DISEÑO ESTRUCTURAL DE LECHO DE SECADO INTRODUCCION El proyecto que se diseñará es un tanque tipo sección rectangular, se analizará y se diseñará conforme a la siguiente normativa: Normativa a Utilizar. Code Requirements for Environmental Engineering Concrete Structures(ACI 350M-01) And Commentary (ACI 350RM-01), Reported By ACI Committee 350. Design Considerations for Environmental Engineering Concrete Structures (ACI 350.4R-04), Reported by ACI Committee 350. Concrete Structures for Containment of Hazardous Materials (ACI 350.2R-04), Reported by ACI Committee 350. Tightness Testing of Environmental Engineering Concrete Structures (ACI 350.1-01) and Commentary (350.1R-01), Reported by ACI Committee 350. Environmental Engineering Concrete Structures (ACI 350.R-89), Reported by ACI Committee 350. Building Code Requirements for Structural Concrete (ACI 318M-08) and Commentary, Reported by ACI Committee 318. Norma Técnica del Reglamento Nacional de Edificaciones "Diseño Sismoresistente" E-030. Los dos folletos publicados por la Portland Cement Association: Circular Concrete Tanks Without Prestressing y Rectangular Concrete Tanks.
Cálculo estructural lecho de secado sección rectangular
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DISEÑO ESTRUCTURAL DE LECHO DE SECADO
INTRODUCCION
El proyecto que se diseñará es un tanque tipo sección
rectangular, se analizará y se diseñará conforme a la
siguiente normativa:
Normativa a Utilizar.
Code Requirements for Environmental Engineering
Concrete Structures(ACI 350M-01) And Commentary (ACI
350RM-01), Reported By ACI Committee 350.
Design Considerations for Environmental Engineering
Concrete Structures (ACI 350.4R-04), Reported by ACI
Committee 350.
Concrete Structures for Containment of Hazardous
Materials (ACI 350.2R-04), Reported by ACI Committee
350.
Tightness Testing of Environmental Engineering Concrete
Structures (ACI 350.1-01) and Commentary (350.1R-01),
Máximo espaciamiento de las barras para control de fisuración
M = 0.790 Ton-m Mumín = M = 0.558 Ton-m
As = 5.180 cm2 As = 3.887 cm2
d= 9.52 cm d= 9.52 cm
n= 9.38 n= 9.38
ρ = 0.0054 ρ = 0.0041
K= 0.27 K= 0.24
j= 0.91 j= 0.92
fs = 1,761 Kg/cm2 fs = 1,638 Kg/cm2
dc = 5.48 cm dc = 5.48 cm
factor z= 16,900 Kg/cm límite de la distribución del reuerzo a flexión para una grieta de 0.22 mm ACI 350-01 factor z= 16,900 Kg/cm límite de la distribución del reuerzo a flexión para una grieta de0.22 mm ACI 350-01
s max = 14.73 cm > OK 12.86 cm s max = 18.31 cm > OK 18.00 cm
DISEÑO DE LA ZAPATA
1.- DIMENSIONAMIENTO EN PLANTA DE LA ZAPATA
A.- CARGA MUERTA a (m) b (m) h (m) Pe (Kg/m3) Peso (Kg)
Viga 25 x 20 0.25 7.15 0.20 2,400.00 858.00
Viga 25 x 15 0.25 28.60 0.15 2,400.00 2,574.00
losas 1.60 1.60 0.05 2,400.00 3,840.00
Columnas 8 2.00 0.20 0.15 2,400.00 24.83
Columnas 4 2.50 0.20 0.15 2,400.00 31.03
Techo 11.30 8.30 50.00 4,689.50
Impermeabilzante en muros 1.53 28.60 0.02 1,500.00 1,312.74
Muro de ladrillo de soga 1.00 28.24 0.13 1,800.00 6,608.16
Muro 1.53 28.60 0.15 2,400.00 15,752.88
total Peso = 35,691.14
Peso por ml. = 1,247.94
Peso de la zapata 1.00 1.30 0.40 2,400.00 1,248.00