161723471 Diseno de Cimentaciones Buena

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 =230kg/cmS/C =550kg/mDf =1.4mColumnaPD =180Tng 2 =1700kg/mf ' c =280kg/cmPL =100Tnqa =2.50kg/cmb =50cmdb =2.54cmt =70cmAceroLv =150cmf y =4200kg/cmMD,ML1.- DIMENSIONAMIENTO DE LA ZAPATAPD, PLClculo del peralte de la zapata (hc )Ld =56.27cmhtTomarLd =56.27cmDfLv(Del problema se emplean varillas de 1")b ( 1") =2.54cmr.e. =7.50cm(recubrimiento)hchc =66.31cmTomarhc =70.00cmhc = Ld + r.e + bTht = Df - hcht =70.00cmClculo de la presin neta del suelo ( qm )Bqm =2.16kg/cmTClculo del rea de la zapata ( Az )Azap =129,629.63cmDonde:T =370.00cmP =Carga de servicioB =350.00cmLv =Volados iguales sinexcentricidad2.- DETERMINACIN DE LA REACCIN AMPLIFICADA ( qmu )Donde:3.26kg/cm2Pu =Carga Ultima3.- VERIFICACION POR CORTE ( = 0.85 )Por Flexin:Lv =150.00cmr.e =7.50cmb ( 3/4") =1.91cm(Suponiendo varillas 3/4")d =60.59cm( d = hc - b - r.e. )Vdu =101,975.73kg =0.85(Coef. De reduccion por corte)Vc =170,454.62kgVc =144,886.43kgVc >VduOK!Por Punzonamiento:Vu =374,938.21kgbo = 2 x ( t + d ) + 2 x ( b + d )=2m +2nbo =482.36(perimetro de los planos de falla)Vc = 0.27 * 2 + 4 * f 'c^.5 * bo * d = 1.06 * f 'c^.5 * bo * db cVc =581,273.87kgVc=469,831.38KgVc =494,082.79kgVc=399,356.68KgVc >VduOK!b c = lado mayor columna ( t )1.4lado menor columna ( b )m = t + dm =130.59n = t + bn =110.59bo = 2*m + 2*nVu = 1.1 x f'c x bo x dVu = vc OK !Vu =469,831.38vc =399,356.674.- CALCULO DEL REFUERZO LONGITUDINAL ( = 0.90 )Direccin Mayor:Lv =150.00cmree =7.50Mu =12,831,081.08kg-cmb ( 3/4") =1.91B =350.00d =60.59a =3.89(Valor Asumido)As =57.88Ab ( 3/4" ) =2.85As mn = 0.0018 * B * da =3.55# Varilla ( n ) =20As > As mn OK !!Espaciam =17.53As =57.7120 3/4" @17.53Ab# Varilla ( n ) = AsAb ( 3/4" ) =2.85Ab# Varilla ( n ) =15Espaciam = B - 2*r.e - bEspaciam =23.79n -1As mn =44.115 3/4" @23.79As>As mnOK !!Direccin Menor:As tranv = As * TBT =370ree =7.50As mn = 0.0018 * B * dB =350b ( 3/4") =1.91As > As mn OK !!d =60.59a =5.01(Valor Asumido)AbAb ( 3/4" ) =2.85# Varilla ( n ) = As# Varilla ( n ) =21AbEspaciam =17.65As transv =61.0121 3/4" @17.65Espaciam = B - 2*r.e - bn -1Ab ( 3/4" ) =2.85# Varilla ( n ) =16Espaciam =23.54Asmin =46.6216 3/4" @23.54As 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 =2302.5q = ( C+kt r )/ bAb# Varilla ( n ) = AsLongitud de desarrollo en traccinq=10.41AbEspaciam = B - 2*r.e.e - bLv1 =142.50q >= 2.5 ,PONER 2.5 !!n -1Ld =47.82q < 2.5 ,PONER q !!Ld < Lv1OK !!Espaciamiento del RefuerzoAsc =61.0145 cm17.65OK !!3 x h210cm5.- VERIFICACION DE LA CONEXIN COLUMNA - ZAPATA ( = 0.70 )Para la seccin A colum = 70*50 = 3500 cm ( COLUMNA ) * 0.85 * f 'c * As1Pu =422000# Varilla ( n ) =6A colum = b *tA1 =3500Pu < ( * 0.85 * f 'c * A1) * 0.85 * f 'c * A1 =583100AbAs mn = 0.005 * A1Pu < * 0.85 * f 'c * A1OK !!# Varilla = As1AbAs mn =17.50As col. > As mn OK !!Ab ( 3/4" ) =2.85USAR :As1 =17.50As 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 =422000A1 =3500A2/A1 =2A2 =129500 x 0.85 x f 'c x A2/A1 x A1 =957950OK !!

