各專業(yè)結(jié)構(gòu)計(jì)算橋梁07響水橋

1、巴中至重慶公路營(yíng)山縣西橋至蓼葉段改擴(kuò)建工程響水橋計(jì)算書(shū)第 1 冊(cè)共 1 冊(cè)招商局重慶交通科研設(shè)計(jì)院二一四年十月DL2013374巴中至重慶公路營(yíng)山縣西橋至蓼葉段改擴(kuò)建工程響水橋計(jì)算書(shū)計(jì)算內(nèi)容：橋梁上下部結(jié)構(gòu)共頁(yè)附圖張計(jì)算：年月日復(fù)核：年月日審核：年月日招商局重慶交通科研設(shè)計(jì)院二一四年十月響水橋?yàn)?x30m預(yù)應(yīng)力空心板橋，全長(zhǎng)99m，橋?qū)?.0m。橋梁處于直線段上。橋面布置：0.5m防撞墻+8.0m車行道+0.5m防撞墻=9.0m。橋臺(tái)采用樁帽式輕型橋臺(tái)，基礎(chǔ)采用樁基礎(chǔ)，基礎(chǔ)均以中風(fēng)化砂巖為持力層。橋面鋪裝層：10cmC50現(xiàn)澆層+10cm C50面層。巖土設(shè)計(jì)參數(shù)一覽表上部結(jié)構(gòu)：上部結(jié)構(gòu)采用交

2、通部標(biāo)準(zhǔn)圖，采用橋梁博士3.2進(jìn)行計(jì)算；下部結(jié)構(gòu)：下部結(jié)構(gòu)蓋梁采用橋梁博士3.2進(jìn)行計(jì)算，橋墩及樁長(zhǎng)采用自編表格計(jì)算。地層代號(hào)巖土名稱狀 態(tài)天然密度(g/cm3)天然單軸抗壓強(qiáng)度標(biāo)準(zhǔn)值（MPa）C 值（kPa）角（）地基承載力基本容許值（MPa）基底摩擦系數(shù)Q al+pl 4粉質(zhì)粘土軟塑1.901570.110.20Q dl+el 4粉質(zhì)粘土可塑1.90178.50.120.25J3s泥巖強(qiáng)風(fēng)化2.3070220.350.30中風(fēng)化2.525.5100300.600.35砂巖強(qiáng)風(fēng)化2.4080250.400.35中風(fēng)化2.5518.0200350.800.4030mT 梁邊梁橋梁博士計(jì)算報(bào)告橋

3、梁博士30mT梁邊梁計(jì)算書(shū)一、工程概況本次設(shè)計(jì)為裝配式簡(jiǎn)支梁的計(jì)算。標(biāo)準(zhǔn)跨徑為30米，橋梁與河道正交。二、技術(shù)標(biāo)準(zhǔn)和設(shè)計(jì)參數(shù)2.1 技術(shù)標(biāo)準(zhǔn)2.1.12.1.22.1.32.1.42.1.5橋梁全寬：0.5m+8m+0.5m=9m，雙向兩車道； 標(biāo)準(zhǔn)跨徑：30m;計(jì)算跨徑：28.90m橋面橫坡：?jiǎn)畏p向2%； 車輛荷載等級(jí)：公路-I級(jí)；設(shè)計(jì)恒載：梁體自重; 鋪裝層、防撞墻、濕接縫等二期恒載；2.2 設(shè)計(jì)規(guī)范1、2、3、4、5、6、公路工程技術(shù)標(biāo)準(zhǔn)(JTGB01-2003)公路橋涵設(shè)計(jì)通用規(guī)范（JTG D60-2004）公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋涵設(shè)計(jì)規(guī)范（JTG D62-2004）公路橋梁

