07響水橋0230mt計(jì)算書

1、橋梁博士30mT計(jì)算書一、工程概況本次設(shè)計(jì)為裝配式二、技術(shù)標(biāo)準(zhǔn)和設(shè)計(jì)參數(shù)2.1 技術(shù)標(biāo)準(zhǔn)的計(jì)算。標(biāo)準(zhǔn)跨徑為30米，橋梁與河道正交。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：單幅雙向2%； 車輛荷載等級：公路-I級；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）公路橋梁抗震設(shè)計(jì)細(xì)則

2、(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)件控制設(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，通過杠桿法、剛性橫、剛接板法綜合考慮取大者。梁體采用后預(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、混凝土收縮等引起的次內(nèi)力對結(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：C50 彈性模量：34500MPa軸

3、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fpk：1860 MPa,設(shè)計(jì)強(qiáng)度fpd：1260 MPa,控制應(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?；炷寥葜?6kN/m3二期恒載二期恒載為防撞墻、橋面現(xiàn)澆層、橋面鋪裝重量，按12.5kN/m計(jì)。

4、活載汽車：公路-I級2.4.21、2、3、(1)橫向分布計(jì)算：考慮偏載、橫縱向折減等，杠桿法、剛接板、剛性橫綜合考慮，取最大值：汽車：溫度力為，跨中為：。(2)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；第1頁橋梁博士(3) 不均勻沉降本橋?yàn)?、 收縮結(jié)構(gòu)，支座不均勻沉降對結(jié)構(gòu)內(nèi)力沒有影響，因此不考慮不均勻沉降。收縮時(shí)間取3650天計(jì)算三、結(jié)構(gòu)計(jì)算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)

5、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）短期效應(yīng)組合下 stpc0.7ftk =1.86 Mpa；但在荷載長期效應(yīng)組合下 ltpc02)、 斜截面抗

6、裂應(yīng)對構(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頁單元號節(jié)點(diǎn)號項(xiàng)目上緣最小正應(yīng)力下緣最小正應(yīng)拉應(yīng)力22應(yīng)力值1.553.08-2.59e-023應(yīng)力值1.552.77-2.1e-0233應(yīng)力值1.552.

7、77-1.87e-024應(yīng)力值1.542.53-1.44e-0244應(yīng)力值1.542.54-1.27e-025應(yīng)力值1.612.63-1.61e-0255應(yīng)力值1.612.61-1.41e-026應(yīng)力值1.692.72-1.84e-0266應(yīng)力值1.72.69-1.63e-027應(yīng)力值1.82.81-2.19e-027應(yīng)力值1.82.78-1.97e-02橋梁博士第3頁8應(yīng)力值1.932.93-2.73e-0288應(yīng)力值1.942.89-2.49e-029應(yīng)力值2.13.04-4.00e-0299應(yīng)力值2.13.0-3.72e-0210應(yīng)力值2.33.17-5.98e-021010應(yīng)力值2.3

8、13.11-5.66e-0211應(yīng)力值2.63.38-8.89e-021111應(yīng)力值2.63.33-8.91e-0212應(yīng)力值2.693.09-0.1151212應(yīng)力值2.693.07-0.11513應(yīng)力值2.842.77-0.1451313應(yīng)力值2.852.76-0.14514應(yīng)力值3.072.28-0.1591414應(yīng)力值3.082.27-0.15915應(yīng)力值3.31.83-0.1421515應(yīng)力值3.31.83-0.14216應(yīng)力值3.531.25-0.1151616應(yīng)力值3.531.25-0.11517應(yīng)力值3.730.769-9.19e-021717應(yīng)力值3.730.771-9.19

9、e-0218應(yīng)力值3.890.441-7.19e-021818應(yīng)力值3.890.441-7.19e-0219應(yīng)力值4.010.193-5.49e-021919應(yīng)力值4.010.192-5.49e-0220應(yīng)力值4.112.1e-02-4.04e-022020應(yīng)力值4.112.19e-02-4.04e-0221應(yīng)力值4.16-6.8e-02-1.99e-022121應(yīng)力值4.16-6.81e-02-1.98e-0222應(yīng)力值4.112.32e-02-4.03e-022222應(yīng)力值4.112.2e-02-4.03e-0223應(yīng)力值4.020.195-5.48e-022323應(yīng)力值4.020.195