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

Z. CombinadaDISEO DE ZAPATA COMBINADADisear la zapata combinada que soportara las columnas mostradas en la figura. La capacidad portante del suelo esqa = 2 kg/cm2Considere fy = 4200 kg/cm2 y f'c = 210 kg/cm2 para la cimentacion . F'c = 280 kg/cm2 en las columnas.COL:SECCIONREF.PDPLC150509 3/4"2015PL1PL2C240509 3/4"4024b x tAcerotntnS/C =500kg/mg mh t =101.00hc =54.004.55m1.40Df =1.60mOtrosColumnaZapatag m =1800kg/m3S/C =500kg/mf ' c =210kg/cmf ' c =175kg/cmqa =2.00kg/cm2d(eje-eje)=4.3mf y =4200kg/cm1.- DIMENSIONAMIENTO DE LA ZAPATA ( Az = S*T )Clculo del peralte de la zapata (hc )ld = 0.08 * b * Fyb ( 3/4" ) =1.91cmraiz(f 'c)0.08 x b x fy / f c =49cm.004*b*fy =32cmOK !!ld >= 0.004 * b * fyTomarld =49cmLongitud de desarrollo en compresinhc = ld + r.e + br.e =7.50cmhm = Df - hch c =59.00cmh t =101.00cmTomarht =101.00cmClculo de la presin neta del suelo ( qm )qm = qa - gm*hm -c*hc - s/cqm =1.63kg/cmClculo del rea de la zapata ( Az )Ps1 = P1D + P1LP1s =35TnP2s =64TnPs2 = P2D + P2LRs = P1s + P2s20203030e Mo = 0Rs * Xo = P1s* t1/2 + P2s * 455Xo = ??455.00170.00cmRs =99TnP1s =35TnLz / 2P2s =64Tne = Lz / 2 - XoRs =99TnLz / 6Xo =301.21cme < Lz/6q1,2 = Rs * 1 6 * eLz =625.00cmLzLzLz / 2 =312.50cme =11.29cmLz / 6=104.1666666667cmL = 2 x XoL =602cmB =101cmB =(P1s +P2s)tomamos B =85cmqn x LComo S/C = 500 kg/cm, Verificamos las presiones del suelo - ADICIONAL ( q 1,2 )Ps1 = P1D + 50%P1LPs2 = P2D + P2LP1s =27.5TnP2s =64TnR1s = P1s + P2se Mo = 020203030R1s * Xo = P1s* t1/2 + P2s * 455Xo = ??455.00170.00cme = Xo1 - XoP1s =27.5TnR1s =91.5TnP2s =64Tnq = Ps + Mc = Ps + Ps x eR1s =91.5TnI = ( B x L^3 )/12Az IAz IXo1 =324.26cme =23.05cmI =1454767.91666667cm4q =44.56kg/cm2AUMENTAMOS EL ANCHO Bq < qm cumple " OK "q > qm no cumple "AUMENTAMOS EL ANCHO B"Aumentamos el Ancho hc =150cmUn nuevo calculoPs =91500kgq =1.41OK !!e =23.05cmB =265cmI =74531250Ps1 = P1D + P1LPs2 = P2D + 50%P2LP1s =35TnP2s =52TnR2s = P1s + P2se Mo = 020203030R2s * Xo = P1s* t1/2 + P2s * 455Xo = ??470.001.40mLz / 2e2 = Lz / 2 - XoP1s =35TnR2s =87TnLz / 6P2s =52Tne2 < Lz/6R2s =87Tnq1,2 = R2s * 1 6 * e2Xo =288.97cmI = ( B x L^3 )/12Lz*BLzBe =12.24cmI =74531250cm4q > qm no cumple "AUMENTAMOS EL ANCHO B"q =1.62kg/cm2OK !!q < qm cumple " OK "2.