4、抗震設(shè)計(jì)細(xì)則(JTG/T B02-01-2008)公路橋涵地基與基礎(chǔ)設(shè)計(jì)規(guī)范(JTG D63-2007)公路橋涵施工技術(shù)規(guī)范（JTG/T F50-2011）2.3 計(jì)算方法計(jì)算采用規(guī)范中要求的承載能力極限狀態(tài)和正常使用極限狀態(tài)設(shè)計(jì)。梁體按A類預(yù)應(yīng)力構(gòu)件設(shè)計(jì)。結(jié)構(gòu)整體計(jì)算采用平面桿件有限元法。汽車荷載橫向分布計(jì)算考慮偏載、折減等因素，通過(guò)杠桿法、剛性橫梁法、剛接板法綜合考慮取大者。梁體采用后張法預(yù)應(yīng)力構(gòu)件，設(shè)計(jì)時(shí)考慮了施工階段及使用階段預(yù)應(yīng)力的損失以及預(yù)應(yīng)力、溫度、混凝土收縮徐變等引起的次內(nèi)力對(duì)結(jié)構(gòu)內(nèi)力的影響。2.4 主要材料及設(shè)計(jì)荷載2.4.11、主要材料及其參數(shù)混凝土混凝土等級(jí)：C50 彈性

5、模量：34500MPa軸心抗壓強(qiáng)度標(biāo)準(zhǔn)值fck：32.4MPa 軸心抗壓強(qiáng)度設(shè)計(jì)值fcd：22.4MPa預(yù)應(yīng)力鋼材和波紋管軸心抗拉強(qiáng)度標(biāo)準(zhǔn)值ftk：2.65 MPa軸心抗拉強(qiáng)度設(shè)計(jì)值ftd：1.83 MPa2、預(yù)應(yīng)力鋼絞線：彈性模量：195000 MP,標(biāo)準(zhǔn)強(qiáng)度f(wàn)pk：1860 MPa,設(shè)計(jì)強(qiáng)度f(wàn)pd：1260 MPa,張拉應(yīng)力con=0.75fpk=1395MPa。波紋管：波紋管采用金屬波紋管，管道摩阻系數(shù)為: 0.25，波紋管的管道局部偏差系數(shù)為:0.0015 設(shè)計(jì)荷載一期恒載一期恒載包括主梁材料重量，及端中橫隔板重量。混凝土容重26kN/m3 二期恒載二期恒載為防撞墻、橋面現(xiàn)澆層、橋面鋪

6、裝重量，按18.1kN/m計(jì)。活載汽車：公路-I級(jí)橫向分布計(jì)算：考慮偏載、橫縱向折減等因素，杠桿法、剛接板梁法、剛性橫梁法綜合考慮，取最大值： 汽車：梁端為0.818，跨中為：0.891。溫度力根據(jù)當(dāng)?shù)仄骄罡邭鉁睾妥畹蜌鉁?，綜合考慮后取值：體系升溫25，體系降溫25，成橋溫度1520 主梁不均勻溫差：升溫溫差T1=25, T2=6.7； 降溫溫差：T1=-12.5, T2=-3.35；2.4.21、2、3、(1)(2)第1頁(yè)橋梁博士計(jì)算報(bào)告橋梁博士(3) 不均勻沉降本橋?yàn)楹?jiǎn)支梁結(jié)構(gòu)，支座不均勻沉降對(duì)結(jié)構(gòu)內(nèi)力沒(méi)有影響，因此不考慮不均勻沉降。4、 收縮徐變收縮徐變時(shí)間取3650天計(jì)算三、結(jié)構(gòu)計(jì)算

7、3.1 概述計(jì)算以平面桿系理論,采用橋梁博士3.2程序計(jì)算.以橋軸線為基準(zhǔn)劃分結(jié)構(gòu)離散圖。根據(jù)新橋規(guī)要求的內(nèi)容計(jì)算， 計(jì)算內(nèi)容為：驗(yàn)算結(jié)構(gòu)抗裂性,構(gòu)件使用應(yīng)力,及結(jié)構(gòu)極限承載能力,驗(yàn)算結(jié)構(gòu)是否符合規(guī)范要求。3.2結(jié)構(gòu)離散圖圖3.1 結(jié)構(gòu)離散圖3.33.3.1計(jì)算結(jié)論 抗裂驗(yàn)算：新公橋規(guī)第6.3.1條規(guī)定：預(yù)應(yīng)力混凝土受彎構(gòu)件應(yīng)按下列規(guī)定進(jìn)行正截面和斜截面抗裂驗(yàn)算： 1)、正截面抗裂應(yīng)對(duì)構(gòu)件正截面混凝土的拉應(yīng)力進(jìn)行驗(yàn)算，并應(yīng)符合下列規(guī)定：(1).全預(yù)應(yīng)力混凝土構(gòu)件，在作用（或荷載）短期效應(yīng)組合下分段澆筑或砂漿接縫的縱向分塊構(gòu)件st0.80pc0(2) A類預(yù)應(yīng)力混凝土構(gòu)件，在作用（或荷載）短期效

