Memoria de Cálculo Estructural Reservorios

1

ELABORACION DEL ESTUDIO DEFINITO Y EXPEDIENTE TECNICO DEL PROYECTO: "ESQUEMA CARAPONGO - AMPLIACION DE LOS SISTEMAS DE AGUA POTABLE Y ALCANTARILLADO DE LOS

SECTORES 136 Y 137 DEL DISTRITO DE LURIGANCHO"

RESERVORIO APOYADO RAP-01 V = 200 m3

DISEÑO DEL MURO CILINDRICO (SECCION CONSTANTE)

MATERIALES

f´c (kg/cm2) Ec (kg/cm2) fy (kg/cm2) Es (kg/cm2) 280.00 250,998.01 4,200.00 2,000,000.00

PROPIEDADES DEL SUELO DE FUNDACION

γγγγs (T/m3) φφφφ σσσσt (kg/cm2) Df (m) 1.90 35.00 5.00 1.00

GEOMETRIA DEL TANQUE

Di (m) Dm (m) ri (m) rm (m) 7.60 7.90 3.800 3.950

t (m) Hm (m) Ha (m) 0.30 4.90 4.40

V (m3) 199.60

MOMENTOS MAXIMOS EN SERVICIO DEBIDO A PRESIONES HIDROSTATICAS

Cara humeda Cara seca

COMB. DESCRIPCION -M22s (T-m) +M22s (T-m) 1 PRESION HIDROSTATICA 6.32 2.72

ESFUERZOS ADMISIBLES CONCRETO Y ACERO

fcadm (kg/cm2) fsadm (kg/cm2) 126.00 1,680.00

DIMENSIONAMIENTO DE LA PARED CILINDRICA

n k j K (kg/cm2) 7.97 0.37 0.88 20.63

b (cm) rec (cm) db (cm) 100.00 5.00 1.91

2

SECCION NEGATIVA (BASE DEL MURO)

-Ms (T-m) dmin (cm) hmin (cm) t (cm) d (cm) 6.32 17.50 23.46 30.00 24.05

SECCION POSITIVA

+Ms (T-m) t (cm) d (cm) 2.72 30.00 25.05

DISEÑO POR RESISTENCIA ACI 350-06

FACTORES DE AMPLIFICACION DE CARGA

F.C.V. F.C.V. (SISMO) F.C.S. 1.70 1.20 1.00

MOMENTOS MAXIMOS ULTIMOS PARA LOS DIFERENTES ESTADOS DE CARGA


COMB. DESCRIPCION -M22u (T-m) +M22u (T-m) 1 PRESION HIDROSTATICA * 1.70 10.74 4.62

2 P. HIDROSTATICA * 1.20 + P. HIDRODINAMICA 10.20 4.47

DISEÑO DEL REFUERZO VERTICAL DEL MURO

SECCION DE MOMENTO POSITIVO (CARA SECA)

FACTOR DE DURABILIDAD (SIN SISMO) Y REDUCCION DE RESISTENCIA

F.D. φφφφ

1.30 0.90

MOMENTO ULTIMO DE DISEÑO Y AREA DE REFUERZO

+Mu (T-m) b (cm) t (cm) d (cm)

6.01 100.00 30.00 25.05

As (cm2) ρρρρ 6.50 0.00217

ρρρρmin Asmin (cm2/cara)

0.0030 4.50

DIAMETRO Y ESPACIAMIENTO DEL REFUERZO

Ab (cm2) s (m) 1.27 0.28

3

s (m) # varillas 0.25 102

SECCION DE MOMENTO NEGATIVO (CARA HUMEDA)


F.D. φφφφ

1.30 0.90


-Mu (T-m) b (cm) t (cm) d (cm)

13.97 100.00 30.00 24.05

As (cm2) ρρρρ

16.35 0.00545


0.0030 4.50


Ab (cm2) s (m) 1.63 0.10

s (m) # varillas 0.100 242

CORTE DEL REFUERZO NEGATIVO A Hm/4

Hc (m) 1.23

As (cm2) s (m) As (cm2)/m d (cm) a (cm) -Mur (T-m) 1.98 0.20 9.90 24.05 1.75 -8.67