10、-5.48e-0224應(yīng)力值3.890.444-7.18e-022424應(yīng)力值3.890.444-7.18e-0225應(yīng)力值3.740.776-9.19e-022525應(yīng)力值3.740.773-9.19e-0226應(yīng)力值3.541.26-0.1152626應(yīng)力值3.541.25-0.11527應(yīng)力值3.31.84-0.1422727應(yīng)力值3.31.84-0.14228應(yīng)力值3.082.28-0.1592828應(yīng)力值3.082.28-0.15929應(yīng)力值2.852.76-0.1452929應(yīng)力值2.852.78-0.14530應(yīng)力值2.73.07-0.1143030應(yīng)力值2.693.09-0.1

11、1431應(yīng)力值2.613.34-9.16e-02橋梁博士圖3.2 主 截 面 正 應(yīng) 力 圖（上緣）單元上緣最小應(yīng)力：1.54 MPa圖3.3 主 截 面 正容許最小拉應(yīng)力為:-1.86MPa應(yīng) 力 圖（下緣）滿足要求單元下緣最小應(yīng)力：-6.8e-02 MPa容許最小拉應(yīng)力為:-1.86 MPa 滿足要求圖3.4 主 截 面 主 應(yīng) 力 圖第4頁1086420246810-100101086420246810-100103131應(yīng)力值2.63.39-9.14e-0232應(yīng)力值2.313.14-5.74e-023232應(yīng)力值2.313.19-5.72e-0233應(yīng)力值2.113.02-3.78e

12、-023333應(yīng)力值2.13.07-3.77e-0234應(yīng)力值1.942.92-2.54e-023434應(yīng)力值1.942.95-2.54e-0235應(yīng)力值1.812.8-2.01e-023535應(yīng)力值1.812.84-2.01e-0236應(yīng)力值1.712.71-1.68e-023636應(yīng)力值1.72.74-1.67e-0237應(yīng)力值1.622.63-1.45e-023737應(yīng)力值1.622.65-1.45e-0238應(yīng)力值1.552.55-1.31e-023838應(yīng)力值1.542.54-1.29e-0239應(yīng)力值1.552.78-1.92e-023939應(yīng)力值1.552.78-1.92e-02

13、40應(yīng)力值1.563.08-2.65e-02橋梁博士單元最大主拉應(yīng)力：-0.159 MPa容許最大主拉應(yīng)力為:-1.33 MPa 滿足要求b)長期效應(yīng)組合表3-2 長期效應(yīng)組合主截面混凝土應(yīng)力表19第5頁單元號節(jié)點(diǎn)號項(xiàng)目上緣最小正應(yīng)力下緣最小正應(yīng)力22應(yīng)力值2.055.513應(yīng)力值1.965.4133應(yīng)力值1.965.414應(yīng)力值1.875.3644應(yīng)力值1.885.385應(yīng)力值1.885.7455應(yīng)力值1.895.716應(yīng)力值1.96.0866應(yīng)力值1.916.067應(yīng)力值1.956.4577應(yīng)力值1.956.418應(yīng)力值2.036.8388應(yīng)力值2.036.89應(yīng)力值2.157.2299應(yīng)

14、力值2.157.1810應(yīng)力值2.327.621010應(yīng)力值2.327.5611應(yīng)力值2.588.151111應(yīng)力值2.588.1112應(yīng)力值2.588.131212應(yīng)力值2.598.1113應(yīng)力值2.668.051313應(yīng)力值2.668.0414應(yīng)力值2.847.751414應(yīng)力值2.847.7415應(yīng)力值3.027.471515應(yīng)力值3.027.4716應(yīng)力值3.236.981616應(yīng)力值3.236.9917應(yīng)力值3.416.591717應(yīng)力值3.416.5918應(yīng)力值3.556.341818應(yīng)力值3.556.3419應(yīng)力值3.676.1419應(yīng)力值3.676.142.0001.5001.

