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Diffstat (limited to 'Connections/Shear/Finplate/finPlateCalc1.py')
| -rw-r--r-- | Connections/Shear/Finplate/finPlateCalc1.py | 466 |
1 files changed, 0 insertions, 466 deletions
diff --git a/Connections/Shear/Finplate/finPlateCalc1.py b/Connections/Shear/Finplate/finPlateCalc1.py deleted file mode 100644 index 34efdb4..0000000 --- a/Connections/Shear/Finplate/finPlateCalc1.py +++ /dev/null @@ -1,466 +0,0 @@ -''' -Created on 25-May-2015 - -@author: subhrajit -''' -''' -Example 5.18 Page 412 N. Subramanium -Design of steel structures -Design of fin-plate: -Design a web side plate connection (welded to the column and site bolted to the beam) for ISMB 400 in Fe 410 grade steel and to carry a reaction of 140 kN due -to factored loads. The connection is to the flange of an ISSC 200 column. - -''' -import cmath; -import math -import sys; - -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 set_designlogger(): -# global logger -# logger = logging.getLogger("Designlogger") -# logger.setLevel(logging.DEBUG) -# -# # create the logging file handler -# fh = logging.FileHandler("fin.log", mode="w") -# -# #,datefmt='%a, %d %b %Y %H:%M:%S' -# #formatter = logging.Formatter('%(asctime)s - %(name)s - %(levelname)s - %(message)s') -# -# formatter = logging.Formatter(''' -# <div class="LOG %(levelname)s"> -# <span class="DATE">%(asctime)s</span> -# <span class="LEVEL">%(levelname)s</span> -# <span class="MSG">%(message)s</span> -# </div>''') -# formatter.datefmt = '%a, %d %b %Y %H:%M:%S' -# fh.setFormatter(formatter) -# -# # add handler to logger object -# logger.addHandler(fh) -# - - - - -#FUNCTION DEFINITIONS--------------- -#BOLT: determination of shear capacity = fu * n * A / (root(3) * Y) -def bolt_shear(dia, n, fu): - A = cmath.pi * dia * dia * 0.25 * 0.78; #threaded area = 0.78 x shank area - root3 = cmath.sqrt(3); - Vs = fu * n * A / (root3 * 1.25 * 1000); - Vs = round(Vs.real,3); - return Vs - -#BOLT: determination of bearing capacity = 2.5 * kb * d * t * fu / Y -def bolt_bearing(dia, t, fu): - #add code to determine kb if pitch, gauge, edge distance known - kb = 0.5; #assumption - Vb = 2.5 * kb * dia * t * fu / (1.25 * 1000); - Vb = round(Vb.real,3); - return Vb; - -# PLATE: minimum thickness of web plate for eccentricity -def web_min_h(shear, fy, thk): - min_plate_ht = 5*shear*1000/(fy*thk); - return min_plate_ht; - - -def finConn(uiObj): - global logger - beam_sec = uiObj['Member']['BeamSection'] - column_sec = uiObj['Member']['ColumSection'] - connectivity = uiObj['Member']['Connectivity'] - beam_fu = uiObj['Member']['fu (MPa)'] - beam_fy = uiObj['Member']['fy (MPa)'] - - shear_load = uiObj['Load']['ShearForce (kN)'] - - bolt_dia = uiObj['Bolt']['Diameter (mm)'] - bolt_type = uiObj["Bolt"]["Type"] - bolt_grade = uiObj['Bolt']['Grade'] - - web_plate_t = uiObj['Plate']['Thickness (mm)'] - web_plate_w = uiObj['Plate']['Width (mm)'] - web_plate_l = uiObj['Plate']['Height (mm)'] - web_plate_fu = uiObj['Member']['fu (MPa)'] - web_plate_fy = uiObj['Member']['fy (MPa)'] - - weld_t = uiObj["Weld"]['Size (mm)'] - weld_fu = 410 - - bolt_planes = 1 - dictbeamdata = get_beamdata(beam_sec) - beam_w_t = float(dictbeamdata[QString("tw")]) - beam_f_t = float(dictbeamdata[QString("T")]) - beam_d = float(dictbeamdata[QString("D")]) - - - # ############### Need to discuss with sir ######################## - # #Bolt grade chosen from drop down list - # - # #Bolt dia chosen from list of standard sizes between 12 and 36 - # - # # web_plate_t lies between (5, 63) - # if web_plate_t < 5 | web_plate_t > 63: - # sys.exit(); - # - # #weld_fu lies between (410, 610) - # if weld_fu <= 410 | weld_fu >= 610: - # sys.exit(); - - ######################################################################## - # INPUT FOR PLATE DIMENSIONS (FOR OPTIONAL INPUTS) AND VALIDATION - - # Plate thickness check - if web_plate_t < beam_w_t: - web_plate_t = beam_w_t - #logger.error("The length of the plate is more than the available depth of %2.2f mm " % (plate_len)) - - logger.error(": Chosen web plate thickness is not sufficient" ) - logger.warning(" : Minimum required thickness %2.2f mm" % (beam_w_t)) - - # Plate height check - # Maximum/minimum plate height - max_plate_height = beam_d - 2 * beam_f_t - 40; - min_plate_height = web_min_h(shear_load,web_plate_fy,web_plate_t); - min_plate_height = int(min_plate_height) /10 * 10 +10; - min_plate_height = round(min_plate_height,3) - - # Height input and check - - if web_plate_l != 0: - if web_plate_l > max_plate_height : - logger.error(": Height of plate is more than the clear depth of the beam") - logger.warning(": Maximum plate height allowed is %2.2f mm " % (max_plate_height)) - web_plate_l = max_plate_height ; - - elif min_plate_height > max_plate_height: - logger.error(": Minimum required plate height is more than the clear depth of the beam") - logger.warning(": Plate height required should be more than %2.2f mm " % (min_plate_height)) - logger.warning(": Maximum plate height allowed is %2.2f mm " % (max_plate_height)) - logger.info(": Increase the plate thickness") - web_plate_l = max_plate_height; - - elif min_plate_height >= web_plate_l: - - logger.error(": Plate height provided is less than the minimum required ") - logger.warning(": Plate height required should be more than %2.2f mm " % (min_plate_height)) - - web_plate_l = min_plate_height - else: - if min_plate_height < max_plate_height: - web_plate_l = min_plate_height +10 - elif min_plate_height >= max_plate_height: - web_plate_l = (max_plate_height-10)//10*10 ; - - - ######################################################################## - # Bolt design: - - # I: Check for number of bolts ------------------- - bolt_fu = int(bolt_grade) * 100 - bolt_fy = (bolt_grade - int(bolt_grade))*bolt_fu; - - t_thinner = min(beam_w_t.real,web_plate_t.real); - bolt_shear_capacity = bolt_shear(bolt_dia,bolt_planes,bolt_fu).real; - bolt_bearing_capacity = bolt_bearing(bolt_dia,t_thinner,beam_fu).real; - - bolt_capacity = min(bolt_shear_capacity, bolt_bearing_capacity); - - bolts_required = int(shear_load/bolt_capacity) + 1; - if bolts_required <= 2: - bolts_required = 3; - - bolt_group_capacity = bolts_required * bolt_capacity; - - # Spacing of bolts for web plate ------------------- - if bolt_dia == 12 or bolt_dia == 14: - dia_hole = bolt_dia + 1 - elif bolt_dia == 16 or bolt_dia == 18 or bolt_dia == 20 or bolt_dia == 22 or bolt_dia == 24: - dia_hole = bolt_dia + 2 - else: - dia_hole = bolt_dia + 3 - - # 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; - #clause 10.2.2 is800 - max_spacing = int(min(100 + 4 * t_thinner, 200)); #clause 10.2.3.3 is800 - - min_edge_dist = int(1.5 * (dia_hole)) + 10; # 10 mm added than min. value - if min_edge_dist%10 != 0: - min_edge_dist = (min_edge_dist/10)*10 + 10; - else: - min_edge_dist = min_edge_dist; - - max_edge_dist = int((12 * t_thinner * cmath.sqrt(250/beam_fy)).real)-1; - - # Determine single or double line of bolts - - length_avail = (web_plate_l-2*min_edge_dist); - pitch = round(length_avail/(bolts_required-1),3); - - - - ## Calculation of moment demand - - M1 = bolt_shear_capacity * (20+min_edge_dist/2); - # Single line of bolts - if pitch >= min_pitch: - bolt_line =1; - gauge = 0; - bolts_one_line = bolts_required; - K = bolts_one_line / 2; - M2=0; - if bolts_required % 2 ==0 or bolts_required % 2 !