calculo de cimiento corrido

DISEÑO DE ZAPATA AISLADA

UBICACIÓN: ZAPATA SALA DE EXPOSICIONESAREA TRIBUTARIA 5.05 M2

DATOS NECESARIOS PARA EL DISEÑO: N.P.T. 0.15 mPD = 1.77 Tn N.T.N. 0 mPL = 0.76 TnS/C piso = 300 Kg/cm2f'c = 210 Kg/cm2fy = 4200 Kg/cm2

1.50 Tn/m3 hf = 0.9m Df =0.75 m1.07 Kg/cm2

hf = 0.90 mN.P.T. = 0.15 mN.T.N. = 0.00 mDf = 0.75 m

DIMENSIONES DE LA COLUMNA :n = 0.25

2.78 Tnf'c = 210 Kg/cm2b*D = Ps/(n*f'c) 52.90 cm2 7.27 x 7.27 cm

Usar : Area t = 0.25 m 1875 cm2 OK !!!s = 0.75 m

ESFUERZO NETO DEL TERRENO :

9.05 Tn/m2

Azap = 0.28 m2 0.53 x 0.53 m2

Para Cumplir lv1 = lv2 0.35T = 0.35 mS = 0.85 m

lv1 = lv2 0.050.05 CONFORME !!! 0.25

REACCION NETA DEL TERRENO: 0.75 0.85

4.01475 Tn12.65 Tn/m2

DIMENSIONAMIENTO DE LA ALTURA hz DE LA ZAPATA :POR PUNZONAMIENTO:Condicion de Diseño :

…….. (1)Bc = Dmayor/Dmenor Bc = 0.34 < 2 vc = 1.06*raiz(f'c)

Vc = 1.06*raiz(f'c)*bo*d …….. (2)donde:bo = 2(t+d)+2(s+d)

(1) = (2)Ecuacion: 565.65*d^2+289.15*d-1.64=0 276.50

a = 565.65b = 289.15c = -1.64

d = 0.01 m 0.01-0.52

Usar h = 0.50 m

g m =s t =

Ps = 1.25*(PD + PL)

s n = s t- gprom*hf - S/Cs n =Azap = P/sn

WNU = Pu/AZAP

Pu = 1.4*PD+1.7*PL

WNU =

Vu/f = Vc

Vu/f = 1/f*(Pu-Wu(t+d)(s+d))

X1 =X2 =

C70

h min = 0.60 m

d = 0.41 m OK !!!

VERIFICACION POR CORTANTE :Vdu = (Wu*S)(lv-d) N.P.T. 0.15 mVdu = -3.83 Tn N.T.N. 0 m

-4.25 TnVc = 0,53*RAIZ(f'c)*b*dVc = 26.50 Tn > Vn OK !!!

0.25DISEÑO POR FLEXION :Mu =(Wu*S)*lv ^2 /2 0.90Mu = 0.01 Tn-m

0.0001p = w*f'c/fy 0.0000 Usar: 2 Ø 1/2 @ 0.19 m

0.50As = p*b*d 0.01 cm2Verificacion de As min : N.F.Z. -0.75 mAs min = 0.0018*b*dAs min = 6.21 cm2 Usar: 5 Ø 1/2 @ 0.18 m

Usar Ø : 1/2 n = 5 varillass = 0.18 m 0.35

@ 0

.19

mUsar: 5 Ø 1/2 @ 0.18 m

EN DIRECCION TRANSVERSAL :Ast = As*t/sAst = 2.56 cm2

1

/2

Usar Ø 1/2 Usar : n = 2 varillas 1.29 0.0127 0.85

s = 0.19 m 1.29 0.0127

Usar:

2 ØUsar: 2 Ø 1/2 @ 0.19 m 1.29 0.0127

1.29 0.0127LONGITUD DE DESARROLLO DEL REFUERZO : 1.29 0.0127Longitud disponible para cada barra : 1.29 0.0127Ld = lv-r 0 0.0000 Usar: 5 Ø 1/2 @ 0.18 mLd = -0.025 m 0 0.0000

0 0.0000Para barras en traccion : 0 0.0000

0 0.0000ld = 0.06*Ab*fy/raiz(f'c) 0 0.0000

0 0.0000ld = 49.56 45.61 OK!!!

30.00 OK!!!Como el espaciamiento es de 19 cm > 15 cm

lde = 39.65 cm < Ld = -2.50 cm Verificar

TRANSFERENCIA DE FUERZA EN LA INTERFASE DE COLUMNA Y CIMENTACIONa. Resistencia al aplastamiento sobre la columna :

Pn = 5.74 Tn

Resistencia al aplastamiento en la columna :Pnb = 0.85*f'c*AcPnb = 334.69 TnPn < Pnb Ok !!!

b. Resistencia al aplastamiento en el concreto de la cimentacion :Pn = 5.74 TnPnb = 0.85*f'c*Ao

Xo = 1.05 mA2 = 0.37 m2Ao = 1.40 > 2Usar Ao Pnb = 468.5625 Tn > Pn Ok !!!

