# EXAMPLE 7 - Dynamic Shell Analysis

In this example a simple problem in shell dynamics is considered. The structure is a curved hoop shell structure that looks like the roof of a Safeway.

Files Required

Model

For shell analysis, a typical shell element is defined as a surface in three dimensional space. Each node of a shell analysis has six degrees of freedom, three displacements and three rotations. Thus the model is defined with $ndm := 3$ and $ndf := 6$.

For this model, a mesh is generated using the block2D'' command. The number of nodes in the local x-direction of the block is $nx$ and the number of nodes in the local y-direction of the block is $ny$. The block2D generation nodes \{1,2,3,4, 5,7,9\} are defined such that the structure is curved in three dimensional space.

The OpenSees shell element is constructed using the command ShellMITC4''.

An elastic membrane-plate material section model, appropriate for shell analysis, is constructed using the ElasticMembranePlateSection'' command. In this case, the elastic modulus $E := 3.0e3$, Poisson's ratio $\nu := 0.25$, the thickness $h := 1.175$ and the mass density per unit volume $\rho := 1.27$ For initial gravity load analysis, a single load pattern with a linear time series and three vertical nodal loads are used. Boundary conditions are applied using the fixZ command. In this case, all the nodes whose z-coordiate is $0.0$ have the boundary condition \{1,1,1, 0,1,1\}. All degrees-of-freedom are fixed except rotation about the x-axis, which is free. The same boundary conditions are applied where the z-coordinate is $40.0$.

Analysis

A solution algorithm of type Newton is used for the problem. The solution algorithm uses a ConvergenceTest which tests convergence on the norm of the energy increment vector. Five static load steps are performed.

Subsequent to the static analysis, the wipeAnalysis and remove loadPatern commands are used to remove the nodal loads and create a new analysis. The nodal displacements have not changed. However, with the external loads removed the structure is no longer in static equilibrium.

The integrator for the dynamic analysis if of type GeneralizedMidpoint with $\alpha := 0.5$. This choice is uconditionally stable and energy conserving for linear problems. Additionally, this integrator conserves linear and angular momentum for both linear and non-linear problems. The dynamic analysis is performed using $250$ time increments with a time step $\Delta t := 0.50$.

OpenSees Script

# OpenSees Example 7.1

# OpenSees Primer

#

# Units: kips, in, sec

# ----------------------------

# Start of model generation

# ----------------------------

model basic -ndm 3 -ndf 6

# create the material

section ElasticMembranePlateSection 1 3.0e3 0.25 1.175 1.27

# set some parameters for node and element generation

set Plate ShellMITC4

set eleArgs "1"

#these should both be even

set nx 8

set ny 2

set mid [expr ( ($nx+1)*($ny+1)+1 ) / 2 ]

set side1 [expr ($nx + 2)/2 ] set side2 [expr ($nx+1)*($ny+1) -$side1 + 1 ]

# generate the nodes and elements

block2D $nx$ny 1 1 $Plate$eleArgs {

1 -20 0 0

2 -20 0 40

3 20 0 40

4 20 0 0

5 -10 10 20

7 10 10 20

9 0 10 20

}

pattern Plain 1 Linear {

load $mid 0.0 -0.5 0.0 0.0 0.0 0.0 load$side1 0.0 -0.25 0.0 0.0 0.0 0.0

load $side2 0.0 -0.25 0.0 0.0 0.0 0.0 } # define the boundary conditions # rotation free about x-axis (remember right-hand-rule) fixZ 0.0 1 1 1 0 1 1 fixZ 40.0 1 1 1 0 1 1 # Load control with variable load steps # init Jd min max integrator LoadControl 1.0 1 1.0 10.0 # Convergence test # tolerance maxIter displayCode test EnergyIncr 1.0e-10 20 1 # Solution algorithm algorithm Newton # DOF numberer numberer RCM # Cosntraint handler constraints Plain # System of equations solver system SparseGeneral -piv #system ProfileSPD # Analysis for gravity load #analysis Transient analysis Static # Perform the gravity load analysis analyze 5 # -------------------------- # End of static analysis # -------------------------- # ---------------------------- # Start of recorder generation # ---------------------------- recorder Node -file Node.out -time -node$mid -dof 2 disp

recorder plot Node.out CenterNodeDisp 625 10 625 450 -columns 1 2

recorder display shellDynamics 10 10 600 600 -wipe

prp -100 20 30

vup 0 1 0

display 1 0 100

# --------------------------

# End of recorder generation

# --------------------------

# ---------------------------------------

# Create and Perform the dynamic analysis

# ---------------------------------------

# Remove the static analysis & reset the time to 0.0

wipeAnalysis

setTime 0.0

# Now remove the loads and let the beam vibrate

# Create the transient analysis

test EnergyIncr 1.0e-10 20 1

algorithm Newton

numberer RCM

constraints Plain

#integrator GeneralizedMidpoint 0.50

integrator Newmark 0.50 0.25

analysis Transient

# Perform the transient analysis

analyze 250 0.5

Results

The results consist of the file Node.out, which contains a line for every time step. Each line contains the time and the vertical displacement at the upper center of the hoop structure. The time history is shown in figure~\ref{shelldisp}.