=0: - for k in range (0,K): - M2 = M2 + 2*(bolt_shear_capacity * ((length_avail/2 - k * pitch)**2/(length_avail/2 - k * pitch))); - moment_demand = max(M1,M2); - moment_demand = round(moment_demand * 0.001,3) - - # Multi-line of bolts - if pitch < min_pitch: - bolt_line = 2; - if bolts_required % 2 == 0: - bolts_one_line = bolts_required/2; - else: - bolts_one_line = (bolts_required/2) + 1; - - pitch = round(length_avail/(bolts_one_line-1),3); - gauge = min_gauge; - M1 = bolt_shear_capacity * (20+ min_edge_dist + gauge/2); - - if pitch >= min_pitch: - K = bolts_one_line / 2; - M2=0; - if bolts_required % 2 ==0 or bolts_required % 2 !=0: - for k in range (0,K): - V = length_avail/2 - k * pitch - H = gauge/2; - d = math.sqrt(V**2 + H**2); - M2 = M2 + 2*(bolt_shear_capacity * (d**2/d)); - M2=M2*2; - moment_demand = max(M1,M2); - moment_demand = round(moment_demand * 0.001,3) - - # Needs discussion with Sir - else: - logger.error(": Bolt strength is insufficient to carry the shear force") - logger.warning (": Increase bolt diameter and/or bolt grade") - moment_demand=0.0 - #################################################################################### - # Design of plate: - - # Width input (optional) and validation - if web_plate_w != 0: - if bolt_line == 1: - web_plate_w_req = 2 * min_edge_dist - end_dist = web_plate_w/2 - if bolt_line == 2: - web_plate_w_req = gauge + 2 * min_edge_dist - end_dist = (web_plate_w - gauge)/2 - - if web_plate_w == 0: - if bolt_line == 1: - web_plate_w_req = 2 * min_edge_dist; - web_plate_w = web_plate_w_req - end_dist = web_plate_w /2 - if bolt_line == 2: - web_plate_w_req = gauge + 2 * min_edge_dist; - web_plate_w = web_plate_w_req; - end_dist = (web_plate_w - gauge)/2 - - - # if web_plate_w < web_plate_w_req: - # web_plate_w = web_plate_w_req; - - # Moment capacity of web plate - moment_capacity = 1.2 * (web_plate_fy/1.1) * (web_plate_t * web_plate_l * web_plate_l)/6 * 0.001; - moment_capacity = round(moment_capacity * 0.001,3); - - if moment_capacity > moment_demand: - pass - else: - logger.error(": Plate moment capacity is less than the moment demand") - - logger.warning(": Re-design with increased plate dimensions") - - - # Plate dimension optimisation - - web_plate_l_req1 = math.sqrt((moment_demand*1000*6*1.1)/(1.2*beam_fy*web_plate_t)); - # Single line of bolts - if bolt_line == 1: - web_plate_l_req2 = (bolts_required-1) * min_pitch + 2 * min_edge_dist; - if web_plate_l == 0 or web_plate_l == min_plate_height or web_plate_l == max_plate_height: - web_plate_l_req = max(web_plate_l_req1, web_plate_l_req2, web_plate_l); - else: - web_plate_l_req = max(web_plate_l_req1, web_plate_l_req2,min_plate_height); - - # Multi line of bolts - if bolt_line == 2: - web_plate_l_req2 = (bolts_one_line-1) * min_pitch + 2 * min_edge_dist; - - if web_plate_l == 0 or web_plate_l == min_plate_height or web_plate_l == max_plate_height: - web_plate_l_req = max(web_plate_l_req1, web_plate_l_req2, web_plate_l); - elif web_plate_l > min_plate_height or web_plate_l < max_plate_height: - web_plate_l_req = max(web_plate_l_req1, web_plate_l_req2, min_plate_height); - - if web_plate_l != min_plate_height +10 or web_plate_l != (max_plate_height-10)//10*10 : - pass - else: - if web_plate_l < web_plate_l_req: - logger.error(": Plate height provided is less than the minimum required") - - if web_plate_w < web_plate_w_req: - - logger.error(": Plate width provided is less than the minimum required") - logger.warning(": Minimum plate width required is %2.2f mm " %(web_plate_w_req)) - - ################################################################################## - ## Weld design - # V: Weld shear strength ------------------- - weld_l = web_plate_l - weld_t * 2; - - #direct shear - Vy1 = shear_load *1000 /float(2*weld_l); - - #shear due to moment - xCritical = 0; #single line weld - yCritical = weld_l * 0.5; #single line weld - - Ip = weld_l * weld_l * weld_l / 12; - - Vx = moment_demand * yCritical *1000000 / (2 * Ip); - Vy2 = moment_demand * xCritical * 1000000 / (2 * Ip); - - Vr = math.sqrt(Vx ** 2 + (Vy1 + Vy2) ** 2); - Vr = round(Vr,3); - - weld_strength = 0.7 * weld_t * weld_fu / (math.sqrt(3) * 1.25); - weld_strength = round(weld_strength,3); - - weld_t_req = (Vr * (math.sqrt(3) * 1.25))/(0.7 * weld_fu) ; - - 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: - pass - else: - logger.error(": Weld thickness is not sufficient") - logger.warning(": Minimum weld thickness is required is %2.2f mm " % (weld_t_req)) - - # End of calculation - outputObj = {} - outputObj['Bolt'] ={} - outputObj['Bolt']['status'] = True - outputObj['Bolt']['shearcapacity'] = bolt_shear_capacity - outputObj['Bolt']['bearingcapacity'] = bolt_bearing_capacity - outputObj['Bolt']['boltcapacity'] = bolt_capacity - outputObj['Bolt']['numofbolts'] = bolts_required - outputObj['Bolt']['boltgrpcapacity'] = bolt_group_capacity - outputObj['Bolt']['numofrow'] = bolts_one_line - outputObj['Bolt']['numofcol'] = bolt_line - outputObj['Bolt']['pitch'] = pitch - outputObj['Bolt']['enddist'] = float(end_dist) - outputObj['Bolt']['edge'] = float(min_edge_dist) - outputObj['Bolt']['gauge'] = float(gauge) - - outputObj['Weld'] = {} - outputObj['Weld']['thickness'] = weld_t_req - outputObj['Weld']['resultantshear'] = Vr - outputObj['Weld']['weldstrength'] = weld_strength - - outputObj['Plate'] = {} - outputObj['Plate']['minHeight'] = web_plate_l_req - outputObj['Plate']['minWidth'] = web_plate_w_req - outputObj['Plate']['externalmoment'] = moment_demand - outputObj['Plate']['momentcapacity'] = moment_capacity - outputObj['Plate']['height'] = float(web_plate_l) - outputObj['Plate']['width'] = float(web_plate_w) - - - #return outputObj - - if web_plate_l == (min_plate_height+10) or web_plate_l == ((max_plate_height-10)//10*10): - if bolt_line==1: - if web_plate_l == min_plate_height or web_plate_l == max_plate_height or web_plate_l < web_plate_l_req or web_plate_w < web_plate_w_req or weld_t_req > weld_t: - for k in outputObj.keys(): - for key in outputObj[k].keys(): - outputObj[k][key] = "" - elif moment_capacity < moment_demand: - for k in outputObj.keys(): - for key in outputObj[k].keys(): - outputObj[k][key] = "" - - if bolt_line==2: - if pitch < min_pitch: - for k in outputObj.keys(): - for key in outputObj[k].keys(): - outputObj[k][key] = "" - elif web_plate_l == min_plate_height or web_plate_l == max_plate_height or web_plate_l < web_plate_l_req or web_plate_w < web_plate_w_req or weld_t_req > weld_t: - for k in outputObj.keys(): - for key in outputObj[k].keys(): - outputObj[k][key] = "" - elif moment_capacity < moment_demand: - for k in outputObj.keys(): - for key in outputObj[k].keys(): - outputObj[k][key] = "" - else: - - pass - - else: - if web_plate_l == min_plate_height or web_plate_l == max_plate_height or web_plate_l < web_plate_l_req or web_plate_w < web_plate_w_req or weld_t_req > weld_t: - for k in outputObj.keys(): - for key in outputObj[k].keys(): - outputObj[k][key] = "" - elif moment_capacity < moment_demand: - for k in outputObj.keys(): - for key in outputObj[k].keys(): - outputObj[k][key] = "" - elif bolt_line==2: - if pitch < min_pitch: - for k in outputObj.keys(): - for key in outputObj[k].keys(): - outputObj[k][key] = "" - -# outputObj = {} - if outputObj['Bolt']['status'] == True: - - logger.info(": Overall finplate connection design is safe \n") - logger.debug(" :=========End Of design===========") - - else: - logger.error(": Design is not safe \n ") - logger.debug(" :=========End Of design===========") - - return outputObj - - - - - - |