cimentaciones corridas y zapatas - excel

DATOS GENERALESX. PROCEDIMIENTO (aplicacin)

DATOS GENERALESZ:FACTOR DE ZONA (TUMBES, ZONA 3)0.40U:FACTOR DE USO (VIVIENDA MULTIFAMILIAR.)1.00S:FACTOR SUELO (SUELO FLEXIBLE)1.40N:NMERO DE PISOS5.00Ap:REA DE LA PLANTA TIPICA (m2)168.69

TIPO DE ALBAILERIA ESTRUCTURALARMADATIPO DE DIAGRAMA RIGIDOLOSA MACIZA ARMADA EN DOS DIRECCIONES

MATERIALES A UTILIZARCONCRETO DE CEMENTO PORTLANDACERO GRADO 60LADRILLO KING KONG INDUSTRIAL

PROPIEDAD DE LOS MATERIALESRESISTENCIA AL ESFUERXZO AXIALFc:CONCRETO210(Kg/cm2)2100(Ton/m2)Fm:ALBAILERIA65(Kg/cm2)650(Ton/m2)Fy:ACERO4200(Kg/cm2)42000(Ton/m2)

RESISTENCIA AL ESFUERZO CORTANTEVm:ALBAILERIA8.1(Kg/cm2)81(Ton/m2)

MODULO DE ELASTICIDADEc:CONCRETO217370.65(Kg/cm2)2173706.51(Ton/m2)Em:ALBAILERIA32500.00(Kg/cm2)325000.00(Ton/m2)

Ec/Em :6.6883277296.688

PESO VOLUMETRICOCONCRETO ARMADO2400(Kg/cm3)2.4(Ton/m3)ALBAILERIA INCL. TARR.1900(Kg/cm3)1.9(Ton/m3)

MODULO DE CORTE:Gm:ALBAILERIA13000.00(Kg/cm2)130000.00(Ton/m2)

CARGAS Y SOBRECARGASCARGASALIGERADO, E=0.20 cm300(Kg/m2)0.30(Ton/m2)ACABADOS100(Kg/m2)0.10(Ton/m2)

SOBRECARGASPISO250(Kg/m2)0.25(Ton/m2)AZOTEA100(Kg/m2)0.10(Ton/m2)

MULTIFAMILIAR DE 4 NIVELES2 VIVIENDAS UNIFAMILIARES POR NIVELAREAS POR VIVIENDASALA16.75 m2COMEDOR6.87 m2DORMITORIO PRINCIPAL INCLUDO SS.HH.15.85 m2DORMITORIO SECUNDARIO11.97 m2SS.HH.3.25 m2COCINA - LAVANDERA10.18 m2CIRCULACIN8.92 m273.79 m2ALTURA LIBRE2.65 m

EJE X

DENSIDAD MNIMA DE MUROS REFORZADOS EN EL EJE X - X

MUROAPAREJOCANTIDAD DE MUROSESPESORLONGITUD DE MUROREAX-1SOGA10.131.750.23X-2SOGA10.132.850.37X-3SOGA10.132.550.33X-4SOGA10.133.400.44X-5SOGA10.132.400.31X-6SOGA10.133.500.46X-7SOGA10.136.900.90X-8SOGA10.136.900.90X-9SOGA10.133.500.46X-10SOGA10.132.450.32X-11SOGA10.133.450.45X-12SOGA10.132.550.33X-13SOGA10.132.850.37X-14SOGA10.131.750.23 L.t=6.08

rea de Corte de los Muros Reforzados: L.t (m2)=6.08

rea de la Planta Tpica:Ap (m2) =168.69

L.t=6.08=0.036Ap168.69

Z.U.S.N=0.411.45=0.0505656

L.tZ.U.S.NAp56

0.0360.050NO

DENSIDAD MNIMA DE MUROS REFORZADOS EN EL EJE X - X

MUROAPAREJOCANTIDAD DE MUROSESPESORLONGITUD DE MUROREAX-1CABEZA10.231.850.43X-2CABEZA10.232.950.68X-3CABEZA10.232.550.59X-4SOGA10.133.300.43X-5SOGA10.133.300.43X-6SOGA10.133.600.47X-7CABEZA10.236.901.59X-8CABEZA10.236.901.59X-9SOGA10.133.600.47X-10SOGA10.133.300.43X-11SOGA10.133.300.43X-12CABEZA10.232.550.59X-13CABEZA10.232.950.68X-14CABEZA10.231.850.43 L.t=9.21



