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A) DIMENSIONAMIENTO:
Dimensiones libres:
BL
Tanque agua h
V = 30 @ 35 m3 B B
ColumnasHmín = 10 m
vigas
B cimentación
A.1) Predimensionamiento del Tanque
B (m) 3.90 interiorh (m) 2.49BL (m) 0.30
Muros: t (cm) 25
Columnetas: b (cm) h (cm)25 25
Techo: t (cm) 15
Losa de fondo: t (cm) 25
A.2) Predimensionamiento del soporte
Columnas: b (cm) h (cm)60 25
Vigas: b (cm) h (cm)25 50
Viga de soporte: b (cm) h (cm)25 75
A.3) Predimensionamiento de la Cimentación
Losa de cimentac h (m) Df (m)0.70 3.10
15.1 DISEÑO DEL TANQUE Y LA CISTERNA CPU UNASAM
B) DISEÑO ESTRUCTURAL
B.1) DISEÑO ESTRUCTURAL DEL TANQUE
B.1.1) PROPIEDADES MECANICAS DE LOS COMPONENTES
Elemento f'c (Kg/cm2) n fc (Kg/cm2) fs (Kg/cm2) k j KTecho 210 9 94.5 2100 0.288 0.904 12.311Pared 210 9 94.5 2100 0.288 0.904 12.311Fondo 210 9 94.5 2100 0.288 0.904 12.311Columnetas 210 9 94.5 2100 0.288 0.904 12.311
fy (Kg/cm2) 4200
B.1.2) MOMENTOS ACTUANTES
Mx My Mx My Mx My0 -29.40 -364.06 2.00 102.05 -5.50 244.58
1/4 -149.12 -630.04 115.70 177.16 125.96 304.341/2 -158.15 -714.17 238.30 225.27 323.25 331.363/4 -40.81 -353.67 134.22 152.61 145.54 260.87
1 -124.84 -31.17 -791.34 -197.83 -971.15 -245.38
0.00 0.25 0.50 0.75 1.000 0.000 -364.06 -630.04 -714.17 -353.67 -31.17
B/4 0.975 102.05 177.16 225.27 152.61 -197.83B/2 1.950 244.58 304.34 331.36 260.87 -245.38
Verificación del Espesor de la Pared:
e (cm) 25.00
r (cm) 5.00d (cm) 20.00
Donde :M (Kg-m) 971.15K 12.31b (m) 100
dmín (cm) 8.88 OK!
Verificación del Espesor de la Losa del Techo:
Luz int (m) 3.90Luz (m) 4.15
e = L/36e (m) 11.53
Tomando : e (m) 15.00
Según el RNC en Losas Macizas en dos sentidos el Mmax se da en las fajas centrales.
MA = MB = CWL2
C = 0.036
Yx/h
1.57
B/h x/h y = 0 y = B/4 y = B/2
Metrando cargas :
PP = 460 Kg/m2Cv = 150 Kg/m2W = 610 Kg/m2
reemplazando :
MA = MB = 378.21 Kg.m
Peralte efectivo mínimo :
d = (M/K.b)1/2
Donde :b (cm) 100
n 9fc (Kg/cm2) 95fs (Kg/cm2) 2100
k 0.29j 0.90K 12.31
dmín (cm) 5.54
donde : r (cm) 7.5d (cm) 7.50 > d mín ---> OK!
Verificación del Espesor de la Losa de Fondo:
e (cm) 25.00
M = 1120.00 Kg.mEspesor mínimo .
d = (M/K.b)1/2
b (cm) 100n 9
fc (Kg/cm2) 95fs (Kg/cm2) 2100
k 0.29j 0.90K 12.31
dmín (cm) 9.54
r (cm) 5d (cm) 20.00 > d mín ---> OK!
