SAP2000/ETABS中的单位问题
系统单位是N,m,C对应质量单位是kg；
系统单位是N,mm,C对应质量单位是t；
系统单位是kN,m,C对应质量单位是t；
系统单位是kN,mm,C对应质量单位是1000t；
系统单位是tonf,m,C相当于是10kN,m,C所以质量单位对应0.1t。
已投稿到：
以上网友发言只代表其个人观点，不代表新浪网的观点或立场。From OpenSeesWiki
Example posted by:
Laura Eads, Stanford University
This example demonstrates how to perform a pushover (nonlinear static) analysis in OpenSees using a 2-story, 1-bay steel moment resisting frame.
In the first model, the nonlinear behavior is represented using the concentrated plasticity concept with rotational springs.
In the second model, the nonlinear behavior is represented using the distributed plasticity concept where the plastic behavior occurs over a finite length.
The rotational behavior of the plastic regions in both models follows a bilinear hysteretic response based on the Modified Ibarra Krawinkler Deterioration Model (Ibarra et al. 2005, Lignos and Krawinkler ).
For this example, all modes of cyclic deterioration are neglected.
A leaning column carrying gravity loads is linked to the frame to simulate P-Delta effects.
The files needed to analyze this structure in OpenSees are included here:
The main files:
Supporting procedure files
– displays a 2D perspective of the model
– displays a plane in the model
– creates a bilinear rotational spring that follows the Modified Ibarra Krawinkler Deterioration Model (used in the concentrated model)
– creates a section with bilinear rotational response that follows the Modified Ibarra Krawinkler Deterioration Model and an elastic axial response (used in the distributed model)
– creates a low-stiffness rotational spring used in a leaning column
All files are available in a compressed format here:
The rest of this example describes the models and compares their analysis results.
The OpenSees models are also compared to an equivalent model built and analyzed using the commercial program SAP2000 ().
Schematic representation of concentrated plasticity OpenSees model with element number labels and [node number] labels.
The springs are zeroLength elements, but their sizes are greatly exaggerated in this figure for clarity.
The 2-story, 1-bay steel moment resisting frame is modeled with
connected by
which serve as rotational springs to represent the structure’s nonlinear behavior.
The springs follow a
hysteretic response based on the Modified Ibarra Krawinkler Deterioration Model.
A leaning column with gravity loads is linked to the frame by
to simulate P-Delta effects.
An idealized schematic of the model is presented in Figure 1.
Schematic representation of distributed plasticity OpenSees model with element number labels and [node number] labels.
The springs are zeroLength elements, but their sizes are greatly exaggerated in this figure for clarity.
The 2-story, 1-bay steel moment resisting frame is modeled using .
Plastic hinge regions are assigned to the ends of these elements.
The plastic regions have an elastic axial response and a
rotational response based on the Modified Ibarra Krawinkler Deterioration Model.
An idealized schematic of the model is presented in Figure 2.
A leaning column with gravity loads is linked to the frame by
to simulate P-Delta effects.
To simplify this model, panel zone contributions are neglected and plastic hinges form at the beam-column joints, i.e., centerline dimensions are used.
For an example that explicitly models the panel zone shear distortions and includes reduced beam sections (RBS), see .
The units of the model are kips, inches, and seconds.
The basic geometry of the frame is defined by input variables for the bay width, height of the first story, and height of a typical (i.e. not the first) story.
These values are set as WBay = 360”, HStory1 = 180”, and HStoryTyp = 144”.
The leaning column line is located one bay width away from the frame.
In addition to the nine beam-column joint nodes, there is one additional node for each spring, which connects the spring to the elastic element.
This makes a total of 24 nodes in the structure for the concentrated plasticity model compared to 12 nodes in the distributed plasticity model.
The leaning columns are modeled as .
These columns have moments of inertia and areas about two orders of magnitude larger than the frame columns in order to represent aggregate effect of all the gravity columns (Aleaning column = 1,000.0 in2 and Ileaning column = 100,000.0 in4).
