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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
1.- INTRODUCCION
Todas las obras de la ingeniería civil, ya sean de hormigón armado, metal o madera se apoyan en el suelo, como ser edificios, puentes, etc., siempre que los analicemos como cuerpos en equilibrio dentro de un campo gravitatorio veremos la necesidad de la existencia de otro sobre el cual apoyarse. En caso que el cuerpo en equilibrio sea una estructura, la misma se apoyará en el suelo, y entre ambos existirá una zona de transición superestructura-suelo que se denomina fundación o cimentación.
Desde el punto de vista estructural, las fundaciones conforman aquella parte de las estructuras que estará encargada de distribuir las cargas recibidas hacia el suelo de fundación. En la cadena de transferencia de cargas, la fundación siempre es el último eslabón, y quizá uno de los más importantes, con el inconveniente que en general no se ve y queda enterrada. Esto hace que muchas veces los costos y el esfuerzo que demandan dentro de una obra no sean lo suficientemente valorados.
La decisión de elegir un tipo de fundación depende de tantos factores que resulta casi imposible disponerla dentro de márgenes definidos. Generalmente surgen como principales variables, el tipo de suelo, la magnitud de las cargas, la profundidad de la fundación y la planta de estructuras. Y sumado a éstos los factores económicos; el costo de la fundación en
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
relación al costo total del edificio determina muchas veces la decisión de hacer realidad o no un proyecto.
Por lo tanto el suelo debe ser capaz de soportar cargas de cualquier estructura sin fallar a corte y con asentamientos admisibles.
2.- Aspectos generales del proyecto
2.1.- Ubicación del proyecto
Podemos ubicar facilmente gracias al croquis proporcionado la ubicación exacta del proyecto.
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
De acuerdo al plano urbano de la ciudad, la ubicación del edificio corresponde a:
Departamento : Cochabamba Distrito : 12 Sub Distrito : 05 Zona : Tupuraya Manzano : N° 051 Dirección : Av. Mariano Melgarejo
2.2.- Funciones que se llevara a cabo en el edificio
Se tiene previsto que la funcion el proyecto sea netamente residencial, en cada losa entra el espacio funcional para 2 familias.
El diseño del edif. Será netamente con parámetros de un proyecto solo residencial.
2.3.- Nombre del propietario
Como propietarios del edificio en construcción estan el sr. Ricardo Higorre Mendez y sra. Rosalia Mendoza de Higorre
2.4.- Número de pisos
Se puede observar fácilmente en los planos arquitectónicos del proyecto que el número de pisos es de 7, sin tomar en cuenta la planta baja y la terraza, sin embargo se cargo al sap solo 4 plantas además de la terraza y la planta baja.
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
3.- Análisis de cargas y datos del análisis del suelo
3.1.- Predimencionamiento de los elementos estructurales
El pre-dimensionamiento se lo realizara tomando en cuenta la norma ACI 318-11.
Se tomara en cuenta las vigas, losas y columnas más críticas del edificio para el pre-dimensionamiento.
Columnas.-
La sección de columnas para cada planta se asume según el criterio de descenso de cargas. Esto para introducir la sección de columnas al paquete estructural SAP2000v16, para luego proceder a su diseño.
Para la Planta Baja se tiene las siguientes dimensiones:
45 x 45 (cm); 40 x 30 (cm)
Para el 1°, 2º, 3º, 4º piso se fueron aminorando las secciones
Vigas.-
H= luz de viga más crítica / 12
h= ln12
=6 .38m12
=0.431m →h=0.45m
b=h2=0.50m
2=0.25m →b=0 .25m
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Losas.-
Espesor mínimo de losa maciza según código alternativo ACI 318-08 sección 9.5.3.3
Verificamos si se trata de una losa en dos direcciones:
β= ¿Lc
=6.105.20
=1.17≤2
Por lo tanto cumple con la verificación – LOSA MACIZA EN DOS DIRECCIONES
Calculamos la altura mínima de la losa:
hmin=ln (0.8+ fy
14000)
36+9∗β
Reemplazando valores:
hmin=570 (0.8+ 4200
14000)
36+9∗1.17=14 .475 cm
Adoptamos un espesor de losa de 15 cm.
Escaleras.-
Para calcular hL de acuerdo a los espesores dados en la norma ACI, para vigas o losas simplemente apoyadas con acero de fy= 4200 Kg/cm, se tiene como espesor mínimo:
e= L20
=3.92m20
=0.146m
Entonces se tomara e=0.15
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
3.2.- Determinación de cargas muertas
Las cargas muertas se pueden dividir en dos: estructurales y no estructurales.
Cargas muertas estructurales
Las cargas estructurales son las cargas correspondientes al peso propio de los diferentes elementos estructurales tales como: vigas, losas, columnas y escalera.
No se determinará esta carga muerta estructural ya que éstas son calculadas directamente por el programa simulador (SAP2000 v.16) en el cual se representara la estructura, según el pre-diseño elaborado.
Cargas muertas no estructurales
Carga muerta distribuida en losas.-
PESO YESO 36 kg/m2
PESO DE CONTRAPISO 34 kg/m2
PESO DEL PISO 75 kg/m2
LUMINARIAS 15 kg/m2
MURO DE PARTICION 100 kg/m2
TOTAL 260 kg/m2
Carga muerta distribuida en escaleras.-
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
PESO YESO 30 kg/m2
PESO DE CONTRAPISO 60 kg/m2
PESO DEL PISO 60 kg/m2
LUMINARIAS 10 kg/m2
PESO DEL PELDAÑO 50kg/m2
TOTAL 180 kg/m2
3.3.- Determinacion de cargas vivas
Las cargas vivas pueden variar en magnitud y localización, y pueden ser causadas por los pesos de objetos colocados temporalmente sobre una estructura, por vehículos en movimiento o por fuerzas naturales.
Se supone que los pisos de los edificios están sometidos a cargas vivas uniformes, que dependen del propósito para el cual el edificio está diseñado. Cuando se asume una carga viva se debe tomar en cuenta la posibilidad de una sobrecarga por cargas de construcción y requisitos de servicio.