B.1.3) DISEÑO ESTRUCTURAL Metodo Elástico
As = M / fsjd
Tomando :f'c (Kg/cm2) 210
n 9fc (Kg/cm2) 95fs (Kg/cm2) 2100 (Flexión)
k 0.288j 0.904
B.1.3.1) CALCULO DEL ACERO EN LA PARED:
Asmín = 0.0025 be
b (cm) 100e (cm) 25.000
Asmín (cm2) 6.25Vertical :
y = 01 3/4 1/2 1/4 0
-124.840 -40.810 -158.150 -149.120 -29.400cara interior exterior exterior exterior -
r (cm) 5 5 5 5 5d (cm) 20.00 20.00 20.00 20.00 20.00
Ascalc (cm2) 0.329 0.107 0.417 0.393 0.077As (cm2) 6.250 6.250 6.250 6.250 6.250
Varilla 1/2" 1/2" 1/2" 1/2" 1/2"Asvar (cm2) 1.29 1.29 1.29 1.29 1.29Scalc (cm) 20.64 20.64 20.64 20.64 20.64Sreal (cm) 20.00 20.00 20.00 20.00 20.00
y = B/41 3/4 1/2 1/4 0
-791.340 134.220 238.300 115.700 2.000cara interior interior exterior exterior -
r (cm) 5 5 5 5 5d (cm) 20.00 20.00 20.00 20.00 20.00
Ascalc (cm2) 2.084 0.354 0.628 0.305 0.005As (cm2) 6.250 6.250 6.250 6.250 6.250
Varilla 1/2" 1/2" 1/2" 1/2" 1/2"Asvar (cm2) 1.29 1.29 1.29 1.29 1.29Scalc (cm) 20.64 20.64 20.64 20.64 20.64Sreal (cm) 20.00 20.00 20.00 20.00 20.00
y = B/21 3/4 1/2 1/4 0
-971.150 145.540 323.250 125.960 -5.500cara - interior interior interior -
r (cm) 5 5 5 5 5d (cm) 20.00 20.00 20.00 20.00 20.00
Ascalc (cm2) 2.558 0.383 0.851 0.332 0.014As (cm2) 6.250 6.250 6.250 6.250 6.250
Varilla 1/2" 1/2" 1/2" 1/2" 1/2"Asvar (cm2) 1.29 1.29 1.29 1.29 1.29Scalc (cm) 20.64 20.64 20.64 20.64 20.64Sreal (cm) 20.00 20.00 20.00 20.00 20.00
x/h
Mx (Kg-m)
Mx (Kg-m)
x/h
x/h
Mx (Kg-m)
Horizontal :Asmín = 0.0025 be
b (cm) 100e (cm) 25.000
Asmín (cm2) 6.25
Calculo del Acero:
x/h = 0 y = 0 y = B/4 y = B/2My (Kg-m) -364.06 102.05 244.58
cara exterior exterior interiorr (cm) 5.00 5.00 5.00d (cm) 20.00 20.00 20.00
Ascalc (cm2) 0.96 0.27 0.64As (cm2) 6.25 6.25 6.25
Varilla 1/2" 1/2" 1/2"Asvar (cm2) 1.29 1.29 1.29Scalc (cm) 20.64 20.64 20.64Sreal (cm) 20.00 20.00 20.00
x/h = 1/4 y = 0 y = B/4 y = B/2My (Kg-m) -630.04 177.16 304.34
cara exterior exterior interiorr (cm) 5.00 5.00 5.00d (cm) 20.00 20.00 20.00
Ascalc (cm2) 1.66 0.47 0.80As (cm2) 6.25 6.25 6.25
Varilla 1/2" 1/2" 1/2"Asvar (cm2) 1.29 1.29 1.29Scalc (cm) 20.64 20.64 20.64Sreal (cm) 20.00 20.00 20.00
x/h = 1/2 y = 0 y = B/4 y = B/2My (Kg-m) -714.17 225.27 331.36
cara exterior exterior interiorr (cm) 5.00 5.00 5.00d (cm) 20.00 20.00 20.00
