組合梁橋課程設(shè)計(jì)_第1頁
組合梁橋課程設(shè)計(jì)_第2頁
組合梁橋課程設(shè)計(jì)_第3頁
組合梁橋課程設(shè)計(jì)_第4頁
組合梁橋課程設(shè)計(jì)_第5頁
已閱讀5頁,還剩47頁未讀, 繼續(xù)免費(fèi)閱讀

下載本文檔

版權(quán)說明:本文檔由用戶提供并上傳,收益歸屬內(nèi)容提供方,若內(nèi)容存在侵權(quán),請進(jìn)行舉報(bào)或認(rèn)領(lǐng)

文檔簡介

混凝土齡期表2工況時(shí)間單元-1單元-2單元-3單元-4單元-5單元-6單元-7單元-8單元-9單元-10單元-11單元-12單元-13單元-14單元-15平均齡期t0澆筑單元-100.00澆筑單元-2330.19澆筑單元-36630.56澆筑單元-499631.13澆筑單元-512129631.88澆筑單元-61515129632.81澆筑單元-7181815129633.94澆筑單元-821211815129635.25澆筑單元-92424211815129636.75澆筑單元-10272724211815129638.44澆筑單元-11303027242118151296310.31澆筑單元-1233333027242118151296312.38澆筑單元-133636333027242118151296314.63澆筑單元-14393936333027242118151296317.06澆筑單元-1542423936333027242118151296319.69橋面硬化完成4545423936333027242118151296322.50橋面系施工11092898683807774716865625956535066.56當(dāng)n=n0時(shí)截面特性表3(移動(dòng)荷載與溫度荷載)區(qū)段翼緣厚度

t(mm)腹板厚度

tw(mm)下翼緣寬度b下(mm)上翼緣寬度b上(mm)腹板高度hw(mm)梁高h(yuǎn)(mm)彈模比

n換算后

截面面積A0mm2換算后截面慣

性矩I0(mm4)y0cmmy0smm邊跨0-40m401812001000272028005.9712805.974.887E+11676.1262537.87440-45.0m551812001000269028005.9712805.975.9596E+11758.77322455.22745.0-55.5m處802612001000264028005.9712805.977.8914E+11909.39272304.60755.5-67.5m處1202612001000256028005.9712805.971.0117E+121043.4952170.505中跨0-8m1202612001000256028005.9712805.971.0117E+121043.4952170.5058-18m802612001000264028005.9712805.977.8914E+11909.39272304.60718-30m551812001000269028005.9712805.975.9596E+11758.77322455.22730-60m401812001000272028005.9712805.974.887E+11676.1262537.87460-72m551812001000269028005.9712805.975.9596E+11758.77322455.22772-82m802612001000264028005.9712805.977.8914E+11909.39272304.60782-90m1202612001000256028005.9712805.971.0117E+121043.4952170.505邊跨0-12m1202612001000256028005.9712805.971.0117E+121043.4952170.50512-22m802612001000264028005.9712805.977.8914E+11909.39272304.60722-27.0m551812001000269028005.9712805.975.9596E+11758.77322455.22727.0-67.5m401812001000272028005.9712805.974.887E+11676.1262537.874當(dāng)n=n1時(shí)截面特性表4(收縮)區(qū)段翼緣厚度

t(mm)腹板厚度

tw(mm)下翼緣寬度b下(mm)上翼緣寬度b上(mm)腹板高度hw(mm)梁高h(yuǎn)(mm)彈模比

n換算后

截面面積A0mm2換算后截面慣

性矩I0(mm4)y0cmmy0smm邊跨0-40m4018120010002720280014.762690743.9933E+111045.4392168.56140-45.0m5518120010002690280014.763015344.8133E+111141.632072.3745.0-55.5m8026120010002640280014.763767546.2392E+111293.5551920.44555.5-67.5m12026120010002560280014.764626747.9667E+111412.6811801.319中跨0-8m12026120010002560280014.764626747.9667E+111412.6811801.3198-18m8026120010002640280014.763767546.2392E+111293.5551920.44518-30m5518120010002690280014.763015344.8133E+111141.632072.3730-60m4018120010002720280014.762690743.9933E+111045.4392168.56160-72m5518120010002690280014.763015344.8133E+111141.632072.3772-82m8026120010002640280014.763767546.2392E+111293.5551920.44582-90m12026120010002560280014.764626747.9667E+111412.6811801.319邊跨0-12m12026120010002560280014.764626747.9667E+111412.6811801.31912-22m8026120010002640280014.763767546.2392E+111293.5551920.44522-27.0m5518120010002690280014.763015344.8133E+111141.632072.3727.0-67.5m4018120010002720280014.762690743.9933E+111045.4392168.561當(dāng)n=n2時(shí)截面特性表5(一期恒載)區(qū)段翼緣厚度

t(mm)腹板厚度

tw(mm)下翼緣寬度b下(mm)上翼緣寬度b上(mm)腹板高度hw(mm)梁高h(yuǎn)(mm)彈模比

n換算后

截面面積A0mm2換算后截面慣

性矩I0(mm4)y0cmmy0smm邊跨0-40m4018120010002720280015.292644943.9567E+111060.6812153.31940-45.0m5518120010002690280015.292969544.7685E+111156.692057.3145.0-55.5m8026120010002640280015.293721746.1797E+111307.441906.5655.5-67.5m12026120010002560280015.294580947.8943E+111425.1531788.847中跨0-8m12026120010002560280015.294580947.8943E+111425.1531788.8478-18m8026120010002640280015.293721746.1797E+111307.441906.5618-30m5518120010002690280015.292969544.7685E+111156.692057.3130-60m4018120010002720280015.292644943.9567E+111060.6812153.31960-72m5518120010002690280015.292969544.7685E+111156.692057.3172-82m8026120010002640280015.293721746.1797E+111307.441906.5682-90m12026120010002560280015.294580947.8943E+111425.1531788.847邊跨0-12m12026120010002560280015.294580947.8943E+111425.1531788.84712-22m8026120010002640280015.293721746.1797E+111307.441906.5622-27.0m5518120010002690280015.292969544.7685E+111156.692057.3127.0-67.5m4018120010002720280015.292644943.9567E+111060.6812153.319當(dāng)n=n3時(shí)截面特性表6(二期恒載)區(qū)段翼緣厚度

