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'''
Created on 07-Aug-2014
@author: subhrajit
'''
import math
from model import *
from PyQt4.Qt import QString
import logging
flag = 1
logger = None
def module_setup():
global logger
logger = logging.getLogger("osdag.finPlateCalc")
module_setup()
def finConn(uiObj):
global flag
global logger
'''(Dictionary) --> Dictionary
'''
beam_sec = uiObj['Member']['beamSection']
column_sec = uiObj['Member']['columSection']
connectivity = uiObj['Member']['connectivity']
f_u = uiObj['Member']['fu(MPa)']
f_y = uiObj['Member']['fy(MPa)']
F = uiObj['Load']['shearForce(kN)']
bolt_dia = uiObj['Bolt']['diameter(mm)']
bolt_type = uiObj["Bolt"]["type"]
bolt_grade = uiObj['Bolt']['grade']
plate_thk = uiObj['Plate']['thickness(mm)']
plate_width = uiObj['Plate']['width(mm)']
plate_len = uiObj['Plate']['height(mm)']
weld_thk = uiObj["Weld"]['size(mm)']
FOS_u = 1.25
FOS_n = 1.1
k_b = 0.5
dictbeamdata = get_beamdata(beam_sec)
print dictbeamdata
t_wb = float(dictbeamdata[QString("tw")])
d_web_b = float(dictbeamdata[QString("D")])
mu_f = 0.55
#------- tw of beamt_wb = 8.9 # Thickness of web of the connected member ISMB 400
#-----D of beam d_web_b = 380 #column Clear depth of web of the connected member ISMB 400
no_row_b = 3
no_col_b = 1
#------------------------------------------------------------------------------
#---------------------------------------------------------- # Fin plate data
#------------------------------------------------------------ plate_thk = 10
#--------------------------------------------------------- plate_width = 100
#----------------------------------------------------------- plate_len = 300
#------------------------------------------------------------------------------
#------------------------------------------------------------------- F = 140
# your calculations
'''
Design of bolts
'''
logger.info("Starting Design Calculations ")
# Shearing capacity of bolt
V_dsb = (0.78*math.pi*bolt_dia**2/4 * math.floor(float(bolt_grade))*100)/(math.sqrt(3)*1000*FOS_u)
V_dsb = round(V_dsb,3)
# Bearing capacity of bolt
V_dpb = 2.5*k_b*bolt_dia*t_wb*f_u/(FOS_u*1000)
V_dpb = round(V_dpb,3)
if V_dsb > V_dpb:
V_db = V_dpb
else:
V_db = V_dsb
#number of bolts
no_b = math.ceil(F/V_db)
if no_b <= 2:
no_b = 3
# Hole diameter
if bolt_dia == 12 or bolt_dia == 14:
dia_h = bolt_dia + 1
elif bolt_dia == 16 or bolt_dia == 18 or bolt_dia == 20 or bolt_dia == 22 or bolt_dia == 24:
dia_h = bolt_dia + 2
else:
dia_h = bolt_dia + 3
# End and edge distance
d_edge = 2 * dia_h
d_end = 2 * dia_h
if d_edge < 50 or d_end < 50:
d_edge = 50
d_end = 50
else:
d_edge = math.ceil(d_edge)
d_end = math.ceil(d_end)
# Web side plate length and width input
if plate_len == 0:
plate_len = d_web_b - 60
elif plate_len > d_web_b - 60:
logger.error("The length of the plate is more than the available depth of %2.2f mm " % (plate_len))
print('Re-enter Length')
plate_width_min = 2*d_end
if plate_width == 0:
plate_width_min = 2*d_end
if plate_width < plate_width_min:
logger.error(" Plate width is less than the minimum width required of %2.2f mm " % (plate_width_min))
#print('Re-enter Width')
#.......................................................................
plate_len_b = plate_len - 2*d_edge # Length available for bolt group
pitch_min = 1.5*bolt_dia
pitch = plate_len_b/(no_b-1)
pitch = round(pitch,3)
if no_col_b == 1:
gauge = 0
else:
gauge = 50
# Deciding on arrangement of bolts
no_b_oneline = (plate_len_b//pitch_min) + 1
if pitch < pitch_min:
logger.warning("Pitch distance is less than the minimum required")
#print('Pitch distance is insufficient')
#.......................................................................
'''
Web side plate design
'''
#if plate_len > d_web_b:
#print('Reselect the length of plate less than depth of the connected web')
thk_min = round((5*F*1000)/(f_y*plate_len),3)
if thk_min > plate_thk:
logger.error("The selected thickness of finplate is less than the minimun required")
flag = 0
#print('Thickness of fin plate is insufficient')
#d_clear = 20
x = int(no_b//2)
M_ext = 0
for i in range(1,x+1):
if no_b%2 == 1:
M_ext += 2*(i*(pitch**2)/pitch)*V_dsb
elif no_b%2 == 0:
M_ext = i*((pitch/2)**2)/(pitch/2)*V_dsb
M_ext = round(M_ext/1000,3)
#print(M_ext)
M_cap = 1.2*(f_y/FOS_n)*(plate_thk*plate_len**2)/(6*1000)
M_cap = round(M_cap/(1000),3)
#print(M_cap)
if M_cap < M_ext:
logger.error("The flexural moment capacity of the finplate is less than the external moment")
flag = 0
#print('The plate design is OK')
#flag = False
'''
Weld Design
'''
# Resultant shear on weld
l_eff_w = plate_len - 2*weld_thk
#print(l_eff_w)
H_sh = (M_ext*6000)/(2*(l_eff_w**2))
#print(H_sh)
V_sh = F/float(2*l_eff_w)
#print(V_sh)
R_sh = math.sqrt(H_sh**2 + V_sh**2)
R_sh = round(R_sh,3)
#print(R_sh)
t_w_ductility = 0.6 * plate_thk / 0.7
#print(t_w_ductility)
if weld_thk < t_w_ductility:
thk_weld = int(t_w_ductility)
else:
thk_weld = weld_thk
#print(weld_thk)
# Weld strength
f_wd = f_u/float(math.sqrt(3)*FOS_u)
#print(f_wd)
R_nw = f_wd*0.7*weld_thk/1000
R_nw = round(R_nw,3)
# End of calculation
outputObj = {}
outputObj['Bolt'] ={}
outputObj['Bolt']['shearcapacity'] = V_dsb
outputObj['Bolt']['bearingcapacity'] = V_dpb
outputObj['Bolt']['boltcapacity'] = V_db
outputObj['Bolt']['numofbolts'] = no_b
outputObj['Bolt']['boltgrpcapacity'] = 0.0
outputObj['Bolt']['numofrow'] = no_row_b
outputObj['Bolt']['numofcol'] = no_col_b
outputObj['Bolt']['pitch'] = pitch
outputObj['Bolt']['enddist'] = d_end
outputObj['Bolt']['edge'] = d_edge
outputObj['Bolt']['gauge'] = gauge
outputObj['Weld'] = {}
outputObj['Weld']['thickness'] = thk_weld
outputObj['Weld']['resultantshear'] = R_sh
outputObj['Weld']['weldstrength'] = R_nw
outputObj['Plate'] = {}
outputObj['Plate']['height'] = 0
outputObj['Plate']['width'] = 0
outputObj['Plate']['externalmoment'] = M_ext
outputObj['Plate']['momentcapacity'] = M_cap
if flag != 0:
logger.info("Design is safe")
else:
logger.error("Design is not safe")
return outputObj
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