30m雙線預(yù)制簡支梁計算書解析

1、（施工圖設(shè)計）第 五 篇 區(qū)間工程高架區(qū)間30m雙線預(yù)制簡支箱梁梁部計算單計算：復(fù)核：2016年08月30m簡支單箱雙室梁工程概況及主要計算結(jié)論1、工程概況30m雙線簡支梁主梁橫斷面為單箱單室等高度斜腹板箱形截面，梁高1.8m；梁頂全寬10.2m,底寬5 m。主梁線路左右側(cè)懸臂2.15m,懸臂根部厚度0.4m。頂板厚度為0.250.42m, 底板厚度為0.250.50m,腹板厚度為0.27m0.7m。橋梁結(jié)構(gòu)計算采用西南交大“橋梁結(jié)構(gòu) 分析系統(tǒng)BSAS”程序進行設(shè)計計算， 共劃分為18個單元，19個節(jié)點。 箱梁縱向采用預(yù)應(yīng)力 體系， 縱向腹板配置12束12-s15.2鋼絞線；底板布置8束9-s

2、15.2鋼絞線。2、計算荷載2.1恒載（1）恒載鋼筋混凝土構(gòu)件自重 丫=26.5KN/m，素混凝土構(gòu)件自重丫=23KN/m,鋼構(gòu)件自重丫3=78.5KN/m3；（2）二期恒載二期恒載包括線路設(shè)備，橋面兩側(cè)防噪柱、板及防噪屏、電纜、支架等。線路設(shè)備一般地段（含鋼軌、扣件、軌枕道床）高等減振地段及一般道岔地段18KN/每線每延米27K N海線每延米高等減振道岔地段 強電支架 供電電纜、控制電纜 照明燈具及燈柱 配電電源箱 信號管線、電纜 通訊管線、電纜36KN/0.35 KN/0.65 KN/0.1 KN/0.05 KN/1.5 KN/0.7 KN/聲障屏（按3.5m高計40/卅，未考慮預(yù)埋件）每

3、線每延米每線每延米每線每延米每線每延米每線每延米全橋每延米雙線每延米0.35 KN/單線每延米2KN/每側(cè)每延米橋面防水層及保護層（按平均55mm計）10.4 KN/雙線每延米6.0KN/單線每延米橋面兩側(cè)15.0 KN/全橋每延米電纜槽道6.0 KN/全橋每延米電纜槽道（單線橋）3.0 KN/疏散平臺（雙線橋）疏散平臺（單線橋）按照線路總體設(shè)計要求，雙線一般地段二期恒載按100KN/m高等減震道岔地段取125KN/m（3）預(yù)加應(yīng)力全橋每延米7.7KN/全橋每延米2.5KN/全橋每延米90KN/m取值計算，高等減震地段取預(yù)應(yīng)力束采用高強低松弛鋼絞線，抗拉強度標準值為 屬波紋管成孔，圓塔形錨墊板

4、，真空灌漿施工工藝。1860MP彈性模量為195GPa金（4）混凝土收縮及徐變影響混凝土收縮及徐變系數(shù)終極值參照鐵路橋涵鋼筋混凝土和預(yù)應(yīng)力混凝土結(jié)構(gòu)設(shè)計規(guī)范（TB10002.3-2005）。徐變系數(shù)（t、T）的計算參照公路鋼筋混凝土及預(yù)應(yīng)力混凝土橋 涵設(shè)計規(guī)范（JTG D62-2004）附錄F辦理。收縮徐變計算天數(shù)按照1500天控制。2.2車輛荷載：（1）列車荷載：6節(jié)編組，列車重車軸重160kN,輕車軸重95kN。荷載圖示：! / / / / U3QJk- 10-.250460-01-1320運梁 車荷載：運梁車共11軸，運梁車架梁工作時軸重為570KN軸間距如圖示:運梁車軸重間距（2）列車