t(mm)腹板厚度

tw(mm)下翼緣寬度b下(mm)上翼緣寬度b上(mm)腹板高度hw(mm)梁高h(yuǎn)(mm)彈模比

n換算后

截面面積A0mm2換算后截面慣

性矩I0(mm4)y0cmmy0smm邊跨0-40m4018120010002720280013.982764454.0496E+111021.9662192.03440-45.0m5518120010002690280013.983089054.8826E+111118.3292095.67145.0-55.5m8026120010002640280013.983841256.332E+111271.9011942.09955.5-67.5m12026120010002560280013.984700458.0803E+111393.1171820.883中跨0-8m12026120010002560280013.984700458.0803E+111393.1171820.8838-18m8026120010002640280013.983841256.332E+111271.9011942.09918-30m5518120010002690280013.983089054.8826E+111118.3292095.67130-60m4018120010002720280013.982764454.0496E+111021.9662192.03460-72m5518120010002690280013.983089054.8826E+111118.3292095.67172-82m8026120010002640280013.983841256.332E+111271.9011942.09982-90m12026120010002560280013.984700458.0803E+111393.1171820.883邊跨0-12m12026120010002560280013.984700458.0803E+111393.1171820.88312-22m8026120010002640280013.983841256.332E+111271.9011942.09922-27.0m5518120010002690280013.983089054.8826E+111118.3292095.67127.0-67.5m4018120010002720280013.982764454.0496E+111021.9662192.0342.4未開裂時(shí)恒載內(nèi)力計(jì)算2.4.1一期恒載集度主梁與混凝土板的換算均布荷載:式中q1——一期恒載Ac——混凝土橫截面面積As——鋼梁橫截面面積qc——一混凝土容重qs——一鋼梁容重橫梁的換算均布荷載:端橫梁采用焊接組合工字鋼,鋼的容重為78.5kN/m3,端橫梁長為8m。中間橫梁每8m布置一個(gè),共27個(gè),采用63b熱軋工字鋼,橫梁長為7m。63b熱軋工字鋼質(zhì)量為131.5kg/m。橫梁的換算均布荷載為q=eq\f(2×[300×40×2+(1500-40×2)×30]×78.5×8×10-6+131.5×7×27×10×10-3,225)=1.454kN/m端橫梁尺寸見圖2-1。端橫梁截面尺寸圖2-1單位mm帶入各截面面積得一期恒載見表1一期恒載表7鋼梁面積長度m鋼容重鋼梁自重kN混凝土容重混凝土面積Ac(mm2)混凝土自重kNAsmm2kN/m3kN/m30-40m處1369604078.5430.052519500001950.0040-45.0m處169420578.566.50251950000243.7545.0-55.5m處24464010.578.5201.64251950000511.8855.5-67.5m處3305601278.5311.39251950000585.000-8m處330560878.5207.59251950000390.008-18m處2446401078.5192.04251950000487.5018-30m處1694201278.5159.59251950000585.0030-60m處1369603078.5322.542519500001462.5060-72m處1694201278.5159.59251950000585.0072-82m處2446401078.5192.04251950000487.5082-90m處330560878.5207.59251950000390.000-12m處3305601278.5311.39251950000585.0012-22m處24464010.578.5201.64251950000511.8822-27.0m處169420578.566.50251950000243.7527.0-67.5m處1369604078.5430.052519500001950.00∑3460.1610968.75換算均布荷載kN/m64.13橫梁自重?fù)Q算均布荷載kN/m1.45一期恒載kN/m65.58一期恒載集度為g1=65.58kN/m2.4.2二期恒載二期恒載集度在15.5~23.8kN/m本設(shè)計(jì)中二期恒載集度取為:g2=16kN/m2.4.3恒載內(nèi)力計(jì)算①一期恒載內(nèi)力計(jì)算采用Midas軟件加載。加載圖式如圖2-2。用軟件計(jì)算得內(nèi)力結(jié)果見表8。恒載加載圖式圖2-2一期恒載內(nèi)力表8截面位置X(m)剪力Q(MN)彎矩M(MN*m)0-1.510.0015-0.5215.23300.4615.69401.127.80451.451.4055.52.13-17.39602.43-27.6667.5-2.95-47.7275-2.46-27.4375.5-2.43-26.2085.5-1.77-5.2190-1.482.0997.5-0.9811.32105-0.4916.851200.4916.85127.50.9811.321351.482.09139.51.77-5.21149.52.43-26.201502.46-27.43157.5-2.92-47.72165-2.43-27.66169.5-2.13-17.39180-1.451.40185-1.127.80195-0.4615.692100.5215.232251.510.00②二期恒載內(nèi)力計(jì)算二期恒載內(nèi)力表9截面位置X(m)剪力Q(MN)彎矩M(MN*m)0-0.370.0015-0.133.71300.113.83400.271.90450.350.3455.50.52-4.24600.59-6.7567.5-0.72-11.6475-0.60-6.6975.5-0.59-6.3985.5-0.43-1.2790-0.360.5197.5-0.242.76105-0.124.111200.124.11127.50.242.761350.360.51139.50.43-1.27149.50.59-6.391500.60-6.69157.5-0.71-11.64165-0.59-6.75169.5-0.52-4.24180-0.350.34185-0.271.90195-0.113.832100.133.712250.370.002.5為開裂時(shí)車輛活載2.2.1活載等級:公路Ⅰ級荷載。其中qk=10.5kN,本橋全長為225m,Pk=360kN/m。2.5.2車道橫向布置1號(hào)梁的橫向影響線圖2-3本設(shè)計(jì)中橫向加載采用車道荷載。本設(shè)計(jì)中1號(hào)梁與2號(hào)梁對稱,因此可以計(jì)算一片主力的力。由圖中1號(hào)梁的橫向影響線可以換算得到Pk與qk。其中共有三個(gè)車道,考慮橫向折減,折減系數(shù)為0.78。Pk=0.78×(eq\f(1.5,7)×360+eq\f(4.5,7)×360+eq\f(7.5,7)×360)=541.54kNqk=0.78×(eq\f(9,7)×9×0.5×eq\f(10.5,3))=15.80kN/m2.5.3移動(dòng)活載內(nèi)力采用Midas加載得到內(nèi)力結(jié)果。移動(dòng)活載內(nèi)力結(jié)果表10截面位置X(m)剪力Qmax(MN)彎矩Mmax(MN*m)剪力Qmin(MN)彎矩Mmin(MN*m)01.450.00-1.450.00150.9614.49-0.96-3.85300.7918.94-0.56-7.69401.0417.00-0.36-10.26451.1714.77-0.28-11.5455.51.4514.63-0.14-14.63601.5717.25-0.09-17.2567.51.8423.72-1.84-23.72751.6515.08-1.65-15.0875.51.6314.68-1.63-14.6885.51.378.95-1.37-8.93901.2611.39-1.26-7.6497.51.0715.66-1.07-6.971050.8818.35-0.88-6.401200.8818.35-0.56-6.40127.51.0715.66-0.43-6.971351.2611.39-0.31-7.64139.51.378.95-0.25-8.93149.51.6314.68-0.19-14.681501.6515.08-0.19-15.08157.51.7723.72-1.77-23.721651.5717.25-1.57-17.25169.51.4514.63-1.45-14.631801.1714.77-1.17-11.541851.0417.00-1.04-10.261950.7918.94-0.79-7.692100.9614.49-0.44-3.852251.450.00-0.280.002.6未開裂時(shí)溫度2.6.1升溫與降溫升溫與降溫時(shí)考慮鋼與混凝土之間的溫差為20°。線膨脹系數(shù)為αth=1.0×10-5εth=eq\f(αthΔt,2)=eq\f(1.0×10-5×20,2)=1.0×10-4σ=Eεth=2.06×105×1.0×10-4=20.6MPaNth=A0σMth=Nth·ac各個(gè)單元應(yīng)施加的溫度力表11區(qū)段acmm換算后

