can somebody give me an overview to understand how can i model a reinforced beam and column for modeling of infill wall.
Forums:
↧
modeling of infill wall
↧
error message
the following error
ERROR CODE: /DIANA/NL/IS41/0001
ERRORMSG.A: Too small step in AUTOMA. Check your model, and decrede MINSI it is correct
DIANA-JOB ABORTED
How can i "decrese MINSI" in practice?
Thanks a lot
Simone.
Forums:
↧
↧
How to make a hysteresis analysis in diana?
Hi everyone.
I'd like to perform a hysteresis analysis without license of the modefied Maekawa model.
Is there any alternative method or matrial model in diana?
Thank you.
Forums:
↧
Simulate the construction procedure of concrete structure
Hi, I am trying to simluate the construction procedure of concrete structure.I plan to do phased analysis caring about the concrete modulus varied with time. And I was confused when I simlulate the formwork's relation to the floor with interface element. I do not know that I've get the wrong way to do the simulation. So is there any advice to do the simluation, thanks!
Forums:
↧
INTERFACE BETWEEN LINE BEAM AND LAYERED MASONRY
| Attachment | Size |
|---|---|
 You can see | 10.16 KB |
I have a problem like defined below.
I try to model 3D reinforced concrete frame with infill masonry has 3 layers. However, there is a second frame between the masonry and reinforced concrete. I will connect two frame each other by TYINGS command. There is no problem about this. But there is a big problem with interface element that is lied between the 2nd frame and infill masonry. I can NOT mesh correctly the interface element. So program give error. What can I do? I use BE2 L13BE for line element both columns and beams, IL32 L20IF for interface element and QU8 CQ40L for infill walls.
Forums:
↧
↧
Convergence problems
| Attachment | Size |
|---|---|
| I attach a typical analysis output .txt | 10.86 KB |
I'm an Italian student, and I'm working at my thesis in Civil Engineering.
I have a problem performing structural non linear analysis. During the execution of load steps, for every step the convergence is obtained with 0 iterations (Newton or Constant). The analysis suddenly abort because convergence was not reached after 200 iterations. There isn't a gradual increase of iteration number. I'm modelling a masonry arch, using as mechanical model: parabolic hardening/softening in compression and linear softening in tension, based on definition of fracture energy.
Everyone could help me? Thanks a lot.
Forums:
↧
The system matrix is singular; check FEM-model for supports, mechanisms etc
Dear all,
at calculating stage program gives error like:"The system matrix is singular; check FEM-model for supports, mechanisms etc" I do not know what is the possibly reason? How can I overcome this problem.
Thanks for your help
Forums:
↧
Phased Analysis: Input Base Acceleration
Hi everyone,
I'm performing a phased analysis in diana. There is no problem regarding with the input base acceleration in phase 1, but in phase 2 the input base accelerations do not have the values that i enter in the dat file. Does anyone know how to overcome this problem?
Thank you
Forums:
↧
What is the general format of DAT file?
Hello,
Grreetings! would like to know the file format descriptions used to create input DAT file for analysis. I guess there are field width restrictions for creating the DAT file. Please let me know it in some details and any clue in this direction is highly appreciated.
Thank you
Stacky
Forums:
↧
↧
How time step sizes for CREEP and SHRINKAGE calculated?
Hello,
Greetings! I would like to know how explicit time step sizes for concrete creep and shrinkage calculated. I am unable to understand DIANA format, for example :
'UNITS'
TIME DAY
LENGTH MM
: Shrinkage and creep
BEGIN EXECUT
TIME STEPS EXPLIC SIZES 0.1E-5 0.2E-5 0.7E-5 0.2E-4 0.7E-4 0.2E-3 \
0.7E-3 0.2E-2 0.7E-2 0.2E-1 0.7E-1 0.2 0.7 \
2.0 7.0 20.0 35.0(2) 50.0(4) 65.0
Can someone explain the format of above explicit time step calculation?
Thank you
Stacky
Forums:
↧
Is there a step by step example for stiffness adaptation analysis?
Hello,
Greetings! Is there a step by step example for performing stiffness adaptation analysis on reinforced concrete structures? If some one has it please share it.
Thank you
Stacky
Forums:
↧
How to write a chosen result to output file?
Hello,
Greetings! I would like to know how to write a chosen result to the output file. When I am running a nonlinear analysis with explicit time steps, I want diana to write (TABULAR FORM) the result of a particular time step. Is there a way to do this?
