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Uniaxial Materials

7 min read • 1,462 words

This example introduces the uniaxial material library in OpenSees.

On this page
Plasticity   Bouc Wen   Reinforcing Steel   Concrete   Composing Materials   Parallel Composition   Series Composition   Brittle Fracture   Trilinear Response   Slipping  
Jupyter
  • UniaxialMaterials.ipynb

A uniaxial material describes the relationship between strain (or deformation) and stress (or force) in one dimension.They are often used to simulate the behavior of truss elements where forces and deformations act along a single axis.These materials also model fibers in fiber sections by capturing the axial stress-strain relationship of each fiber.In addition, uniaxial materials can represent moment-rotation behavior for concentrated plasticity hinges at discrete sections in structural elements, providing a straightforward yet powerful way to capture nonlinear effects.Despite their versatility, uniaxial materials have limitations in accurately representing multi-axial or coupled responses. They do not inherently model effects like buckling or shear interaction and may require supplemental formulations or more advanced modeling approaches to capture these complexities.We can interact with a uniaxial material using the getStress method. This method takes the following arguments:

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getStress(strain: float = None, commit: bool =False) -> float

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from xara.invoke import invoke_uniaxial
  
import matplotlib.pyplot as plt
try:
    # Try loading a plotting style that may not be installed
    plt.style.use("veux-web")
except:
    pass

Plasticity  

Before beginning, we’ll import some constants from the opensees.units submodules that will help us keep track of units. 
  
from opensees.units.english import ksi, psi

Now we’ll define some properties that are representative of structural steel. Fy is the yield stress, and Es the initial Young’s modulus.

  
Fy  = 66.8*ksi             # steel yield stress
Es  = 29000.*ksi           # modulus of steel

Next we’ll create and plot a simple strain history. Here we use

numpy 

    <svg class="svg-inline--fa fas fa-up-right-from-square fa-2xs" fill="currentColor" aria-hidden="true" role="img" viewBox="0 0 512 512"><use href="#fas-up-right-from-square"></use></svg></a> for basic array processing and [<code>matplotlib</code>] for plotting.

  
from numpy import sin, linspace, pi, sqrt
strain = 0.005*sin(linspace(0, 2.0*pi, 100))

fix, ax = plt.subplots()
ax.plot(strain)
ax.set_ylabel(r"Strain, $\varepsilon$")
ax.set_xlabel(r"Time, $t$");

Now we are ready to bring in the opensees library. We initialize an empty list stress, then create the material, and loop over the strains we just created to collect the stresses.

  
from opensees import uniaxial

stress = []
elastic_pp_material = uniaxial.ElasticPP(Es, Fy/Es)

with elastic_pp_material.handle() as mat:

    for e in strain:
        stress.append(mat.getStress(e, commit=True)/Fy)

Now we’ll plot the stress response we’ve just collected as a function of strain. For this we’ll first create a figure with axes using the

subplots 

    <svg class="svg-inline--fa fas fa-up-right-from-square fa-2xs" fill="currentColor" aria-hidden="true" role="img" viewBox="0 0 512 512"><use href="#fas-up-right-from-square"></use></svg></a> function from <code>matplotlib</code>, then we&rsquo;ll use the <code>.plot()</code> method of the axes to add our data.

  
# create a plotting figure
fig, ax = plt.subplots()    
ax.axhline(0, color='lightgrey', linestyle='-', linewidth=1)
ax.axvline(0, color='lightgrey', linestyle='-', linewidth=1)
ax.plot(strain/(Fy/Es), stress)

# Draw a horizontal line at the yield stress Fy
ax.axhline(y=1, color='gray', linestyle='--')
ax.text(-1, 1, r"$F_y$", color='r', va='center', ha='right', bbox=dict(facecolor='white', edgecolor='none', pad=2.0))
ax.set_xlabel(r"$\varepsilon/\varepsilon_y$")
ax.set_ylabel(r"$\sigma/F_y$");