The columns are connected to the beam-column joint by
rotational spring elements with very small stiffness values so that the columns do not attract significant moments.
These springs are created using .
are used to link the frame and leaning columns and transfer the P-Delta effect.
The trusses have areas about two orders of magnitude larger than the frame beams in order to represent aggregate effect of all the gravity beams (Atruss = 1,000.0 in2) and can be assumed to be axially rigid.
The rotational springs capture the nonlinear behavior of the frame.
As previously mentioned, the springs in the example employ a
hysteretic response based on the Modified Ibarra Krawinkler Deterioration Model.
Detailed information about this model and the modes of deterioration it simulates can be found in Ibarra et al. (2005) and Lignos and Krawinkler ().
In this example, the
spring elements connect the elastic frame elements to the beam-column joint nodes.
The springs are created using .
In this model the plasticity is distributed over a defined length.
The axial and flexural responses of each plastic hinge region are defined as separate .
The axial response is defined by an
while the flexural response is defined by a
based on the Modified Ibarra Krawinkler Deterioration Model.
The responses are combined into a single
P-M interactions are neglected in this example as the axial loads are relatively low and are not expected to have a significant influence.
The input parameters for the rotational behavior of the plastic hinges in both models are determined using empirical relationships developed by Lignos and Krawinkler (2010) which are derived from an extensive database of steel component tests.
Alternatively, these input parameters can be determined using approaches similar to those described in FEMA 356 (), ATC-72 and ATC-76 ().
In order to simplify the model, cyclic deterioration was ignored.
This was accomplished by setting all of the “L” deterioration parameter variables to 1000.0, all of the “c” exponent variables to 1.0, and both “D” rate of cyclic deterioration variables to 1.0.
Since a frame member is modeled as an elastic element connected in series with rotational springs at either end, the stiffness of these components must be modified so that the equivalent stiffness of this assembly is equivalent to the stiffness of the actual frame member.
Using the approach described in Appendix B of Ibarra and Krawinkler (2005), the rotational springs are made “n” times stiffer than the rotational stiffness of the elastic element in order to avoid numerical problems and allow all damping to be assigned to the elastic element.
To ensure the equivalent stiffness of the assembly is equal to the stiffness of the actual frame member, the stiffness of the elastic element must be “(n+1)/n” times greater than the stiffness of the actual frame member.
In this example, this is accomplished by making the elastic element’s moment of inertia “(n+1)/n” times greater than the actual frame member’s moment of inertia.
In order to make the nonlinear behavior of the assembly match that of the actual frame member, the strain hardening coefficient (the ratio of post-yield stiffness to elastic stiffness) of the plastic hinge must be modified.
If the strain hardening coefficient of the actual frame member is denoted &s,mem
and the strain hardening coefficient of the spring (or plastic hinge region) is denoted &s,spring
then &s,spring = &s,mem / (1 + n*(1 - &s,mem))
Note that this is a corrected version of Equation B.5 from Ibarra and Krawinkler (2005).
The frame columns are fixed at the base, and the leaning column is pinned at the base.
To simulate a rigid diaphragm, the horizontal displacements of all nodes in a given floor are constrained to the leftmost beam-column joint node using the
The mass is concentrated at the beam-column joints of the frame, and each floor mass is distributed equally among the frame nodes.
The mass is assigned using the
command, but it could also be assigned with the
Gravity loads are assigned to the beam-column joint nodes using the .
Gravity loads tributary to the frame members are assigned to the frame nodes while the remaining gravity loads are applied to the leaning columns.
The gravity loads are applied as a
since the gravity loads always act on the structure.
In this example, lateral loads are distributed to the frame using the methodology of ASCE 7-10 ().
Lateral loads are applied to all the frame nodes in a given floor.
is used for lateral load application so that loads increase with time.
used in this example include:
to track the story and roof drift histories
to track the base shear reaction history
to track the element forces in the first story columns as well as the moment and rotation histories of the springs in the concentrated plasticity model
To record the moment and rotation histories in the springs, the
was used to assign all column springs to one group and all beam springs to a separate group, and the region was used as an input to the .
