Composite beam with steel profile spanning parallel to the beam

Units: Millimeter [mm], Newton [N]

Geometries and materials

This template creates a composite beam a steel profiled sheeting spanning parallel to the beam with the following parts:

• concrete slab 2000x100 concrete of type C30/35 with recesses due to steel profiled sheeting spanning parallel to the beam

• with top-rebar-layer 10/200, \(c_\mathrm{nom}\) = 25 mm

• HEB 200 steel profile of steel-grade S355

The concrete above the profiled steel sheeting is an ordinary rectangle of width=2000 and height=50 mm. The recessed concrete is trapezoidal shaped and assumes the use of a re-entrant profiled steel sheeting. The concrete-material-strength is computed in line with EN 1992-1-1, Tab. 3.1 [1] \(f_\mathrm{cm} = f_\mathrm{ck} + 8 = 30 + 8 = 38\) N/mm². Under compression a non-linear behaviour of the concrete is assumed. Under tension the concrete-stress drop to zero after reaching the concrete tensile strength \(f_\mathrm{ctm}\) that is also computed following EN 1992-1-1, Tab. 3.1 [1].

The geometry-values of the Symmetric steel profile are:

• top_edge=100: applies to the height of the concrete-section as the top of the steel profile is arranged at the bottom of the concrete slab.

• b_fo=200: width of the top-flange \(b_\mathrm{fo} = 200\) mm (and the bottom-flange due to the symmetric profile)

• t_fo=15: thickness of the top-flange \(t_\mathrm{fo} = 15\) mm (and the bottom-flange due to the symmetric profile)

• h_w=200-2*15: height of the steel web \(h_\mathrm{w} = 200-2 \cdot 15 = 170\) mm

• t_w=9.5: thickness of the steel web \(t_\mathrm{w} = 9.5\) mm

The material-model of the HEB200-profile is isotropic steel using following values:

• f_y=355: yield strength of the steel \(f_\mathrm{y} = 355\) N/mm²

• f_y=400: tensile strength of the steel \(f_\mathrm{u} = 400\) N/mm²

• failure_strain=0.15: failure strain of the steel \(\varepsilon_\mathrm{u} = 15\) %

The profiled steel sheeting is assumed solely as shuttering giving the concrete slab the trapezoidal shape. The sheeting itself is not modelled.

Geometry: Composite beam with steel profiled sheeting spanning parallel to the beam

Material: Bi-linear stress-strain-relationship with hardening of steel

Material: Concrete non-linear stress-strain-relationship in compression acc. EN 1992-1-1 [1]

Material: Stress-strain-relationship of concrete in tension

Composite cross-section

>>> from m_n_kappa import IProfile, Steel, Rectangle, Trapezoid, Concrete, RebarLayer, Reinforcement
>>> concrete_slab_bottom_edge = 50.0
>>> concrete_slab = Rectangle(top_edge=0.0, bottom_edge=concrete_slab_bottom_edge, width=2000.)
>>> for center in [-800., -600., -400., -200., 0., 200., 400., 600., 800.]:
...     trapezoid = Trapezoid(
...         top_edge=concrete_slab_bottom_edge,
...         bottom_edge=concrete_slab_bottom_edge + 50.0,
...         top_width=100.0,
...         top_left_edge=center - 0.5*100.0,
...         bottom_width=150.0,
...         bottom_left_edge=center - 0.5*150.0,)
...     concrete_slab = concrete_slab + trapezoid
>>> concrete = Concrete(f_cm=30+8, )
>>> concrete_section = concrete_slab + concrete
>>> reinforcement = Reinforcement(f_s=500, f_su=550, failure_strain=0.15)
>>> top_layer = RebarLayer(
...     centroid_z=25, width=2000, rebar_horizontal_distance=200, rebar_diameter=10)
>>> top_rebar_layer = reinforcement + top_layer
>>> i_profile = IProfile(
...     top_edge=trapezoid.bottom_edge, b_fo=200, t_fo=15, h_w=200-2*15, t_w=15, centroid_y=0.0)
>>> steel = Steel(f_y=355.0, f_u=400, failure_strain=0.15)
>>> steel_section = i_profile + steel
>>> cross_section = concrete_section + top_rebar_layer + steel_section

Computation

The cross_section you created above is the basis to do a variety of computations:

Curvature

In case you want to compute a single curvature-value from a given strain at a given position, you first have to define strain and its position using StrainPosition strain_position is the boundary-condition, that is passed to MKappaByStrainPosition that is computing the curvature.

>>> from m_n_kappa import StrainPosition, MKappaByStrainPosition
>>> strain_position = StrainPosition(strain=-0.002, position=0.0, material="")
>>> computation = MKappaByStrainPosition(
...     cross_section=cross_section,
...     strain_position = strain_position,
...     positive_curvature=True)

After computation you can extract the results as follows:

• m_n_kappa.MKappaByStrainPosition.successful: if True equilibrium of horizontal forces has been achieved during computation

• m_n_kappa.MKappaByStrainPosition.axial_force: computed axial forces that should be near zero as this is what the computation is aimed at

• m_n_kappa.MKappaByStrainPosition.moment: computed moment

• m_n_kappa.MKappaByStrainPosition.curvature: computed curvature

• m_n_kappa.MKappaByStrainPosition.neutral_axis: vertical position of the neutral axis (strain \(\varepsilon=0\))

See also

Moment-Curvature-Curve: further explanations regarding computation of a single moment-curvature-point

M-\(\kappa\)-curve

The \(M\)-\(\kappa\)-curve is easily computed by passing the created cross_section to MKappaCurve. You only have to decide if you want only the positive moment-curvature-points, the negative moment-curvature-points or both.

>>> from m_n_kappa import MKappaCurve
>>> positive_m_kappa = MKappaCurve(cross_section=cross_section)
>>> negative_m_kappa = MKappaCurve(
...     cross_section=cross_section,
...     include_positive_curvature=False,
...     include_negative_curvature=True)
>>> full_m_kappa = MKappaCurve(
...     cross_section=cross_section,
...     include_positive_curvature=True,
...     include_negative_curvature=True)

The computed points are then stored in the attribute m_kappa_points that returns MKappaCurvePoints-object.

See also

Moment-Curvature-Curve : further explanation regarding computation of the Moment- Curvature-Curve

Beam-Deformation

For computation of the \(M\)-\(\kappa\)-curves in a beam you need the loading-scenario beside your cross_section. And you should decide in how many elements the beam shall be split into (see element_number). In case you also want to consider the effective widths you may set consider_widths=True.

>>> from m_n_kappa import SingleSpanUniformLoad, Beam
>>> loading = SingleSpanUniformLoad(length=8000, load=1.0)
>>> beam = Beam(cross_section=cross_section, element_number=10, load=loading)
>>> beam_consider_widths = Beam(
...     cross_section=cross_section,
...     element_number=10,
...     load=loading,
...     consider_widths=True)

The computed beams allow you to do a number of analysis, like:

• m_n_kappa.Beam.deformation_over_beam_length(): computes the deformation at each node along the beam under the given load

• m_n_kappa.Beam.deformations(): computes the deformation at the given position for the relevant load-steps

• m_n_kappa.Beam.deformations_at_maximum_deformation_position(): same like m_n_kappa.Beam.deformations() but at the position of the beam where the maximum deformation occurred under the given loading.

See also

Loading: further explanation of loading scenarios

Deformation : further explanation regarding computation of beam-deformation

References

[1] (1,2,3)

EN 1992-1-1: Eurocode 2: Design of concrete structures - Part 1-1: General rules and rules for buildings, European Committee of Standardization (CEN), 2004