Example concrete material model

Jonathan Frank

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Aug 8, 2024, 11:08:18 AM8/8/24

to LS-DYNA2

Do any of you fine people have an example concrete material model you can share?

I have searched previous conversations and cant find an example. The only important thing about my use case is I need somewhat accurate dampening.

Thanks in advance,

Jonathan

James Kennedy

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Aug 8, 2024, 2:22:20 PM8/8/24

to Jonathan Frank, LS-DYNA2

Dear Jonathan,

The following study used *MAT_016, *MAT_072R3, and *MAT_159 for comparative concrete material behavior:

Schwer, L.E., "Simple Input Concrete Constitutive Models: An Illustration of Brick Walls & Concrete Cylinder Perforation", 10th International LS-DYNA Users Conference, Dearborn, Michigan, June, 2008.

http://www.dynalook.com/international-conf-2008/PenetrationBlast-4.pdf

Four concrete constitutive models, namely, *MAT_072R3 (KCC), *MAT_084 (Winfrith), *MAT_159 (CSCM), and *MAT_272 (RHT) models of the several available in LS-DYNA were evaluated in this paper as to their capability to perform blast response calculations (applied pressure history):

Wu, Y., Crawford, J.E., Lan, S., and Magallanes, J.M., "Validation Studies for Concrete Constitutive Models with Blast Test Data", 13th International LS-DYNA Users Conference, Dearborn, Michigan, June, 2014.

http://www.dynalook.com/13th-international-ls-dyna-conference/blast/validation-studies-for-concrete-constitutive-models-with-blast-test-data

simple examples of *MAT_273

Cylinder subjected to confined compression illustrating the influence of element length in compression using tetrahedral meshes.

http://petergrassl.com/tempFiles/summaryLSDYNACylinder.pdf

http://petergrassl.com/Research/DamagePlasticity/CDPMLSDYNA/index.html

Three point bending tests illustrating the influence of element length using tetra- and hexahedral meshes.

http://petergrassl.com/tempFiles/summaryLSDYNATPBT.pdf

http://petergrassl.com/Research/DamagePlasticity/CDPMLSDYNA/index.html

Single element tests illustrating the influence of element length on the response in tension and compression.

http://petergrassl.com/tempFiles/summaryLSDYNASingleElement.pdf

http://petergrassl.com/Research/DamagePlasticity/CDPMLSDYNA/index.html

-----------------------------------------------

A note I have shared previously that may be of some help when using simplified

concrete modeling input and how the concrete parameter data can be modified

once an initial run has been made. I hope that most of this information is still

reasonably accurate.

-----------------------------------------------

Added noted describing simplified input –

Initially all you need to do is provide 3 input data with 3 cards and then run

the program. From the output files (messag and/or d3hsp), you will find data

generated with all the input data you need. You can then put all this new data

with EOS8 back in your input file and rerun it.

The initial input data are as follow: -45.6 for concrete compressive strength,

145 for changing the stress unit from psi-MPa and 0.003972 for converting

inches to millimeter. In the first run the rest of the cards are left blank.

A reworded note saying the same thing as previous paragraphs.

Note that these a0f and a1f defaults will be overridden by non zero entries on

Card 3. If plastic strain or damage scaling is desired, Cards 5 through 8 and b1

should be specified in the input. When a0 is input as a negative quantity, the

equation-of-state can be given as 0 and a trilinear EOS Type 8 model will be

automatically generated from the unconfined compressive strength and Poisson's

ratio. The EOS 8 model is a simple pressure versus volumetric strain model with

no internal energy terms, and should give reasonable results for pressures up to

5kbar (approximately 75,000 psi).

An example of “Simple Input for Concrete” is given in the LS-DYNA

User’s Manual under *MAT_CONCRETE_DAMAGE_REL3 keyword:

http://ftp.lstc.com/anonymous/outgoing/jday/manuals/DRAFT_Vol_II.pdf

-----------------------------------------------

"LS-DYNA Keyword User's Manual - Volume II: Material Models", LS-DYNA

Dev/Revision 13521, Livermore Software Technology Corporation, Livermore,

California, February, 2021.

http://ftp.lstc.com/anonymous/outgoing/jday/manuals/DRAFT_Vol_II.pdf

If you use the *MAT_072R3 auto-generation feature, it will generate the EOS.