DOWELLS ENTRE COLUMNA Y CIMENTACION:

Vn = Vdu/f

w = Mu/(f*f'c*b*d^2)

Æ£ N°11³ 0.0057*db*fy³ 30 cm

lde = ld*ld = 0.80* ld

Pn = Pu/Æ

Ao = raiz(A2/A1)*Acol £ 2*Acol

Si : Pn £ Pnb

As min = 9.38 cm2entonces : As min = 0,005 Ac ; con 4f como minimo

CALCULO DE CIMIENTO CORRIDO

Proyecto

Respon. : ProvinciaCHURCAMPA

Fecha Jun-14 DistritoSAN MIGUEL DE MAYOCCFormula Lugar PUEBLO NUEVO

TABLAS DE REFERENCIA :

TERRENO DE CIMENTACION

DATOS DEL SUELO :Rocoso

Roca dura 0.701800 Kg/m3 Roca dura 0.7024 grados Roca blan 0.70

Coeficiente de friccion ( f ) 0.60 Densa 0.601.80 Kg/cm2 No densa 0.60

Densa 0.60DATOS DEL MURO : Media 0.50Espesor del muro ( t ) 0.15 m Muy dura 0.50Coeficiente Sismico ( Cs) 0.20 Dura 0.45Altura del muro ( h ) 2.15 m Media 0.45Ancho Sobrecimiento (s/c) 0.15 m

Altura Sobrecimiento 0.40 m

1800 Kg/cm2

2300 Kg/cm2 0.15

DATOS DEL CIMIENTO :

Ancho del cimiento ( a ) 0.50 m

Altura del cimiento ( hc ) 0.60 m

Profundidad ( hf ) 0.60 m

Altura de relleno ( hr ) 0.00 m 2.15

0.42

2.37

242.92 Kg

1365.80 Kg

CALCULO DEL PESO TOTAL : 0.40

Pm = 1161.00 Kg

Ps/c = 138.00 Kg

Pc = 690.00 Kg 0.60

Pa = 126.00 Kg 0.60

P total = 2115.00 Kg

FUERZA RESISTENTE (Hr)Hr = f *Ptotal + Ea 2634.80 Kg

FUERZA ACTUANTE (Hs)Ha = Cs*Ptotal + Ea 665.92 Kg 0.50

F.S.D. = Hr/Ha 3.96 > 1.5 OK !!!

MOMENTO DE VOLTEO ( Mv)Hi = Cs*PiMv = Hi*d + Ea*ha

Elemento H (Kg) d (m) M (Kg-m)Muro 232.20 2.08 481.81Sobrecimiento 27.60 0.80 22.08Cimiento 138.00 0.30 41.40Suelo 25.20 0.60 15.12Empuje activo 242.92 0.20 48.58

Mv = 609.00 Kg

MOMENTO RESISTENTE ( Mr )Mr = P total*a/2*Ep*hp/3 801.91F.S.D. = Mr/Ma 1.32 > 1.00 OK !!!

ESFUERZOS SOBRE EL TERRENO :Xa = (Mr - Mv)/Ptotal 0.091 me = Xa - a/2 -0.159 < 0.083 OK !!!

0.423 ± -0.8060.423 Kg/cm2 < 1.8 Kg/cm OK !!! 0.423 Kg/cm2 < 1.8 Kg/cm OK !!!

: PROYECTO: "CONSTRUCCION DE LA INFRAESTRUCTURA DEL CERCO PERIMETRICO EN EL PUESTO DE SALUD DE PUEBLO NUEVO, DISTRITO

DE SAN MIGUEL DE MAYOCC, PROVINCIA DE CHURCAMPA, HUANCAVELICA"

Coeficiente de friccion para

desplazamiento

Peso especifico ( g )Angulo de friccion ( f )

Estrato de gravaCapacidad Portante ( s )

Terreno Arenoso

Terreno cohesivo

Peso especifico del muro ( gm )

Peso especifico del concreto ( gm )

Ka = tg ^2 (45° - f/2)

Kp = tg ^2 (45° + f/2)

Ea = 1/2*Ka*gs*(ha)^2 *B

Ep = 1/2*Kp*gs*(hp)^2 *B

s 1-2 = Ptotal/A ± 6*Ptotal *e / (b*a^2)s 1 = Ptotal/A + 6*Ptotal *e / (b*a^2)s 2 = Ptotal/A - 6*Ptotal *e / (b*a^2)

HmHm

HcHc

EaEa

EpEp

Hs/cHs/c

HsHs

f x Ptotalf x Ptotal

F10

Estas tablas serviran solo como referencia, se deberan de sacar los datos del estudio de suelos respectivo para cada tipo de suelo




1.50 Tn/m3 hf = 0.9m Df =0.75 m1.07 Kg/cm2

hf = 0.90 mN.P.T. = 0.15 mN.T.N. = 0.00 mDf = 0.75 m





9.05 Tn/m2

Azap = 0.39 m2 0.63 x 0.63 m2


lv1 = lv2 0.230.20 CAMBIAR MEDIDAS 0.30


5.66835 Tn10.90 Tn/m2




(1) = (2)Ecuacion: 563.9*d^2+158.07*d-4.85=0 276.50

a = 563.90b = 158.07c = -4.85

d = 0.03 m 0.03-0.31

Usar h = 0.50 m

g m =s t =

Ps = 1.25*(PD + PL)


WNU = Pu/AZAP

Pu = 1.4*PD+1.7*PL

WNU =

Vu/f = Vc


X1 =X2 =

C70

h min = 0.60 m

d = 0.41 m OK !!!




