## Function

- Stress-strain relationships between reinforcing steel and concrete are defined to carry out inelastic time history analysis using Fiber Elements. Each model is unique based on the proponents and specifications.

## Call

From **main menu**, select **[Properties] tab > [Inelastic Properties] group > [Inelastic Material] > [Inelastic Material Properties]**

## Input

Each beam element's cross-section is divided into small fibers, and each fiber cell within the cross-section retains a linear and nonlinear Stress-Strain relationship. The properties of fiber materials are defined.

Define Fiber Material Properties dialog box

### Add

Enter or add a new fiber material property.

### Modify/Show

Modify or check a fiber material property previously defined.

### Delete

Modify or check a fiber material property previously defined.

### Name

Name of a fiber element model to be defined

### Material Type

Steel or concrete for which a hysteresis model will be defined

**Concrete**

**Kent & Park Model**

**Kent & Park Model**

The Modified Kent & Park Concrete model allows for the consideration of confinement effects, such as the lateral confinement of reinforcing bars.

This Kent and Park (1973) concrete model, which was modified by Scott, et al. (1982), can consider the Confinement Effect due to reinforcing and is rated highly because of its clear formation and accurate analysis.

: Concrete compressive strength

: Factor, which accounts for the strength increase due to confinement

: Ratio of the volume of hoop reinforcement to the volume of concrete core measured to outside of stirrups, : Yield strength of stirrup steel

: Strain at compressive Crushing

: Strain at maximum compressive strength

Z : Strain softening slope - coefficient representing the stiffness in the concrete softening zone after compression yielding

( : Width of concrete core measured to outside of stirrups )

(Sh : Center to center spacing of stirrups or hoop sets)

can be obtained by the proposed equation of Scott et al, or another value may be used at user's discretion.

In this model, the tensile strength of concrete is ignored as its influence is minimal throughout the element.

A detailed summary of the hysteresis characteristics of this model can be described as follows:

a. In the compressed state, when unloading occurs, the behavior is assumed to follow a straight line connecting the point where unloading begins and a point on the strain axis. The slope of this line decreases as the degree of compression increases, and the corresponding equation is as follows:

b. Tensile strength is ignored in this model. Therefore, under Complete Unloading or Open Crack, the stress becomes '0'(as shown in the above figure).

c. In the reloading state, the stress is assumed to be zero until reaching εp. Once a compressive strain larger than εp occurs, it is assumed that reloading follows the same straight line as during unloading. In reality, the behavior follows a nonlinear path rather than a straight line during unloading and reloading. However, the influence of such nonlinear behavior is considered to be negligible, and for the sake of efficiency and accuracy in analysis, it is sufficient to assume unloading and reloading to occur along a straight hysteresis loop, as in this model.

There is an alternative approach that uses the stiffness in the softening region, represented by E=K fc Z, beyond the compressive strength. However, since this value is negative, it can reduce the convergence efficiency in the ultimate state. Therefore, it is set to E=1.d-15 in this model.

**Japan Concrete Standard Specification Model**

**Japan Concrete Standard Specification Model**

This model is presented in Seismic Performance Comparison Investigation, P23 of Japanese Concrete Standard Specification. Softening zone after the maximum stress, residual plastic deformation and stiffness reduction effect under the condition of reloading after unloading are reflected.

f_{c}' : Compressive strength of concrete

ε_{peak}' : Strain at maximum compressive strength

The stress-strain relationship of this hysteresis model can be described as follows:

where,

In this model, K represents the residual elastic stiffness ratio, which is used to simulate the phenomenon where the slope during unloading decreases as the compressive strain increases.

For general beam elements, the tensile strength is typically ignored. The behavioral characteristics based on the hysteresis rules can be illustrated as shown in the figure below.

As a reference, when evaluating the ultimate behavior of structures using the concrete model based on the Japanese Concrete Standard Specifications, there is a method of investigating the state based on the residual stiffness reduction factor.

