii+Ixcm2cmcm3cm4cmcm4cm4大毛截面翼板36007.5270006750063.451449317914560679三角承托15016.667250020854.28441994442202腹板891097.586872520214563-26.55628075426495317126608982252028227121215927414986、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恒載內力跨中四分點變化點支點0.500.250.050.00一期彎距2110.911583.18387.950.00剪力0.00145.58263.05291.17、6二期彎距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內力組合計算荷載類型跨中截面四分點截面變化點截面支點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+23263.080.002447.31225.04599.8、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6501.14178.305041.9、73562.751258.65792.13845.41汽/6*100%0.371.000.400.460.400.360.39提高系數1.031.001.031.031.031.001.03掛/7*100%0.421.000.440.540.450.400.38提高系數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鋼束布置計算鋼束其彎高度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各計算截面鋼束位置及鋼束群位置x4(cm)R（cm)sincosa0(cm)ai(cm)ay(cm)1/4點N1(N2)/1182.3599.0019.72N3/5207.1299.00N4/2272.0516.716.70N565.232762.150.023620.999723030.77N6811、2.651838.410.044960.998994243.86變化點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支點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鋼束長度計算R曲線長S直線長X1直線長L1有效長度預留長度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截面面積和慣矩計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上緣靜矩全截面重心到上緣距離分塊面積自身慣矩di管道面積=46.566n=6ny=跨中凈截面毛截面6900.0071.0048991366.7529731694-4.26扣除管道面積-279.40160.72-449050-93.976667.1744500829731694換算截面毛截面7800.0063.6749666366.46329590522.78鋼束換算面積230.40160.72370300-94.268030.40533693329590521/4點凈截面毛截面6900.0071.0048991366.76214、9731694-4.24扣除管道面積-279.40160.28-447810-93.516667.1744513229731694換算截面毛截面7800.0063.6749666366.45329590522.77鋼束換算面積230.40160.28369280-93.838030.4053359132959052變化點凈截面毛截面7980.0079.6663571378.1233632508-1.54扣除管道面積-232.83130.88-304740-52.767747.1760523933632508換算截面毛截面8880.0072.3564246373.59378611571.24鋼束15、換算面積192.00130.88251300-57.309072.0066759337861157支點凈截面毛截面11760.0075.8189147575.1637580736-0.65扣除管道面積-232.83107.83-251060-32.6711527.1786636937580736換算截面毛截面12660.0070.9589822571.50414981980.55鋼束換算面積192.00107.83207040-36.3312852.0091892941498198截面對重心軸靜矩計算跨中b1=180rs=66.75b2=240rs=Ai(cm2)yi(cm)Si(cm3)Ai16、(cm2)yi(cm)翼板翼緣對凈軸靜矩270059159965翼緣對換軸靜矩翼板360059三角承托150507512三角承托15050肋板90494432肋板9049171909下三角馬蹄部分對凈軸靜矩3608731171馬蹄部分對換軸靜矩下三角36087馬蹄1080103111514馬蹄1080104肋板3608329971肋板36084管道-27994-26256管道23094146401翼板凈軸以上面積對凈軸靜矩270059159965凈軸以上面積對換軸靜矩翼板360058三角承托150507512三角承托15049肋板9322624108肋板93225191584-1翼板換軸以上面17、積對凈軸靜矩靜矩270059159965換軸以上面積對換軸靜矩靜矩翼板360058三角承托150507512三角承托15049肋板9262624098肋板926251915751/4點rs=67rs=Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)跨中凈截面66.75翼板翼緣對凈軸靜矩270059160015翼緣對換軸靜矩翼板360058三角承托150507515三角承托15049肋板90494434肋板9048171963下三角馬蹄部分對凈軸靜矩3608731165馬蹄部分對換軸靜矩下三角36088馬蹄1080103111494馬蹄1080104肋板3608329965肋板18、36084管道-27994-26128管道23095146496翼板凈軸以上面積對凈軸靜矩270059160015凈軸以上面積對換軸靜矩翼板360058三角承托150507515三角承托15049肋板9322624108肋板93225191637翼板換軸以上面積對凈軸靜矩靜矩270059160015換軸以上面積對換軸靜矩靜矩翼板360058三角承托150507515三角承托15049肋板9262624098肋板92625191628變化點rs=78rs=Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)翼板翼緣對凈軸靜矩270071190685翼緣對換軸靜矩翼板360066三角19、承托150619219三角承托15057肋板90615456肋板9056205359下三角馬蹄部分對凈軸靜矩3604516275馬蹄部分對換軸靜矩下三角36050馬蹄270077207565馬蹄270081肋板3604215075肋板36046管道-23353-12284管道23057226632翼板凈軸以上面積對凈軸靜矩270071190685凈軸以上面積對換軸靜矩翼板270066三角承托150619219三角承托15057肋板11363235862肋板108327235765翼板換軸以上面積對凈軸靜矩靜矩270071190685換軸以上面積對換軸靜矩靜矩翼板270066三角承托15061920、219三角承托15057肋板10553435677肋板102530235580