Z.AisladaDISEO DE UNA ZAPATA AISLADADisear la zapata mostrada en la fig: Si la Columna de 70 x 50 lleva 10 fierros de 1" y transmitelas cargas PD = 180 tn y PL = 100 tn . La capacidad portante admisible del suelo es qa = 2.5 kg/cm2; ademas fy = 4200kg/cm2 , fy = 280 kg/cm2 en la columna y fc = 210 kg/cm2 en la zapataDATOS:ZapataOtrosSuelof ' c =210kg/cmS/C =550kg/mDf =1.5mColumnaPD =30.7Tng 2 =1800kg/mf ' c =210kg/cmPL =8Tnqa =2.50kg/cmb =25cmdb =1.91cmt =30cmAceroLv =375cmf y =4200kg/cmMD,ML1.- DIMENSIONAMIENTO DE LA ZAPATAPD, PLClculo del peralte de la zapata (hc )Ld =44.29cmhtTomarLd =44.29cmDfLv(Del problema se emplean varillas de 1")b ( 1") =1.91cmr.e. =5.00cm(recubrimiento)hchc =51.20cmTomarhc =55.00cmhc = Ld + r.e + bTht = Df - hcht =95.00cmClculo de la presin neta del suelo ( qm )Bqm =2.14kg/cmTClculo del rea de la zapata ( Az )Azap =18,084.11cmDonde:T =137.00cmP =Carga de servicioB =132.00cmLv =Volados iguales sinexcentricidad2.- DETERMINACIN DE LA REACCIN AMPLIFICADA ( qmu )Donde:3.13kg/cm2Pu =Carga Ultima3.- VERIFICACION POR CORTE ( = 0.85 )Por Flexin:Lv =53.50cmr.e =7.50cmb ( 3/4") =1.91cm(Suponiendo varillas 3/4")d =45.59cm( d = hc - b - r.e. )Vdu =3,266.77kg =0.85(Coef. De reduccion por corte)Vc =46,219.90kgVc =39,286.92kgVc >VduOK!Por Punzonamiento:Vu =39,885.40kgbo = 2 x ( t + d ) + 2 x ( b + d )=2m +2nbo =292.36(perimetro de los planos de falla)Vc = 0.27 * 2 + 4 * f 'c^.5 * bo * d = 1.06 * f 'c^.5 * bo * db cVc =278,137.59kgVc=204,740.17KgVc =236,416.95kgVc=174,029.14KgVc >VduOK!b c = lado mayor columna ( t )1.2lado menor columna ( b )m = t + dm =75.59n = t + bn =70.59bo = 2*m + 2*nVu = 1.1 x f'c x bo x dVu = vc OK !Vu =204,740.17vc =174,029.144.- CALCULO DEL REFUERZO LONGITUDINAL ( = 0.90 )Direccin Mayor:Lv =53.50cmree =7.50Mu =591,044.18kg-cmb ( 3/4") =1.91B =132.00d =45.59a =3.89(Valor Asumido)As =3.58Ab ( 3/4" ) =2.85As mn = 0.0018 * B * da =0.64# Varilla ( n ) =1As > As mn OK !!Espaciam =0.00As =3.451 3/4" @0.00Ab# Varilla ( n ) = AsAb ( 3/4" ) =2.85Ab# Varilla ( n ) =3Espaciam = B - 2*r.e - bEspaciam =57.55n -1As mn =7.133 3/4" @57.55As>As mnASUMIR As mn !!Direccin Menor:As tranv = As * TBT =137ree =7.50As mn = 0.0018 * B * dB =132b ( 3/4") =1.91As > As mn OK !!d =45.59a =5.01(Valor Asumido)AbAb ( 3/4" ) =2.85# Varilla ( n ) = As# Varilla ( n ) =1AbEspaciam =0.00As transv =3.581 3/4" @0.00Espaciam = B - 2*r.e - bn -1Ab ( 3/4" ) =2.85# Varilla ( n ) =8Espaciam =17.16Asmin =23.438 3/4" @17.16As transv>As mnASUMIR As mn !!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 =367.50q >= 2.5 ,PONER 2.5 !!n -1Ld =50.04q < 2.5 ,PONER q !!Ld < Lv1OK !!Espaciamiento del RefuerzoAsc =3.5845 cm0.00OK !!3 x h285cm5.- VERIFICACION DE LA CONEXIN COLUMNA - ZAPATA ( = 0.70 )Para la seccin A colum = 70*50 = 3500 cm ( COLUMNA ) * 0.85 * f 'c * As1Pu =56580# Varilla ( n ) =1A colum = b *tA1 =750Pu < ( * 0.85 * f 'c * A1) * 0.85 * f 'c * A1 =93712.5AbAs mn = 0.005 * A1Pu < * 0.85 * f 'c * A1OK !!# Varilla = As1AbAs mn =3.75As col. > As mn OK !!Ab ( 3/4" ) =2.85USAR :As1 =3.75As 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 =56580A1 =750A2/A1 =2A2 =18084 x 0.85 x f 'c x A2/A1 x A1 =187425OK !!

bttd/2d/2m = t+dn = b+dtbTBSReemplazo los valores que tenemos:=1.4 x 180000 + 1.7 x 100000 350 x 370=bc =cmkgkgcmcmcm2cm2cm2cm2cm2cm2cmcmcmcm2cm2cm2cm2cm2cm2cm2cm2cmcmcmcm2>kgkgcm2cm2cm2cm2kgkgcm2cm2

MBD0004C530.unknown

MBD000645B0.unknown

MBD0008ABFD.unknown

MBD0005136E.unknown

MBD0002A7E2.unknown

MBD000351E3.unknown

MBD000164A3.unknown

MBD000276E6.unknown