0.0009p = w*f'c/fy 0.0000 Usar: 5 Ø 1/2 @ 0.15 m



@ 0

.15

mUsar: 4 Ø 1/2 @ 0.17 m


1

/2


s = 0.15 m 1.29 0.0127

Usar:

5 ØUsar: 5 Ø 1/2 @ 0.15 m 1.29 0.0127

1.29 0.0127LONGITUD DE DESARROLLO DEL REFUERZO : 1.29 0.0127Longitud disponible para cada barra : 1.29 0.0127Ld = lv-r 0 0.0000 Usar: 4 Ø 1/2 @ 0.17 mLd = 0.150 m 0 0.0000


0 0.0000ld = 0.06*Ab*fy/raiz(f'c) 0 0.0000

0 0.0000ld = 49.56 45.61 OK!!!


lde = 39.65 cm < Ld = 15.00 cm Verificar


Pn = 8.10 Tn



Xo = 0.63 mA2 = 0.47 m2Ao = 2.50 > 2Usar Ao = 2*AcPnb = 267.75 Tn > Pn Ok !!!


Vn = Vdu/f


Æ£ N°11³ 0.0057*db*fy³ 30 cm


Pn = Pu/Æ


Si : Pn £ Pnb




1.50 Tn/m3 hf = 0.9m Df =0.75 m1.07 Kg/cm2

hf = 0.90 mN.P.T. = 0.15 mN.T.N. = 0.00 mDf = 0.75 m





9.05 Tn/m2

Azap = 2.11 m2 1.45 x 1.45 m2


lv1 = lv2 0.580.58 CONFORME !!! 0.30


31.0878 Tn12.20 Tn/m2




(1) = (2)Ecuacion: 565.2*d^2+230.96*d-29.26=0 276.50

a = 565.20b = 230.96c = -29.26

d = 0.10 m 0.10-0.51

Usar h = 0.50 m

g m =s t =

Ps = 1.25*(PD + PL)


WNU = Pu/AZAP

Pu = 1.4*PD+1.7*PL

WNU =

Vu/f = Vc


X1 =X2 =

C70

h min = 0.60 m

d = 0.41 m OK !!!

VERIFICACION POR CORTANTE :Vdu = (Wu*S)(lv-d) N.P.T. 0.15 mVdu = 3.40 Tn N.T.N. 0 m

3.78 TnVc = 0,53*RAIZ(f'c)*b*dVc = 51.44 Tn > Vn OK !!!


0.0065p = w*f'c/fy 0.0003 Usar: 9 Ø 1/2 @ 0.17 m



@ 0

.17

mUsar: 10 Ø 1/2 @ 0.17 m


1

/2


s = 0.17 m 1.29 0.0127

Usar:

9 ØUsar: 9 Ø 1/2 @ 0.17 m 1.29 0.0127



0 0.0000ld = 0.06*Ab*fy/raiz(f'c) 0 0.0000

0 0.0000ld = 49.56 45.61 OK!!!


lde = 39.65 cm < Ld = 50.00 cm Ok!!!


Pn = 44.41 Tn





Vn = Vdu/f


Æ£ N°11³ 0.0057*db*fy³ 30 cm


Pn = Pu/Æ


Si : Pn £ Pnb

DISEÑO DE ZAPATA EXCENTRICA

UBICACIÓN: ZAPATA Z-5 EXCEN 3Datos de Diseño: 0.64 pd 1.92391Area Tributari 5.63 m2 0.36 pl 1.07609f'c = 175 kg/cm2fy = 4200 kg/cm2 0.30

1.00 kg/cm21.80 T/m3

1.92 Ton 2.80

1.08 Ton 4.30

S/C = 300 kg/m2 S/C = 300 Kg/cm2

hf = 1.35 mh libre 1er p. 2.80 m 1.35

hviga = 0.30 mkc = 12.0 kg/cm2

Diseño Metodo ACI :

7.27 T/m20.41 m2

Az = (2b)b

se usa: b = 0.45 mT=Az/b 0.91 m

Altura de la zapata para considerarla rigida:hz = 0.15 mhz = 0.60 mlc = 3.63 m

Dimensiones de la columna del 1er. Nivel:

bd = 129 cm2 11.3n = 0.20seccion de columna = ? 25 x 40n = 0.02 Verificar el area de columna

Datos del Abaco del ACI :p = 8.57 0.02s = 0.166 0.25 0.25 0.91D = 1.30 <10 Ok!!!!e = 0.027 0.40

Diseño por Flexion:a) Dirección de la excentricidad:d = 50.60 cmWnu = 9.96 T/m 0.45Mumax = 0.01 Tn-m

0.00004p = w*f'c/fy 0.00000

st = gm =

PD =

PL =

sn = st + hf * gm - s/cAz = P/ sn

f =f =


D3

CONSULTAS: FONO : 064-253276 064-619038 EMAIL: [email protected]

D30

h min = 0.60 m

As = p*b*d 0.01 cm2

Verificacion de As min :As min = 0.0018*b*dAs min = 8.27 cm2

Usar Ø : 1/2 n = 7 varillas 7 Ø 1/2 @ 0.13 ms = 0.13 m 0.45

Usar: 7 Ø 1/2 @ 0.13 m

@ 0

.1 mb) Direccion Transversal :

d = 51.87 cmWnu = 4.98 T/mMmax = 0.27 T-m 0.25

1/2

0.91lv = 0.329

0.00140 0.40

p = w*f'c/fy 0.00006

4 Ø

As = p*b*d 0.14 cm2

Verificacion de As min :As min = 0.0018*b*d 4.24 cm2

Usar Ø : 1/2 n = 4 varillass = 0.10 m

Usar: 4 Ø 1/2 @ 0.1 m

VIGA:TU = 0.53 TnAs = 0.14 cm2 Refuerzo adicion

COLUMNA: Condicion de Diseño AdicionalPu = 4.522826087 TnMu = 0.11 T-mk = 0.03e/t = 0.07g = 0.69pt < 1 %As = 10.00 cm2Usar Ø : 5/8

n = 5 varillas

Usar: 5 Ø 5/8


F82

Area de acero de refuerzo en la viga. adicional

0.75

0.60



13.125DATOS NECESARIOS PARA EL DISEÑO: N.P.T. 0.15 mPD = 18.00 Tn N.T.N. 0 mPL = 5.40 TnS/C piso = 300 Kg/cm2f'c = 175 Kg/cm2fy = 4200 Kg/cm2