L.t=9.21=0.055Ap168.69

Z.U.S.N=0.411.45=0.0505656

L.tZ.U.S.NAp56

0.0550.050SI

EJE YDENSIDAD MNIMA DE MUROS REFORZADOS EN EL EJE Y - Y

MUROAPAREJOCANTIDAD DE MUROSESPESORLONGITUD DE MUROREAM-Y1SOGA10.136.700.87M-Y2SOGA10.132.950.38M-Y3SOGA10.135.800.75M-Y4SOGA10.131.900.25M-Y5SOGA10.131.730.22M-Y6SOGA10.132.150.28M-Y7SOGA10.132.150.28M-Y8SOGA10.131.730.22M-Y9SOGA10.131.900.25M-Y10SOGA10.135.800.75M-Y11SOGA10.132.950.38M-Y12SOGA10.136.700.87 L.t=5.52



L.t=5.52=0.033Ap168.69

Z.U.S.N=0.411.45=0.0505656

L.tZ.U.S.NNOAp56

DENSIDAD MNIMA DE MUROS REFORZADOS EN EL EJE Y - Y

MUROAPAREJOCANTIDAD DE MUROSESPESORLONGITUD DE MUROREAM-Y1CABEZA10.235.851.35M-Y2SOGA10.133.050.40M-Y3CABEZA10.235.851.35M-Y4CABEZA10.231.850.43M-Y5CABEZA10.232.450.56M-Y6CABEZA10.232.040.47M-Y7CABEZA10.232.040.47M-Y8CABEZA10.232.450.56M-Y9CABEZA10.231.850.43M-Y10CABEZA10.235.851.35M-Y11SOGA10.133.050.40M-Y12CABEZA10.235.851.35 L.t=9.09



L.t=9.09=0.054Ap168.69

Z.U.S.N=0.411.45=0.0505656

L.tZ.U.S.NSIAp56

ANLISIS EN X-XDENSIDAD DE MUROS EN LA DIRECCIN X-X

MUROSMUROAPAREJOCANTIDAD DE MUROSESPESORLONGITUD DE MUROREAALTURA LIBREPESO VOL.PESO DEL MUROX-1CABEZA10.231.850.4262.651.902.14X-2CABEZA10.232.950.6792.651.903.42X-3CABEZA10.232.550.5872.651.902.95X-4SOGA10.133.300.4292.651.902.16X-5SOGA10.133.300.4292.651.902.16X-6SOGA10.133.600.4682.651.902.36X-7CABEZA10.236.901.5872.651.907.99X-8CABEZA10.236.901.5872.651.907.99X-9SOGA10.133.600.4682.651.902.36X-10SOGA10.133.300.4292.651.902.16X-11SOGA10.133.300.4292.651.902.16X-12CABEZA10.232.550.5872.651.902.95X-13CABEZA10.232.950.6792.651.903.42X-14CABEZA10.231.850.4262.651.902.14

LOSAACABADOS DE LOSAVIGA SOLERAREA TRIBUTARIAPESO POR UNID. REAPESO DE LOSAREA TRIBUTARIAPESO POR UNID. REAPESO DE LOSALARGOANCHOALTURAPESO VOL.PESO DE SOLERA2.3400.360.842.3400.100.233.050.230.302.400.513.6500.361.313.6500.100.374.250.230.302.400.705.9700.362.155.9700.100.603.350.230.302.400.554.9900.361.804.9900.100.503.30.130.302.400.316.1800.362.226.1800.100.623.30.130.302.400.317.6200.362.747.6200.100.763.60.130.302.400.3415.2400.365.4915.2400.101.527.90.230.302.401.3115.2400.365.4915.2400.101.527.90.230.302.401.317.6200.362.747.6200.100.763.60.130.302.400.346.1800.362.226.1800.100.623.30.130.302.400.314.9900.361.804.9900.100.503.30.130.302.400.315.9700.362.155.9700.100.603.350.230.302.400.553.6500.361.313.6500.100.374.250.230.302.400.702.3400.360.842.3400.100.233.050.230.302.400.51

