某某拱橋加固設(shè)計(jì)計(jì)算書

1、目 錄一、橋梁概況1二、計(jì)算依據(jù)12.1 參考資料12.2 結(jié)構(gòu)基本資料12.2.1 基本構(gòu)造及相關(guān)尺寸12.2.2 構(gòu)件材料特性22.2.3 荷載2三、結(jié)構(gòu)分析及計(jì)算原則3四、加固前內(nèi)力計(jì)算及承載力驗(yàn)算54.1 內(nèi)力計(jì)算結(jié)果54.2 荷載組合及承載力驗(yàn)算54.3 驗(yàn)算結(jié)果及建議6五、加固方案6六、加固后內(nèi)力計(jì)算及承載力驗(yàn)算66.1 內(nèi)力計(jì)算結(jié)果66.2 荷載組合及承載力驗(yàn)算66.3 驗(yàn)算結(jié)果7×××橋加固設(shè)計(jì)計(jì)算書一、橋梁概況*大橋主橋上部結(jié)構(gòu)形式為5孔鋼筋混凝土連續(xù)肋拱橋形式，由上下游兩幅對稱結(jié)構(gòu)橋并列組成，兩岸邊孔跨徑為60m，3中孔跨徑為120m，全長54

2、4.5m。主橋橋面全寬26m，橫向布置為0.25m（欄桿）+1.5m（人行道）+10.5m（車行道）+1.5m（中央分隔帶）+10.5m（車行道）+1.5m（人行道）+0.25m（欄桿）。主橋下部結(jié)構(gòu)為重力式墩臺，基礎(chǔ) 分別為樁基礎(chǔ)、擴(kuò)大基礎(chǔ)及沉井基礎(chǔ)。橋梁設(shè)計(jì)荷載為汽-超20，掛-120。二、計(jì)算依據(jù)2.1 參考資料(1) *橋主橋相關(guān)設(shè)計(jì)資料(2) 公路橋涵通用設(shè)計(jì)規(guī)范（JTG D60-2004）(3) 公路圬工橋涵設(shè)計(jì)規(guī)范（JTG D61-2005）(4) 公路磚石及混凝土橋涵設(shè)計(jì)規(guī)范（JTJ022-85）(5) 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）2.2

3、 結(jié)構(gòu)基本資料2.2.1 基本構(gòu)造及相關(guān)尺寸(1) 60m邊孔拱圈：鋼筋混凝土箱形雙肋拱，拱軸線采用懸鏈線形式，凈跨60m，凈矢高10m，矢跨比1/6，拱軸系數(shù)m=1.543，拱肋高1.5m，寬2.84m，自拱腳至第2根立柱間拱肋頂面設(shè)有混凝土加強(qiáng)層，厚度由10cm漸變至0。肋間系梁：采用桁式結(jié)構(gòu)，上下弦桿尺寸為50cm×30cm，腹桿尺寸為30cm×15cm。拱上排架：立柱尺寸為90cm×90cm，蓋梁尺寸為90cm×90cm，立柱橫梁尺寸為60cm×60cm。行車道板：采用預(yù)制實(shí)心板，板高32cm，中板及人行道側(cè)邊板板寬均為1.0m，分隔帶

4、側(cè)邊板板寬為0.75m。橋面鋪裝：8cm厚現(xiàn)澆防水混凝土。(2) 120m中孔拱圈：鋼筋混凝土箱形雙肋拱，拱軸線采用懸鏈線形式，凈跨120m，凈矢高20m，矢跨比1/6，拱軸系數(shù)m=1.543，拱肋高2.2m，寬2.9m，自拱腳至第4根立柱間拱肋頂面設(shè)有混凝土加強(qiáng)層，厚度由20cm漸變至0。肋間系梁：尺寸與邊孔相同。拱上排架：尺寸與邊孔相同。行車道板：采用預(yù)制實(shí)心板，板高45cm，中板及人行道側(cè)邊板板寬均為1.25m，分隔帶側(cè)邊板板寬為0.495m。橋面鋪裝：8cm厚現(xiàn)澆防水混凝土。2.2.2 構(gòu)件材料特性60m邊孔各構(gòu)件材料特性列于表1中。120m中孔各構(gòu)件材料特性列于表2中。表1 60cm