# VARILLAS COMPLETAS EN PARED VERTICAL


DISEÑO DEL REFUERZO CIRCULAR DEL MURO

FACTORES DE AMPLIFICACION, DURABILIDAD Y REDUCCION DE RESISTENCIA

F.C.V. F.D. φφφφ

1.70 1.65 0.90

4

PRESIONES, TENSIONES CIRCUNFERENCIALES ULTIMAS Y ACERO REQUERIDO

h (m) Ts (T) Tu (T) As (cm2) φ φ φ φ (c/cara) s (m) 4.90 16.71 46.86 12.40 1.27 0.20 4.60 15.29 42.89 11.35 1.27 0.22 4.30 13.88 38.94 10.30 1.27 0.25 4.00 12.63 35.42 9.37 1.27 0.27 3.70 11.42 32.04 8.48 1.27 0.30 3.40 10.23 28.71 7.59 1.27 0.33 3.10 9.05 25.39 6.72 1.27 0.38 2.80 7.87 22.08 5.84 1.27 0.43 2.50 6.69 18.76 4.96 0.71 0.29 2.20 5.51 15.45 4.09 0.71 0.35 1.90 4.33 12.13 3.21 0.71 0.44 1.60 3.14 8.80 2.33 0.71 0.61 1.30 1.94 5.43 1.44 0.71 0.99

USAR: 5 φφφφ 1/2" @ 0.20, Rto. φ φ φ φ 1/2" @ 0.25 c/cara

REFUERZO MINIMO

ρρρρmin Asmin (cm2/cara) Ab (cm2) s (m) 0.0030 4.50 1.27 0.28

DISEÑO DE LA CUPULA

MATERIALES



Di (m) Dm (m) ri (m) rm (m) 7.60 7.90 3.80 3.95

t (m) 0.30

GEOMETRIA DE LA CUPULA

fmin (m) fmax (m) f (m) r (m) φ φ φ φ (rad) 0.76 0.95 0.90 8.47 0.47

ESPESORES DE LA CUPULA

emin (m) emax (m) 0.07 0.15

5

CARGAS EN SERVICIO

p.p. (kg/m2) p.acab. (kg/m2) s/c (kg/m2) w (kg/m2) 185 50 50 285

CARGA TOTAL (P) Y CARGA POR METRO LINEAL (V)

P (kg) V (kg/m) 13,645 571

COMPONENTE HORIZONTAL (H) y RESULTANTE "R"

H (kg/m) R (kg/m) 1,139 1,274

VERIFICACION DEL ESPESOR MINIMO DE LA CUPULA

fcadm (kg/cm2) emin (cm) OBS. 10.00 1.27 OK

REFUERZO RADIAL Y CIRCUNFERENCIAL

REFUERZO RADIAL

fs (kg/cm2) As (cm2)/m

1,000.00 0.57

REFUERZOS MINIMOS

ρρρρmin

0.0020

ZONA DE ENSANCHE EN APOYO

Asmin (cm2)/m φ φ φ φ (ref. superior) s (m) s (m) # varillas 3.00 0.71 0.24 0.20 130

EN ZONA DE ESPESOR CONSTANTE

Asmin (cm2)/m φ φ φ φ (ref. central) s (m) s (m) # varillas 1.40 0.32 0.23 0.20 130

REFUERZO CIRCUNFERENCIAL


Asmin (cm2)/m φ φ φ φ (ref. c/cara) s (m) s (m) 3.00 0.32 0.21 0.20


6

Asmin (cm2)/m φ φ φ φ (ref. central) s (m) s (m) 1.40 0.32 0.23 0.20

DISEÑO DE LA VIGA ANULAR DE APOYO

TRACCION MAXIMA

Tmax (kg) 4,327

AREA MINIMA DE CONCRETO

fcadm (kg/cm2) Ac (cm2) 10.00 433

SECCION TRANSVERSAL DE LA VIGA ANULAR

bmin (cm) b (cm) hmin (cm) h (cm) 40.00 40.00 10.82 30.00

REFUERZO LONGITUDINAL

fs (kg/cm2) As (cm2) 1,000.00 4.33

ρρρρmin Asmin (cm2) 0.0050 6.00

Av (cm2) # varillas

1.27 4.7 USAR: 4 φφφφ 1/2" + 2 φφφφ 3/8"

REFUERZO TRANSVERSAL DE MONTAJE

φφφφestribo s (m) # estribos 3/8" 0.25 101

DISEÑO DE LA CIMENTACION

ANILLO DE CIMENTACION

CARGA POR METRO LINEAL (P)

P (kg) 5,704

ANCHO Y PERALTE DE LA ZAPATA ANULAR (B)