This criterion determines the level of damage to the element by observing that the stiffness reduction factor during unloading decreases as the compressive strain increases. The current MIDAS software program also implements an investigation method based on this criterion.

(refer to Section Damage Check with Fiber Element function)

**Japan Roadway Specification Model**

**Japan Roadway Specification Model**

This model is presented in Commentary V -Seismic Design (Concrete confined by reinforcing steel, p. 161) of Japanese Roadway Specification.

The stress-strain relationship in this model is modified based on the type of seismic motion. It adequately accounts for the effects of seismic motion, confinement from reinforcement, and section geometry.

When Type I is selected When Type II is selected

: Ultimate strain and the strain at maximum compressive strength are the same, and the zone of descending slope (Edes) does not exist. In this model, it is assumed that once the compressive strain reaches the maximum compressive strength, immediate crushing occurs.

: Ultimate strain is calculated by the Specification, and the zone of descending slope (Edes) is retained.

: Young's Modulus of concrete

: Design strength of concrete

: Yield point of confining reinforcing steel

: Sectional modification coefficients

For a circular section, α=1.0, β=1.0

For trapezoidal, hollow circular and hollow trapezoidal section, α=0.2, β=0.4

: Cross-sectional area of a single confining rebar

: Spacing of lateral confinement

: Longer length of a concrete section dimension confined by main stirrups or local stirrups

: Tensile strength of concrete

: Strength of concrete confined by laterally restraining rebars

On the other hand, the volumetric ratio of transverse confinement reinforcement, denoted as Ρs, is required to be less than or equal to 0.018 according to the provided criteria.

The stress-strain relationship of this model is as follows:

where,

During unloading and reloading, it is assumed that the behavior follows the elastic stiffness (as shown in the diagram below).

There is an alternative approach that uses the stiffness in the descending slope of the stress-strain curve after exceeding the compressive strength, represented by E=-Edes. However, since this value is negative and can reduce the convergence efficiency in the ultimate state, it is set to E=1.d-15 in this model.

**Nagoya Highway Corporation Model**

**Nagoya Highway Corporation Model**

This model is presented in Seismic Performance Comparison Investigation p.7 -Structural steel pier partially filled with concrete of Nagoya Highway Corporation.

: Compressive strength of concrete

: Strain at maximum compressive strength

: Coefficient to reflect the increase in compressive strength

: Ultimate compressive strain of concrete

: Strain at maximum tensile strength

: Strain at tensile rupture of concrete

: Ultimate tensile strain of concrete

In this model, as shown in the diagram, it is assumed that the stress remains constant until the compressive strain reaches the ultimate compressive strain, after which crushing occurs when the strain exceeds εcu.

During unloading and reloading, it is assumed to behave elastically. While there are no specific provisions in the design code regarding tensile strength, the model is implemented to allow users to input an appropriate tensile strength based on their judgment (as shown in the diagram below).

There is an alternative approach that uses the stiffness in the descending branch of the stress-strain curve after exceeding the tensile strength. However, since this value is negative and can reduce the convergence efficiency in the ultimate state, it is set to E=1.d-15 in this model.

**Trilinear Concrete Model**

**Trilinear Concrete Model**

Both tensile and compressive zones can be defined in this model. Trilinear hysteresis exists in the compression zone, which can be defined by the stress-strain relationship and the stress-stiffness reduction ratio relationship.

Stress-strain definition method Stress-stiffness degradation definition method

: First compression yielding of concrete

: Second compression yielding of concrete

: Stiffness of concrete after second compression yielding (required for K3 calculation)

: Strain at maximum tensile strength

: Strain at tensile rupture of concrete

: Ultimate tensile strain of concrete

: Strain at first compression yielding of concrete

: Strain at second compression yielding of concrete

: Strain after second compression yielding (required for K3 calculation)

: Strain at third compression yielding of concrete

: Initial stiffness of concrete

: Ratio of stiffness after the first yielding to the initial stiffness

: Ratio of stiffness after the second yielding to the initial stiffness

There is an alternative approach that uses the stiffness in the descending branch of the stress-strain curve after exceeding the tensile strength. However, since this value is negative and can reduce the convergence efficiency in the ultimate state, it is set to E=1.d-15 in order to preserve convergence efficiency.

