zapataz completo.xls

zapata aisladaDISEO DE ZAPATA AISLADA CON CARGA CENTRADADATOS:ZapataPD, PLf ' c =210kg/cmColumnas/c =400.00kg/cmf ' c =280kg/cmhf =b =50cmAcero Columna70.00cmt =70cm10 3/4"g tAceroDf =1.40mf y =4200kg/cmSueloDf =1.4mhc =70.00cmg t =1600kg/mqa =2.50kg/cmTOtrosS/C =400kg/mPD =180TnPs =280.00TnBPL =100TnPu =422.00TnT1.- DIMENSIONAMIENTO DE LA ZAPATA ( Az = S*T )Clculo del peralte de la zapata (hc )ld = 0.08 * b * Fyb ( 3/4" ) =2.54cmf 'c^.5ld =58.89cmTomarld =59.00cmLongitud de desarrollo en compresinr.e =10.00cmhc = ld + r.ehc =69.00cmht = Df - hcTomarhc =70.00cmht =70.00cmClculo de la presin neta del suelo ( qm )qm = qa - g t1*ht - gc*hc - s/cqm =2.18kg/cmClculo del rea de la zapata ( Az )Az = PsAz =128440.37cmqmT =368.39cmT = Az^.5 + ( t - b )B =348.39cm2B = Az^.5 - ( t - b )2TomarB =350.00cmTomarT =370.00cmUSAR B x T = 350.00 x 370.00 m2.- DETERMINACIN DE LA REACCIN AMPLIFICADA ( qmu )qum =3.26kg/cmqmu = PuAzTomarqmu =3.26kg/cm3.- VERIICACION POR CORTE ( = 0.85 )Por Flexin:dLv = ( T - t ) / 2Lv =150.00cmVu = qmu * B * ( Lv - d )r.e =9.00cmVc = 0.53 * f 'c^.5 * S * dVu = vc OK !d =61.00cmqmuVu =101549kgr.e = 9 c.mLvbVc =163977.17kgd = hc - r.evc =139380.59kg=Vu =101549kgOK !!Por Punzonamiento:Vu = Pu - qmu * m * nVc = 0.27 * 2 + 4 * f 'c^.5 * bo * db cb c = lado mayor columna ( t )lado menor columna ( b )m = t + dn = t + bbo = 2*m + 2*nVu = vc OK !m =131.00cmn =111.00cmVu =374596.34kgb c =1.4bo =484cm0.27*2 + 4 =1.31b cVc = 1.04 * f 'c^.5 * bo * d =560474.863241391kgvc =476403.63kg=Vu =374596.34kgOK !!4.- CALCULO DEL REFUERZO LONGITUDINAL ( = 0.90 )Direccin Mayor:Lv = ( T - t ) / 2Lv =150.00cmMu = qmu * B * LvMu =12836250kg - cm2As = Mu / ( * fy * ( d - a/2 ))a = As * fy / ( 0.85 * f 'c * S )qmuAs mn = 0.0018 * B * dLvAs > As mn OK !!Mu=12836250kg - cmAbB=350.00cm# Varilla ( n ) = Asd=61.00cmAba=5.0000cm (Valor Asumido)As=58.05cmEspaciam = B - 2*r.e - ba=3.9025cmn -1USARAs=58.05cmAs mn=44.1cmAs>As mnOK !!Ab ( 3/4" )=2.87cmb ( 3/4" )=1.91cm# Varilla ( n )=20.23Varillas# Varilla ( n )=20VarillasEspaciam.=17.5cmUSAR 20 3/4" @ 17.5 cmDireccin Menor:As tranv = As * TAs trv. =60.68cmSUSARAs trv.=60.68cmAs mn = 0.0018 * B * dAs mn =46.62cmAs > As mn OK !!As trv>As mnOK !!Ab# Varilla ( n ) = AsAb ( 3/4" )=2.87cmAbb ( 3/4" )=1.91cmEspaciam = Bn# Varilla ( n )=21.14Varillas# Varilla ( n )=21VarillasEspaciam.=17.62cmUSAR 21 3/4" @ 17.6 cma=1.00ld = b * fy * a * b * g * l< Lv1b=1.003.54 * f 'c^.5 * C + Krg=0.80bl=1.00C=8.50Lv1 = Lv - r.eKr=0.00b (3/4")=1.91r.e=7.50cmld=28.11cmLongitud de desarrollo en traccinld =28.11cm17.53cmOK !!3 * hc =210cmUSAR 20 3/4" @ 17.5 cmSe utiliza 20 varillas en la FRANJA CENTRAL de B= 3.40m de ancho y el remanente sedistribuye en los costados Equitativamente5.- VERIFICACION DE LA CONEXIN COLUMNA - ZAPATAPara la seccin A colim = 70*50 = 3500 cm ( COLUMNA ) * 0.85 * f 'c * As1Pu =422000kgA colum = b *tA colum =3500cmPu < ( * 0.85 * f 'c * A1) * 0.85 * f 'c * As1 =583100kgAbAs mn = 0.005 * A1As mn =17.5cm# Varilla = As1Ab ( 3/4" ) =2.87cmUSARAs1 =17.5cmAbAs col. > As mn OK !!# Varilla ( n ) =6.1Varillas# Varilla ( n ) =5Varillas( 5 3/4" )Dato del Problema 10 3/4" - Columna# Varilla columna =10VarillasAs colum >= As mnOK !!