5、邊孔各構(gòu)件材料特性構(gòu)件材料彈模E(MPa)密度r (kg/m3)泊松比m熱膨脹系數(shù)a (/)拱肋C383.3×10425000.1671.0×10-5行車道板C283.0×10425000.1671.0×10-5拱上排架C232.85×10425000.1671.0×10-5肋間系梁C283.0×10425000.1671.0×10-5表2 120cm中孔各構(gòu)件材料特性構(gòu)件材料彈模E(MPa)密度r (kg/m3)泊松比m熱膨脹系數(shù)a (/)拱肋C383.3×10425000.1671.0×10

6、-5行車道板C283.0×10425000.1671.0×10-5拱上排架C232.85×10425000.1671.0×10-5肋間系梁C283.0×10425000.1671.0×10-52.2.3 荷載一期恒載：取結(jié)構(gòu)重力，以構(gòu)件容重的形式輸入，由程序自動加載。（為考慮橋面現(xiàn)澆防水混凝土的抗彎剛度，將橋面鋪裝中的現(xiàn)澆混凝土層重量包含于行車道板中，二期恒載不再單獨(dú)考慮。）二期恒載：根據(jù)全橋工程數(shù)量表計(jì)算得到，其中分隔帶、燈柱及排水鐵管（裝滿水）單位長度質(zhì)量為655.1kg/m，直接作用于分隔帶側(cè)邊板上，人行道及欄桿單位長度質(zhì)量為7

7、37.6kg/m?；钶d：公路-I級荷載，按兩車道考慮，考慮相應(yīng)的沖擊系數(shù)，按橫向最不利位置施加于行車道板上；人群荷載按人行道寬1.5m考慮。溫度荷載：根據(jù)規(guī)范，按升溫20，降溫-15考慮。三、結(jié)構(gòu)分析及計(jì)算原則采用通用有限元計(jì)算程序Ansys（v7.1）對主橋結(jié)構(gòu)進(jìn)行建模分析。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）第4.3.11條規(guī)定，當(dāng)橋墩抗推剛度與主拱抗推剛度之比大于37時，可按單跨拱橋計(jì)算，而本橋橋墩抗推剛度與中孔或邊孔抗推剛度之比最小為247，遠(yuǎn)大于規(guī)范規(guī)定，因此，計(jì)算模型不考慮連拱的影響，對60m邊孔結(jié)構(gòu)和120m中孔結(jié)構(gòu)分別進(jìn)行建模計(jì)算，因此，結(jié)構(gòu)模型

8、中忽略下部結(jié)構(gòu)的作用，而在拱腳處直接固結(jié)。計(jì)算模型中，各構(gòu)件均采用空間桿單元模擬，為了模擬拱腳加強(qiáng)層的作用，拱圈采用變截面單元模擬。為了正確考慮偏載的影響，上部行車道板采用梁格法建模，考慮了現(xiàn)澆混凝土層的抗彎作用，行車道板之間的連接采用剛接，抗彎剛度根據(jù)現(xiàn)澆層的實(shí)際厚度計(jì)算得出。計(jì)算模型中未考慮欄桿、人行道板及隔離帶等對橋面縱梁抗彎剛度的增強(qiáng)作用，只考慮其質(zhì)量的影響。60m邊孔各構(gòu)件截面幾何特性列于表3中。120m中孔各構(gòu)件截面幾何特性列于表4中。表3 60cm邊孔各構(gòu)件截面幾何特性構(gòu)件面積(m2)抗彎慣矩Izz(m4)抗彎慣矩Iyy(m4)抗扭慣矩J(m4)拱肋(拱腳)1.8140.6313