When ε_c1~ε_c3 are entered in the 'σ - ε' input method, and the 'σ - α' input method is selected, K1, K2/K1, K3/K1 are automatically calculated. Also the reverse calculation is automatically done.

**Mander Model**

**Mander Model**

**Characteristics**

The Mander model, proposed by Mander (1988), is a model for confined concrete by transverse reinforcement. The transverse reinforcement not only provides confinement to the concrete but also prevents buckling of longitudinal reinforcement and shear failure. The confinement effect of the transverse reinforcement significantly increases the strength and ductility of confined concrete.

The Mander model, proposed by Mander (1988), is a model for confined concrete by transverse reinforcement. The transverse reinforcement not only provides confinement to the concrete but also prevents buckling of longitudinal reinforcement and shear failure. The confinement effect of the transverse reinforcement significantly increases the strength and ductility of confined concrete.

The Mander model utilizes the uniaxial stress-strain relationship proposed by Popovic (1973) but incorporates a technique to convert the multi-axial confinement effect into an equivalent uniaxial stress-strain relationship.

**Limitations**

The Mander model can be applied to concrete structures regardless of their cross-sectional shape. However, the automatic calculation of material data and section data supports only circular and rectangular sections. For sections other than circular and rectangular, users can input the required information for automatic strength calculation to obtain the calculated strength.

**Concrete Type**

**Unconfined Concrete** : This is used to define concrete without considering the transverse confinement effect. Factors related to transverse confinement are deactivated.

**Confined Concrete** : This is used to define core concrete confined by transverse reinforcement. It considers the transverse confinement effect.

**Unconfined Concrete Data**

**Section & Confinement Rebar Type** : Section & Confinement Rebar Type: If defined as Confined Concrete, this activates the section and transverse reinforcement configuration. Based on the section shape information, the values of the Confinement Effective Coefficient (Ke) or effective transverse confinement stress (fl, flx, fly) can be automatically calculated or directly inputted.

: Enter the compressive strength of unconfined concrete. If you wish to input it directly, select the checkbox.

: Enter the strain corresponding to the compressive strength of unconfined concrete, fco'. If you wish to input it directly, select the checkbox.

: Enter the elastic modulus of concrete. In the Mander model, it is internally calculated, but you can provide a user input if desired.

: Enter the tensile strength of concrete. You can either provide a user input or choose to neglect the tensile strength.

: It is automatically calculated based on the tensile strength.

**Section Data** : You enter the dimensions of the confined section and the spacing of the transverse confinement reinforcement.

**Rebar Data** : You provide the necessary information for the area of the main reinforcing bars and transverse confinement reinforcement.

**Confinement Effective Coefficient, Ke** : The effective confinement coefficient of the selected concrete, considering the section shape, quantity of longitudinal reinforcement, quantity of confinement reinforcement, and arrangement, is determined.

**The Effective Lateral Confining Stress on the Concrete**

**flx** : Effective confining stress in the x-direction.

**fly** : Effective confining stress in the y-direction.

**fl** : Effective confining stress transferred from multi-axis to single-axis.

**Confined Concrete Strength & Strain** : Compressive concrete strength and strain considering confinement effect. Type your drop-down text here.

**Steel**

**Menegotto-Pinto Model**

**Menegotto-Pinto Model**

The Menegotto and Pinto Steel Model, modified by Filippou and others, is known for its high interpretational efficiency and accuracy in predicting experimental behavior.

: Yield strength of reinforcing steel

: Modulus of elasticity

: The ratio of post-yield stiffness to initial stiffness of the reinforcing steel

: The constant that defines the stress-strain curve behavior of the reinforcing steel after yielding

The detailed description of the stress-strain history model in this model is as follows:

,

In this model, the stress-strain behavior during the post-yield regime is implemented by defining a curved shape when transitioning between the elastic and post-yield regions.

