def bolt_design(self):
"""Calculate bolt capacities, distances and layout.
Args:
Returns:
"""
self.root_clearance_sa = 1.5 * self.bolt_diameter
self.root_clearance_col = 1.5 * self.bolt_diameter
self.bolt_hole_clearance_value = self.bolt_hole_clearance(
self.bolt_hole_type, self.bolt_diameter)
self.bolt_hole_diameter = self.bolt_diameter + self.bolt_hole_clearance_value
self.thickness_governing_min = min(self.column_f_t, self.angle_t)
self.calculate_distances(self.bolt_diameter, self.bolt_hole_diameter,
self.min_edge_multiplier,
self.thickness_governing_min,
self.is_environ_corrosive)
self.max_spacing = min(self.max_spacing,
32 * self.thickness_governing_min)
self.edge_dist = self.min_edge_dist
self.end_dist = self.min_end_dist
self.pitch = self.min_pitch
self.edge_dist = ConnectionCalculations.round_up_5(self.edge_dist)
self.end_dist = ConnectionCalculations.round_up_5(self.end_dist)
self.calculate_kb()
# Bolt capacity
if self.is_hsfg is False:
self.bolt_shear_capacity = ConnectionCalculations.bolt_shear(
bolt_diameter=self.bolt_diameter,
number_of_bolts=1,
bolt_fu=self.bolt_fu)
self.bolt_bearing_capacity = ConnectionCalculations.bolt_bearing(
bolt_diameter=self.bolt_diameter,
number_of_bolts=1,
thickness_plate=self.thickness_governing_min,
k_b=self.k_b,
plate_fu=self.beam_fu)
self.bolt_value = min(self.bolt_shear_capacity,
self.bolt_bearing_capacity)
elif self.is_hsfg:
self.bolt_shear_capacity = ConnectionCalculations.bolt_shear_hsfg(
self.bolt_diameter, self.bolt_fu, self.mu_f, self.n_e,
self.bolt_hole_type)
self.bolt_bearing_capacity = 0.000
self.bolt_value = self.bolt_shear_capacity
# Check for long joints is not applicable for seated angle connection
self.bolts_required = int(
math.ceil(float(self.shear_force) / self.bolt_value))
def cleat_connection(ui_obj):
global logger
beam_sec = ui_obj['Member']['BeamSection']
column_sec = ui_obj['Member']['ColumSection']
connectivity = ui_obj['Member']['Connectivity']
beam_fu = float(ui_obj['Member']['fu (MPa)'])
beam_fy = float(ui_obj['Member']['fy (MPa)'])
shear_load = float(ui_obj['Load']['ShearForce (kN)'])
bolt_dia = int(ui_obj['Bolt']['Diameter (mm)'])
bolt_type = ui_obj["Bolt"]["Type"]
bolt_grade = float(ui_obj['Bolt']['Grade'])
bolt_HSFG_slip_factor = ui_obj["bolt"]["slip_factor"]
gap = float(ui_obj["detailing"]["gap"])
mu_f = float(ui_obj["bolt"]["slip_factor"])
dp_bolt_hole_type = ui_obj["bolt"]["bolt_hole_type"]
cleat_length = str(ui_obj['cleat']['Height (mm)'])
if cleat_length == '':
cleat_length = 0
else:
cleat_length = int(cleat_length)
cleat_fu = float(ui_obj['Member']['fu (MPa)'])
cleat_fy = float(ui_obj['Member']['fy (MPa)'])
cleat_sec = ui_obj['cleat']['section']
dictbeamdata = get_beamdata(beam_sec)
beam_w_t = float(dictbeamdata["tw"])
beam_f_t = float(dictbeamdata["T"])
beam_d = float(dictbeamdata["D"])
beam_R1 = float(dictbeamdata["R1"])
beam_B = float(dictbeamdata["B"])
beam_D = float(dictbeamdata["D"])
if connectivity == "Column web-Beam web" or connectivity == "Column flange-Beam web":
dictcolumndata = get_columndata(column_sec)
column_w_t = float(dictcolumndata["tw"])
column_f_t = float(dictcolumndata["T"])
column_R1 = float(dictcolumndata["R1"])
column_D = float(dictcolumndata["D"])
column_B = float(dictcolumndata["B"])
else:
dictcolumndata = get_beamdata(column_sec)
column_w_t = float(dictcolumndata["tw"])
column_f_t = float(dictcolumndata["T"])
column_R1 = float(dictcolumndata["R1"])
column_D = float(dictcolumndata["D"])
column_B = float(dictcolumndata["B"])
dict_cleat_data = get_angledata(cleat_sec)
cleat_legsizes = str(dict_cleat_data["AXB"])
cleat_legsize_A = int(cleat_legsizes.split('x')[0])
cleat_legsize_B = int(cleat_legsizes.split('x')[1])
cleat_legsize = int(cleat_legsize_A)
cleat_legsize_1 = int(cleat_legsize_B)
cleat_thk = int(dict_cleat_data["t"])
# ####################Calculation Begins########################
pitch = 0.0
gauge = 0.0
eccentricity = 0.0
dia_hole = 0
thinner = 0.0
bolt_shear_capacity = 0.0
bolt_bearing_capacity_c = 0.0
bearing_capacity_column = 0.0
bearing_capacity_cleat_c = 0.0
bearing_capacity_c = 0.0
##################################################################
design_status = True
if connectivity == 'Column flange-Beam web':
avbl_space = column_B
# required_space = 2 * cleat_legsize_1 + beam_w_t
required_space = 2 * cleat_legsize_B + beam_w_t
max_leg_size = int((avbl_space - beam_w_t) / 10) * 5
if avbl_space < required_space:
design_status = False
logger.error(
':Column cannot accommodate the given cleat angle due to space restriction '
)
logger.warning(
':Cleat leg should be less than or equal to %2.2f mm' %
(max_leg_size))
logger.info(':Decrease the cleat leg')
elif connectivity == 'Column web-Beam web':
avbl_space = column_D - 2 * (column_f_t + column_R1)
#required_space = 2 * cleat_legsize_1 + beam_w_t
required_space = 2 * cleat_legsize_B + beam_w_t
max_leg_size = int((avbl_space - beam_w_t) / 10) * 5
if avbl_space < required_space:
design_status = False
logger.error(
':Column cannot accommodate the given cleat angle due to space restriction'
)
logger.warning(
':Cleat leg should be less than or equal to %2.2f mm' %
(max_leg_size))
logger.info(':Decrease the cleat leg')
else:
# Always feasible in this case.No checks required
pass
################################################################################
# Bolt design:
# design_status = True
# I: Check for number of bolts -------------------
bolt_fu = int(bolt_grade) * 100
bolt_fy = (bolt_grade - int(bolt_grade)) * bolt_fu
t_thinner_b = min(beam_w_t.real, cleat_thk.real)
bolt_shear_capacity = 0
if bolt_type == 'HSFG':
# bolt_shear_capacity = HSFG_bolt_shear(bolt_HSFG_slip_factor, bolt_dia, 2, bolt_fu)
mu_f = mu_f
n_e = 2
bolt_hole_type = dp_bolt_hole_type
bolt_shear_capacity = ConnectionCalculations.bolt_shear_hsfg(
bolt_dia, bolt_fu, mu_f, n_e, bolt_hole_type)
bearing_capacity_b = 'N/A'
bolt_bearing_capacity = 'N/A'
bearing_capacity_beam = 'N/A'
bearing_capacity_plt = 'N/A'
bolt_capacity = bolt_shear_capacity
elif bolt_type == 'Bearing Bolt':
bolt_shear_capacity = black_bolt_shear(bolt_dia, 2, bolt_fu)
bolt_bearing_capacity = bearing_capacity(bolt_dia, beam_w_t, bolt_fu,
beam_fu)
bearing_capacity_beam = bearing_capacity(bolt_dia, beam_w_t, beam_fu,
beam_fu)
bearing_capacity_plt = bearing_capacity(bolt_dia, cleat_thk, cleat_fu,
beam_fu)
bearing_capacity_b = min(bolt_bearing_capacity, bearing_capacity_beam,
bearing_capacity_plt)
bolt_capacity = min(bolt_shear_capacity, bearing_capacity_b)
bolt_capacity = (bolt_capacity / 2.0)
if shear_load != 0:
bolts_required = int(math.ceil(shear_load / (2 * bolt_capacity)))
