西建大《公路桥梁电算》作业完整版范文.docx

1、西建大公路桥梁电算作业完整版范文1. 如图1所示预应力混凝土箱形截面梁。其顶板宽度2m，地板宽0.85m，两个悬臂长度0.5m，梁高0.8m，顶板厚度0.125m，底板厚度0.08m，腹板厚度0.075m。顶板预留一排15孔的预应力钢筋孔道，其形心至顶板面0.045m。28mm金属波纹管成孔，每孔张拉钢绞线125。底板配置11根HRB33516mm普通钢筋，其形心至底板面0.04m。混凝土强度等级为C50。钢绞线、普通钢筋和混凝土的弹性模量分别为Ep=1.95105MPa、Ec=2.0104MPa和Ec=3.45105MPa，试计算梁的毛截面、净截面及换算截面的几何特性。图1解：根据题意，截面

2、的结线共八根，预应力每个孔道面积615.7510-6m2，每个普通钢筋孔道面积201.0610-6m2.。每束钢绞线面积235.5610-6m2。据此列出各项原始数据。原始数据如下：当为毛截面时，原始数据：1180.85,0.85,0.15,0.15,0.35,1.1,2.0,2.00,0.08,0.08,0.65,0.7,0.7,0.75,0.8 当为净截面时,原始数据:2180.85,0.85,0.15,0.15,0.35,1.1,2.0,2.00,0.08,0.08,0.65,0.7,0.7,0.75,0.82201.06E-6,0.04,11, 615.75E-6,0.755,15 当

3、为换算截面时，原始数据:32.0E5,1.95E5,3.45E4180.85,0.85,0.15,0.15,0.35,1.1,2.0,2.00,0.08,0.08,0.65,0.7,0.7,0.75,0.82201.06E-6,0.04,0,11, 235.56E-6,0.755,2,15运行结果如下： 毛截面特性计算结果：截面号N 截面惯性矩Ix 截面面积AA 截面形心距离Y上 截面形心距离Y下 1 .0256 .2710 .3468 .4532截面号N 上截面模量W上 下截面模量W下 截面上核心距K 截面下核心距K下1 .0738 .0565 .2083 .2723 净截面特性计算结果：截

4、面号N 截面惯性矩Ix 截面面积AA 截面形心距离Y上 截面形心距离Y下 1 .0244 .2596 .3540 .4460截面号N 上截面模量W上 下截面模量W下 截面上核心距K上 截面下核心距K下1 .0688 .0546 .2104 .2651换算截面特性计算结果：截面号N 截面惯性矩Ix 截面面积AA 截面形心距离Y上 截面形心距离Y下 1 .0336 .3705 .2896 .5104截面号N 上截面模量W上 下截面模量W下 截面上核心距K上 截面下核心距K下1 .1159 .0658 .1776 .31292.如图2所示，跨径为L=19.7m的铰接T型桥面板的横截面布置，桥面净空为

5、-7+21.0（人行道）。全宽为6块预制混凝土T型板组成。图3为结构横断面布置图，图4为单个T型板的构造图。混凝土强度等级取C50，其弹性模量为3.45104Mpa，剪变模量取0.4倍的弹性模量值。求各梁跨中截面荷载横向分布影响线、汽车荷载横向分布系数和人群荷载横向分布系数。图2（单位：mm）图3（单位：mm）图4(单位：mm)解：由题意可知，该桥面设计为2车道，宽度7m。剪切模量G=1.38107Kpa。抗扭惯性矩It计算为：It=0.00192m4。原始数据如下：2,1.0,00,6,0,119.7,3.45E7,1.38E7,0.150.00192,0.7,70.2,0.2,0.1,0.

6、1,0.2,1.5,1.50.0,0.15,0.2,0.7,0.75,0.75,0.91,1,1,1,1,1,1运行结果如下：荷载横向分布影响线主梁号 1 2 3 4 5 6P=1位置x .750 .6288 .2894 .0638 .0141 .0031 .0008 2.250 .2894 .4031 .2397 .0528 .0118 .0031 3.750 .0638 .2397 .3922 .2374 .0528 .0141 5.250 .0141 .0528 .2374 .3922 .2397 .0638 6.750 .0031 .0118 .0528 .2397 .4031 .28

7、94 8.250 .0008 .0031 .0141 .0638 .2894 .6288 扭矩横向分布影响线主梁号 1 2 3 4 5 6P=1位置x .750 -.2784 -.3397 -.0748 -.0165 -.0036 -.0006 2.250 .2171 -.0135 -.2814 -.0619 -.0135 -.0023 3.750 .0478 .2754 -.0006 -.2784 -.0607 -.0105 5.250 .0105 .0607 .2784 .0006 -.2754 -.0478 6.750 .0023 .0135 .0619 .2814 .0135 -.21

