Z.AisladaDISEO DE UNA ZAPATA AISLADADisear la zapata mostrada en la fig: Si la Columna de 110 x 110 lleva 16 fierros de 1" y transmitelas cargas Pu = 439 tn . La capacidad portante admisible del suelo es qa = 3.19 kg/cm2; ademas fy = 4200kg/cm2 , fy = 210 kg/cm2 en la columna y fc = 210 kg/cm2 en la zapataDATOS:ZapataOtrosSuelof ' c =210kg/cmS/C =500kg/mDf =1.5mColumnaPu =439.4Tng 2 =1820kg/mf ' c =210kg/cmqa =3.19kg/cmb =47.5165888855cmdb =2.54cmt =47.5165888855cmAceroLv =200cmd. columna110cmf y =4200kg/cmMD,ML1.- DIMENSIONAMIENTO DE LA ZAPATAPD, PLClculo del peralte de la zapata (hc )Ld =58.89cmhtTomarLd =58.89cmDfLv(Del problema se emplean varillas de 1")b ( 1") =2.54cmr.e. =7.50cm(recubrimiento)hchc =68.93cmTomarhc =70.00cmhc = Ld + r.e + bTht = Df - hcht =80.00cmClculo de la presin neta del suelo ( qm )Bqm =2.83kg/cmTClculo del rea de la zapata ( Az )Azap =155,265.02cmDonde:T =394.00cmP =Carga de servicioB =394.00cmLv =Volados iguales sinexcentricidad2.- DETERMINACIN DE LA REACCIN AMPLIFICADA ( qmu )Donde:2.83kg/cm2Pu =Carga Ultima3.- VERIFICACION POR CORTE ( = 0.85 )Por Flexin:Lv =173.24cmr.e =7.50cmb ( 3/4") =1.91cm(Suponiendo varillas 3/4")d =60.59cm( d = hc - b - r.e. )Vdu =125,630.48kg =0.85(Coef. De reduccion por corte)Vc =183,350.75kgVc =155,848.14kgVc >VduOK!Por Punzonamiento:Vu =406,319.51kgbo = 2 x ( t + d ) + 2 x ( b + d )=2m +2nbo =432.4263555422(perimetro de los planos de falla)Vc = 0.27 * 2 + 4 * f 'c^.5 * bo * d = 1.06 * f 'c^.5 * bo * db cVc =615,088.73kgVc=402,465.47KgVc =522,825.42kgVc=342,095.65KgVc >VduOK!b c = lado mayor columna ( t )1lado menor columna ( b )m = t + dm =108.11n = t + bn =108.11bo = 2*m + 2*nVu = 1.1 x f'c x bo x dVu = vc OK !Vu =402,465.47vc =342,095.654.- CALCULO DEL REFUERZO LONGITUDINAL ( = 0.90 )Direccin Mayor:Lv =173.24cmree =7.50Mu =16,735,172.19kg-cmb ( 3/4") =1.91B =394.00d =60.59a =3.89(Valor Asumido)As =75.49Ab ( 3/4" ) =2.85As mn = 0.0018 * B * da =4.51# Varilla ( n ) =27As > As mn OK !!Espaciam =14.50As =75.8927 3/4" @15.00Ab# Varilla ( n ) = AsAb ( 3/4" ) =2.85Ab# Varilla ( n ) =12Espaciam = B - 2*r.e - bEspaciam =34.28n -1As mn =33.712 3/4" @30.00As>As mnOK !!Direccin Menor:As tranv = As * TBT =394ree =7.50As mn = 0.0018 * B * dB =394b ( 3/4") =1.91As > As mn OK !!d =60.59a =5.01(Valor Asumido)AbAb ( 3/4" ) =2.85# Varilla ( n ) = As# Varilla ( n ) =27AbEspaciam =14.50As transv =75.8927 3/4" @20.00Espaciam = B - 2*r.e - bn -1Ab ( 3/4" ) =2.85# Varilla ( n ) =20Espaciam =19.85Asmin =56.7420 3/4" @20.00As transv>As mnOK !!Longitud de desarrollo en Traccion ( Ld )ld = b * fy * a * b * g * l< Lv13.54 * f 'c^.5 * C + KrbLv1 = Lv - r.e.eLa Zapata es rectangular se debe compartir el Refuerzo adecuadamente de la siguiente manera:Asc = 2 * Astrv( b + 1 )b =1.00b (3/4") =1.91C =8.50g =0.80r.e.e =7.50ktr =0b = Lado mayor Zapatal =1.00fy =4200Lado menor Zapataa =1.00f'c =2102.5q = ( C+kt r )/ bAb# Varilla ( n ) = AsLongitud de desarrollo en traccinq=10.41AbEspaciam = B - 2*r.e.e - bLv1 =192.50q >= 2.5 ,PONER 2.5 !!n -1Ld =50.04q < 2.5 ,PONER q !!Ld < Lv1OK !!Espaciamiento del RefuerzoAsc =75.8945 cm20.00OK !!3 x h240cm5.- VERIFICACION DE LA CONEXIN COLUMNA - ZAPATA ( = 0.70 )Para la seccin A colum = 70*50 = 3500 cm ( COLUMNA ) * 0.85 * f 'c * As1Pu =615160# Varilla ( n ) =17A colum = b *tA1 =9503.3177771091Pu < ( * 0.85 * f 'c * A1) * 0.85 * f 'c * A1 =1187439.56AbAs mn = 0.005 * A1Pu < * 0.85 * f 'c * A1OK !!# Varilla = As1AbAs mn =47.52As col. > As mn OK !!Ab ( 3/4" ) =2.85USAR :As1 =47.52As col > As minOK !!Para la seccin A zapata = 350*370 = 129500 cm ( ZAPATA )Pu < x 0.85 x f 'c x A2/A1 x A1Pu =615160A1 =9503A2/A1 =2A2 =155236 x 0.85 x f 'c x A2/A1 x A1 =2374799.6999999997OK !!

bttd/2d/2m = t+dn = b+dtbTBSReemplazo los valores que tenemos:=bc =cmkgkgcmcmcm2cm2cm2cm2cm2cm2cmcmcmcm2cm2cm2cm2cm2cm2cm2cm2cmcmcmcm2>kgkgcm2cm2cm2cm2kgkgcm2cm2

MBD0004C530.unknown

MBD000645B0.unknown

MBD0008ABFD.unknown

MBD0005136E.unknown

MBD0002A7E2.unknown

MBD000351E3.unknown

MBD000164A3.unknown

MBD000276E6.unknown