混凝土橋梁計算書模板

1、裝 訂 紙南 京 工 業(yè) 大 學 課 程 設 計跨中截面面積和慣性矩計算表-9截面分塊名稱分塊面積A分塊面積形心至上緣距離y分塊面積形心對至上緣靜矩S =A y 全截面重心到上緣距離y （y ）cm2cmcm3cmb1=240cm毛截面12176.25 70.92 863542.46 68.76 扣除管道面積-282.05 162.00 -45692.10 11894.20 -817850.36 b2=300cm毛截面13376.25 65.46 875542.46 68.02 鋼筋換算面積364.56 162.00 59058.72 毛截面13740.81 -934601.18 分塊面積自身

2、慣性矩I d =y y 分塊面積對截面形心的慣性矩I =A d 2I=I +I cm4cmcm4cm442791557.81 -2.16 56798.80 41214172.39 忽略-93.24 -2452034.58 42791557.81 -2395235.78 46857555.52 2.56 87762.16 51100043.39 忽略-93.98 3220124.53 46857555.52 -3307886.69 四分點截面面積和慣性矩計算表-10截面分塊名稱分塊面積A分塊面積形心至上緣距離y分塊面積形心對至上緣靜矩S =A y 全截面重心到上緣距離y （y ）cm2cmcm3

3、cmb1=240cm毛截面12176.25 70.92 863542.46 68.80 扣除管道面積-282.05 160.21 -45188.29 11894.20 -818354.17 b2=300cm毛截面13376.25 65.46 875542.46 67.97 鋼筋換算面積364.56 160.21 58407.52 毛截面13740.81 -933949.98 分塊面積自身慣性矩Id =y y 分塊面積對截面形心的慣性矩I =A d 2I=I +I cm4cmcm4cm442791557.81-2.11743830954592.7647341307706忽略-91.4109491

4、7-2356798.97742791557.81-2302206.21246857555.522.51406186484544.6824850978121忽略-92.244678523102070.46646857555.52-3186615.148支點截面面積和慣性矩計算表-11截面分塊名稱分塊面積A 分塊面積形心至上緣距離y分塊面積形心對至上緣靜矩 S =A y 全截面重心到上緣距離y （y ）cm2cmcm3cmb1=240cm毛截面14442.575.345132611088172.07874.64809184扣除管道面積-282.05110.3403852-31121.5056614

5、160.45-1057050.572b2=300cm毛截面15642.570.332240861100172.07871.24342437鋼筋換算面積364.56110.340385240225.69084毛截面16007.06-1140397.769分塊面積自身慣性矩I d =y y 分塊面積對截面形心的慣性矩I =A d 2I=I +I cm4cmcm4cm447195507.27-0.6970407727017.11736947900260忽略-35.6922934-359314.722947195507.27-352297.605551938409.20.9111835112987.2

6、699253649051忽略-39.09696086557256.335551938409.2-570243.6054 跨中截面對重心軸靜矩計算表-12分塊名稱及序號已知：b1=240cm，ys=68.76，h=180靜矩類別及符號分塊面積A /cm2分塊面積形心到全截面重心距離y /cm對凈軸靜矩S =A y /cm3翼板1翼緣部分對凈軸靜矩Sa-n4800.00 58.7604 282050.08 承托2488.25 45.8204 22371.83 304421.91 底板4底板部分對凈軸靜矩Sb-n2100.00 101.0796 212267.09 管道或鋼束-176.28 93.2

7、396 -16436.27 195830.82 翼板1凈軸以上凈面積對凈軸靜矩Sn-n4800.00 58.7604 282050.08 承托2488.25 45.8204 22371.83 肋部31503.38 20.8802 31390.81 335812.72 翼板1換軸以上凈面積對凈軸靜矩So-n4800.00 58.7604 282050.08 承托2488.25 45.8204 22371.83 肋部31476.59 18.4765 27282.23 331704.14 分塊名稱及序號已知：b1=300cm，ys=68.02，h=180靜矩類別及符號分塊面積A /cm2分塊面積形心