1.68 Tn/m3 hf = 1.5m Df =1.35 m1.10 Kg/cm2

hf = 1.50 mN.P.T. = 0.15 mN.T.N. = 0.00 mDf = 1.35 m





8.18 Tn/m2

Azap = 2.86 m2 1.69 x 1.69 m2


lv1 = lv2 0.750.75 CONFORME !!! 0.25


36.72 Tn11.23 Tn/m2




(1) = (2)Ecuacion: 516.03*d^2+131.81*d-36.02=0 252.40

a = 516.03b = 131.81c = -36.02

d = 0.17 m 0.17-0.42

Usar h = 0.50 m

g m =s t =

Ps = 1.25*(PD + PL)


WNU = Pu/AZAP

Pu = 1.4*PD+1.7*PL

WNU =

Vu/f = Vc


X1 =X2 =

C70

h min = 0.60 m

d = 0.41 m OK !!!




0.0122p = w*f'c/fy 0.0005 Usar: 7 Ø 5/8 @ 0.27 m



@ 0

.27

mUsar: 7 Ø 5/8 @ 0.27 m


5

/8

Usar Ø 5/8 Usar : n = 7 varillas 2 0.0159 1.75

s = 0.27 m 2 0.0159

Usar:

7 ØUsar: 7 Ø 5/8 @ 0.27 m 2 0.0159

2 0.0159LONGITUD DE DESARROLLO DEL REFUERZO : 2 0.0159Longitud disponible para cada barra : 2 0.0159Ld = lv-r 2 0.0159 Usar: 7 Ø 5/8 @ 0.27 mLd = 0.675 m 0 0.0000


0 0.0000ld = 0.06*Ab*fy/raiz(f'c) 0 0.0000

0 0.0000ld = 54.29 45.61 OK!!!


lde = 43.43 cm < Ld = 67.50 cm Ok!!!


Pn = 52.46 Tn





Vn = Vdu/f


Æ£ N°11³ 0.0057*db*fy³ 30 cm


Pn = Pu/Æ


Si : Pn £ Pnb


UBICACIÓN: ZAPATA MODULOSAREA TRIBUTARIA 7.15 M2


1.68 Tn/m3 hf = 1.5m Df =1.35 m1.10 Kg/cm2

hf = 1.50 mN.P.T. = 0.15 mN.T.N. = 0.00 mDf = 1.35 m





8.18 Tn/m2

Azap = 0.57 m2 0.75 x 0.75 m2


lv1 = lv2 0.300.30 CONFORME !!! 0.25


7.293 Tn9.45 Tn/m2




(1) = (2)Ecuacion: 514.25*d^2+130.93*d-6.7=0 252.40

a = 514.25b = 130.93c = -6.70

d = 0.04 m 0.04-0.30

Usar h = 0.50 md = 0.41 m OK !!!

g m =s t =

Ps = 1.25*(PD + PL)


WNU = Pu/AZAP

Pu = 1.4*PD+1.7*PL

WNU =

Vu/f = Vc


X1 =X2 =

C70

h min = 0.60 m




0.0016p = w*f'c/fy 0.0001 Usar: 5 Ø 1/2 @ 0.18 m



@ 0

.18

mUsar: 5 Ø 1/2 @ 0.18 m


1

/2


s = 0.18 m 1.29 0.0127

Usar:

5 ØUsar: 5 Ø 1/2 @ 0.18 m 1.29 0.0127



0 0.0000ld = 0.06*Ab*fy/raiz(f'c) 0 0.0000

0 0.0000ld = 54.29 45.61 OK!!!




Pn = 10.42 Tn





Vn = Vdu/f


Æ£ N°11³ 0.0057*db*fy³ 30 cm


Pn = Pu/Æ


Si : Pn £ Pnbentonces : As min = 0,005 Ac ; con 4f como minimo

As min = 3.13 cm2


UBICACIÓN: ZAPATA MODULOSAREA TRIBUTARIA 7.15 M2


1.68 Tn/m3 hf = 1.5m Df =1.35 m1.10 Kg/cm2

hf = 1.50 mN.P.T. = 0.15 mN.T.N. = 0.00 mDf = 1.35 m





8.18 Tn/m2

Azap = 0.57 m2 0.75 x 0.75 m2


lv1 = lv2 0.300.30 CONFORME !!! 0.25


7.293 Tn9.45 Tn/m2




(1) = (2)Ecuacion: 514.25*d^2+130.93*d-6.7=0 252.40

a = 514.25b = 130.93c = -6.70

d = 0.04 m 0.04-0.30

Usar h = 0.50 m

g m =s t =

Ps = 1.25*(PD + PL)


WNU = Pu/AZAP

Pu = 1.4*PD+1.7*PL

WNU =

Vu/f = Vc


X1 =X2 =

C70

h min = 0.60 m

d = 0.41 m OK !!!