9、01.256831.10619拱肋(立柱1)1.7490.596831.212921.06483拱肋(無加強(qiáng)層)1.6500.492161.069120.92225中板0.4000.001330.033330.01601邊板0.3400.007040.016130.01203蓋梁0.8100.054680.054680.09307立柱0.8100.054680.054680.09307立柱橫梁0.3600.010800.010800.01839肋間系梁弦桿0.1000.002080.000330.00101肋間系梁腹桿0.0450.000340.000080.00023表4 120m中孔各構(gòu)件

10、截面幾何特性構(gòu)件面積(m2)抗彎慣矩Izz(m4)抗彎慣矩Iyy(m4)抗扭慣矩J(m4)拱肋(拱腳)2.8502.146042.136562.72899拱肋(立柱1)2.8212.113692.116232.70453拱肋(立柱2)2.7342.016292.055252.63031拱肋(立柱3)2.5311.785951.912962.44708拱肋(無加強(qiáng)層)2.4501.527481.734732.19269中板0.5040.014420.073410.03995人行道側(cè)邊板0.4800.013900.064540.03661分隔帶側(cè)邊板0.2480.009640.005660.010

11、04蓋梁0.8100.054680.054680.09307立柱0.8100.054680.054680.09307立柱橫梁0.3600.010800.010800.01839肋間系梁弦桿0.1000.002080.000330.00101肋間系梁腹桿0.0450.000340.000080.00023邊孔結(jié)構(gòu)計(jì)算模型見圖1。中孔結(jié)構(gòu)計(jì)算模型見圖2。圖1 60cm邊孔結(jié)構(gòu)離散圖圖2 120m中孔結(jié)構(gòu)離散圖四、加固前內(nèi)力計(jì)算及承載力驗(yàn)算4.1 內(nèi)力計(jì)算結(jié)果60m邊孔拱圈內(nèi)力計(jì)算結(jié)果見表5。120m中孔拱圈內(nèi)力計(jì)算結(jié)果見表6。4.2 荷載組合及承載力驗(yàn)算根據(jù)公路橋涵通用設(shè)計(jì)規(guī)范（JTG 60-20

12、04），主要驗(yàn)算以下五種組合：組合1：恒載+汽車+人群組合2：恒載+汽車+人群+溫升組合3：恒載+汽車+人群+溫降組合4：恒載+汽車+溫升組合5：恒載+汽車+溫降參考60m邊孔拱圈截面縱向受拉鋼筋配筋率為0.32%，120m中孔拱圈截面縱向受拉鋼筋配筋率為0.40%，均大于公路磚石及混凝土橋涵設(shè)計(jì)規(guī)范（JTJ022-85）表3.0.2-2中的規(guī)定，因此邊、中孔拱圈截面的內(nèi)力組合及承載力驗(yàn)算均參照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）相關(guān)規(guī)定進(jìn)行。60m邊孔拱圈在組合15下的正截面抗力驗(yàn)算結(jié)果分別列于表711中。120m中孔拱圈在組合15下的正截面抗力驗(yàn)算結(jié)果分別列

13、于表1216中。4.3 驗(yàn)算結(jié)果及建議由表711中的驗(yàn)算結(jié)果可知，60m邊孔拱圈拱腳截面在組合5（恒載+汽車+溫降）下正截面抗力受力最不利，安全系數(shù)為1.155，滿足規(guī)范要求。由表1216中的驗(yàn)算結(jié)果可知，120m中孔拱圈拱腳截面在組合3（恒載+汽車+人群+溫降）下正截面抗力安全系數(shù)為0.841，不滿足規(guī)范要求，因此，120m中孔拱腳截面需進(jìn)行加固。五、加固方案為了有效地加強(qiáng)邊孔和中孔拱腳截面，采用如下加固方案： 對于60m邊孔，在拱圈拱腳和2立柱間拱背上現(xiàn)澆鋼筋混凝土，厚度從拱腳的20cm漸變至2立柱處的0cm；對于120m中孔，在拱圈拱腳和2立柱間拱背上現(xiàn)澆鋼筋混凝土，厚度從拱腳的20cm

