Zapata-1DISEO DE ZAPATA AISLADAZAPATA Z-1Area tributaria:L=3.85mB=3.43mA=13.21m2Ancho de columna =0.30mLargo de columna =0.30mAltura de columna =3.30mAncho de viga =0.25mPeralte de viga =0.35mMetrado de cargasPeso de columna2138.40KgPeso de Viga2425.50KgPeso de viguetas144.20KgPeso de aligerado19015.92KgPd =23724.02KgPl =396.17Datos:Carga Muerta23724.02KgCarga viva396.17KgSobrecarga100.00Kg/m2Peso especifico del suelo1700.00Kg/m3Capacidad portante del suelo0.90Kg/cm2Coeficiente de Balasto10000.00Ton/m3Modulo de elasticidad2170000.00Ton/m3Resistencia del concreto210.00Kg/cm2Altura de relleno0.40mAsumir H=0.60mBAncho columna0.30mLargo columna0.30mLTn= t - S/C - 2400*h - Ps*hs - 2200*0.156450.00kg/m2A=(P+0.15P) / Tn4.30cm20.150.40A=B x LL2 - (l-a) - A = 0HL =2.07mB=2.07mLAsumimos:L =2.10mB =2.10mPu = 1.5 x Wd + 1.8 x WlPu =36299.13KgTu=8.23Ton/mCHEQUEO DE RIGIDEZ1/3H >= 2.1 x (Ko L / E)H>=0.45mh adoptado =0.50mCHEQUEO POR CORTANTEd= h - rec. - /2d=41.87cmdX=0.48cmVu = Tu x X x LVu=8.32Ton1/2XVc=0.85 x 0.53 x (210) x L x d0.55vc =57.40TonVc > Vu(OK)En la otra direccinX=0.48cmVu = Tu x X x BVu=8.32Ton1/2dVc=0.85 x 0.53 x (210) x L x dvc =57.40TonVc > Vu(OK)X0.55CHEQUEO POR PUNZONAMIENTOCortante Actuante mnimoVu = Tu (Az - Ao)d/2Az=4.41m20.30d/2Ao = (a + d) * (b+d)0.30+d0.3Ao =0.52m20.30+dVup = Tu x (Az - Ao)Vup =32.05TonCortante tomado por el concretobo = 2(a + d) + 2(b + d)bo=2.87cm1/2Vcp=(0.53+1.1/(a/b)) x (210) x bo x dVcp=284.27TonVcp = 0.85 x VcpVcp=241.63TonVcp > Vup(OK)ACERO DE REFUERZOa =As x Fy0.85 x F'c x BAs =Mu0.9 x Fy (d - a/2)Wu = Tu x BWu=17.29Ton/mMu = Wu x X22DIRECCION X-XMu =7.00Ton-mAs =4.92cm2a =0.86cmAs =4.47cm2a =0.78cmAs =4.47cm2As min = 0.0018 x d x BAs min=15.82cm2usamos 1/2"S = 1/2" x BAs 1/2" @ 0.1712 mS =17.12cmUSAR 1/2" @ 0.1712 mDIRECCION Y-Yd' = d - 1/2"d'=40.60cmWu =17.29Ton/mMu=7.00Ton-mAs =6.42cm2a =1.12cmAs =5.88cm2a =1.03cmAs =5.87cm2As min = 0.0018 x d x LAs min=15.34cm2 1/2" @ 0.1765 musamos 1/2"S = 1/2" x BAsS =17.65cmUSAR 1/2" @ 0.1765 m

Zapata-2DISEO DE ZAPATA AISLADAZAPATA Z-1Area tributaria:L=3.43mB=2.88mA=9.88m2Ancho de columna =0.30mLargo de columna =0.30mAltura de columna =3.30mAncho de viga =0.25mPeralte de viga =0.35mMetrado de cargasPeso de columna2138.40KgPeso de Viga2160.90KgPeso de viguetas107.87KgPeso de aligerado14224.90KgPd =18632.07KgPl =296.35Datos:Carga Muerta18632.07KgCarga viva296.35KgSobrecarga100.00Kg/m2Peso especifico del suelo1700.00Kg/m3Capacidad portante del suelo0.90Kg/cm2Coeficiente de Balasto10000.00Ton/m3Modulo de elasticidad2170000.00Ton/m3Resistencia