It is important to note that the recorders only record information for
that are called after the
are called.
In this example, the recorders are placed after the gravity analysis so that the steps of the gravity analysis do not appear in the output files.
The structure is first analyzed under gravity loads before the pushover analysis is conducted.
The gravity loads are applied using a
static analysis with 10 steps. So that the gravity loads remain on the structure for all subsequent analyses, the
is used after the gravity analysis is completed. This command is also used to reset the time to zero so that the pushover starts from time zero.
The pushover analysis is performed using a
static analysis.
In this example, the structure was pushed to 10% roof drift, or 32.4”.
The roof node at Pier 1, node 13 in Figures 1 and 2, was chosen as the control node where the displacement was monitored.
Incremental displacement steps of 0.01” were used.
This step size was used because it is small enough to capture the progression of hinge formation and generate a smooth backbone curve, but not too small that it makes the analysis time unreasonable.
Pushover Curve:
Comparison of OpenSees Models
Theoretically, the results of the distributed plasticity model should approach those of the concentrated plasticity model as the length of the plastic hinge regions approaches zero.
Because of localized instability due to the stress-strain formulation of the , the distributed plasticity model does not give reasonable results when the length of the plastic hinge is very small (i.e., 10e-5).
Therefore, the length of the plastic hinges was increased from 10e-5 until the results of this model approached those of the concentrated plasticity model.
The plastic hinge length that led to agreement between the models was 0.4% of the frame member's total length.
The periods of the concentrated and distributed models are very close:
T1 = 0.83 s (con) vs. 0.82 s (dist) and
T2 = 0.22 s (con) vs. 0.21 s (dist).
The results of the pushover analyses from the OpenSees models are shown in Figure 3.
This figure shows the normalized base shear (base shear divided by the weight of the structure) versus the roof drift (roof displacement divided by the roof elevation).
The models are nearly identical until about 2.5% roof drift when their curves begin to diverge.
The descending branch of the the concentrated plasticity model is slightly steeper, but the two models agree reasonably well as there is less than 10% percent difference in the base shears at 10% roof drift.
Pushover Curve:
Comparison OpenSees & SAP2000 Models
The results of the pushover analyses from the concentrated plasticity OpenSees model and the SAP2000 model are shown in Figure 4.The OpenSees and SAP2000 models agree very well as the difference between their base shears at 10% roof drift is only 4%.
Ibarra, L. F., and Krawinkler, H. (2005). “Global collapse of frame structures under seismic excitations,” Technical Report 152, The John A. Blume Earthquake Engineering Research Center, Department of Civil Engineering, Stanford University, Stanford, CA. [electronic version:
Ibarra, L. F., Medina, R. A., and Krawinkler, H. (2005). “Hysteretic models that incorporate strength and stiffness deterioration,” Earthquake Engineering and Structural Dynamics, Vol. 34, 12, pp. .
Lignos, D. G., and Krawinkler, H. (2012). “Sidesway Collapse of Deteriorating Structural Systems under Seismic Excitations,” Technical Report 177, The John A. Blume Earthquake Engineering Research Center, Department of Civil Engineering, Stanford University, Stanford, CA. [electronic version:
Lignos, D. G., and Krawinkler, H. (2011). “Deterioration Modeling of Steel Beams and Columns in Support to Collapse Prediction of Steel Moment Frames,” ASCE, Journal of Structural Engineering, Vol. 137 (11), .
Personal tools
This page was last modified on 10 November 2012, at 00:29.