14、漸變至2立柱處的10cm。為了增強(qiáng)新澆混凝土與原拱圈的聯(lián)結(jié)，保證原拱圈和新增拱圈能夠協(xié)調(diào)受力，需在原拱圈上植筋。六、加固后內(nèi)力計(jì)算及承載力驗(yàn)算6.1 內(nèi)力計(jì)算結(jié)果考慮到加固時，原橋的全部恒載已由原主拱圈承受，因此，在進(jìn)行恒載內(nèi)力計(jì)算時，經(jīng)過加固的主拱圈的截面剛度仍取原拱圈的截面剛度，將新增的混凝土拱圈作為恒載作用于原拱圈上?；钶d和溫度荷載內(nèi)力計(jì)算時，加固截面采用組合截面。按照上述考慮，對加固后的邊孔和主孔結(jié)構(gòu)用Ansys軟件重新進(jìn)行計(jì)算分析，得出60m邊孔拱圈內(nèi)力計(jì)算結(jié)果見表17，120m中孔拱圈內(nèi)力計(jì)算結(jié)果見表18。6.2 荷載組合及承載力驗(yàn)算加固后荷載組合和承載力驗(yàn)算中相關(guān)參數(shù)取值與加固前

15、相同。加固后的60m邊孔拱圈在組合15下的正截面抗力驗(yàn)算結(jié)果分別列于表1923中。加固后的120m中孔拱圈在組合15下的正截面抗力驗(yàn)算結(jié)果分別列于表2428中。6.3 驗(yàn)算結(jié)果由表1923中的驗(yàn)算結(jié)果可知，加固后，60m邊孔拱圈拱腳截面在組合5（恒載+汽車+人群+溫降）下正截面抗力安全系數(shù)由加固前的1.155增加至1.692，滿足規(guī)范要求，其他各截面的安全系數(shù)均有所提高，滿足規(guī)范要求。由表2428中的驗(yàn)算結(jié)果可知，加固后，120m中孔拱圈拱腳截面在組合3（恒載+汽車+人群+溫降）下正截面抗力安全系數(shù)由加固前的0.841增加至1.138，滿足規(guī)范要求，其他各截面的安全系數(shù)均有所提高，滿足規(guī)范要求

16、。- 32 -表5 加固前60m邊孔拱圈內(nèi)力結(jié)果截面位置(m)恒載溫升溫降汽車Mmax汽車Mmin人群Mmax人群MminN(kN)M(kN.m)N(kN)M(kN.m)N(kN)M(kN.m)N(kN)M(kN.m)N(kN)M(kN.m)N(kN)M(kN.m)N(kN)M(kN.m)0.00(拱腳)-6993.0-1470.2-268.91994.9201.7-1496.2-907.31428.1-727.8-2232.8-126.2115.1-112.7-183.71.22-6955.6-1528.2-273.61713.2205.2-1284.9-893.91060.4-887.2-

17、1705.3-120.080.5-118.9-147.42.44-6917.2-1415.9-278.41445.9208.8-1084.4-849.7735.5-930.3-1340.5-103.452.4-135.3-109.13.65-6878.4-1123.1-282.51193.3211.9-895.0-813.4456.1-964.6-954.9-93.530.2-144.9-67.94.87-6838.4-662.8-286.8954.9215.1-716.2-685.4463.2-928.7-599.3-100.628.8-137.3-39.15.94(立柱1)-6400.0-

18、562.7-294.9783.8221.2-587.9-363.2822.0-1016.5-619.0-83.642.5-129.3-40.07.31-6369.9-607.0-299.2547.0224.4-410.2-222.1670.8-1157.9-499.1-39.429.8-173.7-38.08.52-6342.3-485.5-302.9349.8227.1-262.4-207.9605.9-1242.1-467.3-39.234.2-173.9-43.89.74-6314.5-204.8-306.1166.0229.6-124.5-599.6676.8-1180.6-508.9