else:
bolts_required = 0
while bolts_required == 0:
design_status = False
break
if (bolts_required < 3) and (bolts_required > 0):
bolts_required = 3
dia_hole = ui_obj["bolt"]["bolt_hole_clrnce"] + bolt_dia
min_pitch = int(2.5 * bolt_dia)
min_gauge = int(2.5 * bolt_dia)
min_edge_dist = int(1.7 * dia_hole)
max_edge_dist = int((12 * t_thinner_b * math.sqrt(250 / bolt_fy))) - 1
kbchk1 = min_edge_dist / float(3 * dia_hole)
kbchk2 = min_pitch / float(3 * dia_hole) - 0.25
kbchk3 = bolt_fu / float(beam_fu)
kbchk4 = 1
kb = min(kbchk1, kbchk2, kbchk3, kbchk4)
kb = round(kb, 3)
# ##########################Capacity Details for column bolts #######################################
bolt_shear_capacity_c = bolt_shear_capacity / 2
if connectivity == 'Column web-Beam web' or connectivity == "Beam-Beam":
thinner = min(column_w_t, cleat_thk)
bolt_bearing_capacity_c = bearing_capacity(bolt_dia, thinner, bolt_fu,
beam_fu)
bearing_capacity_column = bearing_capacity(bolt_dia, column_w_t,
beam_fu, beam_fu)
bearing_capacity_cleat_c = bearing_capacity(bolt_dia, cleat_thk,
beam_fu, beam_fu)
if bolt_type == 'HSFG':
bearing_capacity_c = 'N/A'
else:
bearing_capacity_c = min(bolt_bearing_capacity_c,
bearing_capacity_column,
bearing_capacity_cleat_c)
else:
thinner = min(column_f_t, cleat_thk)
bolt_bearing_capacity_c = bearing_capacity(bolt_dia, thinner, bolt_fu,
beam_fu)
bearing_capacity_column = bearing_capacity(bolt_dia, column_f_t,
beam_fu, beam_fu)
bearing_capacity_cleat_c = bearing_capacity(bolt_dia, cleat_thk,
beam_fu, beam_fu)
if bolt_type == 'HSFG':
bearing_capacity_c = 'N/A'
else:
bearing_capacity_c = min(bolt_bearing_capacity_c,
bolt_bearing_capacity_c,
bearing_capacity_column)
bolt_capacity_c = min(bolt_shear_capacity_c, bearing_capacity_c)
if shear_load != 0:
bolts_required_c = int(math.ceil(shear_load / (2 * bolt_capacity_c)))
else:
bolts_required_c = 0
if bolts_required_c < 3:
bolts_required_c = 3
# ####################local variable #################
no_row_b = 0
no_col_b = 0
pitch_b = 0.0
gauge_b = 0.0
edge_dist_b = 0.0
end_dist_b = 0.0
cleat_length_b = 0.0
no_row_c = 0
no_col_c = 0
pitch_c = 0.0
gauge_c = 0.0
edge_dist_c = 0.0
end_dist_c = 0.0
cleat_length_c = 0.0
c_eccentricity = 0.0
# ############################Length of the cleat angle given ######################
# #################Beam Connection #################################################
if cleat_length != 0:
no_row = bolts_required
no_col = 1
avbl_length = (cleat_length - 2 * min_edge_dist)
pitch = avbl_length / (no_row - 1)
test = True
if pitch < min_pitch:
test = False
no_col = 2
if no_row % 2 == 0:
no_row = no_row / 2
else:
no_row = (no_row + 1) / 2
if no_row <= 2:
no_row = 2
gauge = min_gauge
#eccentricity = cleat_legsize - (min_edge_dist + gauge / 2)
eccentricity = cleat_legsize_A - (min_edge_dist + gauge / 2)
pitch = avbl_length / (no_row - 1)
else:
no_col = 1
gauge = 0
#eccentricity = cleat_legsize - min_edge_dist
eccentricity = cleat_legsize_A - min_edge_dist
if shear_load != 0:
crit_shear = critical_bolt_shear(shear_load, eccentricity, pitch,
gauge, no_row)
if crit_shear > bolt_capacity:
if no_col == 1:
while crit_shear > bolt_capacity and pitch > min_pitch:
no_row = (no_row + 1)
pitch = avbl_length / (no_row - 1)
crit_shear = critical_bolt_shear(
shear_load, eccentricity, pitch, gauge, no_row)
if pitch < min_pitch:
no_col = 2
elif bolt_capacity > crit_shear and pitch > min_pitch:
pass
if no_col == 2: # Call math.ceil(x)
if test is True:
test = False
if no_row % 2 == 0:
no_row = (no_row / 2)
else:
no_row = (no_row + 1) / 2
if no_row < 2:
no_row = 2
pitch = avbl_length / (no_row - 1)
gauge = min_gauge
#eccentricity = cleat_legsize - (min_edge_dist + gauge / 2)
eccentricity = cleat_legsize_A - (min_edge_dist +
gauge / 2)
crit_shear = critical_bolt_shear(shear_load, eccentricity,
pitch, gauge, no_row)
if crit_shear > bolt_capacity:
while crit_shear > bolt_capacity and pitch > min_pitch:
no_row = (no_row + 1)
pitch = avbl_length / (no_row - 1)
crit_shear = critical_bolt_shear(
shear_load, eccentricity, pitch, gauge, no_row)
if pitch < min_pitch:
design_status = False
logger.error(
':Critical shear force on the bolts exceeds the bolt capacity'
)
logger.warning(
':Bolt capacity of the critical bolt should be greater than %2.2f KN'
% (crit_shear))
logger.info(
':Re-design with increased bolt diameter or bolt grade'
)
elif bolt_capacity > crit_shear and pitch > min_pitch:
pass
else:
crit_shear = 0
# #####################################Storing beam results to different variables########################################
no_row_b = no_row
no_col_b = no_col
pitch_b = pitch
gauge_b = gauge
edge_dist_b = min_edge_dist
end_dist_b = min_edge_dist
cleat_length_b = cleat_length
critboltshear_b = crit_shear
b_eccentricity = eccentricity
# ################################# Column Calculation ###############################################
no_row = bolts_required_c
no_col = 1
avbl_length = (cleat_length - 2 * min_edge_dist)
pitch = avbl_length / (no_row - 1)
end_dist = min_edge_dist
test = True
if pitch < min_pitch:
test = False
no_col = 2
if no_row % 2 == 0:
no_row = no_row / 2
else:
no_row = (no_row + 1) / 2
if no_row <= 2:
no_row = 2
gauge = min_gauge
#if (cleat_legsize_1 + beam_w_t / 2 - end_dist - gauge) > 70:
if (cleat_legsize_B + beam_w_t / 2 - end_dist - gauge) > 70:
eccentricity = 70.0 + gauge / 2
#end_dist = (cleat_legsize_1 + beam_w_t / 2) - (70.0 + gauge)
end_dist = (cleat_legsize_B + beam_w_t / 2) - (70.0 + gauge)
else:
#eccentricity = (cleat_legsize_1 + beam_w_t / 2) - (min_edge_dist + gauge / 2)
eccentricity = (cleat_legsize_B +
beam_w_t / 2) - (min_edge_dist + gauge / 2)
end_dist = min_edge_dist
pitch = avbl_length / (no_row - 1)
else:
no_col = 1
gauge = 0
#if (cleat_legsize_1 + beam_w_t / 2 - end_dist - gauge) > 70:
if (cleat_legsize_B + beam_w_t / 2 - end_dist - gauge) > 70:
eccentricity = 70.0 + gauge / 2
#end_dist = (cleat_legsize_1 + beam_w_t / 2) - (70.0 + gauge)
end_dist = (cleat_legsize_B + beam_w_t / 2) - (70.0 + gauge)
else:
#eccentricity = (cleat_legsize_1 + beam_w_t / 2) - (min_edge_dist + gauge / 2)
eccentricity = (cleat_legsize_B +
beam_w_t / 2) - (min_edge_dist + gauge / 2)
end_dist = min_edge_dist
crit_shear = column_critical_shear(shear_load, eccentricity, pitch,
gauge, no_row, min_edge_dist)
if crit_shear > bolt_capacity_c:
if no_col == 1:
while crit_shear > bolt_capacity_c and pitch > min_pitch:
no_row = no_row + 1
pitch = avbl_length / (no_row - 1)
crit_shear = column_critical_shear(shear_load,
eccentricity, pitch,
gauge, no_row,
min_edge_dist)