This page has been accessed 69,841 times.OpenSEES自学笔记（一）
(转)OpenSEES自学笔记（一）&&
23:24:51|&&分类：
|&&标签： |字号大中小&订阅
“博主按”：本文是我第一次用OpenSEES做仿真分析作业（基于OpenSEES的方钢管混凝土柱抗震性能分析）过程中点滴记录的自学笔记，发表出来既是和各位（尤其是OpenSEES初学者）交流，同时也算作个自我小结以备日后查阅。尽管我力求完美，但这些习得中仍然极有可能存在错误！请注意甄别！同时也衷心希望各位高手不吝赐教！
另外，由于时间仓促，本人又是初学OpenSEES，所以文章内容上比较零散，见谅！
初识OpenSEES
我是在《钢筋混凝土结构非线性分析》这门课上第一次听说这个软件的。老师说（均为个人理解，可能不是老师原话）这个软件能够用纤维单元做有限元分析，在模拟大型结构上比ANSYS、SAP等利用实体单元的有限元程序有优势；经常用于抗震分析科研中；不是一个“设计型”软件（如SAP、PKPM、桥博等）；还要求我们用它做两个大作业。
在Silvia Mazzoni, Frank McKenna, Michael H.
Scott, Gregory L. Fenves等人编写的OpenSEES的Users Manual (v2.0)开篇，是这样回答"What is OpenSEES?"这个问题的：
· An object-oriented software framework for
simulation applications in earthquake engineering using finite
element methods. OpenSees is not a code.
· A communication
mechanism within PEER for exchanging and building upon research
accomplishments.
· As open-source
software, it has the potential for a community code for earthquake
engineering.
好吧，既然是专业软件，那咱就在接下来的使用中逐渐熟悉吧！
软件下载与安装
OpenSEES和Tcl的下载页面链接在首页左侧的栏目里，点击“Download”即可进入下载页面（下载之前需要注册（新用户）或填写电邮（已注册用户））。
我的电脑用的是64位的Win7（日11:44:48更新：Win7
SP1），"ActiveTcl8.5.11.0.295402-win32-ix86-threaded"安装成功。安装路径按照官网说明手动作了修改（即将安装路径由默认的C:\Tcl改为C:\Program
Files\Tcl）。
注意：必须以管理员身份运行ActiveTcl安装程序（在安装包上右击，选择“以管理员身份运行”），否则会安装失败！
OpenSEES的运行界面如下图所示。
小技巧：可能由于Tcl Editor（下文将介绍）是绿色软件，系统默认并没有把tcl文件和Tcl
Editor关联起来，而且一般也没有建立tcl文件的其它关联方式，所以如果直接双击tcl文件不仅无法打开它，还会弹出错误提示对话框（提示无法识别该tcl文件头几行）！如果你想实现双击tcl文件调用Tcl
Editor进行编辑的话，可以自行更改文件关联。具体操作就是在任意一个tcl文件上右击，选择打开方式，然后通过“浏览”找到TclEditor.exe这个可执行文件（一般应该是在C:\TclEditor\bin\下），并勾上始终用该程序打开此类文件选项，确认。
以下大致总结下自行摸索的OpenSEES一般编程规律、技巧。关于这次作业具体的心得在这篇博文里：。（两篇写一起既乱且长。）
OpenSEES解题一般规律、技巧总结
OpenSEES中是可以用公制单位（N,m）的（而并不是像某些文章中说的“OpenSees默认为英制单位”）。实际上我认为OpenSEES中并没有什么默认单位，只要编程者自己保持单位一致就行；这点类似于SAP2000的风格。
