某某拱桥加固设计计算书

1、目 录一、桥梁概况1二、计算依据12.1 参考资料12.2 结构基本资料12.2.1 基本构造及相关尺寸12.2.2 构件材料特性22.2.3 荷载2三、结构分析及计算原则3四、加固前内力计算及承载力验算54.1 内力计算结果54.2 荷载组合及承载力验算54.3 验算结果及建议6五、加固方案6六、加固后内力计算及承载力验算66.1 内力计算结果66.2 荷载组合及承载力验算66.3 验算结果7×××桥加固设计计算书一、桥梁概况*大桥主桥上部结构形式为5孔钢筋混凝土连续肋拱桥形式，由上下游两幅对称结构桥并列组成，两岸边孔跨径为60m，3中孔跨径为120m，全长54

2、4.5m。主桥桥面全宽26m，横向布置为0.25m（栏杆）+1.5m（人行道）+10.5m（车行道）+1.5m（中央分隔带）+10.5m（车行道）+1.5m（人行道）+0.25m（栏杆）。主桥下部结构为重力式墩台，基础 分别为桩基础、扩大基础及沉井基础。桥梁设计荷载为汽-超20，挂-120。二、计算依据2.1 参考资料(1) *桥主桥相关设计资料(2) 公路桥涵通用设计规范（JTG D60-2004）(3) 公路圬工桥涵设计规范（JTG D61-2005）(4) 公路砖石及混凝土桥涵设计规范（JTJ022-85）(5) 公路钢筋混凝土及预应力混凝土桥涵设计规范（JTG D62-2004）2.2

3、 结构基本资料2.2.1 基本构造及相关尺寸(1) 60m边孔拱圈：钢筋混凝土箱形双肋拱，拱轴线采用悬链线形式，净跨60m，净矢高10m，矢跨比1/6，拱轴系数m=1.543，拱肋高1.5m，宽2.84m，自拱脚至第2根立柱间拱肋顶面设有混凝土加强层，厚度由10cm渐变至0。肋间系梁：采用桁式结构，上下弦杆尺寸为50cm×30cm，腹杆尺寸为30cm×15cm。拱上排架：立柱尺寸为90cm×90cm，盖梁尺寸为90cm×90cm，立柱横梁尺寸为60cm×60cm。行车道板：采用预制实心板，板高32cm，中板及人行道侧边板板宽均为1.0m，分隔带

4、侧边板板宽为0.75m。桥面铺装：8cm厚现浇防水混凝土。(2) 120m中孔拱圈：钢筋混凝土箱形双肋拱，拱轴线采用悬链线形式，净跨120m，净矢高20m，矢跨比1/6，拱轴系数m=1.543，拱肋高2.2m，宽2.9m，自拱脚至第4根立柱间拱肋顶面设有混凝土加强层，厚度由20cm渐变至0。肋间系梁：尺寸与边孔相同。拱上排架：尺寸与边孔相同。行车道板：采用预制实心板，板高45cm，中板及人行道侧边板板宽均为1.25m，分隔带侧边板板宽为0.495m。桥面铺装：8cm厚现浇防水混凝土。2.2.2 构件材料特性60m边孔各构件材料特性列于表1中。120m中孔各构件材料特性列于表2中。表1 60cm

5、边孔各构件材料特性构件材料弹模E(MPa)密度r (kg/m3)泊松比m热膨胀系数a (/)拱肋C383.3×10425000.1671.0×10-5行车道板C283.0×10425000.1671.0×10-5拱上排架C232.85×10425000.1671.0×10-5肋间系梁C283.0×10425000.1671.0×10-5表2 120cm中孔各构件材料特性构件材料弹模E(MPa)密度r (kg/m3)泊松比m热膨胀系数a (/)拱肋C383.3×10425000.1671.0×10

6、-5行车道板C283.0×10425000.1671.0×10-5拱上排架C232.85×10425000.1671.0×10-5肋间系梁C283.0×10425000.1671.0×10-52.2.3 荷载一期恒载：取结构重力，以构件容重的形式输入，由程序自动加载。（为考虑桥面现浇防水混凝土的抗弯刚度，将桥面铺装中的现浇混凝土层重量包含于行车道板中，二期恒载不再单独考虑。）二期恒载：根据全桥工程数量表计算得到，其中分隔带、灯柱及排水铁管（装满水）单位长度质量为655.1kg/m，直接作用于分隔带侧边板上，人行道及栏杆单位长度质量为7

