7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
1/56
- Documentos Tcnicos -
DESCRIPCIN DEL CONTENIDO
PROYECTO: ANLISIS ESTRUCTURAL VIVIENDA UNIFAMILIAR
DOCUMENTO: MEMORIA DE CLCULO ESTRUCTURAS
EMISION PARA
CONSTRUCCINDISCIPLINA: Civil28 06 2007
MEMORIA DE CLCULO ESTRUCTURA ANLISIS ESTRUCTURAL VIVIENDA
UNIFAMILIAR RODRGUEZ
DISCIPLINA CIVIL
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
2/56
- Documentos Tcnicos -
DESCRIPCIN DEL CONTENIDO
PROYECTO: ANLISIS ESTRUCTURAL VIVIENDA UNIFAMILIARDOCUMENTO: MEMORIA DE CLCULO ESTRUCTURAS
EMISION PARACONSTRUCCIN
DISCIPLINA: CivilFecha: 28/06/07
CONTENIDO
1. OBJETIVO ......................................................................................................................2
2. ALCANCE DEL DOCUMENTO ......................................................................................2
3. LENGUAJE.....................................................................................................................2
4. UNIDADES DE MEDIDA.................................................................................................2
5. CRITERIOS DE DISEO ................................................................................................3
5.1. Normas Aplicables ........................................................................................................3
5.2.
Criterios Generales .......................................................................................................4
5.2.1.
Caractersticas de los Materiales .................................................................................4
5.2.2.
Software Uti lizado .........................................................................................................4
6. CONSIDERACIONES DE CARGA .................................................................................4
7. METODOLOGA .............................................................................................................5
8. ANEXOS .........................................................................................................................6
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
3/56
- Documentos Tcnicos -
DESCRIPCIN DEL CONTENIDO
PROYECTO: ANLISIS ESTRUCTURAL VIVIENDA UNIFAMILIARDOCUMENTO: MEMORIA DE CLCULO ESTRUCTURAS
EMISION PARACONSTRUCCIN
DISCIPLINA: CivilFecha: 28/06/07
1. OBJETIVO
El objetivo del presente documento es presentar los clculos correspondientes al diseo estructural de la Vivienda Unifamiliar ubicado Edo. Anzotegui.
La estructura se modelo con tres grados de desplazabilida, considerando las unionesvigas columnas como juntas rgidas y empotradas en su base.
Los perfiles usados como elementos de vigas y columnas son del tipo CONDUVENunidos mediante conexiones a momentos.
La estructura se fundar sobre fundaciones aisladas (zapatas) con vigas de riostraortogonales en ejes internos, segn las caractersticas del suelo sin llegar a superar los
esfuerzos admisibles a nivel de servicio.Las losas de piso esta diseada con un espesor de 30 cms, rigidizada con vigas en ejesinternos, la losa de techo de la estructura principal esta diseada con machihembrado ytejas asflticas. El techo del bao tendr como funcin el soporte de las unidades de aireacondicionado y esta diseada con sofito metlico calibre 20 y 12 cms de espesor deconcreto, apoyadas sobre vigas tipo CODUVEN 200X70, unidas con conexin soldadapara corte, y alterndose con arandelas de 1/2 " con soldadura de tapn.
2. ALCANCE DEL DOCUMENTO
Este documento presenta la descripcin de las normas aplicables,consideraciones de carga, desplazamientos de la estructura, criterios que rigen ladisciplina civil en el diseo de estructuras de Acero (Superestructura) y Concreto
Armado (Infraestructura) del Vivienda Unifamiliar
3. LENGUAJEEl idioma a utilizar en la elaboracin de esta Ingeniera es el castellano.
4. UNIDADES DE MEDIDA
Las unidades de medida usadas en el diseo sern las del Sistema Mtrico Decimal
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
4/56
- Documentos Tcnicos -
DESCRIPCIN DEL CONTENIDO
PROYECTO: ANLISIS ESTRUCTURAL VIVIENDA UNIFAMILIARDOCUMENTO: MEMORIA DE CLCULO ESTRUCTURAS
EMISION PARACONSTRUCCIN
DISCIPLINA: CivilFecha: 28/06/07
Y las unidades derivadas de estas, tales como:
Unidad de superficie, Metro cuadrado (m2)
Unidad de Volumen, Metro cbico (m3)
Unidad Velocidad, Metro por segundo (m/s)
Y dems unidades que apliquen en la elaboracin del proyecto, contenidas en la GacetaOficial de la Repblica Bolivariana de Venezuela N 2.823 Extraordinario.
5. CRITERIOS DE DISEO
5.1. Normas Apl icables
Se tomar en cuenta la Normativa vigente que se adapta al proyecto, tales como:COVENIN
1618 Estructura de Acero para Edificaciones. Proyecto, Fabricacin y
Construccin.
1753 Estructura de Concreto Armado para Edificaciones. Anlisis y
Diseo
1756 Edificaciones Sismorresistentes
2002 Criterios y Acciones Mnimas para el proyecto de Edificaciones.
2003 Acciones del Viento sobre las Construcciones.
INTERNACIONALES
ACI American Concrete Institute
AISC American Institute of Steel Construction
ASTM American Society for Testing and Materials
Las normas antes citadas debern estar en concordancia con las leyes
venezolanas vigentes.
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
5/56
- Documentos Tcnicos -
DESCRIPCIN DEL CONTENIDO
PROYECTO: ANLISIS ESTRUCTURAL VIVIENDA UNIFAMILIARDOCUMENTO: MEMORIA DE CLCULO ESTRUCTURAS
EMISION PARACONSTRUCCIN
DISCIPLINA: CivilFecha: 28/06/07
5.2. Criterios Generales
5.2.1.Caractersticas de los Materiales
Los materiales deben cumplir con las siguientes caractersticas:
Acero de Refuerzo Fy = 4200kg/cm
2
Acero estructural (perfiles y planchas) ASTM A-500 / A-36
Electrodos E-70XX
Pernos de anclaje: A-307
Concreto Estructural Fc = 250kg/cm2
Concreto Pobre Fc = 80kg/cm2
5.2.2.Software Utilizado
El anlisis estructural, ssmico y el diseo de la estructura de Acero se ejecutaronmediante el programa SAP2000 Non Linear, versin 10.0.1, este es un programa declculo estructural tridimensional por elementos finitos que permite realizar anlisisestticos, dinmicos, elsticos e inelsticos de mltiples tipos de sistemas estructurales.