15、0000.5000.0000.5001.0001.5002.000-10010橋梁博士圖3.5 主 截 面 正 應(yīng) 力 圖（上緣）第6頁20應(yīng)力值3.766.02020應(yīng)力值3.766.021應(yīng)力值3.815.912121應(yīng)力值3.815.9122應(yīng)力值3.766.02222應(yīng)力值3.766.023應(yīng)力值3.676.142323應(yīng)力值3.676.1424應(yīng)力值3.556.342424應(yīng)力值3.556.3425應(yīng)力值3.416.62525應(yīng)力值3.426.5926應(yīng)力值3.246.992626應(yīng)力值3.246.9927應(yīng)力值3.037.472727應(yīng)力值3.037.4728應(yīng)力值2.847.74

16、2828應(yīng)力值2.847.7529應(yīng)力值2.678.042929應(yīng)力值2.668.0630應(yīng)力值2.598.113030應(yīng)力值2.588.1331應(yīng)力值2.598.113131應(yīng)力值2.588.1632應(yīng)力值2.327.583232應(yīng)力值2.327.6333應(yīng)力值2.167.193333應(yīng)力值2.157.2334應(yīng)力值2.046.813434應(yīng)力值2.036.8535應(yīng)力值1.966.433535應(yīng)力值1.956.4636應(yīng)力值1.916.073636應(yīng)力值1.916.0937應(yīng)力值1.895.723737應(yīng)力值1.895.7438應(yīng)力值1.895.393838應(yīng)力值1.885.3739應(yīng)力值

17、1.975.413939應(yīng)力值1.975.4140應(yīng)力值2.055.51橋梁博士單元上緣最大拉應(yīng)力：1.88MPa容許值為: 0 MPA圖3.6 主 截 面 正 應(yīng) 力 圖（下緣）滿足要求單元下緣最大拉應(yīng)力：5.37MPa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）.受壓區(qū)混凝土的最大壓應(yīng)力未開裂構(gòu)件kc+pt0.5fck=16.2 MPa（2）.受拉區(qū)預(yù)應(yīng)力鋼

18、筋的最大拉應(yīng)力抗裂驗(yàn)算滿足要求新公橋規(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頁單元上緣最大拉應(yīng)力：1.88MPa容許值為: 0滿足要求單元下緣最大拉應(yīng)力：5.37MPa容許值為: 0滿足要求單元上緣最小應(yīng)力：1.54 MPa容許最小拉應(yīng)力為:-1.86MPa滿足要求單元下緣最小應(yīng)力：-6.8e-02 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：-0.1

19、59 MPa容許最大主拉應(yīng)力為:-1.33MPa 滿足要求1086420246810-1001008642024680-1 000橋梁博士第8頁單元號節(jié)點(diǎn)號項(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8.376.957.123應(yīng)力值8.616.997.2233應(yīng)力值8.616.997.224應(yīng)力值8.837.067.344應(yīng)力值8.837.097.315應(yīng)力值9.097.587.4355應(yīng)力值9.097.567.446應(yīng)力值9.358.077.766應(yīng)力值9.358.047.677應(yīng)力值9.628.568.1977應(yīng)力值9.638.538.168應(yīng)力值9.919.078.788應(yīng)力值

20、9.919.038.679應(yīng)力值10.29.569.299應(yīng)力值10.29.529.1610應(yīng)力值10.610.19.71010應(yīng)力值10.610.09.6411應(yīng)力值11.010.710.31111應(yīng)力值11.010.610.312應(yīng)力值11.310.810.41212應(yīng)力值11.310.710.413應(yīng)力值11.610.810.51313應(yīng)力值11.610.810.514應(yīng)力值12.110.610.31414應(yīng)力值12.110.610.315應(yīng)力值12.510.410.11515應(yīng)力值12.510.410.116應(yīng)力值13.010.010.11616應(yīng)力值13.010.110.117應(yīng)力值

21、13.39.7310.41717應(yīng)力值13.39.7310.418應(yīng)力值13.69.5210.61818應(yīng)力值13.69.5210.619應(yīng)力值13.89.3610.81919應(yīng)力值13.89.3610.820應(yīng)力值14.09.2310.92020應(yīng)力值14.09.2310.921應(yīng)力值14.09.1510.92121應(yīng)力值14.09.1510.922應(yīng)力值14.09.2210.92222應(yīng)力值14.09.2210.923應(yīng)力值13.89.3510.82323應(yīng)力值13.89.3510.824應(yīng)力值13.69.5110.62424應(yīng)力值13.69.5110.625應(yīng)力值13.39.7210.4