0.0016p = w*f'c/fy 0.0001 Usar: 4 Ø 5/8 @ 0.23 m



@ 0

.23

mUsar: 4 Ø 5/8 @ 0.23 m


5

/8


s = 0.23 m 2 0.0159

Usar:

4 ØUsar: 4 Ø 5/8 @ 0.23 m 2 0.0159



0 0.0000ld = 0.06*Ab*fy/raiz(f'c) 0 0.0000

0 0.0000ld = 54.29 45.61 OK!!!




Pn = 10.42 Tn





Vn = Vdu/f


Æ£ N°11³ 0.0057*db*fy³ 30 cm


Pn = Pu/Æ


Si : Pn £ Pnb




1.68 Tn/m3 hf = 1.5m Df =1.35 m1.10 Kg/cm2

hf = 1.50 mN.P.T. = 0.15 mN.T.N. = 0.00 mDf = 1.35 m





8.18 Tn/m2

Azap = 2.86 m2 1.69 x 1.69 m2


lv1 = lv2 0.750.75 CONFORME !!! 0.25


36.72 Tn11.23 Tn/m2




(1) = (2)Ecuacion: 516.03*d^2+131.81*d-36.02=0 252.40

a = 516.03b = 131.81c = -36.02

d = 0.17 m 0.17-0.42

Usar h = 0.50 m

g m =s t =

Ps = 1.25*(PD + PL)


WNU = Pu/AZAP

Pu = 1.4*PD+1.7*PL

WNU =

Vu/f = Vc


X1 =X2 =

C70

h min = 0.60 m

d = 0.41 m OK !!!




0.0122p = w*f'c/fy 0.0005 Usar: 7 Ø 5/8 @ 0.27 m



@ 0

.27

mUsar: 7 Ø 5/8 @ 0.27 m


5

/8


s = 0.27 m 2 0.0159

Usar:

7 ØUsar: 7 Ø 5/8 @ 0.27 m 2 0.0159



0 0.0000ld = 0.06*Ab*fy/raiz(f'c) 0 0.0000

0 0.0000ld = 54.29 45.61 OK!!!


lde = 43.43 cm < Ld = 67.50 cm Ok!!!


Pn = 52.46 Tn





Vn = Vdu/f


Æ£ N°11³ 0.0057*db*fy³ 30 cm


Pn = Pu/Æ


Si : Pn £ Pnb


UBICACIÓN: ZAPATA Z-1 0.641304348 pd13.125 0.358695652 pl


1.80 Tn/m3 hf = 1.35m Df =1.2 m1.00 Kg/cm2

hf = 1.35 mN.P.T. = 0.15 mN.T.N. = 0.00 mDf = 1.20 m





7.22 Tn/m2

Azap = 1.66 m2 1.29 x 1.29 m2


lv1 = lv2 0.500.48 CAMBIAR MEDIDAS 0.40


19.128 Tn10.67 Tn/m2




(1) = (2)Ecuacion: 515.47*d^2+171*d-18.06=0 252.40

a = 515.47b = 171.00c = -18.06

d = 0.08 m 0.08-0.42

g m =s t =

Ps = 1.25*(PD + PL)


WNU = Pu/AZAP

Pu = 1.4*PD+1.7*PL

WNU =

Vu/f = Vc


X1 =X2 =

Usar h = 0.60 md = 0.51 m OK !!!




0.0033p = w*f'c/fy 0.0001 Usar: 7 Ø 5/8 @ 0.21 m



@ 0

.21

mUsar: 6 Ø 5/8 @ 0.21 m


5

/8


s = 0.21 m 2 0.0159

Usar:

7 ØUsar: 7 Ø 5/8 @ 0.21 m 2 0.0159



0 0.0000ld = 0.06*Ab*fy/raiz(f'c) 0 0.0000

0 0.0000ld = 54.29 45.61 OK!!!




Pn = 27.33 Tn



Xo = 0.88 mA2 = 1.22 m2Ao = 3.50 > 2Usar Ao = 2*Ac

Vn = Vdu/f


Æ£ N°11³ 0.0057*db*fy³ 30 cm


Pn = Pu/Æ


C69

h min = 0.60 m

Pnb = 297.5 Tn > Pn Ok !!!

DISEÑO DE ZAPATA AISLADA5.28

UBICACIÓN: ZAPATA Z-2 0.64 pd 3.3860913.125 0.36 pl 1.89391

DATOS NECESARIOS PARA EL DISEÑO: N.P.T. 0 mPD = 61.08 Tn N.T.N. 0 mPL = 28.13 TnS/C piso = 350 Kg/cm2f'c = 210 Kg/cm2fy = 4200 Kg/cm2

1.77 Tn/m3 hf = 2.5m Df =2.5 m2.46 Kg/cm2

hf = 2.50 mN.P.T. = 0.00 mN.T.N. = 0.00 mDf = 2.50 m





19.82 Tn/m2

Azap = 4.50 m2 2.12 x 2.12 m2


lv1 = lv2 0.850.85 CONFORME !!! 0.40


142.254 Tn28.86 Tn/m2




(1) = (2)Ecuacion: 581.86*d^2+274.82*d-136.48=0 276.50

a = 581.86b = 274.82c = -136.48

d = 0.30 m 0.30-0.77

g m =s t =

Ps = 1.25*(PD + PL)


WNU = Pu/AZAP

Pu = 1.4*PD+1.7*PL

WNU =

Vu/f = Vc


X1 =X2 =

Usar h = 0.60 md = 0.51 m OK !!!

