第四章 預(yù)應(yīng)力損失及有效預(yù)應(yīng)力計(jì)算

第五章預(yù)應(yīng)力損失及有效預(yù)應(yīng)力計(jì)算5．1凈截面幾何性質(zhì)計(jì)算按第三章布置預(yù)應(yīng)力鋼束之后,便可進(jìn)行凈截面及換算截面幾何特性計(jì)算。其中凈截面為扣除預(yù)應(yīng)力孔道的截面，換算截面為孔道壓漿后鋼束與混凝土梁形成整體后的截面。顯然，預(yù)加力階段(即施工階段)應(yīng)采用凈截面，使用階段(即運(yùn)營階段)應(yīng)采用換算截面。表5-1截面毛面積慣性矩中性軸到下緣距距離孔洞數(shù)凈面積A-A6.8642.0210.6942186.7802228L1/85.4451.7340.7105185.3612228L1/45.4451.6330.7395185.36122283L1/85.44661.9930.8236185.3628228L1/25.49991.9240.7901185.41612285L1/85.62242.3850.8624185.53862283L1/46.13913.2010.9535246.02740047L1/86.92834.5671.0566296.7933334B-B7.692413.7581.3028407.506244L/86.27499.1441.3093256.158555L/45.68585.1111.0919185.60202283L/85.50522.7950.9201215.4074666L/25.4451.8930.785295.31003345．2控制應(yīng)力及有關(guān)參數(shù)的確定圖5-1平曲線影響角計(jì)算圖式圖5-2底板曲線影響角計(jì)算圖式根據(jù)第三章的配筋特點(diǎn),底板各截面鋼束彎曲影響角由三部分組成:第一部分為平曲線(2000m半徑)對應(yīng)的圓心角，如圖5-1所示，；第二部分為底板曲線斜率對應(yīng)的夾角，如圖5-2所示，可按下面的方法求得：由梁底曲線方程可得梁底任一截面的斜率==2.973×(34..8-2)進(jìn)而可得按上式計(jì)算的各截面值見表5-1。表5-1各截截面θ2計(jì)結(jié)果截面L1/43L1/8L1/25L1/83L1/47L1/8L1L/8L/43L/8L/2斜率-0.52×10-22.56×10-24.59×10-26.63×10-28.67×10-210.4×10-28.03×10-25.35×10-22.68×10-20弧度-0.52×10-22.56×10-24.59×10-26.63×10-28.67×10-210.4×10-28.03×10-25.35×10-22.68×10-205．3摩阻損失的計(jì)算為了方便計(jì)算，根據(jù)全橋預(yù)應(yīng)力鋼束布置情況，可將.鋼束分成六類，即邊孔底板正彎矩束(b類)、通束預(yù)應(yīng)力鋼筋(A類)、中支點(diǎn)負(fù)彎矩頂板束(n類)、中孔正彎矩肋束(Ac類)、中孔正彎矩底板束(a類)和全橋通常束(T類)。摩阻損失計(jì)算公式：=式中：——張拉控制應(yīng)力，=1395Mpa；——摩擦系數(shù)，取=0.25；k——局部偏差影響系數(shù)，取k=0.0015。5.3.1b類(邊孔底板正彎矩束)鋼束計(jì)算表5-2b類鋼束摩阻損失σs1計(jì)算項(xiàng)目截面b1b1θ(弧度)邊支點(diǎn)處0(θ1)00(θ1)00(θ2)0(θ2)0(θ3)0(θ3)L1/800.174500.1745000.17450.1745L1/400.174500.1745000.17450.17453L1/800.179700.17970.52×100-20.52×100-20.17450.1745L1/200.200100.20012.56×100-22.56×100-20.17450.1745X(m)邊支點(diǎn)處0.60.6L1/84.0254.025L1/48.458.453L1/85.0255.025L1/21.61.6σs1(Mpa))邊支點(diǎn)處1.25480051.2548005L1/867.58011967.580119L1/476.36088676.3608863L1/871.29133871.291338L1/271.24177571.2417755.3.2a類(中支點(diǎn)負(fù)彎矩頂板束)鋼束計(jì)算表5-3a類鋼束摩阻損失σs1計(jì)算項(xiàng)目截面A1a2θ(弧度)3L/800.20132.68×100-20.1745L/200.174500.1745000.17450.1745X(m)3L/81.75L/26.252σs1(Mpa))3L/871.936447L/272.00266163.5424445.3.3n類(中孔正彎矩底板束)鋼束計(jì)算頂板各截面鋼束彎曲影響僅由θ1和θ3組成。