Este programa permite la creacin de modelos, la modificacin, la ejecucin del anlisis,la optimizacin del diseo, y la revisin de los resultados.
La entrada de datos, as como los resultados del anlisis estructural y del diseo seencuentran en el anexo.
El diseo de la plancha base, se realiz mediante el programa PROKON, Ver. W2.0.08,as como la seleccin de los anclajes.
6. CONSIDERACIONES DE CARGA
El diseo estructural de la edificacin se realiz mediante las solicitaciones permanentesy variables de acuerdo a la Norma COVENIN 2002, calculadas en el anlisis de cargasque se presenta en el anexo
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
6/56
- Documentos Tcnicos -
DESCRIPCIN DEL CONTENIDO
PROYECTO: ANLISIS ESTRUCTURAL VIVIENDA UNIFAMILIARDOCUMENTO: MEMORIA DE CLCULO ESTRUCTURAS
EMISION PARACONSTRUCCIN
DISCIPLINA: CivilFecha: 28/06/07
7. METODOLOGA
La simulacin estructural de la Estructura analizada consisti en la elaboracin delmodelo fsico-matemtico que representa, con la mayor fidelidad posible, elcomportamiento de la estructura. El mismo ha sido construido mediante elementos finitos
representados por vigas, columnas y correas. Posteriormente a cada uno de loselementos, una vez definida la geometra, se le asignaron las secciones y las conexionesexistentes entre ellos.
La geometra de la estructura, se defini en planta utilizando los planos de arquitectura,luego de definida la geometra se realiz el anlisis de cargas, consideraron las cargasgravitacionales, los datos necesarios para su elaboracin se muestran en el anexo,Luego de definida la geometra y cargas se procedi a modelar la estructura en el
programa SAP 2000 V.10.0.1 el cual realiza los diseos de acuerdo a la norma AISC-LRFD.
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
7/56
- Documentos Tcnicos -
DESCRIPCIN DEL CONTENIDO
PROYECTO: ANLISIS ESTRUCTURAL VIVIENDA UNIFAMILIARDOCUMENTO: MEMORIA DE CLCULO ESTRUCTURAS
EMISION PARACONSTRUCCIN
DISCIPLINA: CivilFecha: 28/06/07
8. ANEXOS
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
8/56
SheetJob Number
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA UNIFAMILIAR
ING. G. CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
Column Base Design : F-1
C15Input Data
Base length A (m)Base width B (m)Column(s)
C (m)D (m)E (m)
F (m)Stub column height X (m)Base depth Y (m)Soil cover Z (m)Concrete density (kN/m3)Soil density (kN/m3)Soil friction angle ()
Base friction constant
Rebar depth top X (mm)Rebar depth top Y (mm)
Rebar depth bottom X (mm)Rebar depth bottom Y (mm)ULS ovt. LF: Self weight
ULS LF: Self weight
Max. SLS bearing pr. (kN/m)S.F. Overturning (ULS)
S.F. Slip (ULS)
fc' base (MPa)
fc' columns (MPa)
fy (MPa)
1.2
1.2
Col 1 Col 2
0.50
0.50
0
0 0.35
0.30
0.20
25
18
30
0.5
70
70
70
70
1
1.5
100
1
1
19
25.0
425
Unfactored Loads
LoadCase
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
1 1 1 1 16.107 4.708 -0.016 0.8074 4.4812
2 1 1 1 16.098 4.708 -0.394 0.0629 4.48113 1 1 1 29.922 8.895 -0.067 0.9143 8.4661
4 1 1 1 29.912 8.895 -0.446 0.1699 8.4661
5 1 1 1 15.998 4.711 0.006375 0.704 4.4852
6 1 1 1 15.881 4.711 -0.286 0.0419 4.4847
7 1 1 1 29.777 8.898 -0.028 0.7944 8.4713
8 1 1 1 29.66 8.898 -0.321 0.1323 8.4708
9 1 1 1 16.097 4.686 0.007226 0.7769 4.4601
10 1 1 1 16.085 4.685 -0.362 0.0415 4.4588
11 1 1 1 29.888 8.852 -0.032 0.8723 8.4252
12 1 1 1 29.877 8.851 -0.402 0.1369 8.4239
13 1 1 1 13.814 3.47 -0.038 0.7531 3.1372
14 1 1 1 13.653 3.094 -0.337 0.0856 2.4491
15 1 1 1 25.59 6.509 -0.096 0.8668 5.8487
16 1 1 1 25.429 6.133 -0.395 0.1994 5.1606
A
X
Y
B
C1
D1
ACI 318 - 1993
Sketch of Base
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
9/56
SheetJob Number
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA UNIFAMILIAR
ING. G. CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
Output for Load Case 1Output for Load Case 1
Soil pressure (ULS) (kN/m) 58.12
Soil pressure (SLS) (kN/m) 52.69
SF overturning (SLS) 3.39
SF overturning (ULS) 3.39
Safety Factor slip (ULS) 9.30
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 1.43Reinforcement X (mm/m) 16
Design moment Y (kNm/m) 1.53
Reinforcement Y (mm/m) 17
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.013vc (MPa) 0.586
Linear Shear Y (MPa) 0.014
vc (MPa) 0.586
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.027
vc (MPa) 1.448
Cost 0.00
1.20
X
Y
Y
1.2
0
0.50
0.50
1.20
X
Y
Y
1.2
0
0.50
0.50
LegendMax M (+)Max M (-)Max Shear
Load Case:1
ACI 318 - 1993
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
10/56
SheetJob Number
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA UNIFAMILIAR
ING. G. CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
Output for Load Case 2
Output for Load Case 2
Soil pressure (ULS) (kN/m) 54.68
Soil pressure (SLS) (kN/m) 49.16
SF overturning (SLS) 3.81
SF overturning (ULS) 3.81
Safety Factor slip (ULS) 9.63
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 1.30
Reinforcement X (mm/m) 15Design moment Y (kNm/m) 1.49
Reinforcement Y (mm/m) 17
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.012
vc (MPa) 0.585Linear Shear Y (MPa) 0.013
vc (MPa) 0.586
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.025
vc (MPa) 1.448
Cost 0.00
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
LegendMax M (+)Max M (-)Max Shear
Load Case:2ACI 318 - 1993
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
11/56
SheetJob Number
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA UNIFAMILIAR
ING. G. CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
Output for Load Case 3
Output for Load Case 3
Soil pressure (ULS) (kN/m) 92.65
Soil pressure (SLS) (kN/m) 88.49
SF overturning (SLS) 2.63
SF overturning (ULS) 2.63
Safety Factor slip (ULS) 5.71
