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Chapter 3
Materials

 

3.1                       Introduction

Material properties considered by CivilFEM include ANSYS standard properties as well as other properties necessary for CivilFEM specific calculations, such as properties related to codes: characteristic strengths, yield strengths, reduction coefficients, etc.

When defining a material within CivilFEM, ANSYS standard properties are automatically defined; ANSYS materials will be assigned the same numbering as the CivilFEM materials. Thus, it is not recommended to directly modify ANSYS' material properties, to avoid unexpected behaviors between ANSYS and CivilFEM databases.

CivilFEM materials have five different kinds of properties:

General properties

:

Common properties for all kinds of materials

Material properties

:

Reserved for steel, concrete, etc.

Code properties

:

Related to Eurocode 2, Eurocode 3, ACI, CEB-FIP, etc.

Active properties

:

Obtained for the actual active time

FLAC3D properties

:

Properties to be applied when exporting the model to FLAC3D

General properties are common to all categories of CivilFEM materials and contain data identifying the materials (number, reference, type…); mechanical properties, costs and the activation times of each material are transferred to ANSYS materials.

Specific material properties are always available for a particular material, regardless of the code under which the material was defined.

Specific code properties contain particular material data for each code.

Active material properties depend on the age of the material and are calculated for the active time (see section 3.6 for more information).

FLAC3D properties are divided in two groups:

  • Terrain properties:

Soils (type 5)

Rocks (type 6)
  • Structural properties:

Structural steel (type 1)

Concrete (type 2)

Reinforcing steel (type 3)

Prestressing steel (type 4)

These properties will be used to define the constitutive models and the structural element properties in the exporting process to FLAC3D.

CivilFEM material definition (see ~CFMP command) is achieved by selecting one of the materials from the library. The following types of materials can be defined in the current version:

·         Structural steels

·         Concretes

·         Reinforcing steels

·         Prestressing steels

·         Soils

·         Rocks

Once the material is defined, the material is labeled with a reference which relates it to the chosen library material. The user can modify those properties which are not associated with the library. In order to modify the data associated with a library reference, the material must be labeled “User Def”.

The following labels characterize the type of datum regarding the possibility of changes made by the user:

LIBR:

Data associated to a library reference. In order to modify a property with this label, the material should first become “User Def”.

LOCK:

Blocked data. Data cannot be modified by the user.

MODF:

Data may be modified by the user.

Additionally, there are several dependent parameters in a material’s data which are automatically updated. Therefore, the user must account for these values when modifying those related properties (see chapter 3.7 for further details).

 

3.2                       General Properties

General properties are those properties common to all kinds of materials (concrete, structural steel and reinforcing steel). These properties have labels and values described hereafter:

Umat
(MODF)

Material number defined by the user.

Ref8
(LOCK)

Reference.

Name
(MODF)

User material name.

Type
(LOCK)

Material type.

0 =

Generic Material.

1 =

Structural steel

2 =

Concrete

3 =

Reinforcing steel

4 =

Prestressing steel

5 =

Soils

6 =

Rocks

TAct
(MODF)

Material activation time

TDeact
(MODF)

Material deactivation time

Ex
(LOCK) (MODF) (LIBR)

Modulus of elasticity of the material.

If Type=0

User Defined (generic material).

If Type =1 or 2

Its value depends on the active code. It equals ExLn (this label is defined later on).

If Type =5 or 6

Its value depends on the material. It is equal to ExCal.

Otherwise

Automatically defined from the material's library.

NUxy
(LIBR)

Poisson's modulus. Depends on the active code and the material type (0£ Nuxy < 0.5).

Eurocode 3

(Structural steel)

NUxy = 0.3

Art 3.2.5

EA

(Structural steel)

NUxy = 0.3

Art 3.1.9

LRFD

(Structural steel)

NUxy = 0.3

 

BS 5950

(Structural steel)

NUxy = 0.3

Art 3.1.2

GB50017

(Structural steel)

NUxy = 0.3

 

Eurocode 2

(Concrete)

NUxy = 0.2

Art 3.1.2.5.3

Eurocode 2

(Reinforcing steel)

NUxy = 0.3

Art 3.1.2

Eurocode 2

(Prestressing steel)

NUxy = 0.3

 

ACI

(Concrete)

NUxy = 0.2

Art 116R-45

ACI

(Reinforcing steel)

NUxy = 0.3

Art 116R-45

ACI

(Prestressing steel)

NUxy = 0.3

 

CEB-FIP

(Concrete)

NUxy = 0.2

Art 2.1.4.3

CEB-FIP

(Reinforcing steel)

NUxy = 0.3

Art 2.1.4.3

EHE

(Concrete)

NUxy = 0.2

Art 39.9

EHE

(Reinforcing steel)

NUxy = 0.3

Art 39.9

EHE

(Prestessing steel)

NUxy = 0.3

 

BS 8110

(Concrete)

NUxy = 0.2

Art 2.4.2.4

BS 8110

(Reinforcing steel)

NUxy = 0.3

 

GB50010

(Concrete)

NUxy = 0.2

 

GB50010

(Reinforcing steel)

NUxy = 0.3

 

If Type = 5 or 6 then its value depends on NuxyCal one.

Gxy
(MODF)

Shear modulus. It is calculated using the following formula:

ALP
(MODF)

Coefficient of linear thermal expansion. Its initial value depends on the active code:

Eurocode 3

(Structural steel)

ALP = 1.2E-5 (ºC-1)

Art 3.2.5

EA

(Structural steel)

ALP = 1.2E-5 (ºC-1)

Art 3.1.10

LRFD

(Structural steel)

ALP = 1.2E-5 (ºC-1)

 

BS 5950

(Structural steel)

ALP = 1.2E-5 (ºC-1)

Art 3.1.2

GB50017

(Structural steel)

ALP = 1.2E-5 (ºC-1)

Art 3.4.3

Eurocode 2

(Concrete)

ALP = 1.0E-5 (ºC-1)

Art 3.1.2.5.4

Eurocode 2

(Reinforcing steel)

ALP = 1.0E-5 (ºC-1)

Art 3.2.3

Eurocode 2

(Prestressing steel)

ALP = 1.0E-5 (ºC-1)

Art 3.2.3

ACI

(Concrete)

ALP = 1.0E-5 (ºC-1)

 

ACI

(Reinforcing steel)

ALP = 1.0E-5 (ºC-1))

 

ACI

(Prestressing steel)

ALP = 1.0E-5 (ºC-1))

 

CEB-FIP

(Concrete)

ALP = 1.0E-5 (ºC-1)

Art 2.1.8.3

CEB-FIP

(Reinforcing steel)

ALP = 1.0E-5 (ºC-1)

Art 2.2.5.4

EHE

(Concrete)

ALP = 1.0E-5 (ºC-1)

Art 39.10

EHE

(Reinforcing steel)

ALP = 1.0E-5 (ºC-1)

Art 39.10

EHE

(Prestressing steel)

ALP = 1.0E-5 (ºC-1)

 

BS 8110

(Concrete)

ALP = 1.0E-5 (ºC-1)

Part 2: 7.5

BS 8110

(Reinforcing steel)

ALP = 1.0E-5 (ºC-1)

 

GB50010

(Concrete)

ALP = 1.0E-5 (ºC-1)

Part 2: 7.5

GB50010

(Reinforcing steel)

ALP = 1.0E-5 (ºC-1)

 

SOILS

 

ALP = 1.0E-5 (ºC-1)

 

ROCKS

 

ALP = 1.0E-5 (ºC-1)

 

RHO
(MODF)

Density value of the material.

RHO = GAM/g

If Type= 0, 1, 2, 3

RHO is free

If Type =5 or 6

RHO = RHOcal

GAM
(MODF)

Specific weight of the material.

GAM = RHO*g

If Type= 0, 1, 2, 3

GAM is free

If Type =5 or 6

GAM = GAMcal

DAMP
(MODF)

Damping of the material.

For transient analyses: K matrix multiplier (b) for damping.

For spectral analyses: critical damping ratio.

VCost
(MODF)

Cost per volume unit.

Vcost = Mcost*RHO = Wcost*GAM

MCost
(MODF)

Cost per mass unit.

Mcost = Vcost/RHO = Wcost*g

WCost
(MODF)

Cost per weight unit.

Wcost = Vcost/GAM = Mcost/g

 

3.3                       Specific Material Properties

3.3.1                      Structural Steel

Command ~CFMP, defines all material properties for structural steel, including those properties that are necessary to carry out an ANSYS analysis. Specific structural steel material properties supported by CivilFEM are described hereafter:

 

3.3.1.1                      Thickness Table and Dependent Properties

NThk
(LIBR)

Refers to the range number for the different material's thickness.

NThk £ 6

Thik
(NThk) (LIBR)

Thickness table.

Thik ³ 0

ExLn
(LIBR)

Modulus of elasticity for linear analysis. ExLn ³ 0. The initial value depends on the active code:

Eurocode 3

 

ExLn = 21E4 MPa

Art. 3.2.5

EA

 

ExLn = 2.1E6 kp/cm2

Art. 3.1.9

LRFD

 

ExLn = 29000 ksi

 

BS 5950

 

ExLn = 205 kN/mm2

Art 3.1.2

GB50017

 

ExLn = 206 kN/mm2

Art 3.4.3

 

3.3.1.2                      Plastic Behavior in ANSYS

KPLA
(MODF)

Refers to the type of behavior.

0

Elastic (default value)

1

Bilinear Kinematic

2

Bilinear Isotropic

4

Multilinear Kinematic Hardening

5

Multilinear Isotropic

6

Drucker-Prager

PLRAT
(MODF)

Elastic/Plastic modulus ratio. This ratio is by default equal to 10000.

PLRAT ³ 0

PLThk
(MODF)

Thickness used to define the plastic behavior.

PLThk ³ 0

 

3.3.1.3                      Stress Strain Diagram for Structural Analysis

TSASSD

Type of stress-strain diagram. Each different type of stress-strain diagrams available depends on the code for which the material was defined. Apart from available diagrams supported by the codes, it is possible to define new diagrams by selecting the “User defined” option.

NPSASSD

Number of diagram points.

SAEPS

Strain values corresponding to a point of the diagram.

SASGM

Stress values corresponding to a point of the diagram.

 

3.3.1.3.1                  Stress-strain diagrams conforming to Eurocode 3

The available stress-strain diagrams for Eurocode 3 are:

TSASSD= 0

User defined

TSASSD= 1

Elastic

TSASSD= 2

Bilinear

 

Definition of the elastic diagram (TSASSD = 1):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 2 points (NPSASSD = 2) has been selected for the definition of the stress-strain diagram. Strain values are the following:

SAEPS (1) =

-1.0E-2

SAEPS (2) =

1.0E-2

Stress values are the following:

SASGM (1) =

SAEPS(1)*ExLn

SASGM (2) =

SAEPS(2)*ExLn

 

Definition of the bilinear diagram (TSASSD = 2):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 4 points (NPSASSD = 4) has been selected for the definition of the stress-strain diagram. The strain values conform to article Art. 5.2.1.4 and are the following:

SAEPS (1) =

-1.0E-2

SAEPS (2) =

-fy / ExLn

SAEPS (3) =

fy / ExLn

SAEPS (4) =

1.0E-2

Stress values also conform to article Art. 5.2.1.4 and are the following:

SASGM (1) =

-fy+(SAEPS (1) - SAEPS (2)) / PLRAT*ExLn

SASGM (2) =

-fy

SASGM (3) =

fy

SASGM (4) =

fy + (SAEPS (4) - SAEPS (3)) / PLRAT*ExLn

 

3.3.1.3.2                  Stress-strain diagrams conforming to the Spanish EA code

The different stress-strain diagrams according to EA code are:

TSASSD= 0

User defined

TSASSD= 1

Elastic

TSASSD= 2

Bilinear

 

Definition of the elastic diagram (TSASSD = 1):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 2 points (NPSASSD = 2) has been selected for the definition of the stress-strain diagram. Strain values are the following:

SAEPS (1) =

-1.0E-2

SAEPS (2) =

1.0E-2

Stress values are the following:

SASGM (1) =

SAEPS(1)*ExLn

SASGM (2) =

SAEPS(2)*ExLn

 

Definition of the bilinear diagram (TSASSD = 2):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 4 points (NPSASSD = 4) has been selected for the definition of the stress-strain diagram. Strain values are the following:

SAEPS (1) =

-1.0E-2

SAEPS (2) =

-SIGe / ExLn

SAEPS (3) =

SIGe / ExLn

SAEPS (4) =

1.0E-2

Stress values are the following:

SASGM (1) =

- SIGe +(SAEPS (1) - SAEPS (2)) / PLRAT*ExLn

SASGM (2) =

- SIGe

SASGM (3) =

SIGe

SASGM (4) =

SIGe + (SAEPS (4) - SAEPS (3)) / PLRAT*ExLn

 

3.3.1.3.3                  Stress-strain diagrams conforming to LRFD

The available stress-strain diagrams for LRFD are:

TSASSD= 0

User defined

TSASSD= 1

Elastic

TSASSD= 2

Bilinear

 

Definition of the elastic diagram (TSASSD = 1):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 2 points (NPSASSD = 2) has been selected for the definition of the stress-strain diagram. Strain values are the following:

SAEPS (1) =

-1.0E-2

SAEPS (2) =

1.0E-2

Stress values are the following:

SASGM (1) =

SAEPS(1)*ExLn

SASGM (2) =

SAEPS(2)*ExLn

 

Definition of the bilinear diagram (TSASSD = 2):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 4 points (NPSASSD = 4) has been selected for the definition of the stress-strain diagram. Strain values are the following:

SAEPS (1) =

-1.0E-2

SAEPS (2) =

-fy / ExLn

SAEPS (3) =

fy / ExLn

SAEPS (4) =

1.0E-2

Stress values are the following:

SASGM (1) =

-fy+(SAEPS (1) - SAEPS (2)) / PLRAT*ExLn

SASGM (2) =

-fy

SASGM (3) =

fy

SASGM (4) =

fy + (SAEPS (4) - SAEPS (3)) / PLRAT*ExLn

 

3.3.1.3.4                  Stress-strain diagrams conforming to BS 5950

The available stress-strain diagrams for BS 5950 are:

TSASSD= 0

User defined

TSASSD= 1

Elastic

TSASSD= 2

Bilinear

 

Definition of the elastic diagram (TSASSD = 1):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 2 points (NPSASSD = 2) has been selected for the definition of the stress-strain diagram. Strain values are the following:

SAEPS (1) =

-1.0E-2

SAEPS (2) =

1.0E-2

Stress values are the following:

SASGM (1) =

SAEPS(1)*ExLn

SASGM (2) =

SAEPS(2)*ExLn

 

Definition of the bilinear diagram (TSASSD = 2):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 4 points (NPSASSD = 4) has been selected for the definition of the stress-strain diagram. Strain values are the following:

SAEPS (1) =

-1.0E-2

SAEPS (2) =

-fy / ExLn

SAEPS (3) =

fy / ExLn

SAEPS (4) =

1.0E-2

Stress values are the following:

SASGM (1) =

-fy+(SAEPS (1) - SAEPS (2)) / PLRAT*ExLn

SASGM (2) =

-fy

SASGM (3) =

Fy

SASGM (4) =

fy + (SAEPS (4) - SAEPS (3)) / PLRAT*ExLn

 

3.3.1.3.5                  Stress-strain diagrams conforming to GB50017

The available stress-strain diagrams for GB50017 are:

TSASSD= 0

User defined

TSASSD= 1

Elastic

TSASSD= 2

Bilinear

 

Definition of the elastic diagram (TSASSD = 1):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 2 points (NPSASSD = 2) has been selected for the definition of the stress-strain diagram. Strain values are the following:

SAEPS (1) =

-1.0E-2

SAEPS (2) =

1.0E-2

Stress values are the following:

SASGM (1) =

SAEPS(1)*ExLn

SASGM (2) =

SAEPS(2)*ExLn

 

Definition of the bilinear diagram (TSASSD = 2):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 4 points (NPSASSD = 4) has been selected for the definition of the stress-strain diagram. Strain values are the following:

SAEPS (1) =

-1.0E-2

SAEPS (2) =

-fy / ExLn

SAEPS (3) =

fy / ExLn

SAEPS (4) =

1.0E-2

Stress values are the following:

SASGM (1) =

-fy+(SAEPS (1) - SAEPS (2)) / PLRAT*ExLn

SASGM (2) =

-fy

SASGM (3) =

Fy

SASGM (4) =

fy + (SAEPS (4) - SAEPS (3)) / PLRAT*ExLn

 

3.3.1.4                      Stress-Strain Diagram for Section Analysis

SDEPS

Strain values corresponding to a point of the diagram.

SDSGM

Stress values corresponding to a point of the diagram.

TSDSSD

Type of stress-strain diagram. The different type of stress-strain diagrams available depend on the code for which the material was defined. Apart from available diagrams supported by codes, it is possible to define new ones by selecting the “User defined” option.

NPSDSSD

Number of diagram points.

 

3.3.1.4.1                  Stress-strain diagrams conforming to Eurocode 3

The different types of stress-strain diagrams available according to Eurocode 3 are:

TSDSSD= 0

User defined

TSDSSD= 1

Bilinear

 

Definition of the bilinear diagram (TSDSSD = 1):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 4 points (NPSDSSD = 4) has been selected for the definition of the stress-strain diagram. Strain values conform to article Art. 5.2.1.4 and are the following:

SDEPS (1) =

-1.0E-2

SDEPS (2) =

-fy / ExLn / GAMM0

SDEPS (3) =

fy / ExLn / GAMM0

SDEPS (4) =

1.0E-2

Stress values are the following:

SDSGM (1) =

(-fy+(SDEPS (1) - SDEPS (2)) / PLRAT*ExLn) / GAMM0

SDSGM (2) =

-fy / GAMM0

SDSGM (3) =

fy / GAMM0

SDSGM (4) =

(fy + (SDEPS (4) - SDEPS (3)) / PLRAT*ExLn) / GAMM0

 

3.3.1.4.2                  Stress-strain diagrams conforming to the Spanish EA code

The different stress-strain diagrams according to the EA code are:

TSDSSD= 0

User defined

TSDSSD= 1

Bilinear

 

Definition of the bilinear diagram (TSDSSD = 1)

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 4 points (NPSDSSD = 4) has been chosen for the definition of the stress-strain diagram. Strain values are the following:

SDEPS (1) =

-1.0E-2

SDEPS (2) =

-SIGe / ExLn / GAMa

SDEPS (3) =

SIGe / ExLn / GAMa

SDEPS (4) =

1.0E-2

Stress values are the following:

SDSGM (1) =

(- SIGe +(SDEPS (1) - SDEPS (2)) / PLRAT*ExLn) / GAMa

SDSGM (2) =

- SIGe / GAMa

SDSGM (3) =

SIGe / GAMa

SDSGM (4) =

(SIGe + (SDEPS (4) - SDEPS (3)) / PLRAT*ExLn) / GAMa

 

3.3.1.4.3                  Stress-strain diagrams conforming to the LRFD code

The different stress-strain diagrams according to LRFD code are:

TSDSSD= 0

User defined

TSDSSD= 1

Bilinear

 

Definition of the bilinear diagram (TSDSSD = 1)

The sign criterion for the definition of stress-strain diagram points is as followings:

+Tension, -Compression

A total of 4 points (NPSDSSD = 4) has been selected for the definition of the stress-strain diagram. Strain values are the following:

SDEPS (1) =

-1.0E-2

SDEPS (2) =

-fy / ExLn

SDEPS (3) =

fy / ExLn

SDEPS (4) =

1.0E-2

Stress values are the following:

SDSGM (1) =

(-fy+(SDEPS (1) - SDEPS (2)) / PLRAT*ExLn)

SDSGM (2) =

-fy

SDSGM (3) =

fy

SDSGM (4) =

(fy + (SDEPS (4) - SDEPS (3)) / PLRAT*ExLn)

 

3.3.1.4.4                  Stress-strain diagrams conforming to the BS5950 code

The different stress-strain diagrams according to the BS5950 code are:

TSDSSD= 0

User defined

TSDSSD= 1

Bilinear

 

Definition of the bilinear diagram (TSDSSD = 1)

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 4 points (NPSDSSD = 4) has been selected for the definition of the stress-strain diagram. Strain values are the following:

SDEPS (1) =

-1.0E-2

SDEPS (2) =

-ROy / ExLn

SDEPS (3) =

ROy / ExLn

SDEPS (4) =

1.0E-2

Stress values are the following:

SDSGM (1) =

(-fy+(SDEPS (1) - SDEPS (2)) / PLRAT*ExLn)

SDSGM (2) =

-ROy

SDSGM (3) =

Roy

SDSGM (4) =

(fy + (SDEPS (4) - SDEPS (3)) / PLRAT*ExLn)

 

3.3.1.4.5                  Stress-strain diagrams conforming to the GB50017 code

The different stress-strain diagrams according to the GB50017 code are:

TSDSSD= 0

User defined

TSDSSD= 1

Bilinear

 

Definition of the bilinear diagram (TSDSSD = 1)

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 4 points (NPSDSSD = 4) has been selected for the definition of the stress-strain diagram. Strain values are the following:

SDEPS (1) =

-1.0E-2

SDEPS (2) =

-f / ExLn

SDEPS (3) =

f / ExLn

SDEPS (4) =

1.0E-2

Stress values are the following:

SDSGM (1) =

-f+(SDEPS (1) - SDEPS (2)) / PLRAT*ExLn)

SDSGM (2) =

-f

SDSGM (3) =

F

SDSGM (4) =

f + (SDEPS (4) - SDEPS (3)) / PLRAT*ExLn)

 

3.3.1.5                      Strain Limits for Steel-Concrete Composite Sections Design

EPSmax
(MODF)

Maximum permisible strain in tension at any point of the section (Point A in the pivot diagram).

Sign criterion: + Tension, - Compression

EPSmax = 0.010 (default value)

If EPSmax = 0, there is no limit

EPSmin
(MODF)

Maximum permisible strain in compression at any point of the section (Point B in the pivot diagram).

Sign criterion: + Tension, - Compression

EPSmin = -0.010 (default value)

If EPSmin = 0, there is no limit

 

3.3.2                      Concrete

Command ~CFMP defines all concrete material properties including those properties required for an ANSYS analysis.

Note: CivilFEM does not contain the material data conforming to the Australian Standard AS3600. If this code is activated, the selected material (concrete or reinforcement steel) will be filled out with the same parameters as the ACI-318 code requires.

Specific concrete material properties supported by CivilFEM are described hereafter:

 

3.3.2.1                      Time Dependent Properties

NAge
(MODF)

Number of material age points defined. This value must be between 0 and 50. A different stress-strain diagram is defined for each of the age points defined.

Age(NAge)
(MODF)

Age tables, in days (Age ³ 0).