8、到全截面重心距離y /cm對凈軸靜矩S =A y /cm3翼板1翼緣部分對凈軸靜矩Sa-n6000.00 58.0165 348098.73 承托2488.25 45.0765 22008.58 370107.30 底板4底板部分對凈軸靜矩Sb-n2100.00 101.8235 213829.45 管道或鋼束-176.28 93.9835 -16567.42 197262.03 翼板1凈軸以上凈面積對凈軸靜矩Sn-n6000.00 58.0165 348098.73 承托2488.25 45.0765 22008.58 肋部31503.38 22.8287 34320.18 404427.4

9、9 翼板1換軸以上凈面積對換軸靜矩So-n6000.00 58.0165 348098.73 承托2488.25 45.0765 22008.58 肋部31476.59 20.5082 30282.29 400389.60 四分點截面對重心軸靜矩計算表-13分塊名稱及序號已知：b1=240cm，ys=68.80，h=180靜矩類別及符號分塊面積A /cm2分塊面積形心到全截面重心距離y /cm對凈軸靜矩S =A y /cm3翼板1翼緣部分對凈軸靜矩Sa-n4800.00 58.8028 282253.40 承托2488.25 45.8628 22392.51 304645.91 底板4底板部分

10、對凈軸靜矩Sb-n2100.00 101.0372 212178.14 管道或鋼束-154.28 91.4109 -14102.88 198075.26 翼板1凈軸以上凈面積對凈軸靜矩Sn-n4800.00 58.8028 282253.40 承托2488.25 45.8628 22392.51 肋部31504.90 20.9014 31454.52 336100.43 翼板1換軸以上凈面積對凈軸靜矩So-n4800.00 58.8028 282253.40 承托2488.25 45.8628 22392.51 肋部31474.89 18.5448 27351.47 331997.38 分塊名

11、稱及序號已知：b1=300cm，ys=67.97，h=180靜矩類別及符號分塊面積A /cm2分塊面積形心到全截面重心距離y /cm對凈軸靜矩S =A y /cm3翼板1翼緣部分對凈軸靜矩Sa-n6000.00 57.9691 347814.38 承托2488.25 45.0291 21985.44 369799.82 底板4底板部分對凈軸靜矩Sb-n2100.00 101.8709 213928.97 管道或鋼束-154.28 92.2447 -14231.51 199697.46 翼板1凈軸以上凈面積對凈軸靜矩Sn-n6000.00 57.9691 347814.38 承托2488.25

12、45.0291 21985.44 肋部31504.90 22.7621 34254.72 404054.54 翼板1換軸以上凈面積對換軸靜矩So-n6000.00 57.9691 347814.38 承托2488.25 45.0291 21985.44 肋部31474.89 20.4845 30212.35 400012.17 支點截面對重心軸靜矩計算表-14分塊名稱及序號已知：b1=240cm，ys=74.65，h=180靜矩類別及符號分塊面積A /cm2分塊面積形心到全截面重心距離y /cm對凈軸靜矩S =A y /cm3翼板1翼緣部分對凈軸靜矩Sa-n4800.00 64.6481 31

13、0310.84 承托2586.25 51.6182 30261.19 340572.04 底板4底板部分對凈軸靜矩Sb-n2656.25 92.6068 245986.83 管道或鋼束-70.51 35.6923 -2516.66 243470.17 翼板1凈軸以上凈面積對凈軸靜矩Sn-n4800.00 64.6481 310310.84 承托2586.25 51.6182 30261.19 肋部32382.40 23.8240 56758.52 397330.55 翼板1換軸以上凈面積對凈軸靜矩So-n4800.00 64.6481 310310.84 承托2586.25 51.6182 3

