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Diffstat (limited to 'Connections/Shear/Finplate/finPlateCalc1.py')
| -rw-r--r-- | Connections/Shear/Finplate/finPlateCalc1.py | 466 |
1 files changed, 466 insertions, 0 deletions
diff --git a/Connections/Shear/Finplate/finPlateCalc1.py b/Connections/Shear/Finplate/finPlateCalc1.py new file mode 100644 index 0000000..34efdb4 --- /dev/null +++ b/Connections/Shear/Finplate/finPlateCalc1.py @@ -0,0 +1,466 @@ +''' +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 + + + + + + |