结构设计大赛理论方案

构造设计理论方案作品名称：团队名称：团队成员:李晓斌胡建华潘富康专业班级：土木0806班团队精神：构造有形梦想无穷承载希望建筑将来目录1、作品纲要2、构造计算书2.1构造选型2.2荷载剖析2.3内力计算剖析1.3.1截面性质剖析1.3.2内力剖析计算2.4内力计算数据表2.4.1杆端内力值2.4.2位移计算2.4.3内力争3、构造方案图4、承载能力估量1、作品纲要：本作品构造为框架构造，其长处为建筑平面部署灵巧，使用空间大，延性较好。可是，框架构造因为其抗侧刚度较差，水平力作用下侧向变形较大，所以设计中应合理地部署抗侧力构件，减少水平力作用下侧向变形；平面部署宜规则、对称，并应拥有优秀的整体性；构造的侧向刚度宜平均变化，竖向抗侧力构件的截面尺寸和资料强度宜自下而上渐渐减小（不该在同一层同时改变构件的截面尺寸和资料强度），防止抗侧力构造的侧向刚度和承载力突变。我们组的构造为六层的矩形框架构造，由四个直径从下向上渐渐增大的渐变形圆柱支撑整体，柱在节点处保持连续、刚接；横杆、斜杆与柱铰接。进而在必定程度上知足了设计要求。2、计算书：2.1构造选型：我们组的构造为六层的矩形框架构造，有四个渐变形圆柱支撑整体，层高133mm，建筑总高985mm。构造受力系统为两榀平面桁架，所以能够选平面构造进行内力计算。为简化计算，以为基础底部为刚接；柱在节点处保持连续、刚接；横杆、斜杆与柱铰接。2.2荷载剖析：已知荷载：模型顶部为15Kg（150N）的竖向荷载，侧向最大加5Kg（50N）的冲击荷载。关于冲击荷载的计算，重物G从10cm处自由落体，可知其最大速度为V1=√2gh，再由动量定理可得，Ft=mv，F=m√2gh/t，考虑冲击时间为0.25s，可得F=28.3N，所以得出冲击荷载为F1=28.3+50=78.3N。考虑冲击时绳索完整回弹则V2=―V1=―√2gh，所以的F2=―2m√2gh/t=―56.6，得出冲击荷载为56.5+50=106.6。综上所述，真切情况在二者之间，考虑安全要素取106.6N。荷载分项系数和组合系数均取1.0。2.3内力剖析计算：2.3.1截面性质剖析：固然柱子为渐变形柱子，但考虑安全因数，所以按最小的截面进行验算。查资料知，白卡纸的弹性模量E=1459MPa，所以得柱的抗拉（压）刚度为EA1=165009N，抗弯刚度EI=1353074N拉（压）杆的抗拉刚度为EA2=73337N，EI=249347N2.3.2内力剖析计算：采纳清华大学开发的构造力学求解器进行计算：其命令以下：结点,1,0,0结点,2,0,133结点,3,0,266结点,4,0,399结点,5,0,532结点,6,0,665结点,7,0,798结点,8,150,798结点,9,150,665结点,10,150,532结点,11,150,399结点,12,150,266结点,13,150,133结点,14,150,0结点支承,14,6,0,0,0,0结点支承,1,6,0,0,0,0单元,1,2,1,1,1,1,1,1单元,2,3,1,1,1,1,1,1单元,3,4,1,1,1,1,1,1单元,4,5,1,1,1,1,1,1单元,5,6,1,1,1,1,1,1单元,6,7,1,1,1,1,1,1单元,7,8,1,1,0,1,1,0单元,8,9,1,1,1,1,1,1单元,9,10,1,1,1,1,1,1单元,10,11,1,1,1,1,1,1单元,11,12,1,1,1,1,1,1单元,12,13,1,1,1,1,1,1单元,13,14,1,1,1,1,1,1单元,2,13,1,1,0,1,1,0单元,3,12,1,1,0,1,1,0单元,4,11,1,1,0,1,1,0单元,5,10,1,1,0,1,1,0单元,6,9,1,1,0,1,1,0单元,8,5,1,1,0,1,1,0单元,5,12,1,1,0,1,1,0单元,12,1,1,1,0,1,1,0结点荷载,7,1,37.5,-90结点荷载,8,1,37.5,-90结点荷载,8,-1,53.3,180单元资料性质,19,21,73337,249347,0,0,-1单元资料性质,1,6,165009,1353074,0,0,-1单元资料性质,8,13,165009,1353074,0,0,-1单元资料性质,7,7,73337,24934773337,0,0,-12.4内力计算数据表2.4.1杆端内力值