MUROSOBRECARGAPISO TPICOAZOTEAREA TRIBUTARIAS/CARGA x UNID. REAPESO POR S/CARGAREA TRIBUTARIAS/CARGAx UNID. REAPESO POR S/CARGAX-12.3400.250.592.3400.100.23X-23.6500.250.913.6500.100.37X-35.9700.251.495.9700.100.60X-44.9900.251.254.9900.100.50X-56.1800.251.556.1800.100.62X-67.6200.251.917.6200.100.76X-715.2400.253.8115.2400.101.52X-815.2400.253.8115.2400.101.52X-97.6200.251.917.6200.100.76X-106.1800.251.556.1800.100.62X-114.9900.251.254.9900.100.50X-125.9700.251.495.9700.100.60X-133.6500.250.913.6500.100.37X-142.3400.250.592.3400.100.23

PISO TPICOAZOTEANMERO DE PISOS TPICOSNMERO DE PISOS C/AZOTEA PESO TOTAL DEL MUROPDPLCARGA DE SERVICIOPDPLCARGA DE SERVICIO3.720.594.313.720.233.964121.195.800.916.715.800.376.164133.016.251.497.756.250.606.854137.844.761.256.014.760.505.264129.315.311.556.865.310.625.934133.366.201.918.106.200.766.964139.3716.313.8120.1216.311.5217.834198.3116.313.8120.1216.311.5217.834198.316.201.918.106.200.766.964139.375.311.556.865.310.625.934133.364.761.256.014.760.505.264129.316.251.497.756.250.606.854137.845.800.916.715.800.376.164133.013.720.594.313.720.233.964121.19LMITES DE ESFUERZOS SEGN LA NORMA E.070

MUROESFUERZO DE COMPRESINESF. AXIAL MXIMOESF. AXIAL MXIMOLMITE DE ESF. AXIALX-149.81118.4497.50SI CUMPLEX-248.65118.4497.50SI CUMPLEX-364.51118.4497.50SI CUMPLEX-468.3293.8397.50SI CUMPLEX-577.7593.8397.50SI CUMPLEX-684.1393.8397.50SI CUMPLEX-761.95118.4497.50SI CUMPLEX-861.95118.4497.50SI CUMPLEX-984.1393.8397.50SI CUMPLEX-1077.7593.8397.50SI CUMPLEX-1168.3293.8397.50SI CUMPLEX-1264.51118.4497.50SI CUMPLEX-1348.65118.4497.50SI CUMPLEX-1449.81118.4497.50SI CUMPLE

ANLISIS EN Y-YDENSIDAD DE MUROS EN LA DIRECCIN Y-Y

MUROSMUROAPAREJOCANT. DE MUROSESPESORLONGITUD DE MUROREAALTURA LIBREPESO VOL.PESO DEL MUROM-Y1CABEZA10.235.851.3462.651.906.77M-Y2SOGA10.133.050.3972.651.902.00M-Y3CABEZA10.235.851.3462.651.906.77M-Y4CABEZA10.231.850.4262.651.902.14M-Y5CABEZA10.232.450.5642.651.902.84M-Y6CABEZA10.232.040.4692.651.902.36M-Y7CABEZA10.232.040.4692.651.902.36M-Y8CABEZA10.232.450.5642.651.902.84M-Y9CABEZA10.231.850.4262.651.902.14M-Y10CABEZA10.235.851.3462.651.906.77M-Y11SOGA10.133.050.3972.651.902.00M-Y12CABEZA10.235.851.3462.651.906.77

LOSAACABADOS DE LOSAVIGA SOLERAREA TRIBUTARIAPESO POR UNID. REAPESO DE LOSAREA TRIBUTARIAPESO POR UNID. REAPESO DE LOSALARGOANCHOALTURAPESO VOL.PESO DE SOLERA3.9800.361.433.9800.100.408.200.230.302.401.365.7700.362.085.7700.100.583.050.130.302.400.295.8000.362.095.8000.100.587.480.230.302.401.245.3700.361.935.3700.100.541.800.230.302.400.304.2500.361.534.2500.100.431.730.230.302.400.291.0400.360.371.0400.100.101.950.230.302.400.321.0400.360.371.0400.100.101.950.230.302.400.324.2500.361.534.2500.100.431.730.230.302.400.295.3700.361.935.3700.100.541.800.230.302.400.305.8000.362.095.8000.100.587.480.230.302.401.245.7700.362.085.7700.100.583.050.130.302.400.293.9800.361.433.9800.100.408.200.230.302.401.36