En nuestro caso hablamos de un edificio de viviendas tipo departamentos, de acuerdo a la ASCE 7-05 las cargas vivas serán:
CV LOSA = 250 kg/m2
CV ESCALERA = 300 kg/m2
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
4.- Datos de entrada
Se eligio el modelo matemático de Sap17 para poder calcular las fuerzas en el nivel cero. Además de optar por las áreas nm
VIGASBASE ALTURA
25 cm 45 cmLOSASESPESOR
15 cmESCALERASESPESOR LOSA
15cmCOLUMNAS
BASE ALTURA
45 cm
45 cm
CUADRADAS
35 cm
35 cm
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
5.- Datos de salida
5.1.- Planilla de esfuerzos solo de las columnas en el nivel cero
TABLE: Element Forces - FramesFrame Station OutputCase PText m Text Tonf2B 0 DEAD -42,93082B 0 1.4D -60,10312B 0 D+L -51,9942B 0 1.2D+1.6L -66,0182F 0 DEAD -44,29172F 0 1.4D -62,00842F 0 D+L -55,53022F 0 1.2D+1.6L -71,13172H 0 DEAD -48,09042H 0 1.4D -67,32662H 0 D+L -60,02942H 0 1.2D+1.6L -76,81092I 0 DEAD -55,57132I 0 1.4D -77,79982I 0 D+L -70,46342I 0 1.2D+1.6L -90,51292O 0 DEAD -33,97622O 0 1.4D -47,56672O 0 D+L -41,60172O 0 1.2D+1.6L -52,97233B 0 DEAD -39,24283B 0 1.4D -54,943B 0 D+L -49,37983B 0 1.2D+1.6L -63,31063F 0 DEAD -58,12353F 0 1.4D -81,37293F 0 D+L -74,89983F 0 1.2D+1.6L -96,59034H 0 DEAD -42,34634H 0 1.4D -59,28484H 0 D+L -54,92154H 0 1.2D+1.6L -70,93584I 0 DEAD -52,6752
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
4I 0 1.4D -73,74534I 0 D+L -67,69654I 0 1.2D+1.6L -87,24444N 0 DEAD -23,13384N 0 1.4D -32,38734N 0 D+L -28,95824N 0 1.2D+1.6L -37,07965B 0 DEAD -35,07555B 0 1.4D -49,10575B 0 D+L -43,70375B 0 1.2D+1.6L -55,89575F 0 DEAD -48,7245F 0 1.4D -68,21365F 0 D+L -62,88915F 0 1.2D+1.6L -81,1335H 0 DEAD -52,93275H 0 1.4D -74,10585H 0 D+L -68,1985H 0 1.2D+1.6L -87,94365I 0 DEAD -45,90455I 0 1.4D -64,26645I 0 D+L -58,63965I 0 1.2D+1.6L -75,4616
5M 0 DEAD -20,23815M 0 1.4D -28,33335M 0 D+L -24,94665M 0 1.2D+1.6L -31,81946B 0 DEAD -27,72046B 0 1.4D -38,80866B 0 D+L -33,63186B 0 1.2D+1.6L -42,72276E 0 DEAD -44,3666E 0 1.4D -62,11246E 0 D+L -57,73076E 0 1.2D+1.6L -74,62288G 0 DEAD -46,00048G 0 1.4D -64,40068G 0 D+L -59,2888G 0 1.2D+1.6L -76,46078H 0 DEAD -51,79078H 0 1.4D -72,5078H 0 D+L -66,7719
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
8H 0 1.2D+1.6L -86,11888I 0 DEAD -49,62878I 0 1.4D -69,48028I 0 D+L -63,59938I 0 1.2D+1.6L -81,90748L 0 DEAD -20,89118L 0 1.4D -29,24768L 0 D+L -25,71398L 0 1.2D+1.6L -32,7858
10B 0 DEAD -25,517910B 0 1.4D -35,725110B 0 D+L -30,209410B 0 1.2D+1.6L -38,127910E 0 DEAD -39,346910E 0 1.4D -55,085710E 0 D+L -50,482810E 0 1.2D+1.6L -65,033811B 0 DEAD -31,255711B 0 1.4D -43,75811B 0 D+L -38,345211B 0 1.2D+1.6L -48,8511E 0 DEAD -42,286811E 0 1.4D -59,201511E 0 D+L -53,923711E 0 1.2D+1.6L -69,363211H 0 DEAD -59,105311H 0 1.4D -82,747511H 0 D+L -76,456511H 0 1.2D+1.6L -98,688311I 0 DEAD -45,8811I 0 1.4D -64,23211I 0 D+L -58,494611I 0 1.2D+1.6L -75,239411K 0 DEAD -19,478611K 0 1.4D -27,2711K 0 D+L -23,779711K 0 1.2D+1.6L -30,256112B 0 DEAD -30,665712B 0 1.4D -42,931912B 0 D+L -37,843212B 0 1.2D+1.6L -48,282912E 0 DEAD -44,4735
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
12E 0 1.4D -62,262812E 0 D+L -56,352712E 0 1.2D+1.6L -72,374912G 0 DEAD -46,50412G 0 1.4D -65,105612G 0 D+L -59,139912G 0 1.2D+1.6L -76,022212H 0 DEAD -60,733712H 0 1.4D -85,027212H 0 D+L -78,337112H 0 1.2D+1.6L -101,045912J 0 DEAD -37,840712J 0 1.4D -52,976912J 0 D+L -47,238512J 0 1.2D+1.6L -60,445413B 0 DEAD -25,460913B 0 1.4D -35,645313B 0 D+L -30,19713B 0 1.2D+1.6L -38,130914E 0 DEAD -24,735114E 0 1.4D -34,629114E 0 D+L -29,941514E 0 1.2D+1.6L -38,012415G 0 DEAD -27,644315G 0 1.4D -38,70215G 0 D+L -33,774515G 0 1.2D+1.6L -42,981516H 0 DEAD -39,111316H 0 1.4D -54,755816H 0 D+L -48,72516H 0 1.2D+1.6L -62,315417I 0 DEAD -32,673817I 0 1.4D -45,743417I 0 D+L -39,7717I 0 1.2D+1.6L -50,5625
5.2.- Planilla resumen de esfuerzos axiales combinaciones II y III
5.3.- Vistas de estructura
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Estructura deformada:
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
6.- DISENO Y DIMENCIONADO DE LA ESTRUCTURA
6.1.- Planilla resumen de los esfuerzos axiales al nivel de la fundación
Frame Station OutputCase S11 S12 S13 SMaxText m Text Kgf/m2 Kgf/m2 Kgf/m2 Kgf/m2
2A 0 1.2D+1.6L -412612,57 -1227,96 2044,742F 0 1.2D+1.6L -592764,01 -1470,17 3767,572H 0 1.2D+1.6L -640090,48 -1295,07 5724,432I 0 1.2D+1.6L -754274,45 -1848,01 2522,712O 0 1.2D+1.6L -331076,77 2047,01 341,053B 0 1.2D+1.6L -527588,08 -3094,21 -926,023F 0 1.2D+1.6L -476988,99 -2344,03 -1448,214H 0 1.2D+1.6L -630543,39 -1262,31 1120,194I 0 1.2D+1.6L -430836,43 -1468,28 1273,97
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
4N 0 1.2D+1.6L -308997,03 2103,28 688,995B 0 1.2D+1.6L -465797,35 -2074,8 1264,335G 0 1.2D+1.6L -400656,99 -1999,68 1727,35H 0 1.2D+1.6L -434289,55 -1496,9 -857,615I 0 1.2D+1.6L -372649,78 -931,25 -1808,175M 0 1.2D+1.6L -265161,38 1025,92 -769,936E 0 1.2D+1.6L -368507,41 -1960,94 -1538,598G 0 1.2D+1.6L -377583,55 -1387,03 -1704,168H 0 1.2D+1.6L -425277,95 -2804,61 -523,158I 0 1.2D+1.6L -404481,15 250,45 -456,328L 0 1.2D+1.6L -273215,36 504,17 -107,9210B 0 1.2D+1.6L -317732,28 -656,49 -327,0110E 0 1.2D+1.6L -321154,47 -1050,79 1387,4211B 0 1.2D+1.6L -407083,03 -186,02 -1055,6511E 0 1.2D+1.6L -342534,5 -3013,09 -1700,0211H 0 1.2D+1.6L -487349,57 -383,82 -654,0811I 0 1.2D+1.6L -371552,37 1247,95 -1421,311K 0 1.2D+1.6L -252134,4 373,05 -464,0912B 0 1.2D+1.6L -402357,2 -850,21 1091,2112E 0 1.2D+1.6L -357407,15 -556,82 909,8912G 0 1.2D+1.6L -375418,45 -1385,01 1267,6112H 0 1.2D+1.6L -498992,29 -4229,03 -685,2912J 0 1.2D+1.6L -503711,59 6145,01 -1080,7813B 0 1.2D+1.6L -238317,95 -1383,23 1220,5114E 0 1.2D+1.6L -316770,18 -618,89 279,815G 0 1.2D+1.6L -358179,19 -959,03 435,5816H 0 1.2D+1.6L -519295,24 -1633,89 746,8817I 0 1.2D+1.6L -421354,51 1876,92 3534,076B 0 1.2D+1.6L -356022,53 -5007,03 -8518,52 274,03
6.2.- Dimencionado de columnas con Pca
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
ANALISIS COLUMNAS CON PCACOL
COLUMNA 2-B
General Information:
====================
File Name: untitled.col
Project: Fundaciones
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Column: 2-B Engineer: G.R.S
Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered
Run Axis: X-axis Column Type: Structural
Material Properties:
====================
f'c = 22,5 MPa fy = 420 MPa
Ec = 23500 MPa Es = 199955 MPa