Bmin (m) B (m) hzmin (m) hz (m) rz (m) 0.90 1.00 0.60 0.60 4.40

7

ESFUERZOS EN EL TERRENO

σσσσact (kg/cm2) σσσσt (kg/cm2) OBS. 0.57 5.00 OK

REFUERZO RADIAL


φ φ φ φ (ref. c/cara) s (m) s (m) # varillas 1.98 0.22 0.20 137



Ab (cm2) # total varillas 1.27 14

LOSA DE FONDO

ESFUERZO DE COMPRESION EN LA LOSA (FRANJA DE 1 METRO)

tmin (m) t (m) q (T/m) σσσσact (kg/cm2) 0.14 0.25 5.00 0.50 << 0.40 f´c

REFUERZO


φ φ φ φ (ref.) c/cara s (m) s (cm) 0.71 0.19 0.20

8




MATERIALES





Di (m) Dm (m) ri (m) rm (m) 9.60 9.85 4.800 4.925

t (m) Hm (m) Ha (m) 0.25 4.00 3.50

V (m3) 253.34







n k j K (kg/cm2) 7.97 0.37 0.88 20.63

b (cm) rec (cm) db (cm) 100.00 5.00 1.91



9

SECCION POSITIVA

+Ms (T-m) t (cm) d (cm) 1.38 25.00 20.05



F.C.V. F.C.V. (SISMO) F.C.S. 1.70 1.20 1.00








F.D. φφφφ

1.30 0.90



3.05 100.00 25.00 20.05

As (cm2) ρρρρ 4.10 0.00164


0.0030 3.75


Ab (cm2) s (m) 1.27 0.31


10



F.D. φφφφ

1.30 0.90



7.20 100.00 25.00 19.05

As (cm2) ρρρρ 10.52 0.00421


0.0030 3.75


Ab (cm2) s (m) 1.63 0.15

s (m) # varillas 0.150 203


Hc (m) 1.00







1.70 1.65 0.90

11



USAR: 5 φφφφ 1/2" @ 0.20, 6 φφφφ 3/8" @ 0.15, Rto. φ φ φ φ 3/8" @ 0.20 c/cara

REFUERZO MINIMO



MATERIALES



Di (m) Dm (m) ri (m) rm (m) 9.60 9.85 4.80 4.93

t (m) 0.25




emin (m) emax (m) 0.07 0.15

12

CARGAS EN SERVICIO



P (kg) V (kg/m) 21,903 726


H (kg/m) R (kg/m) 1,362 1,543




REFUERZO RADIAL


1,000.00 0.73

REFUERZOS MINIMOS

ρρρρmin

0.0020








13




TRACCION MAXIMA

Tmax (kg) 6,536


fcadm (kg/cm2) Ac (cm2) 10.00 654




fs (kg/cm2) As (cm2) 1,000.00 6.54


Av (cm2) # varillas

1.27 5.1 USAR: 6 φφφφ 1/2"






P (kg) 4,446


14




REFUERZO RADIAL






LOSA DE FONDO



REFUERZO



15




MATERIALES





Di (m) Dm (m) ri (m) rm (m) 7.60 7.85 3.800 3.925

t (m) Hm (m) Ha (m) 0.25 3.85 3.35

V (m3) 151.97







n k j K (kg/cm2) 7.97 0.37 0.88 20.63

b (cm) rec (cm) db (cm) 100.00 5.00 1.91



16

SECCION POSITIVA

+Ms (T-m) t (cm) d (cm) 1.22 25.00 20.05



F.C.V. F.C.V. (SISMO) F.C.S. 1.70 1.20 1.00








F.D. φφφφ

1.30 0.90



2.70 100.00 25.00 20.05

As (cm2) ρρρρ 3.62 0.00145


0.0030 3.75


Ab (cm2) s (m) 0.99 0.26


17



F.D. φφφφ

1.30 0.90



6.36 100.00 25.00 19.05

As (cm2) ρρρρ 9.24 0.00369


0.0030 3.75


Ab (cm2) s (m) 1.98 0.21

s (m) # varillas 0.200 121


Hc (m) 0.96







1.70 1.65 0.90

18



USAR: 6 φφφφ 3/8" @ 0.15, Rto. φ φ φ φ 3/8" @ 0.20 c/cara

REFUERZO MINIMO



MATERIALES



Di (m) Dm (m) ri (m) rm (m) 7.60 7.85 3.80 3.93

t (m) 0.25




emin (m) emax (m) 0.07 0.15

CARGAS EN SERVICIO

19



P (kg) V (kg/m) 13,645 571


H (kg/m) R (kg/m) 1,139 1,274




REFUERZO RADIAL


1,000.00 0.57

REFUERZOS MINIMOS

ρρρρmin

0.0020










20


TRACCION MAXIMA

Tmax (kg) 4,327


fcadm (kg/cm2) Ac (cm2) 10.00 433




fs (kg/cm2) As (cm2) 1,000.00 4.33


Av (cm2) # varillas

1.27 4.1 USAR: 4 φφφφ 1/2" + 2 φφφφ 3/8"