if pitch < min_pitch:
no_col = 2
elif bolt_capacity_c > crit_shear and pitch > min_pitch:
pass
if no_col == 2: # Call math.ceil(x)
if test is True:
test = False
if no_row % 2 == 0:
no_row = (no_row / 2)
else:
no_row = (no_row + 1) / 2
if no_row < 2:
no_row = 2
pitch = avbl_length / (no_row - 1)
gauge = min_gauge
#if (cleat_legsize_1 + beam_w_t / 2 - end_dist - gauge) > 70:
if (cleat_legsize_B + beam_w_t / 2 - end_dist - gauge) > 70:
eccentricity = 70.0 + gauge / 2
#end_dist = (cleat_legsize_1 + beam_w_t / 2) - (70.0 + gauge)
end_dist = (cleat_legsize_B + beam_w_t / 2) - (70.0 +
gauge)
else:
#eccentricity = (cleat_legsize_1 + beam_w_t / 2) - (min_edge_dist + gauge / 2)
eccentricity = (cleat_legsize_B +
beam_w_t / 2) - (min_edge_dist + gauge / 2)
end_dist = min_edge_dist
crit_shear = column_critical_shear(shear_load, eccentricity,
pitch, gauge, no_row,
min_edge_dist)
if crit_shear > bolt_capacity_c:
while crit_shear > bolt_capacity_c and pitch > min_pitch:
no_row = no_row + 1
pitch = avbl_length / (no_row - 1)
crit_shear = column_critical_shear(
shear_load, eccentricity, pitch, gauge, no_row,
min_edge_dist)
if pitch < min_pitch:
design_status = False
logger.error(
':Critical shear force on the bolts exceeds the bolt capacity'
)
logger.warning(
':Bolt capacity of the critical bolt should be greater than %2.2f KN'
% (crit_shear))
logger.info(
':Re-design with increased bolt diameter or bolt grade'
)
elif bolt_capacity_c > crit_shear and pitch > min_pitch:
pass
##########################################################################
no_row_c = no_row
no_col_c = no_col
pitch_c = pitch
gauge_c = gauge
edge_dist_c = min_edge_dist
end_dist_c = end_dist
cleat_length_c = cleat_length
c_eccentricity = eccentricity
critboltshear_c = crit_shear
# ########################################## length of the cleat angle not given #########################
else:
no_row = bolts_required
no_col = 1
cleat_length = (no_row - 1) * min_pitch + 2 * min_edge_dist
pitch = min_pitch
max_cleat_length = beam_D - 2 * (beam_f_t + beam_R1)
edge_dist = min_edge_dist
test = True
if cleat_length > max_cleat_length:
test = False
no_col = 2
if no_row % 2 == 0:
no_row = (no_row / 2)
else:
no_row = (no_row + 1) / 2
if no_row < 2:
no_row = 2
gauge = min_gauge
#eccentricity = cleat_legsize - (gauge / 2 + min_edge_dist)
eccentricity = cleat_legsize_A - (gauge / 2 + min_edge_dist)
else:
no_col = 1
gauge = 0
#eccentricity = cleat_legsize - (gauge / 2 + min_edge_dist)
eccentricity = cleat_legsize_A - (gauge / 2 + min_edge_dist)
if shear_load != 0:
crit_shear = critical_bolt_shear(shear_load, eccentricity, pitch,
gauge, no_row)
if crit_shear > bolt_capacity:
if no_col == 1:
while crit_shear > bolt_capacity and cleat_length < max_cleat_length:
no_row = no_row + 1
cleat_length = cleat_length + pitch
crit_shear = critical_bolt_shear(
shear_load, eccentricity, pitch, gauge, no_row)
if cleat_length > max_cleat_length:
no_col = 2
elif bolt_capacity > crit_shear and cleat_length < max_cleat_length:
pass
if no_col == 2: # Call math.ceil(x)
if test is True:
test = False
if no_row % 2 == 0:
no_row = no_row / 2
else:
no_row = (no_row + 1) / 2
if no_row <= 2:
no_row = 2
cleat_length = (no_row - 1) * min_pitch + 2 * min_edge_dist
# if cleat_length < 0.6 * beam_D:
# cleat_length = 0.6 * beam_D
# edge_dist = (cleat_length - (no_row -1) * pitch)/2
# else:
# edge_dist = min_edge_dist
gauge = min_gauge
#eccentricity = cleat_legsize - (gauge / 2 + min_edge_dist)
eccentricity = cleat_legsize_A - (gauge / 2 +
min_edge_dist)
crit_shear = critical_bolt_shear(shear_load, eccentricity,
pitch, gauge, no_row)
if crit_shear > bolt_capacity:
while crit_shear > bolt_capacity and cleat_length < max_cleat_length:
no_row = no_row + 1
cleat_length = cleat_length + pitch
crit_shear = critical_bolt_shear(
shear_load, eccentricity, pitch, gauge, no_row)
if cleat_length > max_cleat_length:
design_status = False
logger.error(
':Critical shear force on the bolts exceeds the bolt capacity'
)
logger.warning(
':Bolt capacity of the critical bolt should be greater than %2.2f KN'
% (crit_shear))
logger.info(
':Re-design with increased bolt diameter or bolt grade'
)
elif bolt_capacity > crit_shear and cleat_length <= max_cleat_length:
pass
# if end_dist > min_edge_dist and cleat_length > 0.6 * beam_D :
# end_dist = min_edge_dist
# cleat_length = (no_row -1) * pitch + 2 * min_edge_dist
if cleat_length < 0.6 * beam_D:
cleat_length = 0.6 * beam_D
edge_dist = (cleat_length - (no_row - 1) * pitch) / 2
else:
crit_shear = 0
# #####################################Storing beam results to different variables######################
no_row_b = no_row
no_col_b = no_col
pitch_b = pitch
gauge_b = gauge
edge_dist_b = edge_dist
end_dist_b = min_edge_dist
cleat_length_b = cleat_length
critboltshear_b = crit_shear
b_eccentricity = eccentricity
# ################################# Column Calculation ###############################################
no_row = bolts_required_c
no_col = 1
cleat_length = (no_row - 1) * min_pitch + 2 * min_edge_dist
pitch = min_pitch
max_cleat_length = beam_D - 2 * (beam_f_t + beam_R1)
edge_dist = min_edge_dist
end_dist = min_edge_dist
test = True
if cleat_length > max_cleat_length:
test = False
no_col = 2
if no_row % 2 == 0:
no_row = no_row / 2
else:
no_row = (no_row + 1) / 2
if no_row < 2:
no_row = 2
gauge = min_gauge
#if (cleat_legsize_1 + beam_w_t / 2 - end_dist - gauge) > 70:
if (cleat_legsize_B + beam_w_t / 2 - end_dist - gauge) > 70:
eccentricity = 70.0 + gauge / 2
#end_dist = (cleat_legsize_1 + beam_w_t / 2) - (70.0 + gauge)
end_dist = (cleat_legsize_B + beam_w_t / 2) - (70.0 + gauge)
else:
#eccentricity = (cleat_legsize_1 + beam_w_t / 2) - (min_edge_dist + gauge / 2)
eccentricity = (cleat_legsize_B +
beam_w_t / 2) - (min_edge_dist + gauge / 2)
end_dist = min_edge_dist
else:
no_col = 1
gauge = 0
#if (cleat_legsize_1 + beam_w_t / 2 - end_dist - gauge) > 70:
if (cleat_legsize_B + beam_w_t / 2 - end_dist - gauge) > 70:
eccentricity = 70.0 + gauge / 2
#end_dist = (cleat_legsize_1 + beam_w_t / 2) - (70.0 + gauge)
end_dist = (cleat_legsize_B + beam_w_t / 2) - (70.0 + gauge)
else:
#eccentricity = (cleat_legsize_1 + beam_w_t / 2) - (min_edge_dist + gauge / 2)
eccentricity = (cleat_legsize_B +
beam_w_t / 2) - (min_edge_dist + gauge / 2)
end_dist = min_edge_dist
crit_shear = column_critical_shear(shear_load, eccentricity, pitch,
gauge, no_row, edge_dist)
if crit_shear > bolt_capacity_c:
if no_col == 1:
while crit_shear > bolt_capacity_c and cleat_length < max_cleat_length:
no_row = no_row + 1
cleat_length = cleat_length + pitch
