simdesign.rcmrf.bdim.eu_cdh.column

This module provides the column class implementation for the eu_cdh design class in the BDIM layer.

simdesign.rcmrf.bdim.eu_cdh.column.ECONOMIC_MU: float = 0.25: Maximum mu value considered for the economic column design.

simdesign.rcmrf.bdim.eu_cdh.column.MAX_NIU = 0.65: Maximum allowed value of axial load ratio. For DCM columns, 0.65 according to Eurocode 8 - Part 1: 5.4.3.2.1(3)P For DCH columns, 0.55 according to Eurocode 8 - Part 1: 5.5.3.2.1(3)P

simdesign.rcmrf.bdim.eu_cdh.column.BETA_FC_VECTOR = [1.0, 0.93, 0.88, 0.88, 0.93]: Stress block coefficients for different axial load ratio (in REBAP 1983).

simdesign.rcmrf.bdim.eu_cdh.column.NIU_VECTOR = [0.4, 0.5, 0.6, 0.7, 0.85]: Axial load ratio corresponding to each stress block coefficient.

class simdesign.rcmrf.bdim.eu_cdh.column.Column(line, section, gamma_rc)[source]

Bases: ColumnBase

Column implementation for design class eu_cdh.

This class extends ColumnBase by narrowing the attribute types and overriding design methods per Eurocodes 2 and 8.

Variables:

steel (Steel) – Steel material assigned to the column.
concrete (Concrete) – Concrete material assigned to the column.

Parameters:

line (Line)
section (Literal[1, 2])
gamma_rc (float)

See also

ColumnBase: Base class defining the core behaviour and configuration.

References

Comité Européen de Normalisation, CEN (2004). Eurocode 2: Design of Concrete Structures — Part 1-1: General Rules and Rules for Buildings. European Committee for Standardization, Brussels, Belgium.

Comité Européen de Normalisation, CEN (2004). Eurocode 8: Design of Structures for Earthquake Resistance — Part 1: General Rules, Seismic Actions and Rules for Buildings. European Committee for Standardization, Brussels, Belgium.

d’Arga e Lima, J., Monteiro, V., Mun, M. (2005). Betão armado: esforços normais e de flexão: REBAP-83. Laboratório Nacional de Engenharia Civil, Lisboa.

steel: Steel

concrete: Concrete

property Ix_eff: float

Returns:: Effective column moment of inertia around x-axis.
Return type:: float

property Iy_eff: float

Returns:: Effective column moment of inertia around y-axis.
Return type:: float

property rhol_max: float

Returns:: Maximum longitudinal reinforcement ratio.
Return type:: float

property rhol_min: float

Returns:: Minimum longitudinal reinforcement ratio.
Return type:: float

property rhoh_min: float

Returns:: Minimum transverse reinforcement ratio.
Return type:: float

Notes

The equation used herein is originally defined for beams. We keep using it for columns just to ensure safety.

predesign_section_dimensions()[source]

Make an initial guess for column section dimensions.

Notes

This method overrides ColumnBase.predesign_section_dimensions with the following changes:

Minimum cross section area is calculated based on axial load ratio limit from EC8.

Return type:: None

verify_section_adequacy()[source]

Verify the adequacy of section dimensions for design forces.

Notes

In accordance with EN 1992-1-1:2004 5.4.3.2.1(2) biaxial bending is taken into account by decreasing the uniaxial moment of resistance by 30%.

Return type:: None

compute_required_longitudinal_reinforcement()[source]

Compute the required longitudinal reinforcement for design forces.

Notes

In accordance with EN 1992-1-1:2004 5.4.3.2.1(2) biaxial bending is taken into account by decreasing the uniaxial moment of resistance by 30%.

Return type:: None

compute_required_transverse_reinforcement()[source]

Compute the required transverse reinforcement for design forces.

Return type:: None

check_local_ductility_requirement()[source]

Check local ductility requirement for column.

TODO

INCOMPLETE ! Compute bi values correctly. Come up with strategy to change transverse reinforcement. 1. First add more stirrup legs, 2. Then, decrease spacing, 3. Then, go back to iterations.

Notes

Use DCM multi-storey frame for behaviour factor. Assume T1>Tc

Return type:: None