5、豎向靜活載確定應(yīng)符合下列規(guī)定：單線和雙線高架結(jié)構(gòu)，按列車活載作用于每一條線確定多線豎向荷載折減：雙線不折減，3線及以上，折減系數(shù)0.75。(3)列車豎向動力系數(shù)：列車豎向活載包括列車動力作用時，為列車豎向靜活載乘以動力系數(shù)(1+卩)，卩宜按現(xiàn)行鐵路橋涵設(shè)計基本規(guī)范規(guī)定的值乘以0.8。2.3附加力(1)、制動力或牽引力：列車的制動力或牽引力按列車豎向靜活載的15%計算，區(qū)間雙線橋采用一線的制動力或牽引力。(2)、風荷載:按鐵路橋規(guī)要求進行計算，基本風壓0.5kPa。(3)、溫度力：預(yù)應(yīng)力混凝土連續(xù)梁合攏溫度定位155C(1020)，則其(a) .整體升溫為28.110=+18.1。取20(b)

6、.整體降溫為5.720=14.3。取15(c)日照溫差：指數(shù)變化指數(shù)a=5,To=+20(考慮橋面鋪裝4cm實際混凝土梁面T=+16.4 )(d)降溫溫差：指數(shù)變化，彈模取0.8的折減系數(shù)指數(shù)a=14,To=10。(考慮橋面鋪裝4cm實際混凝土梁面To=5.7)2.4特殊荷載：(1)斷軌力：由軌道專業(yè)提供。(2)地震力：按規(guī)范取值。3、主要計算參數(shù)的選取(1) 混凝土材料力學特性抗壓彈性模量：3.55x104Mpao(2) 預(yù)應(yīng)力鋼材材料力學特性鋼絞線的彈性模量：1.95x105Mpa,縱向預(yù)應(yīng)力鋼束管道摩阻系數(shù) 卩=0.23,管道偏 差系數(shù)k=0.0025, 一端錨具回縮6mm,松弛損失0.

7、03ccon。本梁腹板鋼束錨下張 拉控制力為2031.1KN,底板鋼束錨下張拉控制力為1523.3KN，錨圈口及喇叭管產(chǎn) 生的應(yīng)力損失由施工單位根據(jù)現(xiàn)場試驗確定,待確定后修正張拉噸位予以補償該 項損失,但在任何情況下該項損失補償值均不得超過0.05fpko(3) 內(nèi)力組合按規(guī)范組合4、施工加載程序驗算 計算結(jié)果表明主梁在裸梁(已張拉預(yù)應(yīng)力)及在長期恒載(二次鋪裝)情況下,箱梁上、下緣均未出現(xiàn)拉應(yīng)力，壓應(yīng)力均符合規(guī)范要求。5、主要計算結(jié)論錨下局部承壓檢算KcNcWAc(Bfc+2.0卩 tBhefs)KcNc=2.0*2031.1=4219.4KNAc(Bfc+2.0卩 tBhefs)=0.31

8、9*(1.712*3.35*1000+2*0.05*335*1000*0.325)=5302.6KN滿足要求支反力(KN)工況恒載 (KN活載(KN)列車何載3695.71340.0運梁車荷載2200.73272.1主要檢算結(jié)果工況列車何載運梁車荷載容許運營階段截面 最大正應(yīng)力(MPa)主力上緣7.898.1716.75下緣9.4812.31主+附上緣7.988.260下緣2.331.91主+附f上緣:0.620.58下緣2.161.74運營階段截面 主應(yīng)力(MPa)Max(壓)主力7.248.16-3.1主+附-1.09-1.36運營荷載作用下預(yù)應(yīng)力鋼筋最大應(yīng)力比0.580:0.576P 2

9、.0主+附2.112.051.98抗裂安全系數(shù)主力r上緣5.083.731.2下緣1.511.47主+附上緣5.063.7下緣1.491.45活載豎向撓度(cm)0.821.46活載梁端轉(zhuǎn)角(rad)0.9%。2.3%2%徐變上拱值(mm)1.1/10注：運梁車荷載工況為施工臨時荷載工況。1、列車荷載工況計算結(jié)果恒載引起(包括收縮徐變和預(yù)應(yīng)力次內(nèi)力)支座號SPT.NO.節(jié)點號JOINT12218BEARING:1相應(yīng)Rmz相應(yīng)Rx相應(yīng)RyMAX Rmz0.0000.0000.000MAX Rx0.0000.0000.000MAX Ry0.0000.0005.102MIN Rmz0.0000.0

