(完整word版)一联四跨木板midas计算书

1、作业1:支架连续梁计算报告14姓名:学号:基本计算参数跨度组成：1.55m+2.0m+2.0m+1.55m截面形式：矩形材料：木混凝土荷载集度：35.5kN/m临时施工荷载集度：7.5kN/m荷载组合方式：方式 1（强度组合）:1.2 x 35.5kN/m+1.4X 7.5kN/m=53.1kN/m方式 2（刚度组合）:1.0X 35.5kN/m+1.0x 7.5kN/m=43 kN/m二、建模过程2.1节点坐标节点号X(m)Y(m)节点号X(m)Y(m)100191.75020.050201.85030.150211.95040.250222.05050.350232.15060.45024

2、2.25070.550252.35080.650262.45090.750272.550100.850282.650110.950292.750121.050302.850131.150312.950141.250323.050151.350333.150161.450343.250171.550353.350181.650363.450节点号X(m)Y(m)节点号X(m)Y(m)373.550555.350383.650565.450393.750575.550403.850585.650413.950595.750424.050605.850434.150626.050444.250636

3、.150454.350646.250464.450656.350474.550666.450484.650676.550494.750686.650504.850696.750514.950706.850525.050716.950535.150727.050545.250737.10节点单元边界条件质呈荷養建立节点节点起始号:坐标（器”）FTi复制72距离（Akj妆dj :0. 1L 0, 0叼台并重夏节点 叼在交叉点片割单元适用图2.1节点建立对话框截图2.2材料眾材料号：旧名称弹性数据用户定义rDefine4桝楼塑各向同性0各向异性用户定义颊范：数拥库:混凝土规范；数揺库MSi oooo

4、eHioekid0 36O.OOOOe+COOi/cj0?N/m'3ckMi/眈o. ooooe+cnckM/ri'20Q. OOOOe'HJOC1/EC00?N/rn_'3/g用户定女 弹性模里：Sfttt：麵殊系数:诧用质里蔭度:日混灘土 弹性槿里£松比：线胺胀系埶：容重:使用质蚩宙度: 欢性数損垫性材料容称：MUHE纤维糧娶的弹塑性材料特性混魅土 无钢料越特性值比热:0热传导军：0kJ/in*hr*C阻尼比；0取鞘图2.2材料输入界面截图2.3截面实腹长方形截面用户O颤据库GB-YB掃：木矩形鮎面戳面:M单角钢数据库中读取數锯 数掲库名称： 截面

5、容祢焊接组合戡面GB-VB叼考虑剪切变羽考虑翹曲効果仃自由度）中池 僱改偏心 II)II)数据库/用户截面号显示截面特till磅认取消适用图2.3截面输入界面截图2.4边界条件p点DxDyDzRxRyRzRw组10111010默认171111010默认370111010ujli 、 r 获认570111010默认730111 010默认图2.4边界条件表格截图2.5有限元模型图2.5有限元模型消影图二、计算结果3.1变形结果H »-!>图3.1混凝土荷载作用下梁变形图（单位mm）图3.2自重作用下梁变形图（单位mm）表3.1混凝土荷载作用下梁的变形结果节点号竖向挠度(mm)节点

6、号竖向挠度(mm)节点号竖向挠度(mm)节点号竖向挠度(mm)10.0021-0.0941-0.0861-0.062-0.0222-0.1142-0.1162-0.083-0.0523-0.1443-0.1363-0.104-0.0724-0.1644-0.1664-0.115-0.1025-0.1845-0.1865-0.126-0.1126-0.1946-0.1966-0.137-0.1227-0.1947-0.1967-0.128-0.1328-0.1948-0.1968-0.119-0.1229-0.1849-0.1869-0.1010-0.1130-0.1650-0.1670-0.0

7、711-0.1031-0.1351-0.1471-0.0512-0.0832-0.1152-0.1172-0.0213-0.0633-0.0853-0.09730.0014-0.0434-0.0554-0.0615-0.0235-0.0355-0.03160.0036-0.0156-0.01170.00370.00570.0018-0.0138-0.01580.0019-0.0339-0.0359-0.0220-0.0640-0.0560-0.043.2内力结果l一 Q Mb MW43uU.li 如In4.7-2JB“ 卩 lillllnZJ!b*4N4摘 I>IU7*iin吗叫血ipm