19、-49.744.5-163.3-48.010.96-6284.6216.4-309.6-5.6232.24.2-657.31056.9-1115.7-574.3-68.558.8-144.2-49.112.18-6254.0791.9-312.7-164.4234.5123.3-685.81470.7-1079.5-614.2-80.278.8-132.0-48.612.94(立柱2)-5820.0163.7-365.632.8274.2-24.6-314.11264.0-1184.5-496.9-35.452.4-157.8-44.314-5804.8123.1-368.7-116.7276

20、.587.6-363.81113.1-1138.8-534.0-48.749.0-144.7-46.415.22(1/4拱)-5786.4193.3-371.7-275.4278.8206.6-408.0971.2-997.7-571.6-61.450.5-131.9-48.316.44-5767.0385.3-374.6-421.0280.9315.8-433.6851.9-975.0-615.9-68.756.1-124.5-48.117.66-5746.5696.3-377.1-553.7282.8415.3-776.91135.0-903.2-636.6-89.465.7-103.5-

21、45.918.87-5725.01123.8-379.4-673.7284.6505.3-793.71469.0-879.5-638.7-96.980.6-95.7-42.819.94(立柱3)-5063.1-30.6-539.7-267.6404.8200.7-384.81213.8-1027.3-571.5-41.648.4-123.8-51.221.31-5051.2-15.0-542.5-420.2406.9315.2-420.0929.9-972.1-502.0-49.534.6-115.8-39.522.53-5039.998.7-544.8-537.7408.6403.3-471

22、.0727.2-924.2-461.0-64.032.6-101.3-34.123.75-5027.9304.7-546.7-638.2410.0478.6-634.4669.5-934.1-408.9-59.936.6-105.1-29.624.96-5015.4601.9-548.3-721.8411.2541.3-688.2962.5-687.8-361.5-77.446.7-87.4-26.326.18-5001.7989.4-549.6-788.6412.2591.4-688.21292.5-679.9-335.8-79.163.0-85.2-24.226.94(立柱4)-4461.

23、0240.0-693.5-520.4520.1390.3-513.11249.0-702.8-565.9-62.954.3-78.3-44.028.01-4461.583.3-694.3-564.9520.8423.7-466.4962.1-754.2-448.4-46.736.8-94.7-35.629.22-4461.5-26.7-694.9-596.4521.2447.3-480.4666.8-651.5-326.3-48.522.5-93.0-27.730.44(拱頂)-4461.3-63.2-695.0-607.0521.2455.3-455.7425.0-681.6-268.2-4

24、2.019.0-99.5-26.3表6 加固前120m中孔拱圈內(nèi)力結(jié)果截面位置(m)恒載溫升溫降汽車Mmax汽車Mmin人群Mmax人群MminN(kN)M(kN.m)N(kN)M(kN.m)N(kN)M(kN.m)N(kN)M(kN.m)N(kN)M(kN.m)N(kN)M(kN.m)N(kN)M(kN.m)0.00(拱腳)-16895.0-5526.3-219.43422.1164.6-2566.6-1304.54475.8-1131.6-5863.4-216.9463.0-211.9-655.22.43-16767.0-4614.1-223.32963.4167.4-2222.5-127

25、2.83423.4-1250.8-4532.0-209.1346.3-219.0-470.65.18(立柱1)-16016.0-2718.5-224.82414.1168.6-1810.6-1245.72503.2-1144.0-3180.2-206.5264.3-184.8-274.57.28-15927.0-2978.4-228.22064.1171.2-1548.1-1189.41765.9-1292.9-2484.9-188.7181.7-202.7-220.89.7-15824.0-2636.0-231.51680.8173.6-1260.6-1028.71098.9-1339.3-

26、1873.1-177.7118.5-213.7-164.012.13-15721.0-1657.8-235.11318.9176.3-989.2-887.31456.3-1511.2-1426.3-152.0104.0-239.1-128.713.72(立柱2)-15180.0-965.8-238.71118.2179.1-838.6-567.21965.8-1534.0-1374.1-126.3117.8-243.0-122.215.77-15112.0-1127.9-241.5840.9181.2-630.7-396.51752.7-1754.3-1285.3-75.3104.8-294.