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 2.61
Reinforcement X (mm/m) 30Design moment Y (kNm/m) 2.90
Reinforcement Y (mm/m) 33
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.023
vc (MPa) 0.586Linear Shear Y (MPa) 0.026
vc (MPa) 0.587
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.050
vc (MPa) 1.448
Cost 0.00
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
LegendMax M (+)Max M (-)Max Shear
Load Case:3ACI 318 - 1993
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
12/56
SheetJob Number
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA UNIFAMILIAR
ING. G. CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
Output for Load Case 4
Output for Load Case 4
Soil pressure (ULS) (kN/m) 88.80
Soil pressure (SLS) (kN/m) 83.99
SF overturning (SLS) 2.80
SF overturning (ULS) 2.80
Safety Factor slip (ULS) 5.80
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 2.45
Reinforcement X (mm/m) 28Design moment Y (kNm/m) 2.83
Reinforcement Y (mm/m) 32
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.022
vc (MPa) 0.586Linear Shear Y (MPa) 0.026
vc (MPa) 0.587
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.048
vc (MPa) 1.448
Cost 0.00
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
LegendMax M (+)Max M (-)Max Shear
Load Case:4ACI 318 - 1993
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
13/56
SheetJob Number
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.
ING. G. CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
Output for Load Case 5
Output for Load Case 5
Soil pressure (ULS) (kN/m) 57.76
Soil pressure (SLS) (kN/m) 52.31
SF overturning (SLS) 3.41
SF overturning (ULS) 3.41
Safety Factor slip (ULS) 9.27
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 1.41
Reinforcement X (mm/m) 16Design moment Y (kNm/m) 1.53
Reinforcement Y (mm/m) 17
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) -0.01
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.013
vc (MPa) 0.586Linear Shear Y (MPa) 0.014
vc (MPa) 0.586
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.026
vc (MPa) 1.448
Cost 0.00
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
LegendMax M (+)Max M (-)Max Shear
Load Case:5ACI 318 - 1993
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
14/56
SheetJob Number
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.
ING. G. CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
Output for Load Case 6
Output for Load Case 6
Soil pressure (ULS) (kN/m) 54.72
Soil pressure (SLS) (kN/m) 49.19
SF overturning (SLS) 3.75
SF overturning (ULS) 3.75
Safety Factor slip (ULS) 9.51
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 1.29
Reinforcement X (mm/m) 15Design moment Y (kNm/m) 1.49
Reinforcement Y (mm/m) 17
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.012
vc (MPa) 0.585Linear Shear Y (MPa) 0.013
vc (MPa) 0.586
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.025
vc (MPa) 1.448
Cost 0.00
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
LegendMax M (+)Max M (-)Max Shear
Load Case:6ACI 318 - 1993
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
15/56
SheetJob Number
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.
ING. G. CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
Output for Load Case 7
Output for Load Case 7Soil pressure (ULS) (kN/m) 92.22
Soil pressure (SLS) (kN/m) 88.03
SF overturning (SLS) 2.64
SF overturning (ULS) 2.64
Safety Factor slip (ULS) 5.69
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 2.58
Reinforcement X (mm/m) 29Design moment Y (kNm/m) 2.89
Reinforcement Y (mm/m) 33
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.023
vc (MPa) 0.586Linear Shear Y (MPa) 0.026
vc (MPa) 0.587
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.049
vc (MPa) 1.448
Cost 0.00
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
LegendMax M (+)Max M (-)Max Shear
Load Case:7ACI 318 - 1993
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
16/56
SheetJob Number
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.
ING. G. CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
Output for Load Case 8
Output for Load Case 8Soil pressure (ULS) (kN/m) 88.83
Soil pressure (SLS) (kN/m) 84.10
SF overturning (SLS) 2.77
SF overturning (ULS) 2.77
Safety Factor slip (ULS) 5.76
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 2.44
Reinforcement X (mm/m) 28Design moment Y (kNm/m) 2.83
Reinforcement Y (mm/m) 32
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.022
vc (MPa) 0.586Linear Shear Y (MPa) 0.026
vc (MPa) 0.587
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.048
vc (MPa) 1.448
Cost 0.00
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
LegendMax M (+)Max M (-)Max Shear
Load Case:8ACI 318 - 1993
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
17/56
SheetJob Number
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.
ING. G. CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
Output for Load Case 9
Output for Load Case 9Soil pressure (ULS) (kN/m) 57.94
Soil pressure (SLS) (kN/m) 52.49
SF overturning (SLS) 3.41
SF overturning (ULS) 3.41
Safety Factor slip (ULS) 9.33
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 1.42
Reinforcement X (mm/m) 16Design moment Y (kNm/m) 1.53
Reinforcement Y (mm/m) 17
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.013
vc (MPa) 0.586Linear Shear Y (MPa) 0.014
vc (MPa) 0.586
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.027
vc (MPa) 1.448
Cost 0.00
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
LegendMax M (+)Max M (-)Max Shear
Load Case:9ACI 318 - 1993
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
18/56
SheetJob Number
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.