截面面積A0NNMkN.mm邊跨0-40m處511.00463538.4695488924879531.6440-45.0m處593.65495998.46105041516235812.5545.0-55.5m處744.27571218.46120971459003562.8855.5-67.5m處878.37657138.461391674012224105.06中跨0-8m處878.37657138.461391674012224105.068-18m處744.27571218.46120971459003562.8818-30m處593.65495998.46105041516235812.5530-60m處511.00463538.4698167205016393.0360-72m處593.65495998.46105041516235812.5572-82m處744.27571218.46120971459003562.8882-90m處878.37657138.461391674012224105.06邊跨0-12m處878.37657138.461391674012224105.0612-22m處744.27571218.46120971459003562.8822-27.0m處593.65495998.46105041516235812.5527.0-67.5m處511.00463538.4698167205016393.032.6.2溫度內(nèi)力的計(jì)算采用Midas加載,計(jì)算得到梁的內(nèi)力圖溫度內(nèi)力計(jì)算結(jié)果表12截面位置X(m)剪力Qmax(MN)彎矩Mmax(MN*m)剪力Qmin(MN)彎矩Mmin(MN*m)00.124.88-0.12-4.88150.123.04-0.12-3.04300.121.19-0.12-1.19400.121.15-0.12-1.15450.123.23-0.12-3.2355.50.125.07-0.12-5.07600.124.52-0.12-4.5267.50.003.600.00-3.60750.003.600.00-3.6075.50.000.460.00-0.4685.50.00-2.230.002.23900.00-2.230.002.2397.50.00-3.410.003.411050.00-3.410.003.411200.00-3.410.003.41127.50.00-2.230.002.231350.00-2.230.002.23139.50.000.460.00-0.46149.50.003.600.00-3.601500.003.600.00-3.60157.5-0.123.600.12-3.60165-0.124.520.12-4.52169.5-0.121.940.12-1.94180-0.120.540.12-0.54185-0.12-0.030.120.03195-0.121.190.12-1.19210-0.123.040.12-3.04225-0.124.880.12-4.882.7未開裂時(shí)收縮內(nèi)力計(jì)算2.7.1未考慮受拉區(qū)混凝土開裂時(shí)的收縮內(nèi)力與彎矩收縮內(nèi)力Nb=Ecm×εcs×AbMb=Nb×acEcm=eq\f(34500,2.47235)=13954.33MPaεcs=2.4×10-4其中Ab為混凝土板的面積,為1.95m2。其中ac是換算截面形心至混凝土板形心間的距離混凝土未開裂時(shí)時(shí),應(yīng)在各單元施加的力與彎矩表13區(qū)段NbkNac(mm)MbkN·m邊跨0-40m處6550.63880.31777615766.63640-45.0m處6550.63976.50929866396.75145.0-55.5m處6550.631128.4338337391.95355.5-67.5m處6550.631247.5601948172.305中跨0-8m處6550.631247.5601948172.3058-18m處6550.631128.4338337391.95318-30m處6550.63976.50929866396.75130-60m處6550.63880.31777615766.63660-72m處6550.63976.50929866396.75172-82m處6550.631128.4338337391.95382-90m處6550.631247.5601948172.305邊跨0-12m處6550.631247.5601948172.30512-22m處6550.631128.4338337391.95322-27.0m處6550.63976.50929866396.75127.0-67.5m處6550.63880.31777615766.636將這些收縮引起的力施加在各個(gè)單元上,采用midas加載。計(jì)算得到的那里結(jié)果為:未考慮開裂時(shí)收縮內(nèi)力計(jì)算結(jié)果表14截面位置X(m)剪力Q(MN)彎矩M(MN*m)0-0.12-5.7715-0.12-4.0230-0.12-2.2740-0.12-1.7345-0.12-2.1455.5-0.12-1.7060-0.12-1.1767.50.00-0.30750.00-0.3075.50.000.4885.50.001.48900.001.4897.50.002.111050.002.111200.002.11127.50.001.481350.001.48139.50.000.48149.50.00-0.301500.00-0.30157.50.12-0.301650.12-1.17169.50.12-0.921800.12-1.151850.12-1.101950.12-2.272100.12-4.022250.12-5.772.8正常使用極限狀態(tài)短期效應(yīng)組合此時(shí)正常使用極限狀態(tài)各內(nèi)力組合表15截面位置X(m)QmaxMNMmaxMN*mQminMNMminMN*m0-0.41-0.89-3.57-10.65150.3132.44-1.858.04301.3737.38-0.238.36402.4326.120.79-3.44452.9717.591.28-15.1855.54.11-3.632.28-43.04604.59-13.812.69-57.3567.5-1.83-32.34-5.51-86.9875-1.41-15.74-4.71-53.0975.5-1.39-16.97-4.65-47.2685.5-0.831.71-3.57-11.7190-0.5813.24-3.09-1.3397.5-0.1628.44-2.2912.631050.2738.00-1.5020.091201.5038.000.0520.09127.52.2928.990.8010.811353.0913.241.52-1.33139.53.573.411.95-15.40149.54.65-14.622.83-51.181504.71-15.742.87-53.09157.5-1.87-32.34-5.16-86.98165-1.46-13.81-4.35-57.35169.5-1.21-5.98-3.86-39.13180-0.6415.89-2.73-11.49185-0.3625.57-2.19-1.621950.2137.38-1.128.362101.6032.440.458.042253.32-0.891.84-10.65正常使用極限狀態(tài)下的內(nèi)力包絡(luò)圖單位MN·m圖中系列2為Mmax,系列1為Mmin。2.9考慮混凝土開裂當(dāng)混凝土板受拉應(yīng)力作用時(shí),混凝土拉應(yīng)力>2fctm時(shí)考慮混凝土板開裂。此時(shí)應(yīng)該重新計(jì)算各種荷載下的內(nèi)力,其中開裂區(qū)不計(jì)收縮產(chǎn)生的內(nèi)力。查規(guī)范可得fctm=2.65MPa,根據(jù)混凝土截面的特性,可以換算出開裂時(shí)的彎矩值。根據(jù)σc=eq\f(M,n0I0)y0c,此時(shí)開裂彎矩M=eq\f(n0I0σc,y0c)開裂彎矩表16區(qū)段開裂時(shí)拉應(yīng)力σMPa彈模比

