alex C8-C9

ZAPATAS COMBINADASDISEO ZAPATAS COMBINADASDATOSKg/CmTn/MT1.212INDICACIONESH1.2MDATOS Q SE NECESITAS Y SE PUEDEN CAMBIAR 1Tn/MRESULTANDO DEL EJERCICIO Q NO SON MODIFICADOS Kg/CmTn/MS/C piso1500.15NOTAS DONDE TIENES Q VERIFICAR (URGENTES)x10Fc210Kg/Cm2100Fy420Kg/CmPREDIMENSIONAMIENTO DE COLUMNASBASEPERALTEC10.30.4C20.40.6METRADO DE CARGASCMCVC122.587.49TnC238.278.73TnLV0.430.6SOLUCIONAREA ZAPATAAzPP +PTt-H-S/CP30.07TnP47Tnh12 Tn1Tn1.2m0.15Tn/mmmh10.65Tn/mAz7.2mPUNTO APLICACIN X = ??30.07Tn77.07Tn47Tn0.20.230.30.3XX77.07* X30.070.2473.7 X2.33LARGO Y ANCHO ZAPATAL = 2X =4.674.70A=L bb=1.541.5m7.25bA=7.05mDISTRIBUCION ESFUERZOS WN=P+PTn/mLWn=P+PTn/mL*bHALLAMOSP=1.4 CM+ 1.7 CVP=44.345TnP=1.4 CM+ 1.7 CVP=68.419TnWN=23.99Tn/mWn=15.99Tn/mPERALTE DE ZAPATAh=??44.345Tn68.419TnLV-d-0.70h0.430.63.3XV=-P+WN*XV44.34523.99XO44.34523.99XX1.85CALCULAMOS EL MOMENTO MAXIMOM=0Mmax+P*(x-t)-WN*x*x=022Mmax44.3451.850.223.991.8502Mmax32.11Tn/mM=fCbdw(1-0,59w)W=fy;d=h-1032.110.921001.5d0.0910.590.0932.112835d0.08520.08532.110.0852835.0d377.7932835.0d0.133d0.365d0.75cmh=d0.100.85cmverificacion por corte0.6220.62vvcvc0.53fc bd144.91vc86.40TnVu=(Wn)*b*(Lv-d)Vu15.99Tn1.50.850.75mVu2.40TnCOMPARAMOSvvc2.400.8586.402.4073.44VERIFICACION POR PUNZONAMIENTOd/2d/2d/2d/2VERIFICACION COLUMNA vvcvc1.06fc b db0.40.7520.40.75144.91b2.72vc311.06TnVu - P+Wn*(t+d/2)(t+d)Vu-44.34515.990.40.750.40.752Vu-30.1Tnvvc30.10.85311.0630.1264.40VERIFICACION COLUMNA vvcvc1.06fc b db0.60.7520.60.752144.91b5.4vc622.11TnVu - P+Wn*(t+d)(t+d)Vu-68.41915.990.60.750.600.75Vu-39.27Tnvvc39.30.85622.1139.3528.80DISEO POR FLEXIONI) ACERO LONGITUDINALA) ACERO SUPERIORMu=Ku bdPOR TABLASKuMubdKu32.111015075Ku3.81=0.0033VARILLAS #AREA EN CM NUMERO DE VARILLAS #/81234567891011121314151617181920A=bd30.7131.4252.1382.8503.5634.2754.9885.7006.4137.1267.8388.5519.2639.97610.68811.40112.11312.82613.53914.251=0.00331507541.2672.5343.8005.0676.3347.6018.86710.13411.40112.66813.93415.20116.46817.73519.00220.26821.53522.80224.06925.335=37.13Cm51.9793.9595.9387.9179.89711.87613.85515.83517.81419.79321.77323.75225.73127.71129.69031.66933.64935.62837.60739.58762.8505.7008.55111.40114.25117.10119.95222.80225.65228.50231.35334.20337.05339.90342.75345.60448.45451.30454.15457.005ELEGIMOS VALORES 73.8797.75911.63815.51819.39723.27727.15631.03634.91538.79542.67446.55450.43354.31358.19262.07265.95169.83173.71077.59085.06710.13415.20120.26825.33530.40235.47040.53745.60450.67155.73860.80565.87270.93976.00681.07386.14091.20796.274101.341:3/4"96.41312.82619.23925.65232.06538.47844.89151.30457.71764.13070.54376.95683.36989.78296.195102.608109.021115.434121.847128.260107.91715.83523.75231.66939.58747.50455.42163.33871.25679.17387.09095.008102.925110.842118.760126.677134.594142.511150.429158.346n:A37.1313.0314.00A2.85S:15027.53/4"2.5414.001S:10.24S:11CmACERO INFERIOR=0.0018A=bd=0.001815075=20.25CmELEGIMOS VALORES :5/8"n:A20.2510.2311.00A1.98S:15027.55/8"2.5411.001S:13.34S:14Cm13/4"@11Cm15/8"@14CmII)ACERO TRANSVERSALb:1.5Lz:4.7470Td/2d/2ddd=T+d/2=4075d=T+d=60752d=77.5Cmd=135CmCOLUMNA C:qn=P Tn/mbqn=44.345Tn/m1.5qn=29.56Tn/mM=29.56d * d2M=29.560.7752M=8.88Mu=Kubdd=75Mu=8.8810Mu=0.34=0.0001min=0.0018A=bd=0.001847075=63.45CmELEGIMOS VALORES :5/8"n:A63.4532.0633.00A1.98S:47027.55/8"2.5433.001S:14.17S:15CmCOLUMNA C:qn=P Tn/mbqn=68.419Tn/m1.5qn=45.61Tn/mM=45.61d * d2M=45.611.42M=41.56Mu=Kubdd=75Mu=41.5610Mu=1.57=0.0005min=0.0018A=bd=0.001847075=63.45CmELEGIMOS VALORES :5/8"n:A63.4532.0633.00A1.98S:47027.55/8"2.5433.001S:14.17S:15Cm15/8"@15Cm15/8"@15Cm
SIEMPRE REVISAR SI ESTA BIEN (OK)

