Problem with OpenSeesSP

[martinmasanes]

Dear fmk
I'm trying to run a model using OpenSeesSP, the model runs perfectly on the regular opensees, even if a use SP with np=1, but a get this error message when using OpenSeesSP with np>1

Slave Process Running 1
FEM_ObjectBrokerAllClasses::getNewUniaxialMaterial - - no UniaxialMaterial type
exists for class tag 20
FiberSection2d::recvSelf -- failed to allocate double array for material data

job aborted:
rank: node: exit code[: error message]
0: Martin-HP: 123
1: Martin-HP: -1: process 1 exited without calling finalize
2: Martin-HP: 123
3: Martin-HP: 123
4: Martin-HP: 123
5: Martin-HP: 123
6: Martin-HP: 123
7: Martin-HP: 123


OpenSees -- Open System For Earthquake Engineering Simulation
Pacific Earthquake Engineering Research Center -- 2.4.2 (rev 5540)

(c) Copyright 1999-2013 The Regents of the University of California
All Rights Reserved
(Copyright and Disclaimer @ http://www.berkeley.edu/OpenSees/copyright.html)



model read !!!!!!!!!!!!!!!!
*see note below
Slave Process Running 1
FEM_ObjectBrokerAllClasses::getNewUniaxialMaterial - - no UniaxialMaterial type
exists for class tag 20
FiberSection2d::recvSelf -- failed to allocate double array for material data

job aborted:
rank: node: exit code[: error message]
0: Martin-HP: 123
1: Martin-HP: -1: process 1 exited without calling finalize
2: Martin-HP: 123
3: Martin-HP: 123
4: Martin-HP: 123
5: Martin-HP: 123
6: Martin-HP: 123
7: Martin-HP: 123

C:\Users\Martin\Desktop\marcoyz>


*NOTE: This is before applying gravity loads and analisys

#!!!!!!!!!!!!!!!!!!!!!!!!!!!SOLVER!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!
############################################################################
# Gravity Loads & Gravity Analysis
############################################################################
pattern Plain 101 Linear {

# distributed loads
#eleLoad -ele $eleTag1 <$eleTag2 ....> -type -beamUniform $Wz <$Wx>
set MgF [expr 8000/(8000-2.*$jOff_beam_m-2.*$jOff_beam_e)]; # magnifying factor to accont for the load that can not be applied on the rigid portions of elements
set dl_F2 [expr -250/100]; # distributed load at Floor 2

# Floor 2 loads
eleLoad -ele 11601 11602 -type -beamUniform $dl_F2

}

# Gravity-analysis: load-controlled static analysis
set Tol 1.0e-6; # convergence tolerance for test
constraints Plain; # how it handles boundary conditions
numberer RCM; # renumber dof's to minimize band-width (optimization)
system UmfPack; # how to store and solve the system of equations in the analysis (large model: try UmfPack)
test NormDispIncr $Tol 15; # determine if convergence has been achieved at the end of an iteration step
algorithm Newton ; # use Newton's solution algorithm: updates tangent stiffness at every iteration
set NstepGravity 20; # apply gravity in 10 steps
set DGravity [expr 1.0/$NstepGravity]; # load increment
integrator LoadControl $DGravity 25; # determine the next time step for an analysis
analysis Static; # define type of analysis static or transient
analyze $NstepGravity; # apply gravity

# maintain constant gravity loads and reset time to zero
loadConst -time 0.0
puts "Model Built"

############################################################################
# Eigenvalue Analysis
############################################################################
set pi [expr 2.0*asin(1.0)]; # Definition of pi
set nEigenI 1; # mode i = 1
set nEigenJ 3; # mode j = 2
set lambdaN [eigen [expr $nEigenJ]]; # eigenvalue analysis for nEigenJ modes
set lambdaI [lindex $lambdaN [expr 1]]; # eigenvalue mode i = 1
set lambdaJ [lindex $lambdaN [expr $nEigenJ-1]]; # eigenvalue mode j = 2
set w1 [expr pow($lambdaI,0.5)]; # w1 (1st mode circular frequency)
set w2 [expr pow($lambdaJ,0.5)]; # w2 (2nd mode circular frequency)
set T1 [expr 2.0*$pi/$w1]; # 1st mode period of the structure
set T2 [expr 2.0*$pi/$w2]; # 2nd mode period of the structure
puts "T1 = $T1 s"; # display the first mode period in the command window
puts "T2 = $T2 s"; # display the second mode period in the command window

THANKS!!!!!