14、0261.19 肋部32212.17 23.0441 50977.45 391549.49 分塊名稱及序號已知：b1=300cm，ys=71.24，h=180靜矩類別及符號分塊面積A /cm2分塊面積形心到全截面重心距離y /cm對凈軸靜矩S =A y /cm3翼板1翼緣部分對凈軸靜矩Sa-n6000.00 61.2434 367460.55 承托2586.25 48.2136 28265.21 395725.75 底板4底板部分對凈軸靜矩Sb-n2656.25 96.0115 255030.48 管道或鋼束-70.51 39.0970 -2756.73 252273.76 翼板1凈軸以上凈面

15、積對凈軸靜矩Sn-n6000.00 61.2434 367460.55 承托2586.25 48.2136 28265.21 肋部32382.40 23.0082 54814.82 450540.58 翼板1換軸以上凈面積對換軸靜矩So-n6000.00 61.2434 367460.55 承托2586.25 48.2136 28265.21 肋部32212.17 22.1217 48937.02 444662.77 截面幾何特性計算總表-15名稱符號單位截面跨中四分點支點混凝土凈截面凈面積Ancm211894.20 11894.20 14160.45 凈慣性矩Incm441214172.39

16、 41307705.77 47900260.23 凈軸到截面上緣距離ynscm68.7604 68.8028 74.6481 凈軸到截面下緣距離ynxcm111.2396 111.1972 105.3519 截面抵抗矩上緣Wnscm3599387.90 600378.34 641680.97 下緣Wnxcm3370499.22 371481.50 454669.13 對凈軸靜矩翼緣部分面積Sa-ncm3304421.91 304645.91 340572.04 凈軸以上面積Sn-ncm3335812.72 336100.43 397330.55 換軸以上面積So-ncm3400389.60 4

17、00012.17 444662.77 底板部分面積Sb-ncm3195830.82 198075.26 243470.17 鋼束群重心到凈軸距離encm93.24 91.41 35.69 混凝土換算面積換算面積Aocm213740.81 13740.81 16007.06 換算慣性矩Iocm451100043.39 50978120.65 53649050.58 換軸到截面上緣距離yoscm68.0165 67.9691 71.2434 換軸到截面下緣距離yoxcm111.9835 112.0309 108.7566 截面抵抗矩上緣Woscm3751289.43 750019.47 75303

18、8.63 下緣Woxcm3456317.43 455036.10 493294.78 對換軸靜矩翼緣部分面積Sa-ocm3370107.30 369799.82 395725.75 凈軸以上面積Sn-ocm3404427.49 404054.54 450540.58 換軸以上面積So-ocm3400389.60 400012.17 444662.77 底板部分面積Sb-ocm3197262.03 199697.46 252273.76 鋼束群重心到換軸距離eocm393.98 92.24 39.10 四分點、支點及跨中截面l1計算表-16截面鋼束號=-x+kx1-e-(+kx)l1=con*1

19、-e-(+kx)度radmMpa四分點14.878178 0.085140 8.70550.0300863 0.0296382 38.5889574 27.233033 0.126240 8.75820.0383853 0.0376580 49.0306745 37.50.130900 8.80420.0393862 0.0386207 50.2841313 41.50.026180 8.66670.0182360 0.0180708 23.5281391 支點1000.16550.0002483 0.0002482 0.3231814 2000.21820.0003273 0.0003272

20、 0.4260749 3000.26420.0003963 0.0003962 0.5158804 4000.12670.0001901 0.0001900 0.2474216 跨中17.50.130900 17.24550.0520482 0.0507169 66.0333765 27.50.130900 17.29820.0521272 0.0507919 66.1310758 37.50.130900 17.34420.0521962 0.0508574 66.2163478 41.50.026180 17.20670.0310460 0.0305691 39.8009140 四分點、支

21、點及跨中截面l2計算表-17鋼束號d/Mpa影響長度l1/mm錨固端l2/Mpa10.00381775 17506.09 133.6677 20.00381541 17511.45 133.6269 30.00381274 17517.59 133.5800 40.00231305 22490.57 104.0436 四分點截面支點截面跨中截面距張拉端距離x/mml2/Mpa距張拉端距離x/mml2/Mpa距張拉端距離x/mml2/Mpa8705.5 67.1969 165.5 132.4041 17245.5 1.9898 8758.2 66.7945 218.2 131.9618 1729