REDONDO PARA MEJOR TRABAJABILIDAD



revisar y cambiar la cuantia exacta

AL ELEJIR EL DIAMETRO CAMBIAR EL AREA. SELECCIONA EN LA TABLA DEL COSTADO

CAMBIAR LA FORMULA

C8-C9DATOSColumnast0.85kg/cm2b(m)t(m)d(m)hf1.2mC80.350.45s0.7tn/m3C90.9s/c piso400kg/m2fc210kg/cm2Carga ltimafy4200kg/cm2P11u78.97tnc2400kg/cm2P12u186.46tnCargas(tn)CMCVPC844.4079.88454.29C9104.94623.254128.20182.497.36n=7.26tn/m21)Dimensionamiento de la zapata exterior(Z1)Az1=7.48m2Az1=B*T=B*2.5BT = 2.5BB=1.73mB=1.80mReemplazando en T4.32mT=4.40mAz17.92m22)Dimensionamienro de viga cimentacin1.05h1.472(m)(cm)h=1.2120b=0.660Lvi6.685668.5d1.11103)Dimensionamiento de zapata interiorWv*Lvi=11.55tnRn=57.50tnPs=-136.54TnAz2=18.81m2Para hallar a =Az2 = a2 Por lo tanto a=4.34ma=4.40mAz2=19.36m24)Diseo viga cimentacina1.80mb5.09mc2.2md0.225me1.575mf3.343mg0.45mh0.9mR=90.84tnRN=50.47tn/mRn=11.47tn/m2Vu=0MmaxPvi=1.73(Xo-t1)Xo=1.60mXoB1.6 180(CUMPLE)Mumax. =45.13tn.m4.1)Diseo por flexina) Acero Superiorku6.220.00170.0018Cantidad de AceroArea(cm2)N varillasN varillasAS11.88cm21/2"1.279.35105/8"1.986.0063/4"2.854.175b) Acero inferiormin0.00197Asmin12.980cm2As/33.960trab.As.minAs/25.94trab.As.minAs12.980Cantidad de AceroArea(cm2)N varillasN varillas1/2"1.2710.22114.2)Diseo Corte5/8"1.986.5673/4"2.854.555Vc50.69tnVc43.09tnVu16.01tn16.0143.09CumpleRECALCULANDOV.C.:V.C.(m)(cm)h0.770 b x hb0.35350.350.7d0.6603*)Dimensionamiento Zapata InteriorPs- 128.92tnAz17.76m2L4.21mL4.22mAz17.81m24*)Diseo Viga4.1) Diseo por flexinPvi0.588(X-t1)X1.58m 1.80(CUMPLE)Hallamos el Mmax.Mmax44.39tn.ma) Clculo del acero superiorku35.23maxku49.5301CumpleCantidad de Acero0.0108Area(cm2)N varillasN varillasAs22.68cm21/2"1.2717.86185/8"1.9811.45123/4"2.857.968b)Acero Inferiormin0.0018Asmin3.78cm2AS/37.56cm2CumpleCantidad de AceroArea(cm2)N varillasN varillas1/2"1.275.9565/8"1.983.8243/4"2.852.6534.2)Diseo CorteVc16.13tnVc13.71tnVu0tn0.0013.71cumple5)Diseo de la Zapata ExteriorT4.40mbo = B1.80mt10.45mb10.35mLv2.025mR90.84tnRN50.47tn/mRn11.47tn/m2M42.33Tn/m5.1)Determinacin