Ultimate strain = 0.003 mm/mm
Beta1 = 0.85
Section:
========
Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2
Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4
Xo = 0 mm Yo = 0 mm
Reinforcement:
==============
Rebar Database: prEN 10080
Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2)
---- --------- ----------- ---- --------- ----------- ---- --------- -----------
# 6 6 28 # 8 8 50 # 10 10 79
# 12 12 113 # 14 14 154 # 16 16 201
# 20 20 314 # 25 25 491 # 28 28 616
# 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars.
phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
Layout: Rectangular
Pattern: All Sides Equal (Cover to longitudinal reinforcement)
Total steel area, As = 1608 mm^2 at 1.00%
8 #16 Cover = 50 mm
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation)
=========================================================
Pu Mux fMnx
No. kN kN-m kN-m fMn/Mu
--- ------------ ------------ ------------ --------
1 59.0 2.0 107.5 53.761
*** Program completed as requested! ***
COLUMNA 2-F
General Information:
====================
File Name: untitled.col
Project: Fundaciones
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Column: 2-F Engineer: G.R.S
Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered
Run Axis: X-axis Column Type: Structural
Material Properties:
====================
f'c = 22,5 MPa fy = 420 MPa
Ec = 23500 MPa Es = 199955 MPa
Ultimate strain = 0.003 mm/mm
Beta1 = 0.85
Section:
========
Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2
Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4
Xo = 0 mm Yo = 0 mm
Reinforcement:
==============
Rebar Database: prEN 10080
Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2)
---- --------- ----------- ---- --------- ----------- ---- --------- -----------
# 6 6 28 # 8 8 50 # 10 10 79
# 12 12 113 # 14 14 154 # 16 16 201
# 20 20 314 # 25 25 491 # 28 28 616
# 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars.
phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
Layout: Rectangular
Pattern: All Sides Equal (Cover to longitudinal reinforcement)
Total steel area, As = 3928 mm^2 at 2.45%
8 #25 Cover = 50 mm
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation)
=========================================================
Pu Mux fMnx
No. kN kN-m kN-m fMn/Mu
--- ------------ ------------ ------------ --------
1 59.0 2.0 224.3 112.153
2 2506.0 2.0 99.5 49.755
*** Program completed as requested! ***
COLUMNA 2-H
09/02/15 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - Page 2
03:01:12 Licensed to: Licensee name not yet specified. untitled
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
General Information:
====================
File Name: untitled.col
Project: Fundaciones
Column: 2-H Engineer: G.R.S
Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered
Run Axis: X-axis Column Type: Structural
Material Properties:
====================
f'c = 22,5 MPa fy = 420 MPa
Ec = 23500 MPa Es = 199955 MPa
Ultimate strain = 0.003 mm/mm
Beta1 = 0.85
Section:
========
Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2
Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4
Xo = 0 mm Yo = 0 mm
Reinforcement:
==============
Rebar Database: prEN 10080
Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2)
---- --------- ----------- ---- --------- ----------- ---- --------- -----------
# 6 6 28 # 8 8 50 # 10 10 79
# 12 12 113 # 14 14 154 # 16 16 201
# 20 20 314 # 25 25 491 # 28 28 616
# 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars.
phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
![Page 22: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/22.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Layout: Rectangular
Pattern: All Sides Equal (Cover to longitudinal reinforcement)
Total steel area, As = 1608 mm^2 at 1.00%
8 #16 Cover = 50 mm
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation)
=========================================================
Pu Mux fMnx
No. kN kN-m kN-m fMn/Mu
--- ------------ ------------ ------------ --------
1 1728.1 10.1 118.1 11.719
*** Program completed as requested! ***
COLUMNA 2-I
General Information:
====================
File Name: untitled.col
Project: Fundaciones
![Page 23: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/23.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Column: 2-I Engineer: G.R.S
Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered
Run Axis: X-axis Column Type: Structural
Material Properties:
====================
f'c = 22,5 MPa fy = 420 MPa
Ec = 23500 MPa Es = 199955 MPa
Ultimate strain = 0.003 mm/mm
Beta1 = 0.85
Section:
========
Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2
Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4
Xo = 0 mm Yo = 0 mm
Reinforcement:
==============
Rebar Database: prEN 10080
Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2)
---- --------- ----------- ---- --------- ----------- ---- --------- -----------
# 6 6 28 # 8 8 50 # 10 10 79
# 12 12 113 # 14 14 154 # 16 16 201
# 20 20 314 # 25 25 491 # 28 28 616
# 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars.
phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
Layout: Rectangular
Pattern: All Sides Equal (Cover to longitudinal reinforcement)
Total steel area, As = 1608 mm^2 at 1.00%
8 #16 Cover = 50 mm
![Page 24: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/24.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation)
=========================================================
Pu Mux fMnx
No. kN kN-m kN-m fMn/Mu
--- ------------ ------------ ------------ --------
1 540.5 0.3 169.1 492.440
*** Program completed as requested! ***
COLUMNA 2-Q
General Information:
====================
File Name: untitled.col
![Page 25: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/25.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Project: Fundaciones
Column: 2-Q Engineer: G.R.S
Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered
Run Axis: X-axis Column Type: Structural
Material Properties:
====================
f'c = 22,5 MPa fy = 420 MPa
Ec = 23500 MPa Es = 199955 MPa
Ultimate strain = 0.003 mm/mm
Beta1 = 0.85
Section:
========
Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2
Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4
Xo = 0 mm Yo = 0 mm
Reinforcement:
==============
Rebar Database: prEN 10080
Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2)