Here, σ' and ε' are normalized values, and they are calculated using the following equations:

In this model, two asymptotic lines are defined as shown in the diagram. One is a straight line with the slope representing the elastic stiffness, and the other is a straight line representing the post-yield stiffness. The intersection point of these two lines is denoted as (ε0, σ0). (εr, σr) represents the position of the last unloading event, and these values are continuously updated during unloading and reloading, affecting the transition curve's linearity.

The parameter R plays a role in shaping the transition curve and reflects the Bauschinger effect. To determine the value of R, the following equation is proposed.

The coefficients a1, a2, and R0 are determined from experimental results of the stress-strain history. In MIDAS, default values of 18.5, 0.15, and 20, respectively, are used, which are based on the original reference (Menegotto and Pinto, 1973).

ξ represents the distance on the normalized strain axis between the two asymptotic lines and the unloading position. It is a value that is updated each time unloading occurs.

**Bilinear Model**

**Bilinear Model**

This model represents a general symmetric Bilinear model for reinforcing steel.

: Yield strength of reinforcing steel

: Initial stiffness of reinforcing steel

: Ratio of stiffness after yielding to the initial stiffness

As shown in the figure below, the model behaves elastically when it is unloaded and reloaded after yielding.

**Unsymmetric Bilinear Steel Model**

**Unsymmetric Bilinear Steel Model**

This model has been derived from the general bilinear steel model. Stiffness after compressive and tensile yielding can be freely defined. Buckling and rupturing of reinforcing steel can be considered.

: Tensile yield strength

: Compressive yield strength

: Strain at compression buckling of reinforcing steel

: Strain at rupturing of reinforcing steel after yielding

: Initial stiffness of reinforcing steel

: Stiffness of reinforcing steel after tensile yielding

: When tension becomes unloaded and reloaded in the compression zone, the E3 line limits the stiffness under compression loading.

: Stiffness of reinforcing steel after compressive yielding (By specifying a negative value, it is possible to consider a negative gradient or a descending behavior.)

: Stiffness of buckled reinforcing steel after compressive yielding

This Model can describe compressive yielding, tensile yielding, tension rupture, compression buckling, etc of reinforcing steel. The figure below shows the possible hysteresis states.

Each state is explained as follows:

Since tension behavior is the major cause of hysteresis in steel, the loading direction basically follows tension. During unloading, the loading direction changes from tension to compression, and vice-versa during reloading.

State 1 : It represents the elastic behavior, and the slope is E1.

1 → 2 = It refers to the transition to the yielding state, behaving with the slope of E2 during tensile yielding and the slope of E4 during compressive yielding.

State 2 : It represents the state after the yielding starts, and the slope is E2.

2 → 4 = It refers to the state of unloading or reloading after yielding.

2 → 8 = Tension is sustained after yielding, and thereafter, tension rupture is caused. The stress is always '0' after the rupture.

State 3 : Unload continuously and as a result the compression zone yields. The slope is E2. E3 should be input such that the point intersecting the line E3 and strain axis is greater than .

3 → 4 = It refers to the state where reloading occurs after yielding, and it behaves with the slope of E1.

3 → 5 = As unloading continues, the compression strain exceeds and compression buckling starts. The slope is E5.

State 4 : Unloading and reloading with slope E1 (elastic stiffness)

4 → 2 = As reloading continues, the state changes to tensile yielding state. Or as unloading continues, the state changes to compressive yielding state.

4 → 3 = As unloading continues, compressive yielding occurs. It can be assumed that compressive yielding occurs at the intersection with line E3.

4 → 5 = As unloading continues, compression buckling starts.

State 5 : When compression strain exceeds buckling strain, buckling of reinforcing steel takes place. The slope is E5.

5 → 4 = Reloading continues during compression buckling.

5 → 7 = As compression is sustained, the reinforcing steel undergoes complete compression buckling. The stress becomes '0' at compression during and after State 7.