10、000.000MIN Rx0.0000.0000.000MIN Ry0.0000.000-1399.972BEARING:2相應(yīng)Rmz相應(yīng)Rx相應(yīng)RyMAX Rmz0.0000.0000.000MAX Rx0.0000.0000.000MAX Ry0.0000.0005.102MIN Rmz0.0000.0000.000MIN Rx0.0000.0000.000MIN Ry0.0000.000-1399.972自定義活載*運營階段驗算*+荷載組合:主力+*運營階段混凝土的最大應(yīng)力*單元號 結(jié)點號上緣正應(yīng)力最大最小下緣正應(yīng)力最大最小最大剪應(yīng)力豎向反力-Ry-2200.685-2200.6851j

11、0.750.719.119.051.392i0.750.719.119.051.302j1.040.848.948.691.213i1.040.848.948.691.213j2.561.697.856.731.324i2.561.697.856.731.324j4.522.999.487.121.765i4.522.999.487.121.765j5.503.638.545.671.726i5.503.638.545.671.726j6.544.477.324.141.637i6.544.477.324.141.637j7.425.166.372.911.168i7.425.166.372.

12、911.168j7.885.575.872.330.749i7.885.575.872.330.749j7.895.705.812.450.3610i7.895.705.812.450.3610j7.885.575.872.330.7411i7.885.575.872.330.7411j7.425.166.372.911.1612i7.425.166.372.911.1612j6.544.477.324.141.6313i6.544.477.324.141.6313j5.503.638.545.671.7214i5.503.638.545.671.7214j4.522.999.487.121.

13、7615i4.522.999.487.121.7615j2.561.697.856.731.3216i2.561.697.856.731.3216j1.040.848.948.691.2117i1.040.848.948.691.2117j0.750.719.119.051.3018i0.750.719.119.051.39上緣最大應(yīng)力不滿足要求的斷面數(shù): 0上緣最小應(yīng)力不滿足要求的斷面數(shù): 0下緣最大應(yīng)力不滿足要求的斷面數(shù): 0下緣最小應(yīng)力不滿足要求的斷面數(shù): 0剪應(yīng)力不滿足要求的斷面數(shù): 0上緣最大應(yīng)力=7.89上緣最小應(yīng)力=0.71下緣最大應(yīng)力=9.48下緣最小應(yīng)力=2.33最大剪應(yīng)力=

14、 1.76各截面箍筋間距計算值*說明：此處的箍筋間距僅供設(shè)計參考，設(shè)計者還應(yīng)考慮規(guī)范的構(gòu)造要求和實際情況確定實際的間距。- 根據(jù)橋規(guī)TB10002.3-2005第6.3.17條單元號 結(jié)點號 間距*1j0.2002i0.2002j0.2003i0.2003j0.2004i0.2004j0.2005i0.2005j0.2006i0.2006j0.2007i0.2007j0.2008i0.2008j0.2009i0.2009j0.20010i0.20010j0.20011i0.20011j0.20012i0.20012j0.20013i0.20013j0.20014i0.20014j0.20015

15、i0.20015j0.20016i0.20016j0.20017i0.20017j0.20018i0.200最小箍筋間距= 0.20最大箍筋間距= 0.20*運營階段正截面抗裂安全系數(shù)*-根據(jù)橋規(guī)TB10002.3-2005第6.3.9-1條|Vt 1 p.單元號結(jié)點號抗裂安全系數(shù)上緣下緣1j100.00100.002i100.00100.002j100.0061.173i100.0061.173j10.874.364i10.874.364j5.732.555i5.732.555j5.082.086i5.082.086j5.211.777i5.211.777j5.541.598i5.541.5

16、98j5.721.519i5.721.519j5.751.5210i5.751.5210j5.721.5111i5.721.5111j5.541.5912i5.541.5912j5.211.7713i5.211.7713j5.082.0714i5.082.0714j5.732.5515i5.732.5515j10.874.3616i10.874.3616j100.0061.2217i100.0061.2217j100.00100.0018i100.00100.00上緣抗裂不滿足要求的斷面數(shù): 0下緣抗裂不滿足要求的斷面數(shù): 0上緣抗裂安全系數(shù)最小值= 5.08下緣抗裂安全系數(shù)最小值= 1.51