n換算后截面慣

性矩I0(m4)y0cm開裂彎矩MMN·m邊跨0-40m處5.35.9710.48870.676122.8740-45.0m處0.59600.758824.8645.0-55.5m處0.78910.909427.4655.5-67.5m處1.01171.043530.68中跨0-8m處1.01171.043530.688-18m處0.78910.909427.4618-30m處0.59600.758824.8630-60m處0.48870.676122.8760-72m處0.59600.758824.8672-82m處0.78910.909427.4682-90m處1.01171.043530.68邊跨0-12m處1.01171.043530.6812-22m處0.78910.909427.4622-27.0m處0.59600.758824.8627.0-67.5m處0.48870.676122.87從包絡(luò)圖中可以看出混凝土板的開裂區(qū)段,從50.5m-80m區(qū)段內(nèi)的混凝土板開裂,從144m-175m區(qū)段內(nèi)的混凝土板開裂。此時(shí)應(yīng)該重新計(jì)算混凝土板由于收縮引起的內(nèi)力,不計(jì)入開裂區(qū)段內(nèi)的混凝土板的收縮產(chǎn)生的內(nèi)力。混凝土開裂后進(jìn)行迭代計(jì)算,計(jì)算發(fā)現(xiàn)第二次計(jì)算的開裂區(qū)與第一次大致一致,故采用第二次計(jì)算結(jié)果為最后內(nèi)力計(jì)算結(jié)果。第三章混凝土板開裂后內(nèi)力計(jì)算3.1開裂后截面特性開裂后截面特性表1區(qū)段n0n1n2n3Iomm4Iomm4Iomm4Iomm4邊跨0-40m48870342215439932660878339567156251540495856707640-45.0m59595540879948132539384147684650378448825851117545.0-50m78914215117762392128178361797349752663319925009250-55.5m52442104116752442104116752442104116752442104116755.5-67.5m681000490000681000490000681000490000681000490000中跨0-8m6810004900006810004900006810004900006810004900008-12.5m52442104116752442104116752442104116752442104116712.5-18m78914215117762392128178361797349752663319925009218-30m59595540879948132539384147684650378448825851117530-60m48870342215439932660878339567156251540495856707660-72m59595540879948132539384147684650378448825851117572-76.5m78914215117762392128178361797349752663319925009276.5-82m52442104116752442104116752442104116752442104116782-90m681000490000681000490000681000490000681000490000邊跨0-12m68100049000068100049000068100049000068100049000012-17.5m52442104116752442104116752442104116752442104116717.5-22m78914215117762392128178361797349752663319925009222-27m59595540879948132539384147684650378448825851117527-67.5m4887034221543993266087833956715625154049585670763.2開裂后恒載計(jì)算①一期恒載內(nèi)力計(jì)算采用Midas軟件加載。加載圖式如圖2-2。一期恒載內(nèi)力表2截面位置X(m)剪力Q(MN)彎矩M(MN*m)0-1.530.0015-0.5415.51300.4416.26401.108.56451.432.25501.75-5.7055.52.11-16.34602.41-26.5267.5-2.95-46.4475-2.46-26.1475.5-2.43-24.9280-2.13-14.6685.5-1.77-3.9290-1.483.3997.5-0.9812.62105-0.4918.161200.4918.16127.50.9812.631351.483.41139.51.77-3.891442.07-12.53149.52.43-24.881502.46-26.10157.5-2.90-46.39165-2.41-26.48169.5-2.11-16.30175-1.75-5.67180-1.432.28185-1.108.59195-0.4416.282100.5415.522251.530.00②二期恒載內(nèi)力計(jì)算一期恒載內(nèi)力表3截面位置X(m)剪力Q(MN)彎矩M(MN*m)0-0.370.0015-0.133.79300.113.99400.272.12450.350.58500.43-1.3555.50.52-3.94600.59-6.4267.5-0.72-11.2875-0.60-6.3375.5-0.59-6.0380-0.52-3.5285.5-0.43-0.9190-0.360.8897.5-0.243.13105-0.124.481200.124.48127.50.243.131350.360.88139.50.43-0.901440.50-3.00149.50.59-6.021500.60-6.32157.5-0.71-11.27165-0.59-6.41169.5-0.51-3.93175-0.43-1.34180-0.350.59185-0.272.12195-0.113.992100.133.802250.370.003.3開裂后車輛活載內(nèi)力計(jì)算采用與2.5節(jié)相同的荷載,采用Midas加載,計(jì)算得到全橋的內(nèi)力。