迈达斯桥梁计算示例.docx

1、迈达斯桥梁计算示例道梁设计软件应用专 业 道路桥梁与渡河工程 班 级 道桥091 姓 名 韩家东 学 号 091390 混凝土连续梁桥设计计算一、设计计算资料本设计为4x20.1m混凝土连续梁桥，桥面布置净-8+20.75m人行道，主梁C30混凝土，桥面铺装采用12cm沥青混凝土，桥位年平均气温7.6，最高月平均气温28.7，最低为-20.5。设计荷载公路-I级，人群3.5kN/m2。结构构造见下图。图1 桥梁横断面图（单位：cm）18013010081418图2 T型梁尺寸图（单位：cm）二、内容要求 1给出结构有限元计算模型。2主梁内力及变形计算1）结构重力引起主梁内力及变形计算（人行道荷

2、载12.35KN/m）。2）活载引起主梁内力及变形计算（为简化起见，冲击系数区1.2,荷载横向分布系数取0.6）。3) 均匀温度作用引起主梁内力及变形计算（成桥温度15）。要求给出各工况单独作用下主梁内力图及组合工况作用下的内力包络图，并分别以表格形式列出各工况控制截面内力值和变形值。1. 结构有限元计算模型。控制界面的节点号分别是：1,6,11,16,21,26,31,36,41,46,51,56,61,66,71,76,81将4跨连续梁划分成81个节点，80个单元。各个节点坐标如下：1 0.000000 0.000000 0.0000002 1.000000 0.000000 0.0000

3、003 2.000000 0.000000 0.0000004 3.000000 0.000000 0.0000005 4.000000 0.000000 0.0000006 5.025000 0.000000 0.0000007 6.000000 0.000000 0.0000008 7.000000 0.000000 0.0000009 8.000000 0.000000 0.00000010 9.000000 0.000000 0.00000011 10.050000 0.000000 0.00000012 11.000000 0.000000 0.00000013 12.000000

4、0.000000 0.00000014 13.000000 0.000000 0.00000015 14.000000 0.000000 0.00000016 15.075000 0.000000 0.00000017 16.000000 0.000000 0.00000018 17.000000 0.000000 0.00000019 18.000000 0.000000 0.00000020 19.000000 0.000000 0.00000021 20.100000 0.000000 0.00000022 21.000000 0.000000 0.00000023 22.000000

5、0.000000 0.00000024 23.000000 0.000000 0.00000025 24.000000 0.000000 0.00000026 25.125000 0.000000 0.00000027 26.000000 0.000000 0.00000028 27.000000 0.000000 0.00000029 28.000000 0.000000 0.00000030 29.000000 0.000000 0.00000031 30.150000 0.000000 0.00000032 31.000000 0.000000 0.00000033 32.000000

6、0.000000 0.00000034 33.000000 0.000000 0.00000035 34.000000 0.000000 0.00000036 35.175000 0.000000 0.00000037 36.000000 0.000000 0.00000038 37.000000 0.000000 0.00000039 38.000000 0.000000 0.00000040 39.000000 0.000000 0.00000041 40.200000 0.000000 0.00000042 41.000000 0.000000 0.00000043 42.000000

7、0.000000 0.00000044 43.000000 0.000000 0.00000045 44.000000 0.000000 0.00000046 45.225000 0.000000 0.00000047 46.000000 0.000000 0.00000048 47.000000 0.000000 0.00000049 48.000000 0.000000 0.00000050 49.000000 0.000000 0.00000051 50.250000 0.000000 0.00000052 51.000000 0.000000 0.00000053 52.000000

8、0.000000 0.00000054 53.000000 0.000000 0.00000055 54.000000 0.000000 0.00000056 55.275000 0.000000 0.00000057 56.000000 0.000000 0.00000058 57.000000 0.000000 0.00000059 58.000000 0.000000 0.00000060 59.000000 0.000000 0.00000061 60.300000 0.000000 0.00000062 61.000000 0.000000 0.00000063 62.000000