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乘子

=1)--------------------------------------------------------------------------------------------杆端

1

杆端

2--------------------------------------------------------------------------------------------单元码

轴力

剪力

弯矩

轴力

剪力

弯矩1151.6352810.43497216-108.036567151.6352810.43497216-506352810.43107212-50.1852700151.6352810.431072127.147321733151.635281-0.112155577635281-0.11215557-7.769368494151.635281-0.11682681-7.76936849151.635281-0.11682681-23.30733375-37.50000000.08843890-23.3073337-37.50000000.08843890-11.54495976-37.50000000.08680421-11.5449597-37.50000000.086804210.0000000070.08680421-0.000000000.000000000.08680421-0.00000000-0.000000008-131.7092450.087681390.00000000-131.7092450.0876813911.66162539-131.7092450.0860467011.6616253-131.7092450.0860467023.105836410-131.709245-0.1128926523.1058364-131.709245-0.112892658.0911134111-131.709245-0.117563898.09111341-131.709245-0.11756389-7.5448846212-319.6163550.43599117-7.54488462-319.6163550.4359911750.441941613-319.6163550.4320911350.4419416-319.6163550.43209113107.910062140.00390004-0.000000000.000000000.00390004-0.00000000-0.00000000150.54322768-0.000000000.000000000.54322768-0.00000000-0.00000000160.00467124-0.000000000.000000000.00467124-0.00000000-0.00000000170.198939350.00000000-0.000000000.198939350.000000000.00000000180.00163469-0.000000000.000000000.00163469-0.00000000-0.0000000019108.155916-0.000000000.00000000108.155916-0.00000000-0.0000000020-108.978819-0.000000000.00000000-108.978819-0.00000000-0.0000000021106.7459270.00000000-0.00000000106.7459270.000000000.00000000----------------------------------------------------------------------------------------2.4.2位移计算杆端位移值

(

乘子

=1)--------------------------------------------------------------------------------------------杆端

1

杆端

2--------------------------------------------------------------------------------------------单元码

u-

水平位移

v-

竖直位移

-转角

u-

水平位移

v-

竖直位移

-转角10.000000000.000000000.000000000.580141330.12222056-0.0077761820.580141330.12222056-0.007776181.817494670.24444112-0.0098913831.817494670.24444112-0.009891383.118831160.36666168-0.0099219643.118831160.36666168-0.009921964.523091800.48888224-0.0114492954.523091800.48888224-0.011449296.172569980.45865662-0.0131621966.172569980.45865662-0.013162197.973451380.42843099-0.0137296077.973451380.42843099-0.009122027.97362892-0.93987158-0.0091220287.97362892-0.93987158-0.013732826.17257332-0.83371173-0.0131596896.17257332-0.83371173-0.013159684.52349870-0.72755189-0.01145095104.52349870-0.72755189-0.011450953.11884072-0.62139205-0.00991770113.11884072-0.62139205-0.009917701.81860576-0.51523220-0.00989086121.81860576-0.51523220-0.009890860.58014931-0.25761610-0.00778258130.58014931-0.25761610-0.007782580.000000000.000000000.00000000140.580141330.12222056-0.002532240.58014931-0.25761610-0.00253224151.817494670.24444112-0.005064491.81860576-0.51523220-0.00506449163.118831160.36666168-0.006587023.11884072-0.62139205-0.00658702174.523091800.48888224-0.008109564.52349870-0.72755189-0.00810956186.172569980.45865662-0.008615796.17257332-0.83371173-0.00861579197.97362892-0.93987158-0.012140304.523091800.48888224-0.01214030204.523091800.48888224-0.009329271.81860576-0.51523220-0.00932927211.81860576-0.51523220-0.006016060.000000000.00000000-0.006016062.4.3内力争：弯矩图剪力争78--11..5411.6611.6669--23..3123.1123.11510--77..778.098.094117.15-7.543127.15-7.54--50..1950.4