MatAge
(LOCK)

Material age, calculated using the following equation:

MatAge = ActTime - TmAct

The initial values of NAge and Age depend on the active code under which the material is defined:

 

Eurocode 2 and ITER:

NAge =

20

Age =

1, 3, 7, 10, 14, 21, 28, 40, 60, 75, 90, 120, 200, 365, 600, 1000, 1800, 3000, 6000, 10000 days

 

ACI-318, ACI 349-01, ACI 359-04, AASHTO, AS 3600:

NAge =

20

Age =

1, 3, 7, 10, 14, 21, 28, 40, 60, 75, 90, 120, 200, 365, 600, 1000, 1800, 3000, 6000, 10000 days

 

EHE:

NAge =

20

Age =

1, 3, 7, 10, 14, 21, 28, 40, 60, 75, 90, 120, 200, 365, 600, 1000, 1800, 3000, 6000, 10000 days

 

CEB-FIP:

NAge =

20

Age =

1, 3, 7, 10, 14, 21, 28, 40, 60, 75, 90, 120, 200, 365, 600, 1000, 1800, 3000, 6000, 10000 days

 

BS8110:

NAge =

20

Age =

1, 3, 7, 10, 14, 21, 28, 40, 60, 75, 90, 120, 200, 365, 600, 1000, 1800, 3000, 6000, 10000 days

 

GB50010:

NAge =

20

Age =

1, 3, 7, 10, 14, 21, 28, 40, 60, 75, 90, 120, 200, 365, 600, 1000, 1800, 3000, 6000, 10000 days

 

NBR6118:

NAge =

20

Age =

1, 3, 7, 10, 14, 21, 28, 40, 60, 75, 90, 120, 200, 365, 600, 1000, 1800, 3000, 6000, 10000 days

 

IS456:

NAge =

20

Age =

1, 3, 7, 10, 14, 21, 28, 40, 60, 75, 90, 120, 200, 365, 600, 1000, 1800, 3000, 6000, 10000 days

 

SP52101,SP63133:

NAge =

20

Age =

1, 3, 7, 10, 14, 21, 28, 40, 60, 75, 90, 120, 200, 365, 600, 1000, 1800, 3000, 6000, 10000 days

 

3.3.2.2                      Linear Structural Analysis Properties

TpEx
(MODF)

Type of elastic modulus used. The different types, admited by CivilFEM are the following:

1:

Tangent modulus of elasticity

2:

Initial modulus of elasticity

3:

Secant modulus of elasticity

4:

Design modulus of elasticity

5:

Reduced modulus of elasticity

ExLn
(LIBR)

Modulus of elasticity for linear analysis. The different options for the elastic modulus will vary depending on the active code. These are the types of modulus available for each one of the codes:

Eurocode 2

 

TpEx = 1

ExLn = Ec

TpEx = 3

ExLn = Ecm (by default)

TpEx = 4

ExLn = Ecd

ACI

 

TpEx = 1

ExLn = Ec (by default)

CEB-FIP

 

TpEx = 1

ExLn = Eci

TpEx = 3

ExLn = Eci

TpEx = 5

ExLn = Ec (by default)

EHE

 

TpEx = 1

ExLn = Eci

TpEx = 2

ExLn = E0

TpEx = 3

ExLn = Ej (by default)

BS8110

 

TpEx = 1

ExLn = Ec (by default)

GB50010

 

TpEx = 1

ExLn = Ec (by default)

NBR6118

 

TpEx = 1

ExLn = Ei

TpEx = 3

ExLn = Ecs (by default)

IS456

 

TpEx = 1

ExLn = Ec (by default)

SP52101,SP63133

 

TpEx = 2

ExLn = Eb (by default)

 

3.3.2.3                      Strain Limits for Section's Design

EPSmin
(LIBR)

Maximum admissible strain in compression at any point of the section (Point B of the pivots diagram).

Sign criterion: + Tension, - Compression

 

Eurocode 2

 

EPSmin = -0.0035

If concrete has fck > 50 MPa, the concrete strain limit is:

EPSmin = -(2.6+35[(90-fck)/100]4) · 10-3 (with fck in MPa).

 

ACI

 

EPSmin = -0.0030

 

CEB-FIP

 

For this code, the maximum admissible strains depend on the selected stress-strain diagram. The initial values taken as the Maximum admissible strain in compression at any point of the section are the following:

If TSDSSD = 0 then EPSmin = -0.0035

If TSDSSD = 1 then EPSmin = -EPScuB

If TSDSSD = 2 then EPSmin = -EPScuU

 

EHE

 

EPSmin = -0.0035

If concrete has fck > 50 MPa, the concrete strain limit is:

EPSmin = -(2.6+14.4[(100-fck)/100]4) · 10-3 (with fck in MPa).

 

BS8110

 

EPSmin = -0.0035

 

GB50010

 

EPSmin = - EPScu

 

NBR6118

 

EPSmin = -0.0035

 

IS456

 

EPSmin = -0.0035

 

SP52101,SP63133

 

EPSmin = EPSb2

EPSint
(LIBR)

Maximum permisible strain in compression at interior points of the section (Point C of the pivot diagram).

Sign criterion:+ Tension, - Compression

 

Eurocode 2

 

EPSint = -0.0020

If concrete has fck > 50 MPa, the concrete strain limit is:

EPSint = -(2.0+0.085(fck-50)0.53) · 10-3 (with fck in MPa).

 

ACI

 

EPSint = 0 (there is no limit).

 

CEB-FIP

 

For this code, the maximum admissible strains depend on the selected stress-strain diagram. The initial values taken as the Maximum admissible strain in compression at any point of the section are the following:

If TSDSSD = 0 then EPSmin = -0.0020

If TSDSSD = 1 then EPSmin = -EPScuC

If TSDSSD = 2 then EPSmin = 0 (there is no limit).

 

EHE

 

EPSint = -0.0020

If concrete has fck > 50 MPa, the concrete strain limit will then be:

EPSint = -(2.0+0.085(fck-50)0.5) · 10-3 (with fck in MPa).

 

BS8110

 

EPSint = 0 (there is no limit).

 

GB50010

 

EPSint = EPS0

 

NBR6118

 

EPSint = -0.0020

 

IS456

 

EPSint = -0.0020

 

SP52101, SP63133

 

EPSint = EPSb0

PCLevel
(LIBR)

This value refers to the vertical distance in the section between the most compressed fiber and Point C of the pivot diagram.

 

PCLevel = 3/7

 

3.3.2.4                      Shrinkage and Creep

NApt
(MODF)

Number of load application ages defined.

Apt(NApt)
(MODF)

Load application age tables, in days (Apt ³ 0).

KCREEP
(MODF)

Creep method

0

No creep.

1

Step by step.

KSHRINK
(MODF)

Shrinkage method.

0

No shrinkage.

1

By temperatures.

AGECOEFF
(MODF)

Aging coefficient (by default 0.8).

CREEPCF

(NAge,NApt)
(MODF)

Creep coefficient.

EPSSHRNK

(NAge)
(MODF)

Shrinkage strain

KCRCOD
(MODF)

Calculation method selected for the definition of shrinkage strains and creep coefficients curves.

0

User defined

1

Eurocode 2 Model (default value)

2

CEB Model

3

ACI Model

4

EHE Model

 

Each calculation method has its own parameters:

EC2:

RH
(MODF)

Relative humidity (%). Default value = 60%.

H
(MODF)

Fictitious thickness in millimeters. Default value = 600mm.

CEB:

RH
(MODF)

Relative humidity (%). Default value = 60%.

H
(MODF)

Fictitious thickness in millimeters. Default value = 600mm.

EHE:

RH
(MODF)

Relative humidity (%). Default value = 60%.

H
(MODF)

Fictitious thickness in millimeters. Default value = 600mm.

ACI:

PSI
(MODF)

Creep factor. Default value = 0.60.

D
(MODF)

Creep age (days). Default value = 10 days.

NUU
(MODF)

Ultimate (in time) creep coefficient. Default value = 2.35.

ALPHA
(MODF)

Shrinkage factor. Default value = 1.0.

F
(MODF)

Shrinkage age. Default value = 55 days.

EPSSLU
(MODF)

Ultimate (in time) shrinkage strain. Def. value = -780·10-6.

3.3.3                      Reinforcement Steel

The ~CFMP command defines all reinforcement steel material properties including those properties that are necessary to carry out an ANSYS analysis. Specific reinforcement steel material properties supported by CivilFEM are described hereafter:

 

3.3.3.1                      Strain Limits for Concrete Sections Check and Design

EPSmax
(MODF)

Refers to the maximum admissible strain in tension at any point of the section (Point A in the pivot diagram).

Sign criterion: + Tension, - Compression

The initial value depends on the active code:

 

Eurocode 2

 

EPSmax = 0.010 (Art. 4.3.1.2 and Art. 4.2.2.3.2)

 

ACI

 

EPSmax = 0 (there is no limit).

 

CEB-FIP

 

EPSmax = 0.010

 

EHE

 

EPSmax = 0.010

 

BS8110

 

EPSmax = 0

 

GB50010

 

EPSmax = 0.010

 

NBR6118

 

EPSmax = 0.010

 

IS456

 

EPSmax = 0

 

SP52101,SP63133

 

EPSmax = 0.025

3.3.4                      Prestressing Steel

The ~CFMP command defines all the prestressing steel material properties, including those properties that are necessary to perform an ANSYS analysis. Specific prestressing steel material properties supported by CivilFEM are described hereafter:

 

3.3.4.1                      Data for Calculating Prestressing Losses

MU
(MODF)

Friction coefficient between the tendons and their casing (by default MU=0.20)

K
(MODF)

Unintentional angular displacement per unit lenght (by default K= 0.01m-1)

A
(MODF)

Anchorage slip (by default a= 0.006m)

EPSsr
(MODF)

Concrete skrinkage strain (by default = 0.0004)

PHI
(MODF)

Concrete creep strain (by default = 2.00)

 

3.3.4.2                      Strain Limits for Concrete Sections Check and Design

EPSmax
(MODF)

Indicates the maximum admissible strain in tension at any point of the section (Point A of the pivot diagram).

Sign criterion: + Tension, - Compression

EPSmax³0, if EPSmax=0, there is no limit

The initial value depends on the active code:

 

Eurocode 2

 

EPSmax = 0.010

 

EHE

 

EPSmax = 0.010

 

ACI

 

EPSmax = 0.00

3.3.5                      Soils

The ~CFMP command defines all soil material properties including the properties necessary to carry out an ANSYS analysis. Specific soil material properties supported by CivilFEM are described hereafter:

TpEx
(MODF)

Type of elasticity modulus used in structural analysis:

1:

Use static elasticity modulus (default)

2:

Use dynamic modulus

ExCal
(LOCK)

Elasticity modulus used in structural analysis:

TpNUxy
(MODF)

Type of Poisson coefficient used in structural analysis:

1:

Use static Poisson’s ratio

2:

Use dynamic Poisson’s ratio

NUxycal
(LOCK)

Poisson coefficient used in structural analysis:

TpRHO
(MODF)

Type of density used in structural analysis:

1:

Use bulk density (default)

2:

Use submerged density

RHOcal
(LOCK)

Density used in structural analysis:

KPLA
(MDF)

Behavior type:

0:

Elastic

1:

Drucker-Prager

2:

Mohr-Coulomb for plane strain models

ExSt
(MODF)

Static elasticity modulus

NUxySt
(MODF)

Static Poisson modulus

Vp
(MODF)

P waves velocity

Vs

(MODF)

S waves velocity

Exd
(MODF)

Dynamic elasticity modulus

NUxyd
(MODF)

Dynamic Poisson modulus

GAMd
(MODF)

Dry specific weight

GAMs
(LOCK)

Solid specific weight:

GAMs = GAMd/(1-n)

GAMsat
(LOCK)

Saturated specific weight:

GAMsat = (GAMs + GAMw*e) / (1+e) =  GAMs*(1-n)+ GAMw*n

GAMsub
(LOCK)

Submerged specific weight:

GAMsub = GAMsat - GAMw

GAMap
(LOCK)

Apparent specific weight:

GAMap = GAMd*(1+W)

GAMw
(MODF)

Water specific weight

RHOd
(MODF)

Dry density

RHOd = GAMd/g

RHOs
(LOCK)

Solid density

RHOs = GAMs/g

RHOsat
(LOCK)

Saturated density

RHOsat = GAMsat/g

RHOsub
(LOCK)

Submerged density

RHOsub = GAMsub/g

RHOap
(LOCK)

Apparent density

RHOap = GAMap/g

RHOrel
(MODF)

Relative density (by default 0.5)

n
(MODF)

Porosity (1 > n ≥ 0)

e
(LOCK)

Void ratio

e = n/(1-n)

W
(MODF)

Moisture content.

Sw
(LOCK)

Saturation degree

Sw = W*GAMs / (e*GAMw) = W*GAMd / (n*GAMw)

D10
(MODF)

Diameter that allows more than 10% of material to pass through (In millimeters).

D30
(MODF)

Diameter that allows more than 30% of material to pass through (In millimeters).

D60
(MODF)

Diameter that allows more than 60% of material to pass through (In millimeters).

Ccurv
(LOCK)

Curvature coefficient

Ccurv = D302/(D60*D10)

Cunif
(LOCK)

Uniformity coefficient

Cunif = D60/D10

SPT
(MODF)

Standard penetration test. SPT ≥ 0

CPT
(MODF)

Cone penetration test. CPT ≥ 0

qu
(MODF)

Resistance to simple compression. qu ≥ 0

Em
(MODF)

Oedometric modulus. Em ≥ 0

qa
(MODF)

Maximum admissible load.

wl
(MODF)

Liquid limit percentage

wp
(MODF)

Plastic limit percentage

Ip
(LOCK)

Plasticity index [%]: Ip = wl - wp

PHIMCeff
(MODF)

Angle of effective internal friction for Mohr-Coulomb (in degrees).

90º > PHIMCeff ≥ 0º

cMCeff
(MODF)

Effective Cohesion. ceff ≥ 0

PHIDPeff
(MODF)

Angle of effective internal friction for Drucker-Prager.

90º > PHIDPeff ≥ 0º

cDPeff
(MODF)

Effective Cohesion for Drucker-Prager. cDPeff ≥ 0

DELeff
(MODF)

Angle of dilation. 90º > DELeff ≥ 0º

K0
(MODF)

Earth pressure coefficient at rest. K0 ≥ 0

Ka
(MODF)

Active earth pressure coefficient. Ka ≥ 0

Kp
(MODF)

Passive earth pressure coefficient. Kp ≥ 0

Kac
(MODF)

Cohesion complementary component of active earth pressure.

Kac ≥ 0

Kpc
(MODF)

Cohesion complementary component of passive earth pressure.

Kpc ≥ 0

RuSI
(MODF)

Susceptibility to pore pressure:

0:

Not susceptible

1:

Susceptible

Ru
(MODF)

Coefficient for pore pressure after consolidation.

kx
(MODF)

X Permeability. Kx ≥ 0

ky
(MODF)

Y Permeability. Ky ≥ 0

kz
(MODF)

Z Permeability. Kz ≥ 0

cv
(MODF)

Consolidation coefficient. cv ≥ 0

A
(MODF)

Skempton law's coefficient. A ≥ 0

B
(MODF)

Skempton law's coefficient. 1 ≥ B ≥ 0

BET
(MODF)

Skempton law's coefficient.

3.3.6                      Rocks

The ~CFMP command defines all rock material properties including those properties that are necessary to perform an ANSYS analysis. Specific rock material properties supported by CivilFEM are described hereafter:

RType
(MODF)

Type

RSubType
(MODF)

Subtype

RClass
(MODF)

Class

RockName
(MODF)

Name

TpEx
(MODF)

Type of elasticity modulus used in structural analysis:

1:

Use static elasticity modulus (default)

2:

Use dynamic modulus

Excal
(LOCK)

Elasticity modulus used in structural analysis

TpNUxy
(MODF)

Type of Poisson’s ratio coefficient used in structural analysis:

1:

Use static Poisson’s ratio

2:

Use dynamic Poisson’s ratio

NUxycal
(LOCK)

Poisson’s ratio used in structural analysis

TpRHO
(MODF)

Type of density used in structural analysis:

1:

Use bulk density (default)

2:

Use submerged density

RHOcal
(LOCK)

Density used in structural analysis

KPLA
(MODF)

Behavior type:

0:

Elastic

1:

Drucker-Prager

2:

Mohr-Coulomb for plane strain models

ExSt
(MODF)

Static elasticity modulus

NUxySt
(MODF)

Static Poisson modulus

Vp
(MODF)

P waves velocity

Vs
(MODF)

S waves velocity

Exd
(MODF)

Dynamic elasticity modulus

NUxyd
(MODF)

Dynamic Poisson modulus

qu
(MODF)

Resistance to simple compression. qu ≥ 0

GAMd
(MODF)

Dry specific weight

GAMs
(LOCK)

Solid specific weight

GAMs = GAMd/(1-n)

GAMsat
(LOCK)

Saturated specific weight

GAMsat = (GAMs + GAMw*e) / (1+e)

GAMsub
(LOCK)

Submerged specific weight

GAMsub = GAMsat - GAMw

GAMap
(LOCK)

Apparent specific weight

GAMap = GAMd*(1+W)

GAMw
(MODF)

Water specific weight

RHOd
(LOCK)

Dry density

RHOd = GAMd/g

RHOs
(LOCK)

Solid density

RHOs = GAMs/g

RHOsat
(LOCK)

Saturated density

RHOsat = GAMsat/g

RHOsub
(LOCK)

Submerged density

RHOsub = GAMsub/g

RHOap
(LOCK)

Apparent density

RHOap = GAMap/g

RHOrel
(MODF)

Relative density (by default 0.5)

n
(MODF)

Porosity (1 > n ≥ 0)

e
(LOCK)

Void ratio

e = n/(1-n)

W
(MODF)

Moisture content.

Sw
(LOCK)

Saturation degree

Sw = W*GAMs / (e*GAMw) = W*GAMd / (n*GAMw)

PHIeff
(MODF)

Angle of internal friction angle. 90º > PHIeff ≥ 0º

ceff
(MODF)

Effective cohesion. ceff ≥ 0

PHIDPeff
(MODF)

Angle of internal friction angle for Drucker-Prager. 90º > PHIDPeff ≥ 0º

cDPeff
(MODF)

Effective cohesion. cDPeff ≥ 0

DELeff
(MODF)

Angle of dilation (degrees). 90º > DELeff ≥ 0º

K0
(MODF)

Earth pressure coefficient at rest. K0 ≥ 0

RuSI
(MODF)

Susceptibility to pore pressure:

0:

Not susceptible

1:

Susceptible

Ru
(MODF)

Coefficient for pore pressure after consolidation.

kx
(MODF)

Permeability. Kx ≥ 0

ky
(MODF)

Permeability. Ky ≥ 0

kz
(MODF)

Permeability. Kz ≥ 0

GSI
(MODF)

Geological strength index. 100 ≥ GSI ≥ 0

HB_m
(MODF)

Hoek & Brown coefficient m

HB_s
(MODF)

Hoek & Brown coefficient s

HB_mr
(MODF)

Hoek & Brown residual coefficient m

HB_sr
(MODF)

Hoek & Brown residual coefficient s

HB_n
(MODF)

Hoek & Brown coefficient n. 0.5 ≤ n < 0.65

HB_m0
(MODF)

Hoek & Brown coefficient m for unfractured rock. m0 ≥ 0

HB_s0
(MODF)

Hoek & Brown coefficient s for unfractured rock. s0 ≥ 1

HB_ALF
(MODF)

Fragility / ductility limit coefficient.

HB_md
(MODF)

Factor for dilatancy calculation. By default HB_md=1

HB_bd
(MODF)

Factor for dilatancy calculation. By default HB_bd=0

 

3.4                       Specific Code Properties

There are some properties in CivilFEM that are code dependent. Code dependent properties are described hereafter for each of the materials supported by CivilFEM.

3.4.1                      Eurocode 3 (Structural Steel)

For this type of material (Type = 1) the following properties are considered:

 

3.4.1.1                      Partial Safety Factors

GAMM0
(MODF)

Partial safety factor for calculating the resistance of class 1, 2 or 3 sections (GAMM0 ³ 1)  gM0=1.1 (Default value)

GAMM1
(MODF)

Partial safety factor for calculating the resistance of class 4 sections and sections subjected to buckling (GAMM1 ³ 1)  gM1=1.1 (Default value)

GAMM2
(MODF)

Partial safety factor for calculating the resistance of net sections (GAMM2 ³1)  gM2=1.25 (Default value)

 

3.4.1.2                      Mechanical Properties

fy (Thk)
(LIBR)

Yield strength of the material (fy ³ 0).

fu (Thk)
(LIBR)

Ultimate strength (fu ³ 0).

3.4.2                      Spanish EA Code (Structural Steel)

For this type of material (Type = 1) the following properties are considered:

 

3.4.2.1                      Partial Safety Factors

GAMa
(MODF)

Partial safety factor (Art.3.1.7 GAMa ³ 1)    gMa =1(Default value)

 

3.4.2.2                      Mechanical Properties

SIGe(Thk)
(LIBR)

Elastic limit (Art.3.1.7) SIGe ³ 0

SIGr(Thk)
(LIBR)

Tension resistance (Art.3.1.7) SIGr ³ 0

SIGu(Thk)
(LOCK)

Design resistance (Art.3.1.7) SIGu = SIGe/GAMa

3.4.3                      LRFD (Structural Steel)

For this type of material (Type = 1) the following properties are considered:

 

3.4.3.1                      Mechanical Properties

fy (Thk)
(LIBR)

Yield strength of the material (fy ³ 0).

fu (Thk)
(LIBR)

Ultimate strength (fu ³ 0).

3.4.4                      BS5950-1985 (Structural Steel)

For this type of material (Type = 1) the following properties are considered:

 

3.4.4.1                      Mechanical Properties

Ys (Thk)
(LIBR)

Yield strength of the material (Ys ³ 0).

Us (Thk)
(LIBR)

Ultimate strength Art. 5.1.1 (Us³ 0).

ROy (Thk)
(LIBR)

Design resistance. BS 5950 Art 3.1.1

ROy = 1.0·Ys ≤ 0.84·Us

Ke (Thk)
(LIBR)

Effective area/Net area ratio Art. 3.3.3 BS 5950

Ke =

1.2 grade 40 or 43

Ke =

1.1 grade 50 or WR50

Ke =

1.0 grade 55

Ke =

0.75·Us/Ys ≤ 1.2 in any other case

3.4.5                      BS5950-2000 (Structural Steel)

For this type of material (Type = 1) the following properties are considered:

 

3.4.5.1                      Mechanical Properties

Ys (Thk)
(LIBR)

Yield strength of the material (Ys ³ 0).

Us (Thk)
(LIBR)

Ultimate strength Art. 3.1.1 (Us³ 0).

ROy (Thk)
(LIBR)

Design resistance. BS 5950 Art 3.1.1

ROy = 1.0·Ys ≤ 0.84·Us

Ke (Thk)
(LIBR)

Effective area/Net area ratio Art. 3.4.3 BS 5950

Ke =

1.2 grade 40 or 43

Ke =

1.1 grade 50 or WR50

Ke =

1.0 grade 55

Ke =

 in any other case

3.4.6                      GB50017 (Structural Steel)

For this type of material (Type = 1) the following properties are considered:

 

3.4.6.1                      Mechanical Properties

f (Thk)
(LIBR)

Tensile, compressive or bending strength.

fce (Thk)
(LIBR)

Compressive strength when the ending section is under compressive load.

fv (Thk)
(LIBR)

Shear strength.

3.4.7                      Eurocode 2 (Concrete)

For this type of material (Type = 2) the following properties are considered:

 

3.4.7.1                      Type of Cement

CeTp
(MODF)

Refers to the different types of cement used:

S:

Slow hardening cements

N:

Slow hardening cements (Default value)

R:

Rapid hardening cements

RS:

Rapid hardening high strength cements

 

3.4.7.2                      Partial Cafety Factors

GAMc
(MODF)

Partial safety factor for concrete (GAMc ³ 1) (gc=1.5 default value).

ALP
(MODF)

Additional reduction factor for sustained compression (0£ALP£1). The default values are

ALP = 0.85 for Eurocode 2 1991.

ALP = 1.00 for Eurocode 2 2008.

