"""This module provides the Building Design Information Model (BDIM)
implementation for the ``tr_post18_dch`` design class.
"""
# Imports from installed packages
from typing import List, Type, Tuple
# Imports from the design class (tr_post18_dch) library
from .analysis import ElasticModel
from .beam import Beam
from .column import Column
from .joint import Joint
from .materials import Materials, Concrete, Steel
from .quality import Quality
from .loads import Loads
from .rebars import Rebars
from .slab import Slab
from .stairs import Stairs
from .infill import Infill
# Imports from bdim base library
from ..baselib.building import BuildingBase, TaxonomyData
# Imports from units library
from ....utils.units import m
[docs]
class Building(BuildingBase):
"""BDIM implementation for design class ``tr_post18_dch``.
This class extends ``BuildingBase`` by narrowing the attribute types
to the ``tr_post18_dch`` implementations and overriding design
class-specific methods.
Attributes
----------
beams : List[~simdesign.rcmrf.bdim.tr_post18_dch.beam.Beam]
List of beam instances.
columns : List[~simdesign.rcmrf.bdim.tr_post18_dch.column.Column]
List of column instances.
joints : List[~simdesign.rcmrf.bdim.tr_post18_dch.joint.Joint]
List of joint instances.
slabs : List[~simdesign.rcmrf.bdim.tr_post18_dch.slab.Slab]
List of slab instances.
stairs : List[~simdesign.rcmrf.bdim.tr_post18_dch.stairs.Stairs]
List of stairs instances.
infills : List[~simdesign.rcmrf.bdim.tr_post18_dch.infill.Infill]
List of infill wall instances.
steel : ~simdesign.rcmrf.bdim.tr_post18_dch.materials.Steel
Steel material instance used in the design of beams and columns.
concrete : ~simdesign.rcmrf.bdim.tr_post18_dch.materials.Concrete
Concrete material instance used in the design of beams and columns.
loads : ~simdesign.rcmrf.bdim.tr_post18_dch.loads.Loads
Loads instance used to apply building loads.
materials : ~simdesign.rcmrf.bdim.tr_post18_dch.materials.Materials
Materials instance used to set building materials.
rebars : ~simdesign.rcmrf.bdim.tr_post18_dch.rebars.Rebars
Rebars instance used to determine reinforcement arrangement.
quality : ~simdesign.rcmrf.bdim.tr_post18_dch.quality.Quality
Quality instance used to adjust properties of structural elements.
OVERSTRENGTH_FACTOR_COLUMN_MOMENT : float
Safety or overstrength factor considered in calculation of capacity
design moments for columns (strong-column weak-beam principle).
OVERSTRENGTH_FACTOR_BEAM_SHEAR : float
Safety or overstrength factor considered in calculation of capacity
design shear forces for beams.
OVERSTRENGTH_FACTOR_COLUMN_SHEAR : float
Safety or overstrength factor considered in calculation of capacity
design shear forces for columns.
See Also
--------
:class:`~bdim.baselib.building.BuildingBase`
Base class defining the core behaviour and configuration.
Notes
-----
- Design follows limit state design approach.
- Capacity design principle is followed (weak-beam strong-column).
- Main reference building code is TBEC-2018 (high ductility class).
- Basic units are kN, m, sec
- Overrides :meth:`_set_column_capacity_design_moments` method
because TBEC-2018 does not enforce roof-level columns to follow
capacity design principles.
- Overrides :meth:`_set_column_capacity_design_shear_forces` method
to calculate column capacity shear forces using beam capacity
moments, except for ground floor columns, which are treated as specified
in TBEC-2018. Column capacity shear forces are also adjusted with the
overstrength value of 3, which is the case for RCMRF buildings with
high ductility in case of DTS1 and DTS2.
- Overrides :meth:`_set_beam_capacity_design_shear_forces` method
since the rules in TBEC-2018 differ from those in EN 1998-1:2004.
Beam capacity shear forces are also adjusted with the overstrength value
of 3, which is the case for RCMRF buildings with high ductility in case
of DTS1 and DTS2.
- Seismic load combinations are modified to include vertical loads effect.
- Overrides :meth:`_set_maximum_column_dimensions` method to set
design-class specific maximum column dimensions.
References
----------
TBEC (2018). *Deprem Etkisi Altında Binaların Tasarımı için Esaslar*.
Resmi Gazete, Türkiye.
