1、1梁 1 計算結果1.1 持久狀況承載能力極限狀態1.1.1 正截面承載力1.1.1.1 最大彎矩根據公路鋼筋混凝土及預應力混凝土橋涵設計規范(JTG D62-2004)第 5.1.5 條的規定，橋梁構件的承載能力極限狀態計算應滿足：0MdR-1498.314-2.0042426.3013131.838內力(kN.m)承載力1(kN.m)承載力2(kN.m)最大彎矩及其對應的抗力圖最大彎矩和對應的抗力表格單元截面位置MAX_MY 對應的內力承載力第I 組第 II 組是否通過N (kN)MY(kN·m)MZ(kN·m)N1 (kN)MY1(kN·m)MZ1(kN&#

2、183;m)N2 (kN)MY2(kN·m)MZ2(kN·m)1L2.300000000否Z12.0-42.102.02114.902.0- 1498.90是2Z10.1-2.400.12114.400.1- 1498.30是30.1196.200.12374.600.1- 1241.80是33-2.6254.90-2.62373.70-2.6- 1237.80是1.1.1.2 最小彎矩根據公路鋼筋混凝土及預應力混凝土橋涵設計規范(JTG D62-2004)第 5.1.5 條的規4-2.3480.40-2.32686.10-2.3-888.70是440.1695.000.1

3、2686.700.1-889.50是50.1925.300.12968.900.1-608.80是5501057.9002968.900-608.80是601248.0003127.500-453.20是6601377.1003127.500-453.10是701526.5003131.700-441.60是7701105.4003131.700-441.60是801251.2003131.800-441.60是8801251.2003131.800-441.60是901364.5003131.200-440.60是9901364.5003131.200-440.60是1001445.5003

4、131.200-440.50是101001445.5003131.200-440.50是1101494.0003131.300-440.50是111101494.0003131.300-440.50是M01510.2003131.300-440.40是12M01510.2003131.300-440.40是1301494.0003131.300-440.50是131301494.0003131.300-440.50是1401445.5003131.200-440.50是141401445.5003131.200-440.50是1501364.5003131.200-440.60是1515013

5、64.5003131.200-440.60是1601251.2003131.800-441.60是161601251.2003131.800-441.60是1701105.4003131.700-441.60是171701526.5003131.700-441.60是1801377.1003127.500-453.10是181801248.0003127.500-453.20是1901057.9002968.900-608.80是19190.1925.300.12968.900.1-608.80是200.1695.000.12686.700.1-889.50是2020-2.3480.40-2.

6、32686.10-2.3-888.70是21-2.6254.90-2.62373.70-2.6- 1237.80是21210.1196.200.12374.600.1- 1241.80是Z20.1-2.400.12114.400.1- 1498.30是22Z22.0-42.102.02114.902.0- 1498.90是R2.300000000否定，橋梁構件的承載能力極限狀態計算應滿足：0MdR-1498.918-42.1021238.5553131.838內力(kN.m)承載力1(kN.m)承載力2(kN.m)最小彎矩及其對應的抗力圖最小彎矩和對應的抗力表格單元截面位置MIN_MY 對應的

7、內力承載力承載力I承載力 II是否通過N (kN)MY(kN·m)MZ(kN·m)N1 (kN)MY1(kN·m)MZ1(kN·m)N2 (kN)MY2(kN·m)MZ2(kN·m)1L2.300000000否Z12.0-42.102.02114.902.0-1498.90是2Z10.1-2.400.12114.400.1-1498.30是30.1196.200.12374.600.1-1241.80是33-2.6254.90-2.62373.70-2.6-1237.80是4-2.3480.40-2.32686.10-2.3-888.