del peralte0.9w0.09Recubrimiento15cmd0.38md0.40mh0.50m42.33Tn/mDm 1 ''2.54cm5.4) Diseo flexinAcero longitudinalCantidad de Aceroku14.70Dm(cm)Area(cm2)N varillasN varillas0.00411/2"1.271.2723.24245/8''1.58751.9814.9115AS29.52cm23/4"1.9052.8510.3611Espaciamiento =S = 16.31cmS = 18cmPor lo tantoAcero transversalLv1.35mM2 =45.99Tn/mku6.53Cantidad de Acero0.0017Dm(cm)Area(cm2)N varillasN varillasmin0.00181/2"1.271.2724.94255/8''1.58751.9816.0016AS31.68cm23/4"1.9052.8511.1212Espaciamiento =S = 38.4631818182cmS = 38.5cm6)Diseo de la Zapata interior1.661.664.224.22Pu1Pu2Pvr = -178.52tnPvr = 178.52tnRni = 10.02tn/m2M = 58.29tn/m Peralte efectivo = d = 0.29md = 0.30md = 30.00cmdmin = 25.00 = 0.25 cmh = 35.00ma) acero longuitudinalCantidad de Aceroku15.35Dm(cm)Area(cm2)N varillasN varillas0.00351/2"1.271.2729.0730AS36.93cm25/8''1.58751.9818.65193/4"1.9052.8512.9613Espaciamiento =S = 33.7579166667cmS = 33.8cmb) Clculo del acero tranversalL4.22ma4.22mt20.9mb20.9mLv1.66mRn10.02tnM258.29ku15.35Cantidad de Acero0.0041Diam.(cm)Area(cm2) para AsN As51.91cm21/2"1.271.2740.8741S22.515/8"1.591.9826.2227S23.00cm3/4"1.912.8518.21195.2) Verificacin por punzonamiento =0.85b =7.05Vc = 433.18Vu = -72.38-72.38368.20cumple 5.3) Verificacin por corte =0.85Vc = 135.18Vu = 33.5533.55114.90cumple6.2) Verificacin por punzonamiento =0.85b =3.6Vc = 221.20Vu = -44.06-44.06188.02cumple 6.3) Verificacin por corte =0.85Vc = 129.65Vu = 65.8365.83110.20cumple
C8

DISEO ZAPATA CONECTADA

n=t-s*hf-s/c

Az1=P1/n

T

B

Az2=Ps/n

Ps=-P1-P2-Wv*Lvi+Rn

a

a

V.C.

Pu1

Pu2

V.C.

Wv*Lvi=11.55

a

b

c

d

e

f

g

Pu1*(e+b+c)-R(h+b+c)+(Wv*Lvi)*(f+g)=0

R

h

h

-Pu1-Pvi+Rx0+Vu=0

Vu

Xo

Vu=Pu1+Pvi-Rxo

53/4"

VuVc

h:[0.40-0.60]

Az2=Ps/n

Ps=-P1-P2-Wv*Lvi+Rn

Vu=Pu1+Pvi-Rxo

VuVc

T

B=S

L

b1

t1

b1

M2

M1

Lv

11 3/4'' @ 18 cm

T

S

b1

t1

T

Lv

M2

R

Pvr = -P1u-P2u-Wv*Lvi+Rn

Rni = Pvr/Az2

VuVc

Vc = 1.06f'c b d

Vu = Pv - Rn * (T+d/2)*(T+d)