7、37.6kg/m。活载：公路-I级荷载，按两车道考虑，考虑相应的冲击系数，按横向最不利位置施加于行车道板上；人群荷载按人行道宽1.5m考虑。温度荷载：根据规范，按升温20，降温-15考虑。三、结构分析及计算原则采用通用有限元计算程序Ansys（v7.1）对主桥结构进行建模分析。公路钢筋混凝土及预应力混凝土桥涵设计规范（JTG D62-2004）第4.3.11条规定，当桥墩抗推刚度与主拱抗推刚度之比大于37时，可按单跨拱桥计算，而本桥桥墩抗推刚度与中孔或边孔抗推刚度之比最小为247，远大于规范规定，因此，计算模型不考虑连拱的影响，对60m边孔结构和120m中孔结构分别进行建模计算，因此，结构模型

8、中忽略下部结构的作用，而在拱脚处直接固结。计算模型中，各构件均采用空间杆单元模拟，为了模拟拱脚加强层的作用，拱圈采用变截面单元模拟。为了正确考虑偏载的影响，上部行车道板采用梁格法建模，考虑了现浇混凝土层的抗弯作用，行车道板之间的连接采用刚接，抗弯刚度根据现浇层的实际厚度计算得出。计算模型中未考虑栏杆、人行道板及隔离带等对桥面纵梁抗弯刚度的增强作用，只考虑其质量的影响。60m边孔各构件截面几何特性列于表3中。120m中孔各构件截面几何特性列于表4中。表3 60cm边孔各构件截面几何特性构件面积(m2)抗弯惯矩Izz(m4)抗弯惯矩Iyy(m4)抗扭惯矩J(m4)拱肋(拱脚)1.8140.6313

9、01.256831.10619拱肋(立柱1)1.7490.596831.212921.06483拱肋(无加强层)1.6500.492161.069120.92225中板0.4000.001330.033330.01601边板0.3400.007040.016130.01203盖梁0.8100.054680.054680.09307立柱0.8100.054680.054680.09307立柱横梁0.3600.010800.010800.01839肋间系梁弦杆0.1000.002080.000330.00101肋间系梁腹杆0.0450.000340.000080.00023表4 120m中孔各构件

10、截面几何特性构件面积(m2)抗弯惯矩Izz(m4)抗弯惯矩Iyy(m4)抗扭惯矩J(m4)拱肋(拱脚)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(无加强层)2.4501.527481.734732.19269中板0.5040.014420.073410.03995人行道侧边板0.4800.013900.064540.03661分隔带侧边板0.2480.009640.005660.010

11、04盖梁0.8100.054680.054680.09307立柱0.8100.054680.054680.09307立柱横梁0.3600.010800.010800.01839肋间系梁弦杆0.1000.002080.000330.00101肋间系梁腹杆0.0450.000340.000080.00023边孔结构计算模型见图1。中孔结构计算模型见图2。图1 60cm边孔结构离散图图2 120m中孔结构离散图四、加固前内力计算及承载力验算4.1 内力计算结果60m边孔拱圈内力计算结果见表5。120m中孔拱圈内力计算结果见表6。4.2 荷载组合及承载力验算根据公路桥涵通用设计规范（JTG 60-20

12、04），主要验算以下五种组合：组合1：恒载+汽车+人群组合2：恒载+汽车+人群+温升组合3：恒载+汽车+人群+温降组合4：恒载+汽车+温升组合5：恒载+汽车+温降参考60m边孔拱圈截面纵向受拉钢筋配筋率为0.32%，120m中孔拱圈截面纵向受拉钢筋配筋率为0.40%，均大于公路砖石及混凝土桥涵设计规范（JTJ022-85）表3.0.2-2中的规定，因此边、中孔拱圈截面的内力组合及承载力验算均参照公路钢筋混凝土及预应力混凝土桥涵设计规范（JTG D62-2004）相关规定进行。60m边孔拱圈在组合15下的正截面抗力验算结果分别列于表711中。120m中孔拱圈在组合15下的正截面抗力验算结果分别列