Bouc Wen   

  
Bs  = 0.1                 # strain-hardening ratio


strain = 3*sin(linspace(0, 2.0*pi, 300))*linspace(0.8, 1.1, 300)**2

fig, ax = plt.subplots()
n = 10

with invoke_uniaxial("BWBF", Es, Fy, Bs, n, beta=0.5) as m:
    stress = [m.getStress(e*Fy/Es, commit=True)/Fy for e in strain]
    ax.plot(strain, stress, "-", label=r"$\beta = 0.5$")

with invoke_uniaxial("BWBF", Es, Fy, Bs, n, beta=1.0) as m:
    stress = [m.getStress(e*Fy/Es, commit=True)/Fy for e in strain]
    ax.plot(strain, stress, "-.", label=r"$\beta = 1.0$")

with invoke_uniaxial("BWBF", Es, Fy, Bs, n, beta=0.2) as m:
    stress = [m.getStress(e*Fy/Es, commit=True)/Fy for e in strain]
    ax.plot(strain, stress, ":", label=r"$\beta = 0.1$")

    # m._interpreter.eval("print -json")

ax.set_xlabel(r"$\varepsilon/\varepsilon_y$")
ax.set_ylabel(r"$\sigma/\sigma_y$")
# fig.savefig("img/steel.png")
fig.legend();

  
fig, ax = plt.subplots()

with invoke_uniaxial("BWBF", Es, Fy, Bs, n, beta=0.5) as m:
    tangent = []
    for e in strain:
        m.getStress(e*Fy/Es, commit=True)
        E = m.getTangent()
        tangent.append(E/Es)

    ax.plot(tangent, "-", label=r"$\beta = 0.1$")

with invoke_uniaxial("BWBF", Es, Fy, Bs, n, beta=0.2) as m:
    tangent = []
    for e in strain:
        m.getStress(e*Fy/Es, commit=True)
        E = m.getTangent()
        tangent.append(E/Es)

    ax.plot(tangent, "-", label=r"$\beta = 0.2$")


with invoke_uniaxial("BWBF", Es, Fy, Bs, n, beta=0.8) as m:
    tangent = []
    for e in strain:
        m.getStress(e*Fy/Es, commit=True)
        E = m.getTangent()
        tangent.append(E/Es)

    ax.plot(tangent, "-", label=r"$\beta = 0.8$")

fig.legend()

Reinforcing Steel  

While a perfectly plastic model is simple and convenient, it fails to capture several important aspects of real steel behavior. To address this, reinforcing steel models often account for:
  • Hardening
  • Bauschinger effect
  • Low-cycle fatigue
  • Buckling
The most commonly used reinforcing steel model is

Steel02 

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Bs  = 0.005                # strain-hardening ratio 
R0  = 18                   # control the transition from elastic to plastic branches
cR1 = 0.925                # "
cR2 = 0.15                 # "
  
strain = 0.02*sin(linspace(0, 5.5*pi, 300))*linspace(0.5, 1, 300)**2

Bs = 0.01
fig, ax = plt.subplots()
ax.axhline(0, color='lightgrey', linestyle='-', linewidth=1)
ax.axvline(0, color='lightgrey', linestyle='-', linewidth=1)

with uniaxial.Steel02(Fy, Es, Bs, R0).handle() as steel:
    ax.plot(strain/(Fy/Es), [steel.getStress(e, commit=True)/Fy for e in strain], label="Steel02")


# with uniaxial.RambergOsgoodSteel(Fy, Es, 0.002, R0).handle() as steel:
#     ax.plot(strain, [steel.getStress(e, commit=True) for e in strain], label="RambergOsgoodSteel")


esh, esu = 10*Fy/Es, 20*Fy/Es
eshi = (esu + 5*esh)/5
with uniaxial.DoddRestrepo(Fy, 1.2*Fy, esh, esu, Es, eshi, 1.1*Fy).handle() as steel:
    ax.plot(strain/(Fy/Es), [steel.getStress(e, commit=True)/Fy for e in strain], ":", label="DoddRestrepo")


ax.set_xlabel(r"$\varepsilon/\varepsilon_y$")
ax.set_ylabel(r"$\sigma/\sigma_y$")
fig.legend();
fig.savefig("img/steel.png")