VuVc

Vc = 0.53f'c b d

Vu = (Wn*b) * (Lv - d)

VuVc

Vc = 1.06f'c b d

VuVc

Vc = 0.53f'c b d

Vu = Pv - Rn * (T+d/2)*(T+d)

Vu = (Wn*b) * (Lv - d)

C9

L

Lv

t2

CAMBIAR Y SALE MENOS A 0.0018 TRABAJAR CON 0.0018

CAMBIAR

CAMBIAR

CAMBIAR EN LA FORMULA C154 o D154 SI SALE MENOS DE 0.0018

ESTOS DOS CUADROS PERTENCE ALA CERO SUPERIORA FORMULA C154 o D154 SI SALE MENOS DE 0.0018

ESTE b = B o S

CAMBIAR EN LA FORMULA B359 X B358 SI SALE MAYOR A 0.0018

CAMBIAR EN LA FORMULA D417 X D419 SI "d(D417)" SALE MENOR A 0.25


CAMBIAR


D se usaremos en verificacion x punzonamiento y corte

CAMBIAR EN LA FORMULA(Vu) D416 X E419 SI "d(D417)" SALE MENOR A 0.25


C11-C12DATOSColumnast0.85kg/cm2b(m)t(m)d(m)hf1.2mC80.350.45s0.7tn/m3C90.9s/c piso400kg/m2fc210kg/cm2Carga ltimafy4200kg/cm2P11u78.97tnc2400kg/cm2P12u186.46tnCargas(tn)CMCVPC844.4079.88454.29C9104.94623.254128.20182.497.36n=7.26tn/m21)Dimensionamiento de la zapata exterior(Z1)Az1=7.48m2Az1=B*T=B*2.5BT = 2.5BB=1.73mB=1.80mReemplazando en T4.32mT=4.40mAz17.92m22)Dimensionamienro de viga cimentacin1.05h1.472(m)(cm)h=1.2120b=0.660Lvi6.685668.5d1.11103)Dimensionamiento de zapata interiorWv*Lvi=11.55tnRn=57.50tnPs=-136.54TnAz2=18.81m2Para hallar a =Az2 = a2 Por lo tanto a=4.34ma=4.40mAz2=19.36m24)Diseo viga cimentacina1.80mb5.09mc2.2md0.225me1.575mf3.343mg0.45mh0.9mR=90.84tnRN=50.47tn/mRn=11.47tn/m2Vu=0MmaxPvi=1.73(Xo-t1)Xo=1.60mXoB1.6 180(CUMPLE)Mumax. =45.13tn.m4.1)Diseo por flexina) Acero Superiorku6.220.00170.0018Cantidad de AceroArea(cm2)N varillasN varillasAS11.88cm21/2"1.279.35105/8"1.986.0063/4"2.854.175b) Acero inferiormin0.00197Asmin12.980cm2As/33.960trab.As.minAs/25.94trab.As.minAs12.980Cantidad de AceroArea(cm2)N varillasN varillas1/2"1.2710.22114.2)Diseo Corte5/8"1.986.5673/4"2.854.555Vc50.69tnVc43.09tnVu16.01tn16.0143.09CumpleRECALCULANDOV.C.:V.C.(m)(cm)h0.770 b x hb0.35350.350.7d0.6603*)Dimensionamiento Zapata InteriorPs- 128.92tnAz17.76m2L4.21mL4.22mAz17.81m24*)Diseo Viga4.1) Diseo por flexinPvi0.588(X-t1)X1.58m 1.80(CUMPLE)Hallamos el Mmax.Mmax44.39tn.ma) Clculo del acero superiorku35.23maxku49.5301CumpleCantidad de Acero0.0108Area(cm2)N varillasN varillasAs22.68cm21/2"1.2717.86185/8"1.9811.45123/4"2.857.968b)Acero Inferiormin0.0018Asmin3.78cm2AS/37.56cm2CumpleCantidad de AceroArea(cm2)N varillasN varillas1/2"1.275.9565/8"1.983.8243/4"2.852.6534.2)Diseo CorteVc16.13tnVc13.71tnVu0tn0.0013.71cumple5)Diseo de la Zapata ExteriorT4.40mbo = B1.80mt10.45mb10.35mLv2.025mR90.84tnRN50.47tn/mRn11.47tn/m2M42.33Tn/m5.1)Determinacin del peralte0.9w0.09Recubrimiento15cmd0.38md0.40mh0.50m42.33Tn/mDm 1 ''2.54cm5.4) Diseo flexinAcero longitudinalCantidad de Aceroku14.70Dm(cm)Area(cm2)N varillasN varillas0.00411/2"1.271.2723.24245/8''1.58751.9814.9115AS29.52cm23/4"1.9052.8510.3611Espaciamiento =S = 16.31cmS = 18cmPor lo tantoAcero transversalLv1.35mM2 =45.99Tn/mku6.53Cantidad de Acero0.0017Dm(cm)Area(cm2)N varillasN varillasmin0.00181/2"1.271.2724.94255/8''1.58751.9816.0016AS31.68cm23/4"1.9052.8511.1212Espaciamiento =S = 38.4631818182cmS = 38.5cm6)Diseo de la Zapata interior1.661.664.224.22Pu1Pu2Pvr = -178.52tnPvr = 178.52tnRni = 10.02tn/m2M = 58.29tn/m Peralte efectivo = d = 0.29md = 0.30md = 30.00cmdmin = 25.00 = 0.25 cmh = 35.00ma) acero longuitudinalCantidad de Aceroku15.35Dm(cm)Area(cm2)N varillasN varillas0.00351/2"1.271.2729.0730AS36.93cm25/8''1.58751.9818.65193/4"1.9052.8512.9613Espaciamiento =S = 33.7579166667cmS = 33.8cmb) Clculo del acero tranversalL4.22ma4.22mt20.9mb20.9mLv1.66mRn10.02tnM258.29ku15.35Cantidad de Acero0.0041Diam.(cm)Area(cm2) para AsN As51.91cm21/2"1.271.2740.8741S22.515/8"1.591.9826.2227S23.00cm3/4"1.912.8518.21195.2) Verificacin por punzonamiento =0.85b =7.05Vc = 433.18Vu = -72.38-72.38368.20cumple 5.3) Verificacin por corte =0.85Vc = 135.18Vu = 33.5533.55114.90cumple6.2) Verificacin por punzonamiento =0.85b =3.6Vc = 221.20Vu = -44.06-44.06188.02cumple 6.3) Verificacin por corte =0.85Vc = 129.65Vu = 65.8365.83110.20cumple
C8