8、應(yīng)組合下stpc0.7ftk =1.86 Mpa；但在荷載長(zhǎng)期效應(yīng)組合下 ltpc02)、 斜截面抗裂應(yīng)對(duì)構(gòu)件斜截面混凝土的主拉應(yīng)力進(jìn)行驗(yàn)算，并應(yīng)符合下列規(guī)定： (1)全預(yù)應(yīng)力混凝土構(gòu)件，在作用（或荷載）短期效應(yīng)組合下現(xiàn)場(chǎng)澆筑（包括預(yù)制拼裝）構(gòu)件tp0.4ftk=1.06 Mpa(2) A類預(yù)應(yīng)力混凝土構(gòu)件，在作用（或荷載）短期效應(yīng)組合下現(xiàn)場(chǎng)澆筑（包括預(yù)制拼裝）構(gòu)件tp0.5ftk=1.33 Mpa本橋設(shè)按預(yù)應(yīng)力砼A類構(gòu)件設(shè)計(jì),抗裂驗(yàn)算結(jié)果如下： 1)正截面混凝土法向拉應(yīng)力驗(yàn)算a)短期效應(yīng)組合表3-1 短期效應(yīng)組合正截面混凝土應(yīng)力表7第2頁(yè)單元號(hào)節(jié)點(diǎn)號(hào)項(xiàng)目上緣最小正應(yīng)力下緣最小正應(yīng)拉應(yīng)力22應(yīng)

9、力值-1.064.65-0.7743應(yīng)力值-1.014.25-0.80733應(yīng)力值-1.014.25-0.8074應(yīng)力值-0.9793.9-0.8544應(yīng)力值-0.973.92-0.8415應(yīng)力值-0.8513.9-0.78755應(yīng)力值-0.853.88-0.7866應(yīng)力值-0.7173.87-0.71566應(yīng)力值-0.7163.84-0.7137應(yīng)力值-0.5573.86-0.6117應(yīng)力值-0.5563.82-0.61橋梁博士計(jì)算報(bào)告橋梁博士第3頁(yè)8應(yīng)力值-0.3863.8-0.49188應(yīng)力值-0.3863.77-0.499應(yīng)力值-0.183.77-0.32799應(yīng)力值-0.183.73

10、-0.32710應(yīng)力值6.86e-023.75-0.1541010應(yīng)力值6.74e-023.69-0.15211應(yīng)力值0.3983.74-0.2231111應(yīng)力值0.4043.71-0.22612應(yīng)力值0.5443.22-0.2581212應(yīng)力值0.5483.19-0.25813應(yīng)力值0.7582.61-0.2961313應(yīng)力值0.7612.59-0.29714應(yīng)力值1.031.87-0.3051414應(yīng)力值1.041.86-0.30515應(yīng)力值1.31.25-0.2651515應(yīng)力值1.31.24-0.26516應(yīng)力值1.570.497-0.2141616應(yīng)力值1.560.503-0.214

11、17應(yīng)力值1.79-0.111-0.171717應(yīng)力值1.79-0.109-0.1718應(yīng)力值1.96-0.536-0.1311818應(yīng)力值1.96-0.538-0.13119應(yīng)力值2.1-0.854-9.95e-021919應(yīng)力值2.1-0.855-9.95e-0220應(yīng)力值2.2-1.07-7.27e-022020應(yīng)力值2.2-1.07-7.27e-0221應(yīng)力值2.25-1.17-3.87e-022121應(yīng)力值2.25-1.17-3.85e-0222應(yīng)力值2.2-1.06-7.25e-022222應(yīng)力值2.2-1.07-7.25e-0223應(yīng)力值2.1-0.852-9.94e-02232