---- --------- ----------- ---- --------- ----------- ---- --------- -----------
# 6 6 28 # 8 8 50 # 10 10 79
# 12 12 113 # 14 14 154 # 16 16 201
# 20 20 314 # 25 25 491 # 28 28 616
# 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars.
phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
Layout: Rectangular
Pattern: All Sides Equal (Cover to longitudinal reinforcement)
Total steel area, As = 1608 mm^2 at 1.00%
![Page 26: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/26.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
8 #16 Cover = 50 mm
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation)
=========================================================
Pu Mux fMnx
No. kN kN-m kN-m fMn/Mu
--- ------------ ------------ ------------ --------
1 787.0 2.0 169.2 84.603
*** Program completed as requested! ***
COLUMNA 3-B
General Information:
====================
File Name: untitled.col
Project: Fundaciones
![Page 27: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/27.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Column: 3-B Engineer: G.R.S
Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered
Run Axis: X-axis Column Type: Structural
Material Properties:
====================
f'c = 22,5 MPa fy = 420 MPa
Ec = 23500 MPa Es = 199955 MPa
Ultimate strain = 0.003 mm/mm
Beta1 = 0.85
Section:
========
Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2
Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4
Xo = 0 mm Yo = 0 mm
Reinforcement:
==============
Rebar Database: prEN 10080
Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2)
---- --------- ----------- ---- --------- ----------- ---- --------- -----------
# 6 6 28 # 8 8 50 # 10 10 79
# 12 12 113 # 14 14 154 # 16 16 201
# 20 20 314 # 25 25 491 # 28 28 616
# 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars.
phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
Layout: Rectangular
Pattern: All Sides Equal (Cover to longitudinal reinforcement)
Total steel area, As = 1608 mm^2 at 1.00%
8 #16 Cover = 50 mm
![Page 28: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/28.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation)
=========================================================
Pu Mux fMnx
No. kN kN-m kN-m fMn/Mu
--- ------------ ------------ ------------ --------
1 63.0 2.0 108.1 54.049
*** Program completed as requested! ***
COLUMNA 3-F
General Information:
====================
File Name: untitled.col
![Page 29: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/29.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Project: Fundaciones
Column: 3-F Engineer: G.R.S
Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered
Run Axis: X-axis Column Type: Structural
Material Properties:
====================
f'c = 22,5 MPa fy = 420 MPa
Ec = 23500 MPa Es = 199955 MPa
Ultimate strain = 0.003 mm/mm
Beta1 = 0.85
Section:
========
Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2
Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4
Xo = 0 mm Yo = 0 mm
Reinforcement:
==============
Rebar Database: prEN 10080
Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2)
---- --------- ----------- ---- --------- ----------- ---- --------- -----------
# 6 6 28 # 8 8 50 # 10 10 79
# 12 12 113 # 14 14 154 # 16 16 201
# 20 20 314 # 25 25 491 # 28 28 616
# 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars.
phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
Layout: Rectangular
Pattern: All Sides Equal (Cover to longitudinal reinforcement)
![Page 30: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/30.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Total steel area, As = 1964 mm^2 at 1.23%
4 #25 Cover = 50 mm
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation)
=========================================================
Pu Mux fMnx
No. kN kN-m kN-m fMn/Mu
--- ------------ ------------ ------------ --------
1 9.0 0.0 117.8 999.999
*** Program completed as requested! ***
COLUMNA 4-H
General Information:
====================
File Name: untitled.col
Project: Fundaciones
![Page 31: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/31.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Column: 4-H Engineer: G.R.S
Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered
Run Axis: X-axis Column Type: Structural
Material Properties:
====================
f'c = 22,5 MPa fy = 420 MPa
Ec = 23500 MPa Es = 199955 MPa
Ultimate strain = 0.003 mm/mm
Beta1 = 0.85
Section:
========
Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2
Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4
Xo = 0 mm Yo = 0 mm
Reinforcement:
==============
Rebar Database: prEN 10080
Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2)
---- --------- ----------- ---- --------- ----------- ---- --------- -----------
# 6 6 28 # 8 8 50 # 10 10 79
# 12 12 113 # 14 14 154 # 16 16 201
# 20 20 314 # 25 25 491 # 28 28 616
# 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars.
![Page 32: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/32.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
Layout: Rectangular
Pattern: All Sides Equal (Cover to longitudinal reinforcement)
Total steel area, As = 1964 mm^2 at 1.23%
4 #25 Cover = 50 mm
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation)
=========================================================
Pu Mux fMnx
No. kN kN-m kN-m fMn/Mu
--- ------------ ------------ ------------ --------
1 2013.0 3.0 106.4 35.475
*** Program completed as requested! ***
COLUMNA 4-I
General Information:
====================
File Name: untitled.col
![Page 33: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/33.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Project: Fundaciones
Column: 4-I Engineer: G.R.S
Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered
Run Axis: X-axis Column Type: Structural
Material Properties:
====================
f'c = 22,5 MPa fy = 420 MPa
Ec = 23500 MPa Es = 199955 MPa
Ultimate strain = 0.003 mm/mm
Beta1 = 0.85
Section:
========
Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2
Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4
Xo = 0 mm Yo = 0 mm
Reinforcement:
==============
Rebar Database: prEN 10080
Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2)
---- --------- ----------- ---- --------- ----------- ---- --------- -----------
# 6 6 28 # 8 8 50 # 10 10 79
# 12 12 113 # 14 14 154 # 16 16 201
# 20 20 314 # 25 25 491 # 28 28 616
# 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars.
![Page 34: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/34.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
Layout: Rectangular
Pattern: All Sides Equal (Cover to longitudinal reinforcement)
Total steel area, As = 1964 mm^2 at 1.23%
4 #25 Cover = 50 mm
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation)
=========================================================
Pu Mux fMnx
No. kN kN-m kN-m fMn/Mu
--- ------------ ------------ ------------ --------
1 1928.0 0.0 116.1 999.999
*** Program completed as requested! ***
COLUMNA 4-M
General Information:
====================
File Name: untitled.col
![Page 35: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/35.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Project: Fundaciones
Column: 4-M Engineer: G.R.S
Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered
Run Axis: X-axis Column Type: Structural
Material Properties:
====================
f'c = 22,5 MPa fy = 420 MPa
Ec = 23500 MPa Es = 199955 MPa
Ultimate strain = 0.003 mm/mm
Beta1 = 0.85
Section:
========
Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2
Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4
Xo = 0 mm Yo = 0 mm
Reinforcement:
==============
Rebar Database: prEN 10080
Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2)