Ascalc (cm2) 1.88 0.59 0.87As (cm2) 6.25 6.25 6.25
Varilla 1/2" 1/2" 1/2"Asvar (cm2) 1.29 1.29 1.29Scalc (cm) 20.64 20.64 20.64Sreal (cm) 20.00 20.00 20.00
x/h = 3/4 y = 0 y = B/4 y = B/2My (Kg-m) -353.67 152.61 260.87
cara exterior exterior interiorr (cm) 5.00 5.00 5.00d (cm) 20.00 20.00 20.00
Ascalc (cm2) 0.93 0.40 0.69As (cm2) 6.25 6.25 6.25
Varilla 1/2" 1/2" 1/2"Asvar (cm2) 1.29 1.29 1.29Scalc (cm) 20.64 20.64 20.64Sreal (cm) 20.00 20.00 20.00
x/h = 1 y = 0 y = B/4 y = B/2My (Kg-m) -31.17 -197.83 -245.38
cara exterior exterior -r (cm) 5.00 5.00 5.00d (cm) 20.00 20.00 20.00
Ascalc (cm2) 0.08 0.52 0.65As (cm2) 6.25 6.25 6.25
Varilla 1/2" 1/2" 1/2"Asvar (cm2) 1.29 1.29 1.29Scalc (cm) 20.64 20.64 20.64Sreal (cm) 20.00 20.00 20.00
B.1.3.2) CONTROL DE GRIETAS:
Se requiere del momento de Servicio:971.15
As (cm2) 6.45e (cm) 25b (cm) 100r (cm) 5d (cm) 20r 0.0032n 9c (cm) 4.27db (cm) 1.59
fs (Kg/cm2) 810.56dc (cm) 5.795A (cm2) 231.8
Grieta:Z (Kg/cm) 8943.446166 OK! w (mm) 0.12 OK!
B.1.3.3) CALCULO DEL ACERO EN LAS LOSAS:
Asmín = 0.0025 be
b (cm) 100.00e (cm) 25.00
Asmín (cm2) 6.25
Fondo :sup, empotr inferior
1120.00 600.05r (cm) 5.00 5.00d (cm) 20.00 20.00
Ascalc (cm2) 2.95 1.58As (cm2) 6.25 6.25
Varilla 1/2" 1/2"Asvar (cm2) 1.29 1.29Scalc (cm) 20.64 20.64Sreal (cm) 20.00 20.00
Tapa :M (Kg-m) 378.21
r (cm) 5.00d (cm) 5.00
As (cm2) 3.98
As = 3.985 cm2
Usar Astapa : φ1/2" @ 0.20
M (Kg-m)
MSMAX (Kg-m)
B.1.3.4) VERIFICACION POR CORTE
ParedV = 2102.47 Kg
v = V/ jbdv = 1.16 Kg/cm2
vmáx = 55% (0.53 f'c1/2)
vmax = 4.22 Kg/cm2Como : v < vmax -----> OK!
Losa de Techo:
Corte :V = 1.25 WS/3
V = 991.25 Kg
v = V/ jbd
v = 0.50 Kg/cm2
vmáx = 55% (0.53 f'c1/2)
vmax = 4.22 Kg/cm2
Como : v < vmax -----> OK!
Losa de Fondo:V = 2150 Kg
v = V/ jbdv = 1.19 Kg/cm2
vmáx = 55% (0.53 f'c1/2)
vmax = 4.22 Kg/cm2Como : v < vmax -----> OK!
0.00
0.10
0.20
0.30
0.40
0.50
0.60
0.70
0.80
0.90
1.00-1200.00 -1000.00 -800.00 -600.00 -400.00 -200.00 0.00 200.00 400.00
M (Kg/m)
x/hMomentos Verticales
y = 0 y = B/4 y = B/2
-800.00
-600.00
-400.00
-200.00
0.00
200.00
400.00
0.000 0.200 0.400 0.600 0.800 1.000 1.200 1.400 1.600 1.800 2.000
My
(Kg-
m)
B (m)
My - Horizontales
0.00 0.25 0.50 0.75 1.00
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