 

3.4.7.3                      Mechanical Properties

fck
(LIBR)

Concrete characteristic 28-day compressive strength (+Compression  fck ³ 0)

fcm
(MODF)

Mean 28-day compressive strength (+ Compression)  fcm ³ 0

fcm  = fck + 8 N/mm2, in which fcm, and fck are in MPa.

fcd
(LOCK)

Design 28-day compressive strength (+Compression)  fcd = fck/GAMc

fctm
(MODF)

Mean tensile strength (+ Tension)

fctm = 0.3*(fck2/3); fck £ 50 MPa

fctm = 2.12*ln(1+(fcm/10)); fck > 50 MPa (fctm, fcm and fctk in MPa)

fctk_005
(MODF)

Lower characteristic tensile strength (percentile-5%) (+Tension)  fctk_005 = 0.7*(fctm)

fctk_095
(MODF)

Upper characteristic tensile strength (percentile-95%) (+Tension)  fctk_095 = 1.3*(fctm)

EPSc1
(LIBR)

Strain value of the peak compressive strength (- Compression). The default value is:

EPSc1 = -0.0022 for Eurocode 2 1991 and fck £ 50MPa

EPSc1 = 0.7*fcm0.31 < 2.8 for Eurocode 2 2008

EPScu
(LIBR)

Ultimate strain in compression (-Compression).

s
(MODF)

Coefficient which depends on the type of cement.

S:

s = 0.38

N:

s = 0.25

R:

s = 0.25

RS:

s = 0.20

 

3.4.7.4                      Time Dependent Mechanical Properties

BETcc
(LOCK)

Coefficient which depends on the concrete age.

BETcc = exp {s*[1-(28/Age)1/2]}  (Age is expressed in days)

fcm_t(Age)
(MODF)

Mean  compressive strength. (+ Compression)

fcm_t = BETcc*fcm

fck_t(Age)
(MODF)

Characteristic t-day compressive strength. (+ Compression)

fck_t = fcm_t - 8   (fck_t and fcm in MPa)

fcd_t(Age)
(LOCK)

Design t-day compressive strength (+Compression)  fcd_t = fck_t/GAMc

Ecm(Age)
(MODF)

Secant modulus of elasticity.

Ecm = 9500*[(fck_t+8)1/3]   (fck_t and Ecm in MPa)

Ec(t)
(MODF)

Tangent modulus of elasticity, Ec = 1.05*Ecm

Ecd(t)
(LOCK)

Design modulus of elasticity, Ecd = Ecm/GAMc

 

3.4.7.5                      Stress-Strain Diagrams for Structural Analysis

The different types of stress-strain concrete diagrams available according to  Eurocode 2 are:

TSASSD= 0

User defined

TSASSD= 1

Elastic

TSASSD= 2

Short-term loads

 

3.4.7.5.1                  Definition of the elastic stress-strain diagram (TSASSD = 1):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 2 points (NPSASSD = 2) has been selected for the definition of the stress-strain diagram. Strain values are the following:

SAEPS   (1)

=

-10-2

SAEPS   (2)

=

10-2

 

For these points, stress values are the following:

SASGM (i) = SAEPS (i) * Ex

 

3.4.7.5.2                  Definition of the stress-strain diagram for short term loads (TSASSD = 2):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 20 points (NPSDSSD = 20) has been chosen for the definition of the stress-strain diagram. The strain values are the following:

SAEPS   (1)

=

1.000*(EPScu-EPSc1)+EPSc1

SAEPS   (2)

=

0.793*(EPScu-EPSc1)+EPSc1

SAEPS   (3)

=

0.617*(EPScu-EPSc1)+EPSc1

SAEPS   (4)

=

0.468*(EPScu-EPSc1)+EPSc1

SAEPS   (5)

=

0.342*(EPScu-EPSc1)+EPSc1

SAEPS   (6)

=

0.234*(EPScu-EPSc1)+EPSc1

SAEPS   (7)

=

0.143*(EPScu-EPSc1)+EPSc1

SAEPS   (8)

=

0.066*(EPScu-EPSc1)+EPSc1

SAEPS   (9)

=

1.000*EPSc1

SAEPS (10)

=

0.964*EPSc1

SAEPS (11)

=

0.922*EPSc1

SAEPS (12)

=

0.873*EPSc1

SAEPS (13)

=

0.816*EPSc1

SAEPS (14)

=

0.749*EPSc1

SAEPS (15)

=

0.669*EPSc1

SAEPS (16)

=

0.575*EPSc1

SAEPS (17)

=

0.465*EPSc1

SAEPS (18)

=

0.335*EPSc1

SAEPS (19)

=

1.181*EPSc1

SAEPS (20)

=

0.000

 

For these points, stress values are the following:

SASGM(i) = -[(k*Eta(i) -Eta(i) 2)/((1+(k-2)*Eta(i))]*fcm_t

Where:

K =

1.10*Ecm*EPSc1/(-fcm_t) for Eurocode 2 1991

1.05*Ecm*EPSc1/(-fcm_t) for Eurocode 2 2008

Eta(i)  =

SAEPS(i)  / EPSc1

 

 

3.4.7.6                      Stress-Strain Diagrams for Section Analysis

The different types of stress-strain diagrams available for concrete, according to Eurocode 2 are the following:

TSDSSD= 0

User defined

TSDSSD= 1

Parabolic-rectangular

TSDSSD= 2

Bilinear

 

3.4.7.6.1                  Definition of the parabolic-rectangular stress-strain diagram (TSDSSD = 1):

Number of diagram points

NPSDSSD = 12

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain values for this diagram are the following:

SDEPS (1)

=

ecu2

SDEPS (2)

=

ec2

SDEPS (3)

=

0.9 * ec2

SDEPS (4)

=

0.8 * ec2

SDEPS (5)

=

0.7 * ec2

SDEPS (6)

=

0.6 * ec2

SDEPS (7)

=

0.5 * ec2

SDEPS (8)

=

0.4 * ec2

SDEPS (9)

=

0.3 * ec2

SDEPS (10)

=

0.2 * ec2

SDEPS (11)

=

0.1 * ec2

SDEPS (12)

=

0.0

where:

ecu2 = -0.0035 if fck £ 50 MPa

ecu2 = -(2.6+35[(90-fck)/100]4)/1000 if fck > 50 MPa

ec2 = -0.0020 if fck £ 50 MPa

ecu2 = -(2.0+0.085(fck-50)0.53)/1000 if fck > 50 MPa

(fck in MPa)

The corresponding stress values are the following:

For the first 11 points:

SDSGM(i) = 1000*SDEPS(i) *(250*SDEPS(i) +1)*ALP*fcd_t for Eurocode 2 1991

SDSGM(i) = -[1-(1-SDEPS(i) / ec2)n]*ALP*fcd_t for Eurocode 2 2008

            n = 2.0 for fck £ 50 MPa

            n = 1.4+23.4*[(90-fck)/100]4 for fck > 50 MPa

For point 12:

SDSGM(i) = -ALP*fcd_t

 

3.4.7.6.2                  Definition of the bilinear diagram (TSDSSD = 2):

Number of diagram points

NPSDSSD = 3

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

A total of 3 points (NPSDSSD = 3) has been chosen for the definition of the stress-strain diagram. Strain values conform to article Art. 4.2.1.3.3 (b) of Eurocode 2 and are the following:

SDEPS (1)

=

ecu3

SDEPS (2)

=

ec3

SDEPS (3)

=

0.000

Where

ecu3 = -0.0035 for fck £ 50 MPa

ecu3 = -0.001*(2.6+35*[(90-fck)/100]4) for fck > 50 MPa

ec3 = -0.00135 for fck £ 50 MPa and Eurocode 2 1991

ec3 = -0.00175 for fck £ 50 MPa and Eurocode 2 2008

ec3 = -0.001*(1.75+0.55*(fck-50)/40) for fck > 50 MPa

Stress points are the following:

SDSGM (1)

=

-ALP*fcd_t

SDSGM (2)

=

-ALP*fcd_t

SDSGM (3)

=

0.000

 

3.4.8                      Eurocode 2 (Reinforcement Steel)

For this type of material (Type = 3) the following properties are defined:

3.4.8.1                      Partial Safety Factors

GAMs
(MODF)

Steel partial safety factor (GAMs ³ 0)  gs = 1.15 (default value)

 

3.4.8.2                      Mechanical Properties

fyk
(LIBR)

Characteristic yield stress- Indicates the characteristic value of the applied load over the area of the transverse section.

fyd
(LIBR)

Design yield stress. fyd = fyk/GAMs

ftk
(LIBR)

Characteristic tensile stress. Refers to the characteristic value of the maximum axial load in tension over the area of the transverse section.

EPSuk
(LIBR)

Characteristic elongation at maximum load. EPSuk ³ 0

 

3.4.8.3                      Ductility

Duct
(LIBR)

Ductility- The default value depends on ftk, fyk and EPSuk

If EPSuk > 0.050 and ftk/fyk > 1.08

®

Duct = ‘HIGH’

If EPSuk > 0.025 and ftk/fyk > 1.05

®

Duct = ‘NORMAL’

Any other case

®

Duct = ‘NONE’

 

3.4.8.4                      Stress-Strain Diagrams for Structural Analysis

The different types of stress-strain diagrams available are the following:

TSASSD= 0

User defined

TSASSD= 1

Elastic

TSASSD= 2

Bilinear

 

3.4.8.4.1                  Definition of the elastic diagram (TSDSSD = 1):

Number of diagram points:

NPSASSD = 2

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points are the following:

SAEPS (1)

=

-1.0E-2

SAEPS (2)

=

1.0E-2

 

Stress points are the following:

SASGM (1)

=

SAEPS(1)*Ex

SASGM (2)

=

SAEPS(2)*Ex

 

3.4.8.4.2                  Definition of the bilinear diagram (TSDSSD = 2):

Number of diagram points:

NPSASSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points are the following:

SAEPS (1)

=

-EPSuk

SAEPS (2)

=

-fyk/Ex

SAEPS (3)

=

fyk/Ex

SAEPS (4)

=

EPSuk

 

Stress points are the following:

SASGM (1)

=

-ftk

SASGM (2)

=

-fyk

SASGM (3)

=

fyk

SASGM (4)

=

ftk

 

3.4.8.5                      Stress-Strain Diagrams for Section Analysis

The different types of stress-strain diagrams available are:

TSDSSD= 0

User defined

TSDSSD= 1

Bilinear with horizontal top branch

TSDSSD= 2

Bilinear with inclined top branch

 

3.4.8.5.1                  Definition of the bilinear diagram with horizontal top branch stress-strain (TSDSSD = 1):

Number of diagram points

NPSDSSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points are the following:

SDEPS (1)

=

-EPSuk

SDEPS (2)

=

-fyd/Ex

SDEPS (3)

=

fyd/Ex

SDEPS (4)

=

EPSuk

 

The corresponding stress points are the following:

SDSGM (1)

=

-fyd

SDSGM (2)

=

-fyd

SDSGM (3)

=

fyd

SDSGM (4)

=

fyd

 

3.4.8.5.2                  Definition of the bilinear diagram with inclined top branch stress-strain (TSDSSD = 2):

Number of diagram points

NPSDSSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points are the following:

SDEPS (1)

=

-EPSuk

SDEPS (2)

=

-fyd/Ex

SDEPS (3)

=

fyd/Ex

SDEPS (4)

=

EPSuk

 

The corresponding stress points are the following:

SDSGM (1)

=

-ftk/GAMs

SDSGM (2)

=

-fyd

SDSGM (3)

=

fyd

SDSGM (4)

=

ftk/GAMs

 

3.4.9                      Eurocode 2 (Prestressing steel)

For this type of material (Type = 4) the following properties are defined:

 

3.4.9.1                      Safety Factors

GAMs
(MODF)

Safety factor (GAMs ³ 1)

 

3.4.9.2                      Mechanical Properties

fpk
(LIBR)

Characteristic tensile strength. fpk³0

fp01
(LIBR)

0.1% Proof-stress. fp01³0

EPSuk
(LIBR)

Characteristic elongation at maximum load. EPSuk ³ 0 (by default = 0.035)

 

3.4.9.3                      Relaxation

Ro_60
(MODF)

Relaxation for 1000hours and 60%fmax.

Ro_70
(MODF)

Relaxation for 1000hours and 70%fmax.

Ro_80
(MODF)

Relaxation for 1000hours and 80%fmax.

LtRat
(MODF)

Ratio between long-term relaxation losses and 1000 hours relaxation losses.

 

3.4.9.4                      Stress-Strain Diagrams for Structural Analysis

The different types of stress-strain diagrams are the following:

TSASSD= 0:

User defined

TSASSD= 1:

Elastic

TSASSD= 2:

Bilinear

 

3.4.9.4.1                  Definition of the Bilinear diagram (TSDSSD = 1):

Number of diagram points

NPSASSD = 2

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points are the following:

SAEPS (1)

=

-10-2

SAEPS (2)

=

10-2

 

The corresponding stress points are the following:

SASGM (1)

=

SAEPS (1)·Ex

SASGM (2)

=

SAEPS (2)·Ex

 

3.4.9.4.2                  Definition of the Bilinear diagram (TSDSSD = 2):

Number of diagram points

NPSASSD = 3

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points are the following:

SAEPS (1)

=

0.0

SAEPS (2)

=

0.9·fpk/Ex

SAEPS (3)

=

EPSuk

 

The corresponding stress points are the following:

SASGM (1)

=

0.0

SASGM (2)

=

0.9·fpk

SASGM (3)

=

fpk

 

3.4.9.5                      Stress-Strain Diagrams for Section Analysis

The different types of stress-strain diagrams are the following:

TSDSSD= 0:

User-defined

TSDSSD= 1:

Bilinear with horizontal top branch

TSDSSD= 2:

Bilinear with inclined top branch

 

3.4.9.5.1                  Definition of the bilinear diagram with horizontal top branch stress-strain (TSDSSD = 1):

Number of diagram points:

NPSDSSD = 3

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points are the following:

SDEPS (1)

=

0.0

SDEPS (2)

=

0.9·fpk/(Ex.GAMs)

SDEPS (3)

=

EPSuk

 

The corresponding stress points are the following:

SDSGM (1)

=

0.0

SDSGM (2)

=

0.9·fpk/GAMs

SDSGM (3)

=

0.9·fpk/GAMs

 

3.4.9.5.2                  Definition of the bilinear diagram with inclined top branch stress-strain (TSDSSD = 2):

Number of diagram points

NPSDSSD = 3

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points are the following:

SDEPS (1)

=

0.0

SDEPS (2)

=

0.9·fpk/(Ex.GAMs)

SDEPS (3)

=

EPSuk

 

The corresponding stress points are the following:

SDSGM (1)

=

0.0

SDSGM (3)

=

0.9·fpk/GAMs

SDSGM (4)

=

fpk/GAMs

 

3.4.10                  ACI (Concrete)

For this type of material (Type = 2) the following properties are defined:

 

3.4.10.1                   Type of Cement and Curing

CuTp
(MODF)

Type of curing (ACI-219R-4 Art. 2.2.1)

MOIST: moist cured (default value)

STEAM: steam cured

CeTp
(MODF)

Type of cement (ACI-219R-4 Art. 2.2.1)

I: cement type I (default value)

III: cement type III

 

3.4.10.2                   Mechanical Properties

fc
(LIBR)

Specified compressive strength (Art. 5.1 of the ACI-318) (+ Compression)

a
(MODF)

Constant which depends on the type of cement and curing (table 2.2.1 of the ACI-209R-4).

Cutp = Moist

CeTp = I

a = 4.00

Cutp = Moist

CeTp = III

a = 4.00

Cutp = Steam

CeTp = I

a = 4.00

Cutp = Steam

CeTp = III

a = 4.00

BET
(MODF)

Constant which depends on the type of cement and curing (table 2.2.1 of the ACI-209R-4).

Cutp = Moist

CeTp = I

BET = 0.85

Cutp = Moist

CeTp = III

BET = 0.92

Cutp = Steam

CeTp = I

BET = 0.95

Cutp = Steam

CeTp = III

BET = 0.98

 

3.4.10.3                   Time Dependent Mechanical Properties

fc_t(Age)
(LIBR)

Concrete compressive strength (ACI-209R-4 Art. 2.2.1) (+ Compression)

fc_t = Age / (a+BET*Age)*fc

fr (Age)
(LIBR)

Modulus of rupture (ACI-318 Art. 9.5.2.3)

Ec(Age)
(LIBR)

Modulus of elasticity (Art. 8.5.1 of the ACI-318)

Ec = Wc1.5*33*fc_t1/2 / Wc £ 155 (Wc in lb/ft3)

BET1
(LIBR)

Factor that allows transforming the parabolic stress distribution of the beam compressive zone to a rectangular one (Art. 10.2.7.3 of the ACI-318). This factor b1 varies depending on the concrete characteristic strength. The different values this factor may have are described bellow:

fc £ 4000 psi  Þ 

b1= 0.85

8000 psi > fc > 4000 psi  Þ 

b1= 0.85 - 0.05*(fc-4000)/1000

fc ³ 8000 psi  Þ 

b1= 0.65

Note: All these formulae are valid for a fc of 28 days.

EPS0(Age)
(LIBR)

Strain of the maximum compressive stress for parabolic stress-strain diagram (Parabolic Stress strain diagram provided by PCA) (+Compression)

EPS0 = 2* (0.85*fc_t)/Ec

 

3.4.10.4                   Stress-Strain Diagrams for Structural Analysis

The different types of stress-strain diagrams available for concrete, according to the ACI code are the following:

TSASSD= 0:

User defined

TSASSD= 1:

Elastic

TSASSD= 2:

PCA Parabolic

 

3.4.10.4.1               Definition of the elastic stress-strain diagram (TSASSD = 1):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 2 points (NPSASSD = 2) has been chosen for the definition of the stress-strain diagram. Strain values are the following:

SAEPS (1)

=

-1.0E-2

SAEPS (2)

=

1.0E-2

 

For these points, stress values are the following:

SASGM (i) = SAEPS (i) * Ex

 

3.4.10.4.2               Definition of the PCA parabolic stress-strain diagram (TSASSD = 2):

Number of diagram points

NPSASSD = 12

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points have been taken according to notes expressed in ACI-318 article Art. 10.2.6 and are the following:

SAEPS   (1)

=

-0.0030

SAEPS   (2)

=

-EPS0

SAEPS   (3)

=

-9/10*EPS0

SAEPS   (4)

=

-8/10*EPS0

SAEPS   (5)

=

-7/10*EPS0

SAEPS   (6)

=

-6/10*EPS0

SAEPS   (7)

=

-5/10*EPS0

SAEPS   (8)

=

-4/10*EPS0

SAEPS   (9)

=

-3/10*EPS0

SAEPS (10)

=

-2/10*EPS0

SAEPS (11)

=

-1/10*EPS0

SAEPS (12)

=

0.000

 

Stress points are the following:

If 0 > SAEPS(i) > (-EPS0)

SASGM(i) =

0.85*fc_t*[2*(SAEPS(i) /-EPS0)-(SAEPS(i) /-EPS0)2]

If (-EPS0) > SAEPS(i)

SASGM(i)  =

0.85*fc_t

 

3.4.10.5                   Stress-Strain Diagrams for Section Analysis

The different types of stress-strain diagrams available for concrete, according to the ACI code are the following:

TSDSSD= 0:

User defined

TSDSSD= 1:

PCA Parabolic

TSDSSD= 2:

Rectangular

TSDSSD= 3

Linear

TSDSSD=4

Parabolic (ACI359)

 

3.4.10.5.1               Definition of the PCA Parabolic diagram (TSDSSD = 1):

Number of diagram points

NPSDSSD = 12

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points have been taken according to notes expressed in ACI-318 article Art. 10.2.6 and are the following:

SDEPS (1)

=

-0.0030

SDEPS (2)

=

-EPS0

SDEPS (3)

=

-9/10*EPS0

SDEPS (4)

=

-8/10*EPS0

SDEPS (5)

=

-7/10*EPS0

SDEPS (6)

=

-6/10*EPS0

SDEPS (7)

=

-5/10*EPS0

SDEPS (8)

=

-4/10*EPS0

SDEPS (9)

=

-3/10*EPS0

SDEPS (10)

=

-2/10*EPS0

SDEPS (11)

=

-1/10*EPS0

SDEPS (12)

=

0.000

The corresponding stress points are the following:

If 0 > SDEPS(i)  > (-EPS0)

SDSGM (i) = 0.85*fc_t*[2*(SDEPS(i) /-EPS0)-(SDEPS(i) /-EPS0)2]

If (-EPS0) > SDEPS

SDSGM (i) = 0.85*fc_t

3.4.10.5.2               Definition of the rectangular diagram (TSDSSD = 2):

Number of diagrams points

NPSDSSD = 0

Specific points for rectangular diagrams are not defined because stresses do not depend on strains, but on the distance between the outer most compressed fiber and the neutral axis.