---- --------- ----------- ---- --------- ----------- ---- --------- -----------
# 6 6 28 # 8 8 50 # 10 10 79
# 12 12 113 # 14 14 154 # 16 16 201
# 20 20 314 # 25 25 491 # 28 28 616
# 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars.
phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
![Page 36: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/36.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Layout: Rectangular
Pattern: All Sides Equal (Cover to longitudinal reinforcement)
Total steel area, As = 1964 mm^2 at 1.23%
4 #25 Cover = 50 mm
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation)
=========================================================
Pu Mux fMnx
No. kN kN-m kN-m fMn/Mu
--- ------------ ------------ ------------ --------
1 2084.0 1.0 97.7 97.701
*** Program completed as requested! ***
COLUMNA 5-B
General Information:
====================
File Name: untitled.col
![Page 37: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/37.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Project: Fundaciones
Column: 5-B Engineer: G.R.S
Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered
Run Axis: X-axis Column Type: Structural
Material Properties:
====================
f'c = 22,5 MPa fy = 420 MPa
Ec = 23500 MPa Es = 199955 MPa
Ultimate strain = 0.003 mm/mm
Beta1 = 0.85
Section:
========
Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2
Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4
Xo = 0 mm Yo = 0 mm
Reinforcement:
==============
Rebar Database: prEN 10080
Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2)
---- --------- ----------- ---- --------- ----------- ---- --------- -----------
# 6 6 28 # 8 8 50 # 10 10 79
# 12 12 113 # 14 14 154 # 16 16 201
# 20 20 314 # 25 25 491 # 28 28 616
# 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars.
phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
![Page 38: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/38.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Layout: Rectangular
Pattern: All Sides Equal (Cover to longitudinal reinforcement)
Total steel area, As = 1964 mm^2 at 1.23%
4 #25 Cover = 50 mm
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation)
=========================================================
Pu Mux fMnx
No. kN kN-m kN-m fMn/Mu
--- ------------ ------------ ------------ --------
1 1645.2 0.0 141.5 999.999
*** Program completed as requested! ***
COLUMNA 5-F
General Information:
====================
File Name: untitled.col
![Page 39: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/39.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Project: Fundaciones
Column: 5-F Engineer: G.R.S
Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered
Run Axis: X-axis Column Type: Structural
Material Properties:
====================
f'c = 22,5 MPa fy = 420 MPa
Ec = 23500 MPa Es = 199955 MPa
Ultimate strain = 0.003 mm/mm
Beta1 = 0.85
Section:
========
Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2
Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4
Xo = 0 mm Yo = 0 mm
Reinforcement:
==============
Rebar Database: prEN 10080
Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2)
---- --------- ----------- ---- --------- ----------- ---- --------- -----------
# 6 6 28 # 8 8 50 # 10 10 79
# 12 12 113 # 14 14 154 # 16 16 201
# 20 20 314 # 25 25 491 # 28 28 616
# 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars.
phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
![Page 40: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/40.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Layout: Rectangular
Pattern: All Sides Equal (Cover to longitudinal reinforcement)
Total steel area, As = 1964 mm^2 at 1.23%
4 #25 Cover = 50 mm
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation)
=========================================================
Pu Mux fMnx
No. kN kN-m kN-m fMn/Mu
--- ------------ ------------ ------------ --------
1 1750.0 1.0 132.9 132.875
*** Program completed as requested! ***
COLUMNA 5-H
General Information:
====================
File Name: untitled.col
![Page 41: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/41.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Project: Fundaciones
Column: 5-H Engineer: G.R.S
Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered
Run Axis: X-axis Column Type: Structural
Material Properties:
====================
f'c = 22,5 MPa fy = 420 MPa
Ec = 23500 MPa Es = 199955 MPa
Ultimate strain = 0.003 mm/mm
Beta1 = 0.85
Section:
========
Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2
Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4
Xo = 0 mm Yo = 0 mm
Reinforcement:
==============
Rebar Database: prEN 10080
Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2)
---- --------- ----------- ---- --------- ----------- ---- --------- -----------
# 6 6 28 # 8 8 50 # 10 10 79
# 12 12 113 # 14 14 154 # 16 16 201
# 20 20 314 # 25 25 491 # 28 28 616
# 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars.
phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
![Page 42: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/42.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Layout: Rectangular
Pattern: All Sides Equal (Cover to longitudinal reinforcement)
Total steel area, As = 1608 mm^2 at 1.00%
8 #16 Cover = 50 mm
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation)
=========================================================
Pu Mux fMnx
No. kN kN-m kN-m fMn/Mu
--- ------------ ------------ ------------ --------
1 1944.0 3.0 98.0 32.663
*** Program completed as requested! ***
COLUMNA 5-I
General Information:
====================
File Name: untitled.col
![Page 43: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/43.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Project: Fundaciones
Column: 5-I Engineer: G.R.S
Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered
Run Axis: X-axis Column Type: Structural
Material Properties:
====================
f'c = 22,5 MPa fy = 420 MPa
Ec = 23500 MPa Es = 199955 MPa
Ultimate strain = 0.003 mm/mm
Beta1 = 0.85
Section:
========
Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2
Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4
Xo = 0 mm Yo = 0 mm
Reinforcement:
==============
Rebar Database: prEN 10080
Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2)