22、8.2 1.6273 8804.2 66.4438 264.2 131.5653 17344.2 1.3222 8666.7 63.9506 126.7 103.4575 17206.7 24.4437 四分點、支點及跨中截面l4計算表-18截面鋼束號錨固時預加縱向力/0.1kN Np0=App0cosNp0/0.1kNepi=ynx-ai/cm預加彎矩Mp0=Np0epi/N.mMp0/N.mp0=con-l1-l2-l4p0ApcosNp0四分點11196.2141 11722.898 0.99895 11710.62 46852.98 71.16 833295.29 4286013.50

23、 21186.1748 11624.513 0.99999 11624.39 35142.36 90.18 1048250.66 3452718.21 31185.2721 11615.667 111615.67 23517.97 102.24 1187580.70 2404467.55 41214.5213 11902.308 111902.31 11902.31 102.24 1216886.85 1216886.85 支點11169.2728 11458.873 0.99144 11360.84 45831.36 -22.47 -255269.49 1657639.06 21169.61

24、21 11462.199 0.99144 11364.14 34470.52 18.22 207106.48 1912908.55 31169.9188 11465.204 0.99144 11367.12 23106.39 53.83 611893.84 1705802.07 41198.2951 11743.292 0.99966 11739.27 11739.27 93.18 1093908.23 1093908.23 跨中11233.9769 12092.973 112092.97 48416.27 78.20 945636.74 4512629.04 21234.2417 12095

25、.568 112095.57 36323.29 90.20 1090986.48 3566992.30 31234.4614 12097.722 112097.72 24227.72 102.20 1236353.42 2476005.83 41237.7554 12130.003 112130.00 12130.00 102.20 1239652.41 1239652.41 截面鋼束號Np0/0.1kNepi=ynx-ai/cmMp0/N.mpc/Mpal4=Ep*pc/MpaNp0/An(Mp0/ln)*epi合計四分點135142.36 71.16 3452718.21 2.9546 5

26、.9612 8.9158 50.3742 223517.97 90.18 2404467.55 1.9773 5.2610 7.2383 40.8961 311902.31 102.24 1216886.85 1.0007 3.0187 4.0194 22.7096 支點134470.52 -22.47 1912908.55 2.4343 -0.8973 1.5370 8.6839 223106.39 18.22 1705802.07 1.6318 0.6490 2.2808 12.8863 311739.27 53.83 1093908.23 0.8290 1.2293 2.0583 11.

27、6297 跨中136323.29 78.20 3566992.30 3.0539 6.7525 9.8063 55.4058 224227.72 90.20 2476005.83 2.0369 5.4065 7.4434 42.0552 312130.00 102.20 1239652.41 1.0198 3.0670 4.0868 23.0903 四分點、支點及跨中截面l5計算表-19截面鋼束號fpk/Mpape/Mpal5/Mpa四分點110.318601145.8400 20.7428 21145.2787 20.6787 31162.5625 22.6761 41214.5213 28

28、.9822 支點11160.5519 22.4411 21156.7526 21.9991 31158.3398 22.1835 41198.2951 26.9642 跨中11180.5851 24.8121 21193.7990 26.4129 31212.2859 28.7016 41237.7554 31.9486 四分點、支點及跨中截面l6計算表-20四分點NpoMp0Mg1InAnen=epEpEp93705.968568057.8123920.03703441307705.7711894.291.410949171950005.65Np0/An(Mp0-Mg1)*en/Inpc=N

