import numpy as np from flask import Flask, request, jsonify, render_template import plotly.graph_objects as go from plotly.subplots import make_subplots import pandas as pd import os import matplotlib.pyplot as plt from scipy.interpolate import interp1d from func import calculate_displacement_and_force, Berry_Eberhard_Buckling_Model, Force_Displacement_Relation, Potential_Deformation_Limit_States, Interaction_Diagram, Concrete_Strain, Steel_Strain, Moment_Curvature_Relation, CURVATURE_RELATION_ITERATIVE_PROCESS_TO_FIND_THE_MOMENT, CORRECTED_AREAS, manderun, manderconf, steelking, Raynor, manderconflw, stress_strain_relations_Confined, stress_strain_relations_Reinforcing_Steel, compute_concrete_layers, compute_rebars, Define_vector, Limit_States, Gross_area_and_steel_ratios, calculate_plastic_hinge, shear_deflection, shear_strength, calculate_moment_capacity from pOutput import mainOut, html_01, html_02, html_03, html_04, html_05, html_07, html_08 app = Flask(__name__) @app.route('/', methods=['POST', 'GET']) def hello_world(): met = request.method if request.form: #num1 = request.form.get('num1') #num2 = request.form.get('num2') name = request.form.get('name') interaction = request.form.get('interaction') H = float(request.form.get('H')) B = float(request.form.get('B')) ncx = float(request.form.get('ncx')) ncy = float(request.form.get('ncy')) clb = float(request.form.get('clb')) L = float(request.form.get('L')) bending = request.form.get('bending') ductilitymode = request.form.get('ductilitymode') MLR = request.form.get('MLR') MLR = MLR.strip() MLR = eval(MLR) MLR = np.array(MLR, dtype=float) Dh = float(request.form.get('Dh')) s = float(request.form.get('s')) P = float(request.form.get('P')) confined = request.form.get('confined') unconfined = request.form.get('unconfined') rebar = request.form.get('rebar') typ = request.form.get('typ') #Ex wi = request.form.get('wi') wi = wi.strip() wi = eval(wi) wi = np.array(wi, dtype=float) fpc = float(request.form.get('fpc')) Ec = float(request.form.get('Ec')) eco = float(request.form.get('eco')) esm = float(request.form.get('esm')) espall = float(request.form.get('espall')) fy = float(request.form.get('fy')) fyh = float(request.form.get('fyh')) Es = float(request.form.get('Es')) fsu = float(request.form.get('fsu')) esh = float(request.form.get('esh')) esu = float(request.form.get('esu')) Ey = float(request.form.get('Ey')) C1 = float(request.form.get('C1')) csid = request.form.get('csid') ssid = request.form.get('ssid') ecser = float(request.form.get('ecser')) esser = float(request.form.get('esser')) ecdam = request.form.get('ecdam') esdam = float(request.form.get('esdam')) temp = float(request.form.get('temp')) kLsp = float(request.form.get('kLsp')) theta = float(request.form.get('theta')) #Ex thetaD = float(request.form.get('thetaD')) #Ex phiS = float(request.form.get('phiS')) #Ex # Control parameters itermax = 1000 # max number of iterations (1000) ncl = 40 # of concrete layers (40) tolerance = 0.001 # x fpc x Ag (0.001) dels = 0.0001 MLR = MLR[MLR[:, 0].argsort()] # ??? addpath('C:\CUMBIA\models') if Ec == 0: Ec = 5000 * np.sqrt(fpc) if temp < 0: Ct = (1 - 0.0105 * temp) * 0.56 * np.sqrt(fpc) else: Ct = 0.56 * np.sqrt(fpc) eccr = Ct / Ec if np.sum(wi) == 0 and MLR.shape[0] > 1: Pbars = MLR[0, 1] + MLR[-1, 1] + 2 * (MLR.shape[0] - 2) wi = np.concatenate([ np.ones(MLR[0, 1] - 1) * ((B - 2 * clb - MLR[0, 1] * MLR[0, 2]) / (MLR[0, 1] - 1)), np.ones(MLR[-1, 1] - 1) * ((B - 2 * clb - MLR[-1, 1] * MLR[-1, 2]) / (MLR[-1, 1] - 1)), np.diff(MLR[:, 0]) - np.mean(MLR[:, 2]), np.diff(MLR[:, 0]) - np.mean(MLR[:, 2]) ]) if sum(wi) == 0 and MLR.shape[0] == 1: wi = [ (H - 2 * clb - 2 * MLR[0, 2]) * np.array([1, 1]), (B - 2 * clb - 2 * MLR[0, 2]) * np.array([1, 1]) ] wi = np.concatenate(wi) #############return f"wi={wi} - MLR={MLR} - Ec={Ec} - Ct={Ct} - eccr={eccr}" Ast = np.sum(MLR[:, 1] * 0.25 * np.pi * MLR[:, 2] ** 2) Hcore = H - 2 * clb + Dh # Core heigth Bcore = B - 2 * clb + Dh # core width dcore = clb - Dh * 0.5 # distance to the core P = P * 1000 # axial load in Newtons tcl = H / ncl # Thickness of concrete layers yl = tcl * np.arange(1, ncl + 1) # border distance conc. layer esser = -esser esdam = -esdam # Load material models if unconfined.lower() == 'mu': ecun,fcun = manderun(Ec,Ast,Dh,clb,s,fpc,fyh,eco,esm,espall,'rectangular',0,H,B,ncx,ncy,wi,dels) elif unconfined.lower() == 'mc': ecun,fcun = manderconf(Ec,Ast,Dh,clb,s,fpc,fyh,eco,esm,espall,'rectangular',0,H,B,ncx,ncy,wi,dels,'hoops') elif unconfined.lower() == 'mclw': ecun,fcun = manderconflw(Ec,Ast,Dh,clb,s,fpc,fyh,eco,esm,espall,'rectangular',D,0,0,0,0,0,dels,typ) else: AUX = np.loadtxt(f"{unconfined}.txt") # read the material model data file ecun = AUX[:, 0] fcun = AUX[:, 1] if confined.lower() == 'mu': ec, fc = manderun(Ec,Ast,Dh,clb,s,fpc,fyh,eco,esm,espall,'rectangular',0,H,B,ncx,ncy,wi,dels) elif confined.lower() == 'mc': ec, fc = manderconf(Ec,Ast,Dh,clb,s,fpc,fyh,eco,esm,espall,'rectangular',0,H,B,ncx,ncy,wi,dels,'hoops') elif confined.lower() == 'mclw': ec, fc = manderconflw(Ec,Ast,Dh,clb,s,fpc,fyh,eco,esm,espall,'rectangular',0,H,B,ncx,ncy,wi,dels,'hoops') else: AUX = np.loadtxt(f"{confined}.txt") # read the material model data file ec = AUX[:, 0] fc = AUX[:, 1] if rebar.lower() == 'ks': es, fs = steelking(Es,fy,fsu,esh,esu,dels) elif rebar.lower() == 'ra': es, fs = Raynor(Es,fy,fsu,esh,esu,dels,C1,Ey); else: AUX = np.loadtxt(f"{rebar}.txt") # read the material model data file es = AUX[:, 0] fs = AUX[:, 1] # Ultimate strains ecu = ec[-1] # maximum strain confined concrete ecumander = ecu / 1.5 # ultimate strain predicted by the original mander model if ecdam.lower() == 'twth': ecdam = ecumander # Extend strain and stress vectors ec = np.concatenate(([-1e10], ec, [ec[-1] + dels, 1e10])) # ector with strains of confined concrete fc = np.concatenate(([0], fc, [0, 0])) # vector with stresses of confined concrete #return f"ec={[f'{x:.6f}' for x in ec]}" ecun = np.append(np.insert(ecun, 0, -1e10), [ecun[-1] + dels, 1e10]) # vector with strains of unconfined concrete fcun = np.concatenate(([0], fcun, [0, 0])) # vector with stresses of unconfined concrete esu = es[-1] # maximum strain steel es = np.concatenate((es, [es[-1] + dels, 1e10])) # vector with strains of the steel fs = np.concatenate((fs, [0, 0])) # vector with stresses of the steel esaux = es[::-1] fsaux = fs[::-1] es = np.concatenate((-esaux, es[1:])) # vector with strains of the steel fs = np.concatenate((-fsaux, fs[1:])) #return f"ec={[f'{x:.6f}' for x in ec]} fc={fc} ### ecun={ecun} ### fcun={fcun} ### esaux={esaux} ### fsaux={fsaux}" fig1 = stress_strain_relations_Confined(ec, fc, ecun, fcun) fig2 = stress_strain_relations_Reinforcing_Steel(es, fs) conclay = compute_concrete_layers(yl, dcore, H, Hcore, B, Bcore) distld, Asbs, diam = compute_rebars(MLR) conclay = CORRECTED_AREAS(conclay, Asbs, distld) def_, np_ = Define_vector(ecu, P, ecun, fcun, ec, fc, conclay, Ast, es, fs) np.savetxt("def.txt", def_, delimiter=",", fmt="%.6f") #return f"tolerance={tolerance} _______ H={H} _______ B={B} _______ fpc={fpc} _______ conclay={conclay} _______ distld={distld} _______ ecun={ecun} _______ fcun={fcun} _______ ec={ec} _______ fc={fc}" message, curv, mom, ejen, DF, vniter, coverstrain, corestrain, steelstrain, cores = CURVATURE_RELATION_ITERATIVE_PROCESS_TO_FIND_THE_MOMENT(tolerance, H, B, fpc, np_, def_, conclay, distld, ecun, fcun, ec, fc, es, fs, Asbs, P, itermax, dcore, confined, unconfined, ecu, esu) Agross, AsLong, LongSteelRatio, TransvSteelRatioX, TransvSteelRatioY, TransvSteelRatioAverage, AxialRatio, Mn, cr, cMn, fycurv, fyM, eqcurv, curvbilin, mombilin, SectionCurvatureDuctility, esaux = Gross_area_and_steel_ratios(H, B, Ast, ncx, ncy, Dh, s, Hcore, Bcore, P, fpc, ecser, coverstrain, mom, steelstrain, esser, ejen, Ec, fy, Es, curv) fig3 = Moment_Curvature_Relation(curvbilin, mombilin, curv, mom) Lp, LBE, bucritMK, failCuDuMK, failss, Lsp, CuDu, fig4 = calculate_plastic_hinge(MLR, steelstrain, Es, fy, kLsp, L, fsu, bending, s, diam, curv, eqcurv, SectionCurvatureDuctility) # Berry - Eberhard Buckling model #return f"curv={[f'{x:.6f}' for x in curv]}" # fc={fc} ### ecun={ecun} ### fcun={fcun} ### esaux={esaux} ### fsaux={fsaux}" bucritBE = 0 C0 = 0.019 # model constants C1 = 1.650 C2 = 1.797 C3 = 0.012 C4 = 0.072 roeff = (2 * TransvSteelRatioAverage) * fyh / fpc # effective confinement ratio rotb = C0 * (1 + C1 * roeff) * (1 + C2 * P / (Agross * fpc)) ** -1 * (1 + C3 * LBE / H + C4 * diam[0] * fy / H) # plastic rotation at the onset of bar buckling plrot = (curv - fycurv) * Lp / 1000 