 

3.4.10.5.3               Construction of the elastic stress-strain diagram (TSASSD = 3):

The sign criteria for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 2 points (NPSASSD = 2) have been selected for the construction of the stress-strain diagram. Strain values are the following:

SAEPS (1)

=

-1.0E-2

SAEPS (2)

=

1.0E-2

 

For these points, stress values are the following:

SASGM (i) = SAEPS (i) * Ex

 

3.4.10.5.4               Construction of the Parabolic (ACI359) diagram(TSDSSD = 4):

Number of diagram points

NPSDSSD = 12

The sign criteria for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points have been taken according to the code ACI 359-04 and are the following:

SDEPS (1)

=

-0.003

SDEPS (2)

=

-0.002

SDEPS (3)

=

-9/10*0.002

SDEPS (4)

=

-8/10*0.002

SDEPS (5)

=

-7/10*0.002

SDEPS (6)

=

-6/10*0.002

SDEPS (7)

=

-5/10*0.002

SDEPS (8)

=

-4/10*0.002

SDEPS (9)

=

-3/10*0.002

SDEPS (10)

=

-2/10*0.002

SDEPS (11)

=

-1/10*0.002

SDEPS (12)

=

0.000

The corresponding stress points are the following:

If 0 > SDEPS(i)  > (-0.002)

SDSGM (i) = 0.85*fc_t*[2*(SDEPS(i) /-0.002)-(SDEPS(i) /-0.002)2]

If (-0.002) > SDEPS

SDSGM (i) = 0.85*fc_t*[1-0.15*[( SDEPS(i)+0.002)/(0.002-0.003)]]

3.4.11                  ACI (Reinforcement steel)

For this type of material (Type = 3) the following properties are considered:

 

3.4.11.1                   Mechanical Properties

fy
(LIBR)

Yield strength (Art. 3.5 of the ACI-318)

 

3.4.11.2                   Stress-Strain Diagrams for Structural Analysis

The different types of stress-strain diagrams available for reinforcement steel, according to the ACI code are the following:

TSASSD= 0

User defined

TSASSD= 1

Elastic

TSASSD= 2

Bilinear

 

3.4.11.2.1               Definition of the elastic diagram (TSASSD = 1):

Number of diagram points:

NPSASSD = 2

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain values for the stress-strain diagram have been taken as:

SAEPS (1)

=

-1.0E-2

SAEPS (2)

=

1.0E+2

The corresponding stress values are:

SASGM (1)

=

SAEPS(1)*Ex

SASGM (2)

=

SAEPS(2)*Ex

 

3.4.11.2.2               Definition of the bilinear diagram (TSASSD = 2):

Number of diagram points:

NPSASSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain values for the stress-strain diagram have been taken as:

SAEPS (1)

=

-0.01

SAEPS (2)

=

-fy/Ex

SAEPS (3)

=

fy/Ex

SAEPS (4)

=

0.01

The corresponding stress values are:

SASGM (1)

=

-fy

SASGM (2)

=

-fy

SASGM (3)

=

Fy

SASGM (4)

=

Fy

 

3.4.11.3                   Stress-Strain Diagram for Section Analysis

The different types of stress-strain diagrams available for reinforcement steel, according to the ACI code are the following:

TSDSSD= 0

User defined

TSDSSD= 1

Bilinear

 

3.4.11.3.1               Definition of the bilinear diagram (TSDSSD = 1):

Number of diagrams points

NPSDSSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain values for the stress-strain diagram have been taken as:

SDEPS (1)

=

-0.01

SDEPS (2)

=

-fy/Ex

SDEPS (3)

=

fy/Ex

SDEPS (4)

=

0.01

The corresponding stress values are:

SDSGM (1)

=

-fy

SDSGM (2)

=

-fy

SDSGM (3)

=

Fy

SDSGM (4)

=

Fy

 

3.4.12                  ACI (Prestressing steel)

For this type of material (Type = 4) the following properties are considered:

 

3.4.12.1                   Mechanical properties

StTp
(MODF)

Prestessing steel type

0:

Low-relaxation

1:

Stress-relieved

fpu
(LIBR)

Specific tension strenght

fpy
(LIBR)

Yield strength

 

3.4.12.2                   Relaxation

Rlcf1
(MODF)

Coefficient 1 for the relaxation calculation

Rlcf2
(MODF)

Coefficient 1 for the relaxation calculation

 

3.4.12.3                   Stress-strain diagrams for structural analysis

The different types of stress-strain diagrams available for prestressing steel, according to the ACI code are the following:

TSASSD= 0

User defined

TSASSD= 1

Elastic

TSASSD= 2

Bilinear

 

3.4.12.3.1               Definition of the elastic diagram (TSASSD = 1):

Number of diagram points

NPSASSD = 2

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain values for the stress-strain diagram have been taken as:

SAEPS (1)

=

-10-2

SAEPS (2)

=

10-2

The corresponding stress values are:

SASGM (1)

=

SAEPS (1)·Ex

SASGM (2)

=

SAEPS (2)·Ex

 

3.4.12.3.2               Definition of the bilinear diagram (TSASSD = 2):

Number of diagram points

NPSASSD = 3

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain values for the stress-strain diagram have been taken as:

SAEPS (1)

=

0.0

SAEPS (2)

=

fpy/Ex

SAEPS (3)

=

0.035

The corresponding stress values are:

SASGM (1)

=

0.0

SASGM (2)

=

fpy

SASGM (3)

=

fpu

 

3.4.12.4                   Stress-Strain Diagram for Section Analysis

The different types of stress-strain diagrams available for prestressing steel, according to the ACI code are the following:

TSDSSD= 0

User defined

TSDSSD= 1

Bilinear

 

3.4.12.4.1               Definition of the bilinear diagram (TSDSSD = 1):

Number of diagrams points

NPSDSSD = 3

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain values for the stress-strain diagram have been taken as:

SDEPS (1)

=

0.0

SDEPS (2)

=

fpy/Ex

SDEPS (3)

=

0.035

The corresponding stress values are:

SDSGM (1)

=

0.0

SDSGM (2)

=

fpy

SDSGM (3)

=

fpu

 

3.4.13                  CEB-FIP (Concrete)

For this type of material (Type = 2) the following properties are defined:

 

3.4.13.1                   Type of Cement

CeTp
(MODF)

Type of cement (appendix d.4.2.1)

S:

Slow hardening cements

N:

Normal hardening cements (default value)

R:

Rapid hardening cements

RS:

Rapid hardening high strength cements

 

3.4.13.2                   Safety Factors

GAMc
(MODF)

Partial safety factor for concrete (Art. 1.6.4.4) (GAMc ³ 1)
gc=1.5  (default value)

 

3.4.13.3                   Mechanical Properties

fck
(LIBR)

Characteristic compressive strength (+ Compression)  fck ³ 0

fcd
(LOCK)

Design compressive strength at 28 days (Art. 1.4.1 b) (+ Compression)  fcd = fck/GAMc

fcm
(MODF)

Mean compressive strength (Art. 2.1.3.2) (+ Compression  fcm ³ 0)

fcm  = fck + 8 N/mm2, in which fcm, and fck are in N/mm2.

fctk_min
(MODF)

Lower characteristic tensile strength (Art. 2.1.3.3.1 (2.1-2))

(+ Tension)  fctk_min = 0.95*[(fck/10)2/3]  (fctk_min and fck in N/mm2)

fctk_max
(MODF)

Upper characteristic tensile strength (Art. 2.1.3.3.1 (2.1-3))

(+ Tension)  fctk_max = 1.85*[(fck/10)2/3]  (fctk_max and fck in N/mm2)

fctm
(MODF)

Mean tensile strength (Art. 2.1.3.3.1 (2.1-4))

(+ Tension)  fctm = 1.40*[(fck/10)2/3]  (fctm and fck in N/mm2)

s
(MODF)

Coefficient which depends on the type of cement and is used to calculate the characteristic concrete resistance at a specific age (Art. 2.1.6.1)

Cetp= S:

s = 0.38

Cetp= N:

s = 0.25

Cetp= R:

s = 0.25

Cetp= RS:

s = 0.20

 

3.4.13.4                   Time dependent mechanical properties

BETcc(Age)
(LOCK)

Coefficient which depends on concrete age (Art. 2.1.6.1 (2.1-54))

BETcc = exp {s*[1-(28/Age)1/2]}   (Age is expressed in days.)

fcm_t(Age)
(MODF)

Mean t day compressive strength (Art. 2.1.6.1 (2.1-53)) (+Compression)      fcm_t = BETcc*fcm

fck_t(Age)
(MODF)

Characteristic t-day compressive strength (Art. 2.1.3.2) (+Compression)     fck_t = fcm_t - 8 (in MPa)

fcd_t(Age)
(LOCK)

Design t-day compressive strength (Art. 1.4.1 b) (+Compression)     fcd_t = fck_t/GAMc

fcd1(Age)
(LOCK)

Uniform strength for uncracked regions (Art. 6.2.2.2)

fcd1 = 0.85*(1-fck_t/250)*fcd_t   (fcd1,  fck_t  and fcd_t in N/mm2)

fcd2(Age)
(LOCK)

Uniform strength for cracked regions (Art. 6.2.2.2)

fcd2 = 0.60*(1-fck_t/250)*fcd_t  (fcd2,  fck_t  and fcd_t in N/mm2)

k
(MODF)

Strength ratio. This coefficient refers to the ratio of tension over compression resistance. Its value is taken from article (Art. 2.1.3.4)

K = fctm / fcm

Eci(Age)
(MODF)

Tangent modulus of elasticity (Art. 2.1.4.2)

Eci = (BETcc)1/2 *2.15E4*{[(fcm_t)/10]1/3} (in N/mm2)

Ec(Age)
(MODF)

Reduced modulus of elasticity (article 2.1.4.2)

Ec = 0.85*Eci

Ec1(Age)
(MODF)

Secant modulus of elasticity (Art. 2.1.4.4.1)

Ec1 = (BETcc)1/2 *fcm_t/(-EPSc1)

EPSc1
(LIBR)

Strain of the maximum compressive stress (Art. 2.1.4.4.1)
(-Compression)   EPSC1 = -0.0022

EPSc_lim(Age)(LIBR)

Maximum concrete strain in compression (Art. 2.1.4.4.1)

(- Compression)

EPScuB
(LOCK)

Maximum strain in bending for a parabolic rectangular diagram (Art. 6.2.2.2 (6.2-2)). This strain varies with the concrete characteristic strength, following the criteria specified bellow: (+ Compression)

If fck £ 50 (in MPa)   

Þ

EPScuB = 0.0035

If fck >50 (in MPa)

Þ

EPScuB = 0.0035*(50/fck) (in N/mm2)

EPScuC
(LOCK)

Maximum strain in compression for a parabolic rectangular diagram (Art. 6.2.2.2 (6.2-6))  (+ Compression)     EPScuC = 0.0035

EPScuU
(LOCK)

Maximum strain for a uniform stress diagram (Art. 6.2.2.2 (6.2-6)) (+Compression)

EPScuU = 0.004 - 0.002*(fck/100) (in N/mm2)

 

3.4.13.5                   Stress-Strain Diagram for Structural Analysis

The different types of stress-strain diagrams available for concrete, according to CEB-FIP code are the following:

TSASSD= 0:

User defined

TSASSD= 1:

Elastic

TSASSD= 2:

Instantaneous loading

 

3.4.13.5.1               Definition of the elastic stress-strain diagram (TSASSD = 1):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 2 points (NPSASSD = 2) has been chosen for the definition of the stress-strain diagram. Strain values are the following:

SAEPS   (1)

=

-10-2

SAEPS   (2)

=

10-2

 

For these points, stress values are the following:

SASGM (i) = SAEPS (i) * Ex

 

3.4.13.5.2               Definition of the Instantaneous loading stress-strain diagram (TSASSD = 2):

Number of diagram points

NPSASSD = 20

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain point values conform to article Art. 2.1.4.4.1 and are the following:

SAEPS   (1)

=

1.000*(EPSc_lim-EPSc1) + EPSc1

SAEPS   (2)

=

0.793*(EPSc_lim-EPSc1) + EPSc1

SAEPS   (3)

=

0.617*(EPSc_lim-EPSc1) + EPSc1

SAEPS   (4)

=

0.468*(EPSc_lim-EPSc1) + EPSc1

SAEPS   (5)

=

0.342*(EPSc_lim-EPSc1) + EPSc1

SAEPS   (6)

=

0.234*(EPSc_lim-EPSc1) + EPSc1

SAEPS   (7)

=

0.143*(EPSc_lim-EPSc1) + EPSc1

SAEPS   (8)

=

0.066*(EPSc_lim-EPSc1) + EPSc1

SAEPS   (9)

=

1.000*EPSc1

SAEPS (10)

=

0.964*EPSc1

SAEPS (11)

=

0.922*EPSc1

SAEPS (12)

=

0.873*EPSc1

SAEPS (13)

=

0.816*EPSc1

SAEPS (14)

=

0.749*EPSc1

SAEPS (15)

=

0.669*EPSc1

SAEPS (16)

=

0.575*EPSc1

SAEPS (17)

=

0.465*EPSc1

SAEPS (18)

=

0.335*EPSc1

SAEPS (19)

=

0.181*EPSc1

SAEPS (20)

=

0.000

The corresponding stress values are:

SASGM (i) =

[((Eci/Ec1*SAEPS(i) /EPSc1)-(SAEPS(i) /EPSc1)2)/

/(1+(Eci/Ec1-2)*SAEPS(i) /EPSc1)]*fcm_t

 

3.4.13.6                   Stress-Strain Diagrams for Section Analysis

The different types of stress-strain diagrams available for concrete, according to CEB-FIP code are the following:

TSDSSD= 0

User defined

TSDSSD= 1

Parabolic rectangular

TSDSSD= 2

Uniform stress

 

3.4.13.6.1               Definition of the parabolic rectangular diagram (TSDSSD = 1):

Number of diagram points

NPSDSSD = 12

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain point values conform to article Art. 6.2.2.2 and are the following:

SDEPS   (1)

=

-EPScuB

SDEPS   (2)

=

EPSc1

SDEPS   (3)

=

9/10*EPSc1

SDEPS   (4)

=

8/10*EPSc1

SDEPS   (5)

=

7/10*EPSc1

SDEPS   (6)

=

6/10*EPSc1

SDEPS   (7)

=

5/10*EPSc1

SDEPS   (8)

=

4/10*EPSc1

SDEPS   (9)

=

3/10*EPSc1

SDEPS (10)

=

2/10*EPSc1

SDEPS (11)

=

1/10*EPSc1

SDEPS (12)

=

0.000

The corresponding stress point values are the following:

If SDEPS(i)  > EPSc1

SDSGM (i) = -0.85*fcd_t*[2*(SDEPS(i) /-EPSc1)+(SDEPS(i) /-EPSc1)2]

If SDEPS(i)  < EPSc1

SDSGM(i)  = -0.85*fcd_t

 

3.4.13.6.2               Definition of uniform stress stress-strain diagrams (TSDSSD = 2):

Number of diagram points:

NPSDSSD = 3

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain point values conform to article Art. 6.2.2.2 and are the following:

SDEPS (1)

=

-EPSc1

SDEPS (2)

=

-EPSc1/1000

SDEPS (2)

=

0.000

The corresponding stress point values are the following:

SDSGM (1)

=

-fcd2

SDSGM (2)

=

-fcd2

SDSGM (3)

=

0.00

 

3.4.14                  CEB-FIP (Reinforcement Steel)

For this type of material (Type = 3) the following properties are defined:

 

3.4.14.1                   Safety Factors

GAMs
(MODF)

Steel safety factor (Art. 1.6.4.4)   gs = 1.15

 

3.4.14.2                   Mechanical Properties

fyk
(LIBR)

Characteristic yield stress (Art. 2.2.4.1)  (fyk ³ 0)

fyd
(LOCK)

Design yield stress (Art. 1.4.1 b)  fyd = fyk/GAMs

ftk
(LIBR)

Characteristic tensile strength (Art. 2.2.4.1)  ftk ³ 0

EPSuk
(LIBR)

Characteristic elongation at maximum load (Art. 2.2.4.1)  EPSuk ³ 0

Duct
(LIBR)

Steel ductility (Art. 2.2.4.4)

If ftk/fyk > 1.15 and EPSuk > 0.060

®

Duct = S

If ftk/fyk > 1.08 and EPSuk > 0.050

®

Duct = A

If ftk/fyk > 1.05 and EPSuk > 0.025

®

Duct = B

In any other case

®

Duct = NONE

 

3.4.14.3                   Stress-Strain Diagrams for Structural Analysis

The different types of stress-strain diagrams available for reinforcement steel, according to CEB-FIP code are the following:

TSASSD= 0

User defined

TSASSD= 1

Elastic

TSASSD= 2

Bilinear

 

3.4.14.3.1               Definition of the bilinear diagram (TSASSD = 1):

Number of diagram points:

NPSASSD = 2

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain point values conforming to article Art. 2.2.4.3 and are the following:

SAEPS (1)

=

-1.0E-2

SAEPS (2)

=

1.0E2

The corresponding stress points are:

SASGM (1)

=

SAEPS(1)*Ex

SASGM (2)

=

SAEPS(2)*Ex

 

3.4.14.3.2               Definition of the bilinear diagram (TSASSD = 2):

Number of diagram points:

NPSASSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain point values conform to article Art. 2.2.4.3 and are the following:

SAEPS (1)

=

-EPSuk

SAEPS (2)

=

-fyk/Ex

SAEPS (3)

=

fyk/Ex

SAEPS (4)

=

EPSuk

The corresponding stress points are:

SASGM (1)

=

-fyk

SASGM (2)

=

-fyk

SASGM (3)

=

fyk

SASGM (4)

=

fyk

 

3.4.14.4                   Stress-Strain Diagrams for Section Analysis

The different types of stress-strain diagrams available for reinforcement steel, according to CEB-FIP code are the following:

TSDSSD= 0

User defined

TSDSSD= 1

Bilinear

 

3.4.14.4.1               Definition of the bilinear diagram (TSDSSD = 1):

Number of diagram points

NPSDSSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain point values conform to article Art. 2.2.4.3 and are the following:

SDEPS (1)

=

-0.01

SDEPS (2)

=

-fyd/Ex

SDEPS (3)

=

fyd/Ex

SDEPS (4)

=

0.01

The corresponding stress points are:

SDSGM (1)

=

-fyd

SDSGM (2)

=

-fyd

SDSGM (3)

=

fyd

SDSGM (4)

=

fyd

 

3.4.15                  EHE (Concrete)

For this type of material (Type = 2) the following properties according to EHE are described hereafter:

 

3.4.15.1                   Type of Cement

CeTp
(MODF)

Type of cement. The different types of cement are described in article Art. 30.4 and are the following:

N:

Normal hardening cements (default value)

R:

Rapid hardening cements

 

3.4.15.2                   Safety Factors

GAMc
(MODF)

Partial concrete safety factor (Art. 15.3)  GAMc =1.5 (default value)

 

3.4.15.3                   Mechanical Properties

fck
(LIBR)

Characteristic 28-day concrete compressive strength

(+ Compression  fck ³ 0)

fcm
(MODF)

Mean 28-day concrete compressive strength (Art. 39.6)

(+ Compression  fcm ³ 0)

fcm  = fck + 8 (N/mm2).

fcd
(LOCK)

Design 28-day concrete compressive strength (Art. 39.4)

(+ Compression)  fcd = fck/GAMc

fctm
(MODF)

Mean tensile strength (Art. 39.1)

(+ Tension)  fctm = 0.3*(fck2/3) (N/mm2)

fctk_005
(MODF)

Lower characteristic tensile strength (percentile-5%) (Art. 39.1)

(+ Tension)  fctk_005 = 0.21*(fck2/3)  (N/mm2)

fctk_095
(MODF)

Upper characteristic tensile strength (percentile-95%) (Art. 39.1)

(+ Tension)  fctk_095 = 0.39*( fck2/3)   (N/mm2)

EPSc1
(LIBR)

Strain of maximum compressive stress (Art. 21.3.3 which)

(+ Compression)  EPSc1 = 0.0022 (default value)

EPSclim
(LIBR)

Maximum strain in compression (Art. 21.3.3 Table 21.3.3) (+Compression  EPSclim ³ 0):

According to CEB-FIP, Art. 2.1.4.4.1:

Eci
(LIBR)

Tangent modulus of elasticity (Art. 21.3.3 Table 21.3.3)  (Eci ³ 0)

According to the Art. 2.1.4.4.1 of the CEB-FIP code

Eci=2.15*((fcm/10)1/3) (in MPa)

K
(MODF)

Coefficient which depends on the type of cement used. The value of this factor can be found in the commentary of article Art. 30.4 which states the following:

 0< K < 1

CeTp = N

K = 0.43

CeTp = R

K = 0.30

 

3.4.15.4                   Time Dependent Mechanical Properties

BETc(Age)
(LOCK)

Coefficient which depends on concrete age (Art. 30.4)

BETc = exp {K*[1-(28/Age)1/2]}     (Age is expressed in days)

fck_j(Age)
(MODF)

Characteristic compressive strength (Art. 39.6)      (+ Compression)
fck_j = fck*BETc      (N/mm2)

fcm_j(Age)
(MODF)

Mean compressive strength (Art. 39.6)   (+ Compression)
fcm_j = fck_j + 8      (N/mm2)

fcd_j(Age)
(LOCK)

Design j day compressive strength (Art. 39.4)    (+ Compression)
fcd_j = fck_j/GAMc

BETt(Age)
(LOCK)

Coefficient which depends on concrete age. This coefficient has been taken from article (Art. 30.4)

BETt = exp {0.10*[1-(28/Age)]}   (Age is expressed in days)

fctm_j(Age)
(MODF)

Mean tensile strength (Art. 30.4)

(+ Tension)     fctm_j = fctm*BETt

E0j (Age)
(MODF)

Tangent modulus of elasticity (Art. 39.6)

E0j = (BETc)1/2 *10000*(fcm_j1/3) (N/mm2)

Ej (Age)
(MODF)

Secant modulus of elasticity (Art. 39.6)

Ej = (BETc)1/2 *8500*(fcm_j1/3) (N/mm2)

 

3.4.15.5                   Stress-Strain Diagrams for Structural Analysis

The different types of stress-strain diagrams available for concrete, according to EHE code are the following:

TSASSD= 0:

User defined

TSASSD= 1:

Elastic

TSASSD= 2:

Instantaneous loading

 

3.4.15.5.1               Definition of the elastic stress-strain diagram (TSASSD = 1):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 2 points (NPSASSD = 2) has been chosen for the definition of the stress-strain diagram. Strain values are the following:

SAEPS   (1)

=

-10-2

SAEPS   (2)

=

10-2

 

For these points, stress values are the following:

SASGM (i) = SAEPS (i) * Ex

 

3.4.15.5.2               Definition of the instantaneous loading stress-strain diagram (TSASSD = 2):

Number of diagram points

NPSASSD = 20

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain point values conform to article Art. 21.3.3 and are the following:

SAEPS   (1)

=

-EPSclim

SAEPS   (2)

=

-0.793*(EPSclim-EPSc1)-EPSc1

SAEPS   (3)

=

-0.617*(EPSclim-EPSc1)-EPSc1

SAEPS   (4)

=

-0.468*(EPSclim-EPSc1)-EPSc1

SAEPS   (5)

=

-0.342*(EPSclim-EPSc1)-EPSc1

SAEPS   (6)

=

-0.234*(EPSclim-EPSc1)-EPSc1

SAEPS   (7)

=

-0.143*(EPSclim-EPSc1)-EPSc1

SAEPS   (8)

=

-0.066*(EPSclim-EPSc1)-EPSc1

SAEPS   (9)

=

-EPSc1

SAEPS (10)

=

-0.964*EPSc1

SAEPS (11)

=

-0.922*EPSc1

SAEPS (12)

=

-0.873*EPSc1

SAEPS (13)

=

-0.816*EPSc1

SAEPS (14)

=

-0.749*EPSc1

SAEPS (15)

=

-0.669*EPSc1

SAEPS (16)

=

-0.575*EPSc1

SAEPS (17)

=

-0.465*EPSc1

SAEPS (18)

=

-0.335*EPSc1

SAEPS (19)

=

-0.181*EPSc1

SAEPS (20)

=

0.000

The corresponding stress points are the following:

SASGM(i)= -[(k*Eta(i)-Eta(i)^2)/(1+(k-2)*Eta)]*fcm_j

Where:

K = Eci*EPSc1/(fcm_j(28))

Eta(i) = -SAEPS(i)/EPSc1

 

3.4.15.6                   Stress-Strain Diagram for Section Analysis

The different types of stress-strain diagrams available for concrete, according to the EHE code are the following:

TSDSSD= 0

User defined

TSDSSD= 1

Parabolic rectangular

TSDSSD= 2

Bilinear

TSDSSD= 3

Rectangular

 

3.4.15.6.1               Definition of the parabolic rectangular stress-strain diagram (TSDSSD = 1):

Number of diagram points

NPSDSSD = 12

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain point values conform to article Art. 39.5 a) and are the following:

SDEPS   (1)

=

-EPSmin

SDEPS   (2)

=

-EPSint

SDEPS   (3)

=

-9/10* EPSint

SDEPS   (4)

=

-8/10* EPSint

SDEPS   (5)

=

-7/10* EPSint

SDEPS   (6)

=

-6/10* EPSint

SDEPS   (7)

=

-5/10* EPSint

SDEPS   (8)

=

-4/10* EPSint

SDEPS   (9)

=

-3/10* EPSint

SDEPS (10)

=

-2/10* EPSint

SDEPS (11)

=

-1/10* EPSint

SDEPS (12)

=

0.000

The corresponding stress points are the following:

EHE-98

For the first 11 points:

SDSGM (i) = 1000*SDEPS(i) *[250*SDEPS(i) +1]*0.85*fcd_j

For point 12:

SDSGM (i) = 0.85*fcd_j

EHE-08

For the first 11 points:

SDSGM (i) = fcd_j*[1-(1-SDEPS(i) / EPSint)n]

n = 2; fck £ 50 MPa

n =1.4 + 9.6 * [(100-fck)/100]4; fck > 50 MPa

For point 12:

SDSGM (i) = fcd_j

 

3.4.15.6.2               Definition of the bilinear stress-strain diagram (TSDSSD = 2):

Number of diagram points

NPSDSSD = 3

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain point values conform to article Art. 39.5 a) and are the following:

SDEPS (1)

=

- EPSmin

SDEPS (2)

=

- EPSint

SDEPS (3)

=

0.000

The corresponding stress points are the following:

EHE-98

SDSGM (1)

=

-0.85*fcd_j

SDSGM (2)

=

-0.85*fcd_j

SDSGM (3)

=

0.00

EHE-08

 SDSGM (1)

=

-fcd_j

SDSGM (2)

=

-fcd_j

SDSGM (3)

=

0.00

 

3.4.15.6.3               Definition of the rectangular stress-strain diagram (TSDSSD = 3):

Number of diagram points:

NPSDSSD = 0

Specific points for rectangular diagrams are not defined because stresses do not depend on strains, but on the distance between the outer most compressed fiber and the neutral axis.