8、71 8.250 .0006 .0036 .0165 .0748 .3397 .2784 主梁号 汽车荷载横向分布系数 1 .3022 2 .4135 3 .4453 4 .4453 5 .4117 6 .2984 主梁号 人群荷载横向分布系数 1 .6861 2 .2303 3 .1140 4 .1140 5 .2303 6 .68613.变截面钢筋混凝土肋拱桥的计算简图如图5所示，拱轴为悬链线，y=fch（2kx/L）-1/(m-1),拱轴系数为m=2.24，跨度L=35m，拱高f=7m，拱肋为矩形截面，其惯性矩I=Ic/cos，截面面积为A=Ac/ cos,拱顶截面高为Hc=1.1m，截

9、面宽度为Bc=2.25m。假设该肋承受如图所示荷载，试计算其内力和支座反力。图5（单位：m）解：截面惯性矩为：Ic=2.251.13/12=0.2496m4，Ac=1.12.25=2.475m2。原始数据如下：3,2,5,0,1,10,135,7,1,0.2496,2.4751,10,2,100,100,-3.0,60,-7.0,55,-9.0,120,-14.0,752.24计算结果如下：NG= 3 Kq= 2 Kp= 5 Km= 0 NJ= 1 NS= 10 NN= 0 L= 35.00 f= 7.00 CN= 1.00 IC= .250 AC= 2.475 PQ(i,j)= 1.000

10、2.000 10.000 10.000 PP(i,j)= .000 -3.000 -7.000 -9.000 -14.000 100.000 60.000 55.000 120.000 75.000 m0=2.240 SL=39.4271 DS=3.9427 COFi SIFi XI YI EI EA .731 -.683 -17.500 7.000 .342 3.388 .811 -.585 -14.775 4.753 .308 3.052 .892 -.453 -11.414 2.701 .280 2.776 .952 -.305 -7.769 1.203 .262 2.599 .988

11、-.152 -3.931 .300 .253 2.504 1.000 .000 .000 .000 .250 2.475 .988 .152 3.931 .300 .253 2.504 .952 .305 7.769 1.203 .262 2.599 .892 .453 11.414 2.701 .280 2.776 .811 .585 14.775 4.753 .308 3.052 .731 .683 17.500 7.000 .342 3.388 YS=2.254多于未知力：X1=1381.133 X2=548.602 X3=-104.934截面号 Xi MI QI NI 0 -17.50

12、0 -189.993 -23.896 728.599 1 -14.775 -151.570 46.300 709.831 2 -11.414 -6.062 58.520 644.995 3 -7.769 212.757 11.497 579.728 4 -3.931 195.689 9.718 556.576 5 .000 144.702 -104.934 548.602 6 3.931 -180.355 -59.004 564.172 7 7.769 -312.368 -6.609 578.163 8 11.414 -222.772 53.052 588.340 9 14.775 110.3

13、32 116.012 592.751 10 17.500 617.327 170.105 591.939 反力: HA VA MA 548.602 480.066 -189.993 HB VB MB 548.602 279.934 617.3274.如图7所示，为共青大桥的的桥型布置简化计算图，采用悬拼施工法架设。是分别对其进行施工阶段、营运阶段进行静力反应计算。假设在施工阶段和营运阶段仅在梁上作用有均布荷载q=60KN/m。建造采用C55#混凝土，E=.355E+05MPa。图7为梁体横截面图，图8为桥台断面图。图6（单位：m）图7（单位：m）图8（单位：mm）图9（单位：mm）解：依题意，

14、先求各杆件的拉压和弯曲刚度。对于梁体单元：EA=.172E+09，EI=.953E+08。13号桥台单元：EA=.588E+09，EI=.105E+10。14号竖杆单元：EA=.710E+08，EI=.592E+07。其余斜腹杆单元：EA=.192E+08， EI=.323E+06。拱圈单元：EA=.284E+09，EI=.237E+08。建立原始数据：（对于施工阶段）29,25,3,3,11,0,1114,0,0,0,15,0,0,0,16,0,0,014,15,161,2,2,3,3,4,4,5,5,6,6,7,7,8,8,9,9,10,10,11,11,12,12,13,14,1,15,