VERIFICACION POR CORTANTE :Vdu = (Wu*S)(lv-d) N.P.T. 0 mVdu = 21.85 Tn N.T.N. 0 m



0.0216p = w*f'c/fy 0.0011 Usar: 10 Ø 5/8 @ 0.22 m



@ 0

.22

mUsar: 11 Ø 5/8 @ 0.21 m


5

/8


s = 0.22 m 2 0.0159

Usar:

10

Ø

Usar: 10 Ø 5/8 @ 0.22 m 2 0.01592 0.0159

LONGITUD DE DESARROLLO DEL REFUERZO : 2 0.0159Longitud disponible para cada barra : 2 0.0159Ld = lv-r 2 0.0159 Usar: 11 Ø 5/8 @ 0.21 mLd = 0.775 m 0 0.0000


0 0.0000ld = 0.06*Ab*fy/raiz(f'c) 0 0.0000

0 0.0000ld = 49.56 45.61 OK!!!


lde = 39.65 cm < Ld = 77.50 cm Ok!!!


Pn = 203.22 Tn




Vn = Vdu/f


Æ£ N°11³ 0.0057*db*fy³ 30 cm


Pn = Pu/Æ


C69

h min = 0.60 m

Pnb = 714 Tn > Pn Ok !!!

DISEÑO DE ZAPATA AISLADA5.2

UBICACIÓN: ZAPATA Z-3 0.64 pd 3.3347813.125 0.36 pl 1.86522


1.80 Tn/m3 hf = 1.35m Df =1.2 m1.00 Kg/cm2

hf = 1.35 mN.P.T. = 0.15 mN.T.N. = 0.00 mDf = 1.20 m





7.22 Tn/m2

Azap = 0.72 m2 0.85 x 0.85 m2


lv1 = lv2 0.300.30 CONFORME !!! 0.25


8.359565 Tn10.85 Tn/m2




(1) = (2)Ecuacion: 515.65*d^2+131.63*d-7.68=0 252.40

a = 515.65b = 131.63c = -7.68

d = 0.05 m 0.05-0.30

g m =s t =

Ps = 1.25*(PD + PL)


WNU = Pu/AZAP

Pu = 1.4*PD+1.7*PL

WNU =

Vu/f = Vc


X1 =X2 =

Usar h = 0.60 md = 0.51 m OK !!!




0.0012p = w*f'c/fy 0.0001 Usar: 4 Ø 5/8 @ 0.23 m



@ 0

.23

mUsar: 4 Ø 5/8 @ 0.23 m


5

/8


s = 0.23 m 2 0.0159

Usar:

4 ØUsar: 4 Ø 5/8 @ 0.23 m 2 0.0159



0 0.0000ld = 0.06*Ab*fy/raiz(f'c) 0 0.0000

0 0.0000ld = 54.29 45.61 OK!!!




Pn = 11.94 Tn




Vn = Vdu/f


Æ£ N°11³ 0.0057*db*fy³ 30 cm


Pn = Pu/Æ


C69

h min = 0.60 m

Pnb = 185.9375 Tn > Pn Ok !!!


UBICACIÓN: ZAPATA Z-413.125


1.77 Tn/m3 hf = 2.5m Df =2.5 m2.46 Kg/cm2

hf = 2.50 mN.P.T. = 0.00 mN.T.N. = 0.00 mDf = 2.50 m





19.82 Tn/m2

Azap = 5.18 m2 2.28 x 2.28 m2


lv1 = lv2 0.950.95 CONFORME !!! 0.40


163.719 Tn28.39 Tn/m2




(1) = (2)Ecuacion: 581.39*d^2+259.16*d-158.61=0 276.50

a = 581.39b = 259.16c = -158.61

d = 0.34 m 0.34-0.79

g m =s t =

Ps = 1.25*(PD + PL)


WNU = Pu/AZAP

Pu = 1.4*PD+1.7*PL

WNU =

Vu/f = Vc


X1 =X2 =

Usar h = 0.60 md = 0.51 m OK !!!




0.0265p = w*f'c/fy 0.0013 Usar: 11 Ø 5/8 @ 0.22 m



@ 0

.22

mUsar: 11 Ø 5/8 @ 0.22 m


5

/8


s = 0.22 m 2 0.0159

Usar:

11

Ø

Usar: 11 Ø 5/8 @ 0.22 m 2 0.01592 0.0159



0 0.0000ld = 0.06*Ab*fy/raiz(f'c) 0 0.0000

0 0.0000ld = 49.56 45.61 OK!!!


lde = 39.65 cm < Ld = 87.50 cm Ok!!!


Pn = 233.88 Tn




Vn = Vdu/f


Æ£ N°11³ 0.0057*db*fy³ 30 cm


Pn = Pu/Æ


C69

h min = 0.60 m

Pnb = 642.6 Tn > Pn Ok !!!




1.77 Tn/m3 hf = 2.5m Df =2.5 m2.46 Kg/cm2

hf = 2.50 mN.P.T. = 0.00 mN.T.N. = 0.00 mDf = 2.50 m





19.82 Tn/m2

Azap = 3.47 m2 1.86 x 1.86 m2


lv1 = lv2 0.750.75 CONFORME !!! 0.40


109.677 Tn28.48 Tn/m2




(1) = (2)Ecuacion: 581.48*d^2+243.98*d-105.12=0 276.50

a = 581.48b = 243.98c = -105.12

d = 0.26 m 0.26-0.68

g m =s t =

Ps = 1.25*(PD + PL)


WNU = Pu/AZAP

Pu = 1.4*PD+1.7*PL

WNU =

Vu/f = Vc


X1 =X2 =

Usar h = 0.60 md = 0.51 m OK !!!