P (kg) 4,074



21



REFUERZO RADIAL






LOSA DE FONDO



REFUERZO



22



MATERIALES





Di (m) Dm (m) ri (m) rm (m) 15.00 15.35 7.500 7.675

t (m) Hm (m) Ha (m) 0.35 5.90 5.40

V (m3) 954.26







n k j K (kg/cm2) 7.97 0.37 0.88 20.63

b (cm) rec (cm) db (cm) 100.00 5.00 1.91



23

SECCION POSITIVA

+Ms (T-m) t (cm) d (cm) 4.95 35.00 30.05



F.C.V. F.C.V. (SISMO) F.C.S. 1.70 1.20 1.00








F.D. φφφφ

1.30 0.90



10.94 100.00 35.00 30.05

As (cm2) ρρρρ 9.92 0.00283


0.0030 5.25


Ab (cm2) s (m) 1.98 0.20


24



F.D. φφφφ

1.30 0.90



25.42 100.00 35.00 29.05

As (cm2) ρρρρ 25.06 0.00716


0.0030 5.25


Ab (cm2) s (m) 2.85 0.11

s (m) # varillas 0.100 474


Hc (m) 1.48







1.70 1.65 0.90

25




REFUERZO MINIMO



MATERIALES



Di (m) Dm (m) ri (m) rm (m) 15.00 15.35 7.50 7.68

t (m) 0.35




emin (m) emax (m) 0.07 0.15

CARGAS EN SERVICIO

26



P (kg) V (kg/m) 53,227 1,130


H (kg/m) R (kg/m) 2,218 2,489




REFUERZO RADIAL


1,000.00 1.13

REFUERZOS MINIMOS

ρρρρmin

0.0020










27


TRACCION MAXIMA

Tmax (kg) 16,632


fcadm (kg/cm2) Ac (cm2) 10.00 1,663




fs (kg/cm2) As (cm2) 1,000.00 16.63


Av (cm2) # varillas

2.85 5.8 USAR: 6 φφφφ 3/4"






P (kg) 8,473



28



REFUERZO RADIAL






LOSA DE FONDO



REFUERZO



29

RESERVORIO APOYADO RRP-01 V = 550 m3


MATERIALES





Di (m) Dm (m) ri (m) rm (m) 12.60 12.90 6.300 6.450

t (m) Hm (m) Ha (m) 0.30 4.95 4.45

V (m3) 554.87







n k j K (kg/cm2) 7.97 0.37 0.88 20.63

b (cm) rec (cm) db (cm) 100.00 5.00 1.91



30

SECCION POSITIVA

+Ms (T-m) t (cm) d (cm) 2.81 30.00 25.05



F.C.V. F.C.V. (SISMO) F.C.S. 1.70 1.20 1.00








F.D. φφφφ

1.30 0.90



6.21 100.00 30.00 25.05

As (cm2) ρρρρ 6.72 0.00224


0.0030 4.50


Ab (cm2) s (m) 1.98 0.29


31



F.D. φφφφ

1.30 0.90



14.43 100.00 30.00 24.05

As (cm2) ρρρρ 16.93 0.00564


0.0030 4.50


Ab (cm2) s (m) 2.85 0.17

s (m) # varillas 0.150 266


Hc (m) 1.24







1.70 1.65 0.90

32



USAR: 5 φ φ φ φ 5/8" @ 0.20, 4 φφφφ 1/2" @ 0.15, 4 φφφφ 1/2" @ 0.20, Rto. φ φ φ φ 1/2" @ 0.25 c/cara

REFUERZO MINIMO



MATERIALES



Di (m) Dm (m) ri (m) rm (m) 12.60 12.90 6.30 6.45

t (m) 0.30




emin (m) emax (m) 0.07 0.15

CARGAS EN SERVICIO

33



P (kg) V (kg/m) 37,525 948


H (kg/m) R (kg/m) 1,878 2,104




REFUERZO RADIAL


1,000.00 0.95

REFUERZOS MINIMOS

ρρρρmin

0.0020










34


TRACCION MAXIMA

Tmax (kg) 11,831


fcadm (kg/cm2) Ac (cm2) 10.00 1,183




fs (kg/cm2) As (cm2) 1,000.00 11.83


Av (cm2) # varillas

1.98 6.0 USAR: 6 φφφφ 5/8"