支點rs=75rs=Ai(cm2)yi(cm)Si(cm3)Ai(cm2)yi(cm)翼板翼緣對凈軸靜矩270068182679翼緣對換軸靜矩翼板360064三角承托150588774三角承托15055肋板2705815568肋板27054207021翼板凈軸以上面積對凈軸靜矩270068182679凈軸以上面積對換軸靜矩翼板360064三角承托150588774三角承托15055肋板32493097715肋板324926289168翼板換軸以上面積對凈軸靜矩靜矩270066178443換軸以上面積對換軸靜矩靜矩翼板21、360062三角承托150578538三角承托15053肋板30512886193肋板305125273174截面特性匯總名稱符號單位截面跨中四分點變化點支點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Wjxcm3241840242083323955356130對形心軸靜矩翼緣部分面積Sa-jcm317190917122、963205359253200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yoscm66.4666.4573.5971.50截面形心至下緣距離yoxcm113.54113.55106.41108.50截面23、抗彎模量梁上邊緣Woscm3527643527455523250583986梁下邊緣Woxcm3308846308643361850384846對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24、位置鋼束=-x (m)*+k*x1-e-(+kx)k1-e-(+kx)(Mpa)角度弧度1/4點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凈軸以上面積對凈軸靜矩凈軸以上面積對換軸靜矩變化點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N1(N2)000.320.00030.00030.45N3000.290.00030.00030.40N4000.290.00030.00030.41N5000.210.0026、020.00020.30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計算表鋼束號錨固時預加縱向軸力Ny0Ny0(0.1KN)eyiMy0=Ny0*eyiy0y0*ay cosNy0Aj=6667Ij=274122911/4點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變化點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成橋后張拉N6A=8030.4Io=35047519.921/4點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混凝土收縮須變損失s6h的計算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點5045.594943.061583.18253359.870.2741229050.670.947.57變化點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點變化點A(c33、m2)8030.408030.409072.00Ay(cm2)50.4050.4050.400.010.010.01跨中1/4點變化點分母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永存應力截面鋼束k錨固前應力損失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變化點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扣除全部損失的永存應力截面M(KN.m)N(KN)s5+s6NyNy1MMy1變化點2980.7252320.560.005232.060.002980.72截截面面應應力力驗驗算算（一一）混混凝凝土土法法向向應應力力的的驗驗算算1 預施應力階段的混凝土法向應力驗算梁截面下緣最大壓應力ha0.75Rab0.750.93523.625MPa梁截面上緣最大拉應力hl0.75Rlb0.700.93.01.89MPa預預施36、施應應力力階階段段的的混混凝凝土土法法向向應應力力記記算算截面應力部位Mg1 （kNm）Ny0(kN)My0(kNm)Aj（m2）I1（m4)e1s e1x (m)跨中上緣2110.91500849150.66670.27389280.67下緣1.13四分點上緣1583.1825504649430.66670.27412290.67下緣1.13變化點上緣387.9456523229810.77470.3300330.78下緣1.02采用兩定點吊裝。吊點在支點跨中Mg=2110.91變化點Mg=387.95Ny0(kN)My0(kNm)Aj（m2）WjMg1（超重）Mg1（失重）跨中上緣500837、.204915.150.670.412533.091794.27下緣5008.204915.150.670.242533.091794.27變化點上緣5232.062980.720.770.42465.53329.75下緣5232.062980.720.770.32465.53329.75（二二）使使用用階階段段的的混混凝凝土土法法向向應應力力（扣扣除除全全部部預預應應力力損損失失）驗驗算算 荷載組合 梁截面上緣最大壓應力ha0.5Rab0.53517.5MPa不允許出現拉應力 荷載組合 梁截面上緣最大壓應力ha0.6Rab0.63521MPa 不允許出現拉應力使使用用階階段段的的混混凝凝土土38、法法向向應應力力（扣扣除除全全部部預預應應力力損損失失）計計算算荷載組合截面部位Ny1A1My1Mg1W1sW1xkNm2kNmkNmm3組合跨中上緣4530.380.803044274.252110.910.41035下緣0.24184變化點上緣5232.060.90722980.72387.950.42245下緣0.32396組合跨中上緣4530.380.803044274.252110.910.41035下緣0.24184變化點上緣5232.060.803042980.72387.950.42245下緣0.32396(三三）使使用用階階段段混混凝凝土土主主拉拉應應力力和和主主壓壓應應力力39、驗驗算算（以以保保證證梁梁體體有有足足夠夠的的抗抗剪剪強強度度）荷載組合 主拉應力zl0.8Rlb0.83.02.4MPa 主壓應力za0.6Rab0.63521MPa荷載組合 主拉應力zl0.9Rlb0.93.02.7MPa 主壓應力za0.65Rab0.653522.75MPa剪剪應應力力荷載截面Q（kN）I1（m4)I2(m4)肋寬b(m)上梗肋處Saa1(m3)Saa2(m3)梁的自重跨中0.000.27390.35070.180.1719/變化點263.050.33000.38510.2054第二期恒載汽跨中104.330.27390.35070.18/0.2241變化點368.6340、0.33000.38510.2523第二期恒載掛跨中162.090.27390.35070.18/0.2241變化點420.110.33000.38510.2523預加力變化點0.000.33000.180.2054變化點0.000.38510.180.2523變化點組合一跨中變化點組合三跨中變化點h的計算截面錨固時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凈軸0.000.002.031613.96換軸0.00-0.042.031613.96下41、梗肋-0.7311.432.031613.96變化點上梗肋5.772980.720.330.58-5.250.000.00凈軸0.000.000.000.00換軸0.05-0.410.000.00下梗肋-0.322.880.000.00hxhx=h