表5-4n類類鋼束σs1計(jì)算項(xiàng)目截面n1n2n3n4θ(弧度)θ=θ1+θ35L1/80.17453L1/40.17450.17457L1/80.17450.17450.1745B-B0.17450.17450.17450.1745L/80.17450.1745L/40.1745X(m)5L1/823L1/45.412527L1/88.83755.4252B-B11.146.52.12.1L/86.51252L/42σs1(Mpaa)5L1/863.5424443L1/470.33977363.5424447L1/877.12700170.36455663.542444B-B81.6703372.49855963.74211363.742113L/872.52333963.542444L/463.5424445.3.4T類(兩端張拉)鋼束計(jì)算本橋的為0。表5-5截面Xσs1(Mpaa)A-A0.61.2548005L1/83.4257.1476995L1/46.8514.2587773L1/810.27521.33344L1/213.728.3717795L1/817.12535.3741113L1/420.5542.3405567L1/823.97549.271331B-B27.456.166555L/831.965.172331L/436.474.117553L/840.983.002551L/245.491.8277765.3.5A類鋼束計(jì)算。由決定表5-6項(xiàng)目截面A1A2θ(弧度)A-A00L1/80.08720.0872L1/40.08720.08723L1/80.08720.0872L1/20.08720.08725L1/80.08720.08723L1/40.20930.24427L1/80.33140.402B-B0.33140.402L/80.33140.402L/40.33140.55823L/80.74940.7152L/20.74940.7152X(m)A-A0.60.6L1/83.4253.425L1/46.856.853L1/810.27510.275L1/213.713.75L1/817.12517.1253L1/420.5520.557L1/823.97523.975B-B27.427.4L/831.931.9L/436.436.43L/840.940.9L/245.445.4σs1(Mpa))A-A1.25480051.2548005L1/837.07244137.072441L1/444.03011544.0301153L1/850.95222450.952224L1/257.83888757.8388875L1/864.69022164.6902213L1/4111.29117122.442217L1/8156.26006177.93003B-B162.60777184.16663L/8170.89774192.31111L/4179.13115246.146643L/8307.13116297.79114L/2314.44992305.171195.3.6Ab(中支點(diǎn)負(fù)彎矩肋束類)鋼束計(jì)算表5-7項(xiàng)目截面A3A4θ(弧度)7L1/80.2268990.226899B-B0.2268990.226899L/80.2268990.226899X(m)7L1/81.6156B-B5.04062.2165L/81.6156σs1(Mpa))7L1/880.107885B-B86.84500981.292337L/880.1078855.3.7Ac(跨中點(diǎn)正彎矩肋束類)鋼束計(jì)算表5-8項(xiàng)目截面A5θ(弧度)3L/80L/20.2966X(m)3L/84.5L/20σs1(Mpa))3L/89.3835772L/299.6873345.3.8各截面平均值計(jì)算表5-9各截截面摩阻損損失σs1平均值值匯總(單位：Mpa))截面邊支點(diǎn)L1/8L1/43L1/8L1/2上緣下緣上緣下緣上緣下緣上緣下緣上緣下緣σs1平0.7173.1377.14749.27514.2556.96221.33359.08728.37163.200截面5L1/83L1/47L1/8B-BL/8上緣下緣上緣下緣上緣下緣上緣下緣上緣下緣σs1平均44.7635564.69022165.643085.558078.016095.8230截面L/43L/8L/2上緣下緣上緣下緣上緣下緣σs1平均92.300246.146660.365213.0691.827128.576655．4錨具變形損失的計(jì)算5.4.1計(jì)算公式反摩擦影響長度，式中：——張拉端錨下控制張拉應(yīng)力；——錨具變形值，取=5mm；——扣除沿途管道摩擦損失后錨固端預(yù)拉應(yīng)力；——張拉端到錨固端之間的距離；當(dāng)時(shí)，；離張拉端x處由錨具變形、鋼筋回縮和接縫壓縮引起的、考慮反摩擦后的預(yù)拉力損失為，當(dāng)時(shí)，表示該截面不受反摩擦的影響。當(dāng)≥，預(yù)應(yīng)力鋼筋得全長均處于反摩阻影響長度以內(nèi)，扣除管道摩阻和鋼筋回縮等損失后得預(yù)應(yīng)力線以db線表示，距離張拉端處由錨具變形引起的考慮反摩阻后的預(yù)應(yīng)力損失為：式中：—距張拉端處由錨具變形引起的考慮反摩阻后的預(yù)拉力損失；5.4.2計(jì)算方法與計(jì)算相似，分別按六類鋼束計(jì)算，最后計(jì)算平均值。計(jì)算過程中考慮反向摩阻影響。