Concrete   

  
# nominal concrete compressive strength
fc = -8.5*ksi              # Concrete compressive strength ksi   (+Tension -Compression)
Ec = 57*ksi*sqrt(-fc/psi)  # Concrete Elastic Modulus

# unconfined concrete
fc1U = fc                  # unconfined concrete maximum stress (Todeschini parabola) 
eps1U = -0.003             # strain at maximum strength of unconfined concrete
fc2U = 0.2*fc1U            # ultimate stress
eps2U = -0.01              # strain at ultimate stress
_lambda = 0.1              # ratio between unloading slope at eps2 and initial slope Ec

# tensile-strength properties
ftU = -0.14*fc1U           # tensile strength +tension
Ets = ftU/0.002            # tension softening stiffness
  
strain  = -2*eps1U*sin(linspace(0, 2*pi, 500))
fig, ax = plt.subplots()
ax.plot(strain/eps1U)
ax.set_xlabel(r"$\tau$")
ax.set_ylabel(r"$\varepsilon/\varepsilon_c$")
ax.set_title("Strain history");

fig, ax = plt.subplots()

with uniaxial.Concrete02(fc1U, eps1U, fc2U, eps2U, _lambda, ftU, Ets).handle() as c:
    ax.plot(-strain/eps1U, [-c.getStress(e, commit=True)/fc for e in strain], label="Concrete02")
    
with uniaxial.Concrete02IS(Ec, fc1U, eps1U, fc2U, eps2U, [_lambda, ftU, Ets]).handle() as conc:
    ax.plot(-strain/eps1U, [-conc.getStress(e, commit=True)/fc for e in strain], label="Concrete02IS")

with uniaxial.Concrete04(fc1U, eps1U, eps2U, 4e3*ksi, [ftU, ftU/Ets]).handle() as conc:
    ax.plot(-strain/eps1U, [-conc.getStress(e, commit=True)/fc for e in strain], label="Concrete04")

with uniaxial.ConcreteCM(fc1U, eps1U, 4500*ksi, 7, 1.035, 0.30, 0.00008, 1.2, 10000).handle() as conc:
    ax.plot(-strain/eps1U, [-conc.getStress(e, commit=True)/fc for e in strain], label="ConcreteCM")

ax.legend()
ax.set_xlabel(r"$\varepsilon/\varepsilon_c$")
ax.set_ylabel(r"$\sigma/f'_c$");
  
strain = 0.02*sin(linspace(0, 5.5*pi, 300))*linspace(0.5, 1, 300)**2
  
fig, ax = plt.subplots()
ax.plot(strain)
ax.set_xlabel(r"$\tau$")
ax.set_ylabel(r"$\varepsilon$")
ax.set_title("Strain history");

Composing Materials  

Composing springs in structural analysis involves treating each spring as a simple force-displacement relationship, then combining them mathematically so the system reproduces the desired overall stiffness.

Parallel Composition  

Composing springs in parallel involves summing their stiffness values. The equivalent stiffness 
    <span class="katex"><math xmlns="http://www.w3.org/1998/Math/MathML"><semantics><mrow><msub><mi>k</mi><mtext>parallel</mtext></msub></mrow><annotation encoding="application/x-tex"> k_{\text{parallel}} </annotation></semantics></math></span>

is given by:[k_{\text{parallel}} = k_1 + k_2]Spring 1Spring 2

Structural elements that might exhibit a flag-like response include certain types of bracing systems, energy dissipating devices, and connections in steel structures. These elements typically show a combination of elastic and plastic behavior with a distinct yield point, followed by a plateau and then strain hardening. This type of response is often seen in systems designed to absorb and dissipate energy during events like earthquakes, providing both stiffness and ductility.This flag-like response can be simulated using two bilinear springs in parallel. By combining two springs with different stiffness and yield strengths, we can create a composite model that captures the initial stiffness, yielding, and post-yield behavior of the structural element. This approach allows for a more accurate representation of the complex behavior of materials and connections under cyclic loading conditions.

