# To run the program # Import our module import numpy as np import math import tkinter as tk import pandas as pd import matplotlib.pyplot as plt from tkinter import filedialog from tkinter import messagebox from matplotlib.figure import Figure from matplotlib.backends.backend_tkagg import FigureCanvasTkAgg from matplotlib.backends.backend_pdf import PdfPages # the main Tkinter window ws = tk.Tk() # setting the title ws.title("Circular Column Design") # dimensions of the main window ws.attributes('-zoomed', True) # Note: Windows use below; *Not* -fullscreen #ws.state('zoomed') #ws.geometry("1200x1000") # Set up key variables common to all routines (called from bottom) def variables(): global dia, Fc, bar_n, bar_dia, fsy, cover, phi, check_no dia = 0 bar_n = 0 bar_dia = 0 Fc = 0 fsy = 0 cover = 0 phi = 0 check_no = 0 # main program (called from bottom) def main(): global dia, Fc, bar_n, bar_dia, fsy, cover, phi, check_no def print_charts(): global fig1, x, y, phi_x, phi_y, dia, Fc, bar_n, bar_dia, fsy, cover, phi, check_no # get the values of variables from input frame # check of empty or zero input values def check_input(): global counter counter = 0 if not dia_col.get(): counter = counter + 1 if not bar_num.get(): counter = counter + 1 if not bar_diameter.get(): counter = counter + 1 if not cover_conc.get(): counter = counter + 1 if not Fc_conc.get(): counter = counter + 1 if not fsy_bar.get(): counter = counter + 1 if not phi_const.get(): counter = counter + 1 return # call check input function check_input() # if there is input in all boxes get values if counter == 0: dia = float(dia_col.get()) bar_n = int(bar_num.get()) bar_dia = float(bar_diameter.get()) cover = float(cover_conc.get()) Fc = float(Fc_conc.get()) fsy = float(fsy_bar.get()) phi = float(phi_const.get()) # check if any input values are "0" otherwise program will not run # make list of variables and test with "if" statement check_zero = [dia, bar_n, bar_dia, cover, Fc, fsy, phi] check_no = 0 if check_no in check_zero: win1 = tk.Tk() win1.withdraw() messagebox.showwarning("Warning","Enter non-zero values only") win1.destroy() else: check_no = 1 else: win2 = tk.Tk() win2.withdraw() messagebox.showwarning("Warning","One or more inputs missing") win2.destroy() def calc_charts(): global dia, Fc, bar_n, bar_dia, fsy, cover, phi, x, y, phi_x, phi_y, fig1, canvas # analysis and plotting of charts # Calculate alpha and gamma to AS3600-2018 if Fc > 120: alpha2 = 0.67 gamma = 0.67 else: alpha2 = 0.85 - 0.0015*Fc gamma = 0.97 - 0.0025*Fc # Youngs modulus of steel E = 200e9 # Cross-section theta = np.linspace(0, 2*np.pi, 100) r = dia/2 x1 = r*np.cos(theta) x2 = r*np.sin(theta) # reinforcing bar coordinates theta_b = np.linspace(0, 2*np.pi, bar_n+1) rb = dia/2 - (cover + bar_dia/2) xb1 = rb*np.cos(theta_b) xb2 = rb*np.sin(theta_b) # Figure that will contain graphic output # the figure that will contain the plots and text, size in inches fig1 = Figure(figsize = (11.67, 8.27), dpi = 100) # set up a 20 x 30 grid of boxes ax = fig1.add_gridspec(nrows=21, ncols=30) # add some text Col_input = fig1.add_subplot(ax[0:8, 0:8]) Col_input.axis("off") Col_input.text(0.1,0.9,"Diameter (mm) = %.0f" % dia) Col_input.text(0.1,0.8,"Number of bars = %s" % bar_n) Col_input.text(0.1,0.7,"Bar diameter (mm) = %.0f" % bar_dia) Col_input.text(0.1,0.6,"Concrete cover (mm) = %.0f" % cover) Col_input.text(0.1,0.5,"Concrete strength (MPa) = %.0f" % Fc) Col_input.text(0.1,0.4,"Steel strength (MPa) = %.0f" % fsy) Col_input.text(0.1,0.3,"Capacity reduction = %.2f" % phi) # Column cross-section plot # define plot1 and add the subplot # in rows 10 to 20 and columns 0 to 8 plot1 = fig1.add_subplot(ax[11:20, 0:8]) # plot reinforcing bars plot1.scatter(xb2,xb1,color='black') # plot circumference plot1.plot(x1, x2) # Add a title plot1.set_title('Column cross section') # Add x and y Label plot1.set_xlabel('x axis (mm)') plot1.set_ylabel('y axis (mm)') # Add a grid plot1.grid(alpha=.4,linestyle='--') # Add x axis ap = r*1.15 plot1.plot([-ap, ap],[0, 0], color='black') # Add y axis plot1.plot([0,0],[-ap,ap],color='black') # Calculate moments and forces # Calculate and print bar distances from top of section yd1 = dia/2 - xb1 # Number of