道桥软件应用作业.docx

1、道桥软件应用作业道桥设计软件应用专 业 道路桥梁与渡河工程 班 级 姓 名 学 号 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）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（人行道荷载12.35KN/m）。2）活载引起主梁内力及变形计算（为简化起

2、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。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 0.0000003 2.000000 0.000000 0.0000004 3.000000 0.000000 0.0000005 4.000000 0.000000 0.0000006 5.02

3、5000 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 0.000000 0.00000014 13.000000 0.000000 0.00000015 14.000000 0.000000 0.00000016 15.075000 0.

4、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 0.000000 0.00000024 23.000000 0.000000 0.00000025 24.000000 0.000000 0.00000026 25.125000 0.

5、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 0.000000 0.00000034 33.000000 0.000000 0.00000035 34.000000 0.000000 0.00000036 35.175000 0.

6、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 0.000000 0.00000044 43.000000 0.000000 0.00000045 44.000000 0.000000 0.00000046 45.225000 0.

7、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 0.000000 0.00000054 53.000000 0.000000 0.00000055 54.000000 0.000000 0.00000056 55.275000 0.

8、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 0.000000 0.00000064 63.000000 0.000000 0.00000065 64.000000 0.000000 0.00000066 65.325000 0.

9、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 0.000000 0.00000074 73.000000 0.000000 0.00000075 74.000000 0.000000 0.00000076 75.375000 0.

10、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

11、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00000.00001806梁体自重0000-0.000004011梁体自重00000.000001016梁体自重00000021梁体自重00000026梁体自重00000031梁体自重00000036梁体自重00000041梁体自重00000046梁体自重00000051梁体自重00000056梁体自重00000061梁体自重00000066梁体自重00000071梁体自重0000-0.000001076梁体自重00000.000004081梁

12、体自重0000-0.0000180梁体自重作用下的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梁体自重I100-20.720005梁体自重J60031.070-26.0106梁体自重I600-26.920-26.01010梁体自重J110024.860-20.82011梁体自重I1100-25.690-20.82015梁体自重J160026.10-21.86016梁体自重I1600-25.930-21.86020梁体自重J210025.850-21.65021梁体自重I2100-25.880-21.6

13、5025梁体自重J260025.90-21.69026梁体自重I2600-25.890-21.69030梁体自重J310025.890-21.68031梁体自重I3100-25.890-21.68035梁体自重J360025.890-21.68036梁体自重I3600-25.890-21.68040梁体自重J410025.890-21.68041梁体自重I4100-25.890-21.68045梁体自重J460025.890-21.68046梁体自重I4600-25.890-21.68050梁体自重J510025.890-21.68051梁体自重I5100-25.890-21.68055梁体自

14、重J560025.890-21.69056梁体自重I5600-25.90-21.69060梁体自重J610025.880-21.65061梁体自重I6100-25.850-21.65065梁体自重J660025.930-21.86066梁体自重I6600-26.10-21.86070梁体自重J710025.690-20.82071梁体自重I7100-24.860-20.82075梁体自重J760026.920-26.01076梁体自重I7600-31.070-26.01080梁体自重J810020.72000b.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

15、界面变形值如下表节点荷载DX (m)DY (m)DZ (m)RX (rad)RY (rad)RZ (rad)1桥面铺装自重00000.00005906桥面铺装自重0000-0.000012011桥面铺装自重00000.000002016桥面铺装自重00000021桥面铺装自重00000026桥面铺装自重00000031桥面铺装自重00000036桥面铺装自重00000041桥面铺装自重00000046桥面铺装自重00000051桥面铺装自重00000056桥面铺装自重00000061桥面铺装自重00000066桥面铺装自重00000071桥面铺装自重0000-0.000002076桥面铺装自重

16、00000.000012081桥面铺装自重0000-0.0000590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I100-68.960005桥面铺装J600103.420-86.5906桥面铺装I600-89.630-86.59010桥面铺装J110082.750-69.31011桥面铺装I1100-85.510-69.31015桥面铺装J160086.880-72.76016桥面铺装I1600-86.330-72.76020桥面铺装J210086.050-72.

17、07021桥面铺装I2100-86.160-72.07025桥面铺装J260086.220-72.21026桥面铺装I2600-86.20-72.21030桥面铺装J310086.190-72.18031桥面铺装I3100-86.190-72.18035桥面铺装J360086.190-72.19036桥面铺装I3600-86.190-72.19040桥面铺装J410086.190-72.18041桥面铺装I4100-86.190-72.18045桥面铺装J460086.190-72.19046桥面铺装I4600-86.190-72.19050桥面铺装J510086.190-72.18051桥面

18、铺装I5100-86.190-72.18055桥面铺装J560086.20-72.21056桥面铺装I5600-86.220-72.21060桥面铺装J610086.160-72.07061桥面铺装I6100-86.050-72.07065桥面铺装J660086.330-72.76066桥面铺装I6600-86.880-72.76070桥面铺装J710085.510-69.31071桥面铺装I7100-82.750-69.31075桥面铺装J760089.630-86.59076桥面铺装I7600-103.420-86.59080桥面铺装J810068.96000C.人行道板情况下人行道板自重

19、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 (rad)RZ (rad)1人行道板自重00000.00003906人行道板自重0000-0.000008011人行道板自重00000.000002016人行道板自重00000021人行道板自重00000026人行道板自重00000031人行道板自重00000036人行道板自重00000041人行道板自重00000046人行道板自重00000051人行道板自重00000056人行道板自重00000061人行道板自重00000066人行道板自重00

20、000071人行道板自重0000-0.000002076人行道板自重00000.000008081人行道板自重0000-0.0000390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I100-45.540005人行道板J60068.30-57.1806人行道板I600-59.190-57.18010人行道板J110054.650-45.77011人行道板I1100-56.470-45.77015人行道板J160057.370-48.05016人行道板I1600-57

21、.010-48.05020人行道板J210056.830-47.6021人行道板I2100-56.90-47.6025人行道板J260056.940-47.69026人行道板I2600-56.920-47.69030人行道板J310056.920-47.67031人行道板I3100-56.920-47.67035人行道板J360056.920-47.67036人行道板I3600-56.920-47.67040人行道板J410056.920-47.67041人行道板I4100-56.920-47.67045人行道板J460056.920-47.67046人行道板I4600-56.920-47.6

22、7050人行道板J510056.920-47.67051人行道板I5100-56.920-47.67055人行道板J560056.920-47.69056人行道板I5600-56.940-47.69060人行道板J610056.90-47.6061人行道板I6100-56.830-47.6065人行道板J660057.010-48.05066人行道板I6600-57.370-48.05070人行道板J710056.470-45.77071人行道板I7100-54.650-45.77075人行道板J760059.190-57.18076人行道板I7600-68.30-57.18080人行道板J810045.54000d.所有重力作用下所有重力作用下的内力图如下所有自重作用下变形图如下 所有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 (rad)RZ (rad)