"""
beams: List[Beam]
columns: List[Column]
joints: List[Joint]
slabs: List[Slab]
stairs: List[Stairs]
infills: List[Infill]
steel: Steel
concrete: Concrete
loads: Loads
materials: Materials
rebars: Rebars
quality: Quality
ColumnClass: Type[Column]
BeamClass: Type[Beam]
JointClass: Type[Joint]
SlabClass: Type[Slab]
StairsClass: Type[Stairs]
InfillClass: Type[Infill]
ElasticModelClass: Type[ElasticModel]
OVERSTRENGTH_FACTOR_COLUMN_MOMENT = 1.2
OVERSTRENGTH_FACTOR_BEAM_SHEAR = 1.4
OVERSTRENGTH_FACTOR_COLUMN_SHEAR = 1.4
def __init__(self, taxonomy: TaxonomyData) -> None:
"""Initialize the Building object.
Parameters
----------
taxonomy : TaxonomyData
Taxonomy data required for performing simulated-designs.
"""
# Set classes used define building components.
self.ColumnClass = Column
self.BeamClass = Beam
self.JointClass = Joint
self.SlabClass = Slab
self.StairsClass = Stairs
self.InfillClass = Infill
self.ElasticModelClass = ElasticModel
# Set the available materials
self.materials = Materials()
# Set the design loads and combinations
self.loads = Loads()
self.loads.modify_seismic_load_combos(taxonomy.beta_v)
# Set the rebar options considered for detailing
self.rebars = Rebars()
# Set the quality models considered for structural property adjusments
self.quality = Quality()
# Initialise the building
super().__init__(taxonomy=taxonomy)
# Set the maximum column dimensions for full design routine
self._set_maximum_column_dimensions()
def _set_maximum_column_dimensions(self) -> None:
"""Set the maximum column dimensions based on number of storeys.
Notes
-----
The limitations based on engineering judgement. They can be changed.
In case they are independent from number of storeys, these can be
set within column object as similar to the minimum dimension.
"""
for column in self.columns:
if self.num_storeys <= 3:
column.MAX_B_SQUARE = 0.60 * m
column.MAX_B_RECTANGLE = 0.80 * m
elif self.num_storeys <= 6:
column.MAX_B_SQUARE = 0.80 * m
column.MAX_B_RECTANGLE = 1.00 * m
elif self.num_storeys <= 9:
column.MAX_B_SQUARE = 0.80 * m
column.MAX_B_RECTANGLE = 1.30 * m
def _set_column_capacity_design_moments(self) -> None:
"""Append the capacity design moments to the list of design forces
for columns.
Notes
-----
Based on Section 7.3.5 in TBEC-2018.
"""
if self.OVERSTRENGTH_FACTOR_COLUMN_MOMENT is None: # Do not add
return
else:
gamma_rd = self.OVERSTRENGTH_FACTOR_COLUMN_MOMENT
# Unique gravity load factors from seismic load combinations
combo_grav_factors = self._get_unique_seism_combo_grav_factors()
# Loop through each beam-column joint
for joint in self.joints:
# Sum of the design values of moment of resistances for beams
sum_mrdb_x_pos = 0.0
sum_mrdb_x_neg = 0.0
sum_mrdb_y_pos = 0.0
sum_mrdb_y_neg = 0.0
if joint.left_beam:
sum_mrdb_x_pos += joint.left_beam.mrd_pos[-1]
sum_mrdb_x_neg += joint.left_beam.mrd_neg[-1]
if joint.right_beam:
sum_mrdb_x_pos += joint.right_beam.mrd_neg[0]
sum_mrdb_x_neg += joint.right_beam.mrd_pos[0]
if joint.rear_beam:
sum_mrdb_y_pos += joint.rear_beam.mrd_pos[-1]
sum_mrdb_y_neg += joint.rear_beam.mrd_neg[-1]
if joint.front_beam:
sum_mrdb_y_pos += joint.front_beam.mrd_neg[0]
sum_mrdb_y_neg += joint.front_beam.mrd_pos[0]
sum_mrdb_y = max(sum_mrdb_y_pos, sum_mrdb_y_neg)
sum_mrdb_x = max(sum_mrdb_x_pos, sum_mrdb_x_neg)
# Capacity design forces for columns
for factors in combo_grav_factors:
# Both top and bottom columns exist
if joint.top_column and joint.bottom_column:
forces_top = (
factors["G"] * joint.top_column.forces["G/seismic"]
+ factors["Q"] * joint.top_column.forces["Q/seismic"]
)
forces_bottom = (
factors["G"] * joint.bottom_column.forces["G/seismic"]
+ factors["Q"]
* joint.bottom_column.forces["Q/seismic"]
)
forces_top.Mx1 = 0.5 * gamma_rd * sum_mrdb_y
forces_top.My1 = 0.5 * gamma_rd * sum_mrdb_x
forces_top.case = "capacity"
joint.top_column.design_forces.append(forces_top)
forces_bottom.Mx9 = 0.5 * gamma_rd * sum_mrdb_y
forces_bottom.My9 = 0.5 * gamma_rd * sum_mrdb_x
forces_bottom.case = "capacity"
joint.bottom_column.design_forces.append(forces_bottom)
# Only top column exists
elif joint.top_column:
forces_top = (
factors["G"] * joint.top_column.forces["G/seismic"]
+ factors["Q"] * joint.top_column.forces["Q/seismic"]
)
forces_top.Mx1 = gamma_rd * sum_mrdb_y
forces_top.My1 = gamma_rd * sum_mrdb_x
forces_top.case = "capacity"
joint.top_column.design_forces.append(forces_top)
def _set_column_capacity_design_shear_forces(self) -> None:
"""Append the column capacity design shear forces to the list of
column design forces.