h計計算算表表截面應力部位Mg1(kNm）I1（m4）y1（m）Mg1y1/I1（Mpa）Mg2+M汽Mg2+M掛123456跨中上梗肋2110.910.273890.473.603088.053502.57凈軸0.000.00換軸0.000.02下梗肋-0.73-5.65變化點上梗肋387.950.330030.580.68616.45701.742、7凈軸0.000.00換軸0.050.05下梗肋-0.32-0.37主主應應力力計計算算表表荷載組合截面主應力部位 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變化點上梗肋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7.650.62-43、0.057.70下梗肋2.730.50-0.092.82變化點上梗肋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）驗驗算算預預應應力力鋼鋼絲絲束束中中的的最最大大應應力力荷載組合 y0.65Ryb0.6518601209Mpa 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應力力項目N1N2N3N4N5有效應力y913.17945.44820.25797.63855.57第一期恒載nyMg1/I186.94e1i104.25104.244、5104.2596.5583.25g1=nyMg1e1i/I1(Mpa)90.6490.6490.6483.9472.38第二期恒載nyMg2/I218.30e2i104.54104.54104.5496.8483.54g2=nyMg2e2i/I2(Mpa)19.1419.1419.1417.7315.29汽車nyM汽/I230.76p=nyM汽e2i/I2(Mpa)32.1532.1532.1529.7825.69掛車nyM掛/I237.34p=nyM掛e2i/I2(Mpa)39.0439.0439.0436.1631.19鋼束應力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變變化化點點截截面面鋼鋼絲絲束束最最大大應應力力項目N1N2N3N4N5有效應力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/I218.30e2i0.950.950.670.30-0.46、01g2=nyMg2e2i/I2(Mpa)17.4417.4412.205.58-0.22汽車nyM汽/I230.76p=nyM汽e2i/I2(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、束引起反拱度計算yox=113.55Io=35047519.92Eh=35000分塊項目N1N2N3N4N5h1cm83.5583.5553.55-6.45-36.45h3cm104.55104.55104.5596.8583.55h2cm12.1912.1912.1925.8825.88l1cm1238.971238.97744.79794.66659.77第一期恒載l3cm144.09144.09634.59588.05714.90l2cm243.35243.35733.84684.64811.49Rcm1182.351182.355207.122272.052762.150.120.1248、0.120.260.26sin()0.120.120.120.260.26sin(/2)0.060.060.060.130.13面積1A1cm226018.4326018.4337984.1682088.2379172.34d1cm619.49619.49372.39397.33329.88A1*d1cm316118068.9116118068.9114145059.8032616060.3226117748.10面積2A2cm2123853.16123853.1679185.95-9536.17-53622.14d2cm741.16741.16739.32739.65735.63A2*d2c49、m391795010.8291795010.8258543361.33-7053426.77-39446054.14面積3A3cm2604.80604.80604.801250.001250.00d3cm1416.151416.151412.461414.901406.86A3*d3cm3856494.39856494.39854262.661768631.181758581.18面積4A4cm21756.041756.047733.6815219.8218502.92d4cm1311.021311.021062.081088.681017.22A4*d4cm32302207.4323022050、7.438213800.1216569563.0618821511.28面積5A5cm2634.95634.9512315.1522762.8133642.41d5cm1287.001287.00956.32990.67898.07A5*d5cm3817180.08817180.0811777186.7122550543.6430213203.54面積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總長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)計算應力損失的鋼束號eyj (cm)hls4=ny*hl(Mpa)Ny0/AjMy0*eyi/Ij合計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計算表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錨固后應力損失永存應力錨固階段的預加力，（5+6）所引起的軸力和剪力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不允許出現拉應力 荷載組合 梁截面上緣最大壓應力ha0.6Rab0.63521MPa 不允許出現拉應力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凈軸處換軸處下梗肋處(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使使用用階階段段的的混混凝凝土土法法向向應應力力（扣扣除除全全部部預63、預應應力力損損失失）計計算算荷載組合 主拉應力zl0.8Rlb0.83.02.4MPa 主壓應力za0.6Rab0.63521MPa荷載組合 主拉應力zl0.9Rlb0.93.02.7MPa 主壓應力za0.65Rab0.653522.75MPas5+s6引起的I2y2(Mg2+M汽)y2/I2(Mg2+M掛)y2/I2h（Mpa）hx（Mpa）組合組合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荷載組合 y0.65Ryb0.6518601209Mpa 荷載組合 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錨固階段的預加力，（5+6）所引起的軸力和剪力(Mpa)0.001.000.321.420.501.620.000.000.000.322.420.502.62