bttd/2d/2m = t+dn = b+dtbTBBBAscTHECTOR HUGO CLAUDIO SOTO:

zapata combinadoCIMENTACIONES SUPERFICIALES1.- ZAPATAS COMBINADASDatos:Columna 1Columna 2Lado Mayor de la Columnat=0.40mt.0.60mt.Lado Menor de la Columnab=0.40mt.0.40mt.Refuerzo de la Columna:=3/4Plg.3/4Plg.Carga MuertaPd=20.00Ton38.00TonCarga VivaPl=12.00Ton18.00TonCapacidad Portante del Sueloqa=2.00Kg/cm20.404.00m0.601.20mF'c en ColumnaF'c=280.00Kg/cm2F'c en ZapataF'c=210.00Kg/cm2PD1PD2Esfuerzo de Fluencia AceroFy=4200.00Kg/cm2PL1PL2Peso especifico del Suelot=1800.00Kg/m3Peso especifico del Concretoc=2400.00Kg/m3Profundidad de DesplanteDf=1.20mt.S/C =500.00kg/mSobrecargas/c=500.00Kg/m2Longitud Entre Caras de Columnas4.00mt.ht =g m55.00cm1.- Dimensionamiento de la ZapataDf =1.20mhc =Peralte:65.00cmld = 0.08 db Fy / Fcld =44.00cm.hc = ld +10hc =54.00cm.65.00ht = Df - hcht =55cm.Presin Netaqn = qa - t ht - c hc s/cqn =1.70k/cm2Resultante De CargasxR = 20 P1 + 470 P2P1 =32.00TonR = P1 + P2P2 =56.00Tonx=306.00cm.L = 2xL =612.00cm.610.00B = (P1 + P2)/qn LB =85.00cm.100.00Cuando s/c = 500 k/cm2 Verificamos qnx' = (20 P'1 + 470 P2)/ (P'1 + P2)P'1 =26.00Tonx'=327.00cm.e = x' - xe =21.00cm.q = Ps/Az + Me/Iq = Ps/Az + Ps e c /IPs =82,000kg.Ps = P'1 + P2q =1.67k/cm2q < qnOKx'' = (20 P1 + 470 P'2)/ (P1 + P'2)P'2 =47.00Tonx''=288.00cm.e = x - x''e =18.00cm.q = Ps/Az + Ps e c /IPs =79,000kg.Ps = P1 + P'2q =1.52k/cm2q < qnOK2.- Diseo En Direccin Longitudinalqm = P1 + P2 / Azqm =14,426k/m2Por Unidad De Longitudqm =14,426k/mFactor De AmplificacinF= (1.4 D + 1.7 L) / (D + L)F=1.50Verificamos El Corte Por Flexind = hc -9d =56.00cm.Vu = Vcargas - qm (0.30 + d)Vcargas=35,802kVu =23,396k1.5 Vu =35,094kVc = 0.53 F'c b dVc =43,010k0.85 Vc =36,559k1.5Vu < 0.85 VcOKCorte Por Punzonamientoa).- Columna ExteriorVu = 1.5 (Pu - q m m n)m =0.68m.n =0.96m.Vu =33,874kAporte del ConcretoVc = 0.27 (2 + 4/Bc ) F'c bo dbo = 2 (m+n)bo =232.00cm.Bc = Relacin de lados de la columnaBc = t/bBc =1.00Vc =305,001k0.85 Vc =259,251kVc = 1.10 F'c bo dVc =207,099k0.85 Vc =176,034kVu < 0.85 VcOKa).