Notes
-----
Based on Section 7.3.7 in TBEC-2018.
"""
def get_column_clear_length() -> Tuple[float, float]:
"""Get column clear length (distance between column faces).
Returns
-------
Tuple[float, float]
Column clear lengths for shear forces in local x and y axes.
"""
hx_i = 1000
hx_j = 1000
hy_i = 1000
hy_j = 1000
# i'th joint height
if joint_i.left_beam:
hx_i = min(hx_i, joint_i.left_beam.h)
if joint_i.right_beam:
hx_i = min(hx_i, joint_i.right_beam.h)
if joint_i.rear_beam:
hy_i = min(hy_i, joint_i.rear_beam.h)
if joint_i.front_beam:
hy_i = min(hy_i, joint_i.front_beam.h)
# j'th joint height
if joint_j.left_beam:
hx_j = min(hx_j, joint_j.left_beam.h)
if joint_j.right_beam:
hx_j = min(hx_j, joint_j.right_beam.h)
if joint_j.rear_beam:
hy_j = min(hy_j, joint_j.rear_beam.h)
if joint_j.front_beam:
hy_j = min(hy_j, joint_j.front_beam.h)
if hx_i == 1000:
hx_i = 0.0
if hx_j == 1000:
hx_j = 0.0
if hy_i == 1000:
hy_i = 0.0
if hy_j == 1000:
hy_j = 0.0
# Return beam clear length
lclx = column.H - (hx_i + hx_j) / 2
lcly = column.H - (hy_i + hy_j) / 2
return lclx, lcly
# Check if the capacity design forces will be added
if self.OVERSTRENGTH_FACTOR_COLUMN_SHEAR is None: # Do not add
return
else: # Add
gamma_rd = self.OVERSTRENGTH_FACTOR_COLUMN_SHEAR
# Loop through each column
for column in self.columns:
# Find joints at both ends
joint_i = self._find_joint_by_point(column.elastic_nodes[0])
joint_j = self._find_joint_by_point(column.elastic_nodes[1])
Vcap_x, Vcap_y = 0, 0
for force in column.design_forces:
# Clear lengths of column in x and y
col_lcx, col_lcy = get_column_clear_length()
# The column moment of resistances at both ends
mrdx_i = column.get_mrdx(Ned=abs(force.N1))
mrdy_i = column.get_mrdy(Ned=abs(force.N1))
mrdx_j = column.get_mrdx(Ned=abs(force.N9))
mrdy_j = column.get_mrdy(Ned=abs(force.N9))
# Column plastic moments for shear capacity forces
Mpi_x_pos = gamma_rd * mrdx_i
Mpi_x_neg = gamma_rd * mrdx_i
Mpj_x_pos = gamma_rd * mrdx_j
Mpj_x_neg = gamma_rd * mrdx_j
Mpi_y_pos = gamma_rd * mrdy_i
Mpi_y_neg = gamma_rd * mrdy_i
Mpj_y_pos = gamma_rd * mrdy_j
Mpj_y_neg = gamma_rd * mrdy_j
# Capacity design shear forces at both ends
Vdx_pos = (Mpi_y_pos + Mpj_y_neg) / col_lcx
Vdx_neg = (Mpi_y_neg + Mpj_y_pos) / col_lcx
Vdy_pos = (Mpi_x_pos + Mpj_x_neg) / col_lcy
Vdy_neg = (Mpi_x_neg + Mpj_x_pos) / col_lcy
# Set the capacity design shear forces
Vcap_x = max(Vcap_x, Vdx_pos, Vdx_neg)
Vcap_y = max(Vcap_y, Vdy_pos, Vdy_neg)
# Modify capacity shear forces with overstrength adjusted
# shear forces
Vd_x_oa = max(
column.envelope_forces_overstrength_adjusted.Vx1,
column.envelope_forces_overstrength_adjusted.Vx9)
Vd_y_oa = max(
column.envelope_forces_overstrength_adjusted.Vy1,
column.envelope_forces_overstrength_adjusted.Vy9)
# Set the design shear values
column.Ve_x = max(min(Vcap_x, Vd_x_oa), column.envelope_forces.Vx1,
column.envelope_forces.Vx9)
column.Ve_y = max(min(Vcap_y, Vd_y_oa), column.envelope_forces.Vy1,
column.envelope_forces.Vy9)
def _set_beam_capacity_design_shear_forces(self) -> None:
"""Append the beam capacity design shear forces to the list of
beam design forces.