8、70是440.1695.000.12686.700.1-889.50是50.1925.300.12968.900.1-608.80是5501057.9002968.900-608.80是601248.0003127.500-453.20是6601377.1003127.500-453.10是701526.5003131.700-441.60是7701105.4003131.700-441.60是801251.2003131.800-441.60是8801251.2003131.800-441.60是901364.5003131.200-440.60是9901364.5003131.200-44

9、0.60是1001445.5003131.200-440.50是101001445.5003131.200-440.50是1101494.0003131.300-440.50是111101494.0003131.300-440.50是M01510.2003131.300-440.40是12M01510.2003131.300-440.40是1301494.0003131.300-440.50是1.1.2 斜截面承載力1.1.2.1 最大剪力根據公路鋼筋混凝土及預應力混凝土橋涵設計規范(JTG D62-2004)第 5.1.5 條的規定，橋梁構件的承載能力極限狀態計算應滿足：0VdR最大剪力及其

10、對應的抗力圖最大剪力及其對應的抗力表格單元截面位置剪力值(kN)承載力(kN)抗剪上限(kN)抗剪下限(kN)是否滿足是否需要抗剪是否滿足131301494.0003131.300-440.50是1401445.5003131.200-440.50是141401445.5003131.200-440.50是1501364.5003131.200-440.60是151501364.5003131.200-440.60是1601251.2003131.800-441.60是161601251.2003131.800-441.60是1701105.4003131.700-441.60是1717015

11、26.5003131.700-441.60是1801377.1003127.500-453.10是181801248.0003127.500-453.20是1901057.9002968.900-608.80是19190.1925.300.12968.900.1-608.80是200.1695.000.12686.700.1-889.50是2020-2.3480.40-2.32686.10-2.3-888.70是21-2.6254.90-2.62373.70-2.6-1237.80是21210.1196.200.12374.600.1-1241.80是Z20.1-2.400.12114.400

12、.1-1498.30是22Z22.0-42.102.02114.902.0-1498.90是R2.300000000否驗算1L0000是否是Z1-150.4-1674.4-1699.2-538.9是否是2Z1317.31674.41699.2538.9是否是3292.42098.21930.2612.2是否是33325.22098.21930.2612.2是否是4210.11552.2884.5280.5是否是44329.71552.2884.5280.5是否是5211.71451.8966.1306.4是否是55288.11451.8966.1306.4是否是6169.91344.01010

13、.6320.5是否是66246.31344.01010.6320.5是否是7127.81239.51014.1321.6是否是77161.91239.51014.1321.6是否是8129.51157.01014.1321.6是否是88129.51157.01014.1321.6是否是997.11157.01014.1321.6是否是9997.11157.01014.1321.6是否是1064.8-1157.0-1014.1-321.6是否是101064.8-1157.0-1014.1-321.6是否是1132.4-1157.0-1014.1-321.6是否是111132.4-1157.0-1

14、014.1-321.6是否是M0-1157.0-1014.1-321.6是否是12M0-1157.0-1014.1-321.6是否是13-32.4-1157.0-1014.1-321.6是否是1313-32.4-1157.0-1014.1-321.6是否是14-64.8-1157.0-1014.1-321.6是否是1414-64.8-1157.0-1014.1-321.6是否是15-97.1-1157.0-1014.1-321.6是否是1515-97.1-1157.0-1014.1-321.6是否是16-129.5-1157.0-1014.1-321.6是否是1616-129.5-1157.0

15、-1014.1-321.6是否是17-161.9-1239.5-1014.1-321.6是否是1717-127.8-1239.5-1014.1-321.6是否是18-246.3-1344.0-1010.6-320.5是是是1818-169.9-1344.0-1010.6-320.5是是是19-288.1-1440.7-966.1-306.4是是是1919-211.7-1440.7-966.1-306.4是是是20-329.7-1545.8-884.5-280.5是是是2020-210.1-1545.8-884.5-280.5是是是21-325.2-2098.2-1930.2-612.2是否是2

16、121-292.4-2098.2-1930.2-612.2是否是Z2-317.3-1674.4-1699.2-538.9是否是22Z2150.41674.41699.2538.9是否是R0000是否是1.1.2.2 最小剪力根據公路鋼筋混凝土及預應力混凝土橋涵設計規范(JTG D62-2004)第 5.1.5 條的規定，橋梁構件的承載能力極限狀態計算應滿足：0VdR最小剪力及其對應的抗力圖最小剪力及其對應的抗力表格單元截面位置剪力值(kN)承載力(kN)抗剪上限(kN)抗剪下限(kN)是否滿足是否需要抗剪驗算是否滿足1L0000是否是Z1-150.4-1674.4-1699.2-538.9是否