ING. G. CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
Output for Load Case 10
Output for Load Case 10Soil pressure (ULS) (kN/m) 54.54
Soil pressure (SLS) (kN/m) 49.02
SF overturning (SLS) 3.83
SF overturning (ULS) 3.83
Safety Factor slip (ULS) 9.65
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 1.29
Reinforcement X (mm/m) 15Design moment Y (kNm/m) 1.49
Reinforcement Y (mm/m) 17
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.012
vc (MPa) 0.585Linear Shear Y (MPa) 0.013
vc (MPa) 0.586
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.025
vc (MPa) 1.448
Cost 0.00
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
LegendMax M (+)Max M (-)Max Shear
Load Case:10ACI 318 - 1993
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
19/56
SheetJob Number
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.
ING. G. CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
Output for Load Case 11
Output for Load Case 11Soil pressure (ULS) (kN/m) 92.28
Soil pressure (SLS) (kN/m) 88.07
SF overturning (SLS) 2.64
SF overturning (ULS) 2.64
Safety Factor slip (ULS) 5.72
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 2.59
Reinforcement X (mm/m) 29Design moment Y (kNm/m) 2.89
Reinforcement Y (mm/m) 33
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.023
vc (MPa) 0.586Linear Shear Y (MPa) 0.026
vc (MPa) 0.587
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.049
vc (MPa) 1.448
Cost 0.00
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
LegendMax M (+)Max M (-)Max Shear
Load Case:11ACI 318 - 1993
Sh tJ b N b
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
20/56
SheetJob Number
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.
ING. G. CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
Output for Load Case 12
Output for Load Case 12Soil pressure (ULS) (kN/m) 88.49
Soil pressure (SLS) (kN/m) 83.64
SF overturning (SLS) 2.81
SF overturning (ULS) 2.81
Safety Factor slip (ULS) 5.82
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 2.44
Reinforcement X (mm/m) 28Design moment Y (kNm/m) 2.82
Reinforcement Y (mm/m) 32
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.022
vc(MPa)
0.586
Linear Shear Y (MPa) 0.025
vc (MPa) 0.587
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.048
vc (MPa) 1.448
Cost 0.00
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
LegendMax M (+)Max M (-)Max Shear
Load Case:12ACI 318 - 1993
SheetJob Number
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
21/56
SheetJob Number
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA UNIFAMILIAR
ING. G. CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
Output for Load Case 13
Output for Load Case 13Soil pressure (ULS) (kN/m) 48.83
Soil pressure (SLS) (kN/m) 42.84
SF overturning (SLS) 4.31
SF overturning (ULS) 4.31
Safety Factor slip (ULS) 12.33
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 1.18
Reinforcement X (mm/m) 13Design moment Y (kNm/m) 1.20
Reinforcement Y (mm/m) 14
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.011
vc (MPa) 0.585
Linear Shear Y (MPa) 0.011
vc (MPa) 0.585
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.022
vc (MPa) 1.448
Cost 0.00
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
LegendMax M (+)Max M (-)Max Shear
Load Case:13ACI 318 - 1993
SheetJob Number
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
22/56
SheetJob Number
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA UNIFAMILIAR
ING. G. CAPRILES Checked by
Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
Output for Load Case 14
Output for Load Case 14Soil pressure (ULS) (kN/m) 42.49
Soil pressure (SLS) (kN/m) 36.50
SF overturning (SLS) 6.06
SF overturning (ULS) 6.06
Safety Factor slip (ULS) 14.39
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 1.02
Reinforcement X (mm/m) 12Design moment Y (kNm/m) 1.04
Reinforcement Y (mm/m) 12
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.009
vc (MPa) 0.585
Linear Shear Y (MPa) 0.009
vc (MPa) 0.585
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.019
vc (MPa) 1.448
Cost 0.00
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
LegendMax M (+)Max M (-)Max Shear
Load Case:14ACI 318 - 1993
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
23/56
SheetJob Number
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
24/56
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.
ING. G. CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
Output for Load Case 16
Output for Load Case 16Soil pressure (ULS) (kN/m) 67.21
Soil pressure (SLS) (kN/m) 61.86
SF overturning (SLS) 3.97
SF overturning (ULS) 3.97
Safety Factor slip (ULS) 8.10
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 1.88
Reinforcement X (mm/m) 21Design moment Y (kNm/m) 2.00
Reinforcement Y (mm/m) 23
Top
Design moment X (kNm/m) 0.00
Reinforcement X (mm/m) 0
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Linear Shear X (MPa) 0.017
vc (MPa) 0.586
Linear Shear Y (MPa) 0.018
vc (MPa) 0.586
Linear Shear Other (MPa) 0.000
Punching Shear (MPa) 0.035
vc (MPa) 1.448
Cost 0.00
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
1.20
X
Y
Y
1.2
0
0.50
0.50
Mx
LegendMax M (+)Max M (-)Max Shear
Load Case:16ACI 318 - 1993
SheetJob Number
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
25/56
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.
ING. G CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
Column Base Design : F-2C15
Input Data
Base length A (m)Base width B (m)Column(s)
C (m)D (m)E (m)F (m)
Stub column height X (m)Base depth Y (m)Soil cover Z (m)Concrete density (kN/m3)Soil density (kN/m3)Soil friction angle ()
Base friction constant
Rebar depth top X (mm)Rebar depth top Y (mm)
Rebar depth bottom X (mm)Rebar depth bottom Y (mm)ULS ovt. LF: Self weight
ULS LF: Self weight
Max. SLS bearing pr. (kN/m)S.F. Overturning (ULS)
S.F. Slip (ULS)
fc' base (MPa)
fc' columns (MPa)
fy (MPa)
2.30
0.85
Col 1 Col 2
0.50 0.50
0.50 0.50
-0.75 0.75
0.17 0.17
0.350.30
0.20
25
18
30
0.5
70
70
7070
1
1.5
100
1
1
19
25.0
425
Unfactored Loads
LoadCase
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
1 1 1 1 21.274 -1.421 -2.631 2.6899 -2.3046
2 1 1 1 20.474 -1.857 -2.87 2.2966 -2.992
3 1 1 1 39.722 -2.701 -5.421 5.4395 -4.3806
4 1 1 1 38.922 -3.137 -5.66 5.0462 -5.068
5 1 1 1 29.894 -2.024 -3.388 4.1507 -2.8856
6 1 1 1 29.215 -2.429 -3.595 3.8773 -3.5425
7 1 1 1 56.123 -3.822 -6.381 7.5631 -5.46
8 1 1 1 55.444 -4.226 -6.588 7.2897 -6.1169
Sketch of Base
SheetJob Number
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
26/56
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.