Seven card images are required to define the complete set of model parameters for the

K&C Concrete Model. An Equation-of-State is also required for the pressure-volume

strain response. Brief descriptions of all the input parameters are provided below,

however it is expected that this model will be used primarily with the option to

automatically generate the model parameters based on the unconfined compression

strength of the concrete. These generated material parameters, along with the

generated parameters for *EOS_TABULATED_COMPACTION, are written to the

d3hsp file.

-----------------------------------------------

This information was not available during a period (at least not from these two formal

releases - LS-DYNA V971 R5.1 (R5.64536) and LS-DYNA V971 R5.1.1 (R5.65550).

I did some testing, and the last release I was able to get that information echoed out to

the 'messag' file was LS-DYNA V971 R5.0 (R5.59419). It appears that it was added

back in the 'messag' file sometime earlier this year. If you using older executables which

do not have the "Generated Input" placed in your 'messag' file (an example given here):

$--------------------------- MATERIAL CARDS ------------------------------------

$ LS-DYNA Keyword Generated Input for Release III

$ [Default values = K&C generic f'c=6580 psi concrete]

*MAT_Concrete_Damage_Rel3

$ MATID RO PR

72 2.500E-03 2.000E-01

$ ft A0 A1 A2 B1 OMEGA A1F

3.218E+00 1.035E+01 4.463E-01 2.309E-03 1.600E+00 5.000E-01 4.417E-01

$ sLambda NOUT EDROP RSIZE UCF LCRate LocWidth NPTS

1.000E+02 2.000E+00 1.000E+00 3.940E-02 1.450E+02 0.000E+00 2.538E+01 1.300E+01

$ Lambda01 Lambda02 Lambda03 Lambda04 Lambda05 Lambda06 Lambda07 Lambda08

0.000E+00 8.000E-06 2.400E-05 4.000E-05 5.600E-05 7.200E-05 8.800E-05 3.200E-04

$ Lambda09 Lambda10 Lambda11 Lambda12 Lambda13 B3 A0Y A1Y

5.200E-04 5.700E-04 1.000E+00 1.000E+01 1.000E+10 1.150E+00 7.812E+00 6.250E-01

$ Eta01 Eta02 Eta03 Eta04 Eta05 Eta06 Eta07 Eta08

0.000E+00 8.500E-01 9.700E-01 9.900E-01 1.000E+00 9.900E-01 9.700E-01 5.000E-01

$ Eta09 Eta10 Eta11 Eta012 Eta13 B2 A2F A2Y

1.000E-01 0.000E+00 0.000E+00 0.000E+00 0.000E+00 1.350E+00 3.380E-03 7.357E-03

$--------------------------- EOS-8 CARDS -------------------------------------

$ Generated EOS 8 (Tabulated Compaction)

*EOS_Tabulated_Compaction

$ EOSID Gamma E0 Vol0

72 0.000E+00 0.000E+00 1.000E+00

$ VolStrain01 VolStrain02 VolStrain03 VolStrain04 VolStrain05

0.00000000E+00 -1.50000000E-03 -4.30000000E-03 -1.01000000E-02 -3.05000000E-02

$ VolStrain06 VolStrain07 VolStrain08 VolStrain09 VolStrain10

-5.13000000E-02 -7.26000000E-02 -9.43000000E-02 -1.74000000E-01 -2.08000000E-01

$ Pressure01 Pressure02 Pressure03 Pressure04 Pressure05

0.00000000E+00 2.33369250E+01 5.08744965E+01 8.16792375E+01 1.55190551E+02

$ Pressure06 Pressure07 Pressure08 Pressure09 Pressure10

2.34069358E+02 3.32084443E+02 5.08044857E+02 2.96612317E+03 4.53669822E+03

$ Multipliers of Gamma*E

.000000000E+00 .000000000E+00 .000000000E+00

$ BulkUnld01 BulkUnld02 BulkUnld03 BulkUnld04 BulkUnld05

1.55579500E+04 1.55579500E+04 1.57757613E+04 1.65692168E+04 1.97119227E+04

$ BulkUnld06 BulkUnld07 BulkUnld08 BulkUnld09 BulkUnld10

2.28701865E+04 2.60128924E+04 2.83932588E+04 6.38809427E+04 7.77897500E+04

$-------------------------------------------------------------------------------

You can simply create it with a little effort by taking the information provided in the

'd3hsp' file (example given here - you simply have to do a little typing):