---- --------- ----------- ---- --------- ----------- ---- --------- -----------
# 6 6 28 # 8 8 50 # 10 10 79
# 12 12 113 # 14 14 154 # 16 16 201
# 20 20 314 # 25 25 491 # 28 28 616
# 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars.
phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
![Page 44: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/44.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Layout: Rectangular
Pattern: All Sides Equal (Cover to longitudinal reinforcement)
Total steel area, As = 1964 mm^2 at 1.23%
4 #25 Cover = 50 mm
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation)
=========================================================
Pu Mux fMnx
No. kN kN-m kN-m fMn/Mu
--- ------------ ------------ ------------ --------
1 425.0 1.0 174.0 174.003
*** Program completed as requested! ***
COLUMNA 5-M
General Information:
====================
File Name: untitled.col Project: Fundaciones Column: 5-M Engineer: G.R.S Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered
![Page 45: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/45.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Run Axis: X-axis Column Type: Structural
Material Properties: ==================== f'c = 22,5 MPa fy = 420 MPa Ec = 23500 MPa Es = 199955 MPa Ultimate strain = 0.003 mm/mm Beta1 = 0.85
Section: ======== Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2 Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4 Xo = 0 mm Yo = 0 mm
Reinforcement: ============== Rebar Database: prEN 10080 Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 6 6 28 # 8 8 50 # 10 10 79 # 12 12 113 # 14 14 154 # 16 16 201 # 20 20 314 # 25 25 491 # 28 28 616 # 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
Layout: Rectangular Pattern: All Sides Equal (Cover to longitudinal reinforcement) Total steel area, As = 1608 mm^2 at 1.00% 8 #16 Cover = 50 mm
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ========================================================= Pu Mux fMnx No. kN kN-m kN-m fMn/Mu --- ------------ ------------ ------------ -------- 1 1702.0 1.0 120.2 120.210
*** Program completed as requested! ***
COLUMNA 6-B
General Information:
![Page 46: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/46.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
==================== File Name: untitled.col Project: Fundaciones Column: 6-B Engineer: G.R.S Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered Run Axis: X-axis Column Type: Structural
Material Properties: ==================== f'c = 22,5 MPa fy = 420 MPa Ec = 23500 MPa Es = 199955 MPa Ultimate strain = 0.003 mm/mm Beta1 = 0.85
Section: ======== Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2 Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4 Xo = 0 mm Yo = 0 mm
Reinforcement: ============== Rebar Database: prEN 10080 Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 6 6 28 # 8 8 50 # 10 10 79 # 12 12 113 # 14 14 154 # 16 16 201 # 20 20 314 # 25 25 491 # 28 28 616 # 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
Layout: Rectangular Pattern: All Sides Equal (Cover to longitudinal reinforcement) Total steel area, As = 1608 mm^2 at 1.00% 8 #16 Cover = 50 mm
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ========================================================= Pu Mux fMnx No. kN kN-m kN-m fMn/Mu --- ------------ ------------ ------------ -------- 1 1749.0 2.0 116.4 58.200
*** Program completed as requested! ***
COLUMNA 6-E
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
General Information: ==================== File Name: untitled.col Project: Fundaciones Column: 6-E Engineer: G.R.S Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered Run Axis: X-axis Column Type: Structural
Material Properties: ==================== f'c = 22,5 MPa fy = 420 MPa Ec = 23500 MPa Es = 199955 MPa Ultimate strain = 0.003 mm/mm Beta1 = 0.85
Section: ======== Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2 Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4 Xo = 0 mm Yo = 0 mm
Reinforcement: ============== Rebar Database: prEN 10080 Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 6 6 28 # 8 8 50 # 10 10 79 # 12 12 113 # 14 14 154 # 16 16 201 # 20 20 314 # 25 25 491 # 28 28 616 # 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
Layout: Rectangular Pattern: All Sides Equal (Cover to longitudinal reinforcement) Total steel area, As = 1608 mm^2 at 1.00% 8 #16 Cover = 50 mm
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ========================================================= Pu Mux fMnx
![Page 48: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/48.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
No. kN kN-m kN-m fMn/Mu --- ------------ ------------ ------------ -------- 1 1016.0 1.0 152.0 151.969
*** Program completed as requested! ***
COLUMNA 8-G
General Information: ==================== File Name: untitled.col Project: Fundaciones Column: 8-G Engineer: G.R.S Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered Run Axis: X-axis Column Type: Structural
Material Properties: ==================== f'c = 22,5 MPa fy = 420 MPa Ec = 23500 MPa Es = 199955 MPa Ultimate strain = 0.003 mm/mm Beta1 = 0.85
Section: ======== Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2 Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4 Xo = 0 mm Yo = 0 mm
Reinforcement: ============== Rebar Database: prEN 10080 Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 6 6 28 # 8 8 50 # 10 10 79 # 12 12 113 # 14 14 154 # 16 16 201 # 20 20 314 # 25 25 491 # 28 28 616 # 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
Layout: Rectangular
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Pattern: All Sides Equal (Cover to longitudinal reinforcement) Total steel area, As = 1608 mm^2 at 1.00% 8 #16 Cover = 50 mm
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ========================================================= Pu Mux fMnx No. kN kN-m kN-m fMn/Mu --- ------------ ------------ ------------ -------- 1 1426.0 1.0 137.8 137.764
*** Program completed as requested! ***
COLUMNA 8-H
General Information: ==================== File Name: untitled.col Project: Fundaciones Column: 8-H Engineer: G.R.S Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered Run Axis: X-axis Column Type: Structural
Material Properties: ==================== f'c = 22,5 MPa fy = 420 MPa Ec = 23500 MPa Es = 199955 MPa Ultimate strain = 0.003 mm/mm Beta1 = 0.85
Section: ======== Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2 Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4 Xo = 0 mm Yo = 0 mm
Reinforcement: ============== Rebar Database: prEN 10080 Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 6 6 28 # 8 8 50 # 10 10 79 # 12 12 113 # 14 14 154 # 16 16 201
![Page 50: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/50.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
# 20 20 314 # 25 25 491 # 28 28 616 # 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
Layout: Rectangular Pattern: All Sides Equal (Cover to longitudinal reinforcement) Total steel area, As = 1964 mm^2 at 1.23% 4 #25 Cover = 50 mm
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ========================================================= Pu Mux fMnx No. kN kN-m kN-m fMn/Mu --- ------------ ------------ ------------ -------- 1 825.0 1.0 192.3 192.344
*** Program completed as requested! ***
COLUMNA 8-I
General Information: ==================== File Name: untitled.col Project: Fundaciones Column: 8-I Engineer: G.R.S Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered Run Axis: X-axis Column Type: Structural
Material Properties: ==================== f'c = 22,5 MPa fy = 420 MPa Ec = 23500 MPa Es = 199955 MPa Ultimate strain = 0.003 mm/mm Beta1 = 0.85
Section: ======== Rectangular: Width = 400 mm Depth = 400 mm
![Page 51: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/51.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Gross section area, Ag = 160000 mm^2 Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4 Xo = 0 mm Yo = 0 mm
Reinforcement: ============== Rebar Database: prEN 10080 Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 6 6 28 # 8 8 50 # 10 10 79 # 12 12 113 # 14 14 154 # 16 16 201 # 20 20 314 # 25 25 491 # 28 28 616 # 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
Layout: Rectangular Pattern: All Sides Equal (Cover to longitudinal reinforcement) Total steel area, As = 1964 mm^2 at 1.23% 4 #25 Cover = 50 mm
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ========================================================= Pu Mux fMnx No. kN kN-m kN-m fMn/Mu --- ------------ ------------ ------------ -------- 1 145.0 0.0 136.9 999.999
*** Program completed as requested! ***
COLUMNA 8-N
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