- Columna InteriorVu = 1.5 (Pu - q m m n)m =1.16m.n =0.96m.Vu =59,903kAporte del ConcretoVc = 0.27 (2 + 4/Bc ) F'c bo dbo = 2 (m+n)bo =424.00cm.Bc = Relacin de lados de la columnaBc = t/bBc =1.50Vc =433,545k0.85 Vc =368,513kVu < 0.85 VcOKCalculo de Esfuerzos Tramo Centralx qm - P1x =2.22m.Mu = qm x2 /2 - P1 x1Mu =29,149.00k - m1.5 Mu =43,724.00k - mAs = Mu / Fy ( d a/2 )a =5.00cm.As =21.62cm2Nuevo a = As Fy / 0.85* F'c ba =5.09cm2As =21.64cm2Asmin = 0.0018 b hAsmin =11.70cm2As =21.64cm2Final Varilla3/4Plg.As =83/[email protected] Por Debajo De Columna InteriorMu = q m L2 /2L =1.1mMu =8,728.00K-m1.5 Mu =13,092.00K-mAs = Mu / Fy ( d a/2 )a =5.00cm.As =6.47cm2Nuevo a = As Fy / 0.85* F'c ba =1.52cm2As =1.66cm2Asmin = 0.0018 b hAsmin =11.70cm2As =11.70cm2Final Varilla5/8Plg.As =65/[email protected] Diseo De Direccin TransversalZapata Exteriorq un = Pu / Azq un =7.12k/cm2Pu = 1.4xPd + 1.7xPlMu = q nu B L2 /2B = t + d/2B =68cm.L = ( B - b )/2L =30cm.Mu =217,800k - cmAs = Mu / Fy ( d a/2 )a =5.00cm.As =1.08cm2Nuevo a = As Fy / 0.85* F'c ba =0.37cm2As =1.03cm2Asmin = 0.0018 b hAsmin =7.96cm2As =7.96cm2Final Varilla5/8Plg.As =45/[email protected] Interiorq un = Pu / Azq un =7.22k/cm2Pu = 1.4xPd + 1.7xPlMu = q nu B L2 /2B = t + d/2B =116cm.L = ( B - b )/2L =30cm.Mu =376,884k - cmAs = Mu / Fy ( d a/2 )a =5.00cm.As =1.86cm2Nuevo a = As Fy / 0.85* F'c ba =0.38cm2As =1.79cm2Asmin = 0.0018 b hAsmin =13.57cm2As =13.57cm2Final Varilla5/8Plg.As =75/[email protected] Verificacin Conexin Zapata ColumnaColumna ExteriorA1 =1,600cm2 0.85 F'c A1 =266,560kPu =48,400kPu < 0.85 F'c A1OKColumna InteriorA1 =2,400cm2 0.85 F'c A1 =299,880kPu =83,800kPu < 0.85 F'c A1OK5.- Detalle de Refuerzoa).- EspaciamientosEspaciamiento Minimo = 45 cm.Esp Min =45cm>>3 h =195cm>d).- Longitud De Desarrollold = db / 354 Fy / Fc /(c+k/ db)Columna 1 =1.30 =1.00 =0.80 =1.00c =6.05k =0.00db =3/4Plgdb =1.91cmc+k/ db =6.05c+k/ db < 2.5c+k/ db =2.5ld =65.00cmColumna 2 =1.00 =1.00 =0.80 =1.00c =6.05k =0.00db =5/8Plgdb =1.59cmc+k/ db =6.05c+k/ db < 2.5c+k/ db =2.5ld =42.00cmc y d )ld =42.00cm>e).- Colocamos Reuerzo MinimoAsmin = 0.0018 b hAsmin =11.70cm2 Varilla5/8Plg.As =65/[email protected]).- Refuerzo De Montaje en Forma De Esfuerzo 3/8" Para Refuerzo = 3/4"@ Max 45 cm.