做事要讲究顺序，OpenSEES建模亦如是：必须先定义材料才能离散截面（因为离散截面时要对所划分的截面指定材料属性）。
与之类似的，必须先定义（离散）截面，才能定义非线性梁柱单元（因为定义非线性梁柱单元时要指定单元截面）。
关于BandSPD求解方式
官网关于BandSPD方程形式的评价：
"This is a good choice
for most small size models. "
并且后面紧跟了一句：
"The equations have to
be numbered so the widely used RCM (Reverse Cuthill-McKee) numberer
is used. "
可见numberer 类型不是随便选，而是要根据方程类型来决定的！
（不过直到作业做完，我对numberer, system, test,
algorithm, analysis（还包括geomTransf,
constraints）等求解控制命令还是一知半解！我觉得要想弄明白这些命令——得先回头好好翻翻有限元和数值分析的书了！）
OpenSEES中默认的计算精度比较高！
“<font COLOR="#FF1≠0.1”：（自行总结，未找到官方说明）这是一个真实的故事：我曾在程序中自以为是的将一连串相邻均只有0.1左右的数的差强行赋值为0.1，而没有采用循环命令将两数作差并将结果赋给新变量——其中即有这样的强行截断！我以为小数点后都n位了，即使我带着它最后也会被系统截断，还不如我直接预处理来得清爽！没想到这样做直接导致计算不收敛！真是失之毫厘谬以千里！可见在OpenSEES中默认的计算精度比较高！
后来我还在老师给的一份范例程序（Silvia Mazzoni
& Frank McKenna, 2006）中发现了这么一段：
set Ubig 1.e10;
& & &# a really
large number
set Usmall [expr
1/$Ubig]; # a really small number
可见系统并未认为Usmall=0 ！再一次印证了这一点！
划分纤维截面时角点坐标输入的门道
划分纤维截面时角点坐标输入非常有讲究！为了说的直白，我把要点放到下面这张图中了：
数据文件处理
OpenSEES运行中是可以生成并读写txt文档的！注意我说是“读写”哦！（生成txt文档的好处是方便运行完后双击生成的数据文件读取数据，你懂的。）
Tcl编程语法
（1）命令流中不能出现中文标点（这一点和C语言编程类似）！（否则运行时DOS窗会停住，给出警告，表明不识别命令流中的中文标点。）
（2）if-else
语句中if和后面紧跟的大括号之间、else和前后大括号之间都要空一格。如：
set b 3} else
set b -3};
#如果a大于0，则令b等于3，否则等于-3。
类似的，相邻的两个大括号（一个反大括号和一个正大括号）之间也必须有一个空格。
（3）Tcl语言对命令名、变量名区分大小写。
（4）一行一般只写一条语句；若想写多条，则各语句间应用分号隔开——当一行只有一条语句时，句末分号可有可无。
同时还有一种特殊情况，就是当在一条命令后（同一行中）加注释时，该命令末尾必须有分号以告知编译器该命令结束，否则编译器会认为该注释也是前面的命令的一部分，导致编译出错。
（5）引用变量时，要在变量名前加上$（美元符号）！这个步骤非常琐碎，不如C语言编程简洁。大家就忍着点吧！
目前我知道至少有两种：
方法一：直接运行OpenSEES,在 "OpenSees &"
提示符后输入“source *.tcl”（“*.tcl”是提前编写好的命令流），然后回车。
优点：个人认为没有；
缺点：命令流编辑时易犯格式错误，每次运行都需运行OpenSEES，再在那个黑框里敲命令流，各种不方便！（其实这个方法只是说说而已，实际我从来没用过。）有的童鞋用Ultra
Editor之类的通用文本编辑软件写程序再导入OpenSEES运行，我没试过，估计应该没有下面说的第二种方法好。
方法二：借助第三方专用编译环境。
我目前一直用的是Tcl
Editor。它的优点有：可以用不同颜色区分不同功能语句；还有“查找”、“加注释”、“取消注释”等基本常用功能；更好的是菜单栏有个按钮直接与OpenSEES关联，点击就可以调用OpenSEES求解，比较方便（当然，比起Visual
Stidio之类的还是差远了！可惜谁叫OpenSEES是这么小众呢？）。
但这个软件有个非常大的缺点——编程者无法获知当前所编辑文档的路径！如果你需要在编程时参考其他文件夹下同样名字的文件（这样的情况在我这次做作业时经常发生，因为我编辑的文档和模板文档文件名相同），把两个文件都用Tcl
Editor打开后，你稍一不留神，就会忘了你当前编辑的文档到底是哪里的文件！那时可真是麻烦！所以我总结，这就要求编程者：
1、每次在Tcl
Editor里打开文件时，不要一看文件名对就急忙打开——还要看看这个文件是不是在正确的文件夹下面；
2、编程时最好一气呵成；长时间休息时最好把Tcl Editor关掉。
说句题外话，我认为一个好的专业软件应该做到让用户大部分时间只需要考虑专业相关的东西，而不必操心其他。所以我想，如果以后自己需要经常用OpenSEES的话，看能不能用其他的编译器，不用这个Tcl Editor了。
计算不收敛，怎么办？
可以考虑如下几点：
1、材料本构设定是否正确？——材料本构参数是否合理？而且有时steel01比steel02、concrete01比concrete02好收敛，如果可以的话不妨改改材料模型。
2、是否极限位移给的过大，柱子已经破坏？——把极限位移改小一点试试。（这是针对我这次作业而言）
3、是否收敛容差太苛刻？——把容差改大一点试试。（尽管这也许并不是真正解决问题的办法！）
调试程序的技巧：控制变量法
控制变量法大家应该很熟悉了。调试程序中我的经验是：一次改动的参数不要太多，改动的是哪些变量自己要记得。
最好一次只改一个变量。然后根据运行结果随所作改动变化的规律，及时将变量修改到合适的值。这样做看起来慢，其实我觉得是步步为营，效率比较高。（这些其实应该是编程的通用技巧，经常编程的朋友们应该都有体会。）
建议在程序中多用公式
一个比较好的编程习惯是，程序里能输公式的地方就输公式，让用户只需要给定几个基本参数。不要自己事先把中间量在草稿纸上算出来然后输到程序里——这样不仅程序通用性不高，而且计算精度也没有电脑算的高（我前面已经说过，OpenSEES中默认计算精度是非常高的！），真是“吃力不讨好”！
关于wipe命令后面的分号
上文说过，如果一条命令后面（同一行中）没有其他命令或注释，那么该命令末尾既可以带分号，也可不带。但是我发现对于wipe命令则不然：因为在Tcl
Editor中可以发现，如果wipe末尾带了分号（该行再无其他字符），wipe这个单词是黑色的；但若去掉该分号，wipe就变成了绿色——从颜色变化上猜测，莫非加了分号导致wipe命令不被识别？
再考虑到下文将提到的“OpenSEES似乎存在计算不稳定现象”与wipe命令间千丝万缕的暧昧关系，对于wipe这个“黑匣子”我还是保守处理——去掉末尾的分号吧！事实证明去掉分号后貌似有几次曾经不收敛的计算神奇般的收敛了！
疑问：OpenSEES计算结果似乎不太稳定？
具体表现就是，你现在运行某个命令流算题，计算收敛，得到解了；然后你根本就不改程序，甚至连Tcl
Editor都关了，更甚至连电脑都关了，等会再重新运行这个命令流，有可能不收敛！
我遇到过很多次这个现象，还有同学出现刚开始算不通过，后来啥也没改，重新运行——竟然顺利通过了！
难道是内存调用错误？可程序开头不是由wipe命令吗？或许这个wipe根本就不像官网上介绍的那样每次运行都能彻底destory内存中所有之前建的模型、对象？（当然也不排除我们在两次结果不同的计算中间无意改动了程序某个部分而自己又忘了——毕竟调试程序很复杂，控制变量法调n个参数，特别像我们这种初学者，一调就几个小时，最后是头晕眼花，腰酸背疼……所以偶尔忘记自己对程序细微的改动也是可能的……）
关于element recorder里轴力和剪力的正方向
element recorder里记录的轴力和剪力的正方向是怎样的？User
Manual里的解释是：These forces correspond to the global
coordinate axes&orientation.