General Information: ==================== File Name: untitled.col Project: Fundaciones Column: 8-N Engineer: G.R.S Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered Run Axis: X-axis Column Type: Structural
Material Properties: ==================== f'c = 22,5 MPa fy = 420 MPa Ec = 23500 MPa Es = 199955 MPa Ultimate strain = 0.003 mm/mm Beta1 = 0.85
Section: ======== Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2 Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4 Xo = 0 mm Yo = 0 mm
Reinforcement: ============== Rebar Database: prEN 10080 Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 6 6 28 # 8 8 50 # 10 10 79 # 12 12 113 # 14 14 154 # 16 16 201 # 20 20 314 # 25 25 491 # 28 28 616 # 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
Layout: Rectangular Pattern: All Sides Equal (Cover to longitudinal reinforcement) Total steel area, As = 1964 mm^2 at 1.23% 4 #25 Cover = 50 mm
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ========================================================= Pu Mux fMnx
![Page 53: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/53.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
No. kN kN-m kN-m fMn/Mu --- ------------ ------------ ------------ -------- 1 338.0 1.0 162.9 162.905
*** Program completed as requested! ***
COLUMNA 10-B
General Information: ==================== File Name: untitled.col Project: Fundaciones Column: 10-B Engineer: G.R.S Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered Run Axis: X-axis Column Type: Structural
Material Properties: ==================== f'c = 22,5 MPa fy = 420 MPa Ec = 23500 MPa Es = 199955 MPa Ultimate strain = 0.003 mm/mm Beta1 = 0.85
Section: ======== Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2 Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4 Xo = 0 mm Yo = 0 mm
Reinforcement: ============== Rebar Database: prEN 10080 Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 6 6 28 # 8 8 50 # 10 10 79 # 12 12 113 # 14 14 154 # 16 16 201 # 20 20 314 # 25 25 491 # 28 28 616 # 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
![Page 54: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/54.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Layout: Rectangular Pattern: All Sides Equal (Cover to longitudinal reinforcement) Total steel area, As = 1964 mm^2 at 1.23% 4 #25 Cover = 50 mm
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ========================================================= Pu Mux fMnx No. kN kN-m kN-m fMn/Mu --- ------------ ------------ ------------ -------- 1 223.0 3.0 147.6 49.210
*** Program completed as requested! ***
COLUMNA 10-E
General Information: ==================== File Name: untitled.col Project: Fundaciones Column: 10-E Engineer: G.R.S Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered Run Axis: X-axis Column Type: Structural
Material Properties: ==================== f'c = 22,5 MPa fy = 420 MPa Ec = 23500 MPa Es = 199955 MPa Ultimate strain = 0.003 mm/mm Beta1 = 0.85
Section: ======== Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2 Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4 Xo = 0 mm Yo = 0 mm
Reinforcement: ============== Rebar Database: prEN 10080 Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) ---- --------- ----------- ---- --------- ----------- ---- --------- -----------
![Page 55: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/55.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
# 6 6 28 # 8 8 50 # 10 10 79 # 12 12 113 # 14 14 154 # 16 16 201 # 20 20 314 # 25 25 491 # 28 28 616 # 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
Layout: Rectangular Pattern: All Sides Equal (Cover to longitudinal reinforcement) Total steel area, As = 1964 mm^2 at 1.23% 4 #25 Cover = 50 mm
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ========================================================= Pu Mux fMnx No. kN kN-m kN-m fMn/Mu --- ------------ ------------ ------------ -------- 1 102.0 2.0 131.0 65.488
*** Program completed as requested! ***
COLUMNA 11-B
General Information: ==================== File Name: untitled.col Project: Fundaciones Column: 11-B Engineer: G.R.S Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered Run Axis: X-axis Column Type: Structural
Material Properties: ==================== f'c = 22,5 MPa fy = 420 MPa Ec = 23500 MPa Es = 199955 MPa Ultimate strain = 0.003 mm/mm Beta1 = 0.85
Section: ======== Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2 Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4
![Page 56: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/56.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Xo = 0 mm Yo = 0 mm
Reinforcement: ============== Rebar Database: prEN 10080 Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 6 6 28 # 8 8 50 # 10 10 79 # 12 12 113 # 14 14 154 # 16 16 201 # 20 20 314 # 25 25 491 # 28 28 616 # 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
Layout: Rectangular Pattern: All Sides Equal (Cover to longitudinal reinforcement) Total steel area, As = 1964 mm^2 at 1.23% 4 #25 Cover = 50 mm
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ========================================================= Pu Mux fMnx No. kN kN-m kN-m fMn/Mu --- ------------ ------------ ------------ -------- 1 299.0 1.0 157.8 157.794
*** Program completed as requested! ***
COLUMNA 17-I
General Information: ==================== File Name: untitled.col Project: Fundaciones Column: 17-I Engineer: G.R.S Code: ACI 318-02 Units: Metric
Run Option: Design Slenderness: Not considered Run Axis: X-axis Column Type: Structural
Material Properties: ==================== f'c = 22,5 MPa fy = 420 MPa Ec = 23500 MPa Es = 199955 MPa Ultimate strain = 0.003 mm/mm Beta1 = 0.85
![Page 57: Imprimir Esta Huevada](https://reader036.vdocuments.pub/reader036/viewer/2022081515/5695d0b91a28ab9b02939e22/html5/thumbnails/57.jpg)
Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Section: ======== Rectangular: Width = 400 mm Depth = 400 mm
Gross section area, Ag = 160000 mm^2 Ix = 2.13333e+009 mm^4 Iy = 2.13333e+009 mm^4 Xo = 0 mm Yo = 0 mm
Reinforcement: ============== Rebar Database: prEN 10080 Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) Size Diam (mm) Area (mm^2) ---- --------- ----------- ---- --------- ----------- ---- --------- ----------- # 6 6 28 # 8 8 50 # 10 10 79 # 12 12 113 # 14 14 154 # 16 16 201 # 20 20 314 # 25 25 491 # 28 28 616 # 32 32 801 # 40 40 1256
Confinement: Tied; #6 ties with #25 bars, #8 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65
Layout: Rectangular Pattern: All Sides Equal (Cover to longitudinal reinforcement) Total steel area, As = 1964 mm^2 at 1.23% 4 #25 Cover = 50 mm
Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ========================================================= Pu Mux fMnx No. kN kN-m kN-m fMn/Mu --- ------------ ------------ ------------ -------- 1 221.0 1.0 147.4 147.359
*** Program completed as requested! ***
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
7.- Diseño y dimensionamiento de las zapatas
Los datos proporcionados para el diseño de las zapatas son los siguientes:
- Fc=225 kg/cm2
- Fy=4200 Kg/cm2
- Rec= 5 cm
- Qadm=1.94 Kg/cm2
- Df= 1,8 m
En base a estos datos se diseñara las zapatas
8.- Proceso constructivo de las zapatas
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
El proceso de elaboración de las zapatas sigue casi inalterablemente esos paso
1.1. Encofrado:
Las zapatas aisladas no requieren de un encofrado ya que estas se construyen directamente sobre el suelo excavado.
Después de tener el terreno excavado con las dimensiones de la zapata aislada y cota correspondiente, se vaciará una capa de hormigón pobre sobre la base del terreno con una dosificación 1: 8 (cemento: arena) para empezar con el armado de los fierros.
1.2. Doblado y montaje de armaduras:
El doblado y cortado de la armadura será realizado de acuerdo a las medidas de los planos estructurales.
La armadura longitudinal será colocada sobre galletas. Los fierros de la armadura transversal serán sujetados a los fierros de la armadura longitudinal con la separación indicada en los planos estructurales.
Todas las intersecciones de las armaduras deben ser amarradas con alambre para evitar que posibles desplazamientos de la armadura al momento del vaciado y vibrado del hormigón.
El armado de fierros de las columnas será hecho afuera, es decir no se armará dentro de la zapata,
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
después será bajado y colocado en plomada respetando sus respectivos ejes.
Figura 1. Armadura para zapatas aisladas
Se recomienda que los fierros de las zapatas que forman parte de las
columnas lleguen a sobrepasar el primer piso de la construcción en una
longitud de 40 veces el diámetro por encima de ésta (primera losa) y así
evitar gastos innecesarios en los empalmes.