29、p0/An+(Mp0-Mg1)*en/In7.87829030210.28573218.1640223（tu,t0）Eppc（tu,t0）es（tu,t0）Epes（tu,t0）1.656169.94985830.0002242.9i2=In/Anp=1+ep2/i2=8Ap/An1+15p3472.9284673.4060275670.0065914481.3367598l6=0.9Epes（tu,t0）+Eppc（tu,t0）/(1+15p)143.305381支點NpoMp0Mg1InAnen=epEpEp91662.733315278.124047900260.2314160.4535

30、.69229341950005.65Np0/An(Mp0-Mg1)*en/Inpc=Np0/An+(Mp0-Mg1)*en/In6.4731508412.470338978.943489811（tu,t0）Eppc（tu,t0）es（tu,t0）Epes（tu,t0）1.65683.678868070.0002242.9i2=In/Anp=1+ep2/i2=8Ap/An1+15p3382.6792391.3766067420.0055365471.114324723l6=0.9Epes（tu,t0）+Eppc（tu,t0）/(1+15p)102.2331991跨中NpoMp0Mg1InAnen

31、=epEpEp96832.539029359.7165226.71604641214172.3911894.293.239565921950005.65Np0/An(Mp0-Mg1)*en/Inpc=Np0/An+(Mp0-Mg1)*en/In8.1411555438.60278939616.74394494（tu,t0）Eppc（tu,t0）es（tu,t0）Epes（tu,t0）1.656156.66304640.0002242.9i2=In/Anp=1+ep2/i2=8Ap/An1+15p3465.0646863.5089334370.0065914481.346934281l6=0.9

32、Epes（tu,t0）+Eppc（tu,t0）/(1+15p)133.3448442 成橋后由張拉鋼束產生的預應力作用效應計算表-21截面鋼束號錨固時預加縱向力/0.1kN Np0=App0cosp0=con-l1-l2-l4-l5-l6p0ApcosNp0四分點1981.79189621.560.9989529611.482981.29459616.690.9999899616.583996.58109766.491.0000009766.4941042.233710213.891.00000010213.89支點11035.877510151.600.99144510064.7521032

33、.520310118.700.99144510032.1331033.923210132.450.99144510045.7641069.097710477.160.99965710473.57跨中11022.428110019.801.00000010019.8021034.041310133.601.00000010133.6031050.239510292.351.00000010292.3541072.461910510.131.00000010510.13 Np0/0.1kNepi=y0x-ai/cm預加彎矩Mp0=Np0epi/N.mMp0/N.m39208.4571.948669

34、1532.693624933.8529596.9790.9682874803.442933401.1619980.38103.03091006251.052058597.7210213.89103.03091052346.661052346.6640616.21-19.0646-191880.221611699.2330551.4621.6292216987.331803579.4420519.3357.2348574967.561586592.1110473.5796.58841011624.561011624.5640955.8778.9835791399.003855702.733093

35、6.0890.9835921991.253064303.7220802.47102.98351059942.362142312.4710510.13102.98351082370.121082370.12 鋼束預應力損失總表-22截面鋼束號預加應力階段正常使用階段錨固時預應力損失lI=l1+l2+l4錨固時鋼束應力p0=con-lI/MPap0=con-l1/MPa錨固后預應力損失lII=l5+l6/Mpa鋼束有效應力p0=con-lII/MPape=p0-lII/Mpal1/Mpal2/MPAl4/Mpal5/Mpal6/Mpa四分點138.5890 67.1969 50.3742 1145

36、.8400 20.7428 143.3054 981.7918 249.0307 66.7945 40.8961 1145.2787 20.6787 981.2945 350.2841 66.4438 22.7096 1162.5625 22.6761 996.5810 423.5281 63.9506 0.0000 1214.5213 28.9822 1042.2337 支點10.3232 132.4041 8.7209 1160.5519 22.4411 102.2332 1035.8775 20.4261 131.9618 12.8595 1156.7526 21.9991 1032.5