17、運營階段混凝土的主應(yīng)力*-根據(jù)橋規(guī)TB10002.3-2005第6.3.9-2條|Vt 1 p.單元號結(jié)點號最大主應(yīng)力最小主應(yīng)力1j6.48-0.522i6.59-0.742j6.41-0.653i6.41-0.653j5.72-0.634i5.72-0.634j6.72-0.875i6.72-0.875j6.07-0.786i6.07-0.786j6.62-0.737i6.62-0.737j7.01-0.488i7.01-0.488j7.22-0.189i7.22-0.189j7.24-0.0510i7.24-0.0510j7.22-0.1811i7.22-0.1811j7.01-0.481

18、2i7.01-0.48*12 j6.62-0.7313 i6.62-0.7313 j6.07-0.7814 i6.07-0.7814 j6.72-0.8715 i6.72-0.8715 j5.72-0.6316 i5.72-0.6316 j6.41-0.6517 i6.41-0.6517 j6.59-0.7418 i6.45-0.52最大主應(yīng)力不滿足要求的斷面數(shù):0最小主應(yīng)力不滿足要求的斷面數(shù):0最大主應(yīng)力=7.24最小主應(yīng)力=-0.87*運營階段正截面強度安全系數(shù)*|Vt 1 p.單元號結(jié)點號安全系數(shù)受力特點1J106.66受彎，負彎矩控制2106.66受彎，負彎矩控制2J28.14受彎，正

19、彎矩控制328.14受彎，正彎矩控制3J5.64受彎，正彎矩控制45.64受彎，正彎矩控制4J3.41受彎，正彎矩控制53.41受彎，正彎矩控制5J2.84受彎，正彎矩控制62.84受彎，正彎矩控制6J2.46受彎，正彎矩控制72.46受彎，正彎矩控制7J2.22受彎，正彎矩控制82.22受彎，正彎矩控制8J2.11受彎，正彎矩控制92.11受彎，正彎矩控制9J2.11受彎，正彎矩控制102.11受彎，正彎矩控制10J2.11受彎，正彎矩控制11i2.11受彎，正彎矩控制11j2.22受彎，正彎矩控制122.22受彎，正彎矩控制12J2.46受彎，正彎矩控制132.46受彎，正彎矩控制13J2

20、.84受彎，正彎矩控制142.84受彎，正彎矩控制14J3.41受彎，正彎矩控制153.41受彎，正彎矩控制155.64受彎，正彎矩控制-根據(jù)橋規(guī)TBJ TB10002.3-2005第6.2節(jié)16i5.64受彎，正彎矩控制16j28.15受彎，正彎矩控制17i28.15受彎，正彎矩控制17j106.66受彎，負彎矩控制18i106.66受彎，負彎矩控制正截面強度不滿足要求的斷面數(shù): 0正截面強度最小比值（承載能力/內(nèi)力絕對值）= 2.11 +荷載組合:主力+附加力+根據(jù)橋規(guī)TB10002.3-2005第6.3.10-11條-最大壓應(yīng)力dCW0.55fc （MPa）且不容許出現(xiàn)拉應(yīng)力根據(jù)橋規(guī)TB

21、10002.3-2005第6.3.15條-最大剪應(yīng)力:TC=T或TC=TTpW0.17*fCTpW0.17*fC+0.55（MPa）無豎向預(yù)應(yīng)力dCy (MPa)有豎向預(yù)應(yīng)力|Vt 1 1=1.單元號結(jié)點號上緣正應(yīng)力下緣正應(yīng)力最大剪應(yīng)力最大最小最大最小1j0.920.629.518.851.392i0.920.629.518.851.302j1.220.769.358.491.213i1.220.769.358.491.213j2.731.618.256.531.324i2.731.618.256.531.324j4.612.949.826.951.765i4.612.949.826.951.

22、765j5.593.588.885.501.726i5.593.588.885.501.726j6.634.427.663.971.637i6.634.427.663.971.637j7.515.116.712.741.168i7.515.116.712.741.168j7.975.536.212.160.749i7.975.536.212.160.749j7.985.656.152.280.3610i7.985.656.152.280.3610j7.975.536.212.160.7411i7.975.536.212.160.7411j7.515.116.712.741.1612i7.515

23、.116.712.741.1612j6.634.427.663.971.6313i6.634.427.663.971.6313j5.593.588.885.501.7214i5.593.588.885.501.7214j4.612.949.826.951.7615i4.612.949.826.951.7615j2.731.618.256.531.3216i2.731.618.256.531.3216j1.220.769.358.491.2117i1.220.769.358.491.2117j0.920.629.518.851.30*運營階段混凝土的最大應(yīng)力*18 i0.92 0.629.51