$-------------------------------------------------------------------------------

principal material properties:

vnu .............................. = 2.000E-01

unconfined compressive strength .. = 3.500E+01

unit conversion factor for f'c ... = 1.450E+02

tensile cutoff (max. prin. stress) = 3.218E+00

maximum failure surface a0 ....... = 1.035E+01

maximum failure surface a1 ....... = 4.463E-01

maximum failure surface a2 ....... = 2.309E-03

yield failure surface a0y ........ = 7.812E+00

yield failure surface a1y ........ = 6.250E-01

yield failure surface a2y ........ = 7.357E-03

damage scaling factor b1.......... = 1.600E+00

damage scaling factor b2.......... = 1.350E+00

damage scaling factor b3.......... = 1.150E+00

load curve for strain-rate scaling = 0

tensile strength (max ppal stress) = 3.218E+00

amount of partial associativity w = 5.000E-01

residual failure surface a0f ..... = 0.000E+00

residual failure surface a1f ..... = 4.417E-01

residual failure surface a2f ..... = 3.380E-03

Damage Function Lambda_i ......... = 0.000E+00 8.000E-06 2.400E-05 4.000E-05 5.600E-05 7.200E-05 8.800E-05

.................................. = 3.200E-04 5.200E-04 5.700E-04 1.000E+00 1.000E+01 1.000E+10

Scale Factor Eta_i ..... ......... = 0.000E+00 8.500E-01 9.700E-01 9.900E-01 1.000E+00 9.900E-01 9.700E-01

.................................. = 5.000E-01 1.000E-01 0.000E+00 0.000E+00 0.000E+00 0.000E+00

other properties:

% of lambda stretching ........... = 1.000E+02

epx1 output selector ............. = 2.000E+00

edrop ............................ = 1.000E+00

length unit conversion factor .... = 3.940E-02

ucf............................... = 1.450E+02

localization width (3 max aggr size) 2.538E+01

volumetric strain ................ = 0.0000E+00 -0.1500E-02 -0.4300E-02 -0.1010E-01 -0.3050E-01

volumetric strain ................ = -0.5130E-01 -0.7260E-01 -0.9430E-01 -0.1740E+00 -0.2080E+00

pressure with e=0 ................ = 0.0000E+00 0.2334E+02 0.5087E+02 0.8168E+02 0.1552E+03

pressure with e=0 ................ = 0.2341E+03 0.3321E+03 0.5080E+03 0.2966E+04 0.4537E+04

multiplier of gamma*e ............ = 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00 0.0000E+00

unloading bulk modulus ........... = 0.1556E+05 0.1556E+05 0.1578E+05 0.1657E+05 0.1971E+05

unloading bulk modulus ........... = 0.2287E+05 0.2601E+05 0.2839E+05 0.6388E+05 0.7779E+05

gamma ............................ = 0.00000E+00

e0 ............................... = 0.00000E+00

$-------------------------------------------------------------------------------

Sincerely,

James M. Kennedy

KBS2 Inc.

August 8, 2024

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James Kennedy

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Aug 8, 2024, 2:36:06 PM8/8/24

to Jonathan Frank, LS-DYNA2

Dear Jonathan,

Numerous roadside safety systems are configured with reinforced concrete materials, such as bridge railings, median barriers, and roadside parapets. The analysis and design of these structures may involve impact simulation with finite element software, like LS-DYNA, which includes multiple concrete material models. This Phase I study investigated the viability and performance of existing concrete material models to simulate unreinforced components subjected to common loading conditions, such as compression, tension, shear, and bending. For this study, five material models were evaluated – CSCM (*MAT_159), K&C (*MAT_072R3), RHT (*MAT_272), Winfrith (*MAT_084), and CDPM (*MAT_273):

Winkelbauer, B.J., "Phase I Evaluation of Selected Concrete Material in LS-DYNA", Master’s Thesis,, Department of Civil Engineering, University of Nebraska-Lincoln, Lincoln, Nebraska, December, 2015.

https://digitalcommons.unl.edu/cgi/viewcontent.cgi?article=1087&context=civilengdiss

https://digitalcommons.unl.edu/cgi/viewcontent.cgi?params=/context/civilengdiss/article/1087/&path_info=Winkelbauer___Concrete_Fracture___R2___11_30_2015.pdf

Winkelbauer, B.J., Faller, R.K., Bielenberg, R.W., Rosenbaugh, S.K., Reid, J.D., and Schmidt, J.D., "Phase I Evaluation of Selected Concrete Material in LS-DYNA", MwRSF Research Report No. TRP-03-330-15, Midwest Roadside Safety Facility, University of Nebraska-Lincoln, Lincoln, Nebraska, April, 2016.

http://nlcs1.nlc.state.ne.us/epubs/R6000/B016.0330-2016.pdf

Sincerely,

James M. Kennedy

KBS2 Inc.