13、于表1216中。4.3 验算结果及建议由表711中的验算结果可知，60m边孔拱圈拱脚截面在组合5（恒载+汽车+温降）下正截面抗力受力最不利，安全系数为1.155，满足规范要求。由表1216中的验算结果可知，120m中孔拱圈拱脚截面在组合3（恒载+汽车+人群+温降）下正截面抗力安全系数为0.841，不满足规范要求，因此，120m中孔拱脚截面需进行加固。五、加固方案为了有效地加强边孔和中孔拱脚截面，采用如下加固方案： 对于60m边孔，在拱圈拱脚和2立柱间拱背上现浇钢筋混凝土，厚度从拱脚的20cm渐变至2立柱处的0cm；对于120m中孔，在拱圈拱脚和2立柱间拱背上现浇钢筋混凝土，厚度从拱脚的20cm

14、渐变至2立柱处的10cm。为了增强新浇混凝土与原拱圈的联结，保证原拱圈和新增拱圈能够协调受力，需在原拱圈上植筋。六、加固后内力计算及承载力验算6.1 内力计算结果考虑到加固时，原桥的全部恒载已由原主拱圈承受，因此，在进行恒载内力计算时，经过加固的主拱圈的截面刚度仍取原拱圈的截面刚度，将新增的混凝土拱圈作为恒载作用于原拱圈上。活载和温度荷载内力计算时，加固截面采用组合截面。按照上述考虑，对加固后的边孔和主孔结构用Ansys软件重新进行计算分析，得出60m边孔拱圈内力计算结果见表17，120m中孔拱圈内力计算结果见表18。6.2 荷载组合及承载力验算加固后荷载组合和承载力验算中相关参数取值与加固前

15、相同。加固后的60m边孔拱圈在组合15下的正截面抗力验算结果分别列于表1923中。加固后的120m中孔拱圈在组合15下的正截面抗力验算结果分别列于表2428中。6.3 验算结果由表1923中的验算结果可知，加固后，60m边孔拱圈拱脚截面在组合5（恒载+汽车+人群+温降）下正截面抗力安全系数由加固前的1.155增加至1.692，满足规范要求，其他各截面的安全系数均有所提高，满足规范要求。由表2428中的验算结果可知，加固后，120m中孔拱圈拱脚截面在组合3（恒载+汽车+人群+温降）下正截面抗力安全系数由加固前的0.841增加至1.138，满足规范要求，其他各截面的安全系数均有所提高，满足规范要求

16、。- 32 -表5 加固前60m边孔拱圈内力结果截面位置(m)恒载温升温降汽车Mmax汽车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(拱脚)-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(拱顶)-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中孔拱圈内力结果截面位置(m)恒载温升温降汽车Mmax汽车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(拱脚)-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(拱顶)-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边孔拱圈组合1下正截面抗力验算结果截面位置(m)MmaxMminM(kN.m)N(kN)Nu(kN)受压类型安全系数M(kN.m)N(kN)Nu(kN)受压类型安全系数0.00(拱脚)658.0-8404.636630.5小偏心受压4.358-5096.0-9536.814827.2大偏心受压1.5551.2246.5-8341.634942.6小偏心受压4.189-4386.3-972

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

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

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

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

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

39、84.2-5623.425248.3小偏心受压4.49029.22932.1-5188.322169.9小偏心受压4.273-519.8-6370.126272.2小偏心受压4.12430.44(拱顶)553.1-5146.325089.5小偏心受压4.875-480.8-6419.326591.8小偏心受压4.142表8 加固前60m边孔拱圈组合2下正截面抗力验算结果截面位置(m)MmaxMminM(kN.m)N(kN)Nu(kN)受压类型安全系数M(kN.m)N(kN)Nu(kN)受压类型安全系数0.00(拱脚)2596.9-8650.526027.1小偏心受压3.009-3115.3-9

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

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

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

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

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

45、31-1105.4-6201.322224.5小偏心受压3.58428.01929.3-6733.023824.3小偏心受压3.538-1132.9-6290.622152.3小偏心受压3.52129.22344.4-5862.527384.4小偏心受压4.671-1100.4-7038.023088.6小偏心受压3.28130.44(拱顶)-44.5-5821.530118.6小偏心受压5.174-1072.0-7086.423291.2小偏心受压3.287表9 加固前60m边孔拱圈组合3下正截面抗力验算结果截面位置(m)MmaxMminM(kN.m)N(kN)Nu(kN)受压类型安全系数M

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