crit_shear = column_critical_shear(shear_load,
eccentricity, pitch,
gauge, no_row,
edge_dist)
if cleat_length > max_cleat_length:
no_col = 2
elif bolt_capacity_c > crit_shear and cleat_length < max_cleat_length:
pass
if no_col == 2: # Call math.ceil(x)
if test is True:
test = False
if no_row % 2 == 0:
no_row = no_row / 2
else:
no_row = (no_row + 1) / 2
if no_row < 2:
no_row = 2
cleat_length = (no_row - 1) * min_pitch + 2 * min_edge_dist
# if cleat_length < 0.6 * beam_D:
# cleat_length = 0.6 * beam_D
# edge_dist = (cleat_length - (no_row -1) * pitch)/2
# else:
# edge_dist = min_edge_dist
gauge = min_gauge
#if (cleat_legsize_1 + beam_w_t / 2 - end_dist - gauge) > 70:
if (cleat_legsize_B + beam_w_t / 2 - end_dist - gauge) > 70:
eccentricity = 70.0 + gauge / 2
#end_dist = (cleat_legsize_1 + beam_w_t / 2) - (70.0 + gauge)
end_dist = (cleat_legsize_B + beam_w_t / 2) - (70.0 +
gauge)
else:
#eccentricity = (cleat_legsize_1 + beam_w_t / 2) - (min_edge_dist + gauge / 2)
eccentricity = (cleat_legsize_B +
beam_w_t / 2) - (min_edge_dist + gauge / 2)
end_dist = min_edge_dist
crit_shear = column_critical_shear(shear_load, eccentricity,
pitch, gauge, no_row,
edge_dist)
if crit_shear > bolt_capacity_c:
while crit_shear > bolt_capacity_c and cleat_length < max_cleat_length:
no_row = no_row + 1
cleat_length = cleat_length + pitch
crit_shear = column_critical_shear(
shear_load, eccentricity, pitch, gauge, no_row,
edge_dist)
if cleat_length > max_cleat_length:
design_status = False
logger.error(
':Shear force on the critical bolt exceeds the bolt capacity'
)
logger.warning(
':Bolt capacity of the critical bolt should be greater than %2.2f KN'
% (crit_shear))
logger.info(
':Re-design with increased bolt diameter or bolt grade'
)
elif bolt_capacity_c > crit_shear and cleat_length <= max_cleat_length:
pass
# if end_dist > min_edge_dist and cleat_length > 0.6 * beam_D :
# end_dist = min_edge_dist
# cleat_length = (no_row -1) * pitch + 2 * min_edge_dist
if cleat_length < 0.6 * beam_D:
cleat_length = 0.6 * beam_D
edge_dist = (cleat_length - (no_row - 1) * pitch) / 2
# ###################################Storing to a Seperate Variables######################################
no_row_c = no_row
no_col_c = no_col
pitch_c = pitch
gauge_c = gauge
edge_dist_c = edge_dist
end_dist_c = end_dist
cleat_length_c = cleat_length
c_eccentricity = eccentricity
critboltshear_c = crit_shear
# ################################################Deciding final Design outcomes based on column and beam connectivity design #######
if cleat_length_b > cleat_length_c:
cleat_length = cleat_length_b
edge_dist_c = (cleat_length - (no_row_c - 1) * pitch_c) / 2
else:
cleat_length = cleat_length_c
edge_dist_b = (cleat_length - (no_row_b - 1) * pitch_b) / 2
# ###########################################All the checks########################################################
b_end_distance = cleat_legsize_A - (gap + min_edge_dist + gauge_b)
if b_end_distance < min_edge_dist: # is it neccessary to treat single and double line seperately?
design_status = False
logger.error(
':Edge distance in the beam web is less than the minimum required [cl. 10.2.4.2]'
)
logger.warning(':Minimum cleat leg required is %s mm' %
(str(2 * min_edge_dist + gap + gauge_b)))
logger.info(':Increase the cleat leg') # change reference
b_gauge = (2 * cleat_legsize_B + beam_w_t) - 2 * (end_dist_c + gauge_c)
connection = "column"
if connectivity == "Beam-Beam":
connection = "primary beam"
if b_gauge < 90:
design_status = False
logger.error(
':Cross center distance between bolt lines in %s on either side of the supported beam is less than the specified gauge '
'[reference-JSC:ch.4 check-1]' % (str(connection)))
logger.warning(':Minimum specified cross center gauge is 90 mm')
logger.info(':Increase the cleat leg size')
if b_gauge > 140:
design_status = False
logger.error(
':Cross center distance between vertical bolt lines in %s on either side of the supported beam is greater than the specified gauge'
'[reference-JSC:ch.4 check-1]' % (str(connection)))
logger.warning(':Maximum specified cross center gauge is 140 mm')
logger.info(':Decrease the cleat leg')
# block shear
min_thk_b = min(beam_w_t, cleat_thk)
min_thk_c = min(column_w_t, cleat_thk)
Tdb_B = blockshear(no_row_b, no_col_b, dia_hole, beam_fy, beam_fu,
end_dist_b, edge_dist_b, pitch_b, gauge_b, cleat_thk)
Tdb_C = blockshear(no_row_c, no_col_c, dia_hole, beam_fy, beam_fu,
end_dist_c, edge_dist_c, pitch_c, gauge_c, cleat_thk)
Tdb = min(Tdb_B, Tdb_C)
if Tdb_B <= shear_load or Tdb_C <= shear_load:
design_status = False
logger.error(
": Block shear capacity of the cleat angle is less than the applied shear force [cl. 6.4.1]"
)
logger.warning(": Minimum block shear capacity required is %2.2f KN " %
(shear_load))
logger.info(":Block shear capacity of the cleat angle is %2.2f KN" %
(Tdb))
logger.info(": Increase the cleat angle thickness")
# ##############Moment Demand and Moment Capacity ##################
moment_demand_c = 0.5 * shear_load * c_eccentricity / 1000
moment_capacity_c = 1.2 * cleat_fy * cleat_thk * cleat_length * cleat_length / 1000000
if moment_capacity_c < moment_demand_c:
design_status = False
logger.error(
":Moment capacity of the cleat leg is less than the moment demand [cl. 8.2.1.2]"
)
logger.info(":Re-design with increased plate or cleat dimensions")
moment_demand_b = 0.5 * shear_load * b_eccentricity / 1000
moment_capacity_b = 1.2 * cleat_fy * cleat_thk * cleat_length * cleat_length / 1000000
if moment_capacity_b < moment_demand_b:
design_status = False
logger.error(
":Moment capacity of the cleat angle leg is less than the moment demand [cl. 8.2.1.2]"
)
logger.info(":Re-design with increased plate or cleat dimensions")
##### Shear yeild check #####
h_0 = beam_d - beam_f_t - beam_R1
A_v = h_0 * beam_w_t # shear area of secondry beam
V_d = shear_yeilding_b(A_v, beam_fy)
if connectivity == "Beam-Beam":
if V_d < shear_load:
design_status = False
logger.error(
": Secondary beam fails in shear yielding [cl. 8.4.1]/ AISC Steel Construction Manual, 14th Edition"
)
logger.warning(
": Minimum shear yielding capacity required is %2.2f kN" %
(shear_load))
logger.info(": Use a deeper section for the secondary beam")
### Check for shear rupture ##
A_vn = beam_w_t * (h_0 - (bolts_required * dia_hole))
if A_vn <= ((beam_fy / beam_fu) * (1.25 / 1.10) * (A_v / 0.9)):
A_vn = ((beam_fy / beam_fu) * (1.25 / 1.10) * (A_v / 0.9))
R_n = shear_rupture_b(A_vn, beam_fu)
if connectivity == "Beam-Beam":
if R_n < shear_load:
design_status = False
logger.error(