22、橋梁博士圖3.7 正截 面 法 向 壓 應(yīng) 力 圖（上緣）單元上緣最大壓應(yīng)力：14.0MPa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17135-100102525應(yīng)力值13.39.7110.426應(yīng)力值13.010.010.12626應(yīng)力值13.010.010.127應(yīng)力值12.510.410.12727應(yīng)力值12.510.410.128應(yīng)力值12.110.610.32828應(yīng)力值12.110.610.329應(yīng)力值11.610.810.52929應(yīng)力值11.610.810.530應(yīng)力值11.310.710.43030應(yīng)力值11.310

23、.810.431應(yīng)力值11.010.610.33131應(yīng)力值11.010.610.332應(yīng)力值10.59.989.633232應(yīng)力值10.510.09.6933應(yīng)力值10.29.59.153333應(yīng)力值10.29.549.1934應(yīng)力值9.889.018.663434應(yīng)力值9.879.058.6935應(yīng)力值9.598.518.153535應(yīng)力值9.598.548.1836應(yīng)力值9.338.027.673636應(yīng)力值9.328.057.6937應(yīng)力值9.077.547.433737應(yīng)力值9.077.577.4238應(yīng)力值8.827.077.33838應(yīng)力值8.817.057.2939應(yīng)力值8.6

24、16.977.223939應(yīng)力值8.616.977.2240應(yīng)力值8.376.947.12橋梁博士單元最大主壓應(yīng)力：14.0MPa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頁單元號節(jié)點(diǎn)號內(nèi)力屬性Mj極限抗力受力類型是否滿足受壓區(qū)高度是否滿足22最大彎矩-5.76-5.42e上拉受彎是是最小彎矩-5.42e+03上拉受彎是是3最大

25、彎矩5807.06e+03下拉受彎是是最小彎矩56.27.06e+03下拉受彎是是33最大彎矩5807.06e+03下拉受彎是是最小彎矩56.27.06e+03下拉受彎是是4最大彎矩1.14e+037.41e下拉受彎是是最小彎矩7.41e+03下拉受彎是是44最大彎矩1.14e+037.41e下拉受彎是是最小彎矩7.41e+03下拉受彎是是5最大彎矩1.67e+037.75e下拉受彎是是最小彎矩7.75e+03下拉受彎是是單元最大主壓應(yīng)力：14.0MPa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：14.0MPa容許最大壓應(yīng)力為: 16.2 MPa 滿足要求單元下緣最大壓

26、應(yīng)力：10.8MPa容許最大壓應(yīng)力為:16.2 MPa 滿足要求鋼束號應(yīng)力值(MPa)容許值(MPa)是否滿足要求1-1.16e+03-1.21e+03是2-1.13e+03-1.21e+03是3-1.14e+03-1.21e+03是31-10010橋梁博士16第11頁最小彎矩5557.75e+03下拉受彎是是55最大彎矩1.67e+037.75e下拉受彎是是最小彎矩7.75e+03下拉受彎是是6最大彎矩2.17e+038.07e下拉受彎是是最小彎矩8.07e+03下拉受彎是是66最大彎矩2.17e+038.07e下拉受彎是是最小彎矩8.07e+03下拉受彎是是7最大彎矩2.64e+038.3

27、7e+03下拉受彎是是最小彎矩1.01e+038.37e+03下拉受彎是是77最大彎矩2.64e+038.37e+03下拉受彎是是最小彎矩1.01e+038.37e+03下拉受彎是是8最大彎矩3.08e+038.67e+03下拉受彎是是最小彎矩1.22e+038.67e+03下拉受彎是是88最大彎矩3.08e+038.67e+03下拉受彎是是最小彎矩1.22e+038.67e+03下拉受彎是是9最大彎矩3.5e+038.93e+03下拉受彎是是最小彎矩1.43e+038.93e+03下拉受彎是是99最大彎矩3.5e+038.93e+03下拉受彎是是最小彎矩1.43e+038.93e+03下拉受