37、203 30.5159 131.5653 11.5790 1158.3398 22.1835 1033.9232 40.2474 103.4575 0.0000 1198.2951 26.9642 1069.0977 跨中166.0334 1.9898 53.3917 1180.5851 24.8121 133.3448 1022.4281 266.1311 1.6273 40.4427 1193.7990 26.4129 1034.0413 366.2163 1.3222 22.1755 1212.2859 28.7016 1050.2395 439.8009 24.4437 0.0000

38、1237.7554 31.9486 1072.4619 預加力作用效用計算表-23截面鋼束號預加力階段由預應力鋼束產生的預加力作用效果sincosp0ApNp0=App0cosVMp00.1kNkNkNkN.m四分點10.04575940.998952511229.231121.7551.38797.7320.00465940.999989111223.731122.365.231011.6330.00000001.000000011393.111139.310.001164.3440.00000001.000000011902.311190.230.001216.384573.6556.61

39、4190.09支點10.13052620.991444911373.411127.61148.45-253.3720.13052620.991444911336.181123.92147.97204.8330.13052620.991444911351.731125.46148.17605.8440.02617690.999657311743.291173.9330.741093.914550.92475.331651.21跨中10.00000001.000000011569.731156.970.00905.2120.00000001.000000011699.231169.920.0010

40、55.7330.00000001.000000011880.401188.040.001214.6540.00000001.000000012130.001213.000.001240.174727.940.004415.76截面鋼束號正常使用階段由預應力鋼束產生的預加力作用效果sincosp0ApNp0=App0cosMp00.1kNkNkNkN.m四分點10.04575940.99895259621.56961.1544.03691.5320.00465940.99998919616.69961.664.48874.8030.00000001.00000009766.49976.650.0

41、01006.2540.00000001.000000010213.891021.390.001052.353920.8448.513624.93支點10.13052620.991444910151.601006.48132.50-191.8820.13052620.991444910118.701003.21132.08216.9930.13052620.991444910132.451004.58132.25574.9740.02617690.999657310477.161047.3627.431011.624061.62424.261611.70跨中10.00000001.0000000

42、10019.801001.980.00791.4020.00000001.000000010133.601013.360.00921.9930.00000001.000000010292.351029.230.001059.9440.00000001.000000010510.131051.010.001082.374095.590.003855.70 正截面抗裂性驗算計算表-25應力部位跨中下緣四分點下緣支點下緣Np/0.1KN181911.75 78416.89 81232.43 Mp/(N.m)27711405.45 7249867.71 3223398.45 An/cm2311894.

43、20 11894.20 14160.45 Wnx/cm34370499.22 371481.50 454669.13 Wox/cm35457567.61 456285.75 493294.78 Mg1/n.m65226716.05 3920037.03 0.00 Ms/n.m79227796.05 6920828.03 0.00 Np/An/mpa8=1/36.8867 6.5929 5.7366 Mp/Wnx/mpa9=2/420.8136 19.5161 7.0895 pc/mpa10=8+927.7003 26.1090 12.8261 Mg1/Wnx/mpa11=6/414.1072

44、10.5524 0.0000 (Ms-Mg1)/Wox/mpa12=(7-6)/58.7442 6.5766 0.0000 st/mpa13=11+1222.8515 17.1290 0.0000 st-0.85pc/mpa14=13-0.85*10-0.6937 -5.0636 -10.9022 跨中截面cx計算表11-26應力部位a-ao-on-nb-bNp/0.1KN181911.75 81911.75 81911.75 81911.75 Mp/(N.m)27711405.45 7711405.45 7711405.45 7711405.45 An/cm2311894.20 11894.

45、20 11894.20 11894.20 In/cm4441214172.39 41214172.39 41214172.39 41214172.39 yni/cm541.7604 0.7440 0.0000 -91.2396 Io/cm4651240043.39 51240043.39 51240043.39 51240043.39 yoi/cm741.0165 0.0000 -0.7440 -91.9835 Mg1/n.m85226716.05 5226716.05 5226716.05 5226716.05 Ms/n.m99227796.05 9227796.05 9227796.05 9227796.05 Np/An/mpa10=1/36.8867 6.8867 6.886