24、8.851.39上緣最大應(yīng)力不滿足要求的斷面數(shù): 0上緣最小應(yīng)力不滿足要求的斷面數(shù): 0下緣最大應(yīng)力不滿足要求的斷面數(shù): 0下緣最小應(yīng)力不滿足要求的斷面數(shù): 0剪應(yīng)力不滿足要求的斷面數(shù): 0上緣最大應(yīng)力=7.98上緣最小應(yīng)力=0.62下緣最大應(yīng)力=9.82下緣最小應(yīng)力=2.16最大剪應(yīng)力= 1.76*各截面箍筋間距計算值*說明：此處的箍筋間距僅供設(shè)計參考，設(shè)計者還應(yīng)考慮規(guī)范的構(gòu)造要求 和實際情況確定實際的間距。- 根據(jù)橋規(guī)TB10002.3-2005第6.3.17條|Vt 1 p.單元號結(jié)點號間距1j0.2002i0.2002334450.2000.2000.2000.2000.2000.20

25、056670.2000.2000.2000.2009j0.20010i0.20010j0.20011i0.20011j0.20012i0.20012j0.20013i0.2007j0.2008i0.2008j0.2009i0.20013j0.20014i0.20014j0.20015i0.20015j0.20016i0.20016j0.20017i0.20017j0.20018 i最小箍筋間距=最大箍筋間距=0.2000.200.20*運營階段正截面抗裂安全系數(shù)*-根據(jù)橋規(guī)TB10002.3-2005第6.3.9-1條|Vt 1 p.單元號結(jié)點號抗裂安全系數(shù)上緣下緣1j72.77100.002

26、i72.77100.002j100.0031.773i100.0031.773j10.714.114i10.714.114j5.692.505i5.692.505j5.062.046i5.062.046j5.181.747i5.181.747j5.521.568i5.521.568j5.701.499i5.701.499j5.721.5010i5.721.5010j5.701.4911i5.701.4911j5.521.5612i5.521.5612j5.181.7413i5.181.7413j5.062.0414i5.062.0414j5.692.5015i5.692.5015j10.714

27、.1116i10.714.1116j100.0031.7917i100.0031.7917j72.77100.0018i72.77100.00上緣抗裂不滿足要求的斷面數(shù): 0下緣抗裂不滿足要求的斷面數(shù): 0上緣抗裂安全系數(shù)最小值= 5.06下緣抗裂安全系數(shù)最小值= 1.49*運營階段混凝土的主應(yīng)力*-根據(jù)橋規(guī)TB10002.3-2005第6.3.9-2條|Vt 1 p.單元號結(jié)點號最大主應(yīng)力最小主應(yīng)力1j6.60-0.832i6.71-1.092j6.53-0.973i6.53-0.973j5.83-0.834i5.83-0.834j6.80-1.035i6.80-1.035j6.79-0.9

28、36i6.79-0.936j7.34-0.797i7.34-0.797j7.74-0.508i7.74-0.508j7.96-0.199i7.96-0.199j7.98-0.0510i7.98-0.0510j7.96-0.1911i7.96-0.1911j7.74-0.5012i7.74-0.5012j7.34-0.7913i7.34-0.7913j6.79-0.9314i6.79-0.9314j6.80-1.0315i6.80-1.0315j5.83-0.8316i5.83-0.8316j6.53-0.9717i6.53-0.9717j6.71-1.0918i6.57-0.82最大主應(yīng)力不滿

29、足要求的斷面數(shù): 0最小主應(yīng)力不滿足要求的斷面數(shù): 0最大主應(yīng)力=7.98最小主應(yīng)力=-1.09-根據(jù)橋規(guī)TBJ TB10002.3-2005第6.2節(jié)|Vt 1 p.單元號結(jié)點號安全系數(shù)受力特點1j106.66受彎，負彎矩控制2i106.66受彎，負彎矩控制2j28.14受彎，正彎矩控制3i28.14受彎，正彎矩控制3j5.64受彎，正彎矩控制4i5.64受彎，正彎矩控制4j3.41受彎，正彎矩控制*運營階段正截面強度安全系數(shù)*53.41受彎，正彎矩控制52.84受彎，正彎矩控制62.84受彎，正彎矩控制62.46受彎，正彎矩控制72.46受彎，正彎矩控制72.22受彎，正彎矩控制82.22

