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The element deformation results recorded by using Uniform Excitation and Multi-Support Excitation are quite different,What is the reason?

When I perform dynamic analysis, the ground motion is small，but it is not zero.The model does not converge. If the ground motion before the model does not converge is set to zero, it can converge, and the error is reported as follows：
current EnergyIncr: -nan(ind) (max: 1e-06) Norm deltaX: nan, Norm deltaR: nan
AcceleratedNewton::solveCurrentStep() -The ConvergenceTest object failed in test()
DirectIntegrationAnalysis::analyze() - the Algorithm failed at time 7.70976
OpenSees > analyze failed, returned: -3 error flag
What causes this and how can it be solved？

If I use KrylovNewton's algorithm and iterate with initial, how do I call it？

Hello
I've downloaded mpich2 and OpenSeesMP, they work separately, but can't call them like mpiexec -np 3 OpenSeesMP.exe Example.tcl. It will appear [unset]: unable to decode hostport from 51020
Abort(1091087) on node 0 (rank 0 in comm 0): Fatal error in PMPI_Init: Other MPI error, error stack:
MPIR_Init_thread(138):
MPID_Init(945).......:
MPIR_pmi_init(121)...: PMI_Init returned -1
[unset]: write_line error; fd=-1 buf=:cmd=abort exitcode=1091087
:
system msg for write_line failure: No error
Attempting to use an MPI routine before initializing MPICH
How to solve this problem？

Is it reasonable that there is a great difference in the bending moment of two nodes in the sameelement?

I know a singular section stiffness matrix.However how to deal with exactly?

Hi,I am a new user. I am using the following code
wipe;
puts "system"
model basic -ndm 3 -ndf 6
puts "restraint"
if {[file exists output]==0} {
file mkdir output;
}
#Cap beam node
node 77 30 -4 -2.3
node 78 30 -3.5 -2.3
node 79 30 -3 -2.3
node 80 30 -2.4 -2.3
node 81 30 -2 -2.3
node 82 30 -1.5 -2.3
node 83 30 -1 -2.3
node 84 30 -0.5 -2.3
node 85 30 0 -2.3
node 86 30 0.5 -2.3
node 87 30 1 -2.3
node 88 30 1.5 -2.3
node 89 30 2 -2.3
node 90 30 2.4 -2.3
node 91 30 3 -2.3
node 92 30 3.5 -2.3
node 93 30 4 -2.3
puts "node finish"
geomTransf Linear 1 0 0 1
geomTransf Linear 2 0 0 1
geomTransf Linear 3 1 0 0
#Cap beam simulation
set hntc3 30
set hntt3 2.1
set hnt3 6.0
set fcuk3 [expr 1e6*$hntc3]
set ftk3 [expr 1e6*$hntt3]
set fck3 [expr 1e6*$hnt3]
set fpc3 -$fcuk3
set epsc3 -0.002
set fpcu3 [expr 0.2*$fpc3]
set epscu3 -0.005
set ft3 -$ftk3
set Ets3 [expr -0.07*$fcuk3/0.002]
set lambda1 0.1
uniaxialMaterial Concrete02 4 $fpc3 $epsc3 $fpcu3 $epscu3 $lambda1 $ft3 $Ets3
puts "material finish"
#Cap beam section division
set GJ 2.11e9
section fiberSec 2 -GJ $GJ {
patch rect 4 10 10 -0.75 -0.75 0.75 0.75
};
#Cap beam element
element forceBeamColumn 252 77 78 5 2 2
element forceBeamColumn 253 78 79 5 2 2
element forceBeamColumn 254 79 80 5 2 2
element forceBeamColumn 255 80 81 5 2 2
element forceBeamColumn 256 81 82 5 2 2
element forceBeamColumn 257 82 83 5 2 2
element forceBeamColumn 258 83 84 5 2 2
element forceBeamColumn 259 84 85 5 2 2
element forceBeamColumn 260 85 86 5 2 2
element forceBeamColumn 261 86 87 5 2 2
element forceBeamColumn 262 87 88 5 2 2
element forceBeamColumn 263 88 89 5 2 2
element forceBeamColumn 264 89 90 5 2 2
element forceBeamColumn 265 90 91 5 2 2
element forceBeamColumn 266 91 92 5 2 2
element forceBeamColumn 267 92 93 5 2 2
puts "ele finish"
#fix
fix 77 1 1 1 1 1 1
puts "fix finish"
# 3）recorder
recorder Node -file D:/output/node93.txt -time -node 93 -dof 1 2 3 disp;
#Cap beam gravity
pattern Plain 1 Linear {
load 77 0 0 -13781.25 0 0 0
load 78 0 0 -27562.5 0 0 0
load 79 0 0 -27562.5 0 0 0
load 80 0 0 -27562.5 0 0 0
load 81 0 0 -27562.5 0 0 0
load 82 0 0 -27562.5 0 0 0
load 83 0 0 -27562.5 0 0 0
load 84 0 0 -27562.5 0 0 0
load 85 0 0 -27562.5 0 0 0
load 86 0 0 -27562.5 0 0 0
load 87 0 0 -27562.5 0 0 0
load 88 0 0 -27562.5 0 0 0
load 89 0 0 -27562.5 0 0 0
load 90 0 0 -27562.5 0 0 0
load 91 0 0 -27562.5 0 0 0
load 92 0 0 -27562.5 0 0 0
load 93 0 0 -13781.25 0 0 0
}
#Gravity analysis
constraints Transformation
numberer RCM
system BandGeneral
test NormDispIncr 1.0e-6 100 0
algorithm Newton
integrator LoadControl 0.001
analysis Static
analyze 1000
loadConst -time 0.0


This is my code.However, it results in error as "ForceBeamColumn2d::update()--could not invert flexibility".
Please help with this.
Thanks