27、2-132.618.19-15032.0-752.0-244.4533.0183.3-399.7-654.91767.9-1792.9-1413.6-71.3129.4-298.1-161.020.62-14952.0229.0-247.4245.3185.5-184.0-724.42644.9-1698.7-1622.5-91.8171.0-277.4-181.022.25(立柱3)-14503.0492.5-260.7187.0195.6-140.2-471.82915.8-1713.1-1546.0-74.8170.9-277.5-171.424.26-14454.0450.9-263.

28、2-33.6197.425.2-539.82735.8-1602.8-1715.5-91.1179.5-261.2-191.226.69-14395.0949.4-265.6-280.6199.2210.5-851.22594.7-1534.8-1900.7-109.4202.5-242.8-205.629.11-14334.02011.7-268.1-508.1201.0381.1-906.83346.6-1471.5-2008.3-125.9237.3-225.8-209.230.78(立柱4)-13890.01800.5-304.5-392.7228.4294.5-616.63277.0

29、-1548.4-1708.7-98.3207.5-237.5-179.632.75-13856.01554.6-306.6-583.0229.9437.2-688.02990.6-1404.3-1809.6-115.4206.5-220.4-189.335.18-13812.01713.0-308.7-798.4231.5598.8-746.22705.8-1349.5-1911.2-130.1217.2-205.6-193.937.6-13766.02369.3-310.8-993.1233.1744.8-985.13314.5-1300.2-1944.3-143.1239.5-192.3-

30、189.139.32(立柱5)-13147.01127.8-404.6-688.2303.4516.1-618.52929.1-1432.6-1548.1-101.9179.3-211.9-157.941.24-13123.01016.6-406.4-855.7304.8641.8-695.52584.1-1359.3-1547.2-119.0170.5-194.8-153.043.67-13092.01275.8-408.3-1043.4306.2782.6-821.82243.2-1314.5-1514.7-129.9175.5-183.7-145.846.09-13059.01972.8

31、-410.0-1205.5307.5904.1-878.12857.1-1202.6-1440.9-128.0195.4-185.2-134.347.85(立柱6)-12069.061.0-589.8-760.0442.4570.0-428.92257.7-1394.3-1147.0-82.5119.3-195.3-115.149.73-12056.04.6-591.3-896.1443.5672.1-432.61902.7-1304.9-1057.9-82.1110.1-195.6-104.852.16-12038.0259.8-592.7-1039.5444.5779.6-576.4169

32、5.9-1279.1-1005.0-90.2121.1-187.4-99.654.58-12019.0880.9-593.8-1147.1445.3860.4-596.72360.4-1250.2-941.7-96.7150.6-180.4-96.256.38(立柱7)-10947.0-793.4-782.3-772.4586.7579.3-228.72008.7-1121.4-1061.1-63.1106.0-169.8-113.858.22-10946.0-1106.4-782.8-821.0587.1615.7-146.11493.8-1210.6-859.0-46.670.8-186.

33、4-93.060.65(拱頂)-10945.0-1256.1-782.9-844.0587.2633.0-103.3966.8-1255.5-690.8-38.857.1-194.2-86.3表7 加固前60m邊孔拱圈組合1下正截面抗力驗(yàn)算結(jié)果截面位置(m)MmaxMminM(kN.m)N(kN)Nu(kN)受壓類型安全系數(shù)M(kN.m)N(kN)Nu(kN)受壓類型安全系數(shù)0.00(拱腳)658.0-8404.636630.5小偏心受壓4.358-5096.0-9536.814827.2大偏心受壓1.5551.2246.5-8341.634942.6小偏心受壓4.189-4386.3-972