MUROSOBRECARGAPISO TPICOAZOTEAREA TRIBUTARIAS/CARGA x UNID. REAPESO POR S/CARGAREA TRIBUTARIAS/CARGAx UNID. REAPESO POR S/CARGAM-Y13.9800.251.003.980.100.40M-Y25.7700.251.445.770.100.58M-Y35.8000.251.455.800.100.58M-Y45.3700.251.345.370.100.54M-Y54.2500.251.064.250.100.43M-Y61.0400.250.261.040.100.10M-Y71.0400.250.261.040.100.10M-Y84.2500.251.064.250.100.43M-Y95.3700.251.345.370.100.54M-Y105.8000.251.455.800.100.58M-Y115.7700.251.445.770.100.58M-Y123.9800.251.003.980.100.40

PISO TPICOAZOTEANMERO DE PISOS TPICOSNMERO DE PISOS C/AZOTEA PESO TOTAL DEL MUROPDPLCARGA DE SERVICIOPDPLCARGA DE SERVICIO9.961.0010.969.960.4010.364154.194.941.446.384.940.585.514131.0310.681.4512.1310.680.5811.264159.794.911.346.254.910.545.454130.465.081.066.145.080.435.504130.073.160.263.423.160.103.274116.963.160.263.423.160.103.274116.965.081.066.145.080.435.504130.074.911.346.254.910.545.454130.4610.681.4512.1310.680.5811.264159.794.941.446.384.940.585.514131.039.961.0010.969.960.4010.364154.19

LMITES DE ESFUERZOS Y - Y SEGN LA NORMA E.070

MUROESFUERZO DE COMPRESINESF. AXIAL MXIMOESF. AXIAL MXIMOLMITE DE ESF. AXIALM-Y140.28118.4497.50SI CUMPLEM-Y278.2593.8397.50SI CUMPLEM-Y344.43118.4497.50SI CUMPLEM-Y471.59118.4497.50SI CUMPLEM-Y553.36118.4497.50SI CUMPLEM-Y636.15118.4497.50SI CUMPLEM-Y736.15118.4497.50SI CUMPLEM-Y853.36118.4497.50SI CUMPLEM-Y971.59118.4497.50SI CUMPLEM-Y1044.43118.4497.50SI CUMPLEM-Y1178.2593.8397.50SI CUMPLEM-Y1240.28118.4497.50SI CUMPLE

GRILLASX GRID DATA

GRID IDX ORDINATE (m)VISIBLEBUBBLE LOCA0.00YesEnd1.03YesEnd1.98YesEndB3.35YesEnd4.00YesEndC4.45YesEnd4.73YesEnd6.87YesEndD7.80YesEndY GRID DATA

GRID IDY ORDINATE (m)VISIBLEBUBBLE LOC10.00YesEnd22.80YesEnd33.90YesEnd4.78YesEnd

45.65YesEnd57.43YesEnd69.67YesEnd712.23YesEnd814.47YesEnd916.25YesEnd17.12YesEnd1018.00YesEnd1119.10YesEnd1221.90YesEnd

ZAP. CORRIDA CADISEO DE CIMENTACIN CORRIDA DE CONCRETO ARMADODatos:Resistencia del concretof'c =210kg/cm2Resistencia del acerofy =4200kg/cm2

Capacidad Portante del suelo t =12.00tn/m2 =1.2kg/cm2Si:1.00kg/cm2 t2.00kg/cm2entonces0.06PTm