failCuDuBE, bucritBE, fig5 = Berry_Eberhard_Buckling_Model(CuDu, plrot, rotb, bucritBE) #return f"bending={bending} ____ curv={curv} ____ coverstrain={coverstrain} ____ eccr={eccr} ____ fycurv={fycurv} ____ L={L} ____ Lsp={Lsp} ____ fyM={fyM}" displf, Force = calculate_displacement_and_force(bending, curv, coverstrain, eccr, fycurv, L, Lsp, Lp, mom, fyM) #return f"displf={displf} ____ Force={Force}" Vc1, kscr, kseff, forcebilin, displsh, G = shear_deflection(Ec, B, H, L, Mn, eqcurv, LongSteelRatio, bending, fpc, dcore, TransvSteelRatioY, Es, mombilin, curv, Force, mom, displf) # Total displacement displ = np.array(displsh) + np.array(displf) np.savetxt("displ.txt", displ, delimiter=",", fmt="%.6f") np.savetxt("displf.txt", displf, delimiter=",", fmt="%.6f") np.savetxt("displsh.txt", displsh, delimiter=",", fmt="%.6f") np.savetxt("Force.txt", Force, delimiter=",", fmt="%.6f") #return f"{len(displsh)} displsh={displsh} ____ displ={displ} ____{len(displf)} displf={displf}" # Bilinear approximation dy1 = np.interp(fycurv, curv, displ) dy = (Mn / fyM) * dy1 du = displ[-1] displbilin = [0, dy, du] Dduct = displ / dy DisplDuct = max(Dduct) dy1f = np.interp(fycurv, curv, displf) dyf = (Mn / fyM) * dy1f V, Vd, criteria, faildispl, failforce, failduct, failcurv, failCuDu, failmom = shear_strength(ncy, Dh, fyh, H, clb, cMn, s, theta, thetaD, LongSteelRatio, displ, dyf, L, P, bending, ductilitymode, fpc, Agross, phiS, Force, Dduct, mom, curv, CuDu, dy) #return f"faildispl={faildispl} ########## failforce={failforce}" Ieq = (Mn / (eqcurv * Ec)) / 1000 Bi = 1 / (((mombilin[1]) / (curvbilin[1])) / ((mombilin[2] - mombilin[1]) / (curvbilin[2] - curvbilin[1]))) outputlimit, displdam, displser,ifff = Limit_States(coverstrain, steelstrain, displ, Dduct, curv, CuDu, mom, Force, ecser, esser, ecdam, esdam) #return f"#### displ={[f'{x:.6f}' for x in displ]} - ###### CuDu={CuDu} - ###### failCuDuMK={failCuDuMK} - ###### Force={[f'{x:.6f}' for x in Force]}" failCuDuMK, failCuDuBE, buckldispl, bucklforce, fig6 = Force_Displacement_Relation(displbilin, forcebilin, displ, Force, V, Vd, criteria, faildispl, failforce, bucritMK, failCuDuMK, CuDu, bucritBE, failCuDuBE) buckldispl = np.interp(failCuDuMK, CuDu, displ) bucklforce = np.interp(failCuDuMK, CuDu, Force) #return f"buckldispl={buckldispl} ########## bucklforce={bucklforce}" buckldispl, bucklforce, buckldisplBE, bucklforceBE, fig7 = Potential_Deformation_Limit_States(displ, Force, displbilin, forcebilin, displdam, displser, V, Vd, criteria, faildispl, failforce, bucritMK, failCuDuMK, CuDu, bucritBE, failCuDuBE) #return fig1+fig2+fig3+fig4+fig5+fig6+fig7 output = np.vstack([coverstrain, corestrain, ejen, steelstrain, mom, curv, Force, displsh, displf, displ, V, Vd]).T outputbilin = np.vstack([curvbilin, mombilin, displbilin, forcebilin]) Acore = Hcore * Bcore PCid = np.interp(csid, ec, fc) * (Acore - AsLong) + np.interp(csid, ecun, fcun) * (Agross - Acore) + AsLong * np.interp(csid, es, fs) PTid = AsLong * np.interp(ssid, es, fs) html_1 = html_01(Dh=12.5, s=200, ncx=4, ncy=6, P=50000, fpc=30, fy=420, fs=450, fyh=250, confined='mclw', B=500, H=700, clb=40, MLR=[[100, 4, 16], [200, 6, 20], [300, 8, 25]]) html_2 = html_02(Dh=12.5, s=200, ncx=4, ncy=6, P=50000, fpc=30, fy=420, fs=450, fyh=250) html_3 = html_03(bending, ductilitymode, LongSteelRatio, TransvSteelRatioAverage, AxialRatio, output) html_4 = html_04(outputbilin, message, fyM, fycurv, Mn, eqcurv, SectionCurvatureDuctility, DisplDuct) html_5 = html_05(criteria, faildispl, failduct, failforce, failcurv, failCuDu, failmom) results = [] if bucritMK == 1: bucklDd = interp1d(CuDu, Dduct, fill_value="extrapolate")(failCuDuMK) bucklcurv = interp1d(CuDu, curv, fill_value="extrapolate")(failCuDuMK) bucklmom = interp1d(CuDu, mom, fill_value="extrapolate")(failCuDuMK) results.append({ 'model': 'Moyer - Kowalsky', 'failCuDu': failCuDuMK, 'bucklcurv': bucklcurv, 'bucklDd': bucklDd, 'buckldispl': buckldispl, 'bucklforce': bucklforce, 'bucklmom': bucklmom }) if bucritBE == 1: bucklDdBE = interp1d(CuDu, Dduct, fill_value="extrapolate")(failCuDuBE) bucklcurvBE = interp1d(CuDu, curv, fill_value="extrapolate")(failCuDuBE) bucklmomBE = interp1d(CuDu, mom, fill_value="extrapolate")(failCuDuBE) results.append({ 'model': 'Berry - Eberhard', 'failCuDu': failCuDuBE, 'bucklcurv': bucklcurvBE, 'bucklDd': bucklDdBE, 'buckldispl': buckldisplBE, 'bucklforce': bucklforceBE, 'bucklmom': bucklmomBE }) html_6 = render_template('display6.html', results=results) html_7 = html_07(outputlimit, ecser, esser, ecdam, esdam, confined, ecumander, Ec, G, Agross, Ieq, Bi, Lp, PTid, PCid, Mn) #buckldispl, bucklforce, buckldisplBE, bucklforceBE, fig8 = Potential_Deformation_Limit_States(displ, Force, displbilin, forcebilin, displdam, displser, V, Vd, criteria, faildispl, failforce, bucritMK, failCuDuMK, CuDu, bucritBE, failCuDuBE) outputi, esi, eci, i, csid, ssid, outputi, PTid, PCid, PB, MB, PB13, MB13, PB23, MB23, PPn, MnL, PPL, Mni = calculate_moment_capacity(PTid, fpc, Agross, PCid, ecun, ecu, esu, fcun, conclay, distld, ec, es, fc, fs, Ast, H, B, tolerance, itermax, csid, ssid, confined, unconfined, cores, esaux) fig9 = Interaction_Diagram(Mni, PPn, MnL, PPL) html_8 = html_08(csid, ssid, outputi, PTid, PCid, PB, MB, PB13, MB13, PB23, MB23) fig10 = Concrete_Strain(PPn, eci, i) fig11 = Steel_Strain(PPn, esi, i) custom_html = render_template('mainRep.html', fig1=fig1, fig2=fig2, fig3=fig3, fig4=fig4, fig5=fig5, fig6=fig6, fig7=fig7 , fig9=fig9, fig10=fig10, fig11=fig11, html1=html_1, html3=html_3, html4=html_4, html5=html_5, html6=html_6, html7=html_7, html8=html_8) return custom_html #+html_2+html_3+html_4+html_5+html_6+html_7+html_8 if __name__ == '__main__': app.run(debug=True, host='0.0.0.0', port=5000)