12、3應(yīng)力值2.1-0.851-9.94e-0224應(yīng)力值1.97-0.533-0.1312424應(yīng)力值1.97-0.532-0.13125應(yīng)力值1.79-0.103-0.1692525應(yīng)力值1.79-0.105-0.16926應(yīng)力值1.570.511-0.2142626應(yīng)力值1.570.505-0.21427應(yīng)力值1.31.25-0.2652727應(yīng)力值1.31.26-0.26528應(yīng)力值1.041.87-0.3052828應(yīng)力值1.041.88-0.30529應(yīng)力值0.7672.61-0.2972929應(yīng)力值0.7642.62-0.29730應(yīng)力值0.5543.21-0.2593030應(yīng)力值0

13、.553.23-0.25931應(yīng)力值0.413.7-0.228橋梁博士計(jì)算報(bào)告橋梁博士圖3.2 主 截 面 正 應(yīng) 力 圖（上緣）86420246810-10010單元上緣最小應(yīng)力：-1.05 MPa容許最小拉應(yīng)力為:-1.86 MPa滿足要求圖3.3 主 截 面 正 應(yīng) 力 圖（下緣）1086420246810-10010單元下緣最小應(yīng)力：-1.17 MPa容許最小拉應(yīng)力為:-1.855 MPa 滿足要求圖3.4 主 截 面 主 應(yīng) 力 圖第4頁(yè)3131應(yīng)力值0.4093.75-0.22832應(yīng)力值7.33e-023.71-0.1533232應(yīng)力值7.45e-023.76-0.15233應(yīng)力

14、值-0.1743.74-0.3213333應(yīng)力值-0.1743.78-0.32134應(yīng)力值-0.383.78-0.4843434應(yīng)力值-0.383.81-0.48535應(yīng)力值-0.553.83-0.6043535應(yīng)力值-0.5513.87-0.60536應(yīng)力值-0.713.85-0.7073636應(yīng)力值-0.7113.88-0.70837應(yīng)力值-0.8443.88-0.783737應(yīng)力值-0.8453.91-0.78138應(yīng)力值-0.9623.93-0.8323838應(yīng)力值-0.9733.9-0.84439應(yīng)力值-1.014.25-0.8013939應(yīng)力值-1.014.25-0.80140應(yīng)力

15、值-1.054.65-0.767橋梁博士計(jì)算報(bào)告橋梁博士2.0001.5001.0000.5000.0000.5001.0001.5002.000-10010單元最大主拉應(yīng)力：-0.85 MPa容許最大主拉應(yīng)力為:-1.33 MPa 滿足要求b)長(zhǎng)期效應(yīng)組合表3-2 長(zhǎng)期效應(yīng)組合主截面混凝土應(yīng)力表19第5頁(yè)單元號(hào)節(jié)點(diǎn)號(hào)項(xiàng)目上緣最小正應(yīng)力下緣最小正應(yīng)力22應(yīng)力值1.756.113應(yīng)力值1.725.9333應(yīng)力值1.725.934應(yīng)力值1.685.844應(yīng)力值1.685.825應(yīng)力值1.726.1155應(yīng)力值1.726.096應(yīng)力值1.776.466應(yīng)力值1.776.377應(yīng)力值1.856.717

16、7應(yīng)力值1.856.688應(yīng)力值1.956.9888應(yīng)力值1.956.949應(yīng)力值2.087.2899應(yīng)力值2.087.2310應(yīng)力值2.277.591010應(yīng)力值2.277.5411應(yīng)力值2.547.991111應(yīng)力值2.557.9612應(yīng)力值2.617.811212應(yīng)力值2.617.7813應(yīng)力值2.747.541313應(yīng)力值2.757.5214應(yīng)力值2.977.051414應(yīng)力值2.977.0415應(yīng)力值3.26.641515應(yīng)力值3.26.6416應(yīng)力值3.456.021616應(yīng)力值3.456.0317應(yīng)力值3.655.531717應(yīng)力值3.655.5318應(yīng)力值3.815.21818