0.0166p = w*f'c/fy 0.0008 Usar: 9 Ø 5/8 @ 0.22 m



@ 0

.22

mUsar: 9 Ø 5/8 @ 0.22 m


5

/8


s = 0.22 m 2 0.0159

Usar:

9 ØUsar: 9 Ø 5/8 @ 0.22 m 2 0.0159



0 0.0000ld = 0.06*Ab*fy/raiz(f'c) 0 0.0000

0 0.0000ld = 49.56 45.61 OK!!!


lde = 39.65 cm < Ld = 67.50 cm Ok!!!


Pn = 156.68 Tn




Vn = Vdu/f


Æ£ N°11³ 0.0057*db*fy³ 30 cm


Pn = Pu/Æ


C69

h min = 0.60 m

Pnb = 571.2 Tn > Pn Ok !!!




1.77 Tn/m3 hf = 2.5m Df =2.5 m2.46 Kg/cm2

hf = 2.50 mN.P.T. = 0.00 mN.T.N. = 0.00 mDf = 2.50 m





19.82 Tn/m2

Azap = 6.16 m2 2.48 x 2.48 m2


lv1 = lv2 1.001.03 CONFORME !!! 0.40


194.652 Tn29.24 Tn/m2




(1) = (2)Ecuacion: 582.24*d^2+290.45*d-188.22=0 276.50

a = 582.24b = 290.45c = -188.22

d = 0.37 m 0.37-0.87

g m =s t =

Ps = 1.25*(PD + PL)


WNU = Pu/AZAP

Pu = 1.4*PD+1.7*PL

WNU =

Vu/f = Vc


X1 =X2 =

Usar h = 0.60 md = 0.51 m OK !!!




0.0302p = w*f'c/fy 0.0015 Usar: 11 Ø 5/8 @ 0.23 m



@ 0

.23

mUsar: 12 Ø 5/8 @ 0.23 m


5

/8


s = 0.23 m 2 0.0159

Usar:

11

Ø

Usar: 11 Ø 5/8 @ 0.23 m 2 0.01592 0.0159



0 0.0000ld = 0.06*Ab*fy/raiz(f'c) 0 0.0000

0 0.0000ld = 49.56 45.61 OK!!!


lde = 39.65 cm < Ld = 92.50 cm Ok!!!


Pn = 278.07 Tn




Vn = Vdu/f


Æ£ N°11³ 0.0057*db*fy³ 30 cm


Pn = Pu/Æ


C69

h min = 0.60 m

Pnb = 785.4 Tn > Pn Ok !!!




1.77 Tn/m3 hf = 2.5m Df =2.5 m2.46 Kg/cm2

hf = 2.50 mN.P.T. = 0.00 mN.T.N. = 0.00 mDf = 2.50 m





19.82 Tn/m2

Azap = 4.57 m2 2.14 x 2.14 m2


lv1 = lv2 0.850.85 CONFORME !!! 0.40


144.408 Tn30.69 Tn/m2




(1) = (2)Ecuacion: 583.69*d^2+245.75*d-139.5=0 276.50

a = 583.69b = 245.75c = -139.50

d = 0.32 m 0.32-0.74

g m =s t =

Ps = 1.25*(PD + PL)


WNU = Pu/AZAP

Pu = 1.4*PD+1.7*PL

WNU =

Vu/f = Vc


X1 =X2 =

Usar h = 0.60 md = 0.51 m OK !!!




0.0229p = w*f'c/fy 0.0011 Usar: 10 Ø 5/8 @ 0.22 m



@ 0

.22

mUsar: 10 Ø 5/8 @ 0.22 m


5

/8


s = 0.22 m 2 0.0159

Usar:

10

Ø

Usar: 10 Ø 5/8 @ 0.22 m 2 0.01592 0.0159



0 0.0000ld = 0.06*Ab*fy/raiz(f'c) 0 0.0000

0 0.0000ld = 49.56 45.61 OK!!!


lde = 39.65 cm < Ld = 77.50 cm Ok!!!


Pn = 206.30 Tn




Vn = Vdu/f


Æ£ N°11³ 0.0057*db*fy³ 30 cm


Pn = Pu/Æ


C69

h min = 0.60 m

Pnb = 571.2 Tn > Pn Ok !!!




1.77 Tn/m3 hf = 2.5m Df =2.5 m2.46 Kg/cm2

hf = 2.50 mN.P.T. = 0.00 mN.T.N. = 0.00 mDf = 2.50 m





19.82 Tn/m2

Azap = 3.11 m2 1.76 x 1.76 m2


lv1 = lv2 0.700.70 CONFORME !!! 0.40


98.403 Tn28.47 Tn/m2




(1) = (2)Ecuacion: 581.47*d^2+243.97*d-93.85=0 276.50

a = 581.47b = 243.97c = -93.85

d = 0.24 m 0.24-0.66

g m =s t =

Ps = 1.25*(PD + PL)


WNU = Pu/AZAP

Pu = 1.4*PD+1.7*PL

WNU =

Vu/f = Vc


X1 =X2 =

Usar h = 0.60 md = 0.51 m OK !!!