3.4.16                  EHE (Reinforcement Steel)

For this type of material (Type = 3) the following properties, according to EHE are described hereafter:

 

3.4.16.1                   Safety Factors

GAMs
(MODF)

Steel safety factor (Art. 15.3)    gs = 1.15

 

3.4.16.2                   Mechanical Properties

fyk
(LIBR)

Characteristic yield stress (Art. 31.1 & Art. 38.2) of the  EHE code.

fyd
(LOCK)

Design tensile strength Art. 38.3  (+ Tension)   fyd = fyk/GAMs

fycd
(LOCK)

Design compressive strength. This value has been taken from article (Art. 40.2)  (+ Compression)   fycd = Min (fyd, 400 Mpa)

fmax
(MODF)

Characteristic tensile strength. This value has been taken from article (Art. 38.2)   (+ Tension)   fmax = 1.05*fyk

EPSmax
(MODF)

Characteristic elongation at maximum load (Art. 38.2)  (EPSuk ³ 0)

 

3.4.16.3                   Stress-Strain Diagram for Structural Analysis

The different types of stress-strain diagrams available for reinforcement steel, according to EHE code are the following:

TSASSD= 0

User defined

TSASSD= 1

Elastic

TSASSD= 2

Bilinear

 

3.4.16.3.1               Definition of the elastic diagram (TSASSD = 1):

Number of diagram points

NPSASSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain point values are the following:

SAEPS (1)

=

-0.010

SAEPS (2)

=

0.010

The corresponding stress values are:

SASGM (1)

=

SAEPS(1)*Ex

SASGM (2)

=

SAEPS(2)*Ex

 

3.4.16.3.2               Definition of the bilinear diagram (TSASSD = 2):

Number of diagram points

NPSASSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain point values conform to article Art. 21.3.3 and are the following:

SAEPS (1)

=

-EPSmax

SAEPS (2)

=

-fyk/Ex

SAEPS (3)

=

fyk/Ex

SAEPS (4)

=

EPSmax

The corresponding stress values are:

SASGM (1)

=

-fmax

SASGM (2)

=

-fyk

SASGM (3)

=

fyk

SASGM (4)

=

fmax

 

3.4.16.4                   Stress-Strain Diagrams for Section Analysis

The different types of stress-strain diagrams available for reinforcement steel, according to EHE code are the following:

TSDSSD= 0:

User defined

TSDSSD= 1:

Bilinear with horizontal top branch

TSDSSD= 2:

Bilinear with inclined top branch

 

3.4.16.4.1               Definition of the bilinear with horizontal top branch stress-strain diagram (TSDSSD = 1):

Number of diagram points

NPSDSSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain point values conform to article Art. 38.4 and are the following:

SDEPS (1)

=

-0.010

SDEPS (2)

=

-fyd/Ex

SDEPS (3)

=

fyd/Ex

SDEPS (4)

=

0.010

The corresponding stress values are:

SDSGM (1)

=

-fyd

SDSGM (2)

=

-fyd

SDSGM (3)

=

fyd

SDSGM (4)

=

fyd

 

3.4.16.4.2               Definition of the bilinear with sloping top branch stress-strain diagram (TSDSSD = 2):

Number of diagram points

NPSDSSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain point values conform to article Art. 38.4 and are the following:

SDEPS (1)

=

-0.010

SDEPS (2)

=

-fyd/Ex

SDEPS (3)

=

fyd/Ex

SDEPS (4)

=

0.010

The corresponding stress values are:

SDSGM (1)

=

-fyd-(0.0035-fyd/Ex)*(fmax-fyk)/(EPSmax-fyk/Ex)

SDSGM (2)

=

-fyd

SDSGM (3)

=

fyd

SDSGM (4)

=

fyd+(0.010-fyd/Ex)*(fmax-fyk)/(EPSmax-fyk/Ex)

 

3.4.17                  EHE (Prestressing steel)

For this type of material (Type = 4) the following properties, according to EHE are described hereafter:

3.4.17.1                   Safety Factor

GAMs
(MODF)

Safety factor (Art. 15.3)   GAMs ³ 0

 

3.4.17.2                   Mechanical Properties

fmax
(LIBR)

Characteristic tensile strength (Art.32.2) fmax ³ 0

fpk
(LIBR)

Characterisitc yield stress (Art. 38.6). fpk ³ 0

fyd
(LOCK)

Design tensile strength (Art. 38.6)  (+Tension)   fpd = fpk/GAMs

EPSmax
(MODF)

Total elongation due to the maximum load (Art. 38.2)  (EPSuk ³ 0)

 

3.4.17.3                   Relaxation

AgeR1
(MODF)

Relaxation age 1 (hours).

AgeR1
(MODF)

Relaxation age 2 (hours).

Ro1_60
(MODF)

Relaxation for AgeR1 and 60%fmax

Ro1_70
(MODF)

Relaxation for AgeR1 and 70%fmax

Ro1_80
(MODF)

Relaxation for AgeR1 and 80%fmax

Ro2_60
(MODF)

Relaxation for AgeR2 and 60%fmax

Ro2_70
(MODF)

Relaxation for AgeR2 and 70%fmax

Ro2_80
(MODF)

Relaxation for AgeR2 and 80%fmax

 

3.4.17.4                   Stress-Strain Diagram for Structural Analysis

The different types of stress-strain diagrams available for prestressing steel, according to EHE code are the following:

TSASSD= 0

User-defined

TSASSD= 1

Elastic

TSASSD= 2

Bilinear

TSASSD= 3

Characteristic diagram

 

3.4.17.4.1               Definition of the elastic diagram (TSASSD = 1):

Number of diagram points

NPSASSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain point values are the following:

SAEPS (1)

=

-1.0E-2

SAEPS (2)

=

1.0E+2

The corresponding stress values are:

SASGM (1)

=

SAEPS(1)*Ex

SASGM (2)

=

SAEPS(2)*Ex

 

3.4.17.4.2               Definition of the bilinear diagram (TSASSD = 2):

Number of diagram points

NPSASSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain point values are the following:

SAEPS (1)

=

-0.823·(Fmax/fpk-0.7)5+Fmax/Ex)

SAEPS (2)

=

-fpk/Ex

SAEPS (3)

=

fpk/Ex

SAEPS (4)

=

0.823·(Fmax/fpk-0.7)5+Fmax/Ex)

The corresponding stress values are:

SASGM (1)

=

-fpk+(SAEPS(1)-SAEPS(2))/PLRAT·Ex

SASGM (2)

=

-fpk

SASGM (3)

=

fpk

SASGM (4)

=

fpk+(SAEPS(1)-SAEPS(2))/PLRAT·Ex

 

3.4.17.4.3               Definition of the characteristic diagram (TSASSD = 3):

Number of diagram points

NPSASSD = 20

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain point values conform to article Art. 38.5 and are the following:

SAEPS (1) = 0.0

SAEPS (2) = 0.7*fpk/Ex

For the points 3 to 20:

SAEPS (i)  = 0.823*(SASGM(i) / fpk-0.7)^5+ SASGM(i) / Ex

The corresponding stress points are the following:

SASGM (1)

=

0.0

SASGM (2)

=

0.7*fpk

SASGM (3)

=

0.10*(Fmax-0.7*fpk)+0.7*fpk

SASGM (4)

=

0.20*(Fmax-0.7*fpk)+0.7*fpk

SASGM (5)

=

0.25*(Fmax-0.7*fpk)+0.7*fpk

SASGM (6)

=

0.30*(Fmax-0.7*fpk)+0.7*fpk

SASGM (7)

=

0.35*(Fmax-0.7*fpk)+0.7*fpk

SASGM (8)

=

0.40*(Fmax-0.7*fpk)+0.7*fpk

SASGM (9)

=

0.45*(Fmax-0.7*fpk)+0.7*fpk

SASGM (10)

=

0.50*(Fmax-0.7*fpk)+0.7*fpk

SASGM (11)

=

0.55*(Fmax-0.7*fpk)+0.7*fpk

SASGM (12)

=

0.60*(Fmax-0.7*fpk)+0.7*fpk

SASGM (13)

=

0.65*(Fmax-0.7*fpk)+0.7*fpk

SASGM (14)

=

0.70*(Fmax-0.7*fpk)+0.7*fpk

SASGM (15)

=

0.75*(Fmax-0.7*fpk)+0.7*fpk

SASGM (16)

=

0.80*(Fmax-0.7*fpk)+0.7*fpk

SASGM (17)

=

0.85*(Fmax-0.7*fpk)+0.7*fpk

SASGM (18)

=

0.90*(Fmax-0.7*fpk)+0.7*fpk

SASGM (19)

=

0.95*(Fmax-0.7*fpk)+0.7*fpk

SASGM (20)

=

1.00*(Fmax-0.7*fpk)+0.7*fpk

 

3.4.17.5                   Stress-Strain Diagrams for Section Analysis

The different types of stress-strain diagrams available for prestressing steel, according to EHE code are the following:

TSDSSD= 0

User-defined

TSDSSD= 1

Design diagram

 

3.4.17.5.1               Definition of the design diagram (TSDSSD = 1):

Number of diagram points

NPSDSSD = 20

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain point values conform to article Art. 38.6 and are the following:

SDEPS (1) = 0.0

SDEPS (2) = 0.7*fpk/Ex/GAMs

For the points 3 to 20:

SDEPS(i)  = 0.823*(SASGM(i) / fpk*GAMs-0.7)^5+ SASGM(i) / Ex

The corresponding stress points are the following:

SDSGM (1)

=

0.0

SDSGM (2)

=

0.7*fpk/GAMs

SDSGM (3)

=

0.10*(Fmax-0.7*fpk/GAMs)+0.7*fpk/GAMs

SDSGM (4)

=

0.20*(Fmax-0.7*fpk/GAMs)+0.7*fpk/GAMs

SDSGM (5)

=

0.25*(Fmax-0.7*fpk/GAMs)+0.7*fpk/GAMs

SDSGM (6)

=

0.30*(Fmax-0.7*fpk/GAMs)+0.7*fpk/GAMs

SDSGM (7)

=

0.35*(Fmax-0.7*fpk/GAMs)+0.7*fpk/GAMs

SDSGM (8)

=

0.40*(Fmax-0.7*fpk/GAMs)+0.7*fpk/GAMs

SDSGM (9)

=

0.45*(Fmax-0.7*fpk/GAMs)+0.7*fpk/GAMs

SDSGM (10)

=

0.50*(Fmax-0.7*fpk/GAMs)+0.7*fpk/GAMs

SDSGM (11)

=

0.55*(Fmax-0.7*fpk/GAMs)+0.7*fpk/GAMs

SDSGM (12)

=

0.60*(Fmax-0.7*fpk/GAMs)+0.7*fpk/GAMs

SDSGM (13)

=

0.65*(Fmax-0.7*fpk/GAMs)+0.7*fpk/GAMs

SDSGM (14)

=

0.70*(Fmax-0.7*fpk/GAMs)+0.7*fpk/GAMs

SDSGM (15)

=

0.75*(Fmax-0.7*fpk/GAMs)+0.7*fpk/GAMs

SDSGM (16)

=

0.80*(Fmax-0.7*fpk/GAMs)+0.7*fpk/GAMs

SDSGM (17)

=

0.85*(Fmax-0.7*fpk/GAMs)+0.7*fpk/GAMs

SDSGM (18)

=

0.90*(Fmax-0.7*fpk/GAMs)+0.7*fpk/GAMs

SDSGM (19)

=

0.95*(Fmax-0.7*fpk/GAMs)+0.7*fpk/GAMs

SDSGM (20)

=

1.00*(Fmax-0.7*fpk/GAMs)+0.7*fpk/GAMs

 

3.4.18                  BS8110 (Concrete)

For this type of material (Type = 2) the following properties are defined:

 

3.4.18.1                   Type of Cement and Curing

CeTp
(MODF)

Type of cement

S:

Slow hardening cements

N:

Normal hardening cements (default value)

R:

Rapid hardening cements

RS:

Rapid hardening high strength cements

 

3.4.18.2                   Safety Factors

GAMc
(LIBR)

Safety factor for concrete. Table 2.2. BS 8110: Part 1: 1997

GAMc ≥ 1

 

3.4.18.3                   Mechanical Properties

fcu
(LIBR)

Specified concrete compressive strength at 28 days (+ Compression) Art 2421. BS 8110: Part 1: 1997 .  fcu ≥ 0

EPSc1
(LIBR)

Strain in concrete at maximum stress. BS8110: Part 2: Figure 2.1
(- Compression).    EPSc1 ≤ 0

EPScu
(LIBR)

Ultimate strain in compression. (- Compression). EPScu ≤ 0

s
(LIBR)

Coefficient which depends on the type of cement concerned. Taken from CEB-FIP code, article 2.1.6.1

Cetp= S:

s = 0.38

Cetp= N:

s = 0.25

Cetp= R:

s = 0.25

Cetp= RS:

s = 0.20

 

3.4.18.4                   Time Dependent Mechanical Properties

BETcc(Age)
(LIBR)

Coefficient which depends on concrete age.

BETcc = exp {s*[1-(28/Age)1/2]}   (Age is expressed in days.)

fcu_t (Age)
(LIBR)

Characteristic t-day compressive strength BS 8110: Part2 Table 7.1

(+ Compression).

fcu_t ≥ 0      fcu_t=BETcc*fcu

Ko
(LIBR)

Constant that is closely related to the modulus of elasticity of the aggregate. BS 8110: Part 2: Art 7.2               Ko ≥ 0

Ec28
(LIBR)

Modulus of elasticity at 28 days. BS 8110: Part 2: Art 7.2

Ec28 ≥ 0               Ec28=Ko+0.2*fcu*1000

Ec_t (Age)
(LIBR)

Modulus of elasticity. BS 8110: Part 2: Art 7.2

Ec_t ≥ 0                Ec_t=Ec28*(0.4+0.6*fcu_t/fcu)

 

3.4.18.5                   Stress-strain Diagrams for Structural Analysis

The different types of stress-strain diagrams available for concrete, according to the BS8110 code are the following:

TSASSD= 0:

User defined

TSASSD= 1:

Elastic

TSASSD= 2:

Structural analysis

 

3.4.18.5.1               Definition of the elastic stress-strain diagram (TSASSD = 1):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 2 points (NPSASSD = 2) has been chosen for the definition of the stress-strain diagram. Strain values are the following:

SAEPS (1)

=

-10-2

SAEPS (2)

=

10-2

 

For these points, stress values are the following:

SASGM (i) = SAEPS (i) * Ex

 

3.4.18.5.2               Definition of the Structural analysis stress-strain diagram (TSASSD = 2):

Number of diagram points

NPSASSD = 20

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points are in accordance with notes expressed in BS8110 Part 2 Fig,2.1 and are the following:

SAEPS  (1)

=

1.000*(EPScu-EPSc1)+EPSc1

SAEPS  (2)

=

0.793*(EPScu-EPSc1)+EPSc1

SAEPS  (3)

=

0.617*(EPScu-EPSc1)+EPSc1

SAEPS  (4)

=

0.468*(EPScu-EPSc1)+EPSc1

SAEPS  (5)

=

0.342*(EPScu-EPSc1)+EPSc1

SAEPS  (6)

=

0.234*(EPScu-EPSc1)+EPSc1

SAEPS  (7)

=

0.143*(EPScu-EPSc1)+EPSc1

SAEPS  (8)

=

0.066*(EPScu-EPSc1)+EPSc1

SAEPS  (9)

=

1.000*EPSc1

SAEPS (10)

=

0.964*EPSc1

SAEPS (11)

=

0.922*EPSc1

SAEPS (12)

=

0.873*EPSc1

SAEPS (13)

=

0.816*EPSc1

SAEPS (14)

=

0.749*EPSc1

SAEPS (15)

=

0.669*EPSc1

SAEPS (16)

=

0.575*EPSc1

SAEPS (17)

=

0.465*EPSc1

SAEPS (18)

=

0.335*EPSc1

SAEPS (19)

=

0.181*EPSc1

SAEPS (20)

=

0.000*EPSc1

 

The corresponding stress points are the following:

SASGM(i)= -[(k*Eta(i)-Eta(i)^2)/(1+(k-2)*Eta)]*0.8*fcu_t

Where:

K = 1.4*Ec_t*EPSc1/(-fcu_t)

Eta(i) = -SAEPS(i)/EPSc1

 

3.4.18.6                   Stress-Strain Diagrams for Section Analysis

The different types of stress-strain diagrams available for concrete, according to the ACI code are the following:

TSDSSD= 0:

User defined

TSDSSD= 1:

Parabolic rectangular

TSDSSD= 2:

Rectangular

 

3.4.18.6.1               Definition of the Parabolic rectangular diagram (TSDSSD = 1):

Number of diagram points

NPSDSSD = 12

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points are in accordance with notes expressed in BS 8110: Part 1. Figure 2.1 and are the following:

SDEPS (1)

=

-0.0035

SDEPS (2)

=

-2.4E-4*(fcu_t/GAMc)^(1/2)

SDEPS (3)

=

-0.9*2.4E-4*(fcu_t/GAMc)^(1/2)

SDEPS (4)

=

-0.8*2.4E-4*(fcu_t/GAMc)^(1/2)

SDEPS (5)

=

-0.7*2.4E-4*(fcu_t/GAMc)^(1/2)

SDEPS (6)

=

-0.6*2.4E-4*(fcu_t/GAMc)^(1/2)

SDEPS (7)

=

-0.5*2.4E-4*(fcu_t/GAMc)^(1/2)

SDEPS (8)

=

-0.4*2.4E-4*(fcu_t/GAMc)^(1/2)

SDEPS (9)

=

-0.3*2.4E-4*(fcu_t/GAMc)^(1/2)

SDEPS (10)

=

-0.2*2.4E-4*(fcu_t/GAMc)^(1/2)

SDEPS (11)

=

-0.1*2.4E-4*(fcu_t/GAMc)^(1/2)

SDEPS (12)

=

0.000

The corresponding stress points are the following:

For points 2 to 12:

SDSGM(i)=(-0.67E8/2.4/2.4)*SDEPS(i) ^2+(0.67E4/1.2)*(fcu_t/GAMc)^(1/2)*SDEPS(i)

For point 1:

SDSGM(i)  = 0.67*fcu_t / GAMc

 

3.4.18.6.2               Definition of the rectangular diagram (TSDSSD = 2):

Number of diagrams points

NPSDSSD = 0

Specific points for rectangular diagrams are not defined because stresses do not depend on strains, but on the distance between the outer most compressed fiber and the neutral axis.

3.4.19                  BS8110 (Reinforcement steel)

For this type of material (Type = 3) the following properties are considered:

 

3.4.19.1                   Safety Factor

GAMs
(LIBR)

Safety factor for steel. BS 8110: Part 1: Table 2.2

GAMs ≥ 1

 

3.4.19.2                   Mechanical Properties

fy
(LIBR)

Yield strength. BS 8110: Part 1: Table 3.1      fy ≥ 0

Rm
(LIBR)

Characteristic tensile strength. BS 4449: Table 7

(+ Tension)     Rm ≥ 0

A5
(LIBR)

Elongation at fracture. BS 4449: Table 7

(+ Tension)     A5 ≥ 0

 

3.4.19.3                   Stress-Strain Diagrams for Structural Analysis

The different types of stress-strain diagrams available for reinforcement steel, according to BS8110 code are the following:

TSASSD= 0

User defined

TSASSD= 1

Elastic

TSASSD= 2

Bilinear

 

3.4.19.3.1               Definition of the bilinear diagram (TSASSD = 1):

Number of diagram points

NPSASSD = 2

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain values for the stress-strain diagram have been taken as:

SAEPS (1)

=

-1.0E-2

SAEPS (2)

=

1.0E+2

The corresponding stress values are:

SASGM (1)

=

SAEPS(1)*ExLn

SASGM (2)

=

SAEPS(2)*ExLn

 

3.4.19.3.2               Definition of the bilinear diagram (TSASSD = 2):

Number of diagram points

NPSASSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain values for the stress-strain diagram have been taken as:

SAEPS (1)

=

-0.01

SAEPS (2)

=

-fy/Ex

SAEPS (3)

=

fy/Ex

SAEPS (4)

=

0.01

The corresponding stress values are:

SASGM (1)

=

-fy

SASGM (2)

=

-fy

SASGM (3)

=

fy

SASGM (4)

=

fy

 

3.4.19.4                   Stress-Strain Diagram for Section Analysis

The different types of stress-strain diagrams available for reinforcement steel, according to BS8110 code are the following:

TSDSSD= 0

User defined

TSDSSD= 1

Bilinear

 

3.4.19.4.1               Definition of the bilinear diagram (TSDSSD = 1):

Number of diagrams points

NPSDSSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain values for the stress-strain diagram have been taken as:

SDEPS (1)

=

-0.01

SDEPS (2)

=

-fy/GAMs/Ex

SDEPS (3)

=

fy/ GAMs/Ex

SDEPS (4)

=

0.01

The corresponding stress values are:

SDSGM (1)

=

-fy/GAMs

SDSGM (2)

=

-fy/GAMs

SDSGM (3)

=

fy/GAMs

SDSGM (4)

=

fy/GAMs

 

3.4.20                  GB50010 (Concrete)

For this type of material (Type = 2) the following properties are defined:

 

3.4.20.1                   Type of Cement and Curing

CeTp
(MODF)

Type of cement

SL:

Slow hardening cements

N:

Normal hardening cements (default value)

R:

Rapid hardening cements

RS:

Rapid hardening high strength cements

 

3.4.20.2                   Safety factors

GAMc
(MODF)

Safety factor for concrete. GAMc ≥ 1 Art. 1.6.4.4

 

3.4.20.3                   Mechanical properties

fcuk
(LIBR)

Specified concrete compressive strength at 28 days Art 4.1.1 (+Compression).   fcu ≥ 0

ALPC1
(MODF)

Prism strength and cube strength ratio.

0.76

For concrete C50

0.82

For concrete C80

These values are obtained from the following formula:

ALPC1=0.76 + 0.06*(fcuk - 50.0)/30.0

(- Compression)  0.76 ≤ ALPc1 ≤ 0.821

ALPC2
(MODF)

Brittle reduction coefficient.

1.0

For concrete C

0

0.87

For concrete C80

These values are obtained from the following formula:

ALPC2=1 - 0.13*(fcuk - 40.0)/40.0

(- Compression)  0.87 ≤ ALPc2 ≤ 1

DELTA
(MODF)

Variation coefficient (Table 4.1.3).

Fcuk

C15

C20

C25

C30

C35

C40

C45

C50

C55

C60-C80

Delta

.21

0.18

0.16

0.14

0.13

0.12

0.12

0.11

0.11

0.10

FCK
(LOCK)

Standard axial compressive strength.

fck=0.88*ALPc1*ALPc2*fcuk

FC
(MODF)

Design value for axial compressive strength (Art. 4.1.3) (+Compression fck≥0).