表5-10反反摩擦影響響長度計(jì)算算表鋼束號σl1(Mpaa)σl=σ0-σl1(Mpa))L(mm)Δσd=(σ00-σl)/L(Mpa/mm)lf(mm)Δσb176.3601318.64484500.009033710253.115185.3099a172.0021322.999862500.0115229080.9113209.23001a263.5421331.455820000.03177715468.2225347.46119n181.6701313.33311012.550.007411611318.11167.87227n272.4981322.500265000.01115549229.0117205.87224n363.7421331.255854250.0117558991.8445211.30226n463.7421331.255821000.03035535594.4666339.62114A1314.441080.566454000.006922611711.772162.23006A2305.17221089.8228454000.006722211888.224159.82119A386.8451308.15556115.60.01420018179.1664232.29776A481.2921313.70082115.60.03842254972.277382.11993A599.6871295.311345000.02215536548.6005290.13881T91.8281303.1772454000.002022321672.11687.6700095.4.3b類鋼束計(jì)算b1表5-11b類鋼束σs2計(jì)算A-AL1/8L1/43L1/8L1/2x(mm)604025845050251600Δσd0.00903370.00903370.00903370.00903370.0090337Δσ(Mpa)185.3099185.3099185.3099185.3099185.3099σl2(Mpa))184.76668148.93551108.94664139.89881170.84998a類鋼束計(jì)算表5-12aa類鋼束σs2計(jì)算鋼束a1a2截面3L/8L/2L/2x(mm)175062502000Δσd0.011520.011520.031771Δσ(Mpa)209.2301209.2301347.4619σl2(Mpa)189.0701137.2301283.9199n類鋼束計(jì)算表5-13n1類鋼束σs2計(jì)算鋼束n1截面5L1/83L1/47L1/8B-BL/8L/4x(mm)20005412.58837.511012.556512.52000Δσd0.00741160.00741160.00741160.00741160.00741160.0074116Δσ(Mpa)167.87227167.87227167.87227167.87227167.87227167.87227σl2(Mpa))153.04007127.73336102.3333886.204119.5766153.04007表5-14n2類鋼束σs2計(jì)算鋼束n2截面3L1/47L1/8B-BL/8x(mm)2000542565002000Δσd0.01115540.01115540.01115540.0111554Δσ(Mpa)205.87224205.87224205.87224205.87224σl2(Mpa))183.56444145.3622133.37114183.56444表5-15n3,n4類鋼束σs2計(jì)算鋼束n3n4截面7L1/8B-BB-Bx(mm)200054252100Δσd0.0117550.0117550.0303553Δσ(Mpa)211.30226211.30226339.62114σl2(Mpa))187.80226147.55889275.880015.4.6T類鋼束計(jì)算L1/2處，x>Lf，σs2==0；表5-16T類鋼束σs2計(jì)算鋼束T截面A-AL1/8L1/43L1/8x(mm)6003425685010275Δσd0.00202230.00202230.00202230.0020223Δσ(Mpa)87.67000987.67000987.67000987.670009σl2(Mpa))83.17866962.03166636.39322410.7548815.4.7A類鋼束計(jì)算L1/2處，x>Lf，σs2==0；表5-17A1類鋼束σs2計(jì)算鋼束A1截面A-AL1/8L1/43L1/8x(mm)6003425685010275Δσd0.00692260.00692260.00692260.0069226Δσ(Mpa)162.23006162.23006162.23006162.23006σl2(Mpa))153.91994114.7877567.34444919.901443表5-18A2類鋼束σs2計(jì)算鋼束A2截面A-AL1/8L1/43L1/8x(mm)6003425685010275Δσd0.00672220.00672220.00672220.0067222Δσ(Mpa)159.82119159.82119159.82119159.82119σl2(Mpa))151.75557113.7777267.73255721.687991表5-19A3,A4,A5類鋼束σs2計(jì)算鋼束A3A4A5截面7L1/8B-BL/8B-BB-Bx(mm)1615.65040.61615.61615.64500Δσd0.01420010.01420010.01420