August 8, 2024

To view this discussion on the web visit https://groups.google.com/d/msgid/ls-dyna2/CH2PR13MB352712F483D1DA81F8A35D6D91B92%40CH2PR13MB3527.namprd13.prod.outlook.com.

James Kennedy

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Aug 9, 2024, 11:44:50 AM8/9/24

to Jonathan Frank, LS-DYNA2

Four conventional damage plasticity models for concrete, the Karagozian and Case model (K&C/*MAT_072), the Riedel-Hiermaier-Thoma model (RHT/*MAT_272), the Brannon-Fossum model (BF1) and the Continuous Surface Cap Model (CSCM/*MAT_159) were compared (data included). All four models are essentially isotropic plasticity models for which plasticity is regarded as any form of inelasticity. All of the models support nonlinear elasticity, but with different formulations. All four models employ three shear strength surfaces:

Brannon, R.M., and Leelavanichkul, S., "Survey of Four Damage Models for Concrete", SAN2009-5544, Sandia National Laboratories, Albuquerque, New Mexico, August, 2009.

https://my.mech.utah.edu/~brannon/pubs/7-2009BrannonLeelavanichkulSurveyConcrete.pdf

Asis Pokhrel

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Nov 6, 2024, 2:40:05 PM11/6/24

to LS-DYNA2

Hi James,

I am modelling a fiber reinforced concrete slab with a projectile impact. I am using the KCC model to model the concrete. I modified the strength surfaces and lambda-eta parameters based on different literature available. My model works for single element but the issues I am having is on the EOS table. I used the auto generation feature of *mat_72 to generate EOS table. The c and ln (v/v0) values generated seem reasonable and are close to what most other literatures suggest but my concern is on bulk modulus. The bulk modulus generated by the auto generation is really higher than my concrete's. The bulk modulus suggested by literatures is: K= E/[3(1-2v). How can I generate the bulk modulus corresponding to those C and ln (v/v0) coefficient.

When I use the default K values the bullet does not pass, but when I used my bulk modulus for all the k values the bullet easily passes through. Do you have any suggestions or guide on how can i generate appropriate values for K?

I have attached the automatic and edited input card for EOS. Can you please have a look at it?

Sincerely,

Ashesh Pokhrel

edited eos.png

default eos.png

James Kennedy

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Nov 8, 2024, 5:36:02 PM11/8/24

to Asis Pokhrel, LS-DYNA2

Dear Asis,

See if the following is of some help:

FE programs have been widely used to study behaviour of reinforced concrete, owing to the complexity

and nonlinearity of reinforced concrete which cause analytical methods to be impractical. LS-DYNA has

gained its position for conducting quasi-static simulation using transient dynamic analysis in the recent

years. Material models MAT159 and MAT072R3 are used extensively in concrete behaviour modelling as

they require the least input from user, among all other concrete material models. Therefore, the behaviour

and reliability of both material models, which are formed on the basis of varying failure surfaces, used for

simulating reinforced concrete beams under quasi-static loading are of interest.

Yi, T.J., “Comparative FE Study between MAT159 and MAT072R3 for Concrete Behaviour Modelling

under Quasi-static Loading in LS-DYNA”, Project Dissertation, Civil Engineering Programme. Universitu

Teknologi Petronas, Tronoh, Perak, Malaysia, January, 2016.

https://utpedia.utp.edu.my/id/eprint/17147/1/1.%20Final%20Dissertation.pdf

This paper presents a combined experimental and numerical study on the damage and performance of

asoft-hard-soft (SHS) multi-layer cement based composite subjected to blast loading which can be used

for protective structures and infrastructures to resist extreme loadings, and the composite consists of three

layers of construction materials including asphalt concrete (AC) on the top, high strength concrete (HSC)

in the middle, and engineered cementitious composites (ECC) at the bottom. To better characterize the

material properties under dynamic loading interface properties of the composite were investigated through

direct shear test and also used to validate the interface model. Strain rate effects of the asphalt concrete

were also studied and both compressive and tensile dynamic increase factor (DIF) curves were improved

based on split Hopkinson pressure bar (SHPB) test.

Wu, J., and Liu, X., “Performance of soft-hard-soft (SHS) cement based composite subjected to blast

loading with consideration of interface properties”, Frontiers of Structural and Civil Engineering, Vol. 9,

No., 3, pp. 323-340, September, 20215.

https://www.researchgate.net/publication/282834418_Performance_of_soft-hard-soft_SHS_cement_based_composite_subjected_to_blast_loading_with_consideration_of_interface_properties

Sincerely,

James M. Kennedy

KBS2 Inc.