28、彎是是10最大彎矩3.9e+039.17e+03下拉受彎是是最小彎矩1.62e+039.17e+03下拉受彎是是1010最大彎矩3.9e+039.17e+03下拉受彎是是最小彎矩1.62e+039.17e+03下拉受彎是是11最大彎矩4.32e+039.44e+03下拉受彎是是最小彎矩1.84e+039.44e+03下拉受彎是是1111最大彎矩4.32e+039.44e+03下拉受彎是是最小彎矩1.84e+039.44e+03下拉受彎是是12最大彎矩4.9e+039.76e+03下拉受彎是是最小彎矩2.14e+039.76e+03下拉受彎是是1212最大彎矩4.9e+039.76e+03下拉受

29、彎是是最小彎矩2.14e+039.76e+03下拉受彎是是13最大彎矩5.49e+031.00e+04下拉受彎是是最小彎矩2.45e+031.00e+04下拉受彎是是1313最大彎矩5.49e+031.00e+04下拉受彎是是最小彎矩2.45e+031.00e+04下拉受彎是是14最大彎矩6.02e+031.02e+04下拉受彎是是最小彎矩2.73e+031.02e+04下拉受彎是是1414最大彎矩6.02e+031.02e+04下拉受彎是是最小彎矩2.73e+031.02e+04下拉受彎是是15最大彎矩6.49e+031.04e+04下拉受彎是是最小彎矩2.96e+031.04e+04下拉受

30、彎是是1515最大彎矩6.5e+031.04e+04下拉受彎是是最小彎矩2.96e+031.04e+04下拉受彎是是16最大彎矩6.9e+031.05e+04下拉受彎是是最小彎矩3.16e+031.05e+04下拉受彎是是16最大彎矩6.9e+031.05e+04下拉受彎是是最小彎矩3.16e+031.05e+04下拉受彎是是橋梁博士2828第12頁17最大彎矩7.23e+031.05e+04下拉受彎是是最小彎矩3.33e+031.05e+04下拉受彎是是1717最大彎矩7.23e+031.05e+04下拉受彎是是最小彎矩3.33e+031.05e+04下拉受彎是是18最大彎矩7.49e+03

31、1.06e+04下拉受彎是是最小彎矩3.46e+031.06e+04下拉受彎是是1818最大彎矩7.49e+031.06e+04下拉受彎是是最小彎矩3.46e+031.06e+04下拉受彎是是19最大彎矩7.68e+031.06e+04下拉受彎是是最小彎矩3.56e+031.06e+04下拉受彎是是1919最大彎矩7.68e+031.06e+04下拉受彎是是最小彎矩3.56e+031.06e+04下拉受彎是是20最大彎矩7.8e+031.06e+04下拉受彎是是最小彎矩3.62e+031.06e+04下拉受彎是是2020最大彎矩7.8e+031.06e+04下拉受彎是是最小彎矩3.62e+03

32、1.06e+04下拉受彎是是21最大彎矩7.84e+031.06e+04下拉受彎是是最小彎矩3.65e+031.06e+04下拉受彎是是2121最大彎矩7.84e+031.06e+04下拉受彎是是最小彎矩3.65e+031.06e+04下拉受彎是是22最大彎矩7.8e+031.06e+04下拉受彎是是最小彎矩3.63e+031.06e+04下拉受彎是是2222最大彎矩7.8e+031.06e+04下拉受彎是是最小彎矩3.63e+031.06e+04下拉受彎是是23最大彎矩7.68e+031.06e+04下拉受彎是是最小彎矩3.56e+031.06e+04下拉受彎是是2323最大彎矩7.68e+

33、031.06e+04下拉受彎是是最小彎矩3.56e+031.06e+04下拉受彎是是24最大彎矩7.49e+031.06e+04下拉受彎是是最小彎矩3.46e+031.06e+04下拉受彎是是2424最大彎矩7.49e+031.06e+04下拉受彎是是最小彎矩3.46e+031.06e+04下拉受彎是是25最大彎矩7.23e+031.05e+04下拉受彎是是最小彎矩3.33e+031.05e+04下拉受彎是是2525最大彎矩7.23e+031.05e+04下拉受彎是是最小彎矩3.33e+031.05e+04下拉受彎是是26最大彎矩6.89e+031.05e+04下拉受彎是是最小彎矩3.17e+