010.03842250.0221553Δσ(Mpa)232.29776232.29776232.29776382.11993290.13881σl2(Mpa))186.4111389.134448186.41113257.9600490.761115.4.8各截面平均值計(jì)算表5-20邊邊支點(diǎn)截面面下緣σs2平均值值計(jì)算鋼束號①b1A1A2∑鋼束數(shù)②43310σis2③184.76668153.91994113.77772②×③739.06772461.75882341.331161542.1557加權(quán)平均σs22=(∑②×③)／∑②=154.22157表5-21L1/8截面下緣σs2平均值計(jì)算鋼束號①b1A1A2∑鋼束數(shù)②43310σis2③148.93551114.78775113.77772②×③595.74004344.36225341.331161281.4335加權(quán)平均σs22=(∑②×③)／∑②=128..14355表5-22LL1/4截面下下緣σs2平均值計(jì)計(jì)算鋼束號①b1A1A2∑鋼束數(shù)②43310σis2③108.9466467.34444967.732557②×③435.78556202.03335203.19777841.01668加權(quán)平均σs22=(∑②×③)／∑②=84.1101688表5-2233L1/8截面下下緣σs2平均值計(jì)計(jì)算鋼束號①b1A1A2∑鋼束數(shù)②43310σis2③139.8988119.90144321.687991②×③559.5922459.70422965.063773684.36004加權(quán)平均σs22=(∑②×③)／∑②=68.4436044表5-23LL1/2截面下下緣σs2平均值計(jì)計(jì)算鋼束號①b1A1A2∑鋼束數(shù)②43310σis2③170.84998②×③683.39992683.39992加權(quán)平均σs22=(∑②×③)／∑②=68.33399225L1/8-LL/4截面面的下緣σs2平均值計(jì)計(jì)算為0。表5-233L/8截面下緣σs2平均值計(jì)算鋼束號①a1A1A2∑鋼束數(shù)②43310σis2③189.0701②×③756.2804756.2804加權(quán)平均σs2=(∑②×③)／∑②=75.62804表5-24L/2截面下緣σs2平均值計(jì)計(jì)算鋼束號①a1A1A2a2A5∑鋼束數(shù)②4338321σis2③137.23001283.9199990.76111②×③548.92004002271.3559272.283333092.5663加權(quán)平均σs22=(∑②×③)／∑②=147..26499表5-25A--A截面上上緣σs2平均值計(jì)計(jì)算鋼束號①T∑鋼束數(shù)②88σis2③83.178669②×③665.429952665.429952加權(quán)平均σs22=(∑②×③)／∑②=83.1178699表5-26LL1/8截面上上緣σs2平均值計(jì)計(jì)算鋼束號①T∑鋼束數(shù)②88σis2③83.178669②×③665.429952665.429952加權(quán)平均σs22=(∑②×③)／∑②=83.1178699L1/4截面：加權(quán)平均σs2236.33932443L1/8截面：加權(quán)平均σs2210.7754811表5-2655L1/8截面上上緣σs2平均值計(jì)計(jì)算鋼束號①n1T∑鋼束數(shù)②4812σis2③153.04007②×③153.04007612.16228加權(quán)平均σs22=(∑②×③)／∑②=51.00135表5-273L1/4截面上緣σs2平均值計(jì)算鋼束號①n1n2A1T∑鋼束數(shù)②443819σis2③127.73336183.56444②×③510.93444734.257761245.1992加權(quán)平均σs22=(∑②×③)／∑②=65.5536422表5-287L1/8截面上緣σs2平均值計(jì)算鋼束號①n1n2n3A3∑鋼束數(shù)②444329σis2③102.33338145.3622187.8022186.41113②×③409.33552581.4488751.2088559.233392301.2225加權(quán)平均σs22=(∑②×③)／∑②=79.3352599表5-29B-B截面上緣σs2平均值計(jì)算鋼束號①n1n2n3n4A3A4∑鋼束數(shù)②44483340σis2③86.204133.3711147.5588275.880089.13444257.9600②×③344.8166533.4844590.23222207.044267.40332773.884716.8555加權(quán)平均σs22=(∑②×③)／∑②=117..921表5-30L/8截面上緣σs2平均值計(jì)算鋼束號①n1n2A3∑鋼束數(shù)②44325σis2③119.5766183.56444186.41113②×③478.3044734.25776559.233391771.7996加權(quán)平均σs22=(∑②×③)／∑②=70.88718表5-31L/4截面上緣σs2平均值計