17、應(yīng)力值3.815.219應(yīng)力值3.944.9519應(yīng)力值3.944.95橋梁博士計(jì)算報(bào)告橋梁博士圖3.5 主 截 面 正 應(yīng) 力 圖（上緣）第6頁(yè)20應(yīng)力值4.034.772020應(yīng)力值4.034.7721應(yīng)力值4.084.682121應(yīng)力值4.084.6822應(yīng)力值4.044.772222應(yīng)力值4.044.7723應(yīng)力值3.944.952323應(yīng)力值3.944.9524應(yīng)力值3.815.22424應(yīng)力值3.815.225應(yīng)力值3.665.532525應(yīng)力值3.665.5326應(yīng)力值3.456.042626應(yīng)力值3.456.0327應(yīng)力值3.216.642727應(yīng)力值3.26.6428應(yīng)力值2

18、.987.052828應(yīng)力值2.977.0629應(yīng)力值2.757.532929應(yīng)力值2.757.5430應(yīng)力值2.617.793030應(yīng)力值2.617.8231應(yīng)力值2.557.953131應(yīng)力值2.558.032應(yīng)力值2.277.553232應(yīng)力值2.287.6133應(yīng)力值2.097.243333應(yīng)力值2.097.2834應(yīng)力值1.956.953434應(yīng)力值1.956.9835應(yīng)力值1.856.693535應(yīng)力值1.856.7236應(yīng)力值1.776.373636應(yīng)力值1.776.437應(yīng)力值1.726.093737應(yīng)力值1.726.1238應(yīng)力值1.695.833838應(yīng)力值1.685.83

19、9應(yīng)力值1.725.933939應(yīng)力值1.725.9340應(yīng)力值1.766.11橋梁博士計(jì)算報(bào)告橋梁博士8642024680-1 000單元上緣最大拉應(yīng)力：1.68MPa容許值為: 0 MPA圖3.6 主 截 面 正 應(yīng) 力 圖（下緣）滿足要求1086420246810-10010單元下緣最大拉應(yīng)力：4.68MPa容許值為: 0 MPa滿足要求抗裂計(jì)算結(jié)論如下:a)短期效應(yīng)組合b)長(zhǎng)期效應(yīng)組合抗裂驗(yàn)算滿足要求3.3.2持久狀況構(gòu)件的應(yīng)力驗(yàn)算持久狀況預(yù)應(yīng)力混凝土構(gòu)件應(yīng)力計(jì)算新公橋規(guī)第7.1.5條規(guī)定：使用階段預(yù)應(yīng)力混凝土受彎構(gòu)件正截面混凝土的壓應(yīng)力和預(yù)應(yīng)力鋼筋的拉應(yīng)力， 應(yīng)符合下列規(guī)定：（1）.

20、受壓區(qū)混凝土的最大壓應(yīng)力未開(kāi)裂構(gòu)件kc+pt0.5fck=16.2 MPa（2）.受拉區(qū)預(yù)應(yīng)力鋼筋的最大拉應(yīng)力.對(duì)鋼絞線、鋼絲未開(kāi)裂構(gòu)件pe+p0.65fpk=1209 MPa新公橋規(guī)第7.1.6條規(guī)定：預(yù)應(yīng)力混凝土受彎構(gòu)件由作用（荷載）標(biāo)準(zhǔn)值和預(yù)加力產(chǎn)生的混凝土主壓應(yīng)力和主拉應(yīng)力應(yīng)符合下列規(guī)定：主壓應(yīng)力cp0.6fck=19.44 MPaa)正截面混凝土法向壓應(yīng)力驗(yàn)算和斜截面混凝土主壓應(yīng)力驗(yàn)算表3-3 標(biāo)準(zhǔn)組合下正截面混凝土壓應(yīng)力計(jì)算表第7頁(yè)單元上緣最大拉應(yīng)力：1.68MPa容許值為: 0滿足要求單元下緣最大拉應(yīng)力：4.68MPa容許值為: 0滿足要求單元上緣最小應(yīng)力：-1.05 MPa容許