ELEGIR EL PERALTE hcELEGIR EL L12t1t2b1b2

zapata conectadaCIMENTACIONES SUPERFICIALES1.- ZAPATAS CONECTADASDatos:Columna 1Columna 2Lado Mayor de la Columnat=0.50mt.0.50mt.Lado Menor de la Columnab=0.50mt.0.50mt.Refuerzo de la Columna:=5/8Plg.3/4Plg.Carga MuertaPd=50.00Ton80.00TonCarga VivaPl=30.00Ton50.00TonCapacidad Portante del Sueloqa=2.40Kg/cm2F'c en ColumnaF'c=210.00Kg/cm2F'c en ZapataF'c=210.00Kg/cm2Esfuerzo de Fluencia AceroFy=4200.00Kg/cm2Peso especifico del Suelot=1700.00Kg/m3Peso especifico del Concretoc=2400.00Kg/m3Profundidad de DesplanteDf=1.80mt.Sobrecargas/c=500.00Kg/m2Distancia entre EjesLc=600.00cm1.- Dimensionamiento de la ZapataPeralte:ld = 0.08 db Fy / Fcld =37.00cm.hc = ld +10hc =47.00cm.50.00ht = Df - hcht =130cm.Presin Netaqn = qa - t ht - c hc s/cqn =2.01k/cm2Zapata ExteriorCalculo de P'2Tanteo excentricidade =40.00cm.P'2 = P1 e / LcP'2 =5,714.00KAz = P1 + P'2 / qmAz =42,644.00cm2Az = 2 b2b =146.00cm.Nuevo e = b/2 - t/2e =48.00cm.P'2 =6,957.00KAz =43262.00cm2b =147.00cm.150.00Resumen :Az =150.00x300.00e =50.00cm.P'2 =7,273.00KZapata Interiorld = 0.08 db Fy / Fcld =44.00cm.hc = ld +10hc =54.00cm.60.00ht = Df - hcht =120.00cm.Presin Netaqn = qa - t ht - c hc s/cqn =2.00k/cm2Az = P2 - P'2 / qmAz =61,364.00cm2Az = b2b =248.00cm.250.00Az =250.00x250.00Viga Conexinh = Lc / 7h =86.00cm.85.00b = P1 / 31 Lcb =43.00cm.45.002.- Diseo Viga De ConexinPeso Propio De La Viga Wv = b x h x cWv =9.18k/cmMu = P'2 L + Wv L2 /2P'2 = P1 eP'2 L =6,050,000L = Lc - t1/2 - t2/2L =550Mu =7,438,475K-cmAs = Mu / Fy ( d a/2 )a =5.00cm.As =25.72cm2Nuevo a = As Fy / 0.85* F'c ba =13.45cm2As =27.23cm2Asmin = 0.8 F'c/ Fy b dAsmin =9.81cm2As =27.23cm2Final Varilla1Plg.As =51Verficamos Por CorteVu = P'2 + Wv LP'2 =11,000.00P'2 = P1 e/ LVu =16,049.00KgVc = 0.53 F'c b dVc =27,304.00Kg0.85 Vc =23,208.00KgVu < 0.85 VcOK3.- Diseo Zapata Exteriorqmu = P1 + P'2 / AzP1 =121,000.00qmu =2.93k/cm2Corte Por FlexinVu = qmu ( L - d ) BL =125.00cm.L = ( B - b )/2Vu =36,918.00KgVc = 0.53 F'c b dVc =47,235.00Kg0.85 Vc =40,150.00KgVu < 0.85 VcOKMu = qmu B L2 /2Mu =3,433,594.00K-cmAs = Mu / Fy ( d a/2 )a =5.00cm.As =23.59cm2Nuevo a = As Fy / 0.85* F'c ba =3.70cm2As =23.20cm2FinalAsmin = 0.0018 b hAsmin =13.50cm2As =23.20cm2Final Varilla5/8Plg.As =125/[email protected] La Otra DireccinAsmin = 0.0018 b hAsmin =27.00cm2 Varilla5/8Plg.As =145/[email protected] Diseo De La Zapata Interiorqmu = P2 - P'2 / AzP2 =197,000.00qmu =2.98k/cm2Corte Por FlexinVu = qmu ( L - d ) BL =100.00cm.L = ( B - b )/2Vu =36,505.00KgVc = 0.53 F'c b dVc =97,925.00Kg0.85 Vc =83,236.00KgVu < 0.85 VcOKCorte Por PunzonamientoVu = Pu - q mu m nPu =186,000.00Pu = P2 - P'2m =101m.m = b + dn =175.5m.n = (B - b)/2 + b + d/2Vu =133,178.00kVc = 0.27 (2 + 4/Bc ) F'c bo dbo = m+ 2nbo =452.00cm.Bc = Relacin de lados de la columnaBc = t/bBc =1.00Vc =541,169.00k0.85 Vc =459,994.00kVc = 1.10 F'c bo dVc =367,461.00k0.85 Vc =312,342.00kVu < 0.85 VcOKRefuerzoMu = qmu B L2 /2Mu =3,725,000.00K-cmAs = Mu / Fy ( d a/2 )a =5.00cm.As =20.32cm2Nuevo a = As Fy / 0.85* F'c ba =1.91cm2As =19.69cm2Asmin = 0.0018 b hAsmin =27.00cm2As =27.00cm2Final Varilla5/8Plg.As =145/[email protected] Verificacion Del AplastamientoColumna ExteriorA1 =2500.00cm2 0.85 F'c A1 =312,375.00K.Pu =186,000.00kPu < 0.85 F'c A1OK6.- Detalle De Refuerzoa).- EspaciamientosEspaciamiento Minimo = 45 cm.Esp Min =45cm>>3 h =150cm>3 h =180cmb).- Longitud De Desarrollold = db / 3.54 Fy / Fc /(c+k/ db)Columna 1 =1.00 =1.00 =0.80 =1.00c =6.00k =0.00db =5/8Plgdb =1.59cmc+k/ db =6c+k/ db < 2.5c+k/ db =2.5ld =42.00cmColumna 2 =1.00 =1.00 =0.80 =1.00c =6.00k =0.00db =5/8Plgdb =1.59cmc+k/ db =6c+k/ db =2.5ld =42.00cmc y d )ld =42.00cm>d).- Acero InferiorAs = Asup / 2As =Asmin = 0.8 F'c/ Fy b dAsmin =9.81cm2As =ld = 0.08 db Fy / Fcdb =3/4ld =44.00cm.f).- Estribos De Montaje a d/2d/2 =39.50cm.