FC

≥ 0

FC

= FCK / GAMc

FTK
(MODF)

Standard tensile strength (Art. 4.1.4) (+Tension ftk>0).

ftk =0.88*0.395*(fcuk**0.55)*(1-1.645*delta)**0.45*ALPc2

FT
(MODF)

Design value for tensile strength (Art. 2.1.3) (+Compression ft>0):

fcd = ftk/GAMc

S
(MODF)

Coefficient which depends on the type of cement (0<s<1):

CeTp=SL :

s= 0.38

CeTp=N  :

s= 0.25

CeTp=R  :

s= 0.25

CeTp=RS:

s= 0.20

n
(MODF)

Exponent of the stress strain diagram Art. 7.1.2-3.

n=2-(fcuk-50)/60 [MPa]

EPS0
(LIBR)

Compressive strain at Fc Art. 7.1.2-4:

EPS0 = 0.002+0.5*(fcuk-50)*10E-5 [MPa]

EPSCu
(LIBR)

Limit compressive strain in concrete in Art. 7.1.2-5:

EPScu = 0.0033-(fcuk-50)*10E-5 [MPa]

 

3.4.20.4                   Time Dependent Mechanical Properties

BETcc(Age)
(LOCK)

Coefficient which depends on concrete age. The age index must be specified in IDX1.

BETcc=*exp{s*[1-(28/Age)^1/2]}   (Age is expressed in days.)

Fck_t(Age)
(MODF)

Standard t day compressive strength. The age index must be specified in IDX1.

fck_t=BETcc*fck

Fc_t(Age)
(MODF)

Design t day compressive strength. The age index must be specified in IDX1.

fc_t=fck_t/GAMc

Ec_t(Age)
(MODF)

Modulus of elasticity. The age index must be specified in IDX1.

Ec=1.D5/(2.2D0+34.7D0/Fcuk/BETcc) [MPa]

 

3.4.20.5                   Stress-Strain Diagrams for Structural Analysis

The different types of stress-strain diagrams available for concrete, according to GB50010 code are the following:

TSASSD= 0

User defined

TSASSD= 1

Elastic

TSASSD= 2

Structural analysis

 

3.4.20.5.1               Definition of the elastic stress-strain diagram (TSASSD = 1):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 2 points (NPSASSD = 2) has been chosen for the definition of the stress-strain diagram. Strain values are the following:

SAEPS (1)

=

-10-2

SAEPS (2)

=

10-2

 

For these points, stress values are the following:

SASGM (i) = SAEPS (i) * Ex

 

3.4.20.5.2               Definition of the Structural analysis stress-strain diagram (TSASSD = 2):

Number of diagram points

NPSASSD = 20

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points are in accordance with notes expressed in GB50010 and are the following:

SAEPS   (1)

=

1.000*(EPSu-EPSc)+EPSc

SAEPS   (2)

=

0.793*(EPSu-EPSc)+EPSc

SAEPS   (3)

=

0.617*(EPSu-EPSc)+EPSc

SAEPS   (4)

=

0.468*(EPSu-EPSc)+EPSc

SAEPS   (5)

=

0.342*(EPSu-EPSc)+EPSc

SAEPS   (6)

=

0.234*(EPSu-EPSc)+EPSc

SAEPS   (7)

=

0.143*(EPSu-EPSc)+EPSc

SAEPS   (8)

=

0.066*(EPSu-EPSc)+EPSc

SAEPS   (9)

=

1.000*EPSc

SAEPS (10)

=

0.964*EPSc

SAEPS (11)

=

0.922*EPSc

SAEPS (12)

=

0.873*EPSc

SAEPS (13)

=

0.816*EPSc

SAEPS (14)

=

0.749*EPSc

SAEPS (15)

=

0.669*EPSc

SAEPS (16)

=

0.575*EPSc

SAEPS (17)

=

0.465*EPSc

SAEPS (18)

=

0.335*EPSc

SAEPS (19)

=

0.181*EPSc

SAEPS (20)

=

0.000

 

 

 

 

The corresponding stress points for GB50010-2002 are the following:

If

Otherwise:

where:

 

and the corresponding stress points for GB50010-2010 are the following:

If

Otherwise:

where

 

                                                          =  SAEPS(i)

:   Ec_t

:    fck_t(i)

 

3.4.20.6                   Stress-strain Diagrams for Section Analysis

The different types of stress-strain diagrams available for concrete, according to GB50010 code are the following:

TSDSSD= 0:

User defined

TSDSSD= 1:

Parabolic rectangular

 

3.4.20.6.1               Definition of the Parabolic rectangular diagram (TSDSSD = 1):

Number of diagram points

NPSDSSD = 12

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points have been taken according to notes expressed in GB50010 and are the following:

SDEPS (1)

=

-EPScu

SDEPS (2)

=

-1.0D0*EPS0

SDEPS (3)

=

-0.9D0*EPS0

SDEPS (4)

=

-0.8D0*EPS0

SDEPS (5)

=

-0.7D0*EPS0

SDEPS (6)

=

-0.6D0*EPS0

SDEPS (7)

=

-0.5D0*EPS0

SDEPS (8)

=

-0.4D0*EPS0

SDEPS (9)

=

-0.3D0*EPS0

SDEPS (10)

=

-0.2D0*EPS0

SDEPS (11)

=

-0.1D0*EPS0

SDEPS (12)

=

0.0D0

The corresponding stress points are the following:

For points 3 to 12:

SDSGM(i) =1.D0-(1.D0+ SDEPS(i)/EPS0)**n)*fc_t(i)

For point 1:

SDSGM(1)  = -fc_t

For point 2:

SDSGM(2)  = -fc_t

 

3.4.21                  GB50010 (Reinforcement steel)

For this type of material (Type = 3) the following properties are considered:

 

3.4.21.1                   Safety factor

GAMs
(MODF)

Safety factor for steel

GAMs ≥ 1

 

3.4.21.2                   Mechanical properties

fyk
(LIBR)

Characteristic yield strength; fyk ≥ 0

fy
(MODF)

Yield strength.

(+ Tension)     fy = fyk/GAMs

fstk
(MODF)

 Characteristic tensile strength  

EPSmax       Characteristic elongation at maximum load 

 

3.4.21.3                   Stress-strain Diagrams for Structural Analysis

The different types of stress-strain diagrams available for reinforcement steel, according to GB50010 code are the following:

TSASSD= 0

User defined

TSASSD= 1

Elastic

TSASSD= 2

Bilinear

 

3.4.21.3.1               Definition of the elastic diagram (TSASSD = 1):

Number of diagram points

NPSASSD = 2

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain values for the stress-strain diagram have been taken as:

SAEPS (1)

=

-1.0E-2

SAEPS (2)

=

1.0E-2

The corresponding stress values are:

SASGM (1)

=

SAEPS(1)*Ex

SASGM (2)

=

SAEPS(2)*Ex

 

3.4.21.3.2               Definition of the bilinear diagram (TSASSD = 2):

 

Number of diagram points:

NPSASSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

GB50010-2002

Strain values for the stress-strain diagram have been taken as:

SAEPS (1)

=

-0.01

SAEPS (2)

=

-fyk/Ex

SAEPS (3)

=

fyk/Ex

SAEPS (4)

=

0.01

 

The corresponding stress values are:

SASGM (1)

=

-fyk

SASGM (2)

=

-fyk

SASGM (3)

=

fyk

SASGM (4)

=

fyk

 

GB50010-2010

Strain values for the stress-strain diagram have been taken as:

SAEPS (1)

=

-EPSmax

SAEPS (2)

=

-fyk/Ex

SAEPS (3)

=

fyk/Ex

SAEPS (4)

=

EPSmax

The corresponding stress values are:

SASGM (1)

=

-fstk

SASGM (2)

=

-fyk

SASGM (3)

=

fyk

SASGM (4)

=

fstk

 

 

3.4.21.4                   Stress-Strain Diagram for Section Analysis

The different types of stress-strain diagrams available for reinforcement steel, according to GB50010 code are the following:

TSDSSD= 0:

User defined

TSDSSD= 1:

Bilinear

 

3.4.21.4.1               Definition of the bilinear diagram (TSDSSD = 1):

Number of diagrams points

NPSDSSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain values for the stress-strain diagram have been taken as:

SDEPS (1)

=

-0.01

SDEPS (2)

=

-fy/Ex

SDEPS (3)

=

fy/Ex

SDEPS (4)

=

0.01

 

The corresponding stress values are:

SDSGM (1)

=

-fy

SDSGM (2)

=

-fy

SDSGM (3)

=

fy

SDSGM (4)

=

fy

 

3.4.22                  AS3600

CivilFEM does not contain the material data conforming to Australian Standard AS3600. If this code is activated, the selected material (concrete or reinforcement steel) will be filled out with the same parameters as the ACI-318 code requires.

 

3.4.23                  NBR6118 (Concrete)

For this type of material (Type = 2) the following properties are considered:

 

3.4.23.1                   Type of Cement

CeTp
(MODF)

Refers to the different types of cement used. These types are described in the Appendix A article A.2.4 and are the following:

CPI:

Normal hardening cements (Default value).

CPII:

Normal hardening composite cements.

CPIII:

Slow hardening blast furnace cements.

CPIV:

Slow hardening puzzolanic cements.

CPV:

Rapid hardening high strength cements.

 

3.4.23.2                   Partial Safety Factors

GAMc
(MODF)

Partial safety factor for concrete (Art. 12.4.1  GAMc ³ 1)

gc=1.5 (Default value)

 

3.4.23.3                   Mechanical Properties

fck
(LIBR)

Concrete characteristic 28-day compressive strength (Art. 8.2.4) (+Compression  fck ³ 0)

fcm
(MODF)

Mean 28-day compressive strength (Art. 6.4.3) (+ Compression)  fcm³0

fcm  = fck + 1.65*Sd

fcd
(LOCK)

Design 28-day compressive strength (Art. 12.3.3) (+Compression)

fcd = fck/GAMc

fctm
(MODF)

Mean tensile strength (Art. 8.2.5) (+ Tension)

fctm = 0.3*(fck2/3) (fctm and fctk in MPa)

fctk_inf
(MODF)

Lower characteristic tensile strength (Art. 8.2.5) (+Tension)

fctk_inf = 0.21*(fck2/3)  (fctk and fctk_inf in MPa)

fctk_sup
(MODF)

Upper characteristic tensile strength (Art. 8.2.5) (+Tension)

fctk_inf = 0.39*(fck2/3)  (fctk and fctk_sup in MPa)

Sd
(MODF)

Standard deviation (Art. 6.4.3) (Sd > 0)

Sd = 4 MPa (default value)

s
(MODF)

Coefficient which depends on the type of cement. (Art. 12.3.3)

CPI:

s = 0.25

CPII:

s = 0.25

CPIII:

s = 0.38

CPIV:

s = 0.38

CPV:

s = 0.20

 

3.4.23.4                   Time Dependent Mechanical Properties

BETcc
(LOCK)

Coefficient which depends on concrete age. (Art. 12. 3. 3)

BETcc = exp {s*[1-(28/Age)1/2]}  (Age is expressed in days)

fcm_t(Age)
(MODF)

Mean compressive strength. (+ Compression) (Art. 6.4.3)

fcm_t = fck_t+1.65*Sd

fck_t(Age)
(MODF)

Characteristic t day compressive strength. (+ Compression) (Art. 8.2.4)

fck_t = fck * BET1

fcd_t(Age)
(LOCK)

Design t day compressive strength (Art. 12.3.3) (+Compression)

If Age < 28 days fcd_t = fck_t/GAMc

If Age ³ 28 days fcd_t = fck/GAMc

Eci(Age)
(MODF)

Initual modulus of elasticity (Art. 8.2.8).

Eci = 5600 * (fck_t)1/2

Ecm(Age)
(MODF)

Secant modulus of elasticity (Art. 8.2.8).

Ecm = 0.85 * Eci

 

3.4.23.5                   Stress-strain Diagrams for Structural Analysis

The different type of stress-strain concrete diagrams available according to  NBR6118 are:

TSASSD= 0:

User defined

TSASSD= 1:

Elastic

 

3.4.23.5.1               Definition of the elastic stress-strain diagram (TSASSD = 1):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 2 points (NPSASSD = 2) has been chosen for the definition of the stress-strain diagram. Strain values are the following:

SAEPS (1)

=

-10-2

SAEPS (2)

=

10-2

 

For these points, stress values are the following:

SASGM (i) = SAEPS (i) * Ex

 

3.4.23.6                   Stress-Strain Diagrams for Section Analysis

The different types of stress-strain diagrams available for concrete, according to NBR6118  are the following:

TSDSSD= 0:

User defined

TSDSSD= 1:

Parabolic-rectangular

 

3.4.23.6.1               Definition of the parabolic-rectangular stress-strain diagram (TSDSSD = 1):

Number of diagram points

NPSDSSD = 12

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain values for this diagram are the following:

SDEPS   (1)

=

-0.0035

SDEPS   (2)

=

-0.0020

SDEPS   (3)

=

0.9*(-0.0020)

SDEPS   (4)

=

0.8*(-0.0020)

SDEPS   (5)

=

0.7*(-0.0020)

SDEPS   (6)

=

0.6*(-0.0020)

SDEPS   (7)

=

0.5*(-0.0020)

SDEPS   (8)

=

0.4*(-0.0020)

SDEPS   (9)

=

0.3*(-0.0020)

SDEPS (10)

=

0.2*(-0.0020)

SDEPS (11)

=

0.1*(-0.0020)

SDEPS (12)

=

0.000

 

The corresponding stress values are the following:

For the first 11 points:

SDSGM(i)   = 1000*SDEPS(i)  *(250*SDEPS(i)  +1)*0.85*fcd_t

For point 12:

SDSGM(i)   = -0.85*fcd_t

 

3.4.24                  NBR6118 (Reinforcement Steel)

For this type of material (Type = 3) the following properties are defined:

 

3.4.24.1                   Partial Safety Factors

GAMs
(MODF)

Steel partial safety factor (GAMs ³ 0)  gs = 1.15 (default value)

 

3.4.24.2                   Mechanical Properties

fyk
(LIBR)

Characteristic yield stress (Art. 8.3.6) Refers to the characteristic value of the applied load over the area of the transverse section.

fyd
(LIBR)

Design yield stress (Art. 8.3.6)  fyd = fyk/GAMs

ftk
(LIBR)

Characteristic tensile stress (Art. 8.3.6). Refers to the characteristic value of the maximum axial load in tension over the area of the transverse section.

EPSuk
(LIBR)

Characteristic elongation at maximum load (Art. 8.3.6) EPSuk ³ 0

 

3.4.24.3                   Stress-Strain Diagrams for Structural Analysis

The different types of stress-strain diagrams available for reinforcement steel, according to NBR6118 are the following:

TSASSD= 0

User defined

TSASSD= 1

Elastic

TSASSD= 2

Bilinear

 

3.4.24.3.1               Definition of the Elastic diagram (TSASSD = 1):

Number of diagram points

NPSASSD = 2

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points have been taken as follows:

SAEPS (1)

=

-10-2

SAEPS (2)

=

10-2

 

Stress points have been taken as follows:

SASGM (1)

=

SAEPS(1)*Ex

SASGM (2)

=

SAEPS(2)*Ex

 

3.4.24.3.2               Definition of the Bilinear diagram (TSASSD = 2):

Number of diagram points

NPSASSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points have been taken as the follows:

SAEPS (1)

=

-0.01

SAEPS (2)

=

-fyk/Ex

SAEPS (3)

=

fyk/Ex

SAEPS (4)

=

0.01

 

Stress points have been taken as follows:

SASGM (1)

=

-fyk+(SAEPS(1)-SAEPS(2))/PLRAT*Ex

SASGM (2)

=

-fyk

SASGM (3)

=

fyk

SASGM (4)

=

fyk+(SAEPS(4)-SAEPS(3))/PLRAT*Ex

 

 

3.4.24.4                   Stress-Strain Diagrams for Section Analysis

The different types of stress-strain diagrams available for reinforcement steel, according to NBR6118 are the following:

TSDSSD= 0

User defined

TSDSSD= 1

Design diagram

 

3.4.24.4.1               Definition of the Design Diagram (TSDSSD = 1):

Number of diagram points

NPSDSSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points have been taken as follows:

SDEPS (1)

=

-0.01

SDEPS (2)

=

-fyd/Ex

SDEPS (3)

=

fyd/Ex

SDEPS (4)

=

0.01

 

The corresponding stress points are the following:

SDSGM (1)

=

-fyd

SDSGM (2)

=

-fyd

SDSGM (3)

=

fyd

SDSGM (4)

=

fyd

 

3.4.25                  Indian Standard 456 (Concrete)

For this type of material (Type = 2) the following properties are considered:

 

3.4.25.1                   Type of Cement

CeTp
(MODF)

Refers to the different types of cement used. These types can be chosen among those considered in the CEB-FIP code:

SL:

Slow hardening cements

N:

Slow hardening cements (Default value)

R:

Rapid hardening cements

RS:

Rapid hardening high strength cements

 

3.4.25.2                   Partial Safety Factors

GAMc
(MODF)

Partial safety factor for concrete (Art. 36.4.2.1 GAMc ³ 1)  gc=1 (Default value)

 

3.4.25.3                   Mechanical Properties

fck
(LIBR)

Concrete characteristic 28-day compressive strength (Art. 6.1) (+Compression  fck ³ 0)

fcd
(LOCK)

Design 28-day compressive strength (Art. 36.3.1) (+Compression)  fcd = fck/GAMc

fct
(MODF)

Characteristic tensile strength (Art. 6.2.2) (+Tension)
fctk = 0.7*(fck)^1/2  (fctk and fck in N/mm2)

Ec
(MODF)

28 days elasticity modulus (Art. 6.2.3.1)

Ec = 5000*(fck)1/2   (Ec and fck in N/mm2)

s
(MODF)

Coefficient which depends on the type of cement. (chosen among those considered in the CEB-FIP code)

SL:

s = 0.38

N:

s = 0.25

R:

s = 0.25

RS:

s = 0.20

 

3.4.25.4                   Time Dependent Mechanical Properties

BETcc
(LOCK)

Coefficient which depends on concrete age.

BETcc = exp {s*[1-(28/Age)1/2]}  (Age is expressed in days)

fcm_t(Age)
(MODF)

Mean compressive strength. (+ Compression)

fcm_t = BETcc*fcm

fck_t(Age)
(MODF)

Characteristic t-day compressive strength. (+ Compression)

fck_t = fcm_t - 8   (fck_t and fcm in N/mm2)

fcd_t(Age)
(LOCK)

Design t-day compressive strength (Art. 4.2.1.3.3 (4) & (11)) (+Compression)  fcd_t = fck_t/GAMc

Ec_t(t)
(MODF)

Modulus of elasticity

Ec_t = 5000*(fctk_t)1/2   (Ec_t and fck_t in N/mm2)

 

3.4.25.5                   Stress-Strain Diagrams for Structural Analysis

The different types of stress-strain concrete diagrams available according to IS456 are:

TSASSD= 0

User defined

TSASSD= 1

Elastic

 

3.4.25.5.1               Definition of the elastic stress-strain diagram (TSASSD = 1):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 2 points (NPSASSD = 2) has been chosen for the definition of the stress-strain diagram. Strain values are the following:

SAEPS (1)

=

-10-2

SAEPS (2)

=

10-2

 

For these points, stress values are the following:

SASGM (i) = SAEPS (i) * Ex

 

3.4.25.6                   Stress-Strain Diagrams for Section Analysis

The different types of stress-strain diagrams available for concrete, according to Eurocode 2 are the following:

TSDSSD= 0

User defined

TSDSSD= 1

Parabolic-rectangular

 

3.4.25.6.1               Definition of the parabolic-rectangular stress-strain diagram (TSDSSD = 1):

Number of diagram points

NPSDSSD = 12

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain values for this diagram are the following:

SDEPS   (1)

=

-0.0035

SDEPS   (2)

=

-0.0020

SDEPS   (3)

=

0.9*(-0.0020)

SDEPS   (4)

=

0.8*(-0.0020)

SDEPS   (5)

=

0.7*(-0.0020)

SDEPS   (6)

=

0.6*(-0.0020)

SDEPS   (7)

=

0.5*(-0.0020)

SDEPS   (8)

=

0.4*(-0.0020)

SDEPS   (9)

=

0.3*(-0.0020)

SDEPS (10)

=

0.2*(-0.0020)

SDEPS (11)

=

0.1*(-0.0020)

SDEPS (12)

=

0.000

 

The corresponding stress values are the following:

For the first 11 points:

SDSGM(i)   = 1000*SDEPS(i)  *(250*SDEPS(i)  +1)*0.67*fcd_t

For point 12:

SDSGM(i)   = -0.67*fcd_t

 

3.4.26                  Indian Standard 456 (Reinforcement Steel)

For this type of material (Type = 3) the following properties are defined:

3.4.26.1                   Partial Safety Factors

GAMs
(MODF)

Steel partial safety factor (Art. 36.3.1) (GAMs ³ 0)  gs = 1.0 (default value)

 

3.4.26.2                   Mechanical Properties

fy
(LIBR)

Characteristic yield stress. Refers to the characteristic value of the applied load over the area of the transverse section.

fyd
(LIBR)

Design yield stress fyd = fyk/GAMs

ft
(LIBR)

Characteristic tensile stress. Refers to the characteristic value of the maximum axial load in tension over the area of the transverse section.

EPSuk
(LIBR)

Characteristic elongation at maximum load EPSuk ³ 0

 

3.4.26.3                   Stress-Strain Diagrams for Structural Analysis

The different types of stress-strain diagrams available for reinforcement steel, according to IS456 are the following:

TSASSD= 0:

User defined

TSASSD= 1:

Elastic

TSASSD= 2:

Bilinear

 

3.4.26.3.1               Definition of the Elastic diagram (TSASSD = 1):

Number of diagram points

NPSASSD = 2

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points are the following:

SAEPS (1)

=

-10-2

SAEPS (2)

=

10-2

 

Stress points are the following:

SASGM (1)

=

SAEPS(1)*Ex

SASGM (2)

=

SAEPS(1)*Ex

 

3.4.26.3.2               Definition of the Bilinear diagram (TSASSD = 2):

Number of diagram points

NPSASSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points are the following:

SAEPS (1)

=

-0.01

SAEPS (2)

=

-fy/Ex

SAEPS (3)

=

fy/Ex

SAEPS (4)

=

0.01

 

Stress points are the following:

SASGM (1)

=

-fy+(SAEPS(1)-SAEPS(2))/PLRAT*Ex

SASGM (2)

=

-fy

SASGM (3)

=

fy

SASGM (4)

=

-fy+(SAEPS(4)-SAEPS(3))/PLRAT*Ex

 

3.4.26.4                   Stress-strain Diagrams for Section Analysis

The different types of stress-strain diagrams available for reinforcement steel, according to IS456 are the following:

TSDSSD= 0

User defined

TSDSSD= 1

Bilinear

 

3.4.26.4.1               Definition of the bilinear diagram (TSDSSD = 1):

Number of diagram points

NPSDSSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points have been taken according to article Art. 4.2.2.3.2 and are the following:

SDEPS (1)

=

-0.01

SDEPS (2)

=

-fyd/Ex

SDEPS (3)

=

fyd/Ex

SDEPS (4)

=

0.01

 

The corresponding stress points are the following:

SDSGM (1)

=

-fyd

SDSGM (2)

=

-fyd

SDSGM (3)

=

fyd

SDSGM (4)

=

fyd

 

3.4.27                  Russian Code SP-52-101 (CP 52-101) (Concrete)

For this type of material (Type = 2) the following properties are considered:

 

3.4.27.1                   Type of Cement

CeTp
(MODF)

Refers to the different types of cement that can be used. Chosen among those considered in the CEB-FIP code:

SL:

Slow hardening cements

N:

Slow hardening cements (Default value)

R:

Rapid hardening cements

RS:

Rapid hardening high strength cements

 

3.4.27.2                   Partial Safety Factors

GAMb
(MODF)

Partial safety factor for compressed concrete (Art. 2.1.2.2. GAMb ³ 1)  gb=1.5 (Default value)

GAMbt
(MODF)

Partial safety factor for tensioned concrete (Art. 2.1.2.2. GAMbt ³ 1)  gbt=1.3 (Default value)

 

3.4.27.3                   Mechanical Properties

Rbn
(LIBR)

Concrete characteristic 28-day compressive strength (Art. 2.1.2.1) (+Compression  Rbn ³ 0)

Rb
(LOCK)

Design 28-day compressive strength (Art. 2.1.2.2) (+Compression)  Rb = Rbn/GAMb

Rbtn
(MODF)

Concrete characteristic 28 days tensile strength (Art. 2.1.2.1) (+Tension)

Rbt
(MODF)

Design 28 days tensile strength (Art. 2.1.2.2) (+Tension)  Rbt = Rbtn/GAMb

EPSb0
(LIBR)

Strain value at the end of the second segment of the strain-stress curve (Art. 21.2.5) (- Compression)  EPSc1 = -0.0022 (Default value)

EPSb2
(LIBR)

Ultimate strain in compression (Art. 2.1.2.11)
(-Compression)  EPSb2 = -0.0035 (Default value)

s
(MODF)

Coefficient which depends on the type of cement. Chosen among those considered in the CEB-FIP code.