n=t-s*hf-s/c

Az1=P1/n

T

B

Az2=Ps/n

Ps=-P1-P2-Wv*Lvi+Rn

a

a

V.C.

Pu1

Pu2

V.C.

Wv*Lvi=11.55

a

b

c

d

e

f

g


R

h

h

-Pu1-Pvi+Rx0+Vu=0

Vu

Xo

Vu=Pu1+Pvi-Rxo

53/4"

VuVc

h:[0.40-0.60]

Az2=Ps/n

Ps=-P1-P2-Wv*Lvi+Rn

Vu=Pu1+Pvi-Rxo

VuVc

T

B=S

L

b1

t1

b1

M2

M1

Lv

11 3/4'' @ 18 cm

T

S

b1

t1

T

Lv

M2

R


Rni = Pvr/Az2

VuVc

Vc = 1.06f'c b d

Vu = Pv - Rn * (T+d/2)*(T+d)

VuVc

Vc = 0.53f'c b d

Vu = (Wn*b) * (Lv - d)

VuVc

Vc = 1.06f'c b d

VuVc

Vc = 0.53f'c b d

Vu = Pv - Rn * (T+d/2)*(T+d)

Vu = (Wn*b) * (Lv - d)

C9

L

Lv

t2

CAMBIAR Y SALE MENOS A 0.0018 TRABAJAR CON 0.0018

CAMBIAR

CAMBIAR

CAMBIAR EN LA FORMULA C154 o D154 SI SALE MENOS DE 0.0018

ESTOS DOS CUADROS PERTENCE ALA CERO SUPERIORA FORMULA C154 o D154 SI SALE MENOS DE 0.0018

ESTE b = B o S

CAMBIAR EN LA FORMULA B359 X B358 SI SALE MAYOR A 0.0018



CAMBIAR


D se usaremos en verificacion x punzonamiento y corte



C14-C15DATOSColumnast1.8kg/cm2b(m)t(m)d(m)hf1.5mC150.350.55s0.7tn/m3C140.350.45s/c piso500kg/m2fc210kg/cm2Carga ltimafy4200kg/cm2P15u100.35tnc2400kg/cm2P14u72.01tnCargas(tn)CMCVPC1556.0112.9068.91C1441.448.2349.67118.587.39n=16.45tn/m21)Dimensionamiento de la zapata exterior(Z1)Az1=4.19m2Az1=B*T=B*2.5BT = 2.5BB=1.29mB=1.30mReemplazando en T3.24mT=3.30mAz14.29m22)Dimensionamiento de viga cimentacin1.06h1.478(m)(cm)h=1.2120b=0.660Lvi6.89689d1.11103)Dimensionamiento de zapata interiorWv*Lvi=11.91tnRn=70.57tnPs=-59.92TnAz2=3.64m2Para hallar a =Az2 = a2 Por lo tanto a=1.91ma=2.00mAz2=4m24)Diseo viga cimentacina1.30mb5.365mc1md0.275me1.025mf3.695mg0.225mh0.65mR=112.36tnRN=86.43tn/mRn=26.19tn/m2Vu=0MmaxPvi=1.73(Xo-t1)Xo=1.17mXoBokMumax. =30.98tn.m4.1)Diseo por flexina) Acero Superiorku4.270.0011Cantidad de AceroArea(cm2)N varillasN varillasAS7.26cm21/2"1.275.7265/8"1.983.6743/4"2.852.553b) Acero inferiormin0.00197Asmin12.980cm2As/32.42trab.As.minAs/23.63trab.As.minAs12.980Cantidad de AceroArea(cm2)N varillasN varillas1/2"1.2710.22114.2)Diseo Corte5/8"1.986.5673/4"2.854.555Vc50.69tnVc43.09tnVu41.92tn41.9243.09CumpleRECALCULANDOV.C.:V.C.