混凝土桥梁计算书模板(共30页).doc

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1、精选优质文档-倾情为你奉上跨中截面面积和惯性矩计算表-9截面分块名称分块面积A分块面积形心至上缘距离y分块面积形心对至上缘静矩S =A y 全截面重心到上缘距离y （y ）cm2cmcm3cmb1=240cm毛截面12176.25 70.92 .46 68.76 扣除管道面积-282.05 162.00 -45692.10 11894.20 -.36 b2=300cm毛截面13376.25 65.46 .46 68.02 钢筋换算面积364.56 162.00 59058.72 毛截面13740.81 -.18 分块面积自身惯性矩I d =y y 分块面积对截面形心的惯性矩I =A d 2I=

2、I +I cm4cmcm4cm4.81 -2.16 56798.80 .39 忽略-93.24 -.58 .81 -.78 .52 2.56 87762.16 .39 忽略-93.98 .53 .52 -.69 四分点截面面积和惯性矩计算表-10截面分块名称分块面积A分块面积形心至上缘距离y分块面积形心对至上缘静矩S =A y 全截面重心到上缘距离y （y ）cm2cmcm3cmb1=240cm毛截面12176.25 70.92 .46 68.80 扣除管道面积-282.05 160.21 -45188.29 11894.20 -.17 b2=300cm毛截面13376.25 65.46 .4

3、6 67.97 钢筋换算面积364.56 160.21 58407.52 毛截面13740.81 -.98 分块面积自身惯性矩Id =y y 分块面积对截面形心的惯性矩I =A d 2I=I +I cm4cmcm4cm4.81-2.54592.76473忽略-91.-.977.81-.212.522.84544.68248忽略-92.466.52-.148支点截面面积和惯性矩计算表-11截面分块名称分块面积A 分块面积形心至上缘距离y分块面积形心对至上缘静矩 S =A y 全截面重心到上缘距离y （y ）cm2cmcm3cmb1=240cm毛截面14442.575.07874.扣除管道面积-2

4、82.05110.-31121.5056614160.45-.572b2=300cm毛截面15642.570.07871.钢筋换算面积364.56110.40225.69084毛截面16007.06-.769分块面积自身惯性矩I d =y y 分块面积对截面形心的惯性矩I =A d 2I=I +I cm4cmcm4cm4.27-0.7017.忽略-35.-.7229.27-.6055.20.12987.26992忽略-39.3355.2-.6054 跨中截面对重心轴静矩计算表-12分块名称及序号已知：b1=240cm，ys=68.76，h=180静矩类别及符号分块面积A /cm2分块面积形心到

5、全截面重心距离y /cm对净轴静矩S =A y /cm3翼板1翼缘部分对净轴静矩Sa-n4800.00 58.7604 .08 承托2488.25 45.8204 22371.83 .91 底板4底板部分对净轴静矩Sb-n2100.00 101.0796 .09 管道或钢束-176.28 93.2396 -16436.27 .82 翼板1净轴以上净面积对净轴静矩Sn-n4800.00 58.7604 .08 承托2488.25 45.8204 22371.83 肋部31503.38 20.8802 31390.81 .72 翼板1换轴以上净面积对净轴静矩So-n4800.00 58.7604

6、.08 承托2488.25 45.8204 22371.83 肋部31476.59 18.4765 27282.23 .14 分块名称及序号已知：b1=300cm，ys=68.02，h=180静矩类别及符号分块面积A /cm2分块面积形心到全截面重心距离y /cm对净轴静矩S =A y /cm3翼板1翼缘部分对净轴静矩Sa-n6000.00 58.0165 .73 承托2488.25 45.0765 22008.58 .30 底板4底板部分对净轴静矩Sb-n2100.00 101.8235 .45 管道或钢束-176.28 93.9835 -16567.42 .03 翼板1净轴以上净面积对净轴

7、静矩Sn-n6000.00 58.0165 .73 承托2488.25 45.0765 22008.58 肋部31503.38 22.8287 34320.18 .49 翼板1换轴以上净面积对换轴静矩So-n6000.00 58.0165 .73 承托2488.25 45.0765 22008.58 肋部31476.59 20.5082 30282.29 .60 四分点截面对重心轴静矩计算表-13分块名称及序号已知：b1=240cm，ys=68.80，h=180静矩类别及符号分块面积A /cm2分块面积形心到全截面重心距离y /cm对净轴静矩S =A y /cm3翼板1翼缘部分对净轴静矩Sa-

