我注册了很久都没有回复，你可以在网上下相近版本的opensees，没必要追求最新版
的全称是Open System for Earthquake Engineering Simulation （地震工程模拟的开放体系）。它是由美国国家自然科学基金（NSF）资助、西部大学联盟“太平洋地震工程研究中心”（Pacific Earthquake Engineering Research Center，简称PEER）主导、加州大学伯克利分校为主研发而成的、用于结构和岩土方面地震反应模拟的一个较为全面且不断发展的开放的程序软件体系。
OpenSees程序自1999年正式推出以来，已广泛用于太平洋地震工程研究中心和美国其它一些大学和科研机构的科研项目中，较好的模拟了包括钢筋混凝土结构、桥梁、岩土工程在内众多的实际工程和振动台试验项目，证明其具有较好的非线性数值模拟精度。该程序正在引起世界各国结构工程领域众多研究人员的关注和重视，而在国内也开始有少数学校开展了一些初步的学习和相关的研究工作。
作为国外具有一定影响的分析程序和开发平台， OpenSees还具有以下一些突出特点：便于改进，易于协同开发，保持国际同步。OpenSees主要用于结构和岩土方面的地震反应模拟。可以实现的分析包括：简单的静力线弹性分析，静力非线性分析，截面分析，模态分析，pushover拟动力分析，动力线弹性分析和复杂的动力非线性分析等；还可用于结构和岩土体系在地震作用下的可靠度及灵敏度的分析。自从1999年推出以来，该软件不断进行升级和提高，加入了许多新的材料和单元，引入了许多业已成熟的Fortran库文件为己所用（如FEAP、FEDEAS材料），更新了高效实用的运算法则和判敛准则，允许多点输入地震波纪录，并不断提高运算中的内存管理水平和计算效率，允许用户在脚本层面上对分析进行更多控制。
你可以使用tcleditor来输入命令使用opensees。另外，还有人开发了后处理软件，你去网上可以搜到
前十行是重力荷载作用，分十步分析。第一列是时间，二、三、四列分别是X，Y ，R三个方向位移。后面的是静力Pushover分析，按X向位移控制。。。
concrete01的抗拉强度为0，concrete02考虑了抗拉强度，而且两个模型的滞回曲线略有区别专，详见官网说明。属http://opensees.berkeley.e/wiki/index.php/Concrete02_Material_--_Linear_Tension_Softening
本回答是提问者的一个小号，以便补充方法一和方法二的程序，望有大神解答一定给分：
方法一：
# OpenSees Example 3.1
# OpenSees Primer
#
# Units: kips, in, sec
# ------------------------------
# Start of model generation
# ------------------------------
# Create ModelBuilder (with two-dimensions and 3 DOF/node)
model basic -ndm 2 -ndf 3
# Create nodes
# ------------
# Set parameters for overall model geometry
set width 360
set height 144
# Create nodes
# tag X Y
node 1 0.0 0.0
node 2 $width 0.0
node 3 0.0 $height
node 4 $width $height
# Fix supports at base of columns
# tag DX DY RZ
fix 1 1 1 1
fix 2 1 1 1
# Define materials for nonlinear columns
# ------------------------------------------
# CONCRETE tag f'c ec0 f'cu ecu
# Core concrete (confined)
uniaxialMaterial Concrete01 1 -6.0 -0.004 -5.0 -0.014
# Cover concrete (unconfined)
uniaxialMaterial Concrete01 2 -5.0 -0.002 0.0 -0.006
# STEEL
# Reinforcing steel
set fy 60.0; # Yield stress
set E 30000.0; # Young's molus
# tag fy E0 b
uniaxialMaterial Steel01 3 $fy $E 0.01
# Define cross-section for nonlinear columns
# ------------------------------------------
# set some paramaters
set colWidth 15
set colDepth 24
set cover 1.5
set As 0.60; # area of no. 7 bars
# some variables derived from the parameters
set y1 [expr $colDepth/2.0]
set z1 [expr $colWidth/2.0]
section Fiber 1 {
# Create the concrete core fibers
patch rect 1 10 1 [expr $cover-$y1] [expr $cover-$z1] [expr $y1-$cover] [expr $z1-$cover]
# Create the concrete cover fibers (top, bottom, left, right)
patch rect 2 10 1 [expr -$y1] [expr $z1-$cover] $y1 $z1
patch rect 2 10 1 [expr -$y1] [expr -$z1] $y1 [expr $cover-$z1]
patch rect 2 2 1 [expr -$y1] [expr $cover-$z1] [expr $cover-$y1] [expr $z1-$cover]
patch rect 2 2 1 [expr $y1-$cover] [expr $cover-$z1] $y1 [expr $z1-$cover]
# Create the reinforcing fibers (left, middle, right)
layer straight 3 3 $As [expr $y1-$cover] [expr $z1-$cover] [expr $y1-$cover] [expr $cover-$z1]
layer straight 3 2 $As 0.0 [expr $z1-$cover] 0.0 [expr $cover-$z1]
layer straight 3 3 $As [expr $cover-$y1] [expr $z1-$cover] [expr $cover-$y1] [expr $cover-$z1]
}
# Define column elements
# ----------------------
# Geometry of column elements
# tag
geomTransf Linear 1
# Number of integration points along length of element
set np 5
# Create the coulumns using Beam-column elements
# tag ndI ndJ nsecs secID transfTag
element nonlinearBeamColumn 1 1 3 $np 1 1
element nonlinearBeamColumn 2 2 4 $np 1 1
element nonlinearBeamColumn 3 3 4 $np 1 1