21、最小拉應(yīng)力為:-1.86MPa滿足要求單元下緣最小應(yīng)力：-1.17 MPa容許最小拉應(yīng)力為:-1.86MPa滿足要求單元最大主拉應(yīng)力：-0.85 MPa容許最大主拉應(yīng)力為:-1.33MPa 滿足要求橋梁博士計(jì)算報(bào)告橋梁博士第8頁(yè)單元號(hào)節(jié)點(diǎn)號(hào)項(xiàng)目上緣最大正應(yīng)力下緣最大正應(yīng)力最大主壓應(yīng)力22應(yīng)力值8.017.587.213應(yīng)力值8.327.547.1833應(yīng)力值8.327.547.184應(yīng)力值8.617.567.1944應(yīng)力值8.627.587.225應(yīng)力值8.948.057.6855應(yīng)力值8.948.027.666應(yīng)力值9.288.58.1366應(yīng)力值9.298.478.17應(yīng)力值9.658.9

22、88.6177應(yīng)力值9.658.958.588應(yīng)力值10.09.49.0488應(yīng)力值10.09.379.09應(yīng)力值10.49.869.599應(yīng)力值10.49.819.4510應(yīng)力值10.910.39.971010應(yīng)力值10.910.39.9111應(yīng)力值11.410.910.51111應(yīng)力值11.410.810.512應(yīng)力值11.910.910.61212應(yīng)力值11.910.910.613應(yīng)力值12.610.910.51313應(yīng)力值12.610.810.514應(yīng)力值13.210.610.31414應(yīng)力值13.210.610.215應(yīng)力值13.810.310.51515應(yīng)力值13.810.310.

23、516應(yīng)力值14.39.8511.01616應(yīng)力值14.39.8611.017應(yīng)力值14.89.4611.31717應(yīng)力值14.89.4611.318應(yīng)力值15.19.2111.61818應(yīng)力值15.19.2111.619應(yīng)力值15.49.0211.81919應(yīng)力值15.49.0211.820應(yīng)力值15.68.8711.92020應(yīng)力值15.68.8711.921應(yīng)力值15.68.7812.02121應(yīng)力值15.68.7812.022應(yīng)力值15.68.8611.92222應(yīng)力值15.68.8611.923應(yīng)力值15.49.0111.82323應(yīng)力值15.49.0111.824應(yīng)力值15.19.

24、211.62424應(yīng)力值15.19.211.625應(yīng)力值14.89.4511.3橋梁博士計(jì)算報(bào)告橋梁博士圖3.7 正截 面 法 向 壓 應(yīng) 力圖（上緣）17135-10010單元上緣最大壓應(yīng)力：15.6MPa容許最大壓應(yīng)力為:16.2 MPa滿足要求圖3.8 正截 面 法 向 壓 應(yīng) 力 圖（下緣）第9頁(yè)2525應(yīng)力值14.89.4511.326應(yīng)力值14.39.8510.92626應(yīng)力值14.39.8410.927應(yīng)力值13.810.310.52727應(yīng)力值13.810.310.528應(yīng)力值13.210.610.22828應(yīng)力值13.210.610.229應(yīng)力值12.610.810.5292

25、9應(yīng)力值12.510.910.530應(yīng)力值11.910.910.53030應(yīng)力值11.910.910.631應(yīng)力值11.410.810.53131應(yīng)力值11.410.910.532應(yīng)力值10.910.39.93232應(yīng)力值10.910.39.9633應(yīng)力值10.49.89.443333應(yīng)力值10.49.849.4934應(yīng)力值10.09.358.993434應(yīng)力值10.09.399.0335應(yīng)力值9.648.938.573535應(yīng)力值9.648.968.636應(yīng)力值9.288.458.093636應(yīng)力值9.278.488.1237應(yīng)力值8.948.017.653737應(yīng)力值8.948.037.6