": Capacity of the secondary beam in shear rupture is less than the applied shear force AISC Steel Construction Manual, 14th Edition/[cl.8.4.1.1]"
)
logger.warning(
": Minimum shear rupture capacity required is %2.2f kN" %
(shear_load))
logger.info(" : Use a deeper section for the secondary beam")
# ----------------------------------------------------- Check for cleat_height against secondry beam depth -----------------------------------------------------------------------------------------------
max_cleat_length = beam_D - 2 * (beam_f_t + beam_R1)
if connectivity == "Beam-Beam":
notch_offset = max([column_f_t, beam_f_t]) + max(
[column_R1, beam_R1]) + max([(column_f_t / 2), (beam_f_t / 2), 10])
clearDepth = beam_D - (beam_R1 + beam_f_t + column_R1 + column_f_t)
available_depth_beam = (notch_offset + cleat_length_b)
if available_depth_beam > max_cleat_length:
design_status = False
logger.error(
": Calculated cleat height exceeds depth of secondry beam")
logger.warning(": Mamimum depth of cleat is %2.2f mm" %
(clearDepth))
logger.info(": Use a deeper section for the secondry beam")
else:
clearDepth = beam_D - 2 * (beam_f_t + beam_R1 + 5)
if cleat_length > max_cleat_length:
design_status = False
logger.error(": Calculated cleat height exceeds depth of beam")
logger.warning(": Maximum depth of cleat is %2.2f mm" %
(clearDepth))
logger.info(": Use a deeper section for the beam")
# ########################feeding output to array ###############
output_obj = {}
output_obj['Bolt'] = {}
output_obj['Bolt']['status'] = design_status
output_obj['Bolt']['shearcapacity'] = round(bolt_shear_capacity, 3)
if bolt_type == "HSFG":
output_obj['Bolt']['bearingcapacity'] = str(bearing_capacity_b)
output_obj['Bolt']['bearingcapacitybeam'] = str(bearing_capacity_beam)
output_obj['Bolt']['bearingcapacitycleat'] = str(bearing_capacity_plt)
output_obj['Bolt']['boltbearingcapacity'] = str(bolt_bearing_capacity)
output_obj['Bolt']['boltcapacity'] = round(
bolt_capacity, 3
) # removed 2 to display only bolt_capacity in capacity details of supported member
output_obj['Bolt']['boltgrpcapacity'] = round(
bolt_capacity * no_row_b * no_col_b, 3) # mulipled by 2
else:
output_obj['Bolt']['bearingcapacity'] = round(bearing_capacity_b, 3)
output_obj['Bolt']['bearingcapacitybeam'] = round(
bearing_capacity_beam, 3)
output_obj['Bolt']['bearingcapacitycleat'] = round(
bearing_capacity_plt, 3)
output_obj['Bolt']['boltbearingcapacity'] = round(
bolt_bearing_capacity, 3)
output_obj['Bolt']['boltcapacity'] = round(2 * bolt_capacity,
3) #multiple by 2
output_obj['Bolt']['boltgrpcapacity'] = round(
2 * bolt_capacity * no_row_b * no_col_b, 3) # mulipled by 2
output_obj['Bolt']['externalmoment'] = round(moment_demand_b, 3)
output_obj['Bolt']['momentcapacity'] = round(moment_capacity_b, 3)
output_obj['Bolt']['blockshear'] = round(Tdb_B, 3)
output_obj['Bolt']['critshear'] = round(critboltshear_b, 3)
output_obj['Bolt']['numofbolts'] = no_row_b * no_col_b
output_obj['Bolt']['numofrow'] = int(no_row_b)
output_obj['Bolt']['numofcol'] = int(no_col_b)
output_obj['Bolt']['pitch'] = int(pitch_b)
output_obj['Bolt']['enddist'] = int(end_dist_b)
output_obj['Bolt']['edge'] = int(edge_dist_b)
output_obj['Bolt']['gauge'] = int(gauge_b)
output_obj['Bolt']['thinner'] = float(t_thinner_b)
output_obj['Bolt']['diahole'] = float(dia_hole)
output_obj['Bolt']['kb'] = float(kb)
# output_obj['Bolt']['grade'] = bolt_grade
output_obj['cleat'] = {}
output_obj['cleat']['numofbolts'] = 2 * no_row_c * no_col_c
output_obj['cleat']['height'] = float(cleat_length)
output_obj['cleat']['externalmoment'] = round(moment_demand_c, 3)
output_obj['cleat']['momentcapacity'] = round(moment_capacity_c, 3)
output_obj['cleat']['numofrow'] = no_row_c
output_obj['cleat']['numofcol'] = no_col_c
output_obj['cleat']['pitch'] = int(pitch_c)
output_obj['cleat']['guage'] = int(gauge_c)
output_obj['cleat']['edge'] = edge_dist_c
output_obj['cleat']['end'] = end_dist_c
#output_obj['cleat']['legsize'] = cleat_legsize_1
output_obj['cleat']['legsize'] = cleat_legsize_B
output_obj['cleat']['thinner'] = float(thinner)
output_obj['cleat']['shearcapacity'] = round(bolt_shear_capacity_c, 3)
if bolt_type == 'HSFG':
output_obj['cleat']['bearingcapacity'] = str(bearing_capacity_c)
else:
output_obj['cleat']['bearingcapacity'] = round(bearing_capacity_c, 3)
output_obj['cleat']['boltcapacity'] = round(bolt_capacity_c, 3)
output_obj['cleat']['bearingcapacitycolumn'] = round(
bearing_capacity_column, 3)
output_obj['cleat']['bearingcapacitycleat'] = round(
bearing_capacity_cleat_c, 3)
output_obj['cleat']['boltgrpcapacity'] = round(
2 * bolt_capacity_c * no_row_c * no_col_c, 3)
output_obj['cleat']['boltbearingcapacity'] = round(bolt_bearing_capacity_c,
3)
output_obj['cleat']['blockshear'] = round(Tdb_C, 3)
output_obj['cleat']['critshear'] = round(critboltshear_c, 3)
# TODO commented in order to execute faulty report
# if bolts_required == 0 or bolts_required_c == 0:
# for k in output_obj.keys():
# for key in output_obj[k].keys():
# output_obj[k][key] = ""
#
# if design_status is False:
# for k in output_obj.keys():
# for key in output_obj[k].keys():
# output_obj[k][key] = ""
# if design_status is True:
if output_obj['Bolt']['status'] == True:
logger.info(": Overall cleat angle connection design is safe \n")
logger.debug(" :=========End Of design===========")
else:
logger.error(": Design is not safe \n ")
logger.debug(" :=========End Of design===========")
return output_obj
def end_connection(ui_obj):
global logger
beam_sec = ui_obj['Member']['BeamSection']
column_sec = ui_obj['Member']['ColumSection']
connectivity = ui_obj['Member']['Connectivity']
beam_fu = float(ui_obj['Member']['fu (MPa)'])
beam_fy = float(ui_obj['Member']['fy (MPa)'])
shear_load = float(str(ui_obj['Load']['ShearForce (kN)']))
bolt_dia = int(ui_obj['Bolt']['Diameter (mm)'])
bolt_type = ui_obj["Bolt"]["Type"]
bolt_grade = float(ui_obj['Bolt']['Grade'])
mu_f = float(ui_obj["bolt"]["slip_factor"])
dp_bolt_hole_type = str(ui_obj['bolt']['bolt_hole_type'])
gamma_mw = float(ui_obj["weld"]["safety_factor"])
weld_type = ui_obj['weld']['typeof_weld']
end_plate_t = float(ui_obj['Plate']['Thickness (mm)'])
end_plate_w = str(ui_obj['Plate']['Width (mm)'])
if end_plate_w == '':
end_plate_w = 0
else:
end_plate_w = float(end_plate_w)
end_plate_l = str(ui_obj['Plate']['Height (mm)'])
if end_plate_l == '':
end_plate_l = 0
else:
end_plate_l = int(end_plate_l)
web_plate_fu = float(ui_obj['Member']['fu (MPa)'])
web_plate_fy = float(ui_obj['Member']['fy (MPa)'])
user_height = end_plate_l
user_width = end_plate_w
weld_t = float(ui_obj["Weld"]['Size (mm)'])