FACTOR DEL SUELO1+0.061.06Terzaghi&Peck1948

FactorFlexin y Punzonamiento 0.90Cortante0.85

Recubrimientor =7.5cmpara zapatas

MUROESPESORLONGITUD DE MUROPESO TOTAL DEL MUROREA DEL CIMIENTOANCHO DEL CIMIENTOCARGA NETA n < t

cmcmkgcm2cmkg/cm2kg/cm2X-125.00185.0021193.3618720.80102.001.13CONFORMEExteriorX-225.00295.0033010.2429159.0499.001.13CONFORMEExteriorX-325.00255.0037836.9433422.63132.001.13CONFORMEInteriorX-415.00330.0029310.4825890.9279.001.13CONFORMEInteriorX-515.00330.0033356.4829464.8990.001.13CONFORMEInteriorX-615.00360.0039374.7034780.9997.001.13CONFORMEInteriorX-725.00690.0098309.9386840.43126.001.13CONFORMEInteriorX-825.00690.0098309.9386840.43126.001.13CONFORMEInteriorX-915.00360.0039374.7034780.9997.001.13CONFORMEInteriorX-1015.00330.0033356.4829464.8990.001.13CONFORMEInteriorX-1115.00330.0029310.4825890.9279.001.13CONFORMEInteriorX-1225.00255.0037836.9433422.63132.001.13CONFORMEInteriorX-1325.00295.0033010.2429159.0499.001.13CONFORMEExteriorX-1425.00185.0021193.3618720.80102.001.13CONFORMEExterior

MUROESPESORLONGITUD DE MUROPESO TOTAL DEL MUROREA DE LA ZAPATAANCHO DE LA ZAPATACARGA NETA n < t

cmcmkgcm2cmkg/cm2kg/cm2M-Y12558554194.5647871.8682.001.13CONFORMEExteriorM-Y21530531027.2927407.4490.001.13CONFORMEInteriorM-Y32558559786.4052811.3291.001.13CONFORMEExteriorM-Y42518530460.3626906.65146.001.13CONFORMEInteriorM-Y52524530068.5526560.55109.001.13CONFORMEExteriorM-Y62520416962.7114983.7374.001.13CONFORMEInteriorM-Y72520416962.7114983.7374.001.13CONFORMEInteriorM-Y82524530068.5526560.55109.001.13CONFORMEExteriorM-Y92518530460.3626906.65146.001.13CONFORMEInteriorM-Y102558559786.4052811.3291.001.13CONFORMEExteriorM-Y111530531027.2927407.4490.001.13CONFORMEInteriorM-Y122558554194.5647871.8682.001.13CONFORMEExterior

Ancho Mnimo de la Cimentacin:80cm

CIMENTACIN EXTERIORCIMENTACIN INTERIOR

CALCULO DE MOMENTO MAXIMO (Mmax)

n =1002575.002 m 25.00100m m

p =100.00n 2pm37.50cmnp =12.50cmMmax = n * m2 * An

n + p = m =87.50cmMmax =1.131406.2580Mmax = n * * An

Mmax =63679.25kg.cmMmax =346698.11kg.cmCALCULO DE MOMENTO LTIMO (Mu)

Mu =1.7* MmaxMu =1.7* Mmax

Mu =1.7346698.11589386.79kg.cmMu =1.763679.25108254.72kg.cm

CUANTA MNIMA (min)

min =0.00276min =1414=0.00333fy4200Por lo tanto: =0.00333CUANTA MECNICA (w)w =min * fy0.00334200=0.07f'c210CLCULO DE ALTURA (h) Y PERALTE (d)

Exterior:

Mu = * An * * f`c * w ( 1 - 0.59 w )

589386.790.90802100.071 -0.590.067

608.65cm2d =25cmEntonces:d =25cmd mn =60cmr =7.5cmUsar:hc =0.70mVarilla de: "=1.91cm

dprom =707.50.95562cmInterior:Mu = * An * * f`c * w ( 1 - 0.59 w )

108254.720.90802100.071 -0.590.06667

111.79cm2d =11cm

Entonces:d =11cmd mn =60cm(Clima Lluvioso)r =7.5cmUsar:hc =0.70mVarilla de: "=1.91cm

dprom =707.50.95562cmCLCULO DE REFUERZO (As)