26、738應(yīng)力值8.617.587.223838應(yīng)力值8.617.547.1939應(yīng)力值8.327.537.173939應(yīng)力值8.327.537.1740應(yīng)力值8.017.577.2橋梁博士計(jì)算報(bào)告橋梁博士531-10010單元最大主壓應(yīng)力：15.6MPa容許最大主壓應(yīng)力為:19.44 MPa 滿足要求b、使用階段鋼束應(yīng)力驗(yàn)算表3-4 使用階段鋼束應(yīng)力驗(yàn)算表持久狀況構(gòu)件的應(yīng)力驗(yàn)算結(jié)論:正截面混凝土法向壓應(yīng)力驗(yàn)算斜截面混凝土主壓應(yīng)力驗(yàn)算持久狀況構(gòu)件的應(yīng)力滿足規(guī)范要求3.3.3 承載能力極限狀態(tài)正截面強(qiáng)度驗(yàn)算a)抗彎承載能力驗(yàn)算表3-5 主梁抗彎承載能力驗(yàn)算表第10頁(yè)單元號(hào)節(jié)點(diǎn)號(hào)內(nèi)力屬性Mj極限抗力受

27、力類型是否滿足受壓區(qū)高度是否滿足22最大彎矩-6.64-5.63e+03上拉受彎是是最小彎矩-214-5.63e+03上拉受彎是是3最大彎矩6777.44e+03下拉受彎是是最小彎矩1017.44e+03下拉受彎是是33最大彎矩6777.44e+03下拉受彎是是最小彎矩1017.44e+03下拉受彎是是4最大彎矩1.34e+037.8e+03下拉受彎是是最小彎矩4027.8e+03下拉受彎是是44最大彎矩1.34e+037.8e+03下拉受彎是是最小彎矩4027.8e+03下拉受彎是是5最大彎矩1.98e+038.16e+03下拉受彎是是最小彎矩6908.16e+03下拉受彎是是單元最大主壓應(yīng)

28、力：15.6MPa容許最大主壓應(yīng)力為:19.44 MPa 滿足要求單元上緣最大壓應(yīng)力：15.6MPa容許最大壓應(yīng)力為: 16.2 MPa 滿足要求單元下緣最大壓應(yīng)力：10.9MPa容許最大壓應(yīng)力為:16.2 MPa 滿足要求鋼束號(hào)應(yīng)力值(MPa)容許值(MPa)是否滿足要求1-1.16e+03-1.21e+03是2-1.15e+03-1.21e+03是3-1.16e+03-1.21e+03是橋梁博士計(jì)算報(bào)告橋梁博士16第11頁(yè)最小彎矩6908.16e+03下拉受彎是是55最大彎矩1.98e+038.16e+03下拉受彎是是最小彎矩6908.16e+03下拉受彎是是6最大彎矩2.59e+038.

29、5e+03下拉受彎是是最小彎矩9668.5e+03下拉受彎是是66最大彎矩2.59e+038.5e+03下拉受彎是是最小彎矩9668.5e+03下拉受彎是是7最大彎矩3.18e+038.81e+03下拉受彎是是最小彎矩1.23e+038.81e+03下拉受彎是是77最大彎矩3.18e+038.81e+03下拉受彎是是最小彎矩1.23e+038.81e+03下拉受彎是是8最大彎矩3.75e+039.12e+03下拉受彎是是最小彎矩1.48e+039.12e+03下拉受彎是是88最大彎矩3.75e+039.12e+03下拉受彎是是最小彎矩1.48e+039.12e+03下拉受彎是是9最大彎矩4.2

30、9e+039.39e+03下拉受彎是是最小彎矩1.72e+039.39e+03下拉受彎是是99最大彎矩4.29e+039.39e+03下拉受彎是是最小彎矩1.72e+039.39e+03下拉受彎是是10最大彎矩4.82e+039.65e+03下拉受彎是是最小彎矩1.95e+039.65e+03下拉受彎是是1010最大彎矩4.82e+039.65e+03下拉受彎是是最小彎矩1.95e+039.65e+03下拉受彎是是11最大彎矩5.39e+039.92e+03下拉受彎是是最小彎矩2.22e+039.92e+03下拉受彎是是1111最大彎矩5.39e+039.92e+03下拉受彎是是最小彎矩2.2

31、2e+039.92e+03下拉受彎是是12最大彎矩6.21e+031.02e+04下拉受彎是是最小彎矩2.57e+031.02e+04下拉受彎是是1212最大彎矩6.21e+031.02e+04下拉受彎是是最小彎矩2.57e+031.02e+04下拉受彎是是13最大彎矩7.06e+031.05e+04下拉受彎是是最小彎矩2.94e+031.05e+04下拉受彎是是1313最大彎矩7.06e+031.05e+04下拉受彎是是最小彎矩2.94e+031.05e+04下拉受彎是是14最大彎矩7.81e+031.07e+04下拉受彎是是最小彎矩3.27e+031.07e+04下拉受彎是是1414最大彎