Thank you
Stacky
Forums:
↧
viscoelasticity
Hi, I am trying to model a very simple problem relative to a viscoelastic column, in order to understand how viscoelastic behaviour can be modelled with Diana. The problem consists of a 2D column (modelled with beam elements) subjected to axial load. I am using a simple Kelvin model with only 2 units. Since the problem is very simple I carried out hand calculations in order to check the results. The problem is that nothing happens. I mean that strains don't increase in time. The data file is the following:
FEMGEN MODEL : PROVA_KELVIN
ANALYSIS TYPE : Structural 2D
'UNITS'
LENGTH MM
TIME HOUR
TEMPER CELSIU
FORCE N
'COORDINATES' DI=2
1 0.000000E+00 0.000000E+00
2 2.500000E+02 0.000000E+00
3 5.000000E+02 0.000000E+00
4 7.500000E+02 0.000000E+00
5 1.000000E+03 0.000000E+00
'ELEMENTS'
CONNECTIVITY
1 L6BEN 1 2
2 L6BEN 2 3
3 L6BEN 3 4
4 L6BEN 4 5
MATERIALS
/ 1-4 / 1
GEOMETRY
/ 1-4 / 1
'MATERIALS'
1 YOUNG 3.000000E+04
POISON 2.000000E-01
KELVIN 2
,1 YOUNG 30000
,2 YOUNG 1000
RETTIM 100
'GEOMETRY'
1 RECTAN 1.000000E+02 1.000000E+02
'SUPPORTS'
/ 1 / TR 1
/ 1 / RO 1
/ 1 / TR 2
/ 1 / RO 2
/ 1 / TR 3
/ 1 / RO 3
'LOADS'
CASE 1
NODAL
5 FORCE 1 -0.100000E+06
'DIRECTIONS'
1 1.000000E+00 0.000000E+00 0.000000E+00
2 0.000000E+00 1.000000E+00 0.000000E+00
3 0.000000E+00 0.000000E+00 1.000000E+00
'END'
The command file is the following:
*FILOS
INITIA
*INPUT
READ FILE "prova_kelvin.dat"
*END
*NONLIN
EXECUT
EXECUT TIME STEPS EXPLIC SIZES 10(10) 20(10) 50(11)
OUTPUT FILE "prova_kelvin"
BEGIN OUTPUT
TABULA
FILE "prova_kelvin"
END OUTPUT
*END
Any suggestions?
Thank you.
Forums:
↧
↧
Eigenvalue Analysis
Hi,
I am trying to find the frequency of a cracked dam. I first do the strucural analysis to obtain the cracked structure and the do the eigenvalue analysis with "tangential stiffness" option. However, this does not change the result at all. The frequency of the cracked dam came out to be same as the one for the uncracked case.
Does anybody know how to obtain the frequency of a structure after it cracks?
Thanks.
Forums:
↧
Loadcases not selected
Hallo everyone!
I am new user and i am starting to learn.
I was doing first example from getstarted manual (plate6), and after that some other else examples. But in everyone i came to a problem during postprocessing job. When i write command : UTILITY TABULATE LOADCASES , i receive the message: LOADCASES NOT SELECTED. I repeat again: doing just like in example. Can you tell me what i am doing wrong? Jelena Stankovic
Forums:
↧
Is it possible to perform Stiffness Adaptation Analysis with Creep and Shrinkage?
Hello,
Is it possible to perform stiffness adaptation analysis with creep and shrinkage. Time steps for creep and shrinkage analysis are giving errors while trying to perform STADAP. Any help?
Thank you
Stacky
Forums:
↧
viscoelasticity and shell elements
Hi, I have a problem in modelling viscoelasticity using shell elements (Q20SF). When I run the physically nonlinear analysis, the following error appears:
STEP 1 INITIATED:
LOAD INCREMENT: LOADING( 1) * 1.000E+00
SEVERITY : ABORT
TRACE BACK: cgtc_
ERROR CODE: /DIANA/LB/FL44/0222
ERRORMSG.A: SEFULL not found in ELEMEN
Software error, Consult your DIANA support
CURRENT ELEMENT: 1
MATERIAL: 1
GEOMETRY: 1
TYPE : Q20SF
DIANA-JOB ABORTED
I don't know what it means. Anyone can help me please?
Thank you.
Carlo
Forums:
↧
↧
Mxx, Myy in Plate Bending elements
Hi all, I have a problem in the output of Mxx, Myy, Qxz, QYZ for Plate bending. I would like the moments and the cuts in the global reference. What is the procedure? thanks
Forums:
↧
interface element
I need to create a 2D model of a masonry threated with a repointing technique. The model is composed by layers of brick, mortar, composite material (i.e. carbon fiber), mortar and brick, subjected to vertical displacement in order to simulate compression test. I modelled the masonry with a discrete model: brick and the composite with elastic elements and the mortar as a 1D interface element with CSC (combined shear crushing) interface model. It is possible to use the interface element between two different materials (brick and carbon)? How can I define the Kn (normal stiffness modulus), Kt (shear stiffness modulus) and kp (peak equivalent plastic relative displacement) parameters?
Forums:
↧
Dam analysis
does anybody knows what this message means:
TRACE BACK: cgtc_
ERROR CODE: /DIANA/LB/FL44/0222
ERRORMSG.A: D not found in INTPT
Software error, Consult your DIANA support
i model discrete cracking of dam
armin
Forums:
↧