weld_fu = 410
# weld_fu = float(ui_obj["Weld"]["weld_fu"])
bolt_planes = 1
# check input database required or not?
dictbeamdata = get_beamdata(beam_sec)
beam_w_t = float(dictbeamdata["tw"])
beam_f_t = float(dictbeamdata["T"])
beam_depth = float(dictbeamdata["D"])
beam_R1 = float(dictbeamdata["R1"])
old_beam_section = get_oldbeamcombolist()
old_col_section = get_oldcolumncombolist()
if beam_sec in old_beam_section:
logger.warning(
" : You are using a section (in red color) that is not available in latest version of IS 808"
)
if column_sec in old_col_section:
logger.warning(
" : You are using a section (in red color) that is not available in latest version of IS 808"
)
if connectivity == "Column web-Beam web" or connectivity == "Column flange-Beam web":
dictcolumndata = get_columndata(column_sec)
column_w_t = float(dictcolumndata["tw"])
column_f_t = float(dictcolumndata["T"])
column_R1 = float(dictcolumndata["R1"])
column_d = float(dictcolumndata["D"])
column_b = float(dictcolumndata["B"])
else:
dictcolumndata = get_beamdata(column_sec)
column_w_t = float(dictcolumndata["tw"])
column_f_t = float(dictcolumndata["T"])
column_R1 = float(dictcolumndata["R1"])
column_d = float(dictcolumndata["D"])
column_b = float(dictcolumndata["B"])
if connectivity == "Beam-Beam":
notch_ht = max([column_f_t, beam_f_t]) + max(
[column_R1, beam_R1]) + max([(column_f_t / 2), (beam_f_t / 2), 10])
if notch_ht < (beam_depth / 5):
pass
else:
logger.warning(
" : Depth of coping should preferably be less than D/5 (D: Secondary beam depth)"
)
design_check = True
sectional_gauge = 0.0
gauge = 0.0
pitch = 0.0
eccentricity = 0.0
dia_hole = 0
bolt_shear_capacity = 0.0
# Plate thickness check
min_end_plate_t = end_plate_t_min(beam_depth, bolt_grade, bolt_dia)
if end_plate_t < min_end_plate_t:
end_plate_t = min_end_plate_t
design_check = False
logger.error(
": Chosen end plate thickness is less than the minimum plate thickness [Design of Steel Structures by N. Subramanian, OUP, 2014, page 372]"
)
logger.warning(" : Minimum required thickness %2.2f mm" %
(min_end_plate_t))
logger.info(" : Increase plate thickness")
# ############# BOLT CAPACITY ###############
# 0 def boltDesign(end_plate_l):
# I: Check for number of bolts -------------------
bolt_fu = int(bolt_grade) * 100
bolt_fy = (bolt_grade - int(bolt_grade)) * bolt_fu
if connectivity == "Column web-Beam web":
t_thinner = min(column_w_t.real, end_plate_t.real)
elif connectivity == "Column flange-Beam web":
t_thinner = min(column_f_t.real, end_plate_t.real)
else:
t_thinner = min(column_w_t.real, end_plate_t.real)
# Spacing of bolts for web plate -------------------
# ######## According to IS 800 - 2007, table 9, clause no. 10.2.1 ##########################
dia_hole = ui_obj["bolt"]["bolt_hole_clrnce"] + bolt_dia
# Minimum/maximum pitch and gauge
min_pitch = int(2.5 * bolt_dia)
min_gauge = int(2.5 * bolt_dia)
if min_pitch % 10 != 0 or min_gauge % 10 != 0:
min_pitch = (min_pitch / 10) * 10 + 10
min_gauge = (min_gauge / 10) * 10 + 10
else:
min_pitch = min_pitch
min_gauge = min_gauge
# ########## MAX SPACING BETWEEN BOLTS #####################
max_spacing = int(min(100 + 4 * end_plate_t, 200)) # clause 10.2.3.3 is800
# ############ END AND EDGE DISTANCES ###################
if ui_obj["detailing"]["typeof_edge"] == "a - Sheared or hand flame cut":
min_end_dist = int(float(1.7 * (dia_hole)))
else:
min_end_dist = int(1.5 * (dia_hole))
min_edge_dist = min_end_dist
kbchk1 = min_end_dist / float(3 * dia_hole)
kbchk2 = min_pitch / float(3 * dia_hole) - 0.25
kbchk3 = bolt_fu / float(beam_fu)
kbchk4 = 1
kb = min(kbchk1, kbchk2, kbchk3, kbchk4)
kb = round(kb, 3)
max_edge_dist = int(
(12 * end_plate_t * cmath.sqrt(250 / beam_fy)).real) - 1
max_end_dist = int((12 * end_plate_t * cmath.sqrt(250 / beam_fy)).real) - 1
if bolt_type == 'HSFG':
muf = mu_f
n_e = 1 # number of effective interfaces offering frictional resistance
bolt_hole_type = dp_bolt_hole_type # 1 - standard hole, 0.85 - oversize hole
bolt_shear_capacity = ConnectionCalculations.bolt_shear_hsfg(
bolt_dia, bolt_fu, muf, n_e, bolt_hole_type)
bolt_bearing_capacity = 'N/A'
bolt_capacity = bolt_shear_capacity
elif bolt_type == "Bearing Bolt":
bolt_shear_capacity = black_bolt_shear(bolt_dia, bolt_planes, bolt_fu)
bolt_bearing_capacity = bolt_bearing(bolt_dia, t_thinner, kb,
beam_fu).real
bolt_capacity = min(bolt_shear_capacity, bolt_bearing_capacity)
# def bolt_bearing(dia, t, fu, kb):
if shear_load != 0:
# bolts_required = int(math.ceil(shear_load/(2*bolt_capacity)))
bolts_required = float(math.ceil(
shear_load /
bolt_capacity)) # changing no of bolts into multiple of 4
if bolts_required <= 3:
bolts_required = 4
elif bolts_required % 2 == 0:
bolts_required = bolts_required
elif bolts_required % 2 != 0:
bolts_required = bolts_required + 1
else:
bolts_required = 0
while bolts_required == 0:
design_check = False
break
# ###################################################### CHECK 1: DETAILING PRACTICE ###############################################################
if end_plate_l != 0:
no_row = (bolts_required / 2)
no_col = 1
avbl_length = (end_plate_l - 2 * min_end_dist)
pitch = avbl_length / (no_row - 1)
end_dist = min_end_dist
edge_dist = min_edge_dist
test = True
if pitch < min_pitch:
test = False
no_col = 2
if no_row % 2 == 0:
no_row = no_row / 2
else:
no_row = (no_row + 1) / 2
if no_row < 3:
no_row = 2
gauge = min_gauge
if end_plate_w != 0:
if (end_plate_w / 2 - edge_dist - gauge) > 70:
eccentricity = gauge / 2 + 70
edge_dist = end_plate_w / 2 - (70 + gauge)
else:
eccentricity = (end_plate_w / 2 - edge_dist - gauge / 2)
else:
eccentricity = gauge / 2 + 50
pitch = avbl_length / (no_row - 1)
else:
gauge = 0
if end_plate_w != 0:
if (end_plate_w / 2 - edge_dist - gauge) > 70:
eccentricity = gauge / 2 + 70
edge_dist = end_plate_w / 2 - (70 + gauge)
else:
eccentricity = (end_plate_w / 2 - edge_dist - gauge / 2)
else:
eccentricity = gauge / 2 + 50
no_col = 1
# ########################### check critical bolt shear capacity #######################
crit_shear = critical_bolt_shear(shear_load, eccentricity, pitch,
gauge, no_row)
if crit_shear > bolt_capacity:
if no_col == 1:
while crit_shear > bolt_capacity and pitch > min_pitch:
no_row = no_row + 1
pitch = avbl_length / (no_row - 1)