34、1.916614.0大偏心受壓1.7092.44-327.5-8222.632972.3小偏心受壓4.010-3697.9-9754.618702.0大偏心受壓1.9173.65-450.7-8121.931771.6小偏心受壓3.912-2760.6-9766.821402.7小偏心受壓2.1914.8717.9-7910.634461.4小偏心受壓4.356-1678.3-9660.125494.5小偏心受壓2.6395.94(立柱1)635.7-7002.233594.0小偏心受壓4.798-1586.5-9247.925432.5小偏心受壓2.7507.31365.6-6725.034

35、124.4小偏心受壓5.074-1469.7-9459.525548.5小偏心受壓2.7018.52401.1-6677.232441.5小偏心受壓4.859-1285.9-9544.525945.3小偏心受壓2.7189.74792.7-7209.628418.8小偏心受壓3.942-1012.0-9413.126613.2小偏心受壓2.82710.961805.2-8538.422905.0小偏心受壓2.683-642.7-8008.227349.6小偏心受壓3.41512.183097.4-8554.716781.8大偏心受壓1.962-122.5-7913.230098.8小偏心受壓3

36、.80412.94(立柱2)2024.8-7463.419287.3大偏心受壓2.584-581.6-7655.126540.2小偏心受壓3.467141760.9-7529.520579.1大偏心受壓2.733-676.4-7561.125904.8小偏心受壓3.42615.22(1/4拱)1648.2-7583.720733.5小偏心受壓2.734-661.1-7330.925871.5小偏心受壓3.52916.441717.9-7604.420416.9小偏心受壓2.685-530.8-7271.526683.0小偏心受壓3.67017.662498.2-8083.717985.4大偏心

37、受壓2.225-246.3-7126.928634.8小偏心受壓4.01818.873495.4-8089.713748.4大偏心受壓1.699181.7-7063.529111.2小偏心受壓4.12119.94(立柱3)1723.1-5648.418123.0大偏心受壓3.209-894.1-7652.624680.4小偏心受壓3.22521.311325.7-5694.720616.2大偏心受壓3.620-765.0-7552.125365.1小偏心受壓3.35922.531172.9-6778.922428.8小偏心受壓3.309-584.9-6447.125846.1小偏心受壓4.00

38、923.751343.9-6988.721680.5小偏心受壓3.102-301.0-6453.528000.7小偏心受壓4.33924.962122.1-7068.618289.6大偏心受壓2.58766.3-6076.229932.8小偏心受壓4.92626.183067.3-7054.213678.7大偏心受壓1.939492.1-6049.126284.0小偏心受壓4.34526.94(立柱4)2097.4-6141.916867.1大偏心受壓2.746-601.6-5532.725033.9小偏心受壓4.52528.011488.1-6059.120174.1大偏心受壓3.330-5

39、84.2-5623.425248.3小偏心受壓4.49029.22932.1-5188.322169.9小偏心受壓4.273-519.8-6370.126272.2小偏心受壓4.12430.44(拱頂)553.1-5146.325089.5小偏心受壓4.875-480.8-6419.326591.8小偏心受壓4.142表8 加固前60m邊孔拱圈組合2下正截面抗力驗(yàn)算結(jié)果截面位置(m)MmaxMminM(kN.m)N(kN)Nu(kN)受壓類型安全系數(shù)M(kN.m)N(kN)Nu(kN)受壓類型安全系數(shù)0.00(拱腳)2596.9-8650.526027.1小偏心受壓3.009-3115.3-9

40、784.520578.9小偏心受壓2.1031.221714.1-8592.929849.5小偏心受壓3.474-2686.8-9973.422206.1小偏心受壓2.2272.441082.2-8481.032988.5小偏心受壓3.890-2265.7-10008.623716.9小偏心受壓2.3703.65714.5-8385.734814.5小偏心受壓4.152-1581.7-10023.426411.0小偏心受壓2.6354.87949.7-8177.632620.4小偏心受壓3.989-604.4-8554.230649.6小偏心受壓3.5835.94(立柱1)1397.9-727