- DISEO EN SENTIDO LONGITUDINALP1s =35TnP2s =64TnClculo de la presin neta por unidad de longitud ( qm )qmqn = P1s + P2s0.2m4.50m140.00mAzqn =6205.7293299066kg/m( No amplificada )Por unidad de Longitudqm = qm1*BPor Unidad de LONGITUDqm =6205.73kg/mV55311.978kg1241.15+1.6297m--8688.022kg-33758.85kg - m-27385.1M-+124.12kg - m6081.62kg - mEncontramos el diagrama de fuerzas cortantes verificamos el corte por Flexion:d = -ree + hc1.50 x Vu =67050.27kgya que : F = ( 1.4 x D + 1.7 x L )/( D + L )d =141.00cmVu = Vmax - qn x ( b2/2 + d ) =44700.1797kgF =1.52Aporte del Concreto :Vc = 0.53 x f ' c x b x d =261975.02kgVu < 0 x Vc Cumple !!0.85 x Vc =222678.767kgOK !!Aumentamos el Peralte a h =150cm.d =h- reed =141cmVu = Vmax - qn x ( b2/2 + d ) =44700.1797kgAporte del Concreto :Vc = 0.53 x f ' c x b x d =261975.02kgVu < 0 x Vc Cumple !!0.85 x Vc =222678.767kgVu < O x Vc CUMPLE !!VERIFICACION POR CORTE ( = 0.85 )COLUMNA EXTERIOR :COLUMNA INTERIOR :Vu = 1.50 x ( Pu - qnu x m x n ) =31075.8054911302kgVu = 1.50 x ( Pu - qnu x m x n ) =75697.49kgVu =31075.8054911302kgVu =75697.49kgEl aporte del Concreto :b c =1El aporte del Concreto :b c =1.25bo = ( b + ,5*d ) + 2x( t + d ) =422cmbo = ( b + 0,5*d ) + 2x( t + d ) =492.5cmVc = 0.27 x 2 + 4 x f 'c x bo x dVc = 0.27 x 2 + 4 x f 'c x bo x db cb cVc =1396870.75662586kgVc =1412869.67129495kgVc =1187340.14313198kgVc =1200939.22060071kgVc = 1.10 x f 'c x bo x d =948492.48906694kgVc = 1.10 x f 'c x bo x d =1106949.17266699kgVc =948492.49kgVc =1106949.17kgVc =806218.62kgVc =940906.79kgVu < VcCUMPLE !!Vu < VcCUMPLE !!4.- CALCULO DEL REFUERZO EN EL TRAMO CENTRALX x qn - P1 = 0X =P1X =5.64Mu =qn x X^2_P1 x XMu =-91699.11kg - mqn2Calculo de As :Mu =91699.11kg - mAs = Mu / ( * fy * ( d - a/2 ))B =265r .e .e =8db =1.91a = As * fy / ( 0.85 * f 'c * B )d =141a =2.77(Valor Asumido)As =26.06Ab ( 3/4" ) =2.85As mn = 0.0018 * B * da =2.78# Varilla ( n ) =9As > As mn OK !!Espaciam =31AbAs =26.069 3/4" @31# Varilla ( n ) = AsAbAb ( 3/4" ) =2.85Espaciam = B - 2*r.e - b# Varilla ( n ) =24n -1Espaciam =11As mn =67.2624 3/4" @11As>As mnASUMIR As mn !!5.- CALCULO DEL REFUERZO POR DEBAJO DE LA COLUMNA INTERIORMu =qn x ( L )^2Mu =6081.61kg - m2L =1.91m1.4Calculo de As :Mu =6081.61kg - mAs = Mu / ( * fy * ( d - a/2 ))B =265r .e .e =8db =1.91a = As * fy / ( 0.85 * f 'c * B )d =141a =0.18(Valor Asumido)As =1.71Ab ( 3/4" ) =2.85As mn = 0.0018 * B * da =0.18# Varilla ( n ) =1As > As mn OK !!Espaciam =0AbAs =1.711 3/4" @0# Varilla ( n ) = AsAbAb ( 3/4" ) =2.85Espaciam = B - 2*r.e - b# Varilla ( n ) =25n -1Espaciam =10As mn =71.5525 3/4" @10As>As mnASUMIR As mn !!Disear en