ING. G CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
A
X
Y
Y
B
E1
C1
D1
F1
E2
C2
F2
D2
PMx
PMx
Z
Hx
Y
X
ACI 318 - 1993
Output for Load Case 1
Output for Load Case 1
Soil pressure (ULS) (kN/m) 49.37
Soil pressure (SLS) (kN/m) 42.37
SF overturning (SLS) 3.69
SF overturning (ULS) 3.69
Safety Factor slip (ULS) 24.99
Safety Factor uplift (ULS) >100
BottomDesign moment X (kNm/m) 2.31
Reinforcement X (mm/m) 26
Design moment Y (kNm/m) 0.72
Reinforcement Y (mm/m) 8
Top
Design moment X (kNm/m) -0 06
SheetJob Number
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
27/56
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.
ING. G CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.1
7
0.75
0.500.1
7
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
42.37 kN/m
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.1
7
0.75
0.500.1
7
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
49.37 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:1
ACI 318 - 1993
Output for Load Case 2
Output for Load Case 2
Soil pressure (ULS) (kN/m) 50.73
Soil pressure (SLS) (kN/m) 45.31
SF overturning (SLS) 3.55
SF overturning (ULS) 3.55
Safety Factor slip (ULS) 21.55
Safety Factor uplift (ULS) >100
BottomDesign moment X (kNm/m) 1.97
Reinforcement X (mm/m) 22
Design moment Y (kNm/m) 0.85
Reinforcement Y (mm/m) 10
Top
Design moment X (kNm/m) -0.17
SheetJob Number
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
28/56
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.
ING. G CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.1
7
0.75
0.500.1
7
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
45.31 kN/m
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.1
7
0.75
0.500.1
7
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
50.73 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:2
ACI 318 - 1993
Output for Load Case 3
Output for Load Case 3
Soil pressure (ULS) (kN/m) 75.56
Soil pressure (SLS) (kN/m) 70.68
SF overturning (SLS) 2.81
SF overturning (ULS) 2.81
Safety Factor slip (ULS) 13.89
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 4.40
Reinforcement X (mm/m) 50
Design moment Y (kNm/m) 1.40
Reinforcement Y (mm/m) 16
Top
Design moment X (kNm/m) -0.62
SheetJob Number
J b Titl
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
29/56
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.
ING. G CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.1
7
0.75
0.500.1
7
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
70.68 kN/m
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.1
7
0.75
0.500.1
7
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
75.56 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:3
ACI 318 - 1993
Output for Load Case 4
Output for Load Case 4
Soil pressure (ULS) (kN/m) 79.36
Soil pressure (SLS) (kN/m) 74.42
SF overturning (SLS) 2.73
SF overturning (ULS) 2.73
Safety Factor slip (ULS) 12.90
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 3.80
Reinforcement X (mm/m) 43
Design moment Y (kNm/m) 1.54
Reinforcement Y (mm/m) 18
Top
Design moment X (kNm/m) -0.68
SheetJob Number
Job Title
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
30/56
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.
ING. G CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.1
7
0.75
0.500.1
7
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
74.42 kN/m
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.1
7
0.75
0.500.1
7
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
79.36 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:4
ACI 318 - 1993
Output for Load Case 5
Output for Load Case 5
Soil pressure (ULS) (kN/m) 62.40
Soil pressure (SLS) (kN/m) 55.40
SF overturning (SLS) 3.18
SF overturning (ULS) 3.18
Safety Factor slip (ULS) 19.94
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 3.46
Reinforcement X (mm/m) 39
Design moment Y (kNm/m) 0.92
Reinforcement Y (mm/m) 11
Top
Design moment X (kNm/m) -0.11
SheetJob Number
Job Title AMPLIACIN VIVIENDA
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
31/56
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.
ING. G CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.1
7
0.75
0.500.1
7
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
55.40 kN/m
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.1
7
0.75
0.500.1
7
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
62.40 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:5
ACI 318 - 1993
Output for Load Case 6
Output for Load Case 6
Soil pressure (ULS) (kN/m) 60.66
Soil pressure (SLS) (kN/m) 55.53
SF overturning (SLS) 3.13
SF overturning (ULS) 3.13
Safety Factor slip (ULS) 17.94
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 2.92
Reinforcement X (mm/m) 33
Design moment Y (kNm/m) 1.05
Reinforcement Y (mm/m) 12
Top
Design moment X (kNm/m) -0.36
SheetJob Number
Job Title AMPLIACIN VIVIENDA
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
32/56
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.
ING. G CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.1
7
0.75
0.500.1
7
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
55.53 kN/m
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.1
7
0.75
0.500.1
7
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
60.66 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:6
ACI 318 - 1993
Output for Load Case 7
Output for Load Case 7
Soil pressure (ULS) (kN/m) 99.34
Soil pressure (SLS) (kN/m) 93.15
SF overturning (SLS) 2.50
SF overturning (ULS) 2.50
Safety Factor slip (ULS) 12.34
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 6.02
Reinforcement X (mm/m) 69
Design moment Y (kNm/m) 1.73
Reinforcement Y (mm/m) 20
Top
Design moment X (kNm/m) -1.29
SheetJob Number
Job Title AMPLIACIN VIVIENDA
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
33/56
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.