depths, the first part becomes integer smaller than half No, # the second part evaluates to True if there is a remainder, in addition, # it adds True = 1; False = 0 # Number of bar depths No_yd No_yd = int(bar_n/2) + (bar_n % 2 > 0) # Use remainder % to check if even number, if so, add 1 if(bar_n % 2) == 0: No_yd = No_yd + 1 # Convert numpy array to list # Bar depths (mm) yd2 yd2 = yd1.tolist() # Size (length) of the list x = len(yd2) # Delete depths greater than No_yd # yd2 is the new shorter list of depths del yd2[No_yd:x] # Convert depths to metres yd3 = [i/1000 for i in yd2] # Create list with number of bars at each depth No_bars # Always have 1 bar at top, 2 bars at next depths, and 1 bar at bottom if even number of bars No_bars = [2] * (No_yd - 1) No_bars.insert(0, 1) if(bar_n % 2) == 0: No_bars.pop(No_yd-1) No_bars.append(1) # Create list of total steel area at each level (depth) in the section # Multiply No_bars by a scalar, area of reinf bar # Steel areas (sq.mm) Ast_i Ast_i = [i * math.pi*(bar_dia/2)**2 for i in No_bars] # Convert steel area to square metres Ast_d = [i/1e6 for i in Ast_i] # Change units to N and m Fc = Fc*1000000.0 dia = dia/1000.0 r = dia/2 bar_dia = bar_dia/1000.0 # Calculate axial force and moment of concrete and steel at each (slice) depth # Number of depths (slices) n_slices # Slice thickness (m) T n_slices = 20 T = dia/n_slices # Initialise Nu_c and Mu_c Nu_c = 0.0 Mu_c = 0.0 # Moments and axial forces for plotting, initial lists Moments = [] Forces = [] for n in range(n_slices): # Depth to CL of slice dn dn = T*n + T/2 dN = T*n + T # Width at CL of slice wn wn = 2*(dn*(2*r - dn))**0.5 # Concrete area of slice Acn Acn = wn*T # Compression in each slice Ccn = Acn*alpha2*Fc # Accumulate conc compression for each slice # Concrete axial force Nu_c Nu_c = Nu_c + Ccn Mcn = Ccn*(r-dn) # Concrete Moment Mu_c Mu_c = Mu_c + Mcn # Calculate strain at bar depths # Steel bar strain epsilon_si epsilon_si = [0.003*(dN-i)/dN for i in yd3] # Modified strain (max=0.0025) epsilon_si_mod epsilon_si_mod = [0.0025 if i > 0.0025 else -0.0025 if i < -0.0025 else i for i in epsilon_si] # Stress in bars sigma_si sigma_si = [i * E for i in epsilon_si_mod] # Bar force Fsi Fsi = [i * j for i, j in zip(sigma_si, Ast_d)] # Steel reinf axial force Nu_s Nu_s = sum(Fsi) # Steel Moment Mu_s Mu_si = [i * (r - j) for i, j in zip(Fsi, yd3)] Mu_s = sum(Mu_si) # Sum moments and axial forces about slice depth Mu_n = Mu_c + Mu_s Nu_n = Nu_c + Nu_s # Add numbers to list for plotting Moments.append(Mu_n) Forces.append(Nu_n) # Change units to kN and kNm Moments_kNm = [0.001 * i for i in Moments] Forces_kN = [0.001 * j for j in Forces] # Plot Capacity Chart # define plot2 and add the subplot to figure fig1 # in rows 0 to 20 and columns 12 to 30 plot2 = fig1.add_subplot(ax[0:21, 12:30]) # x-axis label plot2.set_xlabel('Moment kNm') # y-axis label plot2.set_ylabel('Force kN') # Plot title plot2.set_title('Circular Column Capacity Chart') # Plot smoothed line # Convert lists to arrays # Note: need to change x and y, plot y,x instead of x,y # so chart is plotted in the conventional way y = np.array(Moments_kNm) x = np.array(Forces_kN) def smoothline(x,y): coefs = np.polyfit(x,y,deg=8) p_obj = np.poly1d(coefs) #this is a convenience class return p_obj p_obj = smoothline(x,y) x_line = np.linspace(min(x), max(x), 100) #make new xvalues y_line = p_obj(x_line) plot2.plot(y,x,'o') plot2.plot(y_line,x_line, 'r--') # apply reduction factor and create new plot line phi_y = y*phi phi_x = x*phi def smoothline(phi_x,phi_y): coefs = np.polyfit(phi_x,phi_y,deg=8) p_obj_phi = np.poly1d(coefs) #this is a convenience class return p_obj_phi p_obj_phi = smoothline(phi_x,phi_y) x_phi_line = np.linspace(min(phi_x), max(phi_x), 100) #make new xvalues y_phi_line = p_obj_phi(x_phi_line) plot2.plot(phi_y,phi_x,'o') plot2.plot(y_phi_line,x_phi_line, 'b--') # Add a grid plot2.grid(alpha=.4,linestyle='--') # creating the Tkinter canvas containing the Matplotlib figures canvas = FigureCanvasTkAgg(fig1, master = ws) #canvas.config(width=100, height=50) canvas.draw() # placing the canvas on the Tkinter window canvas.get_tk_widget().pack() # calculate the charts using function above if check_no > 0 and counter == 0: calc_charts() def recalculate(): # remove graphic output ready for next iteration canvas.get_tk_widget().pack_forget() # go back to start of function print_charts() # save and quit the program def save(): global x, y, phi_x, phi_y, fig1 # add numerical output to saved pdf file fig2, ax = plt.subplots(figsize = (11.67, 8.27), dpi = 100) # hide axes fig2.patch.set_visible(False) ax.axis('off') ax.axis('tight') mdata = (y,x,phi_y,phi_x) # round to two decimal places mdata_o = np.around(mdata, decimals=2) # transpose to columns mdata_t = np.transpose(mdata_o) cols = ('Limit State Moments (kNm)','Limit State Forces (kN)','Reduced Moments (kNm)','Reduced Forces (kN)') df = pd.DataFrame(mdata_t, columns=cols) ax.table(cellText=df.values, colLabels=df.columns, loc='center') ax.set_title("Column Capacity Numerical Data") # Not sure how it happens, but adding this line caused the program to exit # which is fine as "save and quit" is one button plt.close() # tkinter window for file save dialog ws1 = tk.Tk() ws1.withdraw() # show a dialog box to save the file fname = filedialog.asksaveasfilename(title='Name a file', filetypes=[("pdf", ".pdf")], defaultextension='.pdf') pp = PdfPages(fname) pp.savefig(fig1) pp.savefig(fig2) pp.close() # Destroy the tkinter instance once function is complete # this releases and stops hanging problems ws1.destroy() # Input-output # frame for numerical input data frame = tk.Frame(ws, padx=10, pady=10) frame.pack(expand=True) dia_lbl = tk.Label(frame, text='Column diameter (mm)') dia_lbl.grid(row=1, column=1) dia_col = tk.Entry(frame) dia_col.grid(row=1, column=2, pady=5) bar_n_lbl = tk.Label(frame, text='Number of reo bars') bar_n_lbl.grid(row=2, column=1) bar_num = tk.Entry(frame) bar_num.grid(row=2, column=2, pady=5) bar_dia_lbl = tk.Label(frame, text='Bar diameter (mm)') bar_dia_lbl.grid(row=3, column=1) bar_diameter = tk.Entry(frame) bar_diameter.grid(row=3, column=2, pady=5) cover_lbl = tk.Label(frame, text='Cover to main bars (mm)') cover_lbl.grid(row=4, column=1) cover_conc = tk.Entry(frame) cover_conc.grid(row=4, column=2, pady=5) Fc_lbl = tk.Label(frame, text='Concrete Fc (MPa)') Fc_lbl.grid(row=5, column=1) Fc_conc = tk.Entry(frame) Fc_conc.grid(row=5, column=2, pady=5) fsy_lbl = tk.Label(frame, text='Rebar fsy (MPa)') fsy_lbl.grid(row=6, column=1) fsy_bar = tk.Entry(frame) fsy_bar.grid(row=6, column=2, pady=5) phi_lbl = tk.Label(frame, text='Reduction factor (constant)') phi_lbl.grid(row=7, column=1) phi_const = tk.Entry(frame) phi_const.grid(row=7, column=2, pady=5) note1_lbl = tk.Label(frame, padx=20, width=600, anchor='w', text='Notes :') note1_lbl.grid(row=1, column=3) note2_lbl = tk.Label(frame, padx=20, width=600, anchor='w', justify='left', wraplength=500, text='This program calculates the limit state capacity of a circular concrete section by the method \ of slices. A capacity chart is produced and the chart along with numerical values are saved to a pdf file') note2_lbl.grid(row=2, column=3, rowspan=2) note2_lbl = tk.Label(frame, padx=20, width=600, anchor='w', justify='left', wraplength=500, text='Design codes have a variety of methods for calculating the capacity reduction factor. \ The method can also change from one code revision to the next. For simplicity, a constant reduction factor can be entered. Limit state and reduced capacity plots are provided. \ Enter "1" to see just one plot.') note2_lbl.grid(row=4, column=3, rowspan=3) # frame for buttons below the input frame2 = tk.Frame(frame) frame2.grid(row=8, columnspan=2, pady=10) # Button to show charts on screen btn_PI = tk.Button(frame2, text="Show Chart", padx=10, pady=5, command=print_charts) btn_PI.pack(side=tk.LEFT) # Button to re-calculate btn_PI = tk.Button(frame2, text="Re-calculate", padx=10, pady=5, command=recalculate) btn_PI.pack(side=tk.LEFT) # Button to save charts to file and exit program btn_PI = tk.Button(frame2, text="Save and Quit", padx=10, pady=5, command=save) btn_PI.pack(side=tk.LEFT) # Quit button #exit_btn = tk.Button(frame2, text='Quit', padx=10, pady=5, command=lambda:ws.destroy()) #exit_btn.pack(side=tk.LEFT) # define and initiate global variables variables() # initiate main program main() ws.mainloop()