Memoria De Calculo
Páginas: 6 (1350 palabras)
Publicado: 8 de enero de 2013
Claro:
35
t= t= ( 8% * Claro 0.08 ) (
18.000
TRABES (criterio) t 2 2 = 38 cm
9.000
)
b = = Atrabe = Acol = 3025 >= Atrabe 35 * * 75 55 = = 2625 3025 cm2 cm2 4 # 8 # 55 5 0.012 < p < 0.016 As = As = 55 36.30 = = 4 8 * * * 55 cm2 5.067 2.850 Suma = = = 20.27 22.80 43.07 * 0.012
55
2625
ok
8 6
ok
50
p
=
43.07 55 * 55
=
0.0142
ok
Página 3
DADOSDE CIMENTACION
(criterio)
Dado Principal
t'= 10 % tcol 95 10 t'= As = 0.10 95 * * 75 95 = * 7.5 0.01 = 10 cm
2 As = 90.25 cm
- 72.21 cm2 75
2 18.04 cm
No.#
8 = 18.04 / 5.067 =
= 4 # 8
3.56
No.# 8 10
ok
Dado Secundario
t'= 10 % tcol 75 10 t'= As = 0.10 75 * * 55 75 = * 5.50 = 0.01 10 cm
2 As = 56.25 cm
- 43.07 cm2 55
2 13.18 cm
No.#
5 = 13.18 / 1.979 == 8 # 5
6.66
#
5
No.# 5 10
ok
Página 4
ZAPATAS AISLADAS
(criterio) H= 40 Ǿ
Zapata Principal
# 10
H= 40 H= H=
(
3.175 cm
)
127 130
H= d= h= H
130 35 45
cm cm cm
d
h 5 cm
# 5 100
@ 20 95 295
# 8 100
@ 15
Plantilla (Un diametro menor a columna) 3 Veces ,mas + 10 cm por nivel
H= 40 Ǿ
Zapata Secundaria
#8
H= 40 H=
(2.54 ) cm
H= 101.6 110
H= d= h= H
110 30 40
cm cm cm
d
h
# 4 80
@ 20 75 235
# 6 80
@ 15
5 cm Plantilla (Un diametro menor a columna) 3 Veces ,mas + 10 cm por nivel
Página 5
DATOS DE DISEÑO
(Memoria de Calculo)
Uso : Estructura: Techumbre: Entrepiso: Concreto: Acero: Terreno: Coef. Sismico: Resist. Terreno: Claro Max. Techumbre: Claro Max. Entrepiso:Niveles:
Centro - Comercial Grupo "A" Armadura con lamina galvanizada Concreto Armado de 10 cm de espes Fc' = 250 kg/cm2 Fy' = 4,000 kg/cm2 Tipo I 0.44 25 Ton/m2 18.000 mts 9.000 mts Dos
Página 6
DISEÑO DE ARMADURAS
(Memoria de Calculo)
18.000
18.000
18.000
18.000
PLANTA
h = 10% L
8.10
18.000
18.000
CORTE
Página 7
6.000
6.000
6.000
18.000Montenes de = 6 Calibre = @=
" 1.00 m
14
Montenes (1.00 - 1.50)
W= w= 0.105 ton/ m @ w= w= 6.000 M= Sx = M Fb 47,250 2100 M= wl2 8 47,250 M= Kg - m 0.47250 T-m
105
1.000 105 0.105
kg /m2 mts kg / m Ton / m
Sx =
Calib. 10 12 14 16 Claro #Montenes 18.000 = = = =
Sx 40.28 32.21 23.65 19.12
Dist 1.79 1.43 1.05 0.85 mts mts mts mts
Sx =
22.500
cm3 = 1.000
18Página 8
DISEÑO DE ARMADURA SECUNDARIA
W= w= 0.9300 ton/ m WAD = W= W= 18.000 W= M= R=
105 50
6.000 930.00 0.9300 w l2 8 w l 2 h=