sentido transversal a cada columna le corresponde una porcion de Zapatad/2d/2d/21.2051.91ZAPATA EXTERIORZAPATA INTERIORqn =Puqn =1.68kg/cm2qn =Puqn =1.91kg/cm2AzAzMu =qnu x B x (L^2)Mu =1169723.625Mu =qnu x B x (L^2)Mu =2308563.2812522B =120.5r .e .e =8db =1.59B =191r .e .e =8db =1.59d =141d =141a =0.52(Valor Asumido)a =0.64(Valor Asumido)As =2.20As =4.34a =0.52a =0.64As =2.2Ab ( 3/4" ) =2.85As =4.34Ab ( 3/4" ) =2.85# Varilla ( n ) =11# Varilla ( n ) =18Espaciam =10.00Espaciam =10.00As mn =32.5411 3/4" @10As mn =51.5718 3/4" @106.- VERIFICACION DE LA CONEXIN ZAPATA - COLUMNA( = 0.70 )Para la seccin A columna = 50*50 = 2500 cm ( COLUMNA ) * 0.85 * f 'c * As1Pu =53500A colum = b *tA1 =2500Pu < ( * 0.85 * f 'c * A1) * 0.85 * f 'c * A1 =312375As mn =12.50As mn = 0.005 * A1# Varilla = As1Pu < * 0.85 * f 'c * A1CUMPLE !!As col > As minOK !!AbAs col. > As mn OK !!Para la seccin B columna = 40*50 = 2000 cm ( COLUMNA ) * 0.85 * f 'c * As1Pu =96800A colum = b *tA1 =2000Pu < ( * 0.85 * f 'c * A1) * 0.85 * f 'c * A1 =249900As mn =10.00As mn = 0.005 * A1# Varilla = As1Pu < * 0.85 * f 'c * A1CUMPLE !!As col > As minOK !!AbAs col. > As mn OK !!Detalle de refuerzos en la Zapata Combinada verificamos primero el espaciamiento maximoEspaciamiento del Refuerzo45 cm450OK !!3 x h =450cmd/2d/2d/2Longitud de desarrollo en Traccion ( Ld )ld = b * fy * a * b * g * l< Lv13.54 * f 'c^.5 * C + KrbLd =71Ld1 =46Lv1 = Lv - r.e.eLa Zapata es rectangular se debe compartir el Refuerzo adecuadamente de la siguiente manera:Asc = 2 * Astrvb (3/4") =1.91( b + 1 )b =1.00b (5/8") =1.59C =6.502.5q = ( C+kt r )/ bb = Lado mayor Zapatag =0.80r.e.e =7.50ktr =0q=8.41Lado menor Zapatal =1.00fy =4200# Varilla ( n ) = Asa =1.30f'c =175q >= 2.5 ,PONER 2.5 !!Aba1 =1.00q < 2.5 ,PONER q !!Espaciam = B - 2*r.e.e - bLongitud de desarrollo en traccinn -1Lv1 =132.50Ld < Lv1OK !!Calculo del refuerzo minimo :Ld =71.26As mn =71.55Refuerzo montaje en forma de GarridoAb ( 3/4" ) =2.85 3/8" para refuerzo principal =< 3/4"# Varilla ( n ) =25 1/2" para refuerzo principal > 3/4"Espaciam =10.00con espaciamiento maximo de 45 cm.25 3/4" @100.2

Pgina &P de &N12t1t2b1b20Xo++0Xo+0Xo-++-+XXkg/cm2cm4kgcm3kg-+Bcmcm2cm2cmcm2cmcm2cm2cm2mmmcm2cmcmcmcmcm2cmcm2cm2cmcm2cm2cm2cm2cm2cm2cmcmcmcmcm2cmcm2cm2cmcm2cmcm2cm2cm2cm2cmcmcmcm2cmcm2cmcm2cmcm2cmcmcm2cm2cm2kgkgcm2cm2cm2kgkgcm2cm2cmcm>cmcm2cmcmcm211 3/4"@ 10cm14 5/8"@ 22cm25 3/4"@ 10cm24 3/4"@ 11cm18 3/4"@ 10cmElaborado por :MARCO ANTONIOPINEDO RUIZ