ING. G CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.1
7
0.75
0.500.1
7
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
93.15 kN/m
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.1
7
0.75
0.500.1
7
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
99.34 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:7
ACI 318 - 1993
Output for Load Case 8
Output for Load Case 8
Soil pressure (ULS) (kN/m) 97.92
Soil pressure (SLS) (kN/m) 93.66
SF overturning (SLS) 2.47
SF overturning (ULS) 2.47
Safety Factor slip (ULS) 11.65
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 5.47
Reinforcement X (mm/m) 62
Design moment Y (kNm/m) 1.85
Reinforcement Y (mm/m) 21
Top
Design moment X (kNm/m) -1.59
SheetJob Number
Job Title AMPLIACIN VIVIENDA
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
34/56
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.
ING. G CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.1
7
0.75
0.50 0.1
7
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
93.66 kN/m
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.1
7
0.75
0.50 0.1
7
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
97.92 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:8
ACI 318 - 1993
SheetJob Number
Job Title AMPLIACIN VIVIENDA
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
35/56
Client
Calcs by
UNIFAMILIAR.
ING. G. CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
Column Base Design : F-3C15
Input Data
Base length A (m)Base width B (m)Column(s)
C (m)D (m)E (m)F (m)
Stub column height X (m)Base depth Y (m)Soil cover Z (m)Concrete density (kN/m3)Soil density (kN/m3)Soil friction angle ()
Base friction constant
Rebar depth top X (mm)Rebar depth top Y (mm)
Rebar depth bottom X (mm)Rebar depth bottom Y (mm)ULS ovt. LF: Self weight
ULS LF: Self weight
Max. SLS bearing pr. (kN/m)S.F. Overturning (ULS)
S.F. Slip (ULS)
fc' base (MPa)
fc' columns (MPa)fy (MPa)
2.30
0.85
Col 1 Col 2
0.50 0.50
0.50 0.50
-0.75 0.75
0 0
0.350.30
0.20
25
18
30
0.5
70
70
7070
1
1.5
100
1
1
19
25.0
425
Unfactored Loads
LoadCase
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
1 1 1 1 18.536 0.346 1.991 -1.1258 0.5454
2 1 1 1 18.057 0.076 1.909 -1.2806 0.1153
3 1 1 1 34.384 0.344 3.838 -2.3546 0.54154 1 1 1 33.905 0.073 3.756 -2.5094 0.1114
5 1 1 1 19.086 0.349 3.329 -3.0294 0.5483
6 1 1 1 18.566 0.078 3.097 -3.4163 0.118
7 1 1 1 35.833 0.357 5.949 -5.466 0.5549
8 1 1 1 35.313 0.086 5.717 -5.8529 0.1246
Sketch of Base
SheetJob Number
Job Title AMPLIACIN VIVIENDAS ft C lt t (Pt ) Ltd
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
36/56
Client
Calcs by
UNIFAMILIAR.
ING. G. CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
A
X
Y
Y
B
E1
C1
D1
E2
C2
D2
PMx
PMx
Z
Hx
Y
X
ACI 318 - 1993
Output for Load Case 1
Output for Load Case 1
Soil pressure (ULS) (kN/m) 54.50
Soil pressure (SLS) (kN/m) 48.77
SF overturning (SLS) 3.15
SF overturning (ULS) 3.15
Safety Factor slip (ULS) 36.15
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 1.70
Reinforcement X (mm/m) 19
Design moment Y (kNm/m) 0.26
Reinforcement Y (mm/m) 3
Top
Design moment X (kNm/m) -1 43
SheetJob Number
Job Title AMPLIACIN VIVIENDASoftware Consultants (Pty) Ltd
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
37/56
Client
Calcs by
UNIFAMILIAR.
ING. G. CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.75
0.50
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
48.77 kN/m
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.75
0.50
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
54.50 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:1
ACI 318 - 1993
Output for Load Case 2Output for Load Case 2
Soil pressure (ULS) (kN/m) 52.47
Soil pressure (SLS) (kN/m) 46.65
SF overturning (SLS) 3.20
SF overturning (ULS) 3.20
Safety Factor slip (ULS) 37.32
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 1.66
Reinforcement X (mm/m) 19
Design moment Y (kNm/m) 0.24
Reinforcement Y (mm/m) 3
Top
Design moment X (kNm/m) -1.62
SheetJob Number
Job Title
Cli t
AMPLIACIN VIVIENDASoftware Consultants (Pty) Ltd
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
38/56
Client
Calcs by
UNIFAMILIAR.
ING. G. CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.75
0.50
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
46.65 kN/m
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.75
0.50
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
52.47 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:2
ACI 318 - 1993
Output for Load Case 3Output for Load Case 3
Soil pressure (ULS) (kN/m) 85.85
Soil pressure (SLS) (kN/m) 82.16
SF overturning (SLS) 2.32
SF overturning (ULS) 2.32
Safety Factor slip (ULS) 20.79
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 2.55
Reinforcement X (mm/m) 29
Design moment Y (kNm/m) 0.46
Reinforcement Y (mm/m) 5
Top
Design moment X (kNm/m) -3.13
SheetJob Number
Job Title
Client
AMPLIACIN VIVIENDASoftware Consultants (Pty) Ltd
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
39/56
Client
Calcs by
UNIFAMILIAR.
ING. G. CAPRILES Checked by Date
So a e Co su a s ( y) d
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.75
0.50
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
82.16 kN/m
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.75
0.50
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
85.85 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:3
ACI 318 - 1993
Output for Load Case 4Output for Load Case 4
Soil pressure (ULS) (kN/m) 83.60
Soil pressure (SLS) (kN/m) 79.67
SF overturning (SLS) 2.33
SF overturning (ULS) 2.33
Safety Factor slip (ULS) 21.01
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 2.05Reinforcement X (mm/m) 23
Design moment Y (kNm/m) 0.43
Reinforcement Y (mm/m) 5
Top
Design moment X (kNm/m) -3.46
SheetJob Number
Job Title
Client
AMPLIACIN VIVIENDA
UNIFAMILIARSoftware Consultants (Pty) Ltd
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
40/56
Client
Calcs by
UNIFAMILIAR.