kg /m2 kg /m2 * kg /m Ton /m M= R= 37.66500 8.370 T-m Ton (W + WAD)
FUERZA DE TENSION Y COMPRESION
10% L 1.800 mts M h
T=C=
=
20.925
Ton
=
20,925
Kg
a) Cuerda Inferior ( Tensión )
2 As = As = T 1520 6.883 = cm2 13.766 cm
2
=2" x 5/16"
2
As = r =
7.42
0.99
Ok
b) Cuerda Superior ( Compresión )
2 As = fa = fa = C 2 l r 693 Cr = > 21,732 20,925 = 10.463 cm2 fa = 123 As = r = = 3" x 7/16"
15.68 1.47
= 122.44898
Cr = 2(fa)(As) 21,732 Cr =
Ok
c) Diagonal ( Tensión )
2 D= As = As = R Sen 45º 11,837 1520 3.894 = = cm2 11.837 7.787 ton cm
2
=
1 1/2" x 1/4"
= 2
11,837
kg
As =r =
4.40
0.74
Ok
d) Montante ( Compresión )
2 As = Fa = Mr = Mr = R 2 l r 2(fa)(As) 9,101 = = 4.185 147.5 Dr = > cm = 9,101 8,370
2
=
2 1/2" x 5/16"
As = r = 148 Fa = 480
9.48 1.22
Ok
Página 9
DISEÑO DE ARMADURA PRINCIPAL
8.370 8.370 0.465 T/m
6.000 12.555 9.765
1.395
-1.395
-9.765
-12.555 69.05250
R= R= M=
w l 2 12.555 B+b 2 Trapecio
+2 2 Ton (h) +
P
=
0.465 2
*
18.00
+
2
* 2
8.370
=
B*h 2
M=
66.96000
+
2.09250
=
69.05250
T-m
Triangulo
Página 10
FUERZA DE TENSION Y COMPRESION
M h
h=
10% L
T=C=
=
38.363
Ton
=
38,363
Kg
a) Cuerda Inferior ( Tension )
2 As = As = T 1520 12.619 = cm
2
=
3" x 3/8"
25.238
cm2
2
As =...
35
t= t= ( 8% * Claro 0.08 ) (
18.000
TRABES (criterio) t 2 2 = 38 cm
9.000
)
b = = Atrabe = Acol = 3025 >= Atrabe 35 * * 75 55 = = 2625 3025 cm2 cm2 4 # 8 # 55 5 0.012 < p < 0.016 As = As = 55 36.30 = = 4 8 * * * 55 cm2 5.067 2.850 Suma = = = 20.27 22.80 43.07 * 0.012
55
2625
ok
8 6
ok
50
p
=
43.07 55 * 55
=
0.0142
ok
Página 3
DADOSDE CIMENTACION
(criterio)
Dado Principal
t'= 10 % tcol 95 10 t'= As = 0.10 95 * * 75 95 = * 7.5 0.01 = 10 cm
2 As = 90.25 cm
- 72.21 cm2 75
2 18.04 cm
No.#
8 = 18.04 / 5.067 =
= 4 # 8
3.56
No.# 8 10
ok
Dado Secundario
t'= 10 % tcol 75 10 t'= As = 0.10 75 * * 55 75 = * 5.50 = 0.01 10 cm
2 As = 56.25 cm
- 43.07 cm2 55
2 13.18 cm
No.#
5 = 13.18 / 1.979 == 8 # 5
6.66
#
5
No.# 5 10
ok
Página 4
ZAPATAS AISLADAS
(criterio) H= 40 Ǿ
Zapata Principal
# 10
H= 40 H= H=
(
3.175 cm
)
127 130
H= d= h= H
130 35 45
cm cm cm
d
h 5 cm
# 5 100
@ 20 95 295
# 8 100
@ 15
Plantilla (Un diametro menor a columna) 3 Veces ,mas + 10 cm por nivel
H= 40 Ǿ
Zapata Secundaria
#8
H= 40 H=
(2.54 ) cm
H= 101.6 110
H= d= h= H
110 30 40
cm cm cm
d
h
# 4 80
@ 20 75 235
# 6 80
@ 15
5 cm Plantilla (Un diametro menor a columna) 3 Veces ,mas + 10 cm por nivel