0.0144p = w*f'c/fy 0.0007 Usar: 9 Ø 5/8 @ 0.21 m



@ 0

.21

mUsar: 9 Ø 5/8 @ 0.21 m


5

/8


s = 0.21 m 2 0.0159

Usar:

9 ØUsar: 9 Ø 5/8 @ 0.21 m 2 0.0159



0 0.0000ld = 0.06*Ab*fy/raiz(f'c) 0 0.0000

0 0.0000ld = 49.56 45.61 OK!!!


lde = 39.65 cm < Ld = 62.50 cm Ok!!!


Pn = 140.58 Tn




Vn = Vdu/f


Æ£ N°11³ 0.0057*db*fy³ 30 cm


Pn = Pu/Æ


C69

h min = 0.60 m

Pnb = 571.2 Tn > Pn Ok !!!

DISEÑO DE ZAPATA EXCENTRICA

UBICACIÓN: ZAPATA Z-10 EXCENDatos de Diseño:

f'c = 210 kg/cm2fy = 4200 kg/cm2 0.60

2.46 kg/cm21.77 T/m3

35.13 Ton 3.20

16.18 Ton 6.00

S/C = 350 kg/m2 S/C = 350 Kg/cm2

hf = 2.50 mh libre 1er p. 3.20 m 2.50

hviga = 0.60 mkc = 12.0 kg/cm2

Diseño Metodo ACI :

19.83 T/m22.59 m2

Az = (2b)b

se usa: b = 1.14 mT=Az/b 2.28 m

Altura de la zapata para considerarla rigida:hz = 0.48 mhz = 0.60 mlc = 4.75 m

Dimensiones de la columna del 1er. Nivel:

bd = 1222 cm2 35.0n = 0.25seccion de columna = ? 40 x 40n = 0.19 Verificar el area de columna

Datos del Abaco del ACI :p = 0.29 0.38s = 0.126 0.12 0.4 2.28D = 9.25 <10 Ok!!!!e = 0.369 0.40

Diseño por Flexion:a) Dirección de la excentricidad:d = 50.12 cmWnu = 67.41 T/m 1.14Mumax = 18.34 Tn-m

st = gm =

PD =

PL =

sn = st + hf * gm - s/cAz = P/ sn

f =f =

D3

CONSULTAS: FONO : 064-253276 064-619038 EMAIL: [email protected]

D30

h min = 0.60 m

0.01698p = w*f'c/fy 0.00085As = p*b*d 9.68 cm2

Verificacion de As min :As min = 0.0018*b*dAs min = 20.52 cm2

Usar Ø : 5/8 n = 11 varillas 11 Ø 5/8 @ 0.22 ms = 0.22 m 1.14

Usar: 11 Ø 5/8 @ 0.22 m

@ 0

.2 mb) Direccion Transversal :

d = 51.71 cmWnu = 33.71 T/mMmax = 14.81 T-m 0.4

5/8

2.28lv = 0.938

0.02577 0.40

p = w*f'c/fy 0.00129

6 Ø

As = p*b*d 7.58 cm2

Verificacion de As min :As min = 0.0018*b*d 10.59 cm2

Usar Ø : 5/8 n = 6 varillass = 0.20 m

Usar: 6 Ø 5/8 @ 0.2 m

VIGA:TU = 5.34 TnAs = 1.41 cm2 Refuerzo adicion

COLUMNA: Condicion de Diseño AdicionalPu = 76.688 TnMu = 25.11 T-mk = 0.23e/t = 0.92g = 0.69pt < 1 %As = 16.00 cm2Usar Ø : 5/8

n = 8 varillas

Usar: 8 Ø 5/8



F82

Area de acero de refuerzo en la viga. adicional

1.90

0.60

BARRAS DE CONSTRUCCION

NORMA TECNICA :ASTM A615 Grado 60 - 96a / ITINTEC 341.031 Grado ARN420-91

DIMENSIONES Y PESOS NOMINALES :

Nro.pulg. mm cm.

- - 6 0.600 1.88 0.28 0.222 0.242 1/4 - 0.635 2.00 0.32- - 8 0.800 2.51 0.50 0.395 0.323 3/8 - 0.953 2.99 0.71 0.560 0.38- - 12 1.200 3.77 1.13 0.888 0.484 1/2 - 1.270 3.99 1.29 0.994 0.515 5/8 - 1.588 4.99 2.00 1.552 0.716 3/4 - 1.905 5.98 2.84 2.235 0.977 7/8 - 2.223 6.98 3.87 3.0908 1 - 2.540 7.98 5.10 3.973 1.279 1 1/8 - 2.858 9.00 6.45

10 1 1/4 - 3.175 10.14 8.1911 1 3/8 - 3.493 11.25 10.06 7.907 1.80

1/2N° varillas : 1 varillaArea : 1.29 cm2Peso : 0.994 Kg/m

Diametro fPerimetro

cm.Area

cm2Peso

Kg/m

Altura de resaltes

(mm) min

Diametro de doblado

3.5 f

3.5 f3.5 f3.5 f3.5 f3.5 f5.0 f

5.0 f

7.0 f

f varilla :

B2

ING. LUIS VILLANUEVA TORRRES Consultas: FONO : 064-253276 064-619038 EMAIL: [email protected]

BARRAS DE CONSTRUCCION

21.00

28.0033.3042.0044.5055.6095.50

127.00

250.60

Diametro de doblado

B2

ING. LUIS VILLANUEVA TORRRES Consultas: FONO : 064-253276 064-619038 EMAIL: [email protected]

calculo de cimiento corrido

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