ING. G. CAPRILES Checked by DateInternet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.75
0.50
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
79.67 kN/m
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.75
0.50
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
83.60 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:4
ACI 318 - 1993
Output for Load Case 5Output for Load Case 5
Soil pressure (ULS) (kN/m) 61.57
Soil pressure (SLS) (kN/m) 56.29
SF overturning (SLS) 2.68
SF overturning (ULS) 2.68
Safety Factor slip (ULS) 21.71
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 2.35Reinforcement X (mm/m) 27
Design moment Y (kNm/m) 0.32
Reinforcement Y (mm/m) 4
Top
Design moment X (kNm/m) -2.68
SheetJob Number
Job Title
Client
AMPLIACIN VIVIENDA
UNIFAMILIARSoftware Consultants (Pty) Ltd
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
41/56
Client
Calcs by
UNIFAMILIAR.
ING. G. CAPRILES Checked by DateInternet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.75
0.50
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
56.29 kN/m
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.75
0.50
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
61.57 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:5
ACI 318 - 1993
Output for Load Case 6Output for Load Case 6
Soil pressure (ULS) (kN/m) 59.40
Soil pressure (SLS) (kN/m) 53.85
SF overturning (SLS) 2.70
SF overturning (ULS) 2.70
Safety Factor slip (ULS) 23.03
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 1.92Reinforcement X (mm/m) 22
Design moment Y (kNm/m) 0.28
Reinforcement Y (mm/m) 3
Top
Design moment X (kNm/m) -3.19
SheetJob Number
Job Title
Client
AMPLIACIN VIVIENDA
UNIFAMILIARSoftware Consultants (Pty) Ltd
//
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
42/56
Calcs by
UNIFAMILIAR.
ING. G. CAPRILES Checked by DateInternet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.75
0.50
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
53.85 kN/m
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.75
0.50
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
59.40 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:6
ACI 318 - 1993
Output for Load Case 7Output for Load Case 7
Soil pressure (ULS) (kN/m) 99.97
Soil pressure (SLS) (kN/m) 99.41
SF overturning (SLS) 2.02
SF overturning (ULS) 2.02
Safety Factor slip (ULS) 13.50
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 4.57Reinforcement X (mm/m) 52
Design moment Y (kNm/m) 0.56
Reinforcement Y (mm/m) 6
Top
Design moment X (kNm/m) -4.85
SheetJob Number
Job Title
Client
AMPLIACIN VIVIENDA
UNIFAMILIARSoftware Consultants (Pty) Ltd
Internet: http://www prokon com
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
43/56
Calcs by
UNIFAMILIAR.
ING. G. CAPRILES Checked by DateInternet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.75
0.50
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
99.41 kN/m
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.75
0.50
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
99.97 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:7
ACI 318 - 1993
Output for Load Case 8Output for Load Case 8
Soil pressure (ULS) (kN/m) 97.40
Soil pressure (SLS) (kN/m) 96.54
SF overturning (SLS) 2.02
SF overturning (ULS) 2.02
Safety Factor slip (ULS) 13.92
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 3.67Reinforcement X (mm/m) 42
Design moment Y (kNm/m) 0.52
Reinforcement Y (mm/m) 6
Top
Design moment X (kNm/m) -5.46
SheetJob Number
Job Title
Client
AMPLIACIN VIVIENDA
UNIFAMILIAR.Software Consultants (Pty) Ltd
Internet: http://www prokon com
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
44/56
Calcs by
U
ING. G. CAPRILES Checked by DateInternet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.75
0.50
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
96.54 kN/m
2.30
X
Y
Y
0.8
5
-0.75
0.50
0.50
0.75
0.50
0.50
PMx
PMx
0.2
0
Hx
0.30
0.35
97.40 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:8
ACI 318 - 1993
SheetJob Number
Job Title
Client
AMPLIACIN VIVIENDA
UNIFAMILIAR.Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
45/56
Calcs by ING. G. CAPRILES Checked by DateInternet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
Column Base Design : F-4C15
Input Data
Base length A (m)Base width B (m)Column(s)
C (m)D (m)E (m)F (m)
Stub column height X (m)Base depth Y (m)Soil cover Z (m)Concrete density (kN/m3)Soil density (kN/m3)Soil friction angle ()
Base friction constant
Rebar depth top X (mm)Rebar depth top Y (mm)Rebar depth bottom X (mm)Rebar depth bottom Y (mm)ULS ovt. LF: Self weight
ULS LF: Self weight
Max. SLS bearing pr. (kN/m)S.F. Overturning (ULS)
S.F. Slip (ULS)
fc' base (MPa)
fc' columns (MPa)fy (MPa)
1.4
1.20
Col 1 Col 2
0.50
0.50
0
0.35
0.350.30
0.20
25
18
30
0.5
70
70
70
70
1
1.5
100
1
1
19
25.0
425
Unfactored Loads
LoadCase
Colno.
LFULSovt
LFULS
P(kN)
Hx(kN)
Hy(kN)
Mx(kNm)
My(kNm)
1 1 1 1 13.814 3.47 -0.038 0.7531 3.1372
2 1 1 1 13.653 3.094 -0.337 0.0856 2.4491
3 1 1 1 25.59 6.509 -0.096 0.8668 5.84874 1 1 1 25.429 6.133 -0.395 0.1994 5.1606
Sketch of Base
SheetJob Number
Job Title
Client
AMPLIACIN VIVIENDA
UNIFAMILIAR.Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
46/56
Calcs by ING. G. CAPRILES Checked by Datep p
E-Mail : [email protected] 28/06/2007
A
X
Y
Y
B
C1
D1
F1
PMx
Z
Hx
Y
X
ACI 318 - 1993
Output for Load Case 1Output for Load Case 1
Soil pressure (ULS) (kN/m) 60.16
Soil pressure (SLS) (kN/m) 55.55
SF overturning (SLS) 2.31
SF overturning (ULS) 2.31
Safety Factor slip (ULS) 12.92
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 1.59
Reinforcement X (mm/m) 18
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Top
Design moment X (kNm/m) 0 00
SheetJob Number
Job Title
Client
C
AMPLIACIN VIVIENDA
UNIFAMILIAR.C
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
47/56
Calcs by ING. G. CAPRILES Checked by DateE-Mail : [email protected] 28/06/2007
1.40
X
Y
Y
1.2
0
0.50
0.50
0.3
5
PMx
0.