17、是2Z1317.31674.41699.2538.9是否是3292.42098.21930.2612.2是否是33325.22098.21930.2612.2是否是4210.11552.2884.5280.5是否是44329.71552.2884.5280.5是否是5211.71451.8966.1306.4是否是55288.11451.8966.1306.4是否是6169.91344.01010.6320.5是否是66246.31344.01010.6320.5是否是7127.81239.51014.1321.6是否是77161.91239.51014.1321.6是否是8129.51157

18、.01014.1321.6是否是88129.51157.01014.1321.6是否是997.11157.01014.1321.6是否是9997.11157.01014.1321.6是否是1064.8-1157.0-1014.1-321.6是否是101064.8-1157.0-1014.1-321.6是否是1132.4-1157.0-1014.1-321.6是否是111132.4-1157.0-1014.1-321.6是否是M0-1157.0-1014.1-321.6是否是12M0-1157.0-1014.1-321.6是否是13-32.4-1157.0-1014.1-321.6是否是1313

19、-32.4-1157.0-1014.1-321.6是否是1.1.3 標準值組合支座反力標準值組合支座反力表1.2 持久狀況正常使用極限狀態1.2.1 短期組合下正截面抗裂驗算根據公路鋼筋混凝土及預應力混凝土橋涵設計規范(JTG D62-2004)第 6.3.1 條第 1款規定，正截面抗裂應對構件正截面混凝土的拉應力進行驗算，并應符合下列要求：1)全預應力混凝土構件，在作用（或荷載）短期效應組合下預制構件st0.85pc0支座號豎向最大(kN)豎向最小(kN)24126.6126.625126.6126.626126.6126.627126.6126.614-64.8-1157.0-1014.1

20、-321.6是否是1414-64.8-1157.0-1014.1-321.6是否是15-97.1-1157.0-1014.1-321.6是否是1515-97.1-1157.0-1014.1-321.6是否是16-129.5-1157.0-1014.1-321.6是否是1616-129.5-1157.0-1014.1-321.6是否是17-161.9-1239.5-1014.1-321.6是否是1717-127.8-1239.5-1014.1-321.6是否是18-246.3-1344.0-1010.6-320.5是是是1818-169.9-1344.0-1010.6-320.5是是是19-28

21、8.1-1440.7-966.1-306.4是是是1919-211.7-1440.7-966.1-306.4是是是20-329.7-1545.8-884.5-280.5是是是2020-210.1-1545.8-884.5-280.5是是是21-325.2-2098.2-1930.2-612.2是否是2121-292.4-2098.2-1930.2-612.2是否是Z2-317.3-1674.4-1699.2-538.9是否是22Z2150.41674.41699.2538.9是否是R0000是否是分段澆筑或砂漿接縫的縱向分塊構件st0.80pc02) A 類預應力混凝土構件，在作用（或荷載）短

22、期效應組合下stpc0.7ftk但在荷載長期效應組合下ltpc0頂緣(MPa)底緣(MPa)短期組合截面頂緣、底緣拉應力圖短期組合截面頂緣、底緣拉應力表格單元截面位置頂緣底緣應力值(MPa)容許最小(MPa)是否滿足應力值(MPa)容許最小(MPa)是否滿足1LSUZ(1,L,03 短期組合,MIN_SI GMA_X,主截面,TOP).sigmaXSUZ(1,L,03短期組合,MIN_SIGMA_X,主截 面,TOP).sigmaX_minSUZ(1,L,03短期組合,MIN_SIGMA_X,主截 面,TOP).bsigmaX_OKSUZ(1,L,03 短期組合,MIN_SI GMA_X,主截

23、面,BOT).sigmaXSUZ(1,L,03短期組合,MIN_SIGMA_X,主截 面,BOT).sigmaX_minSUZ(1,L,03短期組合,MIN_SIGMA_X,主截 面,BOT).bsigmaX_OKZ 1SUZ(1,R,03 短期組合,MIN_SI GMA_X,主截面,TOP).sigmaXSUZ(1,R,03短期組合,MIN_SIGMA_X,主截 面,TOP).sigmaX_minSUZ(1,R,03短期組合,MIN_SIGMA_X,主截 面,TOP).bsigmaX_OKSUZ(1,R,03 短期組合,MIN_SI GMA_X,主截面,BOT).sigmaXSUZ(1,R,