34、031.05e+04下拉受彎是是2626最大彎矩6.89e+031.05e+04下拉受彎是是最小彎矩3.17e+031.05e+04下拉受彎是是27最大彎矩6.49e+031.04e+04下拉受彎是是最小彎矩2.97e+031.04e+04下拉受彎是是2727最大彎矩6.49e+031.04e+04下拉受彎是是最小彎矩2.97e+031.04e+04下拉受彎是是28最大彎矩6.02e+031.02e+04下拉受彎是是最小彎矩2.74e+031.02e+04下拉受彎是是最大彎矩6.02e+031.02e+04下拉受彎是是橋梁博士第13頁最小彎矩2.74e+031.02e+04下拉受彎是是29最大

35、彎矩5.49e+031.00e+04下拉受彎是是最小彎矩2.46e+031.00e+04下拉受彎是是2929最大彎矩5.49e+031.00e+04下拉受彎是是最小彎矩2.46e+031.00e+04下拉受彎是是30最大彎矩4.9e+039.76e+03下拉受彎是是最小彎矩2.15e+039.76e+03下拉受彎是是3030最大彎矩4.9e+039.76e+03下拉受彎是是最小彎矩2.15e+039.76e+03下拉受彎是是31最大彎矩4.31e+039.44e+03下拉受彎是是最小彎矩1.85e+039.44e+03下拉受彎是是3131最大彎矩4.31e+039.44e+03下拉受彎是是最小

36、彎矩1.85e+039.44e+03下拉受彎是是32最大彎矩3.87e+039.17e+03下拉受彎是是最小彎矩1.63e+039.17e+03下拉受彎是是3232最大彎矩3.87e+039.17e+03下拉受彎是是最小彎矩1.63e+039.17e+03下拉受彎是是33最大彎矩3.48e+038.93e+03下拉受彎是是最小彎矩1.44e+038.93e+03下拉受彎是是3333最大彎矩3.48e+038.93e+03下拉受彎是是最小彎矩1.44e+038.93e+03下拉受彎是是34最大彎矩3.05e+038.67e+03下拉受彎是是最小彎矩1.23e+038.67e+03下拉受彎是是34

37、34最大彎矩3.06e+038.67e+03下拉受彎是是最小彎矩1.23e+038.67e+03下拉受彎是是35最大彎矩2.61e+038.37e+03下拉受彎是是最小彎矩1.02e+038.37e+03下拉受彎是是3535最大彎矩2.61e+038.37e+03下拉受彎是是最小彎矩1.02e+038.37e+03下拉受彎是是36最大彎矩2.15e+038.07e下拉受彎是是最小彎矩8.07e+03下拉受彎是是3636最大彎矩2.15e+038.07e下拉受彎是是最小彎矩8.07e+03下拉受彎是是37最大彎矩1.65e+037.75e下拉受彎是是最小彎矩7.75e+03下拉受彎是是3737最

38、大彎矩1.65e+037.75e下拉受彎是是最小彎矩7.75e+03下拉受彎是是38最大彎矩1.13e+037.41e下拉受彎是是最小彎矩7.41e+03下拉受彎是是3838最大彎矩1.13e+037.41e下拉受彎是是最小彎矩7.41e+03下拉受彎是是39最大彎矩5757.06e+03下拉受彎是是最小彎矩66.27.06e+03下拉受彎是是3939最大彎矩5757.06e+03下拉受彎是是最小彎矩66.27.06e+03下拉受彎是是40最大彎矩-5.76-5.42e上拉受彎是是最小彎矩-5.42e+03上拉受彎是是橋梁博士基本組合圖3.9 最大彎矩對應(yīng)抗力及最大彎矩（顏色深的為彎矩，淺的為