32、矩7.81e+031.07e+04下拉受彎是是最小彎矩3.27e+031.07e+04下拉受彎是是15最大彎矩8.43e+031.09e+04下拉受彎是是最小彎矩3.54e+031.09e+04下拉受彎是是1515最大彎矩8.43e+031.09e+04下拉受彎是是最小彎矩3.54e+031.09e+04下拉受彎是是16最大彎矩8.96e+031.1e+04下拉受彎是是最小彎矩3.78e+031.1e+04下拉受彎是是16最大彎矩8.96e+031.1e+04下拉受彎是是最小彎矩3.78e+031.1e+04下拉受彎是是橋梁博士計(jì)算報(bào)告橋梁博士2828第12頁(yè)17最大彎矩9.39e+031.1

33、e+04下拉受彎是是最小彎矩3.97e+031.1e+04下拉受彎是是1717最大彎矩9.39e+031.1e+04下拉受彎是是最小彎矩3.97e+031.1e+04下拉受彎是是18最大彎矩9.73e+031.11e+04下拉受彎是是最小彎矩4.13e+031.11e+04下拉受彎是是1818最大彎矩9.73e+031.11e+04下拉受彎是是最小彎矩4.13e+031.11e+04下拉受彎是是19最大彎矩9.98e+031.11e+04下拉受彎是是最小彎矩4.24e+031.11e+04下拉受彎是是1919最大彎矩9.98e+031.11e+04下拉受彎是是最小彎矩4.24e+031.11e

34、+04下拉受彎是是20最大彎矩1.01e+041.11e+04下拉受彎是是最小彎矩4.32e+031.11e+04下拉受彎是是2020最大彎矩1.01e+041.11e+04下拉受彎是是最小彎矩4.32e+031.11e+04下拉受彎是是21最大彎矩1.02e+041.11e+04下拉受彎是是最小彎矩4.36e+031.11e+04下拉受彎是是2121最大彎矩1.02e+041.11e+04下拉受彎是是最小彎矩4.36e+031.11e+04下拉受彎是是22最大彎矩1.01e+041.11e+04下拉受彎是是最小彎矩4.32e+031.11e+04下拉受彎是是2222最大彎矩1.01e+041

35、.11e+04下拉受彎是是最小彎矩4.32e+031.11e+04下拉受彎是是23最大彎矩9.97e+031.11e+04下拉受彎是是最小彎矩4.25e+031.11e+04下拉受彎是是2323最大彎矩9.97e+031.11e+04下拉受彎是是最小彎矩4.25e+031.11e+04下拉受彎是是24最大彎矩9.73e+031.11e+04下拉受彎是是最小彎矩4.13e+031.11e+04下拉受彎是是2424最大彎矩9.73e+031.11e+04下拉受彎是是最小彎矩4.13e+031.11e+04下拉受彎是是25最大彎矩9.38e+031.1e+04下拉受彎是是最小彎矩3.98e+031.

36、1e+04下拉受彎是是2525最大彎矩9.38e+031.1e+04下拉受彎是是最小彎矩3.98e+031.1e+04下拉受彎是是26最大彎矩8.95e+031.1e+04下拉受彎是是最小彎矩3.78e+031.1e+04下拉受彎是是2626最大彎矩8.95e+031.1e+04下拉受彎是是最小彎矩3.78e+031.1e+04下拉受彎是是27最大彎矩8.42e+031.09e+04下拉受彎是是最小彎矩3.55e+031.09e+04下拉受彎是是2727最大彎矩8.42e+031.09e+04下拉受彎是是最小彎矩3.55e+031.09e+04下拉受彎是是28最大彎矩7.79e+031.07e+04下拉受彎是是最小彎矩3.28e+031.07e+04下拉受彎是是最大彎矩7.79e+031.07e+04下拉受彎是是橋梁博士計(jì)算報(bào)告橋梁博士第13頁(yè)最小彎矩3.28