del concreto210.00Kg/cm2Altura de relleno0.40mAsumir H=0.60mBAncho columna0.30mLargo columna0.30mLTn= t - S/C - 2400*h - Ps*hs - 2200*0.156450.00kg/m2A=(P+0.15P) / Tn3.37cm20.150.40A=B x LL2 - (l-a) - A = 0HL =1.84mB=1.84mLAsumimos:L =1.85mB =1.85mPu = 1.5 x Wd + 1.8 x WlPu =28481.54KgTu=8.32Ton/mCHEQUEO DE RIGIDEZ1/3H >= 2.1 x (Ko L / E)H>=0.43mh adoptado =0.50mCHEQUEO POR CORTANTEd= h - rec. - /2d=41.87cmdX=0.36cmVu = Tu x X x LVu=5.49Ton1/2XVc=0.85 x 0.53 x (210) x L x d0.55vc =50.56TonVc > Vu(OK)En la otra direccinX=0.36cmVu = Tu x X x BVu=5.49Ton1/2dVc=0.85 x 0.53 x (210) x L x dvc =50.56TonVc > Vu(OK)X0.55CHEQUEO POR PUNZONAMIENTOCortante Actuante mnimoVu = Tu (Az - Ao)d/2Az=3.4225m20.30d/2Ao = (a + d) * (b+d)0.30+d0.3Ao =0.52m20.30+dVup = Tu x (Az - Ao)Vup =24.18TonCortante tomado por el concretobo = 2(a + d) + 2(b + d)bo=2.87cm1/2Vcp=(0.53+1.1/(a/b)) x (210) x bo x dVcp=284.27TonVcp = 0.85 x VcpVcp=241.63TonVcp > Vup(OK)ACERO DE REFUERZOa =As x Fy0.85 x F'c x BAs =Mu0.9 x Fy (d - a/2)Wu = Tu x BWu=15.40Ton/mMu = Wu x X22DIRECCION X-XMu =4.62Ton-mAs =3.25cm2a =0.57cmAs =2.94cm2a =0.51cmAs =2.94cm2As min = 0.0018 x d x BAs min=13.94cm2usamos 1/2"S = 1/2" x BAs 1/2" @ 0.1712 mS =17.12cmUSAR 1/2" @ 0.1712 mDIRECCION Y-Yd' = d - 1/2"d'=40.60cmWu =15.40Ton/mMu=4.62Ton-mAs =5.62cm2a =0.98cmAs =5.16cm2a =0.90cmAs =5.15cm2As min = 0.0018 x d x LAs min=13.52cm2 1/2" @ 0.1765 musamos 1/2"S = 1/2" x BAsS =17.65cmUSAR 1/2" @ 0.1765 m

Zapata-3DISEO DE ZAPATA AISLADAZAPATA Z-1Area tributaria:L=3.43mB=2.08mA=7.13m2Ancho de columna =0.30mLargo de columna =0.30mAltura de columna =3.30mAncho de viga =0.25mPeralte de viga =0.35mMetrado de cargasPeso de columna2138.40KgPeso de Viga2160.90KgPeso de viguetas77.91KgPeso de aligerado10273.54KgPd =14650.74KgPl =214.03Datos:Carga Muerta14650.74KgCarga viva214.03KgSobrecarga100.00Kg/m2Peso especifico del suelo1700.00Kg/m3Capacidad portante del suelo0.90Kg/cm2Coeficiente de Balasto10000.00Ton/m3Modulo de elasticidad2170000.00Ton/m3Resistencia del concreto210.00Kg/cm2Altura de relleno0.40mAsumir H=0.60mBAncho columna0.30mLargo columna0.30mLTn= t - S/C - 2400*h - Ps*hs - 2200*0.156450.00kg/m2A=(P+0.15P) / Tn2.65cm20.150.40A=B x LL2 - (l-a) - A = 0HL =1.63mB=1.63mLAsumimos:L =1.65mB =1.65mPu = 1.5 x Wd + 1.8 x WlPu =22361.37KgTu=8.21Ton/mCHEQUEO DE RIGIDEZ1/3H >= 2.1 x (Ko L / E)H>=0.41mh adoptado =0.50mCHEQUEO POR CORTANTEd= h - rec. - /2d=41.87cmdX=0.26cmVu = Tu x X x LVu=3.47Ton1/2XVc=0.85 x 0.53 x (210) x L x d0.55vc =45.10TonVc > Vu(OK)En la otra direccinX=0.26cmVu = Tu x X x