10. AS3600 Design Code#
This example demonstrates how to work with the AS3600:2018 design code. We start by importing the necessary modules.
[1]:
import numpy as np
import matplotlib.pyplot as plt
from concreteproperties.design_codes.as3600 import AS3600
import concreteproperties.stress_strain_profile as ssp
from sectionproperties.pre.library.concrete_sections import concrete_rectangular_section
from concreteproperties.concrete_section import ConcreteSection
from concreteproperties.results import MomentInteractionResults
10.1. Create Design Code and Materials#
In this example 40 MPa concrete will be used with the default 500N steel.
[2]:
design_code = AS3600()
concrete = design_code.create_concrete_material(compressive_strength=40)
steel = design_code.create_steel_material()
We can confirm the concrete material properties.
[3]:
print(concrete.name)
print(f"Density = {concrete.density} kg/mm^3")
concrete.stress_strain_profile.plot_stress_strain(title="Service Profile")
concrete.ultimate_stress_strain_profile.plot_stress_strain(title="Ultimate Profile")
print(
f"Concrete Flexural Tensile Strength: {concrete.flexural_tensile_strength:.2f} MPa"
)
40 MPa Concrete (AS 3600:2018)
Density = 2.4e-06 kg/mm^3
Concrete Flexural Tensile Strength: 3.79 MPa
We can confirm the steel material properties.
[4]:
print(steel.name)
print(f"Density = {steel.density} kg/mm^3")
steel.stress_strain_profile.plot_stress_strain()
500 MPa Steel (AS 3600:2018)
Density = 7.85e-06 kg/mm^3
[4]:
<Axes: title={'center': 'Stress-Strain Profile'}, xlabel='Strain', ylabel='Stress'>
10.2. Assign Geometry to Design Code#
This example will analyse a 600D x 450W concrete beam with 5N20s top and bottom. After creating the geometry it must be assigned to the design code object.
[5]:
geom = concrete_rectangular_section(
b=450,
d=600,
dia_top=20,
n_top=5,
dia_bot=20,
n_bot=5,
n_circle=4,
cover=30,
area_top=310,
area_bot=310,
conc_mat=concrete,
steel_mat=steel,
)
conc_sec = ConcreteSection(geom)
conc_sec.plot_section()
design_code.assign_concrete_section(concrete_section=conc_sec)
10.3. Area Properties#
Obtaining the area properties is identical to that of a ConcreteSection object. The same can be done for a moment-curvature analysis and stress analyses (not carried out in this example).
[6]:
gross_props = design_code.get_gross_properties()
transformed_props = design_code.get_transformed_gross_properties(
elastic_modulus=concrete.stress_strain_profile.elastic_modulus
)
cracked_props = design_code.calculate_cracked_properties()
gross_props.print_results()
cracked_props.print_results()
Gross Concrete Section Properties ┏━━━━━━━━━━━━━━━━━━━━━━━━━━━┳━━━━━━━━━━━━━━┓ ┃ Property ┃ Value ┃ ┡━━━━━━━━━━━━━━━━━━━━━━━━━━━╇━━━━━━━━━━━━━━┩ │ Total Area │ 2.700000e+05 │ │ Concrete Area │ 2.669000e+05 │ │ Lumped Reinforcement Area │ 3.100000e+03 │ │ Axial Rigidity (EA) │ 9.374320e+09 │ │ Mass (per unit length) │ 6.648950e-01 │ │ Perimeter │ 2.100000e+03 │ │ E.Qx │ 2.812296e+12 │ │ E.Qy │ 2.109222e+12 │ │ x-Centroid │ 2.250000e+02 │ │ y-Centroid │ 3.000000e+02 │ │ x-Centroid (Gross) │ 2.250000e+02 │ │ y-Centroid (Gross) │ 3.000000e+02 │ │ E.Ixx_g │ 1.144420e+15 │ │ E.Iyy_g │ 6.329024e+14 │ │ E.Ixy_g │ 6.327666e+14 │ │ E.Ixx_c │ 3.007311e+14 │ │ E.Iyy_c │ 1.583274e+14 │ │ E.Ixy_c │ 7.500000e-01 │ │ E.I11 │ 3.007311e+14 │ │ E.I22 │ 1.583274e+14 │ │ Principal Axis Angle │ 0.000000e+00 │ │ E.Zxx+ │ 1.002437e+12 │ │ E.Zxx- │ 1.002437e+12 │ │ E.Zyy+ │ 7.036774e+11 │ │ E.Zyy- │ 7.036774e+11 │ │ E.Z11+ │ 1.002437e+12 │ │ E.Z11- │ 1.002437e+12 │ │ E.Z22+ │ 7.036774e+11 │ │ E.Z22- │ 7.036774e+11 │ │ Ultimate Concrete Strain │ 3.000000e-03 │ └───────────────────────────┴──────────────┘
Cracked Concrete Section Properties ┏━━━━━━━━━━━━┳━━━━━━━━━━━━━━┓ ┃ Property ┃ Value ┃ ┡━━━━━━━━━━━━╇━━━━━━━━━━━━━━┩ │ theta │ 0.000000e+00 │ │ n │ 0.000000e+00 │ │ m │ 0.000000e+00 │ │ m_cr │ 1.159750e+08 │ │ d_nc │ 1.239649e+02 │ │ E.A_cr │ 2.398873e+09 │ │ E.Qx_cr │ 1.141948e+12 │ │ E.Qy_cr │ 5.397464e+11 │ │ x-Centroid │ 2.250000e+02 │ │ y-Centroid │ 4.760351e+02 │ │ E.Ixx_g_cr │ 6.137603e+14 │ │ E.Iyy_g_cr │ 1.620731e+14 │ │ E.Ixy_g_cr │ 2.569383e+14 │ │ E.Ixx_c_cr │ 7.015297e+13 │ │ E.Iyy_c_cr │ 4.063014e+13 │ │ E.Ixy_c_cr │ 1.250000e-01 │ │ E.Iuu_cr │ 7.015297e+13 │ │ E.I11_cr │ 7.015297e+13 │ │ E.I22_cr │ 4.063014e+13 │ │ phi_cr │ 0.000000e+00 │ └────────────┴──────────────┘
10.4. Ultimate Bending Capacity#
The factored ultimate bending capacity can be found by calling the ultimate_bending_capacity() method. This method returns a factored and unfactored UltimateBendingResults object, as well as the capacity reduction factor phi.
[7]:
f_ult_res, ult_res, phi = design_code.ultimate_bending_capacity()
print(f"Muo = {ult_res.m_xy / 1e6:.2f} kN.m")
print(f"kuo = {ult_res.k_u:.4f}")
print(f"phi = {phi:.3f}")
print(f"phi.Muo = {f_ult_res.m_xy / 1e6:.2f} kN.m")
Muo = 414.19 kN.m
kuo = 0.0000
phi = 0.850
phi.Muo = 352.07 kN.m
We can also pass an axial load to ultimate_bending_capacity(). This will calculate the factored moment capacity by ensuring the supplied axial load equals the factored axial capacity, i.e. given a design axial force, what is the maximum moment my section can handle?
[8]:
n_star = 1000e3
f_ult_res, ult_res, phi = design_code.ultimate_bending_capacity(n_design=n_star)
print(f"N* = {n_star / 1e3:.0f} kN")
print(f"Nu = {ult_res.n / 1e3:.2f} kN")
print(f"Mu = {ult_res.m_xy / 1e6:.2f} kN.m")
print(f"phi = {phi:.3f}")
print(f"phi.Nu = {f_ult_res.n / 1e3:.0f} kN")
print(f"phi.Mu = {f_ult_res.m_xy / 1e6:.2f} kN.m")
N* = 1000 kN
Nu = 1312.32 kN
Mu = 724.37 kN.m
phi = 0.762
phi.Nu = 1000 kN
phi.Mu = 551.98 kN.m
10.5. Moment Interaction Diagram#
The factored moment interaction diagram can be found by calling the moment_interaction_diagram() method. This method returns a factored and unfactored MomentInteractionResults object.
[9]:
f_mi_res, mi_res, phis = design_code.moment_interaction_diagram(progress_bar=False)
We can compare the factored and unfactored moment interaction diagrams.
[10]:
MomentInteractionResults.plot_multiple_diagrams(
[f_mi_res, mi_res], ["Factored", "Unfactored"], fmt="-"
)
[10]:
<Axes: title={'center': 'Moment Interaction Diagram'}, xlabel='Bending Moment', ylabel='Axial Force'>
Using the list of capacity reduction factors phis, we can visualise how the capacity reduction factor varies as a function of the applied axial load.