移動(dòng)活載內(nèi)力表3截面位置X(m)剪力Qmax(MN)彎矩Mmax(MN*m)剪力Qmin(MN)彎矩Mmin(MN*m)01.140.00-1.140.00150.7511.39-0.75-2.72300.5915.01-0.44-5.44400.7913.55-0.28-7.26450.8911.79-0.22-8.16500.999.39-0.16-9.0755.51.1110.18-0.10-10.18601.2011.96-0.07-11.9667.51.4316.79-1.43-16.79751.2710.32-1.27-10.3275.51.2610.03-1.26-10.03801.177.84-1.17-7.8485.51.067.58-1.06-6.13900.979.91-0.97-5.5297.50.8213.39-0.82-5.131050.6815.51-0.68-4.741200.6815.51-0.43-4.73127.50.8213.38-0.33-5.111350.979.90-0.24-5.50139.51.067.56-0.19-6.091441.157.41-0.15-7.41149.51.269.99-0.13-9.991501.2710.28-0.13-10.28157.51.3616.76-1.36-16.761651.2011.95-1.20-11.95169.51.1110.18-1.11-10.181750.999.42-0.99-9.071800.8911.82-0.89-8.161850.7913.58-0.79-7.261950.5915.03-0.59-5.442100.7511.39-0.33-2.722251.140.00-0.200.003.4開裂后溫度荷載內(nèi)力計(jì)算采用與2.6節(jié)相同的荷載,采用Midas加載,計(jì)算全橋的內(nèi)力分布。溫度荷載內(nèi)力表4截面位置X(m)剪力Qmax(MN)彎矩Mmax(MN*m)剪力Qmin(MN)彎矩Mmin(MN*m)00.134.88-0.13-4.88150.132.95-0.13-2.95300.131.02-0.13-1.02400.130.93-0.13-0.93450.132.97-0.13-2.97500.132.33-0.13-2.3355.50.134.76-0.13-4.76600.134.18-0.13-4.1867.50.003.220.00-3.22750.003.220.00-3.2275.50.000.080.00-0.08800.000.080.00-0.0885.50.00-2.610.002.61900.00-2.610.002.6197.50.00-3.800.003.801050.00-3.800.003.801200.00-3.800.003.80127.50.00-2.610.002.611350.00-2.610.002.61139.50.000.080.00-0.081440.000.080.00-0.08149.50.003.220.00-3.221500.003.220.00-3.22157.5-0.133.220.13-3.22165-0.134.180.13-4.18169.5-0.131.620.13-1.62175-0.132.330.13-2.33180-0.130.280.13-0.28185-0.13-0.260.130.26195-0.131.020.13-1.02210-0.132.950.13-2.95225-0.134.880.13-4.883.5開裂后收縮內(nèi)力的計(jì)算開裂后混凝土板收縮產(chǎn)生的力為:開裂時(shí)收縮力的計(jì)算表5區(qū)段NbkNac(mm)MbkN·m邊跨0-40m6550.63880.325766.6440-45.0m6550.63976.516396.7545.0-50m6550.631128.437391.9550-67.5m6550.63//中跨0-8m6550.63//8-12.5m6550.63//12.5-18m6550.631128.437391.9518-30m6550.63976.516396.7530-60m6550.63880.325766.6460-72m6550.63976.516396.7572-76.5m6550.631128.437391.9576.5-82m6550.63//82-90m6550.631247.56/邊跨0-12m6550.631247.56/12-17.5m6550.63//17.5-22m6550.631128.437391.9522-27m6550.63976.516396.7527-67.5m6550.63880.325766.64將這些收縮引起的力施加在各個(gè)單元上,采用midas加載。計(jì)算得到的那里結(jié)果為:開裂后收縮內(nèi)力計(jì)算結(jié)果表6截面位置X(m)剪力Q(MN)彎矩M(MN*m)0-0.12-5.7715-0.12-4.0130-0.12-2.2640-0.12-1.7145-0.12-2.1250-0.12-1.5455.5-0.12-1.6860-0.12-1.1567.50.00-0.27750.00-0.2775.50.000.51800.000.5185.50.001.50900.001.5097.50.002.131050.002.131200.002.13127.50.001.501350.001.50139.50.000.511440.000.51149.50.00-0.271500.00-0.27157.50.12-0.271650.12-1.15169.50.12-0.901750.12-1.541800.12-1.131850.12-1.091950.12-2.262100.12-4.012250.12-5.77第四章內(nèi)力組合4.1承載能力極限狀態(tài)γ0Sud=γ0(∑γGiSGik+γQ1SQ1k+ΨcγQ2SQ2)其中結(jié)構(gòu)重要性系數(shù)γ0=1.2,γGi為永久作用分項(xiàng)系數(shù),恒載與收縮都為1.0。γQ1,γQ2分別為汽車活載與溫度活載作用效應(yīng)的分項(xiàng)系數(shù),取為1.4。Ψc為可變荷載的組合系數(shù),取為1.0。