BVu=3.47Ton1/2dVc=0.85 x 0.53 x (210) x L x dvc =45.10TonVc > Vu(OK)X0.55CHEQUEO POR PUNZONAMIENTOCortante Actuante mnimoVu = Tu (Az - Ao)d/2Az=2.7225m20.30d/2Ao = (a + d) * (b+d)0.30+d0.3Ao =0.52m20.30+dVup = Tu x (Az - Ao)Vup =18.12TonCortante tomado por el concretobo = 2(a + d) + 2(b + d)bo=2.87cm1/2Vcp=(0.53+1.1/(a/b)) x (210) x bo x dVcp=284.27TonVcp = 0.85 x VcpVcp=241.63TonVcp > Vup(OK)ACERO DE REFUERZOa =As x Fy0.85 x F'c x BAs =Mu0.9 x Fy (d - a/2)Wu = Tu x BWu=13.55Ton/mMu = Wu x X22DIRECCION X-XMu =3.09Ton-mAs =2.17cm2a =0.38cmAs =1.96cm2a =0.34cmAs =1.96cm2As min = 0.0018 x d x BAs min=12.43cm2usamos 1/2"S = 1/2" x BAs 1/2" @ 0.1712 mS =17.12cmUSAR 1/2" @ 0.1712 mDIRECCION Y-Yd' = d - 1/2"d'=40.60cmWu =13.55Ton/mMu=3.09Ton-mAs =5.01cm2a =0.87cmAs =4.62cm2a =0.81cmAs =4.61cm2As min = 0.0018 x d x LAs min=12.06cm2 1/2" @ 0.1765 musamos 1/2"S = 1/2" x BAsS =17.65cmUSAR 1/2" @ 0.1765 m

Zapata-4=3DISEO DE ZAPATA AISLADAZAPATA Z-1Area tributaria:L=3.85mB=1.83mA=7.05m2Ancho de columna =0.30mLargo de columna =0.30mAltura de columna =3.30mAncho de viga =0.25mPeralte de viga =0.35mMetrado de cargasPeso de columna2138.40KgPeso de Viga2425.50KgPeso de viguetas76.94KgPeso de aligerado10145.52KgPd =14786.36KgPl =211.37Datos:Carga Muerta14786.36KgCarga viva211.37KgSobrecarga100.00Kg/m2Peso especifico del suelo1700.00Kg/m3Capacidad portante del suelo0.90Kg/cm2Coeficiente de Balasto10000.00Ton/m3Modulo de elasticidad2170000.00Ton/m3Resistencia del concreto210.00Kg/cm2Altura de relleno0.40mAsumir H=0.60mBAncho columna0.30mLargo columna0.30mLTn= t - S/C - 2400*h - Ps*hs - 2200*0.156450.00kg/m2A=(P+0.15P) / Tn2.67cm20.150.40A=B x LL2 - (l-a) - A = 0HL =1.64mB=1.64mLAsumimos:L =1.65mB =1.65mPu = 1.5 x Wd + 1.8 x WlPu =22559.99KgTu=8.29Ton/mCHEQUEO DE RIGIDEZ1/3H >= 2.1 x (Ko L / E)H>=0.41mh adoptado =0.50mCHEQUEO POR CORTANTEd= h - rec. - /2d=41.87cmdX=0.26cmVu = Tu x X x LVu=3.51Ton1/2XVc=0.85 x 0.53 x (210) x L x d0.55vc =45.10TonVc > Vu(OK)En la otra direccinX=0.26cmVu = Tu x X x BVu=3.51Ton1/2dVc=0.85 x 0.53 x (210) x L x dvc =45.10TonVc > Vu(OK)X0.55CHEQUEO POR PUNZONAMIENTOCortante Actuante mnimoVu = Tu (Az - Ao)d/2Az=2.7225m20.30d/2Ao = (a + d) * (b+d)0.30+d0.3Ao =0.52m20.30+dVup = Tu x (Az - Ao)Vup =18.28TonCortante tomado por el concretobo = 2(a + d) + 2(b + d)bo=2.87cm1/2Vcp=(0.53+1.1/(a/b)) x (210) x bo x dVcp=284.27TonVcp = 0.85 x VcpVcp=241.63TonVcp > Vup(OK)ACERO DE REFUERZOa =As x Fy0.85 x F'c x BAs =Mu0.9 x Fy (d - a/2)Wu = Tu x BWu=13.67Ton/mMu = Wu x X22DIRECCION X-XMu =3.11Ton-mAs =2.19cm2a =0.38cmAs =1.98cm2a =0.34cmAs =1.98cm2As min = 0.0018 x d x BAs min=12.43cm2usamos 1/2"S = 1/2" x BAs 1/2" @ 0.1712 mS =17.12cmUSAR 1/2" @ 0.1712 mDIRECCION Y-Yd' = d - 1/2"d'=40.60cmWu =13.67Ton/mMu=3.11Ton-mAs =5.01cm2a =0.87cmAs =4.62cm2a =0.80cmAs =4.61cm2As min = 0.0018 x d x LAs min=12.06cm2 1/2" @ 0.1765 musamos 1/2"S = 1/2" x BAsS =17.65cmUSAR 1/2" @ 0.1765 m