(m)(cm)h0.660b0.330d0.5503*)Dimensionamiento Zapata InteriorPs-50.98898tnL =a=Az3.10m2L =1.8105777582m a=1.7105777582L1.76mL =1.9m a=1.8L1.77mL =190cmAz3.13m2Az = 3.42m24*)Diseo Viga4.1) Diseo por flexinPvi0.432(X-t1)X1.16mHallamos el Mmax.Mmax30.73tn.ma) Clculo del acero superiorku40.98maxku49.5301CumpleCantidad de Acero0.0127Area(cm2)N varillasN varillasAs19.05cm21/2"1.2715.00155/8"1.989.62103/4"2.856.687b)Acero Inferiormin0.0018Asmin2.7cm2AS/36.35cm2CumpleCantidad de AceroArea(cm2)N varillasN varillas1/2"1.275.0055/8"1.983.2143/4"2.852.2334.2)Diseo CorteVc11.52tnVc9.79tnVu0tn0.009.79cumple5)Diseo de la Zapata ExteriorT3.30mbo = S1.30mt10.55mb10.35mLv1.375mR112.36tnRN86.43tn/mRn26.19tn/m2M32.19Tn/m5.1)Determinacin del peralte0.9w0.09Recubrimiento15cmd0.39md0.40mh0.5m32.19Tn/mDm 1 ''2.54cm5.4) Diseo flexinAcero longitudinalCantidad de Aceroku15.47Dm(cm)Area(cm2)N varillasN varillas0.00431/2"1.271.2717.61185/8''1.58751.9811.2912AS22.36cm23/4"1.9052.857.858Espaciamiento =S = 16.1564285714cmS = 17cmPor lo tantoAcero transversalLv0.75mM2 =24.31Tn/mku4.60Cantidad de Acero0.0013Dm(cm)Area(cm2)N varillasN varillasmin0.00181/2"1.271.2718.71195/8''1.58751.9812.0012AS23.76cm23/4"1.9052.858.349Espaciamiento =S = 39.136875cmS = 39.1cm6)Diseo de la Zapata interior0.7250.7251.81.9Pu1Pu2Pvr = -62.97tnPvr = 62.97tnRni = 18.41tn/m2M = 9.19tn/m Peralte efectivo = d = 0.17md = 0.20md = 20.00cmdmin = 25.00cm0.25h = 0.35ma) acero longuitudinalCantidad de Aceroku7.74Dm(cm)Area(cm2)N varillasN varillas0.00211/2"1.271.276.287AS7.98cm25/8''1.58751.984.0353/4"1.9052.852.803Espaciamiento =S = 28.955cmS = 30cmb) Clculo del acero tranversalL1.90ma1.80mt20.55mb20.35mLv0.68mR18.41tnM27.55ku6.71Cantidad de Acero0.0017Diam.(cm)Area(cm2) para AsN As7.65cm21/2"1.271.276.027S27.295/8"1.591.983.864S28.00cm3/4"1.912.852.6835.2) Verificacin por punzonamiento =0.75b =5.55Vc = 341.01Vu = 28.2272.526228.22255.76cumple 5.3) Verificacin por corte =0.85Vc = 101.38Vu = 33.2033.2086.17cumple6.2) Verificacin por punzonamiento =0.75b =4.35Vc = 133.64Vu = 55.7255.72100.23cumple 6.3) Verificacin por corte =0.85Vc = 29.19Vu = 24.7524.7524.81cumple