41、9.528568.2小偏心受壓3.925-812.8-9518.829642.7小偏心受壓3.1147.31897.4-7012.630167.0小偏心受壓4.302-928.4-9728.328417.2小偏心受壓2.9218.52739.2-6968.529992.1小偏心受壓4.304-936.9-9816.927827.3小偏心受壓2.8359.74949.1-7502.627633.2小偏心受壓3.683-842.6-9690.227615.0小偏心受壓2.85010.961791.5-8832.323243.3小偏心受壓2.632-641.3-8291.427494.6小偏心受壓3

42、.31612.182925.2-8849.917884.3大偏心受壓2.021-276.8-8201.229084.3小偏心受壓3.54612.94(立柱2)2049.6-7816.719601.1大偏心受壓2.508-543.3-7991.326927.1小偏心受壓3.370141639.6-7884.121084.1小偏心受壓2.674-784.3-7902.225456.4小偏心受壓3.22115.22(1/4拱)1371.2-7939.422441.4小偏心受壓2.827-924.2-7676.824527.8小偏心受壓3.19516.441297.5-7961.922825.9小偏心

43、受壓2.867-936.7-7621.124420.6小偏心受壓3.20417.661946.4-8440.720691.9大偏心受壓2.451-782.5-7481.925217.4小偏心受壓3.37018.872823.9-8448.017115.7大偏心受壓2.026-472.6-7421.927139.6小偏心受壓3.65719.94(立柱3)1454.0-6171.520518.9大偏心受壓3.325-1149.2-8164.223713.6小偏心受壓2.90521.31909.0-6219.423496.6小偏心受壓3.778-1171.2-8067.523535.7小偏心受壓2.

44、91722.53641.4-7303.825981.0小偏心受壓3.557-1107.1-6966.822986.8小偏心受壓3.29923.75713.3-7516.125654.0小偏心受壓3.413-922.3-6974.524029.4小偏心受壓3.44524.961408.3-7595.121945.5小偏心受壓2.889-637.3-6601.325579.4小偏心受壓3.87526.182285.7-7581.718246.4大偏心受壓2.407-277.3-6575.828232.7小偏心受壓4.29326.94(立柱4)1579.8-6812.720647.1大偏心受壓3.0

45、31-1105.4-6201.322224.5小偏心受壓3.58428.01929.3-6733.023824.3小偏心受壓3.538-1132.9-6290.622152.3小偏心受壓3.52129.22344.4-5862.527384.4小偏心受壓4.671-1100.4-7038.023088.6小偏心受壓3.28130.44(拱頂)-44.5-5821.530118.6小偏心受壓5.174-1072.0-7086.423291.2小偏心受壓3.287表9 加固前60m邊孔拱圈組合3下正截面抗力驗(yàn)算結(jié)果截面位置(m)MmaxMminM(kN.m)N(kN)Nu(kN)受壓類型安全系數(shù)M

46、(kN.m)N(kN)Nu(kN)受壓類型安全系數(shù)0.00(拱腳)-824.4-8189.329882.2小偏心受壓3.649-6536.5-9323.410933.0大偏心受壓1.1731.22-1224.0-8123.727115.8小偏心受壓3.338-5624.9-9504.213321.7大偏心受壓1.4022.44-1397.5-8003.525849.3小偏心受壓3.230-4745.4-9531.015389.8大偏心受壓1.6153.65-1556.7-9276.825955.6小偏心受壓2.798-3628.2-9538.918498.9大偏心受壓1.9394.87-820.5-9053.529546.2小偏心受壓3.264-2374.6-9430.122384.3小偏心受壓2.3745.94(立柱1)53.6-6773.733894.0小偏心受壓5.004-2157.1-9013.022720.2小偏心受壓2.5217.31-40.6-6499.6