24、03短期組合,MIN_SIGMA_X,主截 面,BOT).sigmaX_minSUZ(1,R,03短期組合,MIN_SIGMA_X,主截 面,BOT).bsigmaX_OK2Z 1SUZ(2,L,03 短期組合,MIN_SI GMA_X,主截面,TOP).sigmaXSUZ(2,L,03短期組合,MIN_SIGMA_X,主截 面,TOP).sigmaX_minSUZ(2,L,03短期組合,MIN_SIGMA_X,主截 面,TOP).bsigmaX_OKSUZ(2,L,03 短期組合,MIN_SI GMA_X,主截面,BOT).sigmaXSUZ(2,L,03短期組合,MIN_SIGMA_X,主

25、截 面,BOT).sigmaX_minSUZ(2,L,03短期組合,MIN_SIGMA_X,主截 面,BOT).bsigmaX_OK3SUZ(2,R,03 短期組合,MIN_SI GMA_X,主SUZ(2,R,03短期組合,MIN_SIGMA_X,主截SUZ(2,R,03短期組合,MIN_SIGMA_X,主截SUZ(2,R,03 短期組合,MIN_SI GMA_X,主SUZ(2,R,03短期組合,MIN_SIGMA_X,主截SUZ(2,R,03短期組合,MIN_SIGMA_X,主截截面,TOP).sigmaX面,TOP).sigm aX_min面,TOP).bsig maX_OK截面,BOT)

26、.sigmaX面,BOT).sigm aX_min面,BOT).bsig maX_OK33SUZ(3,L,03 短期組合,MIN_SI GMA_X,主截面,TOP).sigmaXSUZ(3,L,03短期組合,MIN_SIGMA_X,主截 面,TOP).sigmaX_minSUZ(3,L,03短期組合,MIN_SIGMA_X,主截 面,TOP).bsigmaX_OKSUZ(3,L,03 短期組合,MIN_SI GMA_X,主截面,BOT).sigmaXSUZ(3,L,03短期組合,MIN_SIGMA_X,主截 面,BOT).sigmaX_minSUZ(3,L,03短期組合,MIN_SIGMA_X

27、,主截 面,BOT).bsigmaX_OK4SUZ(3,R,03 短期組合,MIN_SI GMA_X,主截面,TOP).sigmaXSUZ(3,R,03短期組合,MIN_SIGMA_X,主截 面,TOP).sigmaX_minSUZ(3,R,03短期組合,MIN_SIGMA_X,主截 面,TOP).bsigmaX_OKSUZ(3,R,03 短期組合,MIN_SI GMA_X,主截面,BOT).sigmaXSUZ(3,R,03短期組合,MIN_SIGMA_X,主截 面,BOT).sigmaX_minSUZ(3,R,03短期組合,MIN_SIGMA_X,主截 面,BOT).bsigmaX_OK44

28、SUZ(4,L,03 短期組合,MIN_SI GMA_X,主截面,TOP).sigmaXSUZ(4,L,03短期組合,MIN_SIGMA_X,主截 面,TOP).sigmaX_minSUZ(4,L,03短期組合,MIN_SIGMA_X,主截 面,TOP).bsigmaX_OKSUZ(4,L,03 短期組合,MIN_SI GMA_X,主截面,BOT).sigmaXSUZ(4,L,03短期組合,MIN_SIGMA_X,主截 面,BOT).sigmaX_minSUZ(4,L,03短期組合,MIN_SIGMA_X,主截 面,BOT).bsigmaX_OK5SUZ(4,R,03 短期組合,MIN_SI