我的理解图解如下图所示（图中剪力和轴力都为正）：
两个英制单位换算：
1、kip——one thousand pounds
force，千磅力，约相当于4,445.205226 N≈4.45 kN。
2、重力加速度g≈9.8 m/s^2≈385.8
inch/s^2。
在学习OpenSEES中常见的英文缩写、专业英语术语：
OpenSEES：Open System
for Earthquake Engineering Simulation
NSF：National Science
Foundation
PEER：Pacific
Earthquake Engineering Research Center（为什么不缩写成 PEERC 呢？）
NEES：Network for
Earthquake Engineering Simulation
PBEE：Performance-Based
Earthquake Engineering
frame：门式刚架，龙门架（planar portal frame：平面门式刚架）
ndm：number of
dimensions per node
ndf：number of degrees
of freedom per node
translation：uniform
motion of a body in a straight line 刚体位移，线位移
normal：【数】法线 rotation about the plane's normal
绕平面法线的转动
prompt：提示。（个人理解：指DOS窗中一闪一闪的光标，学名“命令提示符”。）
a-priori：先验的。（be
generated a-priori，个人理解：即“事先编辑好的”）
geometry：几何尺寸
element：单元
component：（地面运动的）分量
(angle)：位移角
uniaxial：of or
relating to only one axis，单轴的
time series：a set of
data collected sequentially usually at fixed intervals of
time，时间序列
argument：one of the
independent variables upon whose value that of a function
depends，自变量，参数
load：节点荷载（这个词组读起来有点绕口
flag：标志变量（学过C语言编程的同学应该知道！）
discretization：离散化
offset：偏移（量）
iteration：迭代（法）
SOE：system of linear
equations，线性方程系统
Newton with Line
Search Algorithm：线性搜索路线牛顿算法（这个翻译可能不准确）
BandSPD：Banded
Symmetric Positive Definite
关于OpenSEES的学习资料：
来自官方：
（OpenSeesNavigator is
a matlab interface for OpenSees. It allows users to quickly create
models, perform analysis, and look at the results. It runs on
windows machines.&）
（The objective of this primer is to provide new
users of OpenSees (Open System for Earthquake Engineering
Simulation) familiar structural engineering examples as a
convenient method for learning how to use the
software.）
原创教程及其他：
（这个讲了一些数值模拟的本质，比较理论化。）
3、结构艺术家_刘金成的博客
（一个豆单，里面有5篇文章。其中：《OpenSees》这篇是节选自一篇重庆大学硕士论文中关于OpenSees的部分，个人感觉写得很好。）
（顺便说一下，这个论坛话题讨论质量很高，经常有高手出没！）
（以前印象中厦大只有文科，浏览了这个网站后我再不敢这么想了……）
8、推荐一个QQ群：（Opensees与地震工程2），感兴趣的话可以加入；里面都是OpenSEES高手与爱好者，讨论的基本都是学术方面的事情。
（这是陈学伟博士的个人网站，他还有个，两个网站上都有非常丰富的优质原创资源！陈博士实乃青年才俊！佩服！上面提到的QQ群也是他创建的！）
最后，谨摘录两段高手的OpenSEES的学习心得，与君共勉。感谢原作者！
ocean2000:
“我的当初毕业论文也是用os做试验仿真的，台湾有一篇砌体结构实验用os来仿真的，可以google之，os有一些可以模拟的2D单元。这个程序只要过一遍mannual，使用一点不难，而且资料也很多了，它的论坛不错，问题的讨论很积极。要加新单元和新材料也不难，接口都给大家提供好了。其实这个软件的一大优点是TCL/TK很容易上手，对于计算过程可以加入自己的判断和控制条件，所以可以做出很好的滞回曲线，还可以动态显示曲线发展过程。非常难得的是在工作中居然看到单位的软件有与opensees的数据转化接口。”
dinochen1983:
“学习OPENSEES要求一定的有限元知识及非线性理论,最好会编程,因为建模需要用编程的思想去简化重复输入,本人觉得OPENSEES值得大家好好学习,我学了半年,收获很多。”
(两段话均来自：）
已投稿到：
以上网友发言只代表其个人观点，不代表新浪网的观点或立场。