I am doing a non-linear analysis of a bridge and are trying to implement non-linear effects of creep and shrinkage. I have been following the Teddy examples plc_on_cracked_pylons.dat and plc_on_cracked_piers.dat. When comparing the two examples, I have noticed that cracked_pylon have included a PROB TH3 command already in the CSM-module, while the cracked_pier does not run anything non-linear before the end in ASE-modules. Why is that? What will the differences be?
I should mention that my goal is to run a geometric and material non-linear analysis.
I think the difference between the two examples is that the model of the example “plc_on_cracked_pylons…” includes cable elements. In order to consider the compression failure of these elements you have to include a non-linear analysis.
For the analysis of the construction stages of the pier of the other example, a linear analysis is sufficient. The consequences of a geometric non-linear behaviour are checked in the subsequent steps.
Best regards
Frederik Höller
Your SOFiSTiK Support Team
I found out that a non-linear analysis of prestressed beam elements are not possible, so I am focusing on the piers now. Still, I am having some trouble implementing creep and shrinkage. I have traced the loadcase with the highest resulting My in my linear analysis and want to implement the factors here, see attached picture.
What is the best way to add the factor to creep and shrinkage in this case? I have tried inserting a factor in SYST, GRP and adding the 5000 creep load cases directly.
My teddy script without factors for C+S looks as follows:
+prog ASE urs:68.2
Head dl=4032
echo grp,load no
SYST prob th3 plc 4032 TOL 0.01 fmax 2.0
GRP 'CSM' CS 32
LC 102 facd 1.0 titl 'th3 1.00 times dl=4032'
LCC 2 FACT 1.00 PLC YES already applied in PLC g_2
LCC 3 FACT 1.00 PLC YES already applied in PLC g_2
LCC 4 FACT 1.00 PLC YES already applied in PLC g_2
LCC 5 FACT 1.00 PLC YES already applied in PLC g_2
LCC 50 PLC YES already applied in PLC prestress
end
+prog ASE urs:68.11
Head Non-linear analysis
ECHO MAT YES -> See ASE-output: Maximum possible concrete stress
ECHO GRP,LOAD NO
CTRL ITER 3 V2 1
REIN LCR 108
SYST PROB TH3 PLC 102 TOL -10.0 FMAX 2.0 iter - Geometric non-linearity
DESI ULTI KSV ULD KSB ULD
NSTR kmod K1 KSV SLD KSB SLD fmax 0.8 material non-linearity
GRP 'CSM' LINE CS 32
GRP 5 FULL CS 32 t1 0
LC 108 facd 0.9 titl 'FACL' FACD activates g_1
LCC 2 fact 0.9 PLC YES g_2
LCC 3 fact 0.9 PLC YES g_2
LCC 4 fact 0.9 PLC YES g_2
LCC 5 fact 0.9 PLC YES g_2
LCC 50 fact 1.1 PLC YES prestress
LCC 10156 fact 0.945 gr1a
LCC 94 fact 1.2 $ Temp
end