(jì)算鋼束號①n1∑鋼束數(shù)②415σis2③153.04007②×③612.16228612.16228加權(quán)平均σs22=(∑②×③)／∑②=153..04077表5-32各各截面錨具具變形損失失σs2平均值值匯總(單位：Mpa))截面邊支點(diǎn)L1/8L1/43L1/8L1/2上緣下緣上緣下緣上緣下緣上緣下緣上緣下緣σs2平83.178154.215583.178128.143336.39384.10110.75468.43668.339截面5L1/83L1/47L1/8B-BL/8上緣下緣上緣下緣上緣下緣上緣下緣上緣下緣σs2均51.014065.536079.3520117.9211070.8710截面L/43L/8L/2上緣下緣上緣下緣上緣下緣σs2平153.04000075.628147.26445.5預(yù)應(yīng)力筋分批張拉損失的計(jì)算5.5.1計(jì)算公式式中：m——鋼束張拉批數(shù)；——=；——鋼束形心處由該預(yù)加力產(chǎn)生的混凝土的正應(yīng)力，如計(jì)入一期恒載影響則可按下式計(jì)算式中：——扣除后的有效預(yù)加力，，應(yīng)計(jì)彎起角度影響；——混凝土凈凈面積；——鋼束重心心至混凝土土凈截面形形心之距離離；——混凝土凈凈截面慣矩矩；———一期恒載載產(chǎn)生的彎彎矩。5.5.2計(jì)算結(jié)結(jié)果表表5-333分批張拉拉損失σs4計(jì)算項(xiàng)目截面邊支點(diǎn)L1/8L1/4上緣下緣上緣下緣上緣下緣σs1(Mpa))0.71703313.13701137.147699549.275552214.25877756.9624434σs2(Mpa))83.178154.215583.178128.143336.39384.101Ay(m2)0.01167760.00333360.00667720.0083440.00667720.008344Aj(m2)6.78022285.36122285.36122285.36282285.41612285.5386228Ij(m4)1.95834491.95834491.68024461.68024461.58237771.5823777eyj(m)0.40580.59420.38950.61050.36050.6395Mg1(kN·mm)003592.5779-3592.55795433.9118-5433.9918m(批數(shù))424444Ny(kN)15308.4464128.79948704.788710154.6638969.499110457.8831σs4(Mpa))7.32100072.08509986.69599935.866366617.49784454.94576642項(xiàng)目截面3L1/8L1/25L1/8上緣下緣上緣下緣上緣下緣σs1(Mpa))21.3334459.0879928.37177963.200002244.7635550σs2(Mpa))10.75468.436068.33951.0140Ay(m2)0.00667720.0083440.00667720.0083440.01000080.0050004Aj(m2)6.02740046.79333347.5062446.1585557.3077.307Ij(m4)1.93121171.93121171.86435561.86435562.31106652.3110665eyj(m)0.27840.72360.36490.69015.19470.7624Mg1(kN·mm)5676.8888-5676.8894135.9225-4135.99251335.5996-1335.5596m(批數(shù))444460Ny(kN)9093.355310570.7759118.144310537.226513002.6626980.588σs4(Mpa))5.55928844.73939975.52515595.93050099359.343380項(xiàng)目截面3L1/47L1/8B-B上緣下緣上緣下緣上緣下緣σs1(Mpa))65.643994085.558772078.0169980σs2(Mpa))65.536079.3520117.92110Ay(m2)0.020011600.024188600.0333660Aj(m2)7.9627.9628.7528.75224.87324.87Ij(m4)3.10176693.10176694.42542234.425422313.3315513.3315502eyj(m)5.29560.52540.5472Mg1(kN·mm)-3322.4433322.4229-9800.8839800.8226-18366..418366.4424m(批數(shù))80130170Ny(kN)25296.662029750.994040000.7710σs4(Mpa))545.02001010.39933904.54232270項(xiàng)目截面L/8L/43L/8上緣下緣上緣下緣上緣下緣σs1(Mpa))95.823663092.300228246.1466460.365446213.066656σs2(Mpa))70.8710153.040075.628Ay(m2)0.02085500.0125110.00250020.00917740.008344