30、受彎，正彎矩控制82.11受彎，正彎矩控制92.11受彎，正彎矩控制92.11受彎，正彎矩控制102.11受彎，正彎矩控制102.11受彎，正彎矩控制11 i2.11受彎，正彎矩控制11 j2.22受彎，正彎矩控制122.22受彎，正彎矩控制122.46受彎，正彎矩控制132.46受彎，正彎矩控制132.84受彎，正彎矩控制142.84受彎，正彎矩控制143.41受彎，正彎矩控制153.41受彎，正彎矩控制155.64受彎，正彎矩控制165.64受彎，正彎矩控制1628.15受彎，正彎矩控制1728.15受彎，正彎矩控制17106.66受彎，負彎矩控制18106.66受彎，負彎矩控制正截面強度

31、不滿足要求的斷面數(shù): 0正截面強度最小比值（承載能力/內(nèi)力絕對值）= 2.11活載引起的支座反力自定義活載BEARING: 1相應(yīng)Rmz相應(yīng)Rx相應(yīng)RyMAX Rmz 0.0000.0000.000恒載引起（包括收縮徐變和預(yù)應(yīng)力次內(nèi)力）支座號SPT.NO.節(jié)點號JOINT反力矩-Rm水平反力-Rx1 2 0.0000.0002 18 0.0000.000恒載引起（包括收縮徐變和預(yù)應(yīng)力次內(nèi)力）支座號SPT.NO.節(jié)點號JOINT反力矩-Rm水平反力-Rx1 2 0.0000.0002 18 0.0000.0002、運梁車荷載工況豎向反力-Ry-2200.685-2200.685豎向反力-Ry-2

32、200.685-2200.685+荷載組合:主力+根據(jù)橋規(guī)TB10002.3-2005第6.3.10-11條-最大壓應(yīng)力dCW0.50fc (MPa)且不容許出現(xiàn)拉應(yīng)力根據(jù)橋規(guī)TB10002.3-2005第6.3.15條-最大剪應(yīng)力:Tc=T-TpW0.17*fc(MPa)無豎向預(yù)應(yīng)力或Tc=T-TpW0.17*fc+0.55dcy (MPa)有豎向預(yù)應(yīng)力|Vt 1 t=l.單元號結(jié)點號上緣正應(yīng)力下緣正應(yīng)力最大剪應(yīng)力最大最小最大最小1j0.760.709.179.091.472i0.760.709.179.091.482j1.090.679.238.681.383i1.090.679.238.

33、681.383j2.650.759.116.651.444i2.650.759.116.651.444j4.751.1812.316.822.115i4.751.1812.316.822.115j5.751.3912.025.312.086i5.751.3912.025.312.086j6.911.8011.423.582.007i6.911.8011.423.582.007j7.782.2010.922.361.568i7.782.2010.922.361.568j8.142.4310.681.911.159i8.142.4310.681.911.159j8.172.5010.712.020

34、.7710i8.172.5010.712.020.7710j8.142.4310.681.921.1511i8.142.4310.681.921.1511j7.772.2010.922.361.56MAX Rx0.0000.0000.000MAX Ry0.0000.0007.835MIN Rmz0.0000.0000.000MIN Rx0.0000.0000.000MIN Ry0.0000.000-3272.113BEARING:2相應(yīng)Rmz相應(yīng)Rx相應(yīng)RyMAX Rmz0.0000.0000.000MAX Rx0.0000.0000.000MAX Ry0.0000.0007.835MIN R

35、mz0.0000.0000.000MIN Rx0.0000.0000.000MIN Ry0.0000.000-3272.113*運營階段驗算*運營階段混凝土的最大應(yīng)力*12i7.772.2010.922.361.5612j6.901.8011.423.592.0013i6.901.8011.423.592.0013j5.751.3912.025.322.0814i5.751.3912.025.322.0814j4.751.1812.316.822.1115i4.751.1812.316.822.1115j2.650.759.116.651.4416i2.650.759.116.651.4416