8、n4800.00 58.8028 .40 承托2488.25 45.8628 22392.51 .91 底板4底板部分对净轴静矩Sb-n2100.00 101.0372 .14 管道或钢束-154.28 91.4109 -14102.88 .26 翼板1净轴以上净面积对净轴静矩Sn-n4800.00 58.8028 .40 承托2488.25 45.8628 22392.51 肋部31504.90 20.9014 31454.52 .43 翼板1换轴以上净面积对净轴静矩So-n4800.00 58.8028 .40 承托2488.25 45.8628 22392.51 肋部31474.89 1

9、8.5448 27351.47 .38 分块名称及序号已知：b1=300cm，ys=67.97，h=180静矩类别及符号分块面积A /cm2分块面积形心到全截面重心距离y /cm对净轴静矩S =A y /cm3翼板1翼缘部分对净轴静矩Sa-n6000.00 57.9691 .38 承托2488.25 45.0291 21985.44 .82 底板4底板部分对净轴静矩Sb-n2100.00 101.8709 .97 管道或钢束-154.28 92.2447 -14231.51 .46 翼板1净轴以上净面积对净轴静矩Sn-n6000.00 57.9691 .38 承托2488.25 45.0291

10、 21985.44 肋部31504.90 22.7621 34254.72 .54 翼板1换轴以上净面积对换轴静矩So-n6000.00 57.9691 .38 承托2488.25 45.0291 21985.44 肋部31474.89 20.4845 30212.35 .17 支点截面对重心轴静矩计算表-14分块名称及序号已知：b1=240cm，ys=74.65，h=180静矩类别及符号分块面积A /cm2分块面积形心到全截面重心距离y /cm对净轴静矩S =A y /cm3翼板1翼缘部分对净轴静矩Sa-n4800.00 64.6481 .84 承托2586.25 51.6182 30261

11、.19 .04 底板4底板部分对净轴静矩Sb-n2656.25 92.6068 .83 管道或钢束-70.51 35.6923 -2516.66 .17 翼板1净轴以上净面积对净轴静矩Sn-n4800.00 64.6481 .84 承托2586.25 51.6182 30261.19 肋部32382.40 23.8240 56758.52 .55 翼板1换轴以上净面积对净轴静矩So-n4800.00 64.6481 .84 承托2586.25 51.6182 30261.19 肋部32212.17 23.0441 50977.45 .49 分块名称及序号已知：b1=300cm，ys=71.24

12、，h=180静矩类别及符号分块面积A /cm2分块面积形心到全截面重心距离y /cm对净轴静矩S =A y /cm3翼板1翼缘部分对净轴静矩Sa-n6000.00 61.2434 .55 承托2586.25 48.2136 28265.21 .75 底板4底板部分对净轴静矩Sb-n2656.25 96.0115 .48 管道或钢束-70.51 39.0970 -2756.73 .76 翼板1净轴以上净面积对净轴静矩Sn-n6000.00 61.2434 .55 承托2586.25 48.2136 28265.21 肋部32382.40 23.0082 54814.82 .58 翼板1换轴以上净

13、面积对换轴静矩So-n6000.00 61.2434 .55 承托2586.25 48.2136 28265.21 肋部32212.17 22.1217 48937.02 .77 截面几何特性计算总表-15名称符号单位截面跨中四分点支点混凝土净截面净面积Ancm211894.20 11894.20 14160.45 净惯性矩Incm4.39 .77 .23 净轴到截面上缘距离ynscm68.7604 68.8028 74.6481 净轴到截面下缘距离ynxcm111.2396 111.1972 105.3519 截面抵抗矩上缘Wnscm3.90 .34 .97 下缘Wnxcm3.22 .50

14、.13 对净轴静矩翼缘部分面积Sa-ncm3.91 .91 .04 净轴以上面积Sn-ncm3.72 .43 .55 换轴以上面积So-ncm3.60 .17 .77 底板部分面积Sb-ncm3.82 .26 .17 钢束群重心到净轴距离encm93.24 91.41 35.69 混凝土换算面积换算面积Aocm213740.81 13740.81 16007.06 换算惯性矩Iocm4.39 .65 .58 换轴到截面上缘距离yoscm68.0165 67.9691 71.2434 换轴到截面下缘距离yoxcm111.9835 112.0309 108.7566 截面抵抗矩上缘Woscm3.4

15、3 .47 .63 下缘Woxcm3.43 .10 .78 对换轴静矩翼缘部分面积Sa-ocm3.30 .82 .75 净轴以上面积Sn-ocm3.49 .54 .58 换轴以上面积So-ocm3.60 .17 .77 底板部分面积Sb-ocm3.03 .46 .76 钢束群重心到换轴距离eocm393.98 92.24 39.10 四分点、支点及跨中截面l1计算表-16截面钢束号=-x+kx1-e-(+kx)l1=con*1-e-(+kx)度radmMpa四分点14. 0. 8.70550. 0. 38. 27. 0. 8.75820. 0. 49. 37.50. 8.80420. 0. 5