Notes
-----
Based on Section 7.4.5 in TBEC-2018.
"""
def get_beam_clear_length() -> float:
"""Gets beam clear length (distance between column faces).
Returns
-------
float
Beam clear length
"""
# i'th joint width
if joint_i.top_column and joint_i.bottom_column:
if beam.direction == "x":
bc_i = min(joint_i.top_column.bx, joint_i.bottom_column.bx)
elif beam.direction == "y":
bc_i = min(joint_i.top_column.by, joint_i.bottom_column.by)
elif joint_i.top_column:
if beam.direction == "x":
bc_i = joint_i.top_column.bx
if beam.direction == "y":
bc_i = joint_i.top_column.by
elif joint_i.bottom_column:
if beam.direction == "x":
bc_i = joint_i.bottom_column.bx
if beam.direction == "y":
bc_i = joint_i.bottom_column.by
# j'th joint width
if joint_j.top_column and joint_j.bottom_column:
if beam.direction == "x":
bc_j = min(joint_j.top_column.bx, joint_j.bottom_column.bx)
elif beam.direction == "y":
bc_j = min(joint_j.top_column.by, joint_j.bottom_column.by)
elif joint_j.top_column:
if beam.direction == "x":
bc_j = joint_j.top_column.bx
if beam.direction == "y":
bc_j = joint_j.top_column.by
elif joint_j.bottom_column:
if beam.direction == "x":
bc_j = joint_j.bottom_column.bx
if beam.direction == "y":
bc_j = joint_j.bottom_column.by
# Return beam clear length
return beam.L - (bc_i + bc_j) / 2
# Check if the capacity design forces will be added
if self.OVERSTRENGTH_FACTOR_BEAM_SHEAR is None: # Do not add
return
else: # Add
gamma_rd = self.OVERSTRENGTH_FACTOR_BEAM_SHEAR
# Loop through each beam
for beam in self.beams:
# Find joints at both ends
joint_i = self._find_joint_by_point(beam.elastic_nodes[0])
joint_j = self._find_joint_by_point(beam.elastic_nodes[1])
# Clear length of beam
beam_lc = get_beam_clear_length()
# Shear force due to gravity loads
forces = beam.forces["G/seismic"] + beam.forces["Q/seismic"]
Vdy_i = abs(forces.V1)
Vdy_j = abs(forces.V9)
# The beam moment of resistances at both ends
Mpi_pos = gamma_rd * beam.mrd_pos[0]
Mpi_neg = gamma_rd * beam.mrd_neg[0]
Mpj_pos = gamma_rd * beam.mrd_pos[-1]
Mpj_neg = gamma_rd * beam.mrd_neg[-1]
# Capacity design shear forces at both ends
Ved_i_pos = Vdy_i + (Mpi_pos + Mpj_neg) / beam_lc
Ved_i_neg = Vdy_i - (Mpi_neg + Mpj_pos) / beam_lc
Ved_j_pos = Vdy_j + (Mpj_pos + Mpi_neg) / beam_lc
Ved_j_neg = Vdy_j - (Mpj_neg + Mpi_pos) / beam_lc
Ve1 = max(Ved_i_pos, abs(Ved_i_neg))
Ve9 = max(Ved_j_pos, abs(Ved_j_neg))
# Modify capacity shear forces with overstrength adjusted
# shear forces
Ve1 = min(Ve1, beam.envelope_forces_overstrength_adjusted.V1)
Ve9 = min(Ve9, beam.envelope_forces_overstrength_adjusted.V9)
# Set the design shear forces
beam.Ve1 = Ve1
beam.Ve9 = Ve9