開裂后承載能力極限狀態(tài)全橋內(nèi)力表1截面位置X(m)QmaxMNMmaxMN*mQminMNMminMN*m04.541.280.29-15.12152.4342.44-0.538.82300.4448.54-1.7310.7340-0.8135.08-3.04-2.9945-1.4125.66-3.70-17.8650-1.999.39-4.36-29.4655.5-2.62-1.25-5.09-51.4560-3.13-13.79-5.69-68.0267.56.80-35.982.01-103.19755.81-16.541.53-62.0275.55.75-19.531.50-53.51805.15-7.901.22-34.5185.54.424.370.87-9.89903.8319.190.582.0397.52.8537.570.0919.211051.8849.40-0.4128.13120-0.0149.41-1.8828.17127.5-0.9238.82-2.8516.51135-1.8019.21-3.832.10139.5-2.327.70-4.42-15.51144-2.83-5.45-5.02-30.61149.5-3.40-15.22-5.74-59.59150-3.45-16.56-5.81-61.90157.56.26-35.952.12-103.081655.26-13.761.65-67.94169.54.66-5.531.37-45.191753.939.481.02-29.421803.2622.420.71-12.101852.6033.920.39-0.201951.2948.59-0.2610.76210-0.6242.47-2.008.84225-2.311.28-4.11-15.12承載能力極限狀態(tài)彎矩包絡(luò)圖M單位MN·m系列1為Mmax,系列2為Mmin。承載能力極限狀態(tài)剪力包絡(luò)圖Q單位MN系列1為Qmax,系列2為Qmin。4.2正常使用極限狀態(tài)4.2.1短期組合Ssd=∑SGik+∑Ψ1jSQjkSGik,SQjk為永久作用與活載作用的標(biāo)準(zhǔn)值。Ψ1j為第j個(gè)可變作用效應(yīng)的頻遇值系數(shù),汽車活載Ψ1j=0.7,溫度梯度作用為0.8。開裂后短期效應(yīng)組合下全橋內(nèi)力表2截面位置X(m)QmaxMNMmaxMN*mQminMNMminMN*m02.91-1.861.12-9.67151.4225.630.1611.0330-0.0229.32-0.9513.3740-0.9519.19-1.903.1545-1.4011.35-2.38-7.3850-1.85-0.15-2.86-16.8055.5-2.34-11.02-3.39-32.8960-2.73-22.37-3.83-45.8067.54.67-43.662.67-72.31753.95-22.942.17-42.5375.53.90-23.342.14-37.52803.47-12.121.83-23.2285.52.94-0.101.46-5.52902.5110.621.163.9997.51.8024.210.6517.321051.0932.590.1424.49120-0.3132.60-1.0924.50127.5-0.9924.55-1.8015.78135-1.6710.64-2.514.04139.5-2.071.07-2.94-8.61144-2.46-9.77-3.38-20.27149.5-2.93-21.61-3.90-40.74150-2.97-22.92-3.95-42.46157.54.34-43.632.64-72.241653.62-22.342.14-45.75169.53.19-12.711.84-29.561752.66-0.091.47-16.771802.1710.241.14-4.201851.6918.920.804.761950.7429.360.1213.39210-0.6725.64-1.2211.04225-1.98-1.86-2.71-9.67正常使用極限狀態(tài)下短期效應(yīng)組合彎矩包絡(luò)圖M單位MN·m正常使用極限狀態(tài)下短期效應(yīng)組合剪力包絡(luò)圖Q單位MN4.2.1長期組合Sld=∑SGik+∑Ψ2jSQjkSGik,SQjk為永久作用與活載作用的標(biāo)準(zhǔn)值。Ψ2j為第j個(gè)可變作用效應(yīng)的準(zhǔn)永久值系數(shù),汽車活載Ψ1j=0.4,溫度梯度作用為0.8。開裂后長期效應(yīng)組合下全橋內(nèi)力表3截面位置X(m)QmaxMNMmaxMN*mQminMNMminMN*m02.57-1.861.46-9.67151.2022.210.3911.8430-0.1524.82-0.7715.0040-1.0315.13-1.675.3245-1.477.81-2.11-4.9350-1.90-2.97-2.56-14.0855.5-2.37-14.08-3.06-29.8460-2.75-25.96-3.46-42.2267.54.24-48.703.10-67.27753.57-26.032.55-39.4375.53.53-26.352.51-34.51803.12-14.472.18-20.8785.52.63-2.381.78-3.68902.227.651.455.6597.51.5520.200.9018.861050.8927.940.3425.91120-0.4427.94-0.8825.92127.5-1.0920.53-1.5517.31135-1.747.67-2.225.68139.5-2.13-1.20-2.63-6.79144-2.51-11.99-3.03-18.05149.5-2.97-24.60-3.52-37.74150-3.01-26.01-3.57-39.37157.53.93-48.653.05-67.211653.26-25.922.50-42.16169.52.85-15.762.17-26.501752.36-2.921.77-14.041801.916.691.40-1.751851.4614.851.046.931950.5624.850.3015.02210-0.7722.22-0.9911.86225-2.04-1.86-2.37-9.67正常使用極限狀態(tài)下長期效應(yīng)組合彎矩包絡(luò)圖M單位MN·m正常使用極限狀態(tài)下短期效應(yīng)組合剪力包絡(luò)圖Q單位MN第五章ULS驗(yàn)算5.1跨中截面驗(yàn)算5.1.1彎矩驗(yàn)算由承載能力包絡(luò)圖可以跨中截面Max=50MN·m跨中采用的工字鋼翼緣厚為40mm,腹板厚度為18mm。工字梁高2800mm。根據(jù)鋼-混凝土組合橋梁設(shè)計(jì)規(guī)范中5.2.1條可知:當(dāng)Acfcd+Arfsd≥Asfd+σpu,dAP時(shí),為Ⅰ類截面。其中Ac--為混凝土板面積,Ac=1.95m2fcd--為混凝土的抗壓強(qiáng)度設(shè)計(jì)值,C50混凝土fcd=22.4MpaAr--為塑性中和軸上側(cè)混凝土橋面板內(nèi)縱向鋼筋的截面面積。As--為鋼梁的截面面積,As=136960mm2fsd--混凝土橋面板內(nèi)縱向鋼筋的抗拉強(qiáng)度設(shè)計(jì)值,HRB400的fsd=330Mpa。fd--鋼材的抗拉強(qiáng)度設(shè)計(jì)值,當(dāng)t=40mm時(shí)Q420鋼fd=305Mpa。