9、0.000000 0.00000064 63.000000 0.000000 0.00000065 64.000000 0.000000 0.00000066 65.325000 0.000000 0.00000067 66.000000 0.000000 0.00000068 67.000000 0.000000 0.00000069 68.000000 0.000000 0.00000070 69.000000 0.000000 0.00000071 70.350000 0.000000 0.00000072 71.000000 0.000000 0.00000073 72.000000

10、0.000000 0.00000074 73.000000 0.000000 0.00000075 74.000000 0.000000 0.00000076 75.375000 0.000000 0.00000077 76.000000 0.000000 0.00000078 77.000000 0.000000 0.00000079 78.000000 0.000000 0.00000080 79.000000 0.000000 0.00000081 80.400000 0.000000 0.000000荷载组合:恒载作用 =自重+铺装+人行道 活载作用 =汽车荷载+人群荷载 综合作用是根

11、据软件自动生成作用组合中选择的包络组合2.主梁内力及变形计算1）结构重力引起主梁内力及变形计算（人行道荷载12.35KN/m）。a.梁体自重情况下梁体自重作用内力图如下梁体自重作用变形图如下 梁体自重作用下各控制界面的变形值如下表 节点荷载DX (m)DY (m)DZ (m)RX (rad)RY (rad)RZ (rad)1梁体自重00000.00097406梁体自重00-0.00428900.000582011梁体自重00-0.0053450-0.000172016梁体自重00-0.0029340-0.000657021梁体自重0000-0.00024026梁体自重00-0.00065200

12、.000268031梁体自重00-0.00169300.000056036梁体自重00-0.0010940-0.000244041梁体自重00000046梁体自重00-0.00109400.000244051梁体自重00-0.0016930-0.000056056梁体自重00-0.0006520-0.000268061梁体自重00000.00024066梁体自重00-0.00293400.000657071梁体自重00-0.00534500.000172076梁体自重00-0.0042890-0.000582081梁体自重0000-0.0009740梁体自重作用下的内力值如下表单元荷载位置轴向

13、 (kN)剪力-y (kN)剪力-z (kN)扭矩 (kN*m)弯矩-y (kN*m)弯矩-z (kN*m)1梁体自重I100-81.470005梁体自重J600-29.690279.2906梁体自重I600-29.690279.29010梁体自重J110022.090298.37011梁体自重I110022.090298.37015梁体自重J160073.88057.25016梁体自重I160073.88057.25020梁体自重J2100125.660-444.09021梁体自重I2100-110.780-444.09025梁体自重J2600-58.990-17.54026梁体自重I260

14、0-58.990-17.54030梁体自重J3100-7.210148.81031梁体自重I3100-7.210148.81035梁体自重J360044.57054.94036梁体自重I360044.57054.94040梁体自重J410096.350-299.13041梁体自重I4100-96.350-299.13045梁体自重J4600-44.57054.94046梁体自重I4600-44.57054.94050梁体自重J51007.210148.81051梁体自重I51007.210148.81055梁体自重J560058.990-17.54056梁体自重I560058.990-17.5

15、4060梁体自重J6100110.780-444.09061梁体自重I6100-125.660-444.09065梁体自重J6600-73.88057.25066梁体自重I6600-73.88057.25070梁体自重J7100-22.090298.37071梁体自重I7100-22.090298.37075梁体自重J760029.690279.29076梁体自重I760029.690279.29080梁体自重J810081.47000b.桥面铺装自重作用下桥面铺装作用下内力图如下桥面铺装作用下变形图桥面铺装作用下各控制界面变形值如下表节点荷载DX (m)DY (m)DZ (m)RX (rad

16、)RY (rad)RZ (rad)1桥面铺装自重00000.00324206桥面铺装自重00-0.01427900.001938011桥面铺装自重00-0.0177930-0.000573016桥面铺装自重00-0.0097670-0.002187021桥面铺装自重0000-0.000798026桥面铺装自重00-0.0021700.000893031桥面铺装自重00-0.00563700.000187036桥面铺装自重00-0.0036420-0.000812041桥面铺装自重00000046桥面铺装自重00-0.00364200.000812051桥面铺装自重00-0.0056370-0.