29、GMA_X,主截面,TOP).sigmaXSUZ(4,R,03短期組合,MIN_SIGMA_X,主截 面,TOP).sigmaX_minSUZ(4,R,03短期組合,MIN_SIGMA_X,主截 面,TOP).bsigmaX_OKSUZ(4,R,03 短期組合,MIN_SI GMA_X,主截面,BOT).sigmaXSUZ(4,R,03短期組合,MIN_SIGMA_X,主截 面,BOT).sigmaX_minSUZ(4,R,03短期組合,MIN_SIGMA_X,主截 面,BOT).bsigmaX_OK55SUZ(5,L,03 短期組合,MIN_SI GMA_X,主截面,TOP).sigmaXS

30、UZ(5,L,03短期組合,MIN_SIGMA_X,主截 面,TOP).sigmaX_minSUZ(5,L,03短期組合,MIN_SIGMA_X,主截 面,TOP).bsigmaX_OKSUZ(5,L,03 短期組合,MIN_SI GMA_X,主截面,BOT).sigmaXSUZ(5,L,03短期組合,MIN_SIGMA_X,主截 面,BOT).sigmaX_minSUZ(5,L,03短期組合,MIN_SIGMA_X,主截 面,BOT).bsigmaX_OK6SUZ(5,R,03 短期組合,MIN_SI GMA_X,主截面,TOP).sigmaXSUZ(5,R,03短期組合,MIN_SIGMA

31、_X,主截 面,TOP).sigmaX_minSUZ(5,R,03短期組合,MIN_SIGMA_X,主截 面,TOP).bsigmaX_OKSUZ(5,R,03 短期組合,MIN_SI GMA_X,主截面,BOT).sigmaXSUZ(5,R,03短期組合,MIN_SIGMA_X,主截 面,BOT).sigmaX_minSUZ(5,R,03短期組合,MIN_SIGMA_X,主截 面,BOT).bsigmaX_OK66SUZ(6,L,03 短期組合,MIN_SI GMA_X,主截面,TOP).sigmaXSUZ(6,L,03短期組合,MIN_SIGMA_X,主截 面,TOP).sigmaX_mi

32、nSUZ(6,L,03短期組合,MIN_SIGMA_X,主截 面,TOP).bsigmaX_OKSUZ(6,L,03 短期組合,MIN_SI GMA_X,主截面,BOT).sigmaXSUZ(6,L,03短期組合,MIN_SIGMA_X,主截 面,BOT).sigmaX_minSUZ(6,L,03短期組合,MIN_SIGMA_X,主截 面,BOT).bsigmaX_OK7SUZ(6,R,03 短期組合,MIN_SI GMA_X,主截面,TOP).sigmaXSUZ(6,R,03短期組合,MIN_SIGMA_X,主截 面,TOP).sigmaX_minSUZ(6,R,03短期組合,MIN_SIG

33、MA_X,主截 面,TOP).bsigmaX_OKSUZ(6,R,03 短期組合,MIN_SI GMA_X,主截面,BOT).sigmaXSUZ(6,R,03短期組合,MIN_SIGMA_X,主截 面,BOT).sigmaX_minSUZ(6,R,03短期組合,MIN_SIGMA_X,主截 面,BOT).bsigmaX_OK77SUZ(7,L,03 短期組合,MIN_SI GMA_X,主截面,TOP).sigmaXSUZ(7,L,03短期組合,MIN_SIGMA_X,主截 面,TOP).sigmaX_minSUZ(7,L,03短期組合,MIN_SIGMA_X,主截 面,TOP).bsigmaX

34、_OKSUZ(7,L,03 短期組合,MIN_SI GMA_X,主截面,BOT).sigmaXSUZ(7,L,03短期組合,MIN_SIGMA_X,主截 面,BOT).sigmaX_minSUZ(7,L,03短期組合,MIN_SIGMA_X,主截 面,BOT).bsigmaX_OK8SUZ(7,R,03 短期組合,MIN_SI GMA_X,主截面,TOP).sigmaXSUZ(7,R,03短期組合,MIN_SIGMA_X,主截 面,TOP).sigmaX_minSUZ(7,R,03短期組合,MIN_SIGMA_X,主截 面,TOP).bsigmaX_OKSUZ(7,R,03 短期組合,MIN_