1.3. Colocado del hormigón:
El hormigón será vaciado de acuerdo con las especificaciones de preparación y puesta en obra del hormigón.
Antes de vaciar el hormigón se deberá marcar la altura h1 de la zapata en los cuatro lados con clavos y la altura h/2 amarrando alambre en la armadura de la columna, esto para evitar que se produzcan incrementos de volumen.
Con la ayuda de un frotacho se irá formando las pendientes laterales de la zapata antes del fraguado del hormigón.
Después de 8 horas de vaciada la zapata, respetando los ejes de la
columna, se deberá vaciar un dado en la parte superior de la zapata, el
cual debe tener las dimensiones de la columna y una altura de 5 cm. La
base de coronamiento de la zapata deberá tener una sección
incrementada en 2 ” a las dimensiones de la columna, la cual servirá para
poder asentar el encofrado de la columna.
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
El dado será vaciado con mortero de cemento con una dosificación 1 : 3
(cemento : arena).
1.4. Curado:
El curado de las zapatas será realizado por lo menos durante los primeros de 7 días después del vaciado mediante un vertido permanente de agua, hasta que el hormigón haya alcanzado como mínimo el 70 % de su resistencia.
9.- Docificacion de hormigón para zapatas aisladas
La dosificación de hormigones es determinar las proporciones en que deben combinarse los materiales componentes, de manera de obtener las condiciones previstas para el hormigón.
Para este objeto es básico establecer previamente cuales son las condiciones esperadas que debe cumplir el hormigón y, tomando en consideración las propiedades generales en estado fresco y endurecido, determinar las proporciones óptimas que las satisfacen.
Estas proporciones son particulares de cada obra o parte de obra, pero generalmente corresponden a las que se señalan a continuación:
CONDICION CARACTERISTICAS RELACIONADAS
PARAMETROS yCONDICIONANTES
Condiciones de diseño ResistenciaTipo de cementoRazón agua/cemento
Condiciones de uso enobra
DocilidadFluidezConsistenciaCaracterísticas elemento
Dosis de aguaGranulometríaTamaño máximo
Condiciones dedurabilidad
Condiciones ambientalesAtaques agresivos
Tipo de cementoUso aditivosDosis mínima
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
cementoCalculo de la dosificación
1) Cálculo de la resistencia media
Resistencia a la compresión especificada fck
kg/cm2
Resistencia a la compresión requerida fcm
kg/cm2
Menos de 210 fcm = 1,15 * fck + 20
De 210 a 350 fcm = 1,35 * fck + 15
Más de 350 fcm = 1,20 * fck + 10
3) Modulo de finura
Tamaño Máximo del árido mm.
Módulo de finura
mf
25 30 35 40 45 50 55 60 65 70
5,21 5,45 5,645,82
6,0 6,16 6,29 6,4 6,51 6,6
Módulo de finura correspondiente a la parábola de FULLER
mfa=3 (Asumidos, arena (2.5 – 3.5))mfg=7 (Asumidos, grava (6.0 – 8.0))
Para dimensiones entre 15 a 30 cm. y para vigas, pilares y muros armados tenemos un tamaño máximo de agregado de 20 a 40mm.
Entonces asumimos un tamaño máximo de agregado de 40mm
Módulo de finura para el tamaño máximo del Árido (de tabla)
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
mf=5.82
4) Porcentaje en peso de arena y grava a mezclar
ARENA
x=mfg−mf
mfg−mfa∗100=7 .0−5 .82
7 .0−3 .0∗100=29 .5%
GRAVA
y=mf−mfa
mfg−m fa∗100=5 .82−3 .0
7 . 0−3 .0∗100=70 .5%
5) Cantidad de agua en litros por m3 de hormigón
Para consistencia: BlandaA=185 lt/m3
Consistencia del Hormigón
Asiento
Áridos Rodados
Áridos Machacados
cm
80 mm
40 mm
20 mm
80 mm
40 mm
20 mm
Seca 0 - 2135
155
175
155
175
195
Plástica 3 - 5150
170
190
170
190
210
Blanda 6 - 9165
185
205
185
205
225
Fluida10 - 15
180
200
220
200
220
240
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
Litros por m3 de hormigón
6) Cantidad de cemento en Kg. por m3 de hormigón
AC
=0 .47⇒C=1850 .47
C=393 .6 kg
7) Cantidad de agregados por m3 de hormigón
CγC
+ A+G 1γa
+G2γ g
=1 .03
393 .63150
+1851000
+G 12650
+G22650
=1 .03
G 12650
+G 22650
=1 .03−0 .3099
G 12650
+G 22650
=0 .720047⇒G1+G2=0.720047∗2650
G 1+G2=1908. 12⊗G 1G 2
=xy
⇒G 1G 2
=29. 570. 5
⇒G 1=0 . 41844∗G 2⊕
DONDE :C=Pesodel cementoen kgA=Volumen del agua enltG 1=Pesode la arena enkgG 2=Pesode la grava enkg
γC=Pesoespecifico real del cementoenkgm3
γa=Pesoespecifico real del arenaenkgm3
γ g=Peso especificoreal del grava enkgm3
x=Porcentaje en peso dearena en%y=Porcentaje en pesode gravaen%
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Remplazando⊕en⊗0 .41844∗G 2+G2=1908. 12
1 .41844∗G2=1908.12⇒G2=1908 .121.41844
=1345. 224 kg
G 1=0 .41844∗G 2=0 . 41844∗1345 .224=562 .89≃563 kg
8) Resúmenes
A) DOSIFICACIÓN PARA 1 M3 DE HORMIGÓN
Por PesoCemento=393 . 6kgAgua=185 ltArena=563kgGrava=1345 . 224kg
B) PARA UNA BOLSA DE CEMENTOB.1) POR PESO
Cemento=50 kgAgua=30 .8ltArena=93 .83 kgGrava=224 .204 kg
B.2) POR VOLUMEN
Material
Peso Específico kg/m3
YReal YAparente
Cemento
3150 1100
Arena 2650 1550
Grava 2650 1670
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil
V Agua=Cant .kgγAparente
=30 .81000
=0 .0308m3
V Cemento=Cant .kgγ Aparente
=501100
=0 .04545m3
V Arena=Cant .kgγAparente
=93 .831550 =0 .060m3
V Grava=Cant .kgγ Aparente
=224 .2041670 =0.134m3
Tamaño de molde
V Molde=0 . 4∗0 .4∗ha=0 .16∗haV Molde=V Arena0 .16∗ha=0 .06ha=0.375≃0 .4m
Calculo para colocar en: 2 partes
V Molde=V Grava
0 .16∗hg=0 .1342
hg=0 .385≃0 .4m
DOSIFICACIÓNCemento=1bolsa de50 kgAgua=30 .8ltArena=1Molde de : 0. 4∗0 .4∗0 .4mGrava=2Molde s de :0 . 4∗0 .4∗0 .4mDosificación por partes 1:2:3
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Universidad Mayor de San SimónFacultad de Ciencias y TecnologíaCarrera de Ingeniería Civil