P (kg) 6,302



35



REFUERZO RADIAL






LOSA DE FONDO



REFUERZO



36



MATERIALES





Di (m) Dm (m) ri (m) rm (m) 13.50 13.80 6.750 6.900

t (m) Hm (m) Ha (m) 0.30 5.10 4.60

V (m3) 658.44







n k j K (kg/cm2) 7.97 0.37 0.88 20.63

b (cm) rec (cm) db (cm) 100.00 5.00 1.91



37

SECCION POSITIVA

+Ms (T-m) t (cm) d (cm) 3.11 30.00 25.05



F.C.V. F.C.V. (SISMO) F.C.S. 1.70 1.20 1.00








F.D. φφφφ

1.30 0.90



6.87 100.00 30.00 25.05

As (cm2) ρρρρ 7.46 0.00249


0.0030 4.50


Ab (cm2) s (m) 1.98 0.27


38



F.D. φφφφ

1.30 0.90



15.91 100.00 30.00 24.05

As (cm2) ρρρρ 18.80 0.00627


0.0030 4.50


Ab (cm2) s (m) 2.85 0.15

s (m) # varillas 0.150 285


Hc (m) 1.28







1.70 1.65 0.90

39



USAR: 6 φ φ φ φ 5/8" @ 0.20, 4 φφφφ 1/2" @ 0.15, 4 φφφφ 1/2" @ 0.20, Rto. φ φ φ φ 1/2" @ 0.25 c/cara

REFUERZO MINIMO



MATERIALES



Di (m) Dm (m) ri (m) rm (m) 13.50 13.80 6.75 6.90

t (m) 0.30




emin (m) emax (m) 0.07 0.15

CARGAS EN SERVICIO

40



P (kg) V (kg/m) 43,056 1,015


H (kg/m) R (kg/m) 2,021 2,262




REFUERZO RADIAL


1,000.00 1.02

REFUERZOS MINIMOS

ρρρρmin

0.0020










41


TRACCION MAXIMA

Tmax (kg) 13,643


fcadm (kg/cm2) Ac (cm2) 10.00 1,364




fs (kg/cm2) As (cm2) 1,000.00 13.64


Av (cm2) # varillas

1.98 6.9 USAR: 8 φφφφ 5/8"






P (kg) 6,593



42



REFUERZO RADIAL






LOSA DE FONDO



REFUERZO



43



MATERIALES





Di (m) Dm (m) ri (m) rm (m) 16.60 17.00 8.300 8.500

t (m) Hm (m) Ha (m) 0.40 7.00 6.50

V (m3) 1,406.76







n k j K (kg/cm2) 7.97 0.37 0.88 20.63

b (cm) rec (cm) db (cm) 100.00 5.00 1.91



44

SECCION POSITIVA

+Ms (T-m) t (cm) d (cm) 8.59 40.00 35.05



F.C.V. F.C.V. (SISMO) F.C.S. 1.70 1.20 1.00








F.D. φφφφ

1.30 0.90



18.98 100.00 40.00 35.05

As (cm2) ρρρρ 14.89 0.00372


0.0030 6.00


Ab (cm2) s (m) 2.42 0.16


45



F.D. φφφφ

1.30 0.90



43.54 100.00 40.00 34.05

As (cm2) ρρρρ 37.47 0.00937


0.0030 6.00


Ab (cm2) s (m) 3.96 0.11

s (m) # varillas 0.100 525


Hc (m) 1.75







1.70 1.65 0.90

46




REFUERZO MINIMO



MATERIALES



Di (m) Dm (m) ri (m) rm (m) 16.60 17.00 8.30 8.50

t (m) 0.40




emin (m) emax (m) 0.07 0.15

CARGAS EN SERVICIO

47



P (kg) V (kg/m) 65,217 1,251


H (kg/m) R (kg/m) 2,444 2,746




REFUERZO RADIAL


1,000.00 1.25

REFUERZOS MINIMOS

ρρρρmin

0.0020










48


TRACCION MAXIMA

Tmax (kg) 20,287


fcadm (kg/cm2) Ac (cm2) 10.00 2,029




fs (kg/cm2) As (cm2) 1,000.00 20.29


Av (cm2) # varillas

2.85 7.1 USAR: 8 φφφφ 3/4"






P (kg) 11,064



49



REFUERZO RADIAL






LOSA DE FONDO



REFUERZO



ING. CARLOS IRALA CANDIOTTI REG. CIP No. 31113

Lima, 19 de Enero del 2015

Documents

Memoria de Cálculo Estructural Reservorios