Z.ConectadaDISEO DE ZAPATA CONECTADADisear la zapata conectada que soportara las columnas mostradas en la figura . La capacidad portanteadmisible del suelo es qa = 2.0 kg/cm2 . Considere Fy = 4200 kg/cm2 , f'c = 175 kg/cm2 para lacimentacionDATOS:ZapataAcerof ' c =175kg/cmf y =4200kg/cmS/C =500kg/mColumnaSuelof ' c =210kg/cmDf =1.60mLc =550cmb1 =50cmg m =1800kg/mdb =1.91cmt1 =50cmg c =2400kg/mb2 =40cmqa =2.00kg/cmt2 =50cmdb =1.91cmCOLSECCIONREFUERZOPD (tn)PL (tn)150509 3/4"5030240509 3/4"40241.- DIMENSIONAMIENTO DE LA ZAPATA Y VIGA DE CIMENTACIONZAPATA EXTERIOR:48.5124960397cmhc = Ld + r.ee + bLd =49hm = Df - hcld >= 0.004 * b * fy32.09cmLd =32Clculo del peralte de la zapata (hc )hc =59ht =101Clculo de la presin neta del suelo ( qm )qn = qa - gm*hm - gc*hc - s/c1.63CALCULO DE P'2 : Tanteo e =579249.499249.49Az =PsAz =P1 + P' 2=54868.4372310341cm2qnqnA = 2 x( b )^2 =54868.44b =166cmnuevo e =b - te =58P'1 =94312 2P'2 =54980A = 2 x( b )^2 =54980b =166b=165tomamost=2bt=330Tomamos b = 165 cm -----> A = 165 x 330 e = 57 cmZAPATA EXTERIOR:49hc = Ld + r.ee + bLd =49cmhm = Df - hcld >= 0.004 * b * fy32cmLd =32Clculo del peralte de la zapata (hc )hc =60ht =100Clculo de la presin neta del suelo ( qm )qn = qa - gm*hm - gc*hc - s/c2.00CALCULO DE P'2 : Tanteo e =7194869486.00Az =PsAz =P2 + P' 2=36743cm2qnqnA = ( b )^2 =36743.00b =192usamos b = 250 cm155cmnuevo e =b - te =71P'1 =94862 2P'2 =44743A = 2 x( b )^2 =44743b =150b =150A2 = ( 150 x 150 )VIGAS DE CIMENTACIONh =Lc=55079SECCION775080b =P1b =4731 x LcDISEO DE LA VIGA DE CONEXINWv = b x h x g c =9.6kg/mMu = P' 2 x L + Wv x ( L^2 )/2=7250000Mu =7250000kg-cmb ( 3/4") =1.91ree =7.50As = Mu / ( * fy * ( d - a/2 ))B =50a = As x fy / ( 0.85 x f 'c x b )d =79.00As mn = 0.8 x (f ' c ^0.5) x B * d/ fya =5.00(Valor Asumido)As > As mn OK !!As =25.07Ab ( 1" ) =2.54# Varilla ( n ) = Asa =14.16# Varilla ( n ) =11AbEspaciam =3Espaciam = B - 2*r.e - bAs =26.6711 1" @3n -1As mn =9.9511 1" @3As > AsminOK !!VERIFICACION POR CORTEAPORTE DEL CONCRETOVu = P' 2 + Wv x LVu =21982KGVc = 0.53 x (f ' c ^0.5) x b x d =23540kgLVu < VcOK !!DISEO DE LA ZAPATA EXTERIORZAPATA EXTERIORZAPATA INTERIORqn =Puqn =0.00kg/cm2qn =Pu0.00AzAzMu =qnu x B x (L^2)Mu =0Mu =qnu x B x (L^2)022L =100r .e .e =8B =150r .e .e =7.5B =250d =41db =1.59d =51a =5.00(Valor Asumido)a =5( Valor Asumido )As =0.00As =0a =0a =0As =0Ab ( 5/8" ) =1.98As =0# Varilla ( n ) =0#Varilla n =14Espaciam =0Espaciam. =17.88As mn =13.5Asmin =270 5/8" @014 5/8" @186.