15、3,19,3,19,5,22,5,22,7,23,8,25,11,16,17,17,18,18,19,19,20,20,21,21,22,22,23,23,24,24,250,0.5,6,0.5,12,0.5,17.5,0.5,23,0.5,28,0.5,32.9,0.5,33.1,0.5,37.75,0.5,42.5,0.5,42.5,0,47.75,0,53,0,0,-4.5,12,-15.9,12.5,-15.9,15.786,-12.783,19.281,-9.903,23,-7.317,26.22,-5.357,29.580,-3.648,32.9,-2.366,33.1,-2.29

16、6,37.737,-1.073,42.5,-0.5.172E+09, .953E+08, .172E+09, .953E+08, .172E+09, .953E+08, .172E+09, .953E+08,.172E+09, .953E+08, .172E+09, .953E+08, .172E+09, .953E+08, .172E+09, .953E+08,.172E+09, .953E+08, .172E+09, .953E+08, .172E+09, .953E+08, .172E+09, .953E+08,.588E+09, .105E+10, .710E+08, .592E+07

17、, .192E+08, .323E+06, .192E+08, .323E+06,.192E+08, .323E+06, .192E+08, .323E+06, .192E+08, .323E+06, .172E+09, .953E+08,.284E+09, .237E+08, .284E+09, .237E+08, .284E+09, .237E+08, .284E+09, .237E+08,.284E+09, .237E+08, .284E+09, .237E+08, .284E+09, .237E+08, .284E+09, .237E+08,.284E+09, .237E+081,3,

18、6,-60,2,3,6,-60,3,3,5.5,-60,4,3,5.5,-60,5,3,5,-60,6,3,4.9,-60,7,3,0.2,-60,8,3,4.65,-60,9,3,4.75,-60,11,3,5.25,-60,12,3,5.25,-60运行结果如下：（对于施工阶段）1 桥梁结构结点位移: 水平位移x 向右为正；竖向位移y向上为正；结点转角逆时针为正。 结点号 x y 1 .1187E-03 -.2363E-05 -.3556E-04 2 .2233E-03 -.1390E-03 -.3837E-05 3 .3279E-03 -.1105E-03 -.3146E-05 4 .4

19、363E-03 -.2069E-03 -.2426E-04 5 .5447E-03 -.3889E-03 -.5172E-04 6 .6435E-03 -.7798E-03 -.1048E-03 7 .7404E-03 -.1484E-02 -.1952E-03 8 .7443E-03 -.1523E-02 -.2008E-03 9 .8353E-03 -.2679E-02 -.2819E-03 10 .9282E-03 -.4092E-02 -.3093E-03 11 .7723E-03 -.4092E-02 -.3160E-03 12 .7723E-03 -.6089E-02 -.4223

20、E-03 13 .7723E-03 -.8366E-02 -.4375E-03 14 .0000E+00 .0000E+00 .0000E+00 15 .0000E+00 .0000E+00 .0000E+00 16 .0000E+00 .0000E+00 .0000E+00 17 -.1945E-03 .1159E-03 .5168E-04 18 -.2561E-03 .9382E-04 -.4769E-04 19 -.1349E-03 -.1881E-03 -.4539E-04 20 -.1205E-03 -.3076E-03 -.4757E-04 21 .1774E-04 -.6900E

21、-03 -.1726E-03 22 .2449E-03 -.1409E-02 -.2215E-03 23 .2578E-03 -.1454E-02 -.2197E-03 24 .4890E-03 -.2557E-02 -.2828E-03 25 .6151E-03 -.4090E-02 -.3141E-03 2 桥梁单元杆端内力: 轴力Ni，Nj 以拉伸为正；剪力Qi，Qj 以绕杆件顺时针转为正；弯矩Mi，Mj 以绕杆件顺时针转为正。 单元号 Ni Qi Mi Nj Qj Mj 1 2999.498 277.839 30.411 2999.498 -82.161 -617.446 2 2999

22、.498 -82.161 617.446 2999.498 -442.161 955.520 3 3389.750 309.979 -915.703 3389.750 -20.021 118.319 4 3389.750 -20.021 -118.319 3389.750 -350.021 1135.935 5 3399.557 146.721 -1127.652 3399.557 -153.279 1144.049 6 3399.557 -153.279 -1144.049 3399.557 -447.279 2615.418 7 3382.804 53.493 -2636.460 3382

23、.804 41.493 2626.961 8 3364.844 517.691 -2649.882 3364.844 238.691 891.292 9 3364.844 238.691 -891.292 3364.844 -46.309 434.383 10 -46.309 -3364.844 -434.383 -46.309 -3364.844 2116.805 11 .000 630.000 -3307.500 .000 315.000 826.875 12 .000 315.000 -826.875 .000 .000 .000 13 -277.839 2999.498 -14967.