November 8, 2024

To view this discussion visit https://groups.google.com/d/msgid/ls-dyna2/f303d044-c23e-476d-acc1-86b958501801n%40googlegroups.com.

Richard the lion heart

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Nov 8, 2024, 6:53:13 PM11/8/24

to LS-DYNA2

I am looking for a train model to study impact on a crash wall, I will appreciate where I can find the train model

James Kennedy

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Nov 9, 2024, 12:17:22 PM11/9/24

to Richard the lion heart, LS-DYNA2

Dear Richard,

See if these are of some interest:

A technique was developed to realistically simulate the dynamic, nonlinear structural behavior of moving rail

vehicles and objects struck during a collision. A new approach considered the interdependence of the many

vehicles connected in typical rail consists. This was accomplished by combining the dynamic modeling of the

consist as a whole with “embedded” detailed models of the lead locomotive and the objects with which it

collides, including standing car consists and ISO-type shipping containers.

Kokkins, S., Kong, W., and Kasturi, K. “Locomotive Crashworthiness Research: Modeling, Simulation, and

Validation”, DOT/FRA/ORD-01/23, U.S. Department of Transportation, Federal Railroad Administration

Office of Research and Development, Washington, DC. Final Report, July, 2001.

https://rosap.ntl.bts.gov/view/dot/33988

James Kennedy

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Nov 9, 2024, 12:53:42 PM11/9/24

to Richard the lion heart, LS-DYNA2

Presentation:

Xue, X., and Schmid, F., “Crashworthiness of Conventionally Designed Railway Coaching Stock and

Structural Modifications for Enhanced Performance”, 5th European LS-DYNA User's Conference,

Birmingham, United Kingdom, May, 2005.

https://lsdyna.ansys.com/wp-content/uploads/attachments/Xue.pdf

James Kennedy

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Nov 14, 2024, 6:50:53 PM11/14/24

to Asis Pokhrel, LS-DYNA2

Dear Asis,

Please see the *EOS_TABULATED_COMPACTION data given in the following presentation:

Fig. 2 *MAT_010 input for unconfined tensile strength of 32 MPa.

Poon, J.K., Tay, S.K., Chan, R., and Schwer, L., "Simulating Dynamic Loads on Concrete Components Using the MM-ALE (Eulerian) Solver", 11th European LS-DYNA Users Conference, Salzburg, Austria, May, 2017.

http://www.dynalook.com/11th-european-ls-dyna-conference/concrete-under-blast-load/simulating-dynamic-loads-on-concrete-components-using-the-mm-ale-eulerian-solver

Sincerely,

James M. Kennedy

KBS2 Inc.

November 14, 2024

From: ls-d...@googlegroups.com [mailto:ls-d...@googlegroups.com] On Behalf Of Asis Pokhrel

Sent: Wednesday, November 06, 2024 1:40 PM
To: LS-DYNA2 <ls-d...@googlegroups.com>

To view this discussion visit https://groups.google.com/d/msgid/ls-dyna2/f303d044-c23e-476d-acc1-86b958501801n%40googlegroups.com.

James Kennedy

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Nov 15, 2024, 12:35:27 PM11/15/24

to Asis Pokhrel, LS-DYNA2

Dear Asis,

I believe that the volumetric strain data (*EOS_TABULATED_COMPACTION) has some sign

issues in the earlier reference I provided.

That should be corrected in the following two references

Tan, S.H, Chan, R., Poon, J.K., and Chng, D., "Verification of Concrete Materials Models for

MM-ALE Simulations", 13th International LS-DYNA Users Conference, Dearborn, Michigan,

June, 2014.

http://www.dynalook.com/13th-international-ls-dyna-conference/constitutive-modeling/verification-of-concrete-material-models-for-mm-ale-simulations

Tay, S.K., Chan, R., and Poon, J.K., "Simulating Reinforced Concrete Beam-Column against Close-In

Detonation Using S-ALE", 11th European LS-DYNA Users Conference, Salzburg, Austria, May, 2017.

https://www.dynalook.com/conferences/11th-european-ls-dyna-conference/air-blast/simulating-reinforced-concrete-beam-column-against-close-in-detonation-using-s-ale-solver

Sincerely,

James M. Kennedy

KBS2 Inc.

November 15, 2024

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