SL:

s = 0.38

N:

s = 0.25

R:

s = 0.25

RS:

s = 0.20

 

3.4.27.4                   Time Dependent Mechanical Properties

BETcc
(LOCK)

Coefficient which depends on concrete age.

BETcc = exp {s*[1-(28/Age)1/2]}  (Age is expressed in days)

Rbn_t(Age)
(MODF)

Characteristic t-day compressive strength. (+ Compression)

Rbn_t = BETcc*Rbn

Rb_t(Age)
(LOCK)

Design t-day compressive strength (Art. 4.2.1.3.3 (4) & (11)) (+Compression)  Rb_t = Rbn_t/GAMb

Eb(Age)
(MODF)

Initial modulus of elasticity (Table 2.1-4)

 

3.4.27.5                   Stress-Strain Diagrams for Structural Analysis

The different types of stress-strain concrete diagrams available according to SP 52-101 are:

TSASSD= 0:

User defined

TSASSD= 1:

Elastic

TSASSD= 2:

Bilinear

TSASSD= 3:

Trilinear

 

3.4.27.5.1               Definition of the elastic stress-strain diagram (TSASSD = 1):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 2 points (NPSASSD = 2) has been chosen for the definition of the stress-strain diagram. Strain values are the following:

SAEPS (1)

=

-10-2

SAEPS (2)

=

10-2

 

For these points, stress values are the following:

SASGM (i) = SAEPS (i) * Ex

 

3.4.27.5.2               Definition of the bilinear stress-strain diagram (TSASSD = 2):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 3 points (NPSASSD = 4) has been chosen for the definition of the stress-strain diagram. Strain values conform to article Art. 2.1.2.12 and are the following:

SAEPS (1)

=

EPSb2

SAEPS (2)

=

0.0015/GAMb

SAEPS (3)

=

0.000

 

For these points, stress values are the following:

SASGM (1)

=

-Rb_t

SASGM (2)

=

-Rb_t

SASGM (3)

=

0.000

 

3.4.27.5.3               Definition of the trilinear stress-strain diagram (TSASSD = 3):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 4 points (NPSASSD = 4) has been chosen for the definition of the stress-strain diagram. Strain values conform to article Art. 2.1.2.11 and are the following:

SAEPS (1)

=

EPSb2

SAEPS (2)

=

EPSb0

SAEPS (3)

=

0.6*Rd/Eb

SAEPS (4)

=

0.000

 

For these points, stress values are the following:

SASGM (1)

=

-Rb_t

SASGM (2)

=

-Rb_t

SASGM (3)

=

-0.6*Rb_t

SASGM (4)

=

0.000

 

3.4.27.6                   Stress-Strain Diagrams for Section Analysis

The different types of stress-strain diagrams available for concrete, according to SP 52-101 are the following:

TSDSSD= 0

User defined

TSDSSD= 1

Bilinear

TSDSSD= 2

Trilinear

 

3.4.27.6.1               Definition of the bilinear stress-strain diagram (TSDSSD = 1):

Number of diagram points

NPSDSSD = 3

The sign criterion for the definition of points of the stress-strain diagram is as follows (according to Art. 2.1.2.12):

+Tension, -Compression

Strain values for this diagram are the following:

SDEPS (1)

=

EPSb2

SDEPS (2)

=

0.0015/GAMb

SDEPS (3)

=

0.000

 

The corresponding stress values are the following:

SDSGM (1)

=

-Rb_t

SDSGM (2)

=

-Rb_t

SDSGM (3)

=

0.000

 

3.4.27.6.2               Definition of the trilinear diagram (TSDSSD = 2):

Number of diagram points

NPSDSSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

A total of 4 points (NPSDSSD = 4) has been chosen for the definition of the stress-strain diagram. Strain values conform to article Art. 2.1.2.11 and are the following:

SDEPS (1)

=

EPSb2

SDEPS (2)

=

EPSb0

SDEPS (3)

=

0.6*Rd/Eb

SDEPS (4)

=

0.000

Stress points are the following:

SDSGM (1)

=

-Rb_t

SDSGM (2)

=

-Rb_t

SDSGM (3)

=

-0.6*Rb_t

SDSGM (4)

=

0.000

 

3.4.28                  Russian Code SP-52-101 (CP 52-101) (Reinforcement Steel)

For this type of material (Type = 3) the following properties are defined:

3.4.28.1                   Partial Safety Factors

GAMs
(MODF)

Steel partial safety factor (Art. 2.3.3.2) (GAMs ³ 0)  gs = 1.00 (default value) (Art. 2.2.2.2)

 

3.4.28.2                   Mechanical Properties

Rsn
(LIBR)

Characteristic yield stress (Art. 2.2.2.2) Refers to the characteristic value of the applied load over the area of the transverse section.

Rs
(LIBR)

Design yield stress (Art. 2.2.2.2)

Rs = Rsn/GAMs

Rsw
(LIBR)

Characteristic tensile stress in the stirrups (Art. 2.2.2.3)

Rs = 0.8*Rs £ 500 MPa

EPSs2
(LIBR)

Characteristic elongation at maximum load (Art. 2.2.2.7) EPSs2 ³ 0

 

3.4.28.3                   Stress-strain Diagrams for Structural Analysis

The different types of stress-strain diagrams available for reinforcement steel, according to SP 52-101 are the following:

TSASSD= 0

User defined

TSASSD= 1

Elastic

TSASSD= 2

Bilinear

 

3.4.28.3.1               Definition of the Elastic diagram (TSASSD = 1):

Number of diagram points

NPSASSD = 2

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points are the following:

SAEPS (1)

=

-1.0E-2

SAEPS (2)

=

1.0E-2

 

Stress points are the following:

SASGM (1)

=

SAEPS(1)*Ex

SASGM (2)

=

SAEPS(2)*Ex

 

3.4.28.3.2               Definition of the Bilinear diagram (TSASSD = 2):

Number of diagram points

NPSASSD = 3

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points conform to article Art. 2.2.2.7 and are the following:

SAEPS (1)

=

-EPSs2

SAEPS (2)

=

-Rs/Ex

SAEPS (3)

=

Rs/Ex

SAEPS (4)

=

EPSs2

 

Stress points conform to article Art. 2.2.2.7 and are the following:

SASGM (1)

=

-Rs

SASGM (2)

=

-Rs

SASGM (3)

=

Rs

SASGM (4)

=

Rs

 

3.4.28.4                   Stress-Strain Diagrams for Section Analysis

The different types of stress-strain diagrams available for reinforcement steel, according to SP 52-101 are the following:

TSDSSD= 0

User defined

TSDSSD= 1

Bilinear

 

3.4.28.4.1               Definition of the bilinear stress-strain diagram (TSDSSD = 1):

Number of diagram points

NPSDSSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points are in accordance with article Art. 2.2.2.7 and are the following:

SDEPS (1)

=

-EPSs2

SDEPS (2)

=

-Rs/Ex

SDEPS (3)

=

Rs/Ex

SDEPS (4)

=

EPSs2

 

The corresponding stress points are the following:

SDSGM (1)

=

-Rs

SDSGM (2)

=

-Rs

SDSGM (3)

=

Rs

SDSGM (4)

=

Rs

3.4.29                  Russian Code SP 63.13330.2012  (CP 63.13330.2012) (Concrete)

For this type of material (Type = 2) the following properties are considered:

 

3.4.29.1                   Type of Cement

CeTp
(MODF)

Refers to the different types of cement that can be used. Chosen among those considered in the CEB-FIP code:

SL:

Slow hardening cements

N:

Slow hardening cements (Default value)

R:

Rapid hardening cements

RS:

Rapid hardening high strength cements

 

3.4.29.2                   Partial Safety Factors

GAMb
(MODF)

Partial safety factor for compressed concrete (Art. 6.1.11 GAMb ³ 1)  gb=1.5 (Default value)

GAMbt
(MODF)

Partial safety factor for tensioned concrete (Art. 6.1.11. GAMbt ³ 1)  gbt=1.3 (Default value)

 

3.4.29.3                   Mechanical Properties

Rbn
(LIBR)

Concrete characteristic 28-day compressive strength (Table 6.8) (+Compression  Rbn ³ 0)

Rb
(LOCK)

Design 28-day compressive strength (Art. 6.1.11) (+Compression)  Rb = Rbn/GAMb

Rbtn
(MODF)

Concrete characteristic 28 days tensile strength (Table 6.8) (+Tension)

Rbt
(MODF)

Design 28 days tensile strength (Art. 6.1.11) (+Tension)  Rbt = Rbtn/GAMb

EPSb0
(LIBR)

Strain value at the end of the second segment of the strain-stress curve (Art. 6.1.14) (- Compression

EPSb2
(LIBR)

Ultimate strain in compression (Art. 6.1.20)
(-Compression)

s
(MODF)

Coefficient which depends on the type of cement. Chosen among those considered in the CEB-FIP code.

SL:

s = 0.38

N:

s = 0.25

R:

s = 0.25

RS:

s = 0.20

 

3.4.29.4                   Time Dependent Mechanical Properties

BETcc
(LOCK)

Coefficient which depends on concrete age.

BETcc = exp {s*[1-(28/Age)1/2]}  (Age is expressed in days)

Rbn_t(Age)
(MODF)

Characteristic t-day compressive strength. (+ Compression)

Rbn_t = BETcc*Rbn

Rb_t(Age)
(LOCK)

Design t-day compressive strength (+Compression)

 Rb_t = Rbn_t/GAMb

Eb(Age)
(MODF)

Initial modulus of elasticity (Tabla 6.11)

 

3.4.29.5                   Stress-Strain Diagrams for Structural Analysis

The different types of stress-strain concrete diagrams available according to SP 63.13330.2012 are:

TSASSD= 0:

User defined

TSASSD= 1:

Elastic

TSASSD= 2:

Bilinear

TSASSD= 3:

Trilinear

 

3.4.29.5.1               Definition of the elastic stress-strain diagram (TSASSD = 1):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 2 points (NPSASSD = 2) has been chosen for the definition of the stress-strain diagram. Strain values are the following:

SAEPS (1)

=

-10-2

SAEPS (2)

=

10-2

 

For these points, stress values are the following:

SASGM (i) = SAEPS (i) * Ex

 

3.4.29.5.2               Definition of the bilinear stress-strain diagram (TSASSD = 2):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 3 points (NPSASSD = 4) has been chosen for the definition of the stress-strain diagram. Strain values conform to article Art. 2.1.2.12 and are the following:

SAEPS (1)

=

EPSb2

SAEPS (2)

=

0.0015

SAEPS (3)

=

0.000

 

For these points, stress values are the following:

SASGM (1)

=

-Rb_t

SASGM (2)

=

-Rb_t

SASGM (3)

=

0.000

 

3.4.29.5.3               Definition of the trilinear stress-strain diagram (TSASSD = 3):

The sign criterion for the definition of stress-strain diagram points is as follows:

+Tension, -Compression

A total of 4 points (NPSASSD = 4) has been chosen for the definition of the stress-strain diagram. Strain values conform to article Art. 2.1.2.11 and are the following:

SAEPS (1)

=

EPSb2

SAEPS (2)

=

EPSb0

SAEPS (3)

=

0.6*Rd/Eb

SAEPS (4)

=

0.000

 

For these points, stress values are the following:

SASGM (1)

=

-Rb_t

SASGM (2)

=

-Rb_t

SASGM (3)

=

-0.6*Rb_t

SASGM (4)

=

0.000

 

3.4.29.6                   Stress-Strain Diagrams for Section Analysis

The different types of stress-strain diagrams available for concrete, according to SP 52-101 are the following:

TSDSSD= 0

User defined

TSDSSD= 1

Bilinear

TSDSSD= 2

Trilinear

 

3.4.29.6.1               Definition of the bilinear stress-strain diagram (TSDSSD = 1):

Number of diagram points

NPSDSSD = 3

The sign criterion for the definition of points of the stress-strain diagram is as follows (according to Art. 2.1.2.12):

+Tension, -Compression

Strain values for this diagram are the following:

SDEPS (1)

=

EPSb2

SDEPS (2)

=

0.0015

SDEPS (3)

=

0.000

 

The corresponding stress values are the following:

SDSGM (1)

=

-Rb_t

SDSGM (2)

=

-Rb_t

SDSGM (3)

=

0.000

 

3.4.29.6.2               Definition of the trilinear diagram (TSDSSD = 2):

Number of diagram points

NPSDSSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

A total of 4 points (NPSDSSD = 4) has been chosen for the definition of the stress-strain diagram. Strain values conform to article Art. 2.1.2.11 and are the following:

SDEPS (1)

=

EPSb2

SDEPS (2)

=

EPSb0

SDEPS (3)

=

0.6*Rd/Eb

SDEPS (4)

=

0.000

Stress points are the following:

SDSGM (1)

=

-Rb_t

SDSGM (2)

=

-Rb_t

SDSGM (3)

=

-0.6*Rb_t

SDSGM (4)

=

0.000

 

3.4.30                  Russian Code 63.13330.2012 (CP 63.13330.2012) (Reinforcement Steel)

For this type of material (Type = 3) the following properties are defined:

3.4.30.1                   Partial Safety Factors

GAMs
(MODF)

Steel partial safety factor (GAMs ³ 0)  gs = 1.15 (default value) (Art. 6.2.8)

 

3.4.30.2                   Mechanical Properties

Rsn
(LIBR)

Characteristic yield stress (Table 6.13) Refers to the characteristic value of the applied load over the area of the transverse section.

Rs
(LIBR)

Design yield stress (Art. 6.2.8)

Rs = Rsn/GAMs

Rsw
(LIBR)

Characteristic tensile stress in the stirrups

Rs = 0.8*Rs £ 300 MPa

EPSs2
(LIBR)

Characteristic elongation at maximum load (Art. 6.2.14) EPSs2 ³ 0

 

3.4.30.3                   Stress-strain Diagrams for Structural Analysis

The different types of stress-strain diagrams available for reinforcement steel, according to SP 63.13330.2012 are the following:

TSASSD= 0

User defined

TSASSD= 1

Elastic

TSASSD= 2

Bilinear

TSASSD= 3

Trilineal

 

3.4.30.3.1               Definition of the Elastic diagram (TSASSD = 1):

Number of diagram points

NPSASSD = 2

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points are the following:

SAEPS (1)

=

-1.0E-2

SAEPS (2)

=

1.0E-2

 

Stress points are the following:

SASGM (1)

=

SAEPS(1)*Ex

SASGM (2)

=

SAEPS(2)*Ex

 

3.4.30.3.2               Definition of the Bilinear diagram (TSASSD = 2):

Number of diagram points

NPSASSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points conform to article Art. 6.2.14 and are the following:

SAEPS (1)

=

-EPSs2

SAEPS (2)

=

-Rs/Ex

SAEPS (3)

=

Rs/Ex

SAEPS (4)

=

EPSs2

 

Stress points conform to article Art. 6.2.14 and are the following:

SASGM (1)

=

-Rs

SASGM (2)

=

-Rs

SASGM (3)

=

Rs

SASGM (4)

=

Rs
3.4.30.3.3               Definition of the Trilinear diagram (TSASSD = 3):

Number of diagram points

NPSASSD = 6

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points conform to article Art. 6.2.15 and are the following:

SAEPS (1)

=

-0.015

 

SAEPS (2)

=

-(2*((Rs/Ex) + 0.002) - (Rs/Ex)*0.9)

SAEPS (3)

=

-(Rs/Ex)*0.9

 

SAEPS (4)

=

(Rs/Ex)*0.9

 

SAEPS (5)

=

2*((Rs/Ex) + 0.002) - (Rs/Ex)*0.9

 

SAEPS (6)

=

0.015

 

 

Stress points conform to article Art. 6.2.15 and are the following:

SASGM (1)

=

-1.1*Rs

SASGM (2)

=

-1.1*Rs

SASGM (3)

=

-0.9*Rs

SASGM (4)

=

0.9*Rs

SASGM (5)

=

1.1*Rs

SASGM (6)

=

1.1*Rs

 

3.4.30.4                   Stress-Strain Diagrams for Section Analysis

The different types of stress-strain diagrams available for reinforcement steel, according to SP 52-101 are the following:

TSDSSD= 0

User defined

 

TSDSSD= 1

Bilinear

 

TSDSSD= 2

Trilineal

 

3.4.30.4.1               Definition of the bilinear stress-strain diagram (TSDSSD = 1):

Number of diagram points

NPSDSSD = 4

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points are in accordance with article Art. 2.2.2.7 and are the following:

SDEPS (1)

=

-EPSs2

SDEPS (2)

=

-Rs/Ex

SDEPS (3)

=

Rs/Ex

SDEPS (4)

=

EPSs2

 

The corresponding stress points are the following:

SDSGM (1)

=

-Rs

SDSGM (2)

=

-Rs

SDSGM (3)

=

Rs

SDSGM (4)

=

Rs

 

 

 
3.4.30.4.2               Definition of the trilinear stress-strain diagram (TSDSSD = 2):

Number of diagram points

NPSDSSD = 6

The sign criterion for the definition of points of the stress-strain diagram is as follows:

+Tension, -Compression

Strain points conform to article Art. 6.2.15 and are the following:

SAEPS (1)

=

-0.015

 

SAEPS (2)

=

-(2*((Rs/Ex) + 0.002) - (Rs/Ex)*0.9)

SAEPS (3)

=

-(Rs/Ex)*0.9

 

SAEPS (4)

=

(Rs/Ex)*0.9

 

SAEPS (5)

=

2*((Rs/Ex) + 0.002) - (Rs/Ex)*0.9

 

SAEPS (6)

=

0.015

 

 

Stress points conform to article Art. 6.2.15 and are the following:

SASGM (1)

=

-1.1*Rs

SASGM (2)

=

-1.1*Rs

SASGM (3)

=

-0.9*Rs

SASGM (4)

=

0.9*Rs

SASGM (5)

=

1.1*Rs

SASGM (6)

=

1.1*Rs

 

3.4.31                  ITER Structural Design Code for Buildings

This design code specifies the use of the materials defined in Eurocode 2. Therefore, everytime the ITER design code is selected, the material properties will be those defined in Eurocode 2, 2008 revision.

 

3.5                       FLAC3D Properties

The ~CFMP command defines the material properties that are necessary to carry out an analysis with FLAC3D, both for structural and soil and rock elements. These properties possess the labels and values described hereafter:

3.5.1                      FLAC3D Material Properties for Soil and Rock Elements

3.5.1.1                      Type of Constitutive Model

CMOD

Type of constitutive model

1

Null model

2

Elastic isotropic (default)

3

Elastic orthotropic

4

Elastic transversely isotropic

5

Drucker-Prager

6

Mohr-Coulomb

7

Ubiquitous-joint

8

Strain-hardening/softening

9

Bilinear strain-hard/soft ubiquitous-joint

10

Double-yield

11

Modified Cam-Clay

 

3.5.1.2                      Elastic Isotropic Model Parameters

bu

Elastic bulk modulus, K

K=E/3/(1-2*Un)

sh

Elastic shear modulus, G

G=E/2/(1+Nu)

 

3.5.1.3                      Elastic Orthotropic Model Parameters

dd

Dip direction of plane defined by axes 1'-2'

dip

Dip angle of plane defined by axes 1'-2'

e1

Young's modulus in direction 1'

e2

Young's modulus in direction 2'

e3

Young's modulus in direction 3'

g12

Shear modulus in planes parallel to axes 1'-2'

g13

Shear modulus in planes parallel to axes 1'-3'

g23

Shear modulus in planes parallel to axes 2'-3'

nu12

Poisson’s ratio characterizing lateral contraction in direction 1' when tension is applied in direction 2'

nu13

Poisson’s ratio characterizing lateral contraction in direction 1' when tension is applied in direction 3'

nu23

Poisson’s ratio characterizing lateral contraction in direction 2' when tension is applied in direction 3'

nx

x-component of unit normal to plane defined by axes 1'-2'

ny

y-component of unit normal to plane defined by axes 1'-2'

nz

z-component of unit normal to plane defined by axes 1'-2'

rot

Rotation angle between the 1' axis and the dip-direction vector, positive clockwise defined, starting at the dip-direction vector

 

3.5.1.4                      Elastic Transversely Isotropic Model Parameters

dd

Dip direction of the plane of isotropy

Dip

Dip angle of the plane of isotropy

E1

Young's modulus in the plane of isotropy

E3

Young's modulus normal to the plane of isotropy

G13

Shear modulus for any plane normal to the plane of isotropy

Nu12

Poisson’s ratio characterizing lateral contraction in the plane of isotropy when tension is applied in the plane

Nu13

Poisson’s ratio characterizing lateral contraction in the plane of isotropy when tension is applied normal to the plane

 

3.5.1.5                      Drucker-Prager Model Parameters

Bu

Elastic bulk modulus, K

Ks

Material parameter, phi

Qd

Material parameter, qpsi

Qv

Material parameter, phi

Sh

Elastic shear modulus, G

ten

Tension limit, SIGt

 

3.5.1.6                      Mohr-Coulomb Model Parameters

bu

Elastic bulk modulus, K

C

Cohesion, c

Di

Dilatancy angle, psi

Fric

Internal angle of friction, phi

Sh

Elastic shear modulus, G

ten

Tension limit, SIGt

 

3.5.1.7                      Ubiquitous-Joint Model Parameters

bu

Elastic bulk modulus, K

C

Cohesion of matrix, c

Di

Dilation angle of matrix, psi

Fric

Internal angle of friction, phi

Jc

Joint cohesion, cj

Jdd

Dip direction of weakness plane

Jdil

Joint dilation angle, psij

Jdip

Dip angle of weakness plane

Jf

Joint friction angle, phij

Jnx

x-component of unit normal to weakness plane

Jny

y-component of unit normal to weakness plane

Jnz

z-component of unit normal to weakness plane

Jt

Joint tension limit, SIGtj

Sh

Elastic shear modulus, G

ten

Tension limit of matrix, SIGt

 

3.5.1.8                      Strain-hardening/softening Model Parameters

bu

Elastic bulk modulus, K

C

Cohesion, c

Ct

Number of the table relating cohesion to plastic shear strain

Di

Dilation angle, psi

Dt

Number of table relating dilation angle to plastic shear strain

Fric

Angle of internal friction, phi

Ft

Number of the table relating friction angle to plastic shear strain

Sh

Elastic shear modulus, G

Ten

Tension limit, SIGt

tt

Number of table relating tension limit to plastic tensile strain

 

3.5.1.9                      Bilinear Strain-hard/soft Ubiquitous-Joint Model Parameters

Bij

=0 for joint linear model (default)

=1 for joint bilinear model

Bim

=0 for matrix linear model (default)

