def test_ddbd_frame_fixed_large():
n_storeys = 5
n_bays = 1
fb = dm.FrameBuilding(n_storeys, n_bays)
fb.material = dm.ReinforcedConcrete()
hz = dm.Hazard()
fb.interstorey_heights = 3.6 * np.ones(n_storeys)
fb.bay_lengths = 6.0 * np.ones(n_bays)
fb.set_beam_prop("depth",
.6 * np.ones(n_bays)) # m #varies vertically
hz.z_factor = 0.3
hz.r_factor = 1.0
hz.n_factor = 1.0
design_drift = 0.02
fb.n_seismic_frames = 1
fb.n_gravity_frames = 0
fb.floor_length = sum(fb.bay_lengths)
fb.floor_width = 14.0 # m
fb.storey_masses = np.array([488.0, 488.0, 488.0, 488.0, 411.0]) * 1e3
frame_ddbd = dbd.design_rc_frame(fb, hz, design_drift=design_drift)
def test_case_study_wall_pbd_wall_fixed_base():
n_storeys = 6
wb = dm.WallBuilding(n_storeys)
wb.wall_width = 0.3 # m
wb.wall_depth = 3.4 # m
wb.interstorey_heights = 3.4 * np.ones(n_storeys) # m
wb.n_walls = 1
wb.floor_length = 20 / 2 # m
wb.floor_width = 12 / 2 # m
g_load = 6000. # Pa
q_load = 3000. # Pa
eq_load_factor = 0.4
floor_pressure = g_load + eq_load_factor * q_load
wb.set_storey_masses_by_pressure(floor_pressure)
# hazard
hz = dm.Hazard()
hz.z_factor = 0.4 # Hazard factor
hz.r_factor = 1.0 # Return period factor
hz.n_factor = 1.0 # Near-fault factor
hz.magnitude = 7.5 # Magnitude of earthquake
hz.corner_period = 3.0 # s
hz.corner_acc_factor = 0.4
wb.material = sm.materials.ReinforcedConcreteMaterial()
dw = dbd.design_rc_wall(wb, hz, design_drift=0.025)
def test_ddbd_frame_fixed_small():
hz = dm.Hazard()
ml.load_hazard_test_data(hz)
fb = ml.initialise_frame_building_test_data()
frame_dbd = dbd.design_rc_frame(fb, hz)
otm_max_approx = np.sum(frame_dbd.storey_forces * frame_dbd.heights)
assert isclose(frame_dbd.delta_d, 0.2400, rel_tol=0.001), frame_dbd.delta_d
assert isclose(frame_dbd.mass_eff, 67841.581,
rel_tol=0.001), frame_dbd.mass_eff
assert isclose(frame_dbd.height_eff, 14.34915,
rel_tol=0.001), frame_dbd.height_eff
assert isclose(frame_dbd.mu, 1.689, rel_tol=0.001), frame_dbd.mu
assert isclose(frame_dbd.theta_y, 0.0099, rel_tol=0.001), frame_dbd.theta_y
assert isclose(frame_dbd.xi, 0.123399, rel_tol=0.001), frame_dbd.xi
assert isclose(frame_dbd.eta, 0.69867, rel_tol=0.001), frame_dbd.eta
assert isclose(frame_dbd.t_eff, 2.09646, rel_tol=0.001), frame_dbd.t_eff
af = dba.assess_rc_frame(frame_dbd,
hz,
theta_max=frame_dbd.design_drift,
otm_max=otm_max_approx)
assert isclose(af.delta_d, 0.2400, rel_tol=0.001), af.delta_d
assert isclose(af.mass_eff, 67841.581, rel_tol=0.001), af.mass_eff
assert isclose(af.height_eff, 14.34915, rel_tol=0.001), af.height_eff
assert isclose(af.mu, 1.6509, rel_tol=0.001), af.mu
assert isclose(af.theta_y, 0.0099, rel_tol=0.001), af.theta_y
assert isclose(af.xi, 0.1201, rel_tol=0.001), af.xi
assert isclose(af.eta, 0.70683, rel_tol=0.001), af.eta
assert isclose(af.t_eff, 2.025, rel_tol=0.001), af.t_eff