Aj(m2)8.2028.2027.077.076.836.83Ij(m4)8.86053368.86053364.95255594.95255592.70835552.7083555eyj(m)0.18270.24910.58990.8201Mg1(kN·mm)-7848.0077848.0772-669.8998669.89883578.1441-3578.1141m(批數(shù))1107144Ny(kN)25610.117014382.2242874.4331712243.9949226.58874σs4(Mpa))7.652433805.146911708.56030025.28393304項(xiàng)目截面L/2上緣下緣σs1(Mpa))91.827776128.57665σs2(Mpa))147.2644Ay(m2)0.00667720.0175114Aj(m2)6.726.72Ij(m4)1.83431171.8343117eyj(m)0.3150.685Mg1(kN·mm)5023.5009-5023.551m(批數(shù))46Ny(kN)8694.766519600.996σs4(Mpa))5.424800113.8933355.6鋼筋應(yīng)力松松弛損失的的計(jì)算式中：———超張拉系系數(shù)，；——鋼筋松弛弛系數(shù)，==1.0；；———傳力錨固固時(shí)的鋼筋筋應(yīng)力，表5-34鋼鋼筋應(yīng)力松松弛損失項(xiàng)目截面邊支點(diǎn)L1/8L1/4上緣下緣上緣下緣上緣下緣σs1(Mpa))0.71703313.1370117.147749.2755514.25877756.962443σs2(Mpa))83.178154.215583.178128.143336.39384.101σs4(Mpa))7.32100072.08516.6959995.8663777.49784454.9457664σpe(MPa))1303.78841235.5661297.9881211.7221336.8551248.9991σpe(MPa))122.6199494.99455120.177785.89022136.85118100.24668項(xiàng)目截面3L1/8L1/25L1/8上緣下緣上緣下緣上緣下緣σs1(Mpa))21.3334459.0879928.3718863.244.763555σs2(Mpa))10.75468.436068.33951.014σs4(Mpa))5.55928844.73945.5251665.930511359.34338σpe(MPa))1357.35531262.7441361.11257.533939.87886σpe(MPa))145.9533105.7177147.64103.63442.3361447項(xiàng)目截面3L1/47L1/8B-B上緣下緣上緣下緣上緣下緣σs1(Mpa))65.64399485.5587778.016998σs2(Mpa))65.53679.352117.9211σs4(Mpa))545.0200110.399444.5423227σpe(MPa))718.81219.6991194.522σpe(MPa))-38.1977588.9028879.503113項(xiàng)目截面L/8L/43L/8上緣下緣上緣下緣上緣下緣σs1(Mpa))95.82366392.30033246.146660.365446213.06666σs2(Mpa))70.871153.040075.628σs4(Mpa))7.65243385.14692208.56030025.283933σpe(MPa))1220.65531144.5111148.8551326.07741101.0222σpe(MPa))89.26888261.7741163.26322132.1533147.37833項(xiàng)目截面L/2上緣下緣σs1(Mpa))91.827776128.5766σs2(Mpa))147.2644σs4(Mpa))5.424800113.89344σpe(MPa))1297.74471105.277σpe(MPa))120.0800648.741445.7混凝土徐變變收縮損失失的計(jì)算5.7.1計(jì)算算公式在不變的應(yīng)力長長期持續(xù)作作用下，混混凝土的變變形會(huì)隨著著時(shí)間而不不斷增長，這這就是混凝凝土的徐變變。由于混混凝土收縮縮和徐變的的影響，會(huì)會(huì)使預(yù)應(yīng)力力混凝土構(gòu)構(gòu)件產(chǎn)生變變形，因而而引起預(yù)應(yīng)應(yīng)力鋼筋的的應(yīng)力損失失?！