# Define beam elment
# Define gravity loads
# --------------------
# Set a parameter for the axial load
set P 180; # 10% of axial capacity of columns
# Create a Plain load pattern with a Linear TimeSeries
pattern Plain 1 "Linear" {
eleLoad -ele 3 -type -beamUniform 180
}
# ------------------------------
# End of model generation
# ------------------------------
# ------------------------------
# Start of analysis generation
# ------------------------------
# Create the system of equation, a sparse solver with partial pivoting
system BandGeneral
# Create the constraint handler, the transformation method
constraints Transformation
# Create the DOF numberer, the reverse Cuthill-McKee algorithm
numberer RCM
# Create the convergence test, the norm of the resial with a tolerance of
# 1e-12 and a max number of iterations of 10
test NormDispIncr 1.0e-12 10 3
# Create the solution algorithm, a Newton-Raphson algorithm
algorithm Newton
# Create the integration scheme, the LoadControl scheme using steps of 0.1
integrator LoadControl 0.1
# Create the analysis object
analysis Static
# initialize in case we need to do an initial stiffness iteration
initialize
# ------------------------------
# End of analysis generation
# ------------------------------
# ------------------------------
# Start of recorder generation
# ------------------------------
# Create a recorder to monitor nodal displacements
recorder Node -file nodeGravity.out -time -node 3 4 -dof 1 2 3 disp
# --------------------------------
# End of recorder generation
# ---------------------------------
# ------------------------------
# Finally perform the analysis
# ------------------------------
# perform the gravity load analysis, requires 10 steps to reach the load level
analyze 10
# Print out the state of nodes 3 and 4
print node 3 4
# Print out the state of element 1
print ele 1 2 3
方法二：
# OpenSees Example 3.1
# OpenSees Primer
#
# Units: kips, in, sec
# ------------------------------
# Start of model generation
# ------------------------------
# Create ModelBuilder (with two-dimensions and 3 DOF/node)
model basic -ndm 2 -ndf 3
# Create nodes
# ------------
# Set parameters for overall model geometry
set width 360
set height 144
# Create nodes
# tag X Y
node 1 0.0 0.0
node 2 $width 0.0
node 3 0.0 $height
node 4 $width $height
# Fix supports at base of columns
# tag DX DY RZ
fix 1 1 1 1
fix 2 1 1 1
# Define materials for nonlinear columns
# ------------------------------------------
# CONCRETE tag f'c ec0 f'cu ecu
# Core concrete (confined)
uniaxialMaterial Concrete01 1 -6.0 -0.004 -5.0 -0.014
# Cover concrete (unconfined)
uniaxialMaterial Concrete01 2 -5.0 -0.002 0.0 -0.006
# STEEL
# Reinforcing steel
set fy 60.0; # Yield stress
set E 30000.0; # Young's molus
# tag fy E0 b
uniaxialMaterial Steel01 3 $fy $E 0.01
# Define cross-section for nonlinear columns
# ------------------------------------------
# set some paramaters
set colWidth 15
set colDepth 24
set cover 1.5
set As 0.60; # area of no. 7 bars
# some variables derived from the parameters
set y1 [expr $colDepth/2.0]
set z1 [expr $colWidth/2.0]
section Fiber 1 {
# Create the concrete core fibers
patch rect 1 10 1 [expr $cover-$y1] [expr $cover-$z1] [expr $y1-$cover] [expr $z1-$cover]
# Create the concrete cover fibers (top, bottom, left, right)
patch rect 2 10 1 [expr -$y1] [expr $z1-$cover] $y1 $z1
patch rect 2 10 1 [expr -$y1] [expr -$z1] $y1 [expr $cover-$z1]
patch rect 2 2 1 [expr -$y1] [expr $cover-$z1] [expr $cover-$y1] [expr $z1-$cover]
patch rect 2 2 1 [expr $y1-$cover] [expr $cover-$z1] $y1 [expr $z1-$cover]