def test_case_study_wall_pbd_wall_w_sfsi():
n_storeys = 6
wb = dm.WallBuilding(n_storeys)
wb.wall_width = 0.3 # m
wb.wall_depth = 3.4 # m
wb.interstorey_heights = 3.4 * np.ones(n_storeys) # m
wb.n_walls = 1
wb.floor_length = 20 / 2 # m
wb.floor_width = 12 / 2 # m
g_load = 6000. # Pa
q_load = 3000. # Pa
eq_load_factor = 0.4
floor_pressure = g_load + eq_load_factor * q_load
wb.set_storey_masses_by_pressure(floor_pressure)
fd = dm.RaftFoundation()
fd.height = 1.3
fd.length = 5.6 # m # from HDF
fd.width = 2.25 # m # from HDF
fd.depth = 0.0 # TODO: check this
fd.mass = 0.0
# soil properties from HDF
sl = dm.Soil()
sl.g_mod = 40e6 # Pa
sl.poissons_ratio = 0.3
sl.phi = 36.0 # degrees
# sl.phi_r = np.radians(sl.phi)
sl.cohesion = 0.0
sl.unit_dry_weight = 18000. # TODO: check this
# hazard
hz = dm.Hazard()
hz.z_factor = 0.4 # Hazard factor
hz.r_factor = 1.0 # Return period factor
hz.n_factor = 1.0 # Near-fault factor
hz.magnitude = 7.5 # Magnitude of earthquake
hz.corner_period = 3.0 # s
hz.corner_acc_factor = 0.4
n_wall_eq = np.sum(wb.storey_masses) / wb.n_walls * 9.8
n_cap_from_hdf = 12.1e6 # N
n_wall_eq_from_hdf = 2.31e6 # N
# n_from_input_file = (4.0e2 + 1.905e3) * 1e3
alpha = 4.
wb.material = sm.materials.ReinforcedConcreteMaterial()
# dw = dbd.wall(wb, hz, design_drift=0.025)
dw = dbd.design_rc_wall_via_millen_et_al_2020(wb,
hz,
sl,
fd,
design_drift=0.025)
print(dw.delta_d)
def test_model_inputs():
p_models = [
dm.Hazard(),
dm.FrameBuilding(1, 1),
dm.WallBuilding(1),
dm.Soil(),
dm.ReinforcedConcrete()
]
for model in p_models:
for parameter in model.required_inputs:
assert hasattr(model, parameter), parameter
def to_be_test_ddbd_sfsi_wall_from_millen_pdf_paper_2018():
fb = dm.FrameBuilding()
sl = dm.Soil()
fd = dm.PadFoundation()
hz = dm.Hazard()
fb.id = 1
fb.wall_depth = 3.4
fb.wall_width = 0.3
fb.number_walls = 4
fb.interstorey_heights = 3.4 * np.ones(fb.n_storeys)
fb.name = 'My' + str(fb.n_storeys) + 'storeyRBwall' # character String
fb.building_length = 20.0
fb.building_width = 12.0 # m
fb.raft_foundation = 0
fd.height = 1.0
fd.width = 5.5
fb.DBaspect = 0.2
fb.LBaspect = 2.5
# loads:
fb.gravity = 9.8
fb.soil_type = 'C'
hz.z_factor = design_spectra.calculate_z(0.4, fb.soil_type)
hz.r_factor = 1.0
hz.n_factor = 1.0
fb.Live_load = 3.0e3 # Pa
fb.floor_weight = 0.0e3 # Pa
fb.additional_weight = 6.0e3 # Pa #partitions, ceilings, serivces
fb.wall_axial_contribution = 1.0
fb.conc_weight = 23.5e3
# Design options:
drift_limit = 0.012
foundation_rotation = 0.0009
# Soil properties
sl.g_mod = 40e6 # Pa
sl.poissons_ratio = 0.3 # Poisson's ratio of the soil
sl.relative_density = 0.60 # %
sl.phi = 36
sl.unit_moist_weight = 18e3 # N/m3
sl.cohesion = 0
#############################
# Material info
fb.fy = 300e6
sl.E_s = 200e9