C14

n=t-s*hf-s/c

Az1=P1/n

T

B

Az2=Ps/n

Ps=-P1-P2-Wv*Lvi+Rn

a

L

V.C.

Pu1

Pu2

V.C.

Wv*Lvi=11.91

a

b

c

d

e

f

g


R

h

h

-Pu1-Pvi+Rx0+Vu=0

Vu

Xo

Vu=Pu1+Pvi-Rxo

53/4"

VuVc

h:[0.40-0.60]

Az2=Ps/n

Ps=-P1-P2-Wv*Lvi+Rn

Vu=Pu1+Pvi-Rxo

VuVc

T

S

L

b1

t1

b1

M2

M1

Lv

C15

8 3/4'' @ 17 cm

T

S

b1

t1

T

Lv

M2

Az + (t - b)/2

Az - (t - b)/2

C15

R


Rni = Pvr/Az2

VuVc

Vc = 1.06f'c b d

Vu = Pv - Rn * 3.70 * 1.45

VuVc

Vc = 0.53f'c b d

Vu = (Wn*b) * (Lv - d)

VuVc

Vc = 1.06f'c b d

VuVc

Vc = 0.53f'c b d

Vu = Pv - Rn * 3.40 * 3.20

Vu = (Wn*b) * (Lv - d)