當(dāng)t=18mm時(shí),Q420鋼fd=320Mpa。σpu,d--為體外預(yù)應(yīng)力筋的設(shè)計(jì)值,本設(shè)計(jì)中無體外預(yù)應(yīng)力筋。假設(shè)為Ⅰ類截面,且混凝土的縱向鋼筋都在塑性中和軸的上方。半截面中混凝土板上下配筋各80根Φ25mmHRB400。此時(shí)Ar=80×2×eq\f(π,4)×252=78539.82mm2此時(shí)塑性中和軸上側(cè)混凝土橋面板受壓區(qū)高度為為xc=eq\f(Asfd-Arfsd,bcfcd)其中bc為有效寬度,bc=w+w1其中根據(jù)《鋼-混凝土組合橋梁設(shè)計(jì)規(guī)范》(征求意見稿)4.1條,w=eq\f(b,2)+c+6hc1=500+0+6×307=2342mmw1=w=eq\f(b,2)+c+6hc1=500+0+6×307=2342mmbc=w+w1=4684mmxc=eq\f(Asfd-Arfsd,bcfcd)=eq\f(88000×305+48960×320-78539.82×330,4684×22.4)=158mm>eq\f(307,2)=153.5mm此時(shí)混凝土板下部的縱向鋼筋位于塑性中和軸下方,此時(shí)塑性中和軸上側(cè)混凝土橋面板的受壓區(qū)高度xc=eq\f(Asfd-Arfsd,bcfcd)=eq\f(88000×305+48960×320-0.5×78539.82×330,4684×22.4)=281mm表明此時(shí)塑性中和軸在混凝土板中,此時(shí)跨中的確為Ⅰ類截面。對塑性中和軸取矩得:Mu=281×4684×22.4×140+40×1000×305×(20+109+26)+2720×18×320×(0.5×2720﹢40﹢109﹢26)+40×1200×305×(20+2720+40+109+27)=7.275×1010N·mm=72.7MN·mMu大于跨中截面Max=50MN·m,跨中截面彎矩的驗(yàn)算滿足要求。5.1.2剪力Q驗(yàn)算規(guī)范中規(guī)定剪力都有鋼梁的腹板承擔(dān)。根據(jù)《鋼-混凝土組合橋梁設(shè)計(jì)規(guī)范》(征求意見稿)5.3.1條規(guī)定Vu=hwtwfvd=2720×18×185=9057600N=9.0MN。根據(jù)承載能力極限狀態(tài)下的剪力包絡(luò)圖,跨中剪力為0MN,偏離跨中,剪力為2.8MN,小于9.0MN。跨中的剪力滿足要求。5.2支座處驗(yàn)算5.2.1彎矩驗(yàn)算支座處為負(fù)彎矩,彎矩值為116.51MN·m,此時(shí)截面為Ⅲ類截面,截面受力為彈性狀態(tài)。此時(shí)混凝土板已經(jīng)開裂。截面慣性矩取為鋼梁的慣性矩,考慮混凝土板中的鋼筋的貢獻(xiàn),此時(shí)I=6.44×1011mm4,慣性矩到上翼緣的距離為1180mm,到下翼緣的距離為1620mm。σ上=eq\f(M,I)y上=eq\f(103.19×109,6.44×1011)×1180=189.1MPa<305Mpaσ下=eq\f(M,I)y下=eq\f(103.19×109,6.44×1011)×1620=259.6MPa<305Mpa驗(yàn)算通過,滿足要求。5.2.2剪力驗(yàn)算規(guī)范中規(guī)定剪力都有鋼梁的腹板承擔(dān)。根據(jù)《鋼-混凝土組合橋梁設(shè)計(jì)規(guī)范》(征求意見稿)5.3.1條規(guī)定Vu=hwtwfvd=2560×26×185=12313600N=12.31.0MN。根據(jù)承載能力極限狀態(tài)下的剪力包絡(luò)圖,支座剪力為6.80MN<12.31MN。驗(yàn)算通過,滿足要求。第六章疲勞驗(yàn)算6.1內(nèi)力計(jì)算加載模型為:疲勞荷載模型Ⅰ為等效的車道荷載。集中荷載為0.7Pk,均布荷載為0.3qk。Pk與qk為上部分計(jì)算的等效荷載。采用midas加載只考慮疲勞荷載引起的內(nèi)力。疲勞荷載加載時(shí)鋼梁下翼緣應(yīng)力表1截面位置X(m)σFmaxMPaσFminMPa|σFmax-σFmin|MPa00.000.000.001537.82-9.5447.363048.47-19.0967.554043.17-25.4568.624529.87-22.7152.5855.520.36-20.3640.736017.15-17.1534.2967.522.08-22.0844.157514.45-14.4528.9175.514.16-14.1628.3285.513.68-12.9626.649023.74-15.8039.5497.531.17-13.6944.8510545.41-15.0060.4112045.41-15.0060.41127.539.29-17.2556.5413523.74-15.8039.54139.519.31-18.2837.58149.519.27-19.2738.5515014.45-14.4528.91157.522.08-22.0844.1516517.15-17.1534.29169.514.96-14.9629.9218029.87-22.7152.5818543.17-25.4568.6219548.47-19.0967.5521037.82-9.5447.362250.000.000.00疲勞荷載作用下應(yīng)力包絡(luò)圖圖5.1-16.2疲勞驗(yàn)算參考《公路鋼橋設(shè)計(jì)規(guī)范》,最大應(yīng)力與最小應(yīng)力之差的絕對值小于限制。即|σFmax-σFmin|≤ΔσD由規(guī)范可知ΔσD=80MPa由上圖可知|σFmax-σFmin|=69MPa≤ΔσD=80MPa驗(yàn)算通過,符合要求。第七章剪力釘?shù)挠?jì)算7.1剪力釘?shù)某叽缂翱辜裟芰λㄡ旍o力抗剪強(qiáng)度(Pu)(kN)栓釘混凝土強(qiáng)度等級/MPa直徑d/mm高度h/mm20304050251001391541681832210011212613915319100901001091191975788796105167566748290136542475257取直徑25mm,高度100mm剪力釘,抗剪強(qiáng)度為183kN承載能力極限狀計(jì)算時(shí)取0.8Pu=146.4kN正常使用極限狀態(tài)時(shí)取0.6Pu=109.8kN7.2水平剪力的計(jì)算及剪力釘個(gè)數(shù)VL=eq\f(μcVEd,I)其中uc——混凝土板對結(jié)合梁結(jié)合面的面積矩。VEd——為豎向剪力。I——未開裂區(qū)取換算后截面慣性矩I0,開裂區(qū)取鋼梁慣性矩Is承載能力極限狀態(tài)效應(yīng)組合表1截面位置X(m)vEd