sl.fc = 30e6 # Pa
sl.E_conc = (3320 * np.sqrt(40.0) + 6900.0
) * 1e6 # 37000000000; #Pa (3320*sqrt(40.0)+6900.0)*1e6
sl.Conc_Poissons_ratio = 0.18
def run_frame_fixed():
from tests import models_for_testing as ml
hz = em.Hazard()
ml.load_hazard_test_data(hz)
fb = ml.initialise_frame_building_test_data()
designed_frame = design_rc_frame(fb, hz)
# print(designed_frame.n_seismic_frames)
para = [mo.output_to_table(hz)]
para.append(mo.output_to_table(fb))
para = mo.add_table_ends("".join(para))
print("".join(para))
for item in hz.__dict__:
print(item, hz.__dict__[item])
def test_ddbd_wall_fixed():
hz = dm.Hazard()
ml.load_hazard_test_data(hz)
wb = ml.initialise_wall_building_test_data()
wall_dbd = dbd.design_rc_wall(wb, hz)
assert isclose(wall_dbd.delta_d, 0.339295, rel_tol=0.001), wall_dbd.delta_d
assert isclose(wall_dbd.mass_eff, 59429.632,
rel_tol=0.001), wall_dbd.mass_eff
assert isclose(wall_dbd.height_eff, 12.46885,
rel_tol=0.001), wall_dbd.height_eff
assert isclose(wall_dbd.mu, 1.1902, rel_tol=0.001), wall_dbd.mu
assert isclose(wall_dbd.theta_y, 0.0168299,
rel_tol=0.001), wall_dbd.theta_y
assert isclose(wall_dbd.xi, 0.07259, rel_tol=0.001), wall_dbd.xi
assert isclose(wall_dbd.eta, 0.86946, rel_tol=0.001), wall_dbd.eta
assert isclose(wall_dbd.t_eff, 2.38184, rel_tol=0.001), wall_dbd.t_eff
def test_ddbd_frame_fixed_small():
hz = dm.Hazard()
ml.load_hazard_test_data(hz)
fb = ml.initialise_frame_building_test_data()
frame_ddbd = dbd.design_rc_frame(fb, hz)
assert isclose(frame_ddbd.delta_d, 0.2400,
rel_tol=0.001), frame_ddbd.delta_d
assert isclose(frame_ddbd.mass_eff, 67841.581,
rel_tol=0.001), frame_ddbd.mass_eff
assert isclose(frame_ddbd.height_eff, 14.34915,
rel_tol=0.001), frame_ddbd.height_eff
assert isclose(frame_ddbd.mu, 1.689, rel_tol=0.001), frame_ddbd.mu
assert isclose(frame_ddbd.theta_y, 0.0099,
rel_tol=0.001), frame_ddbd.theta_y
assert isclose(frame_ddbd.xi, 0.123399, rel_tol=0.001), frame_ddbd.xi
assert isclose(frame_ddbd.eta, 0.69867, rel_tol=0.001), frame_ddbd.eta
assert isclose(frame_ddbd.t_eff, 2.09646, rel_tol=0.001), frame_ddbd.t_eff
def run_design_rc_frame_w_sfsi_via_millen_et_al_2018():
from tests import models_for_testing as ml
fb = ml.initialise_frame_building_test_data()
hz = em.Hazard()
sp = sm.Soil()
fd = sm.RaftFoundation()
ml.load_hazard_test_data(hz)
ml.load_soil_test_data(sp)
ml.load_raft_foundation_test_data(fd)
designed_frame = design_rc_frame_w_sfsi_via_millen_et_al_2018(fb,
hz,
sp,
fd,
verbose=0)
para = mo.output_to_table(designed_frame, olist="all")
para += mo.output_to_table(fd)
para += mo.output_to_table(sp)
para += mo.output_to_table(hz)
para = mo.add_table_ends(para)
print(para)
def test_ddbd_frame_consistent():
"""
Test the DBD of a fixed base frame is the same as the SFSI frame when the soil is very stiff.