crit_shear = critical_bolt_shear(shear_load, eccentricity,
pitch, gauge, no_row)
if pitch < min_pitch:
no_col = 2
elif bolt_capacity > crit_shear and pitch > min_pitch:
pass
if no_col == 2: # Call math.ceil(x)
if test is True:
if no_row % 2 == 0:
no_row = no_row / 2
else:
no_row = (no_row + 1) / 2
if no_row == 1:
no_row = 2
pitch = avbl_length / (no_row - 1)
gauge = min_gauge
if end_plate_w != 0:
if (end_plate_w / 2 - edge_dist - gauge) > 70:
eccentricity = gauge / 2 + 70
edge_dist = end_plate_w / 2 - (70 + gauge)
else:
eccentricity = (end_plate_w / 2 - edge_dist -
gauge / 2)
else:
eccentricity = gauge / 2 + 50
crit_shear = critical_bolt_shear(shear_load, eccentricity,
pitch, gauge, no_row)
if crit_shear > bolt_capacity:
while crit_shear > bolt_capacity and pitch > min_pitch:
no_row = no_row + 1
pitch = avbl_length / (no_row - 1)
crit_shear = critical_bolt_shear(
shear_load, eccentricity, pitch, gauge, no_row)
if pitch < min_pitch:
design_check = False
logger.error(
": Shear force on the critical bolt due to external load is more than the bolt capacity"
)
logger.warning(
": Bolt capacity of the critical bolt is %2.2f" %
(bolt_capacity))
logger.info(
": Increase the diameter of the bolt or bolt grade"
)
elif bolt_capacity > crit_shear and pitch > min_pitch:
pass
min_end_plate_l = 2 * min_end_dist + (no_row - 1) * min_pitch
max_end_plate_l = beam_depth - 2 * (beam_f_t + beam_R1)
if connectivity == "Column web-Beam web":
max_end_plate_w = column_d - 2 * (column_f_t + column_R1)
elif connectivity == "Column flange-Beam web":
max_end_plate_w = column_b
else:
pass
if end_plate_w != 0:
if no_col == 1:
sectional_gauge = end_plate_w - (2 * min_edge_dist)
min_end_plate_w = 100 + (2 * min_edge_dist)
else:
sectional_gauge = end_plate_w - 2 * (min_edge_dist + gauge)
min_end_plate_w = 100 + 2 * (min_edge_dist + gauge)
if connectivity == "Column flange-Beam web":
if sectional_gauge < max(90, (column_w_t + (2 * column_R1) +
(2 * min_edge_dist))):
design_check = False
logger.error(
": Cross center distance between the vertical bolt lines on either side of the beam is less than "
"specified gauge [reference JSC : chap. 5 check 1]")
logger.warning(
": Minimum required cross center gauge is %2.2f mm" %
(max(90, (column_w_t + (2 * column_R1) +
(2 * min_edge_dist)))))
logger.info(": Increase the plate width")
else:
pass
else:
if sectional_gauge < 90:
design_check = False
logger.error(
": Cross center distance between the bolt lines on either side of the beam is less than "
"specified gauge [reference JSC : chap. 5 check 1]")
logger.warning(
": Minimum required cross center gauge is 90 mm")
logger.info(": Increase the plate width")
else:
pass
if sectional_gauge > 140:
design_check = False
logger.error(
": Cross center distance between the vertical bolt lines on either side of the beam is greater than "
"specified gauge [reference JSC : chap. 5 check 1]")
logger.warning(
": Maximum permissible cross center gauge is 140 mm")
logger.info(": Decrease the plate width")
if end_plate_w == 0:
min_end_plate_w = 100 + 2 * (min_edge_dist + gauge)
end_plate_w = min_end_plate_w
sectional_gauge = 100
if connectivity != "Beam-Beam":
if min_end_plate_w > max_end_plate_w:
design_check = False
logger.error(
": Calculated width of the end plate exceeds the width of the column"
)
logger.warning(": Minimum end plate width is %2.2f" %
(min_end_plate_w))
else:
no_row = bolts_required / 2
no_col = 1
end_plate_l = (no_row - 1) * min_pitch + 2 * min_end_dist
pitch = min_pitch
max_end_plate_l = beam_depth - 2 * (beam_f_t + beam_R1)
end_dist = min_end_dist
edge_dist = min_edge_dist
test = True
if end_plate_l > max_end_plate_l:
test = False
no_col = 2
if no_row % 2 == 0:
no_row = no_row / 2
else:
no_row = (no_row + 1) / 2
if no_row < 2:
no_row = 2
if end_plate_w != 0:
if (end_plate_w / 2 - edge_dist - gauge) > 70:
eccentricity = gauge / 2 + 70
edge_dist = end_plate_w / 2 - (70 + gauge)
else:
eccentricity = (end_plate_w / 2 - edge_dist - gauge / 2)
else:
eccentricity = gauge / 2 + 50
else:
no_col = 1
gauge = 0
if end_plate_w != 0:
if (end_plate_w / 2 - edge_dist - gauge) > 70:
eccentricity = gauge / 2 + 70
edge_dist = end_plate_w / 2 - (70 + gauge)
else:
eccentricity = (end_plate_w / 2 - edge_dist - gauge / 2)
else:
eccentricity = gauge / 2 + 50
# ############################################### check critical bolt shear capacity ################################################3
if shear_load != 0:
crit_shear = critical_bolt_shear(shear_load, eccentricity, pitch,
gauge, no_row)
if crit_shear > bolt_capacity:
if no_col == 1:
while crit_shear > bolt_capacity and end_plate_l < max_end_plate_l:
no_row = no_row + 1
end_plate_l = end_plate_l + pitch
crit_shear = critical_bolt_shear(
shear_load, eccentricity, pitch, gauge, no_row)
if end_plate_l > max_end_plate_l:
no_col = 2
elif bolt_capacity > crit_shear and end_plate_l < max_end_plate_l:
pass
if no_col == 2: # Call math.ceil(x)
if test is True:
test = False
if no_row % 2 == 0:
no_row = no_row / 2
else:
no_row = (no_row + 1) / 2
if no_row == 1:
no_row = 2
end_plate_l = (no_row - 1) * min_pitch + 2 * min_end_dist
gauge = min_gauge
if end_plate_w != 0:
if (end_plate_w / 2 - edge_dist - gauge) > 70:
eccentricity = gauge / 2 + 70
edge_dist = end_plate_w / 2 - (70 + gauge)
else:
eccentricity = (end_plate_w / 2 - edge_dist -
gauge / 2)
else:
eccentricity = gauge / 2 + 50
crit_shear = critical_bolt_shear(shear_load, eccentricity,
pitch, gauge, no_row)
if crit_shear > bolt_capacity:
while crit_shear > bolt_capacity and end_plate_l < max_end_plate_l:
no_row = no_row + 1
end_plate_l = end_plate_l + pitch
crit_shear = critical_bolt_shear(
shear_load, eccentricity, pitch, gauge, no_row)
if end_plate_l > max_end_plate_l:
design_check = False
logger.error(
": Shear force on the critical bolt due to external load is more than the bolt capacity"
)
logger.warning(
": Capacity of the critical bolt is %2.2f" %
(bolt_capacity))
logger.info(
": Increase the diameter of the bolt or bolt grade"
)
elif bolt_capacity > crit_shear and end_plate_l <= max_end_plate_l:
pass
else:
crit_shear = 0
# ############################ check end plate length ##########################################
if end_plate_l < 0.6 * beam_depth:
end_plate_l = 0.6 * beam_depth
end_dist = (end_plate_l - (no_row - 1) * pitch) / 2