L

Lv

t2

linderoDATOSColumnast1.8kg/cm2t(m)b(m)d(m)hf1.5mC110.450.35s0.7tn/m3C140.450.35s/c piso500kg/m2fc210kg/cm2fy4200kg/cm2Cargas(tn)carga ltimaCMCVPPu1178.23tnC1143.989.8053.78Pu1472.01tnC1441.448.2349.674.09n=16.45tn/m21)Dimensionamiento de la zapata exterior(Z1)Az13.27m2Az1=B*T=B*2.1BS=1.28S=1.30mT=2.60T=2.60mAz13.38m22)Dimensionamienro de viga cimentacin0.58h0.818(m)(cm)h=0.880b=0.440Lvi3.64364d0.7703)Dimensionamiento de zapata interiorWv*Lvi=2.80tnRn=55.60tnPs=-50.65Az2=3.08m2L1.80mL1.80ma1.70ma1.7mAz23.06m24)Diseo viga cimentacina1.30b2.3c0.90d0.65e0.65f1.82g0.225h0.65R=79.70tnRN=61.31tn/mRn=23.58tn/m2Vu=0MmaxPvi=0.77(Xo-t1)Xo=1.29mXoBokMumax. =32.58tn.m4.1)Diseo por flexina) Acero Superiorku16.62Cantidad de Acero0.0045Area(cm2) para AsNvarillasAS12.6cm21/2"1.279.92105/8"1.986.3673/4"2.854.425b) Acero inferiormin0.00197Asmin5.507As/34.2trab.As.minAs/26.3cumpleAs5.507Cantidad de AceroArea(cm2) para AsN1/2"1.274.3455/8"1.982.1233/4"2.851.9324.2)Diseo CorteVc21.51tnVc18.28tnVu0tn018.28cumpleRECALCULANDOV.C.:V.C.(m)(cm)h0.660b0.330d0.5503*)Dimensionamiento Zapata InteriorPs-49.42268tnAz3.00m2L1.78mL1.8ma1.68ma1.7mAz3.06m24*)Diseo Viga4.1) Diseo por flexinPvi0.432(X-t1)X1.28mOkHallamos el Mmax.Mmax32.46tn.ma) Clculo del acero superiorku43.28maxku49.5301Cumple0.0136Cantidad de AceroAs20.4cm2Area(cm2) para AsN1/2"1.2716.06175/8"1.9810.30113/4"2.857.168b)Acero Inferiormin0.0018Asmin2.7cm2AS/36.8cm2CumpleCantidad de AceroArea(cm2) para AsN1/2"1.275.3565/8"1.983.4343/4"2.852.3934.2)Diseo CorteVc11.52tnVc9.79tnVu0tn09.79cumple5)Diseo de la Zapata ExteriorT2.60mS1.30mt10.45mb10.35mM77.59Lv2.25mLv20.43mR79.70tnRN61.31tn/mRn23.58tn/m20.9(m)(cm)w0.09d0.6161d0.6565h0.7575Verificacion por PunzonamientoVc381.91tnbo3.83Vc324.62tnm1.48Vu-15.68tnn2.70-15.68324.62CumpleVerificacion por corteVc129.80tnVc110.33tnVu49.05tn49.05110.33Cumplea) Clculo acero longitudinalku14.13Cantidad de Acero0.0039Diam.(cm)Area(cm2) para AsN As32.96cm21/2"1.271.2725.9526S10.28cm5/8"1.591.9816.6417S11cm3/4"1.912.8511.5612b) Clculo del acero tranversalT2.60mS1.30mt10.45mb10.35mLv0.85mR79.70tnRN61.31tn/mRn23.58tn/m2M222.15tn.mCantidad de AceroKu2.02Diam.(cm)Area(cm2) para AsN 0.0005Usar c.min1/2"1.271.2723.9524min0.00185/8"1.591.9815.3616As30.42cm23/4"1.912.8510.6711S16.23cmS17.00cm6)Diseo zapata interiorL1.80ma1.70mt20.45mb20.35mLv11.35mR23.57tnLv20.68mDeterminacion del hzPur-72.11tnRni23.566tn/m2M38.65tn.m0.9w0.09d0.37md0.40mh0.50mVerificacion por PunzonamientoVc195.08tnbo3.175Vc165.82tnm1.03Vu44.84tnn1.1344.84165.82cumpleVerificacion por corteVc55.30tnVc47.00tnVu11.67tn11.6747.00cumplea) Acero LongitudinalL1.80ma1.70mt20.45mb20.35mLv0.68mR23.57tnku14.21Cantidad de Acero0.0039Diam.(cm)Area(cm2) para AsN As28.08cm21/2"1.271.2722.1123S18.12cm5/8"1.591.9814.1815S19.00cm3/4"1.912.859.8510b) Clculo del acero tranversalL1.80ma1.70mt20.45mb20.35mLv1.35mR23.57tnM236.51ku13.42Cantidad de Acero0.0037Diam.(cm)Area(cm2) para AsN As25.16cm21/2"1.271.2719.8120S19.145/8"1.591.9812.7113S20.00cm3/4"1.912.858.839

C11

n=t-s*hf-s/c

Az1=P1/n

T

S

Az2=Ps/n

Ps=-P1-P2-Wv*Lvi+Rn

a

L

V.C.

Pu1

Pu2

V.C.

Wv*Lvi=2.80

a

b

c

d

e

f

g


R

h

h

-Pu1-Pvi+Rx0+Vu=0

Vu

Xo

Vu=Pu1+Pvi-Rxo

35/8"

VuVc

h:[0.40-0.60]

Az2=Ps/n

Ps=-P1-P2-Wv*Lvi+Rn

Vu=Pu1+Pvi-Rxo

VuVc

T

S

T

b1

t1

b1

M2

M1

Lv

T

S

M2

M1

t1

b1

a

L

Lv1

C14

b1

t1

b2

t2

t2

b2

L

Lv

t2

PuR=-P1u-P2u-Pviga+R

a

Lv

b2

VuVc

VuVc

VuVc

Lv2

Lv2

VuVc

Lv

Lv

S

t1

Lv

alex C8-C9

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