(MN/m)鋼梁慣性矩Is(mm4)換算后截面慣

性矩I0(mm4)μc(mm3)水平剪力

vL(kN)剪力kN剪力釘抗

剪強(qiáng)度kN剪力

釘數(shù)排數(shù)剪力釘形心距mm0--450-40m處5.0196894498791.28488703422153.62384227190.53.96158400146.41082412540-45.0m處255817290495.53595955408798.69384227190.53.2516250146.4111415045--85.545.0-55.5m處7.0363554091420.10789142151176.94384227190.57.9383265146.456947055.5-67.5m處507577006012.261011666180523.39384227190.55.6868160146.446641000-8m處507577006012.261011666180523.39384227190.55.6845440146.431041008-18m處363554091420.10789142151176.94384227190.57.9379300146.454247085.5--139.518-30m處5.0255817290495.53595955408798.69384227190.53.1938280146.4261418030-60m處196894498791.28488703422153.62384227190.53.89116700146.4797415060-72m處255817290495.53595955408798.69384227190.53.1925520146.41744250139.5--17572-82m處7.0363554091420.10789142151176.94384227190.57.4174100146.450647082-90m處507577006012.261011666180523.39384227190.55.3142480146.429041000-12m處507577006012.261011666180523.39384227190.55.3163720146.4435410012-17.5m處363554091420.10789142151176.94384227190.57.4140755146.4278470175--22517.5-22m處4.5363554091420.10789142151176.94384227190.52.2410080146.469425022-27.0m處255817290495.53595955408798.69384227190.52.9714850146.4101418027.0-67.5m處196894498791.28488703422153.62384227190.53.62144800146.49894150剪力釘總數(shù)6982正常使用極限狀態(tài)短期效應(yīng)組合表2截面位置X(m)vEd

(kN)鋼梁慣性矩Is(mm4)換算后截面慣

性矩I0(mm4)μc(mm3)水平剪力

vL(kN)剪力kN剪力釘抗

剪強(qiáng)度kN剪力釘數(shù)排數(shù)剪力釘形心距mm0--450-40m處3.0196894498791488703422154384227190.502.4497600109.8889417040-45.0m處255817290496595955408799384227190.502.0010000109.891420045--85.5

45.0-55.5m處4.7363554091420789142151177384227190.505.2455020109.850148055.5-67.5m處5075770060121011666180523384227190.503.7545000109.841041100-8m處5075770060121011666180523384227190.503.7530000109.827341108-18m處363554091420789142151177384227190.505.2452400109.847748085.5--

139.518-30m處3.0255817290496595955408799384227190.502.0424480109.8223421030-60m處196894498791488703422154384227190.502.4974700109.8680417060-72m處255817290496595955408799384227190.502.0416320109.81494310139.5--175

72-82m處4.6363554091420789142151177384227190.504.9549500109.845148082-90m處5075770060121011666180523384227190.503.5428320109.825841200-12m處5075770060121011666180523384227190.503.5442480109.8387412012-17.5m處363554091420789142151177384227190.504.9527225109.8248480175--22517.5-22m處2.8363554091420789142151177384227190.501.416345109.858430022-27.0m處255817290496595955408799384227190.501.869300109.885422027.0-67.5m處196894498791488703422154384227190.502.2790800109.88274190剪力釘總數(shù)6006正常使用極限狀態(tài)長期效應(yīng)組合表3截面位置X(m)vEd(kN)鋼梁慣性矩Is(mm4)換算后截面慣

性矩I0(mm4)μc(mm3)水平剪力

vL(kN)剪力kN剪力釘抗

剪強(qiáng)度kN剪力

釘數(shù)排數(shù)剪力釘形心距mm0--450-40m處2.5196894498791.28488703422153.62384227190.502.1084000109.8765420040-45.0m處255817290495.53595955408798.69384227190.501.728600109.878425045--85.5

45.0-55.5m處4.4363554091420.10789142151176.94384227190.504.6648930109.844649055.5-67.5m處507577006012.261011666180523.39384227190.503.3440080109.836541250-8m處507577006012.261011666180523.39384227190.503.3426720109.824341258-18m處363554091420.10789142151176.94384227190.504.6646600109.842449085.5--

139.518-30m處2.6255817290495.53595955408798.69384227190.501.7721240109.8193424030-60m處196894498791.28488703422153.62384227190.502.1664800109.8590420060-72m處255817290495.53595955408798.69384227190.501.7721240109.81934240139.5--175

72-82m處4.0363554091420.10789142151176.94384227190.504.3943900109.8400410082-90m處507577006012.261011666180523.39384227190.503.1425120109.822941300-12m處507577006012.261011666180523.39384227190.503.1437680109.8343413012-17.5m處363554091420.10789142151176.94384227190.504.3924145109.82204100175--22517.5-22m處2.4363554091420.10789142151176.94384227190.501.195355109.849434022-27.0m處255817290495.53595955408798.69384227190.501.587900109.872427027.0-67.5m處196894498791.28488703422153.62384227190.501.9378165109.87124220剪力釘總數(shù)53237.3剪力釘個(gè)數(shù)的選取通過比較上述三種組合的剪力釘數(shù)目,選取承載能力極限狀態(tài)效應(yīng)組合下的剪力釘數(shù),全橋剪力釘總數(shù)為6982,排布如表中所示.截面位置X(m)剪力

釘數(shù)排數(shù)剪力釘形心距mm0--450

溫馨提示

  • 1. 本站所有資源如無特殊說明,都需要本地電腦安裝OFFICE2007和PDF閱讀器。圖紙軟件為CAD,CAXA,PROE,UG,SolidWorks等.壓縮文件請下載最新的WinRAR軟件解壓。
  • 2. 本站的文檔不包含任何第三方提供的附件圖紙等,如果需要附件,請聯(lián)系上傳者。文件的所有權(quán)益歸上傳用戶所有。
  • 3. 本站RAR壓縮包中若帶圖紙,網(wǎng)頁內(nèi)容里面會(huì)有圖紙預(yù)覽,若沒有圖紙預(yù)覽就沒有圖紙。
  • 4. 未經(jīng)權(quán)益所有人同意不得將文件中的內(nèi)容挪作商業(yè)或盈利用途。
  • 5. 人人文庫網(wǎng)僅提供信息存儲(chǔ)空間,僅對用戶上傳內(nèi)容的表現(xiàn)方式做保護(hù)處理,對用戶上傳分享的文檔內(nèi)容本身不做任何修改或編輯,并不能對任何下載內(nèi)容負(fù)責(zé)。
  • 6. 下載文件中如有侵權(quán)或不適當(dāng)內(nèi)容,請與我們聯(lián)系,我們立即糾正。
  • 7. 本站不保證下載資源的準(zhǔn)確性、安全性和完整性, 同時(shí)也不承擔(dān)用戶因使用這些下載資源對自己和他人造成任何形式的傷害或損失。

評論

0/150

提交評論