Zapata-4DISEO DE ZAPATA AISLADAZAPATA Z-1Area tributaria:L=2.88mB=1.83mA=5.27m2Ancho de columna =0.30mLargo de columna =0.30mAltura de columna =3.30mAncho de viga =0.25mPeralte de viga =0.35mMetrado de cargasPeso de columna2138.40KgPeso de Viga1814.40KgPeso de viguetas57.55KgPeso de aligerado7589.38KgPd =11599.73KgPl =158.11Datos:Carga Muerta11599.73KgCarga viva158.11KgSobrecarga100.00Kg/m2Peso especifico del suelo1700.00Kg/m3Capacidad portante del suelo0.90Kg/cm2Coeficiente de Balasto10000.00Ton/m3Modulo de elasticidad2170000.00Ton/m3Resistencia del concreto210.00Kg/cm2Altura de relleno0.40mAsumir H=0.60mBAncho columna0.30mLargo columna0.30mLTn= t - S/C - 2400*h - Ps*hs - 2200*0.156450.00kg/m2A=(P+0.15P) / Tn2.10cm20.150.40A=B x LL2 - (l-a) - A = 0HL =1.45mB=1.45mLAsumimos:L =1.45mB =1.45mPu = 1.5 x Wd + 1.8 x WlPu =17684.19KgTu=8.41Ton/mCHEQUEO DE RIGIDEZ1/3H >= 2.1 x (Ko L / E)H>=0.40mh adoptado =0.50mCHEQUEO POR CORTANTEd= h - rec. - /2d=41.87cmdX=0.16cmVu = Tu x X x LVu=1.91Ton1/2XVc=0.85 x 0.53 x (210) x L x d0.55vc =39.63TonVc > Vu(OK)En la otra direccinX=0.16cmVu = Tu x X x BVu=1.91Ton1/2dVc=0.85 x 0.53 x (210) x L x dvc =39.63TonVc > Vu(OK)X0.55CHEQUEO POR PUNZONAMIENTOCortante Actuante mnimoVu = Tu (Az - Ao)d/2Az=2.1025m20.30d/2Ao = (a + d) * (b+d)0.30+d0.3Ao =0.52m20.30+dVup = Tu x (Az - Ao)Vup =13.34TonCortante tomado por el concretobo = 2(a + d) + 2(b + d)bo=2.87cm1/2Vcp=(0.53+1.1/(a/b)) x (210) x bo x dVcp=284.27TonVcp = 0.85 x VcpVcp=241.63TonVcp > Vup(OK)ACERO DE REFUERZOa =As x Fy0.85 x F'c x BAs =Mu0.9 x Fy (d - a/2)Wu = Tu x BWu=12.20Ton/mMu = Wu x X22DIRECCION X-XMu =2.02Ton-mAs =1.42cm2a =0.25cmAs =1.28cm2a =0.22cmAs =1.28cm2As min = 0.0018 x d x BAs min=10.93cm2usamos 1/2"S = 1/2" x BAs 1/2" @ 0.1712 mS =17.12cmUSAR 1/2" @ 0.1712 mDIRECCION Y-Yd' = d - 1/2"d'=40.60cmWu =12.20Ton/mMu=2.02Ton-mAs =4.44cm2a =0.77cmAs =4.12cm2a =0.72cmAs =4.11cm2As min = 0.0018 x d x LAs min=10.60cm2 1/2" @ 0.1765 musamos 1/2"S = 1/2" x BAsS =17.65cmUSAR 1/2" @ 0.1765 m