# ############################ check end plate width ##########################################
if connectivity == "Column web-Beam web":
max_end_plate_w = column_d - 2 * (column_f_t + column_R1)
elif connectivity == "Column flange-Beam web":
max_end_plate_w = column_b
else:
pass
if end_plate_w != 0:
sectional_gauge = end_plate_w - 2 * (min_edge_dist + gauge)
min_end_plate_w = 100 + 2 * (min_edge_dist + gauge)
if sectional_gauge < 90:
design_check = False
logger.error(
": Cross center distance between the vertical bolt lines on either side of the beam is less than"
" specified gauge [reference JSC : chap. 5 check 1]")
logger.warning(
": Minimum required cross center gauge is 90 mm")
logger.info(": Increase the plate width")
if sectional_gauge > 140:
design_check = False
logger.error(
": Cross center distance between the vertical bolt lines on either side of the beam is greater than "
"specified gauge [reference JSC : chap. 5 check 1]")
logger.warning(
": Maximum required cross center gauge is 140 mm")
if end_plate_w == 0:
min_end_plate_w = 100 + 2 * (min_edge_dist + gauge)
end_plate_w = min_end_plate_w
sectional_gauge = 100
if connectivity != "Beam-Beam":
if min_end_plate_w > max_end_plate_w:
design_check = False
logger.error(
": Calculated width of the end plate exceeds the width of the column"
)
logger.warning(": Minimum end plate width is %2.2f mm" %
(min_end_plate_w))
######### Check for shear capacity of bolt after multiplying the reduction factors (beta_l_g and beta_l_j) #####
bolt_shear_capacity = get_reduction_factor(bolt_shear_capacity,
connectivity, bolt_dia,
bolts_required, pitch,
end_plate_t, column_f_t,
column_w_t, beam_w_t)
# ################ CHECK 2: SHEAR CAPACITY OF BEAM WEB ####################
shear_capacity_beam = 0.6 * beam_fy * 0.9 * end_plate_l * beam_w_t / 1000
if shear_load > shear_capacity_beam:
design_check = False
logger.error(
": Shear capacity of the beam web at the end plate is less than the external load"
)
logger.warning(": Shear capacity of the beam web is %2.2f KN" %
(shear_capacity_beam))
logger.info(
": Increase the end plate height if possible, else select a deeper beam section"
)
# ################ CHECK 3: BLOCK SHEAR ####################
min_thk = min(end_plate_t, beam_w_t)
Tdb = blockshear(no_row, no_col, dia_hole, beam_fy, beam_fy, min_edge_dist,
end_dist, pitch, gauge, min_thk)
if Tdb < shear_load:
design_check = False
logger.error(
": Block shear capacity of the plate is less than the applied shear force [cl. 6.4.1]"
)
logger.warning(": Minimum block shear capacity required is % 2.2f KN" %
(shear_load))
logger.info(": Increase the plate thickness")
# ################ CHECK 4: FILLET WELD ####################
weld_l = end_plate_l - 2 * weld_t
Vy1 = (shear_load) / float(2 * weld_l)
Vy1 = round(Vy1, 3)
weld_strength = 0.7 * weld_t * weld_fu / (math.sqrt(3) * 1000 * gamma_mw)
weld_strength = round(weld_strength, 3)
if Vy1 > weld_strength:
design_check = False
logger.error(
": Weld strength is less than the shear demand [cl. 10.5.9]")
logger.warning(": Weld strength should be greater than %2.2f kN/mm" %
(weld_strength))
logger.info(": Increase the weld size")
############## Check for minimum weld thickness: Table 21; IS 800 ###########
# Here t_thicker indicates thickness of thicker part
if connectivity == "Column web-Beam web":
t_thicker = max(column_w_t.real, end_plate_t.real)
elif connectivity == "Column flange-Beam web":
t_thicker = max(column_f_t.real, end_plate_t.real)
else:
t_thicker = max(column_w_t.real, end_plate_t.real)
if float(t_thicker) > 0 or float(t_thicker) <= 10:
weld_t_min = int(3)
elif float(t_thicker) > 10 or float(t_thicker) <= 20:
weld_t_min = int(5)
elif float(t_thicker) >= 20 or float(t_thicker) <= 32:
weld_t_min = int(6)
else:
weld_t_min = int(10)
weld_t_req = weld_t_min
# if weld_t_req != int(weld_t_req):
# weld_t_req = int(weld_t_req) + 1
# else:
# weld_t_req = weld_t_req
if weld_t < weld_t_req:
design_check = False
logger.error(
": Weld thickness is not sufficient [cl. 10.5.2.3 and Table 21]")
logger.warning(": Minimum weld thickness required is %2.2f mm " %
(weld_t_req))
logger.info(
": Increase the weld thickness or the length of weld/end plate")
# End of calculation
output_obj = {}
output_obj['Bolt'] = {}
output_obj['Bolt']['status'] = design_check
output_obj['Bolt']['shearcapacity'] = bolt_shear_capacity
output_obj['Bolt']['bearingcapacity'] = bolt_bearing_capacity
output_obj['Bolt']['boltcapacity'] = bolt_capacity
output_obj['Bolt']['numofbolts'] = int(2 * no_col * no_row)
output_obj['Bolt']['boltgrpcapacity'] = float(bolt_capacity * 2 * no_col *
no_row)
output_obj['Bolt']['numofrow'] = int(no_row)
output_obj['Bolt']['numofcol'] = int(2 * no_col)
output_obj['Bolt']['pitch'] = float(pitch)
output_obj['Bolt']['enddist'] = float(end_dist)
output_obj['Bolt']['edge'] = float(edge_dist)
output_obj['Bolt']['gauge'] = float(gauge)
output_obj['Bolt']['thinner'] = float(t_thinner)
output_obj['Bolt']['dia_hole'] = float(dia_hole)
output_obj['Bolt']['bolt_fu'] = float(bolt_fu)
output_obj['Bolt']['bolt_fy'] = float(bolt_fy)
output_obj['Bolt']['critshear'] = float(round(crit_shear, 3))
output_obj['Bolt']['kb'] = float(kb)
output_obj['Weld'] = {}
output_obj['Weld']['weldshear'] = Vy1
output_obj['Weld']['weldlength'] = weld_l
output_obj['Weld']['weldstrength'] = weld_strength
output_obj['Weld']['thickness'] = weld_t_req
output_obj['Weld']['thicknessprovided'] = weld_t
output_obj['Plate'] = {}
output_obj['Plate']['height'] = float(end_plate_l)
output_obj['Plate']['width'] = float(end_plate_w)
output_obj['Plate']['MinThick'] = float(min_end_plate_t)
output_obj['Plate']['MinWidth'] = float(min_end_plate_w)
output_obj['Plate']['blockshear'] = float(Tdb)
output_obj['Plate']['Sectional Gauge'] = float(sectional_gauge)
if weld_type == 'Shop weld':
if weld_t < 6:
logger.warning(
" : Minimum recommended weld thickness for shop weld is 6 mm")
else:
if weld_t < 8:
logger.warning(
" : Minimum recommended weld thickness for field weld is 8 mm")
if output_obj['Bolt']['status'] is True:
logger.info(": Overall end plate connection design is safe \n")
logger.debug(" :=========End Of design===========")
else:
logger.error(": Design is not safe \n ")
logger.debug(" :=========End Of design===========")
return output_obj