# import the OpenSees Python module
import opensees as ops
# ------------------------------
# Start of model generation
# ------------------------------
# remove existing model
ops.wipe()
# create ModelBuilder (with two-dimensions and 3 DOF/node)
ops.model("BasicBuilder", "-ndm",2, "-ndf",3)
# set default units
ops.defaultUnits("-force", "kip", "-length", "in", "-time", "sec", "-temp", "F")
# Create nodes
# ------------
# Set parameters for overall model geometry
width = 360.0
height = 144.0
# create nodes & add to Domain - command: node nodeId xCrd yCrd
ops.node(1, 0.0, 0.0)
ops.node(2, width, 0.0)
ops.node(3, 0.0, height)
ops.node(4, width, height)
# set the boundary conditions - command: fix nodeID uxRestrnt? uyRestrnt? rzRestrnt?
ops.fix(1, 1, 1, 1)
# import the OpenSees Python module
import opensees as ops
import MomentCurvature
# ------------------------------
# Start of model generation
# ------------------------------
# remove existing model
ops.wipe()
# create ModelBuilder (with two-dimensions and 3 DOF/node)
ops.model("BasicBuilder", "-ndm", 2, "-ndf", 3)
# set default units
ops.defaultUnits("-force", "kip", "-length", "in", "-time", "sec", "-temp",
"F")
# Define materials for nonlinear columns
# ------------------------------------------
# CONCRETE tag f'c ec0 f'cu ecu
# Core concrete (confined)
ops.uniaxialMaterial("Concrete01", 1, -6.0, -0.004, -5.0, -0.014)
# Cover concrete (unconfined)
ops.uniaxialMaterial("Concrete01", 2, -5.0, -0.002, -0.0, -0.006)
# STEEL
# Reinforcing steel
fy = 60.0
# Yield stress
E = 30000.0
# Young's modulus