17、000187056桥面铺装自重00-0.002170-0.000893061桥面铺装自重00000.000798066桥面铺装自重00-0.00976700.002187071桥面铺装自重00-0.01779300.000573076桥面铺装自重00-0.0142790-0.001938081桥面铺装自重0000-0.0032420桥面铺装自重作用下各控制截面内力值如下表单元荷载位置轴向 (kN)剪力-y (kN)剪力-z (kN)扭矩 (kN*m)弯矩-y (kN*m)弯矩-z (kN*m)1桥面铺装自重I100-271.220005桥面铺装自重J600-98.830929.7506桥面铺装

18、自重I600-98.830929.75010桥面铺装自重J110073.550993.27011桥面铺装自重I110073.550993.27015桥面铺装自重J1600245.930190.58016桥面铺装自重I1600245.930190.58020桥面铺装自重J2100418.310-1478.35021桥面铺装自重I2100-368.770-1478.35025桥面铺装自重J2600-196.390-58.38026桥面铺装自重I2600-196.390-58.38030桥面铺装自重J3100-24.010495.37031桥面铺装自重I3100-24.010495.37035桥面铺

19、装自重J3600148.380182.89036桥面铺装自重I3600148.380182.89040桥面铺装自重J4100320.760-995.81041桥面铺装自重I4100-320.760-995.81045桥面铺装自重J4600-148.380182.89046桥面铺装自重I4600-148.380182.89050桥面铺装自重J510024.010495.37051桥面铺装自重I510024.010495.37055桥面铺装自重J5600196.390-58.38056桥面铺装自重I5600196.390-58.38060桥面铺装自重J6100368.770-1478.35061桥

20、面铺装自重I6100-418.310-1478.35065桥面铺装自重J6600-245.930190.58066桥面铺装自重I6600-245.930190.58070桥面铺装自重J7100-73.550993.27071桥面铺装自重I7100-73.550993.27075桥面铺装自重J760098.830929.75076桥面铺装自重I760098.830929.75080桥面铺装自重J8100271.22000c.人行道板情况下人行道板自重作用下内力图如下人行道板自重作用下变形图如下人行道板自重作用下各控制截面变形值如下表节点荷载DX (m)DY (m)DZ (m)RX (rad)RY

21、 (rad)RZ (rad)1人行道板自重00000.00214106人行道板自重00-0.0094300.00128011人行道板自重00-0.0117510-0.000379016人行道板自重00-0.006450-0.001444021人行道板自重0000-0.000527026人行道板自重00-0.00143300.00059031人行道板自重00-0.00372300.000124036人行道板自重00-0.0024050-0.000536041人行道板自重00000046人行道板自重00-0.00240500.000536051人行道板自重00-0.0037230-0.000124

22、056人行道板自重00-0.0014330-0.00059061人行道板自重00000.000527066人行道板自重00-0.0064500.001444071人行道板自重00-0.01175100.000379076人行道板自重00-0.009430-0.00128081人行道板自重0000-0.0021410人行道板自重作用下各控制截面内力值如下表单元荷载位置轴向 (kN)剪力-y (kN)剪力-z (kN)扭矩 (kN*m)弯矩-y (kN*m)弯矩-z (kN*m)1人行道板自重I100-179.110005人行道板自重J600-65.27061406人行道板自重I600-65.27

23、0614010人行道板自重J110048.570655.96011人行道板自重I110048.570655.96015人行道板自重J1600162.410125.86016人行道板自重I1600162.410125.86020人行道板自重J2100276.250-976.3021人行道板自重I2100-243.540-976.3025人行道板自重J2600-129.70-38.55026人行道板自重I2600-129.70-38.55030人行道板自重J3100-15.850327.14031人行道板自重I3100-15.850327.14035人行道板自重J360097.990120.78036人行道板自重I360097.990120.78040人行道板自重J4100211.830-657.63041人行道板自重I4100-211.830-657.63045人行道板自重J46