8、计hl啣丄图3.3混凝土荷载作用下弯矩图(单位kN.m)J< m阿4fri>二:T Hi -KEIMMu tMIrJM*FrfT. I-iC-a-WWZ*i CBUJhitr ci*1. i* liJiB# -埒打-2nHSMCU,-I图3.4混凝土荷载作用下剪力图（单位kN）2iiijr虽*4.L-1J勺丄M1>LJ y| 4J1J-zniI.B01“F抚打"0呵 JiBUittJib图3.5临时施工荷载作用下弯矩图（单位kN.m）i 弭1 I ：>rH 曜 lUOliZl 丽* = !申 电 M l图3.6临时施工荷载作用下剪力图（单位kN）r*i ii

9、-d. _ nU"»图3.7强度组合作用下弯矩图（单位kN.m）-LUJ . .1e.vI.LJTA4J：卜上U.4-L51坤27-JTjI+斗】川XI訓严、钻JU妙讣图3.8强度组合作用下剪力图（单位kN）表3.2强度组合作用下内力结果表格单元号节点号弯矩(kN.m)剪力(kN)单元号节点号弯矩(kN.m)剪力(kN)110-30.32668.27-6.4321.45-27.6778.65-1.12221.45-27.67778.65-1.1233.95-22.3688.494.19333.95-22.36888.494.1945.92-17.0597.819.5445.

10、92-17.05997.819.557.36-11.74106.5914.81557.36-11.7410106.5914.8168.27-6.43114.8520.12单元号节点号弯矩(kN.m)剪力(kN)单元号节点号弯矩(kN.m)剪力(kN)11114.8520.1231314.5621.93122.5725.43322.127.2412122.5725.4332322.127.2413-0.2430.7433-0.8932.551313-0.2430.743333-0.8932.5514-3.5836.0534-4.4137.861414-3.5836.053434-4.4137.8

11、615-7.4541.3635-8.4643.171515-7.4541.363535-8.4643.1716-11.8546.6736-13.0448.481616-11.8546.673636-13.0448.4817-16.7851.9837-18.1653.791717-16.78-52.413737-18.16-53.7918-11.81-47.138-13.04-48.481818-11.81-47.13838-13.04-48.4819-7.36-41.7939-8.46-43.171919-7.36-41.793939-8.46-43.1720-3.45-36.4840-4.4

12、1-37.862020-3.45-36.484040-4.41-37.8621-0.07-31.1741-0.89-32.552121-0.07-31.174141-0.89-32.55222.79-25.86422.1-27.2422222.79-25.8642422.1-27.24235.11-20.55434.56-21.9323235.11-20.5543434.56-21.93246.9-15.24446.49-16.6224246.9-15.2444446.49-16.62258.16-9.93457.88-11.3125258.16-9.9345457.88-11.31268.8

13、8-4.62468.75-626268.88-4.6246468.75-6279.080.69479.08-0.6927279.080.6947479.08-0.69288.756488.884.6228288.75648488.884.62297.8811.31498.169.9329297.8811.3149498.169.93306.4916.62506.915.2430306.4916.6250506.915.24314.5621.93515.1120.55单元号节点号弯矩(kN.m)剪力(kN)单元号节点号弯矩(kN.m)剪力(kN)51515.1120.5562622.57-25.

14、43522.7925.86634.85-20.1252522.7925.8663634.85-20.1253-0.0731.17646.59-14.815353-0.0731.1764646.59-14.8154-3.4536.48657.81-9.55454-3.4536.4865657.81-9.555-7.3641.79668.49-4.195555-7.3641.7966668.49-4.1956-11.8147.1678.651.125656-11.8147.167678.651.1257-16.7852.41688.276.435757-16.78-51.9868688.276.4358-11.85-46.67697.3611.745858-11.85-46.6769697.3611.7459-7.45-41.36705.9217.055959-7.45-41.3670705.9217.0560-3.58-36.0571