[11]:
fig, ax = plt.subplots()
n_list, _ = mi_res.get_results_lists(moment="m_x") # get list of axial loads
ax.plot(np.array(n_list) / 1e3, phis, "-x")
plt.xlabel("Axial Force [kN]")
plt.ylabel("$\phi$")
plt.grid()
plt.show()
We can check to see if a combination of axial force and bending moment lies within the moment interaction diagram using the point_in_diagram() method.
[12]:
# design load cases
n_stars = [4000e3, 5000e3, -500e3, 1000e3]
m_stars = [200e6, 400e6, 100e6, 551e6]
marker_styles = ["x", "+", "o", "*"]
n_cases = len(n_stars)
# plot moment interaction diagram
ax = f_mi_res.plot_diagram(fmt="k-", render=False)
# check to see if combination is within diagram and plot result
for idx in range(n_cases):
case = f_mi_res.point_in_diagram(n=n_stars[idx], m=m_stars[idx])
print("Case {num}: {status}".format(num=idx + 1, status="OK" if case else "FAIL"))
ax.plot(
m_stars[idx] / 1e6,
n_stars[idx] / 1e3,
"k" + marker_styles[idx],
markersize=10,
label=f"Case {idx + 1}",
)
ax.legend()
plt.show()
Case 1: OK
Case 2: FAIL
Case 3: OK
Case 4: OK
Let’s compare moment interaction diagrams using a rectangular stress block, a bilinear stress profile and a parabolic stress profile. AS 3600:2018 restricts the maximum stress in the profile to 0.9 * f'c.
[13]:
# bilinear
concrete.ultimate_stress_strain_profile = ssp.BilinearStressStrain(
compressive_strength=0.9 * 40,
compressive_strain=0.0015,
ultimate_strain=0.003,
)
f_mi_res_bil, _, _ = design_code.moment_interaction_diagram(progress_bar=False)
# parabolic
concrete.ultimate_stress_strain_profile = ssp.EurocodeParabolicUltimate(
compressive_strength=0.9 * 40,
compressive_strain=0.0015,
ultimate_strain=0.003,
n=2,
)
f_mi_res_par, _, _ = design_code.moment_interaction_diagram(progress_bar=False)
[14]:
MomentInteractionResults.plot_multiple_diagrams(
[f_mi_res, f_mi_res_bil, f_mi_res_par],
["Rectangular", "Bilinear", "Parabolic"],
fmt="-",
)
[14]:
<Axes: title={'center': 'Moment Interaction Diagram'}, xlabel='Bending Moment', ylabel='Axial Force'>
10.6. Biaxial Bending Diagram#
We can also compute factored biaxial bending diagrams by calling the biaxial_bending_diagram() method. This method returns a factored BiaxialBendingResults object as well as a list of the capacity reduction factors phis.
[15]:
# reset concrete ultimate profile
concrete.ultimate_stress_strain_profile = ssp.RectangularStressBlock(
compressive_strength=40,
alpha=0.79,
gamma=0.87,
ultimate_strain=0.003,
)
# create biaxial bending diagram
f_bb_res1, phis1 = design_code.biaxial_bending_diagram(progress_bar=False)
bb_res1 = conc_sec.biaxial_bending_diagram(progress_bar=False)
f_bb_res2, phis2 = design_code.biaxial_bending_diagram(
n_design=2000e3, progress_bar=False
)
bb_res2 = conc_sec.biaxial_bending_diagram(n=2000e3, progress_bar=False)
[16]:
# plot case 1
ax = f_bb_res1.plot_diagram(fmt="-", render=False)
bb_res1.plot_diagram(fmt="-", ax=ax)
plt.show()
print(f"Average phi = {np.mean(phis1):.3f}")
# plot case 2
ax = f_bb_res2.plot_diagram(fmt="-", render=False)
bb_res2.plot_diagram(fmt="-", ax=ax)
plt.show()
print(f"Average phi = {np.mean(phis2):.3f}")
Average phi = 0.850
Average phi = 0.618
Note that as the bending angle changes, k_uo and N_ub change, resulting in a constantly changing value for phi.