36、j1.090.679.238.681.3817i1.090.679.238.681.3817j0.760.709.179.091.4818i0.760.709.179.091.47上緣最大應(yīng)力不滿足要求的斷面數(shù): 0上緣最小應(yīng)力不滿足要求的斷面數(shù): 0下緣最大應(yīng)力不滿足要求的斷面數(shù): 0下緣最小應(yīng)力不滿足要求的斷面數(shù): 0剪應(yīng)力不滿足要求的斷面數(shù): 0上緣最大應(yīng)力= 8.17上緣最小應(yīng)力=0.67下緣最大應(yīng)力=12.31下緣最小應(yīng)力=1.91最大剪應(yīng)力= 2.11各截面箍筋間距計算值*說明：此處的箍筋間距僅供設(shè)計參考，設(shè)計者還應(yīng)考慮規(guī)范的構(gòu)造要求 和實際情況確定實際的間距。- 根據(jù)橋規(guī)TB10

37、002.3-2005第6.3.17條單元號 結(jié)點號 間距1j0.2002i0.2002j0.2003i0.2003j0.2004i0.2000.2000.2000.2000.2000.2000.2007j0.2008i0.2008j0.2009i0.2009j0.20010i0.20010j0.20011i0.20011j0.200*45566712i 0.20012j0.20013i0.20013j0.20014i0.20014j0.20015i0.20015j0.20016i0.20016j0.20017i0.20017j0.20018i0.200最小箍筋間距=0.20最大箍筋間距=0.2

38、0*運營階段正截面抗裂安全系數(shù)*-根據(jù)橋規(guī)TB10002.3-2005第6.3.9-1條|Vt 1 p.單元號結(jié)點號抗裂安全系數(shù)上緣下緣1j100.00100.002i100.00100.002j100.0059.673i100.0059.673j9.134.284i9.134.284j4.332.475i4.332.475j3.732.016i3.732.016j3.731.697i3.731.697j3.921.538i3.921.538j4.021.479i4.021.479j4.031.4810i4.031.4810j4.021.4711i4.021.4711j3.921.5312i3

39、.921.5312j3.731.6913i3.731.6913j3.732.0114i3.732.0114j4.332.4715i4.332.4715j9.134.2816i9.134.2816j100.0059.8317i100.0059.8317j100.00100.00*運營階段正截面強度安全系數(shù)*18 i 100.00上緣抗裂不滿足要求的斷面數(shù): 0下緣抗裂不滿足要求的斷面數(shù): 0上緣抗裂安全系數(shù)最小值= 3.73下緣抗裂安全系數(shù)最小值= 1.47運營階段混凝土的主應(yīng)力*-根據(jù)橋規(guī)TB10002.3-2005第6.3.9-2條|Vt 1 p.單元號結(jié)點號最大主應(yīng)力最小主應(yīng)力1j6.53

40、-0.582i6.69-0.882j6.62-0.803i6.62-0.803j6.15-0.724i6.15-0.724j8.16-1.175i8.16-1.175j7.87-1.096i7.87-1.096j7.47-0.967i7.47-0.967j7.12-0.628i7.12-0.628j7.32-0.359i7.32-0.359j7.35-0.1610i7.35-0.1610j7.31-0.3511i7.31-0.3511j7.12-0.6212i7.12-0.6212j7.47-0.9613i7.47-0.9613j7.87-1.0914i7.87-1.0914j8.16-1.1

41、715i8.16-1.1715j6.15-0.7216i6.15-0.7216j6.62-0.8017i6.62-0.8017j6.69-0.8818i6.49-0.58最大主應(yīng)力不滿足要求的斷面數(shù): 0最小主應(yīng)力不滿足要求的斷面數(shù): 0最大主應(yīng)力=8.16最小主應(yīng)力=-1.17100.00*-根據(jù)橋規(guī)TBJ TB10002.3-2005第6.2節(jié)|Vt 1 1=1.單元號結(jié)點號安全系數(shù)受力特點1j76.21受彎，負彎矩控制2i76.21受彎，負彎矩控制2j26.22受彎，正彎矩控制3i26.22受彎，正彎矩控制3j5.48受彎，正彎矩控制4i5.48受彎，正彎矩控制4j3.28受彎，正彎矩控