16、0. 41.50. 8.66670. 0. 23. 支点1000.16550. 0. 0. 2000.21820. 0. 0. 3000.26420. 0. 0. 4000.12670. 0. 0. 跨中17.50. 17.24550. 0. 66. 27.50. 17.29820. 0. 66. 37.50. 17.34420. 0. 66. 41.50. 17.20670. 0. 39. 四分点、支点及跨中截面l2计算表-17钢束号d/Mpa影响长度l1/mm锚固端l2/Mpa10. 17506.09 133.6677 20. 17511.45 133.6269 30. 17517.59

17、133.5800 40. 22490.57 104.0436 四分点截面支点截面跨中截面距张拉端距离x/mml2/Mpa距张拉端距离x/mml2/Mpa距张拉端距离x/mml2/Mpa8705.5 67.1969 165.5 132.4041 17245.5 1.9898 8758.2 66.7945 218.2 131.9618 17298.2 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 四分点、支点及跨中截面l4计算表-18截面钢束号锚固时

18、预加纵向力/0.1kN Np0=App0cosNp0/0.1kNepi=ynx-ai/cm预加弯矩Mp0=Np0epi/N.mMp0/N.mp0=con-l1-l2-l4p0ApcosNp0四分点11196.2141 11722.898 0.99895 11710.62 46852.98 71.16 .29 .50 21186.1748 11624.513 0.99999 11624.39 35142.36 90.18 .66 .21 31185.2721 11615.667 111615.67 23517.97 102.24 .70 .55 41214.5213 11902.308 1119

19、02.31 11902.31 102.24 .85 .85 支点11169.2728 11458.873 0.99144 11360.84 45831.36 -22.47 -.49 .06 21169.6121 11462.199 0.99144 11364.14 34470.52 18.22 .48 .55 31169.9188 11465.204 0.99144 11367.12 23106.39 53.83 .84 .07 41198.2951 11743.292 0.99966 11739.27 11739.27 93.18 .23 .23 跨中11233.9769 12092.973

20、 112092.97 48416.27 78.20 .74 .04 21234.2417 12095.568 112095.57 36323.29 90.20 .48 .30 31234.4614 12097.722 112097.72 24227.72 102.20 .42 .83 41237.7554 12130.003 112130.00 12130.00 102.20 .41 .41 截面钢束号Np0/0.1kNepi=ynx-ai/cmMp0/N.mpc/Mpal4=Ep*pc/MpaNp0/An(Mp0/ln)*epi合计四分点135142.36 71.16 .21 2.9546

21、5.9612 8.9158 50.3742 223517.97 90.18 .55 1.9773 5.2610 7.2383 40.8961 311902.31 102.24 .85 1.0007 3.0187 4.0194 22.7096 支点134470.52 -22.47 .55 2.4343 -0.8973 1.5370 8.6839 223106.39 18.22 .07 1.6318 0.6490 2.2808 12.8863 311739.27 53.83 .23 0.8290 1.2293 2.0583 11.6297 跨中136323.29 78.20 .30 3.0539

22、6.7525 9.8063 55.4058 224227.72 90.20 .83 2.0369 5.4065 7.4434 42.0552 312130.00 102.20 .41 1.0198 3.0670 4.0868 23.0903 四分点、支点及跨中截面l5计算表-19截面钢束号fpk/Mpape/Mpal5/Mpa四分点110.318601145.8400 20.7428 21145.2787 20.6787 31162.5625 22.6761 41214.5213 28.9822 支点11160.5519 22.4411 21156.7526 21.9991 31158.339

23、8 22.1835 41198.2951 26.9642 跨中11180.5851 24.8121 21193.7990 26.4129 31212.2859 28.7016 41237.7554 31.9486 四分点、支点及跨中截面l6计算表-20四分点NpoMp0Mg1InAnen=epEpEp93705.96.8123920.7711894.291.5.65Np0/An(Mp0-Mg1)*en/Inpc=Np0/An+(Mp0-Mg1)*en/In7.10.18.（tu,t0）Eppc（tu,t0）es（tu,t0）Epes（tu,t0）1.656169.0.0002242.9i2=I

24、n/Anp=1+ep2/i2=8Ap/An1+15p3472.3.0.1.l6=0.9Epes（tu,t0）+Eppc（tu,t0）/(1+15p)143.支点NpoMp0Mg1InAnen=epEpEp91662.73.1240.2314160.4535.5.65Np0/An(Mp0-Mg1)*en/Inpc=Np0/An+(Mp0-Mg1)*en/In6.2.8.（tu,t0）Eppc（tu,t0）es（tu,t0）Epes（tu,t0）1.65683.0.0002242.9i2=In/Anp=1+ep2/i2=8Ap/An1+15p3382.1.0.1.l6=0.9Epes（tu,t0）