State 6 : Reload after compression buckling. Reloading will progress towards before tensile yielding occurs. Reloading will progress towards the maximum point in the tension zone after tensile yielding occurs.

6 → 2 = As reloading continues, tensile yielding takes place.

6 →-1 = Unload while reloading.

State 7 : Once complete compression buckling occurs, further compressive stresses cannot be generated. Although compressive stress becomes '0' it can still resist tension.

7 → 6 = Reloading occurs and progresses towards the maximum tension point.

State 8 : Once tension rupture occurs, further tensile stresses cannot be generated, and neither will compressive stresses be generated.

State -1: Unload while reloading after compression buckling (State 6). The slope is E1 (elastic stiffness).

-1 → 6 : Reloading progresses towards the maximum tension point.

-1 → 7 : Unloading and the subsequent transition to complete compression buckling.

As stated above, this model considers the various states and transitions. If the user is familiar with this model and applies the experimental parameters properly, it can be a very efficient tool. However, the user must use caution when using this model for limit states, such as tension rupture and compression buckling, as the resistance becomes '0'.

**Trilinear Steel Model**

**Trilinear Steel Model**

This model represents a Trilinear model of three slopes. The hysteresis can be defined by the stress-strain relationship and the stress-stiffness reduction ratio relationship.

When unloading and reloading, the model behaves elastically.

Stress-strain definition method Stress-stiffness reduction rate definition method

: First yield strength in tension

: Second yield strength in tension

: Stiffness after second tensile yielding (required for K3 calculation)

: First yield strength in compression

: Second yield strength in compression

: Stiffness after second compressive yielding (required for K5 calculation)

: Strain at first yielding in tension

: Strain at second yielding in tension

: Strain after second tensile yielding (required for K3 calculation)

: Strain at first yielding in compression

: Strain at second yielding in compression

: Strain after second compressive yielding (required for K5 calculation)

: Initial stiffness of reinforcing steel

: Ratio of stiffness after first tensile yielding to the initial stiffness

: Ratio of stiffness after second tensile yielding to the initial stiffness

: Ratio of stiffness after first compressive yielding to the initial stiffness

: Ratio of stiffness after second compressive yielding to the initial stiffness

When ε1y~ε'3y are entered in the 'σ - ε' input method, and the 'σ - α' input method is selected, K1, K2/K1, K3/K1, etc. are automatically calculated. Also the reverse calculation is automatically done.

**Park Steel Model**

**Park Steel Model**

This model, proposed based on the experiments conducted by Kent & Park (1973) on cyclically loaded mild steel, can accurately simulate the elastic range, yield range, and strain hardening range of the steel. It incorporates the Bauschinger effect using the Ramberg-Osgood equation and shows a high level of agreement with experimental results.

: Yield strength

: Ultimate strength

: Elastic Modulus

: Elastic strain (at yield)

: Strain at onset of hardening

: Strain at failure

**Case1** : Behavior under loading

Behavior under loading is classified as follows. Thomson & Park's equation is applied in the relationship of stress and strain.

Stress-Strain curve for steel with loading of the same sign

: Steel strain

: Steel stress

: Yield stress

: Ultimate stress

: Modulus of elasticity

: Elastic strain at yielding

: Strain at the beginning of strain-hardening

: Ultimate strain at failure

**Case 2** : Behavior under unloading and re-loading

Behavior under cyclic loading is defined by the Ramberg-Osgood relationship and stress is computed with repetitive calculations of Newton's method.

Stress-Strain curves for steel with reversed loading

: Stress of Ramberg-Osgood function

: Plastic strain of previous loading step (0 < εip < 0.7097)

: Ramberg-Osgood Parameter

: Loading Run Number (Where, n=1 in compression, n=2 in tension)

: (Where, n=1 in compression, n=2 in tension)

### Hysteresis Model

There are a total of nine available hysteresis models for use in the Fiber Element, including four for reinforcing steel and five for concrete.

### Skeleton Curve

You can refer to the hysteresis loops for each model to input the characteristic values of the backbone curve for the material's behavioral history.