稑蛞?guī)規(guī)》（JTGD62）規(guī)定，由由混凝土收收縮、徐變變引起的構(gòu)構(gòu)件受拉區(qū)區(qū)預(yù)應(yīng)力鋼鋼筋的應(yīng)力力損失，可可按下式計(jì)計(jì)算：式中：——由混混凝土收縮縮、徐變引引起的構(gòu)件件受拉區(qū)預(yù)預(yù)應(yīng)力鋼筋筋的應(yīng)力損損失；———構(gòu)件受拉拉區(qū)全部鋼鋼筋重心處處，由預(yù)加加力（扣除除相應(yīng)階段段的預(yù)應(yīng)力力損失）和和結(jié)構(gòu)自重重產(chǎn)生的混混凝土法向向應(yīng)力；———預(yù)應(yīng)力鋼鋼筋彈性模模量；———預(yù)應(yīng)力鋼鋼筋彈性模模量和混凝凝土的彈性性模量的比比值；———構(gòu)件受拉拉區(qū)全部縱縱向鋼筋配配筋率；———計(jì)算參數(shù)數(shù)；———截面回轉(zhuǎn)轉(zhuǎn)半徑，,,A、J為構(gòu)件截截面面積和和慣性矩，《橋橋規(guī)》（JTGD62）規(guī)定，對對先張法取取換算截面面；對后張張法取凈截截面；——構(gòu)件截面受拉區(qū)區(qū)全部縱向向鋼筋截面面重心至構(gòu)構(gòu)件截面重重心的距離離；——預(yù)應(yīng)力鋼筋傳力力錨固齡期期為t0，計(jì)算考考慮的齡期期為t時(shí)的混凝凝土收縮應(yīng)應(yīng)變，其終終值可按《橋橋規(guī)》（JTGD62）中相關(guān)關(guān)表格取用用；——加載齡期為t00，計(jì)算考考慮的齡期期為t時(shí)的徐變變系數(shù)，其其終值可按按《橋規(guī)》（JTGD62）中相關(guān)關(guān)表格取用用；5.7.2計(jì)算結(jié)結(jié)果按照以上的計(jì)算算思路和方方法，很容容易求出混混凝土收縮縮和徐變損損失，查規(guī)范得數(shù)值表5-35混凝凝土收縮和和徐變引起起的預(yù)應(yīng)力力損失值項(xiàng)目邊支點(diǎn)L1/8L1/4上緣下緣上緣下緣上緣下緣σ11+σl2++σl491.216004159.4377197.021669183.2844958.149662146.00992Aj(m2)6.78022285.36122285.36122285.36282285.36122285.3612228Ij(m4)1.30121.30121.30121.30121.12581.1258eps(m)0.44730.55270.38440.61560.38440.6156Ay(m2)0.01167760.00333360.00667720.0083440.00667720.008344ρ0.00272220.00162220.00224440.00255550.00224440.0025556i20.19191110.24270060.20998890.20992270.21105520.2344443Npe15222.9984121.83388660.111110105.778919.466610416.558ρps2.04255532.25863331.70367712.80521191.70012262.6164444σpe1303.78841235.56631297.97781211.71151336.8551248.9991σpc(MPa))4.58594441.7364992.59875584.82759982.83439955.4493446σpc4.58594441.7364992.59875584.82759982.83439955.4493446εcs(t,288)0.0001330.0001330.0001330.0001330.0001330.000133Ф(t,28)1.441.441.441.441.441.44σl6（Mpa）52.58911133.54288339.6453353.09700941.3384457.726557項(xiàng)目3L1/8L1/25L1/8上緣下緣上緣下緣上緣下緣σ11+σl2++σl437.646668132.2633333.896995137.46995455.121140Aj(m2)5.36122285.36122285.41612285.41612285.53862285.5386228Ij(m4)1.13151.13151.25691.25691.57781.5778eps(m)0.38490.61710.40620.64880.45480.7222Ay(m2)0.00667720.0083440.00667720.0083440.01000080.0050004ρ0.00224440.00255560.00223320.0025440.00280070.0019003i20.29429980.42676680.65690080.95717780.93600080.9360008Npe9056.266110531.2229081.28810487.889406.30056980.588ρps1.50339941.89231171.25117741.43977731.22098841.5572331σpe1357.35531262.73371361.10031257.533939.878861395σpc(MPa))2.87495565.50867712.86884485.44881152.93143373.5679113σpc2.87495565.50867712.86884485.44881152.93143373.5679113εcs(t,288)0.0001330.0001330.0001330.0001330.0001330.000133Ф(t,28)1.441.441.441.441.441.44σl6（Mpa）41.89155159.63966942.19800360.20988642.26699147.164993項(xiàng)目3L1/47L1/8B-B上緣下緣上緣下緣上緣下緣σ11+σl2++σl4676.20175.310010200.480030Aj(m2)6.02740046.02740046.79333346.79333347.5062447.506244Ij(m4)2.2882.2883.55793.55795.18425.1842eps(m)0.56040.7160.8711Ay(m2)0.020011600.024188600.0333660ρ0.00432210.0010.0045660.0010.00544440.001i20.47313390.29196660.18691190.16572210.69065520.6906552Npe14387.55029499.442039849.1180ρps1.663755513.742677112.09869941σpe718.813951219.69913951194.5221395σpc(MPa))4.361822608.5929663011.1415560σpc4.361822608.5929663011.1415560εcs(t,288)0.0001330.0001330.0001330.0001330.0001330.000133Ф(t,28)1.441.441.441.441.441.44σl6（Mpa）49.89655621.90144869.53266121.90144891.03988721.901448項(xiàng)目L/8L/43L/8上緣下緣上緣下緣上緣下緣σ11+σl2++σl4174.347710250.48772246.1466468.925776293.97885Aj(m2)6.1585556.1585555.60202285.60202285.40746665.4074666Ij(m4)2.85182.85181.75981.75981.26981.2698eps(m)0.61710.4810.760.75810.6519Ay(m2)0.02085500.0125110.00250020.00917740.008344ρ0.00438860.0010.00323330.00144470.00269970.0025442i20.46306640.46306640.31413360.31413360.23482230.2348223Npe25450.661014317.8862874.433212165.4419182.5119ρps1.822377611.73649992.83869933.44743372.8097558σpe1220.655313951144.51131148.85541326.07741101.0222σpc(MPa))7.531088904.43820031.45654497.75584444.7713002σpc7.531088904.43820031.45654497.75584444.7713002εcs(t,288)0.0001330.0001330.0001330.0001330.0001330.000133Ф(t,28)1.441.441.441.441.441.44σl6（Mpa）70.80099421.90144851.51711831.33522471.07999452.729445項(xiàng)目L/2上緣下緣σ11+σl2++σl497.252556289.73338Aj(m2)5.31003345.3100334Ij(m4)1.12581.1258eps(m)0.38440.6156Ay(m2)0.00667720.0175114ρ0.00225560.0042998i20.21201140.2120114Npe8658.577119357.663ρps1.69695522.7874447σpe1297.74471105.2666σpc(MPa))2.767055910.161559σpc2.767055910.161559εcs(t,288)0.0001330.000133Ф(t,28)1.441.44σl6（Mpa）40.84811884.1034475.8預(yù)應(yīng)力損失失組合項(xiàng)目截面面邊支點(diǎn)L1/8L1/4上緣下緣上緣下緣上緣下緣σs10.71703313.1370117.147749.2755514.2588856.96244σs283.178154.215583.178128.143336.39384.101σs47.32100072.08516.6959995.8663777.4978554.945766σsI91.216004159.437797.02177183.285558.14966146.0099σs5122.6199494.99455120.177785.89022136.8522100.2477σs645.99044732.1468844.4798840.2251147.3464436.86822σsⅡ168.60999127.1411164.6577126.1155184.1988137.1155σyI=σk-σsI1303.78841235.5661297.9881211.7221336.8551248.999σyⅡ=σk-σsI-σsⅡ1135.17741108.4221133.3221085.61152.6551111.888σsⅡ加權(quán)平均159.39446143.2455158.0411鋼束數(shù)144810810σyI加權(quán)平均1288.622