:return:
"""
fb = ml.initialise_frame_building_test_data()
hz = dm.Hazard()
sl = dm.Soil()
fd = dm.RaftFoundation()
ml.load_hazard_test_data(hz)
ml.load_soil_test_data(sl)
ml.load_raft_foundation_test_data(fd)
frame_ddbd = dbd.design_rc_frame(fb, hz)
sl.override("g_mod", 1.0e10) # make soil very stiff
fd.height = 2.0 # add some height to the foundation
otm_max_approx = np.sum(frame_ddbd.storey_forces * frame_ddbd.heights)
af_sfsi = dba.assess_rc_frame_w_sfsi_via_millen_et_al_2020(
fb,
hz,
sl,
fd,
theta_max=frame_ddbd.design_drift,
otm_max=otm_max_approx)
assert isclose(af_sfsi.theta_f, 0.0, abs_tol=1e-5)
assert isclose(frame_ddbd.delta_d, af_sfsi.delta_ss,
rel_tol=0.05), (frame_ddbd.delta_d, af_sfsi.delta_ss)
assert isclose(frame_ddbd.mass_eff, af_sfsi.mass_eff,
rel_tol=0.05), af_sfsi.mass_eff
assert isclose(frame_ddbd.height_eff,
af_sfsi.height_eff - fd.height,
rel_tol=0.05), af_sfsi.height_eff
assert isclose(frame_ddbd.mu, af_sfsi.mu, rel_tol=0.05), af_sfsi.mu
assert isclose(frame_ddbd.theta_y, af_sfsi.theta_y,
rel_tol=0.05), af_sfsi.theta_y
assert isclose(frame_ddbd.xi, af_sfsi.xi, rel_tol=0.03), af_sfsi.xi
assert isclose(frame_ddbd.eta, af_sfsi.eta, rel_tol=0.03), af_sfsi.eta
assert isclose(frame_ddbd.t_eff, af_sfsi.t_eff,
rel_tol=0.05), (af_sfsi.t_eff, frame_ddbd.t_eff)
def create():
hz = em.Hazard()
hz.z_factor = 0.3 # Hazard factor
hz.r_factor = 1.0 # Return period factor
hz.n_factor = 1.0 # Near-fault factor
hz.magnitude = 7.5 # Magnitude of earthquake
hz.corner_period = 4.0 # s
hz.corner_acc_factor = 0.55
number_of_storeys = 6
number_of_bays = 3
fb = em.FrameBuilding(n_storeys=number_of_storeys, n_bays=number_of_bays)
fb.material = em.ReinforcedConcrete()
interstorey_height = 3.4 # m
masses = 40.0e3 # kg
fb.interstorey_heights = interstorey_height * np.ones(number_of_storeys)
fb.floor_length = 18.0 # m
fb.floor_width = 16.0 # m
fb.storey_masses = masses * np.ones(number_of_storeys) # kg
fb.bay_lengths = [6., 6.0, 6.0]
fb.set_beam_prop("depth", [.5, .5, .5])
fb.n_seismic_frames = 3
fb.n_gravity_frames = 0
fb.horz2vert_mass = 1
df = dbd.design_rc_frame(fb, hz, 0.02)
ps = eqdes.moment_equilibrium.assess(df, df.storey_forces)
moment_beams_cl = ps[0]
moment_column_bases = ps[1]
axial_seismic = ps[2]
print(moment_beams_cl)
eqdes.moment_equilibrium.set_beam_face_moments_from_centreline_demands(
df, moment_beams_cl)
eqdes.moment_equilibrium.set_column_base_moments_from_demands(
df, moment_column_bases)
otm_max = eqdes.moment_equilibrium.calc_otm_capacity(df)
approx_otm = np.sum(df.storey_forces * df.heights)
print(otm_max, approx_otm)
def test_ddbd_frame_consistent():
"""
Test the DBD of a fixed base frame is the same as the SFSI frame when the soil is very stiff.