39、抗力）圖3.10 最小彎矩對應(yīng)抗力及最小彎矩（顏色深的為彎矩，淺的為抗力）b)抗剪承載能力驗(yàn)算斜截面抗剪強(qiáng)度驗(yàn)算取用的荷載效應(yīng)為基本組合效應(yīng)值，按照新公橋規(guī)第5.2.9條驗(yàn)算截面尺寸，按照第5.2.75.2.8條驗(yàn)算斜截面抗剪承載力。圖3-11 主梁剪力包絡(luò)圖（kN）本圖為基本組合下主梁的剪力包絡(luò)圖，紅、藍(lán)分別代表最大剪力和最小剪力。表3-6 主梁抗剪承載能力驗(yàn)算表（kN）第14頁XV箍筋V彎起V預(yù)應(yīng)力總抗力設(shè)計(jì)剪力VR/Vd滿足尺寸-15.0最大剪力0.00.00.00.00.00是是-15.0最小剪力-2641.10.00.0-2641.1-474.85.563是是-14.4最大剪力-18

40、65.60.00.0-1865.6-25.473.309是是-14.4最小剪力-1865.60.00.0-1865.6-512.63.639是是-13.9最大剪力1992.70.0518.12510.81236.92.030是是-13.9最小剪力1905.50.00.01905.5583.43.266是是-13.4最大剪力1925.40.0506.72432.11105.22.201是是-13.4最小剪力1991.80.00.01991.8551.73.610是是-12.9最大剪力1498.80.0466.01964.9965.22.036是是-12.9最小剪力1988.90.00.01988

41、.9520.13.824是是-12.4最大剪力1424.90.0437.91862.8895.92.079是是200001000001000020000-10010200001000001000020000-10010橋梁博士第15頁-12.4最小剪力1976.20.00.01976.2489.44.038是是-11.9最大剪力1196.00.0404.11600.1849.61.883是是-11.9最小剪力1947.60.00.01947.6458.94.244是是-11.4最大剪力1282.90.0380.51663.4806.72.062是是-11.4最小剪力1281.20.0380.5

42、1661.7272.86.091是是-10.9最大剪力1316.80.0348.71665.5762.22.185是是-10.9最小剪力1315.70.0348.71664.5242.96.853是是-10.4最大剪力1351.60.0310.81662.5712.22.334是是-10.4最小剪力1351.10.0310.81661.9205.48.093是是-9.8最大剪力1382.00.0260.91642.9661.42.484是是-9.8最小剪力1381.80.0260.91642.7165.79.916是是-9.0最大剪力1395.10.0215.81610.9602.72.673

43、是是-9.0最小剪力1395.00.0215.81610.8117.713.686是是-8.0最大剪力1407.60.0149.71557.3534.42.914是是-8.0最小剪力1407.60.0149.71557.362.325.005是是-7.0最大剪力1417.10.083.31500.4467.03.213是是-7.0最小剪力1417.10.083.31500.47.1210.367是是-6.0最大剪力1423.70.073.41497.1400.53.738是是-6.0最小剪力-1423.70.0-73.4-1497.1-49.130.504是是-5.0最大剪力1427.00.0

44、58.21485.2335.04.434是是-5.0最小剪力-1427.00.0-58.2-1485.2-105.214.116是是-4.0最大剪力1427.80.040.51468.4270.35.432是是-4.0最小剪力-1427.80.0-40.5-1468.4-161.39.102是是-3.0最大剪力1427.80.020.31448.1187.57.725是是-3.0最小剪力1385.10.00.01385.1137.010.112是是-2.0最大剪力1427.60.05.11432.7131.010.932是是-2.0最小剪力1399.40.00.01399.485.216.42

45、5是是-1.0最大剪力1425.20.00.01425.275.718.826是是-1.0最小剪力1411.00.00.01411.033.242.439是是0.0最大剪力1419.60.00.01419.621.267.091是是0.0最小剪力-1419.60.00.0-1419.6-20.369.987是是1.0最大剪力-1411.00.00.0-1411.0-32.543.400是是1.0最小剪力-1425.20.00.0-1425.2-74.919.017是是2.0最大剪力-1399.40.00.0-1399.4-85.216.426是是2.0最小剪力-1427.60.00.0-1427.6-130.410.948是是3.0最大剪力-1385.10.00.0-1385.1-136.710.129是是3.0最小剪力-1427.80.0-20.3-1448.1-186.57.764是是4.0最大剪力1427.80.040.51468.4162.19.061是是4.0最小剪力-1427.80.0-40.5-1468.4-269.75.444是是5.0最大剪力1427.00.058.21485.2105.914.023是是5.0最小剪力-1427.00.0-