- VERIFICACION DE LA CONEXIN ZAPATA - COLUMNA( = 0.70 )Columna ExteriorPara la seccin A columna = 50 x 50 = 2500 cm ( COLUMNA ) * 0.85 * f 'c * As1Pu =121000# Varilla ( n ) =4A colum = b *tA1 =2500Pu < ( * 0.85 * f 'c * A1) * 0.85 * f 'c * A1 =312375As mn = 0.005 * A1# Varilla = As1Pu < * 0.85 * f 'c * A1OK !!AbAs col. > As mn OK !!As mn =12.50Ab ( 3/4" ) =2.85USAR :As1 =12.50Columna InteriorAs col > As minOK !!Para la seccin B columna = 50 x 50 = 2500 cm ( COLUMNA )Pu =96800 * 0.85 * f 'c * As1A1 =2000A colum = b *t * 0.85 * f 'c * A1 =249900# Varilla ( n ) =4Pu < ( * 0.85 * f 'c * A1)Ab ( 3/4" ) =2.85As mn = 0.005 * A1Pu < * 0.85 * f 'c * A1USAR :As1 =10.00# Varilla = As1OK !!AbAs mn =10.00As col. > As mn OK !!As col > As minOK !!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 (5/8") =1.59C =8.50g =0.80r.e.e =7.50ktr =0b = Lado mayor Zapatal =1.00fy =4200Lado menor Zapataa =1.00f'c =1752.5q = ( C+kt r )/ bAb# Varilla ( n ) = AsLongitud de desarrollo en traccinq=10.09AbEspaciam = B - 2*r.e.e - bLv1 =38.13q >= 2.5 ,PONER 2.5 !!n -1Ld =45.63q < 2.5 ,PONER q !!Ld < Lv1AUMENTAR EL T !!Espaciamiento del Refuerzo45 cmAs1 =OK !!3 x h0cmd/2d/2

Pgina &P de &N0Xo++0Xo+0Xo-++-+XLd0.08xdbxfy f 'c=Ld = 0.08x1,91x4200/(175^(1/2)) =Ld >= 0.004x1.91x4200 =cmcmcmqn = 2.4-(1800xE^-06)x(101)-(2400xE^06)x(59)-(500xE^04) =qn =cmhc = Ld + 10 =ht = Df - hc =kg/cm2( PD + PL ) x e Lc - eP'2 ==P1xe L=( 50 + 30 ) x 1000 x 57 550 - 57==X==kgcmP'2 =0++0+0+Ld0.08xdbxfy f 'c=Ld = 0.08x1.91x4200/(175^(1/2)) =Ld >= 0.004x1.91x4200 =cmcmcmqn = 2.4-(1700xE^-06)x(120)-(2400xE-06)x(60)-(500xE-04) =qn =cmhc = Ld + 10 =ht = Df - hc =kg/cm2( PD + PL ) x e Lc - eP'2 ==P1xe L=( 40 + 24 ) x 1000 x 50 550 - 50===kgcmP'2 =cmcmh =xcmcm2cm2cmcm2cm2cm2cm2cm2cmcmcm2cm2cmcm2cm2cm2cmcm2cm2cmcmcmcm2cm2cm2cmcm2cmcmcm2cm2kgcmkgkgcm2cm2cm2cm2cm2kgkgcm2cm2cm2cm2cmcm>12 5/8"@ 12cm14 5/8"@ 22cm6 1"@ 7cm14 5/8"@ 18cm0++0+0=

LOSA RIGIDADISEO DE LOSA DE CIMENTACIONS/C=450gm1=1700KS0.9Y'ABCD0.2123EF4.5Y9.8456XGH4.5789IL0.6OJKX'0.25.45.40.611.6DATOSCOLUMNAPD (ton)PL (ton)PuF'c =210kg/cm21452570Fy =4200kg/cm22603090gc=2400kg/m33603090qa =1.4kg/cm24603090Ks =1kg/cm3510040140S/C=450Kg/m267030100gm1=1700kg/m376030908703010096030905852758601.- CALCULO DEL ESPESOR DE LA PLACAMETODO DE DISEOASUMIENDOt=50cm.l= 43KsE=15000*F'cEt3l=0.003242m-1l=0.003240m-11.755.401Lc=5.4lLc=4.5Se debe cumplir la siguiente condicin:1.75/l