42、制5i3.28受彎，正彎矩控制5j2.75受彎，正彎矩控制6i2.75受彎，正彎矩控制6j2.36受彎，正彎矩控制7i2.36受彎，正彎矩控制7j2.14受彎，正彎矩控制8i2.14受彎，正彎矩控制8j2.06受彎，正彎矩控制9i2.06受彎，正彎矩控制9j2.05受彎，正彎矩控制10i2.05受彎，正彎矩控制10j2.06受彎，正彎矩控制11i2.06受彎，正彎矩控制11j2.14受彎，正彎矩控制12i2.14受彎，正彎矩控制12j2.36受彎，正彎矩控制13i2.36受彎，正彎矩控制13j2.75受彎，正彎矩控制14i2.75受彎，正彎矩控制14j3.28受彎，正彎矩控制15i3.28受彎

43、，正彎矩控制15j5.48受彎，正彎矩控制16i5.48受彎，正彎矩控制16j26.24受彎，正彎矩控制17i26.24受彎，正彎矩控制17j76.21受彎，負彎矩控制18i76.21受彎，負彎矩控制正截面強度不滿足要求的斷面數(shù): 0正截面強度最小比值（承載能力/內(nèi)力絕對值）= 2.05 +荷載組合:主力+附加力+根據(jù)橋規(guī)TB10002.3-2005第6.3.10-11條-最大壓應(yīng)力dCW0.55fc (MPa)且不容許出現(xiàn)拉應(yīng)力根據(jù)橋規(guī)TB10002.3-2005第6.3.15條-最大剪應(yīng)力:Tc=T-TpW0.17*fc(MPa)無豎向預(yù)應(yīng)力或Tc=T-TpW0.17*fc+0.55dcy

44、 (MPa)有豎向預(yù)應(yīng)力*運營階段混凝土的最大應(yīng)力*|Vt 1 p.單元號結(jié)點號上緣正應(yīng)力下緣正應(yīng)力最大剪應(yīng)力最大最小最大最小1j0.940.619.588.881.472i0.940.619.588.881.482j1.260.589.638.471.383i1.260.589.638.471.383j2.830.669.516.451.444i2.830.669.516.451.444j4.841.1312.666.652.115i4.841.1312.666.652.115j5.841.3412.365.142.086i5.841.3412.365.142.086j7.001.7611.

45、763.412.007i7.001.7611.763.412.007j7.872.1511.262.191.568i7.872.1511.262.191.568j8.242.3811.021.741.159i8.242.3811.021.741.159j8.262.4511.051.840.7710i8.262.4511.051.840.7710j8.232.3811.021.751.1511i8.232.3811.021.751.1511j7.872.1511.262.191.5612i7.872.1511.262.191.5612j7.001.7611.763.422.0013i7.001

46、.7611.763.422.0013j5.841.3412.365.152.0814i5.841.3412.365.152.0814j4.841.1312.666.652.1115i4.841.1312.666.652.1115j2.830.669.516.451.4416i2.830.669.516.451.4416j1.260.589.638.481.3817i1.260.589.638.481.3817j0.940.619.588.881.4818i0.940.619.588.881.47上緣最大應(yīng)力不滿足要求的斷面數(shù): 0上緣最小應(yīng)力不滿足要求的斷面數(shù): 0下緣最大應(yīng)力不滿足要求的斷面

47、數(shù): 0下緣最小應(yīng)力不滿足要求的斷面數(shù): 0剪應(yīng)力不滿足要求的斷面數(shù):0上緣最大應(yīng)力=8.26上緣最小應(yīng)力=0.58下緣最大應(yīng)力=12.66下緣最小應(yīng)力=1.74最大剪應(yīng)力= 2.11各截面箍筋間距計算值*說明：此處的箍筋間距僅供設(shè)計參考，設(shè)計者還應(yīng)考慮規(guī)范的構(gòu)造要求 和實際情況確定實際的間距。*- 根據(jù)橋規(guī)TB10002.3-2005第6.3.17條|Vt 1 p.單元號結(jié)點號間距1j0.2002i0.2002j0.2003i0.2003j0.2004i0.2004j0.2005i0.2005j0.2006i0.2006j0.2007i0.2007j0.2008i0.2008j0.2009i0.2009j0.20010i0.20010j0.20011i0.20011j0.20012i0.20012j0.20013i0.20013j0.20014i0.20014j0.20015i0.20015j0.20016i0.20016j0.20017i0.20017j0.20018 i最小箍筋間距= 0.20最大箍筋間距= 0.200.200*運營階段正截面抗裂安全系數(shù)*-根據(jù)橋規(guī)TB10002.3-2005第6.3.9-