  
mat_a = uniaxial.Hardening(15e3, fy=15., H_iso=0., H_kin=5e1, name=1)
mat_b = uniaxial.ElasticBilin(45e3, 1e2, 15/15e3, name=2)
  
fig, ax = plt.subplots(1,2, sharey=True, constrained_layout=True)

with mat_a.handle() as m:
    ax[0].plot(strain, [m.getStress(e, commit=True) for e in strain])

with mat_b.handle() as m:
    ax[0].plot(strain, [m.getStress(e, commit=True) for e in strain])


# with mat_a as m:
#     ax[0].plot(strain, [m.getStress(e, commit=True) for e in strain])
with uniaxial.Parallel([mat_a, mat_b], name=3).handle() as m:
    ax[1].plot(strain, [m.getStress(e, commit=True) for e in strain])


ax[0].set_title("Component Models")
ax[1].set_title("Composite Model")
for a in ax:
    a.set_xlabel(r"$\varepsilon$");
    a.set_ylabel(r"$\sigma$");

Series Composition  

Composing springs in series involves summing their deflections. The equivalent stiffness 
    <span class="katex"><math xmlns="http://www.w3.org/1998/Math/MathML"><semantics><mrow><msub><mi>k</mi><mtext>series</mtext></msub></mrow><annotation encoding="application/x-tex"> k_{\text{series}} </annotation></semantics></math></span>
1kseries=1k1+1k2\frac{1}{k_{\text{series}}} = \frac{1}{k_1} + \frac{1}{k_2}

Spring 1Spring 2 To combine two springs in series:$$k_{\text{series}} = \frac{1}{\left(\frac{1}{k_1} + \frac{1}{k_2}\right)}$$

Brittle Fracture  

Trilinear Response   

  
mat_a = uniaxial.Hardening(40e3, fy=40., H_iso=0., H_kin=5e3, name=1)
mat_b = uniaxial.Hardening(30e3, fy=60., H_iso=0., H_kin=5e2, name=2)
  
fig, ax = plt.subplots(1,2, sharey=True, constrained_layout=True)

with mat_a.handle() as m:
    ax[0].plot(strain, [m.getStress(e, commit=True) for e in strain])
    
with mat_b.handle() as m:
    ax[0].plot(strain, [m.getStress(e, commit=True) for e in strain])
    
with uniaxial.Series([mat_a, mat_b], name=3).handle() as m:
    ax[1].plot(strain, [m.getStress(e, commit=True) for e in strain])

    
ax[0].set_title("Component Models")
ax[1].set_title("Composite Model")
for a in ax:
    a.set_xlabel(r"$\varepsilon$");
    a.set_ylabel(r"$\sigma$");

Slipping   

  
mat_a = uniaxial.Hardening(30e3, fy=60., H_iso=0., H_kin=1e2, name=1)
mat_b = uniaxial.ElasticBilin(10.0, 30e3, 0.01, name=2)
  
fig, ax = plt.subplots(1, 2, sharey=True, constrained_layout=True)

with mat_a.handle() as m:
    ax[0].plot(strain, [m.getStress(e, commit=True) for e in strain])
    
with mat_b.handle() as m:
    ax[0].plot(strain, [m.getStress(e, commit=True) for e in strain])

with uniaxial.Series([mat_a, mat_b], name=3).handle() as m:
    ax[1].plot(strain, [m.getStress(e, commit=True) for e in strain])


ax[0].set_title("Component Models")
ax[1].set_title("Composite Model")
for a in ax:
    a.set_xlabel(r"$\varepsilon$");
    a.set_ylabel(r"$\sigma$");
Linear Truss 
On this page:
Plasticity   Bouc Wen   Reinforcing Steel   Concrete   Composing Materials   Parallel Composition   Series Composition   Brittle Fracture   Trilinear Response   Slipping  
Uniaxial Materials
Uniaxial Materials
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