As = x An x dAs = x An x d

As =0.003338062As =0.003338062

As =16.41As =16.41

As min =14 x An x dAs min =14 x An x dfyfy

As min =148062As min =14806242004200

As min =16.41As min =16.41

As min =0.8x An x dAs min =0.8x An x dfyfy

As min =0.88062As min =0.8806242004200

As min =13.59cm2As min =13.59cm2

Por lo tanto:As =16.41Por lo tanto:As min =16.41

Profundidad del bloque equivalente:Profundidad del bloque equivalente:

a =As x fya =As x fy0.85x f'c x An0.85x f'c x An

a =16.41x4200a =16.41x42000.85210800.8521080

a =4.83a =4.83

As =MuAs =Mu fy (d - 0.5a) fy (d - 0.5a)

As =589386.79As =108254.720.904200622.410.904200622.41

As =2.64cm2As =0.48cm2

Por lo tanto se tomar:As =16.41Por lo tanto se tomar:As =16.41

Nmero de Varillas (n) y Espaciamiento (s)

Varilla de:Varilla de: "1.91cm "1.91cmA "2.85A "2.85

Nmero de Varillas (n):Nmero de Varillas (n):n = As 16.41n = As 16.41A "2.85A "2.85

n =6varillasn =6varillas

Espaciamiento (s):Espaciamiento (s):s =An - 2r - s =An - 2r - n - 1n - 1

s =80151.91s =80151.916-16-1

s =13cmOKs =13cmOK

s max =45cmNOs max =45cmNO

s max =3 x hc =370.00s max =3 x hc =370.00


Usar:6 "13cmUsar:6 "13cm

Verificacin por Cortante (Vn < Vc)

Vn = n * An *(m - d)Vn = n * An *(m - d)

Vn =1.138087.562Vn =1.138037.562

Vn =2350.64kgVn =-2177.66kg

Vc =Vc =

Vc =0.538062Vc =0.538062

Vc =37815.36kgVc =37815.36kg

Vn < Vc2350.6437815.36OKVn < Vc-2177.6637815.36OK

Verificacin por Punzonamiento( Vu / Vc )

Vu =Vn * =2350.640.85Vu =Vn * =-2177.660.85

Vu =1998.05kgVu =-1851.01kg

Vu =1998.052350.64kgVu =-1851.01-2177.66kg0.85 0.85

Vc =37815.36kgVc =37815.36kg

Vu / Vc2350.6437815.36OK( Vu / Vc )-2177.6637815.36OK

Clculo del rea del Acero de Temperatura (Ast)

Ast =0.0018 * L * hcAst =0.0018 * L * hc

Ast =0.001810070Ast =0.001869070

Ast =12.60Ast =86.94

ESPACIAMIENTO (s)

Varilla de:Varilla de: "1.91cm "1.91cmA " =2.85cm2A " =2.85cm2

Nmero de Varillas (n):Nmero de Varillas (n):n = As 12.60n = As 86.94A2.85A2.85

n =5varillasn =31varillas

Espaciamiento (s):Espaciamiento (s):s =L - 2r - s =L - 2r - n - 1n - 1

s =100151.91s =690151.915-131-1

s =21cmOKs =22cmOK


s max =3 x hc =370s max =3 x hc =370


Usar:5 "21cmUsar:31 "22cm

DISEO DE CIMIENTO CORRIDO DE CONCRETO ARMADOZapata Exterior:Zapata Interior:

25 cm25 cm

6 "13cm6 "13cm

5 "21cm31 "22cm

T =80cmT =80cm

PRED.DISEO DE ZAPATA AISLADA DE ESQUINANmero de Pisos=5

Resistencia del concreto:f'c=210kg/cm2=2100tn/m2

Resistencia del acero:fy=4200kg/cm2=42000tn/m2

COLUMNA DE ESQUINA

Clculo de Carga Muerta (CM)

Columna=2400.000.250.252.85=427.50kg=0.43tnPeso del aligerado=300.002.552.001.00=1530.00kg=1.53tnAcabados=100.002.802.251.00=630.00kg=0.63tnPeso de vigasx=2400.002.000.250.25=300.00kg=0.30tnPeso de vigasy=2400.002.550.250.25=382.50kg=0.38tnCM=3270.00kg=3.27tn

Clculo de Carga Viva (CV)