24、080 -277.839 2999.498 -30.411 14 -478.278 4.866 -41.037 -478.278 4.866 -38.765 15 -472.781 .006 .970 -472.781 .006 -1.052 16 -493.336 2.435 -9.777 -493.336 2.435 -9.254 17 -8.029 -1.221 11.615 -8.029 -1.221 .971 18 -500.772 -16.754 26.974 -500.772 -16.754 21.042 19 -476.199 -17.959 27.294 -476.199 -

25、17.959 22.920 20 -676.309 -3364.844 491.727 -676.309 -3364.844 1190.695 21 -3847.844 -309.046 970.269 -3847.844 -309.046 429.456 22 -3860.027 -39.989 -429.456 -3860.027 -39.989 610.555 23 -3850.435 274.881 -610.555 -3850.435 274.881 -634.579 24 -3758.987 -348.618 643.385 -3758.987 -348.618 670.770 2

26、5 -3774.622 -61.221 -670.770 -3774.622 -61.221 901.550 26 -3761.230 323.529 -901.550 -3761.230 323.529 -249.864 27 -3573.619 -29.707 211.275 -3573.619 -29.707 -204.981 28 -3426.059 -204.180 177.686 -3426.059 -204.180 801.475 29 -3421.535 269.566 -801.475 -3421.535 269.566 -491.727 3 桥梁结构支座反力: 水平反力Rx

27、向右为正；竖向反力Ry向上为正；反力矩Rm逆时针为正。 结点号 水平反力Rx 竖向反力Ry 反力矩Rm 14 -2999.498 277.839 14967.080 15 -4.866 478.278 41.037 16 3004.364 2423.883 -970.269建立原始数据：（对于运营阶段） 29,25,4,4,10,0,1014,0,0,0,15,0,0,0,16,0,0,0,13,0,1,014,15,16,131,2,2,3,3,4,4,5,5,6,6,7,7,8,8,9,9,10,10,11,11,12,12,13,14,1,15,3,19,3,19,5,22,5,22,7

28、,23,8,25,11,16,17,17,18,18,19,19,20,20,21,21,22,22,23,23,24,24,250,0.5,6,0.5,12,0.5,17.5,0.5,23,0.5,28,0.5,32.9,0.5,33.1,0.5,37.75,0.5,42.5,0.5,42.5,0,47.75,0,53,0,0,-4.5,12,-15.9,12.5,-15.9,15.786,-12.783,19.281,-9.903,23,-7.317,26.22,-5.357,29.580,-3.648,32.9,-2.366,33.1,-2.296,37.737,-1.073,42.5,

29、-0.5.172E+09, .953E+08, .172E+09, .953E+08, .172E+09, .953E+08, .172E+09, .953E+08,.172E+09, .953E+08, .172E+09, .953E+08, .000E+00, .000E+00, .172E+09, .953E+08,.172E+09, .953E+08, .172E+09, .953E+08, .172E+09, .953E+08, .172E+09, .953E+08,.588E+09, .105E+10, .710E+08, .592E+07, .192E+08, .323E+06,

30、 .192E+08, .323E+06,.192E+08, .323E+06, .192E+08, .323E+06, .192E+08, .323E+06, .172E+09, .953E+08,.284E+09, .237E+08, .284E+09, .237E+08, .284E+09, .237E+08, .284E+09, .237E+08,.284E+09, .237E+08, .284E+09, .237E+08, .284E+09, .237E+08, .284E+09, .237E+08,.284E+09, .237E+081,3,6,-60,2,3,6,-60,3,3,5

31、.5,-60,4,3,5.5,-60,5,3,5,-60,6,3,4.9,-60,8,3,4.65,-60,9,3,4.75,-60,10,3,5.25,-60,11,3,5.25,-60运行结果如下：（对于运营阶段）1 桥梁结构结点位移: 水平位移x 向右为正；竖向位移y向上为正；结点转角逆时针为正。 结点号 x y 1 .2458E-05 -.3217E-05 -.1858E-05 2 -.5235E-05 -.8329E-04 -.1235E-04 3 -.1293E-04 -.1375E-03 -.1591E-04 4 -.1580E-04 -.2663E-03 -.2122E-04 5 -.1867E-04 -.3602E-03 -.2067E-04 6 -.1833E-04 -.4752E-03 -.1645E-04 7 -.1801E-04 -.5016E-03 .1729E-05 8 .1813E-03 -.5