=1 for matrix bilinear model

bu

Elastic bulk modulus, K

C2

Number of table relating matrix cohesion c2 to matrix plastic shear strain

Cj

Number of  table relating joint cohesion cj1 to joint plastic shear strain

Cj2

Number of table relating joint cohesion cj2 to joint plastic shear strain

C

Matrix cohesion, c1

Co2

Matrix cohesion, c2

Ct

Number of table relating matrix cohesion c1 to matrix plastic shear strain

D2

Number of table relating matrix dilation psi2 to matrix plastic shear strain

Di2

Matrix dilation angle, psi2

Di

Matrix dilation angle, psi1

Dj

Number of  table relating joint dilation psij1 to joint plastic shear strain

Dj2

Number of table relating joint dilation psij2 to joint plastic shear strain

Dt

Number of table relating matrix dilation angle psi1 to matrix plastic shear strain

F2

Number of table relating matrix friction angle phi2 to matrix plastic shear strain

Fj

Number of table relating joint friction angle phij1 to joint plastic shear strain

Fj2

Number of table relating joint friction angle phij2 to joint plastic shear strain

Fr2

Matrix friction angle, phi2

Fric

Matrix friction angle, phi1

Ft

Number of table relating matrix friction phi1 to matrix plastic shear strain

Jc2

Joint cohesion,cj2

Jc

Joint cohesion,cj1

Jdd

Dip direction of weakness plane

Jdil

Joint dilation angle, psij1

Jdip

Dip angle of weakness plane

Jd2

Joint dilation angle, psij2

Jf

Joint friction angle, phij1

Jf2

Joint friction angle, phij2

Jnx

x-component of unit normal to weakness plane

Jny

y-component of unit normal to weakness plane

Jnz

z-component of unit normal to weakness plane

Jt

Joint tension limit, SIGtj

Sh

Elastic shear modulus, G

Ten

Matrix tension limit, SIGt

Tj

Number of table relating joint tension limit SIGtj to joint plastic tensile strain

Tt

Number of table relating matrix tension limit SIGtj to joint plastic tensile strain

 

3.5.1.10                   Double-yield Model Parameters

Bu

Elastic bulk modulus, K

Cap_p

Current intersection of the volumetric yield surface (cap) with the pressure axis (mean stress), pc

C

Cohesion, c

Cp

Number of table relating cap pressure to plastic volume strain

Ct

Number of table relating cohesion to plastic shear strain

Di

Dilation angle, psi

Dt

Number of table relating dilation angle to plastic shear strain

Ev

Cumulative plastic volumetric strain

F

Angle of internal friction, phi

Ft

Number of table relating friction angle to plastic shear strain

Mu

Multiplier on current plastic cap modulus to provide the elastic bulk and shear moduli, R

S

Maximum elastic shear modulus, G

T

Tension limit, SIGt

tt

Number of table relating tensile limit to plastic tensile strain

 

3.5.1.11                   Modified Cam-Clay Model Parameters

Bulk_b

Maximum elastic bulk modulus, kmax

Cv

Initial specific volume, v0

Ka

Slope of the elastic swelling line, kappa

L

Slope of the normal consolidation line, lambda

Mm

Frictional constant, M

Mpc

Preconsolidation pressure, pc0

Mp1

Reference pressure, p1

Mv_l

Specific volume at reference pressure, p1, on the normal consolidation line, vlambda

P

Poisson's ratio, nu

sh

Elastic shear modulus, G

 

3.5.2                      FLAC3D Material Properties for Structural Elements

3.5.2.1                      Type of Constitutive Model

TSEL

Types of structural elements available

1

BeamSEL (default option)

2

CableSEL

3

PileSEL

4

ShellSEL

5

GeogridSEL

6

LinerSEL

 

3.5.2.2                      BEAM Element Parameters:

density

Mass density, ro

emod

Young’s modulus, E

Nu

Poisson’s ratio, nu

pmoment

Plastic moment capacity, Mp

thexp

Thermal expansion coefficient, alphat

 

3.5.2.3                      CABLE Element Parameters:

density

Mass density, ro

Emod

Young's modulus, E

Gr_coh

Grout cohesive strength (force) per unit of length, cg

Gr_fric

Grout friction angle, phig (º)

Gr_k

Grout stiffness per unit length, kg

Gr_per

Grout exposed perimeter, pg

Slide

Large-strain sliding flag (default: OFF)

Slide_to

Large-strain sliding tolerance

Thexp

Thermal expansion coefficient, alphat

Ycomp

Compressive yield strength (force), Fc

ytens

Tensile yield strength (force), Ft

 

3.5.2.4                      PILE element parameters:

Density

Mass density, ro

Emod

Young’s modulus, E

Nu

Poisson’s ratio, nu

Pmoment

Plastic moment capacity, Mp

Thexp

Thermal expansion coefficient, alphat

Cs_scoh

Shear coupling spring cohesion per unit length, cs

Cs_sfric

Shear coupling spring friction angle, Phis (º)

Cs_sk

Shear coupling spring stiffness per unit length, ks

Cs_ncoh

Normal coupling spring cohesion per unit length, cn

Cs_nfric

Normal coupling spring friction angle, phin (º)

Cs_ngap

Normal coupling spring gap-use flag, g (default: OFF)

Cs_nk

Normal coupling stiffness per unit length, kn

Slide

Large-strain sliding flag (default: OFF)

Slide_to

Large-strain sliding tolerance

 

3.5.2.5                      SHELL Element Parameters:

Tbeh

Type of constitutive behavior

1

Isotropic (default option)

2

Orthotropic

Ele

Finite element type

1

CST

2

CSTH

3

DKT

4

DKT_CST

5

DKT_CSTH

Density

Mass density, ro

Emod

Young's modulus, E (Isotropic)

Nu

Poisson's ratio, nu (Isotropic)

E11

Orthotropic material property, e11

E12

Orthotropic material property, e12

E22

Orthotropic material property, e22

E33

Orthotropic material property, e33

Thexp

Thermal expansion coefficient, alphat

 

3.5.2.6                      GEOG Element Parameters:

Tbeh

Type of constitutive behavior

1

Isotropic (default option)

2

Orthotropic

Ele

Finite element type

1

CST

2

CSTH

3

DKT

4

DKT_CST

5

DKT_CSTH

Density

Mass density, ro

Emod

Young’s modulus, E  (Isotropic)

Un

Poisson’s ratio, un (Isotropic)

E11

Orthotropic material property e11

E12

Orthotropic material property e12

E22

Orthotropic material property e22

E33

Orthotropic material property e33

Thexp

Thermal expansion coefficient, alphat

Cs_scoh

Coupling spring cohesion (stress units), c

Cs_sfric

Coupling spring friction angle, phi (º)

Cs_sk

Coupling spring stiffness per unit area, k

Slide

Large-strain sliding flag (default: OFF)

Slide_to

Large-strain sliding tolerance

 

3.5.2.7                      LINER Element Parameters:

Tbeh

Type of constitutive behavior

1

Isotropic (default option)

2

Orthotropic

Ele

Finite element type

1

CST

2

CSTH

3

DKT

4

DKT_CST

5

DKT_CSTH

Density

Mass density, ro

Emod

Young's modulus, E  (Isotropic)

Nu

Poisson's ratio, nu (Isotropic)

E11

Orthotropic material property e11

E12

Orthotropic material property e12

E22

Orthotropic material property e22

E33

Orthotropic material property e33

Thexp

Thermal expansion coefficient, alphat

Cs_ncut

Normal coupling spring tensile strength (stress units), ft

Cs_nk

Normal coupling spring stiffness per unit area, kn

Cs_scoh

Shear coupling spring cohesion (stress units), c

Cs_scohr

Shear coupling spring residual cohesion (stress units), cr

Cs_sfric

Shear coupling spring friction angle, phi (º)

Cs_sk

Shear coupling spring stiffness per unit area, ks

Slide

Large-strain sliding flag (default: OFF)

Slide_to

Large-strain sliding tolerance

 

3.6                       Active Properties

CivilFEM material properties are time dependent. This dependence is controlled by utilizing a global variable called active time (see ~ACTTIME command). This time is common to all materials and its value is fixed by the user at every moment. CivilFEM active time may or may not coincide with ANSYS time (ANSYS TIME command).

Additionaly, each definition of a CivilFEM material contains the material’s activation time which mandates the time at which the materials start to exist. Once both the active and the activation times are established, those materials whose activation time is not greater than the active time will be active. Those elements whose material is inactive, do not exist to any effect (either in CivilFEM or in ANSYS). The age of each material is calculated for any moment of time using the active time (ActTime) and activation instant values:

MatAge (Imat) = ActTime – TmAct (Imat)

 

MatAge:

Material Age

ActTime:

Active Time

TmAct:

Material’s activation time

Imat:

Material taken into account

 

This MatAge allows the calculation of any material property at any time simply by using an interpolation of the corresponding time dependent vectors. Each property is determined by its own interpolation procedure. When the user modifies the value of ActTime, all the mechanical properties (observed by ANSYS and CivilFEM) of the affected materials and cross-sections will be automatically updated.

 

3.7                       Dependent Material Properties

In order to properly define and modify the material properties, the dependent parameters among them and the modifying priority order should be taken into consideration. The modifying priority order is adopted by the program to the automatically modify related properties.

If two or more related parameters have the same modifying priority order, the user can choose which one is to be modified and the program will update the remaining related parameters automatically. Related data having the same modifying priority order are called coupled data (this condition is represented by a double arrow in the following charts).

In the following tables, all of the material properties subjected to modifications as well as the order of priority among them are listed. The column on the left contains those material properties with a higher hierarchy (order of priority). When the user modifies these values, all of their dependent parameters (those being on the right column of the tables) will be modified and recalculated automatically by the program. It can be easily seen that parameters' dependence is nested. Therefore, a specific material property may have a higher hierarchy with regards to some parameters and a lower one regarding others.

Tables are divided according to property type: external data, general properties (concerning all materials), specific material properties (steel, concrete, reinforcement steel and prestressing steel) and code properties (properties depending on active code and material).

 

3.7.1                      External Data

ActTime

®

MatAge

3.7.2                      General Properties

TAct

®

MatAge

Ex

®

®

Gxy

If material is reinforcement steel ® Structural and section stress-strain diagrams change.

NUxy

®

Gxy

RHO

«

GAM (coupled data)

RHO

®

Ec (If ACI-318 code is active)

VCos

«

Mcos  «  Wcos (coupled data)

 

3.7.3                      Structural Steel Specific Properties

ExLn

®

®

Ex

Stress-strain diagrams (structural and sections)

Nthk

®

®

®

®

®

®

®

®

®

Thik

fy of Eurocode 3

fu of Eurocode 3

SIGe of EA code

SIGu of EA code

fy of LRFD

fu of LRFD

Ys of BS5950 (1985)

Us of BS5950 (1985)

Thik

®

Stress-strain diagrams (structural and sections)

TSASSD

®

Structural Stress-strain diagrams

TSDSSD

®

Sections Stress-strain diagrams

PLRAT

®

Stress-strain diagrams (structural and sections)

3.7.4                      Concrete Specific Properties

Concrete Specific Properties

Age_New(1)

 

®

®

®

®

®

®

BETcc of Eurocode 2

fc_t of ACI

BETcc of model code CEB

BETc of EHE

BETt of EHE

BETcc of BS8110

MatAge

®

ExLn

TpEx

®

ExLn

ExLn

®

Ex

(1)  Age_Del and Age_Mov are similar to this parameter, that is to say, they are related to the same data and having equal hierarchy order.

3.7.5                      Soil Specific Properties

TpEx

®

ExCal

ExCal

®

Ex

TpNuxy

®

NuxyCal

NuxyCal

®

Nuxy

TpRHO

®

RHOCal

RHOCal

®

RHO

ExSt

®

ExCal

NuxySt

®

NuxyCal

ExD

®

ExCal

NuxyD

®

NuxyCal

GAMd

®

®

®

®

®

GAMs

GAMsat

GAMap

RHOd

SW

GAMs

®

RHOs

GAMsat

®

®

GAMsub

RHOsat

GAMsub

®

RHOsub

GAMap

®

RHOap

GAMw

®

®

SW

GAMsat

RHOsub

®

RHOcal

RHOap

®

RHOcal

N

®

®

®

®

E

GAMs

GAMsat

SW

W

®

®

GAMap

SW

D10

®

®

CCurv

CUnif

D60

®

®

CCurv

CUnif

wl

®

Ip

wp

®

Ip

3.7.6                      Rock Specific Properties

 

TpEx

®

ExCal

ExCal

®

Ex

TpNuxy

®

NuxyCal

NuxyCal

®

Nuxy

TpRHO

®

RHOCal

RHOCal

®

RHO

ExSt

®

ExCal

NuxySt

®

NuxyCal

ExD

®

ExCal

NuxyD

®

NuxyCal

GAMd

®

®

®

®

®

GAMs

GAMsat

GAMap

RHOd

SW

GAMs

®

RHOs

GAMsat

®

®

GAMsub

RHOsat

GAMsub

®

RHOsub

GAMap

®

RHOap

GAMw

®

®

SW

GAMsat

RHOsub

®

RHOcal

RHOap

®

RHOcal

N

®

®

®

®

E

GAMs

GAMsat

SW

W

®

®

GAMap

SW

GSI

®

®

HB_n

HB_m

HB_s

HB_m0

®

HB_m

HB_s0

®

HB_s0

3.7.7                      Specific Code Properties

 

3.7.7.1                      Specific Code Properties (Eurocode 3)

fy

®

Stress-strain diagrams (structural and sections)

GAMM0

®

Stress-strain diagrams for section analysis

 

3.7.7.2                      Specific Code Properties (EA)

GAMa

®

®

SIGu

Stress-strain diagrams for section analysis

SIGe

®

®

SIGu

Stress-strain diagrams (structural and sections)

 

3.7.7.3                      Specific Code Properties (AISC-LRFD)

Fy

®

Stress-strain diagrams (structural and sections)

 

3.7.7.4                      Specific Code Properties (BS5950-1985 & 2001)

Ys

®

®

®

ROy

Ke

Stress-strain diagrams for structural analysis

Us

®

®

®

ROy

Ke

Stress-strain diagrams for section analysis

 

3.7.7.5                      Specific Code Properties (Eurocode 2 – Concrete)

Cetp

®

s

GAMc

®

®

®

fcd

fcd_t

Ecd

fck

®

®

®

fcm

fcd

fctm

fcm

®

fcm_t

fctm

®

®

fctk_005

fctk_095

s

®

BETcc

BETcc

®

fcm_t

fcm_t

®

®

fck_t

Stress-strain diagrams for structural analysis

fck_t

®

®

fcd_t

Ecm

fcd_t

®

Stress-strain diagrams

Ecm

®

®

®

®

ExLn (si TpEx = 3)

Ec

Ecd

Stress-strain diagrams (SA:1)

Ec

®

ExLn (si TpEx = 1)

Ecd

®

ExLn (si TpEx = 4)

EPSc1

®

Stress-strain diagrams

EPScu

®

Stress-strain diagrams

ALP

®

Stress-strain diagrams

TSASSD

®

Stress-strain diagrams

TSDSSD

®

Stress-strain diagrams

 

3.7.7.6                      Specific Code Properties (Eurocode 2 – Reinforcing Steel)

GAMs

®

®

fyd

Stress-strain diagrams

fyk

®

®

®

fyd

Duct

Stress-strain diagrams

fyd

®

Stress-strain diagrams

ftk

®

®

Duct

Stress-strain diagrams

EPSuk

®

®

Duct

Stress-strain diagrams

 

3.7.7.7                      Specific Code Properties (Eurocode 2 – Prestressing Steel)

GAMs

®

Stress-strain diagrams

fpk

®

Stress-strain diagrams

fp01k

®

Stress-strain diagrams

EPSuk

®

Stress-strain diagrams

 

3.7.7.8                      Specific Code Properties (ACI – Concrete)

Cutp

®

a

BET

Cetp

®

®

a

BET

fc

®

®

fc_t

BET1

a

®

fc_t

BET

®

fc_t

fc_t

®

®

®

®

fr

Ec

EPS0

Stress-strain diagrams

Ec

®

®

ExLn (si TpEx = 1)

EPS0

EPS0

®

Stress-strain diagrams

 

3.7.7.9                      Specific Code Properties (ACI – Reinforcing Steel)

fy

®

Stress-strain diagrams

 

3.7.7.10                   Specific Code Properties (ACI – Pretressing Steel)

fpu

®

fpy

fpy

®

Stress-strain diagrams

StTp

®

fpy

Rlcf1

 

3.7.7.11                   Specific Code Properties (CEB-FIP – Concrete)

Cetp

®

s

GAMc

®

®

fcd

fcd_t

fck

®

®

®

®

®

®

®

fcd

fcm

fctk_min

fctk_max

fctm

EPScuB

EPScuU

fcm

®

®

®

®

fcm_t

k

Eci

Ec1

fctm

®

k

s

®

BETcc

BETcc

®

®

®

fcm_t

Eci

Ec1

fcm_t

®

®

fck_t

Stress-strain diagrams

fck_t

®

®

®

fcd_t

fcd1

fcd2

fcd_t

®

®

®

fcd1

fcd2

Stress-strain diagrams

fcd2

®

Stress-strain diagrams

Eci

®

®

®

®

ExLn (si TpEx = 1)

Ec

EPSc_lim

Stress-strain diagrams

Ec

®

ExLn (si TpEx = 5)

Ec1

®

®

®

ExLn (si TpEx = 3)

EPSc_lim

Stress-strain diagrams

EPSc1

®

®

Ec1

Stress-strain diagrams

EPSc_lim

®

Stress-strain diagrams

EPScuB

®

®

EPSmin

Stress-strain diagrams

EPScuC 

®

EPSmin

EPScuU

®

EPSint

TSDSSD

®

®

EPSmin

EPSint

 

3.7.7.12                   Specific Code Properties (CEB-FIP – Reinforcing Steel)

 

Specific Code Properties (CEB-FIP – Reinforcing Steel)

GAMs

®

fyd

fyk

®

®

®

fyd

Duct

Stress-strain diagrams

fyd

®

Stress-strain diagrams

ftk

®

Duct

EPSuk

®

®

Duct

Stress-strain diagrams

 

3.7.7.13                   Specific Code Properties (EHE – Concrete)

Cetp

®

k

GAMc

®

®

fcd

fcd_j

fck

®

®

®

®

®

®

fcm

fcd

fctm

fctk_005

fctk_095

fck_j

fcm

®

®

®

Eci

E0_j

Ej

fctm

®

fctm_j

Eci

®

®

®

ExLn (si TpEx = 1)

EPSclim

Stress-strain diagrams

k

®

BETc

BETc

®

®

®

fck_j

E0_j

Ej

fck_j

®

®

fcm_j

fcd_j

BETt

®

fctm_j

fcm_j

®

®

EPSclim

Stress-strain diagrams

fcd_j

®

Stress-strain diagrams

E0_j

®

ExLn (si TpEx = 2)

Ej

®

ExLn (si TpEx = 3)

EPSc1

®

®

EPSclim

Stress-strain diagrams

EPSclim

®

Stress-strain diagrams

 

3.7.7.14                   Specific Code Properties (EHE – Reinforcing Steel)

GAMs

®

fyd

fyk

®

®

®

fyd

fmax

Stress-strain diagrams

fyd 

®

®

fycd

Stress-strain diagrams

fmax

®

Stress-strain diagrams

EPSmax  

®

Stress-strain diagrams

 

3.7.7.15                   Specific Code Properties (EHE – Prestressing Steel)

GAMs

®

fpd

fpk

®

®

fpd

Stress-strain diagrams

fpd 

®

Stress-strain diagrams

fmax

®

Stress-strain diagrams

 

3.7.7.16                   Specific Code Properties (BS8110 – Concrete)

Cetp

®

s

GAMc

®

Stress-strain diagrams

fcu

®

®

®

fcu_t

Ec28

Ec_t

EPSc1

®

Stress-strain diagrams

EPScu

®

Stress-strain diagrams

s

®

BETcc

BETcc

®

fcu_t

fcu_t

®

Ec_t

Ko

®

Ec28

Ec28

®

Ec_t

Ec_t

®

ExLn (if TpEx = 1)

 

3.7.7.17                   Specific Code Properties (BS8110 – Reinforcing Steel)

GAMs

®

Stress-strain diagrams

fy

®

Stress-strain diagrams

 

3.7.7.18                   Specific Code Properties (GB50010 – Concrete)

Cetp

®

s

GAMc

®

fc

ft

fc_t

fcuk

®

®

®

®

®

®

®

®

®

®

Ec_t(NAge)

ALPc1

ALPc2

fck

fck_t(NAge)

ftk

n

EPS0

EPScu

Delta

ALPc1

®

fck

ALPc2

®

fck

Delta

®

ftk

fck

®

®

fck_t(NAge)

fc

ftk

®

ft

s

®

BETcc(Nage)

BETcc (Nage)

®

®

fcu_t(NAge)

Ec_t(NAge)

fck_t (Nage)

®

®

fc_t(NAge)

Stress-strain diagrams

fc_t (Nage)

®

Stress-strain diagrams

Ec_t (Nage)

®

ExLn

EPS0 (Nage)

®

®

EPSint

Stress-strain diagrams

EPScu (Nage)

®

®

EPSmin

Stress-strain diagrams

 

3.7.7.19                   Specific Code Properties (GB50010 – Reinforcing Steel)

GAMs

®

fy

Fyk

®

®

fy

Stress-strain diagrams

Fy

®

Stress-strain diagrams

 

3.7.7.20                   Specific Code Properties (NBR6118 – Concrete)

Eci

®

Ecs

GAMc

®

®

fcd

fcd_j

Fck

®

®

®

®

®

®

®

fcm

fcd

fctm

fctk_inf

fctk_sup

fcm_j

fcd_j

Sd

®

®

fcd_j

fcm_j

fck_j

®

®

fcd_j

Eci

Ex

®

Stress-strain diagrams

fcd_j

®

Stress-strain diagrams

 

3.7.7.21                   Specific Code Properties (IS456 – Concrete)

Cetp

®

s

GAMc

®

®

fcd

fcd_t

fck

®

®

®

®

fct

fcd

fck_t

Ec

BETcc

®

fck_t

fck_t

®

®

fcd_t

Ec_t

s

®

BETcc

BETcc

®

fcm_t

fcd_t

®

Stress-strain diagrams

Ec_t

®

TpEx

 

3.7.7.22                   Specific Code Properties (IS456 – Reinforcing Steel)

GAMs

®

®

fyd

Stress-strain diagrams

fyk

®

®

fyd

Stress-strain diagrams

TSASSD

®

®

Stress-strain diagrams

KPLA

TSDSSD

®

Stress-strain diagrams
 

3.7.7.23                   Specific Code Properties (SP 52-101-03 / SP 63.13330.2012– Concrete)

Cetp

®

s

GAMb

®

®

Rb

Rb_t

GAMbt

®

Rbt

Rbtn

®

Rbt

S65_FT 

Rbn

®

®

Rbn_t

Eb

s

®

BETcc

BETcc

®

Rbn_t

Rbn_t

®

®

®

Rb_t

Eb

S65_fc

Rb_t

®

Stress-strain diagrams

Eb

®

TpEx

EPSb0

®

®

Stress-strain diagrams

EPSmin

TSASSD

®

®

Stress-strain diagrams

KPLA

TSDSSD

®

Stress-strain diagrams

 

3.7.7.24                   Specific Code Properties (SP 52-101-03/ SP 63.13330.2012 – Reinforcing Steel)

GAMs

®

Rs

Rsn

®

Rs

Rs

®

®

Stress-strain diagrams

Rsw

EPSs2

®

Stress-strain diagrams

TSASSD

®

®

Stress-strain diagrams

KPLA

TSDSSD

®

Stress-strain diagrams