bttd/2d/2m = t+dn = b+dtbTSSSAscTTANTEOASUMIEMDOCRITERIO

Losa Ciment.LOSA DE CIMENTACINm2.9m5.40m3.30mDATOS:0.200ABCDColumnaf ' c =210kg/cmmb =40cmm2.45h =40cm4.50EFAcerof y =4200kg/cmmSuelo9.80mDf =0.90m4.50g m =1700kg/mmqa =1.40kg/cm4.50GHOtrosS/C =450kg/mKs =1.00kg/cmmmCOLUMNATONELADAS0.602.85PDPLPsPu1452570.00105.50IJKL2603090.00135.003603090.00135.000.25.40m5.40m0.60m4603090.00135.00510040140.00208.0067030100.00149.007603090.00135.0087030100.00149.009603090.00135.00860.0011.60ms/c =450kg/mg mg mhm =40.00cmDf =0.90mt =50.00cmMTODO A USAR:l = 3 * Ks^ ( 1/4 )t =50.00cmE * tE =217370.65kg/cmE = 15000 * raiz( f 'c)l =0.00324cm1.75 / l1.75 / l =540.12cm>Lc =540.00y450.00cmMtodo RIGIDO1.- AREA DE LA LOSA ( A = BxL )Clculo de rea:A = B x LL =11.60mB =9.80mA =113.68mClculo de la presin neta del suelo ( qm )qm = qa - gm*hm - gc*hc - s/cqm =1.17kg/cmPresin por debajo de puntos perimetralesx'=5.79mex=x' - B/2ex =-0.011627907=-1cmy'=4.9430232558mey=y' - B/2ey =0.04302325584cmLUEGO:Pu = 1.4*PD + 1.7 * PLPu=1286500KgIx=909.82=9.098E+10cm4Iy=1274.7317333333=1.275E+11cm4Mx=5146000kg-cmMy=1286500kg-cmENTONCES:Pu/A=1.132My*X=0.00001Mx*Y=0.00006q =1.1320.00001X0.00006YPROCESAMOS UNA TABLAPUNTOPu/AX0.00001XY0.00006Yq(Kg/cm2)(cm)(cm)(kg/cm2)A1.132-5800.0064900.0281.165B1.132-2900.0034900.0281.162C1.132250-0.0034900.0281.157D1.132580-0.0064900.0281.154E1.132-5800.0062450.0141.151F1.132580-0.0062450.0141.140G1.132-5800.006-205-0.0121.126H1.132580-0.006-205-0.0121.114I1.132-5800.006-490-0.0281.110J1.132-2900.003-490-0.0281.107K1.132250-0.003-490-0.0281.101L1.132580-0.006-490-0.0281.0984.-COMPAREMOS LAS PRESIONES CALCULADOS CON LA PRESION NETA DEL SUELO5.-CALCULAMOS EL PERALTE DE LA LOSA A PARTIR DEL CORTE POR PUNZOMANIENTOVerificacin del corte por punzonamientoCOLUMNA 14Pu = 1.4*PD + 1.7 * PLPu =208000.00kg40Vu = Pu - qm * n * m55.3630d+2261.1303d-206135.59= 040Vc = 1.1 * raiz ( f 'c ) * b * dd1 =43.92cmbo = 2*m + 2*nd2 =-84.77cmVu = *Vcd = -b raiz(b-4ac)2ad =44.00cmd = ??COLUMNA 2Pu = 1.4*PD + 1.7 * PLPu =135000.00kgVu = Pu - qm * n * m27.6815d+1695.8477d-133135.59= 040Vc = 1.1 * raiz ( f 'c ) * b * dd1 =45.18cmbo = 2*m + 2*nd2 =-106.45cm40Vu = *Vcd = -b raiz(b-4ac)2ad =45.00cmd = ??COLUMNA 1Pu = 1.4*PD + 1.7 * PLPu =105500.00kgVu = Pu - qm * n * m13.8408d+1130.5651d-103635.59= 040Vc = 1.1 * raiz ( f 'c ) * b * dd1 =54.84cmbo = 2*m + 2*nd2 =-136.53cm40Vu = *Vcd = -b raiz(b-4ac)2ad =55.00cmd = ??USARd =65.00cmTomamos t=65.00cmVerificamos la condicion de diseo:l = 3 * Ks^ ( 1/4 )E * tE =217370.65kg/cmE = 15000 * raiz( f 'c)l =0.00266cm1.75 / l1.75 / l =657.89cm>Lc =540y450cmMtodo RIGIDOOK!!6.-CALCULAMOS EL FACTOR DE MODIFICACION DE CARGA "F" PARA CADA FRANJAFRANJAqqprombLPCPFA1.1651.1552451160P1375500351853.91B1.162P2C1.157P3D1.154E1.151F1.140E1.1511.1334501160P44920005416651.10F1.140P5G1.126P6H1.114G1.1261.1092851160P74190003928861.38H1.114P8I1.110P9J1.107K1.101L1.098A1.1651.137290980P1375500349309.23916848591B1.162P4J1.107P7I1.110G1.126E1.151B1.1621.132540980P2492000545497.37407232761.11C1.157P5J1.107P8K1.101C1.1571.127330980P3419000391787.50072852461D1.154P6F1.140P9H1.114K1.101L1.0987.-EFECTUAMOS EL DISEO DE LA LOSA CONSIDERANDO POR CUESTIONES ACADEMICOSUNA SOLA FRANJA:Tomamos la franja EFGH. En primer lugar determinamos el diagrama de fuerzas cortantesy momentos flectores a partir del modelo estructural mostrado.148.6276164.0409P4s =TnP5s =228.9966TnP6s =Tnq2mq1m0.2m5.40m5.40m0.60mq1=512K/cmq2=507.1333956954K/cmpodemos trabajar conq=W=510K/cm=51Tn/m3.60V136972.4kg183375.723401986kgcalculo de x;x'10200.00kg51000xx'138427.63+2.71m1.80mx=2.7142672549--3060.0kg51000-92024.2765980141kg92024.2765980141-138427.63kgx'=1.8043975804Vmax=183375kg-18684479kg - cmM-32970399.74kg - cm-+102000kg - cm3090kg - cm290920.2kg - cmVerificacamos el corte por flexinVu = Vmax - qm *dVu=144615kVc=0.53*raiz(fc')^0.5*b*dVc=193546.82782210610.85 Vc =164514.8Vu < 0.85 VcOK!!REFUERZO SUPERIOR:Mu=32970399.74kg - cmAs = Mu / Fy ( d a/2 )a =5.00cm.As =163.03cm2Nuevo a = As Fy / 0.85* F'c ba =8.52Asmin = 0.8 F'c/ Fy b dAsmin =52.65cm2As =163.03cm2Final Varilla1Plg.As =401