# Create the reinforcing fibers (left, middle, right)
layer straight 3 3 $As [expr $y1-$cover] [expr $z1-$cover] [expr $y1-$cover] [expr $cover-$z1]
layer straight 3 2 $As 0.0 [expr $z1-$cover] 0.0 [expr $cover-$z1]
layer straight 3 3 $As [expr $cover-$y1] [expr $z1-$cover] [expr $cover-$y1] [expr $cover-$z1]
}
section Fiber 2 {
# Create the beam concrete core fibers
patch rect 1 1 10 [expr $cover-$z1] [expr $cover-$y1] [expr $z1-$cover] [expr $y1-$cover]
# Create the concrete cover fibers (top, bottom, left, right)
patch rect 2 1 10 [expr $z1-$cover] [expr -$y1] $z1 $y1
patch rect 2 1 10 [expr -$z1] [expr -$y1] [expr $cover-$z1] $y1
patch rect 2 1 2 [expr $cover-$z1] [expr -$y1] [expr $z1-$cover] [expr $cover-$y1]
patch rect 2 1 2 [expr $cover-$z1] [expr $y1-$cover] [expr $z1-$cover] $y1
# Create the reinforcing fibers (left, middle, right)
layer straight 3 3 $As [expr $z1-$cover] [expr $y1-$cover] [expr $cover-$z1] [expr $y1-$cover]
layer straight 3 2 $As [expr $z1-$cover] 0.0 [expr $cover-$z1] 0.0
layer straight 3 3 $As [expr $z1-$cover] [expr $cover-$y1] [expr $cover-$z1] [expr $cover-$y1]
}
# Define column elements
# ----------------------
# Geometry of column elements
# tag
geomTransf Linear 1
# Number of integration points along length of element
set np 5
# Create the coulumns using Beam-column elements
# tag ndI ndJ nsecs secID transfTag
element nonlinearBeamColumn 1 1 3 $np 1 1
element nonlinearBeamColumn 2 2 4 $np 1 1
element nonlinearBeamColumn 3 3 4 $np 2 1
# Define beam elment
# Define gravity loads
# --------------------
# Set a parameter for the axial load
set P 180; # 10% of axial capacity of columns
# Create a Plain load pattern with a Linear TimeSeries
pattern Plain 1 "Linear" {
eleLoad -ele 3 -type -beamUniform 180
}
# ------------------------------
# End of model generation
# ------------------------------
# ------------------------------
# Start of analysis generation
# ------------------------------
# Create the system of equation, a sparse solver with partial pivoting
system BandGeneral
# Create the constraint handler, the transformation method
constraints Transformation
# Create the DOF numberer, the reverse Cuthill-McKee algorithm
numberer RCM
# Create the convergence test, the norm of the resial with a tolerance of
# 1e-12 and a max number of iterations of 10
test NormDispIncr 1.0e-12 10 3
# Create the solution algorithm, a Newton-Raphson algorithm
algorithm Newton
# Create the integration scheme, the LoadControl scheme using steps of 0.1
integrator LoadControl 0.1
# Create the analysis object
analysis Static
# initialize in case we need to do an initial stiffness iteration
initialize
# ------------------------------
# End of analysis generation
# ------------------------------
# ------------------------------
# Start of recorder generation
# ------------------------------
# Create a recorder to monitor nodal displacements
recorder Node -file nodeGravity.out -time -node 3 4 -dof 1 2 3 disp
# --------------------------------
# End of recorder generation
# ---------------------------------
# ------------------------------
# Finally perform the analysis
# ------------------------------
# perform the gravity load analysis, requires 10 steps to reach the load level
analyze 10
# Print out the state of nodes 3 and 4
print node 3 4
# Print out the state of element 1
print ele 1 2 3
我的是因为我的TCLeditor里的opensees程序放的版本不对，我放了32位的在64的电脑里
beam shell
FORCEBEAMCOLUMN单元没有输入剪切、扭转变形模量的参数，不是错误，系统可以计算
WARNING是错误，计算不收敛，得不到杆件内力应变关系
opensees 一般不能可视化建模，不过可以和GID建模软件相互整合。用GID 做前处理和后处理。但OpenSees毕竟使用人群有限，所以这个东西不好入门。