25、+Eppc（tu,t0）/(1+15p)102.跨中NpoMp0Mg1InAnen=epEpEp96832.53.7165226.3911894.293.5.65Np0/An(Mp0-Mg1)*en/Inpc=Np0/An+(Mp0-Mg1)*en/In8.8.16.（tu,t0）Eppc（tu,t0）es（tu,t0）Epes（tu,t0）1.656156.0.0002242.9i2=In/Anp=1+ep2/i2=8Ap/An1+15p3465.3.0.1.l6=0.9Epes（tu,t0）+Eppc（tu,t0）/(1+15p)133. 成桥后由张拉钢束产生的预应力作用效应计算表-21截

26、面钢束号锚固时预加纵向力/0.1kN Np0=App0cosp0=con-l1-l2-l4-l5-l6p0ApcosNp0四分点1981.79189621.560.9611.482981.29459616.690.9616.583996.58109766.491.9766.4941042.233710213.891.10213.89支点11035.877510151.600.10064.7521032.520310118.700.10032.1331033.923210132.450.10045.7641069.097710477.160.10473.57跨中11022.428110019.8

27、01.10019.8021034.041310133.601.10133.6031050.239510292.351.10292.3541072.461910510.131.10510.13 Np0/0.1kNepi=y0x-ai/cm预加弯矩Mp0=Np0epi/N.mMp0/N.m39208.4571.9486.69.8529596.9790.9682.44.1619980.38103.0309.05.7210213.89103.0309.66.6640616.21-19.0646-.22.2330551.4621.6292.33.4420519.3357.2348.56.1110473.

28、5796.5884.56.5640955.8778.9835.00.7330936.0890.9835.25.7220802.47102.9835.36.4710510.13102.9835.12.12 钢束预应力损失总表-22截面钢束号预加应力阶段正常使用阶段锚固时预应力损失lI=l1+l2+l4锚固时钢束应力p0=con-lI/MPap0=con-l1/MPa锚固后预应力损失lII=l5+l6/Mpa钢束有效应力p0=con-lII/MPape=p0-lII/Mpal1/Mpal2/MPAl4/Mpal5/Mpal6/Mpa四分点138.5890 67.1969 50.3742 1145.

29、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 支点10.3232 132.4041 8.7209 1160.5519 22.4411 102.2332 1035.8775 20.4261 131.9618 12.8595 1156.7526 21.9991 1032.52

30、03 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 1

31、237.7554 31.9486 1072.4619 预加力作用效用计算表-23截面钢束号预加力阶段由预应力钢束产生的预加力作用效果sincosp0ApNp0=App0cosVMp00.1kNkNkNkN.m四分点10.0.11229.231121.7551.38797.7320.0.11223.731122.365.231011.6330.1.11393.111139.310.001164.3440.1.11902.311190.230.001216.384573.6556.614190.09支点10.0.11373.411127.61148.45-253.3720.0.11336.1811

32、23.92147.97204.8330.0.11351.731125.46148.17605.8440.0.11743.291173.9330.741093.914550.92475.331651.21跨中10.1.11569.731156.970.00905.2120.1.11699.231169.920.001055.7330.1.11880.401188.040.001214.6540.1.12130.001213.000.001240.174727.940.004415.76截面钢束号正常使用阶段由预应力钢束产生的预加力作用效果sincosp0ApNp0=App0cosMp00.1kN

33、kNkNkN.m四分点10.0.9621.56961.1544.03691.5320.0.9616.69961.664.48874.8030.1.9766.49976.650.001006.2540.1.10213.891021.390.001052.353920.8448.513624.93支点10.0.10151.601006.48132.50-191.8820.0.10118.701003.21132.08216.9930.0.10132.451004.58132.25574.9740.0.10477.161047.3627.431011.624061.62424.261611.70跨中

34、10.1.10019.801001.980.00791.4020.1.10133.601013.360.00921.9930.1.10292.351029.230.001059.9440.1.10510.131051.010.001082.374095.590.003855.70 正截面抗裂性验算计算表-25应力部位跨中下缘四分点下缘支点下缘Np/0.1KN181911.75 78416.89 81232.43 Mp/(N.m)2.45 .71 .45 An/cm2311894.20 11894.20 14160.45 Wnx/cm34.22 .50 .13 Wox/cm35.61 .75 .

35、78 Mg1/n.m6.05 .03 0.00 Ms/n.m7.05 .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 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计算表11-26应力部位a-ao-on-nb-bNp/0.1KN181911.75 81911.75 81911.75