123456789m = 40 + dn = 40+d + dm = 40 + d/2n = 40 + dm = 40 + d/2n = 40 + d/2t = d + 10cm-+-++

Hoja1COLUMNASPsXYPs XPs Y(Tn)(m)(m)(Tn-m)(Tn-m)1550.2519.7513.751086.252905.7519.75517.501777.539011.2519.751012.501777.547516.7519.751256.251481.2551000.2514.9525.00149562105.7514.951207.503139.5721011.2514.952362.503139.5813016.7514.952177.501943.591000.2510.1525.001015102355.7510.151351.252385.251123511.2510.152643.752385.251213016.7510.152177.501319.5131000.255.3525.00535142455.755.351408.751310.751524511.255.352756.251310.751613016.755.352177.50695.5171150.250.5528.7563.25181255.750.55718.7568.751912511.250.551406.2568.752014516.750.552428.7579.75Q=2890=25720.0027077.51.1316854328

MBD00016E06.unknown

MBD000417BC.unknown

MBD000D6AF5.unknown

MBD0018F95E.unknown

MBD0009C01B.unknown

MBD0003535B.unknown

MBD0003F8E4.unknown

MBD0003408A.unknown

MBD00028045.unknown

MBD00010C93.unknown

MBD00014E6A.unknown

MBD0000FBEB.unknown

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