35、SI GMA_X,主截面,BOT).sigmaXSUZ(7,R,03短期組合,MIN_SIGMA_X,主截 面,BOT).sigmaX_minSUZ(7,R,03短期組合,MIN_SIGMA_X,主截 面,BOT).bsigmaX_OK88SUZ(8,L,03 短期組合,MIN_SI GMA_X,主截面,TOP).sigmaXSUZ(8,L,03短期組合,MIN_SIGMA_X,主截 面,TOP).sigmaX_minSUZ(8,L,03短期組合,MIN_SIGMA_X,主截 面,TOP).bsigmaX_OKSUZ(8,L,03 短期組合,MIN_SI GMA_X,主截面,BOT).sigm

36、aXSUZ(8,L,03短期組合,MIN_SIGMA_X,主截 面,BOT).sigmaX_minSUZ(8,L,03短期組合,MIN_SIGMA_X,主截 面,BOT).bsigmaX_OK9SUZ(8,R,03 短期組合,MIN_SI GMA_X,主截面,TOP).sigmaXSUZ(8,R,03短期組合,MIN_SIGMA_X,主截 面,TOP).sigmaX_minSUZ(8,R,03短期組合,MIN_SIGMA_X,主截 面,TOP).bsigmaX_OKSUZ(8,R,03 短期組合,MIN_SI GMA_X,主截面,BOT).sigmaXSUZ(8,R,03短期組合,MIN_SI

37、GMA_X,主截 面,BOT).sigmaX_minSUZ(8,R,03短期組合,MIN_SIGMA_X,主截 面,BOT).bsigmaX_OK99SUZ(9,L,03 短期組合,MIN_SI GMA_X,主截面,TOP).sigmaXSUZ(9,L,03短期組合,MIN_SIGMA_X,主截 面,TOP).sigmaX_minSUZ(9,L,03短期組合,MIN_SIGMA_X,主截 面,TOP).bsigmaX_OKSUZ(9,L,03 短期組合,MIN_SI GMA_X,主截面,BOT).sigmaXSUZ(9,L,03短期組合,MIN_SIGMA_X,主截 面,BOT).sigmaX

38、_minSUZ(9,L,03短期組合,MIN_SIGMA_X,主截 面,BOT).bsigmaX_OK10SUZ(9,R,03 短期組合,MIN_SI GMA_X,主截面,TOP).sigmaXSUZ(9,R,03短期組合,MIN_SIGMA_X,主截 面,TOP).sigmaX_minSUZ(9,R,03短期組合,MIN_SIGMA_X,主截 面,TOP).bsigmaX_OKSUZ(9,R,03 短期組合,MIN_SI GMA_X,主截面,BOT).sigmaXSUZ(9,R,03短期組合,MIN_SIGMA_X,主截 面,BOT).sigmaX_minSUZ(9,R,03短期組合,MIN

39、_SIGMA_X,主截 面,BOT).bsigmaX_OK1010SUZ(10,L,03 短期組合,MIN_SI GMA_X,主截面,TOP).sigmaXSUZ(10,L,03短期組合,MIN_SIGMA_X,主截 面,TOP).sigmaX_minSUZ(10,L,03短期組合,MIN_SIGMA_X,主截 面,TOP).bsigmaX_OKSUZ(10,L,03 短期組合,MIN_SI GMA_X,主截面,BOT).sigmaXSUZ(10,L,03短期組合,MIN_SIGMA_X,主截 面,BOT).sigmaX_minSUZ(10,L,03短期組合,MIN_SIGMA_X,主截 面,BOT).bsigmaX_OK11SUZ(10,R,03 短期組合,MIN_SI GMA_X,主截面,TOP).sigmaXSUZ(10,R,03短期組合,MIN_SIGMA_X,主截 面,TOP).sigmaX_minSUZ(10,R,03短期組合,MIN_SIGMA_X,主截 面,TOP).bsigmaX_OKSUZ(10,R,03 短期組合,MIN_SI GMA_X,主截面,BOT).sigmaXSUZ(10,R,03短期組合,MIN_SIGMA_X,主截 面,BOT).sigmaX_minSUZ(10,R,03短期組合,MIN_SIGMA_X,