:return:
"""
fb = ml.initialise_frame_building_test_data()
hz = dm.Hazard()
sl = dm.Soil()
fd = dm.RaftFoundation()
ml.load_hazard_test_data(hz)
ml.load_soil_test_data(sl)
ml.load_raft_foundation_test_data(fd)
frame_ddbd = dbd.design_rc_frame(fb, hz)
sl.override("g_mod", 1.0e10) # make soil very stiff
fd.height = 2.0 # add some height to the foundation
frame_sfsi_dbd = dbd.design_rc_frame_w_sfsi_via_millen_et_al_2018(
fb, hz, sl, fd, found_rot=1e-6)
assert isclose(frame_sfsi_dbd.theta_f, 0.0, abs_tol=1e-5)
assert isclose(frame_ddbd.delta_d, frame_sfsi_dbd.delta_d,
rel_tol=0.01), frame_sfsi_dbd.delta_d
assert isclose(frame_ddbd.mass_eff, frame_sfsi_dbd.mass_eff,
rel_tol=0.001), frame_sfsi_dbd.mass_eff
assert isclose(frame_ddbd.height_eff,
frame_sfsi_dbd.height_eff - fd.height,
rel_tol=0.001), frame_sfsi_dbd.height_eff
assert isclose(frame_ddbd.mu, frame_sfsi_dbd.mu,
rel_tol=0.001), frame_sfsi_dbd.mu
assert isclose(frame_ddbd.theta_y, frame_sfsi_dbd.theta_y,
rel_tol=0.001), frame_sfsi_dbd.theta_y
assert isclose(frame_ddbd.xi, frame_sfsi_dbd.xi,
rel_tol=0.001), frame_sfsi_dbd.xi
assert isclose(frame_ddbd.eta, frame_sfsi_dbd.eta,
rel_tol=0.001), frame_sfsi_dbd.eta
assert isclose(frame_ddbd.t_eff, frame_sfsi_dbd.t_eff,
rel_tol=0.001), frame_sfsi_dbd.t_eff
def initialise_hazard_test_data():
hz = em.Hazard()
load_hazard_test_data(hz)
return hz
def test_dbd_sfsi_frame_via_millen_et_al_2018():
n_storeys = 5
n_bays = 1
fb = dm.FrameBuilding(n_storeys, n_bays)
fb.n_seismic_frames = 2
fb.n_gravity_frames = 0
fb.material = dm.ReinforcedConcrete()
fb.bay_lengths = [5.]
fb.floor_width = 5.
fb.floor_length = 5.
fb.storey_masses = 700 * fb.floor_area * np.ones(n_storeys)
fb.interstorey_heights = 3.4 * np.ones(n_storeys)
fb.tie_depth = 0.8 * np.ones(fb.n_bays) # m
fb.tie_width = 0.8 * np.ones(fb.n_bays) # m
fb.foundation_rotation = 1e-3
fb.discrete_rotation_ratio = 1.0
fb.AxialLoadRatio = 26 # Should calculate this
fb.Base_moment_contribution = 0.6
fb.beam_group_size = 1
fb.set_beam_prop('depth', 0.4, repeat='all')
# Foundation
fd = dm.PadFoundation()
fd.height = 0 # m
fd.length = 5
fd.width = 5.
fd.depth = 0.8
fd.n_pads_l = 2
fd.n_pads_w = 2
fd.pad.width = 1.4 # m
fd.pad.length = 1.4 # m
fd.pad.depth = 0.5 # m
fd.pad.height = 0
fd.set_pad_pos_in_length_dir_as_equally_spaced()
fd.set_pad_pos_in_width_dir_as_equally_spaced()
fd.mass = 0
fd2 = fd.deepcopy()
# Soil properties
hz = dm.Hazard()
hz.z_factor = 0.3
hz.r_factor = 1.0
hz.n_factor = 1.0
hz.corner_acc_factor = 2.
hz.corner_period = 1
sl = dm.Soil()
sl.g_mod = 120e6 # Pa
sl.poissons_ratio = 0.3 # Poisson's ratio of the soil
sl.e_curr = 0.6 # %
sl.phi = 35.
sl.cohesion = 0
sl.specific_gravity = 2.65
design_drift = 0.02
frame_ddbd = dbd.design_rc_frame_w_sfsi_via_millen_et_al_2018(
fb, hz, sl, fd, design_drift=design_drift, verbose=2)
assert np.isclose(frame_ddbd.delta_d, 0.08488596), frame_ddbd.delta_d
assert np.isclose(frame_ddbd.theta_f, 0.0050136357), frame_ddbd.theta_f