Página 5
DATOS DE DISEÑO
(Memoria de Calculo)
Uso : Estructura: Techumbre: Entrepiso: Concreto: Acero: Terreno: Coef. Sismico: Resist. Terreno: Claro Max. Techumbre: Claro Max. Entrepiso:Niveles:
Centro - Comercial Grupo "A" Armadura con lamina galvanizada Concreto Armado de 10 cm de espes Fc' = 250 kg/cm2 Fy' = 4,000 kg/cm2 Tipo I 0.44 25 Ton/m2 18.000 mts 9.000 mts Dos
Página 6
DISEÑO DE ARMADURAS
(Memoria de Calculo)
18.000
18.000
18.000
18.000
PLANTA
h = 10% L
8.10
18.000
18.000
CORTE
Página 7
6.000
6.000
6.000
18.000Montenes de = 6 Calibre = @=
" 1.00 m
14
Montenes (1.00 - 1.50)
W= w= 0.105 ton/ m @ w= w= 6.000 M= Sx = M Fb 47,250 2100 M= wl2 8 47,250 M= Kg - m 0.47250 T-m
105
1.000 105 0.105
kg /m2 mts kg / m Ton / m
Sx =
Calib. 10 12 14 16 Claro #Montenes 18.000 = = = =
Sx 40.28 32.21 23.65 19.12
Dist 1.79 1.43 1.05 0.85 mts mts mts mts
Sx =
22.500
cm3 = 1.000
18Página 8
DISEÑO DE ARMADURA SECUNDARIA
W= w= 0.9300 ton/ m WAD = W= W= 18.000 W= M= R=
105 50
6.000 930.00 0.9300 w l2 8 w l 2 h=
kg /m2 kg /m2 * kg /m Ton /m M= R= 37.66500 8.370 T-m Ton (W + WAD)
FUERZA DE TENSION Y COMPRESION
10% L 1.800 mts M h
T=C=
=
20.925
Ton
=
20,925
Kg
a) Cuerda Inferior ( Tensión )
2 As = As = T 1520 6.883 = cm2 13.766 cm
2
=2" x 5/16"
2
As = r =
7.42
0.99
Ok
b) Cuerda Superior ( Compresión )
2 As = fa = fa = C 2 l r 693 Cr = > 21,732 20,925 = 10.463 cm2 fa = 123 As = r = = 3" x 7/16"
15.68 1.47
= 122.44898
Cr = 2(fa)(As) 21,732 Cr =
Ok
c) Diagonal ( Tensión )
2 D= As = As = R Sen 45º 11,837 1520 3.894 = = cm2 11.837 7.787 ton cm
2
=
1 1/2" x 1/4"
= 2
11,837
kg
As =r =
4.40
0.74
Ok
d) Montante ( Compresión )
2 As = Fa = Mr = Mr = R 2 l r 2(fa)(As) 9,101 = = 4.185 147.5 Dr = > cm = 9,101 8,370
2
=
2 1/2" x 5/16"
As = r = 148 Fa = 480
9.48 1.22
Ok
Página 9
DISEÑO DE ARMADURA PRINCIPAL
8.370 8.370 0.465 T/m
6.000 12.555 9.765
1.395
-1.395
-9.765
-12.555 69.05250
R= R= M=
w l 2 12.555 B+b 2 Trapecio
+2 2 Ton (h) +
P
=
0.465 2
*
18.00
+
2
* 2
8.370
=
B*h 2
M=
66.96000
+
2.09250
=
69.05250
T-m
Triangulo
Página 10
FUERZA DE TENSION Y COMPRESION
M h
h=
10% L
T=C=
=
38.363
Ton
=
38,363
Kg
a) Cuerda Inferior ( Tension )
2 As = As = T 1520 12.619 = cm
2
=
3" x 3/8"
25.238
cm2
2
As =...
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