PisoCV=2502.652.251=1490.63kg=1.49tnAzoteaCV=1002.652.251=596.25kg=0.60tn

Clculo Total de Cargas

1er al 4 to Piso4x(3.27+1.49) =19.04tn5to Piso1x(3.27+0.60) =3.87tnCTc=CM+CV =22.91tn

ZAPATA AISLADA DE ESQUINADatosCapacidad Portante del suelo t=12.00tn/m2

Clculo Total de CargasCTc=22.91tn

Combinacin de CargasPu =1.4CM + 1.7CV

Pu =1.416.351.76.56=34.04tn

Factor de Seguridad

Cortante y Punzonamiento=0.85

Flexin=0.90

Peso Propio de la Zapata

PPz=(70 - t ) CTc =7012.0022.9122.15tn6060

Peso Total de la Estructura

PTe=CTc + PPz =22.91+22.1545.05tnrea de la Zapata

Az=PTe=45.05=3.75m2 t12.00

Por lo tanto :2.00x2.00

Para cumplir:Lv1=Lv2Seccin Crtica

Ancho:T=2.00(DIF dim col ) =2.000.250.25=2.00m22

Largo:S=2.00(DIF dim col ) =2.000.250.25=2.00m22

Usar :2.00x2.00Zapata Cuadrada

Lv1=Lv2(ZAPATA DE ESQUINA)

2.00-0.25=1.75

2.00-0.25=1.75CONFORME

Reacin Neta del Terreno

WNu=Pu=34.04=8.51tn/m2Az2.002.00

DIMENSIONAMIENTO DE LA ALTURA DE LA ZAPATAPor PunzonamientoCondicin de Diseo:VuVc

Cortante por Punzonamiento Actuante

Vu=1PuWNu0.25+ d0.25+ d

Vu=134.048.510.25+ d0.25+ d0.85

Vu=8.51-4.25d +33.51Ec (1)0.85

Resistencia al Cortante por Punzonamiento en el ConcretoVcc=Dmayor2Dmenor

c=0.25=12OK0.25

Permetro de los planos de falla

bo=2 x (Dmayor+d ) +2 x (Dmenor + d )

bo=2 x (0.25+d ) +2 x (0.25+ d )=1.00+4 d

Vc=1.06xbo x d=1.06x (1.00+4 d) xd

Vc=48.58d +61.4434374038Ec (2)

Ec (1)=Ec (2)

-8.51-4.2533.51=41.29d +52.23

60.74+45.54-33.51=0

1+0.75-0.55=0

d =0.50d =-1.30

Por lo tanto:d =0.50md min =60cm

r =0.075mUsar:hz =0.70m

Varilla de: 1"=2.54cm =0.0254m

dprom =0.700.0750.02540.60m

Por lo tanto:d =0.60m

Condicin:Vu Vc29.5251.22OK

Verificacin por Cortante

Vdu =(Wu x S) (Lv-d)=8.5121.750.60=19.58tn

Vn =Vdu=19.58=23.03tn0.85

Vc=0.53xS x d=0.5320.60=291.26

Vc>Vn291.26>23.03CONFORME

Por FlexinMu =Wu x S x Lv=0.85200175=2606177.93kg.cm222

As min =14 x T x d1420060=39.97m2fy4200

As min =0.8 x T x d=0.821020060=33.10m2fy4200Por lo tanto:As min=39.97cm2

a =As x fy=39.97x4200=4.70cm0.85x f'c x T0.85210200

As =Mu=2606177.93=11.97cm2 fy (d - 0.5a)0.904200602.35

Por lo tanto se tomar:As min=39.97cm2

DISTRIBUCIN DE ARMADURAT = S =2.00mZAPATA CUADRADAVarilla de: 1" =2.54cmA 1" 5.07cm2

Nmero de varillas:

n =As min=39.97=7.888varillasA 1" 5.07

Espaciamiento

s =T - 2r - =200152.54=26.0726cmOKn - 18-1

s max =45cmSe escoge el menor

s max =3 x hz =370=210cmSe escoge el menor

Por lo tanto usar:8 1"@26cm

DISEO DE ZAPATA DE ESQUINA

VISTA EN PERFIL

25 cm

8 1"@26cm8 1"@26cmT =2.00mVISTA EN PLANTA

8 1"S@=262.00cmm

8 1"@26cmT =2.00m

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