Zapata-xDISEO DE ZAPATA AISLADAZAPATA Z-2Area tributaria:L=3.25mB=2.25mA=7.31m2Ancho de columna =0.25mLargo de columna =0.40mAltura de columna =3.50mAncho de viga =0.25mPeralte de viga =0.25mMetrado de cargasPeso de columna840.00KgPeso de Viga487.50KgPeso de tijeral77.37KgPeso de viguetas26.62KgPeso de cobertura13.97KgPd =1445.45KgPl =219.38Datos:Carga Muerta1445.45KgCarga viva219.38KgSobrecarga100.00Kg/m2Peso especifico del suelo1700.00Kg/m3Capacidad portante del suelo0.79Kg/cm2Coeficiente de Balasto10000.00Ton/m3Modulo de elasticidad2170000.00Ton/m3Resistencia del concreto210.00Kg/cm2Altura de relleno0.40mAsumir H=0.60mBAncho columna0.40mLargo columna0.25mLTn= t - S/C - 2400*h - Ps*hs - 2200*0.155350.00kg/m2A=(P+0.15P) / Tn0.36cm20.150.40A=B x LL2 - (l-a) - A = 0HL =0.68mB=0.53mLAsumimos:L =1.30mB =1.10mPu = 1.5 x Wd + 1.8 x WlPu =2563.05KgTu=1.79Ton/mCHEQUEO DE RIGIDEZ1/3H >= 2.1 x (Ko L / E)H>=0.38mh adoptado =0.60mCHEQUEO POR CORTANTEd= h - rec. - /2d=51.87cmdX=0.01cmVu = Tu x X x LVu=0.01Ton1/2XVc=0.85 x 0.53 x (210) x L x d0.55vc =44.02TonVc > Vu(OK)En la otra direccinX=0.01cmVu = Tu x X x BVu=0.01Ton1/2dVc=0.85 x 0.53 x (210) x L x dvc =37.25TonVc > Vu(OK)X0.55CHEQUEO POR PUNZONAMIENTOCortante Actuante mnimoVu = Tu (Az - Ao)d/2Az=1.43m20.40d/2Ao = (a + d) * (b+d)0.25+d0.25Ao =0.71m20.40+dVup = Tu x (Az - Ao)Vup =1.30TonCortante tomado por el concretobo = 2(a + d) + 2(b + d)bo=3.37cm1/2Vcp=(0.53+1.1/(a/b)) x (210) x bo x dVcp=308.80TonVcp = 0.85 x VcpVcp=262.48TonVcp > Vup(OK)ACERO DE REFUERZOa =As x Fy0.85 x F'c x BAs =Mu0.9 x Fy (d - a/2)Wu = Tu x BWu=1.97Ton/mMu = Wu x X22DIRECCION X-XMu =0.18Ton-mAs =0.10cm2a =0.02cmAs =0.09cm2a =0.02cmAs =0.09cm2As min = 0.0018 x d x BAs min=10.27cm2usamos 1/2"S = 1/2" x BAs 1/2" @ 0.125 mS =16.33cmUSAR 1/2" @ 0.125 mDIRECCION Y-Yd' = d - 1/2"d'=50.60cmWu =2.33Ton/mMu=0.24Ton-mAs =5.34cm2a =0.93cmAs =7.50cm2a =1.31cmAs =9.70cm2As min = 0.0018 x d x LAs min=11.84cm2 1/2" @ 0.125 musamos 1/2"S = 1/2" x BAsS =11.99cmUSAR 1/2" @ 0.125 m

Cimiento corrido(Eje 1 y 2)DISEO DE CIMIENTO CORRIDOEJE 1-1 = EJE 2-2DatosEspesor de muro0.15mAltura de muro2.85mEspesor de tarrajeo0.015mAncho de sobrecimiento0.15mAltura de sobrecimiento0.45mMetrado de cargasPeso de muro769.5Kg / mPeso de tarrajeo188.1Kg / mPeso de sobrecimiento162Kg / mPd=1119.6Kg / mCarga Muerta1119.60KgCarga viva300.00KgSobrecarga300.00Kg/m2Peso especifico del suelo1800.00Kg/m3Capacidad portante del suelo0.79Kg/cm2Coeficiente de Balasto10000.00Ton/m3Modulo de elasticidad2170000.00Ton/m3Resistencia del concreto100.00Kg/cm2Espesor de muro0.15mAltura de relleno0.20mAsumir H=0.50mTn= t - S/C - 2400*h - Ps*hs - 2200*0.155940.00kg/m2A=(P+0.15P) / Tn0.24cm2Para L =1.00mb =0.24mAsuminos b =0.60mDETERMINACIN DEL PERALTEFr = 1.3 x FcT