20
Hx
0.300.35
55.55 kN/m
1.40
X
Y
Y
1.2
0
0.50
0.50
0.3
5
PMx
0.
20
Hx
0.300.35
60.16 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:1ACI 318 - 1993
Output for Load Case 2
Output for Load Case 2
Soil pressure (ULS) (kN/m) 54.58
Soil pressure (SLS) (kN/m) 48.59
SF overturning (SLS) 2.63
SF overturning (ULS) 2.63
Safety Factor slip (ULS) 15.16
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 1.38Reinforcement X (mm/m) 16
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Top
Design moment X (kNm/m) 0.00
SheetJob Number
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
48/56
Calcs by ING. G. CAPRILES Checked by DateE-Mail : [email protected] 28/06/2007
1.40
X
Y
Y
1.2
0
0.50
0.50
0.3
5
PMx
0.
20
Hx
0.300.35
48.59 kN/m
1.40
X
Y
Y
1.2
0
0.50
0.50
0.3
5
PMx
0.
20
Hx
0.300.35
54.58 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:2ACI 318 - 1993
Output for Load Case 3
Output for Load Case 3
Soil pressure (ULS) (kN/m) 99.97
Soil pressure (SLS) (kN/m) 102.97
SF overturning (SLS) 1.73
SF overturning (ULS) 1.73
Safety Factor slip (ULS) 7.81
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 2.65Reinforcement X (mm/m) 30
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Top
Design moment X (kNm/m) 0.00
SheetJob Number
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.
ING G CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E M il il@ k 28/06/2007
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
49/56
Calcs by ING. G. CAPRILES Checked by DateE-Mail : [email protected] 28/06/2007
1.40
X
Y
Y
1.2
0
0.50
0.50
0.3
5
PMx
0.
20
Hx
0.300.35
102.97 kN/m
1.40
X
Y
Y
1.2
0
0.50
0.50
0.3
5
PMx
0.
20
Hx
0.300.35
99.97 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:3ACI 318 - 1993
Output for Load Case 4
Output for Load Case 4
Soil pressure (ULS) (kN/m) 91.79
Soil pressure (SLS) (kN/m) 91.85
SF overturning (SLS) 1.85
SF overturning (ULS) 1.85
Safety Factor slip (ULS) 8.46
Safety Factor uplift (ULS) >100
Bottom
Design moment X (kNm/m) 2.46Reinforcement X (mm/m) 28
Design moment Y (kNm/m) 0.00
Reinforcement Y (mm/m) 0
Top
Design moment X (kNm/m) 0.00
SheetJob Number
Job Title
Client
Calcs by
AMPLIACIN VIVIENDA
UNIFAMILIAR.
ING G CAPRILES Checked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E Mail : mail@prokon com 28/06/2007
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
50/56
Calcs by ING. G. CAPRILES Checked by DateE-Mail : [email protected] 28/06/2007
1.40
X
Y
Y
1.2
0
0.50
0.50
0.3
5
PMx
0.
20
Hx
0.300.35
91.85 kN/m
1.40
X
Y
Y
1.2
0
0.50
0.50
0.3
5
PMx
0.
20
Hx
0.300.35
91.79 kN/m
Soil Pressures at ULSSoil Pressures at SLS
LegendMax M (+)Max M (-)Max Shear
Load Case:4ACI 318 - 1993
SheetJob Number
Job Title
Client
Calcs by
Ampliacin Vivienda
Unifamiliar .
Ing Guillermo CaprilesChecked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : mail@prokon com 28/06/2007
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
51/56
y Ing. Guillermo Capriles yE Mail : [email protected] 28/06/2007
Base Plate Design : Plancha Base V_RodriguezS11
Input Data
Column on Base Plate:155x155x4.5
Base Plate Geometry
Plate Length L (mm)
Plate Width W (mm)
Offset L1 (mm)Offset W1 (mm)
Bolt distance a1 (mm)
Bolt distance a2 (mm)
Bolt distance a3 (mm)
Bolt distance a4 (mm)
400
400
122.50122.50
50
50
50
50
General Parameters
Concrete: fcu (MPa)
Plate fy: (MPa)
Welds fuw: (MPa)
Bolt Grade
Use studs (Y/N)
25
190
460
4.6
N
Loads
SheetJob Number
Job Title
Client
Calcs by
Ampliacin Vivienda
Unifamiliar .
Ing Guillermo CaprilesChecked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
52/56
Ing. Guillermo Capriles@p 28/06/2007
LoadCase
P(kN)
Mx(kNm)
My(kNm)
LoadFactor
1 16.107 0.8074 4.4812 1
2 16.098 0.0629 4.4811 1
3 29.922 0.9143 8.4661 1
4 29.912 0.1699 8.4661 1
5 18.536 -1.1258 0.5454 1
6 18.057 -1.2806 0.1153 1
7 34.384 -2.3546 0.5415 1
8 33.905 -2.5094 0.1114 1
9 19.086 -3.0294 0.5483 1
10 18.566 -3.4163 0.118 1
11 35.833 -5.466 0.5549 1
12 35.313 -5.8529 0.1246 1
13 21.274 2.6899 -2.3046 1
14 20.474 2.2966 -2.992 1
15 39.722 5.4395 -4.3806 1
16 38.922 5.0462 -5.068 1
17 15.998 0.704 4.4852 1
18 15.881 0.0419 4.4847 1
19 29.777 0.7944 8.4713 1
20 29.66 0.1323 8.4708 1
21 8.986 0 0 1
22 8.975 0 0 1
23 16.827 0 0 1
24 16.816 0 0 1
25 8.951 0 0 1
26 8.942 0 0 127 16.764 0 0 1
28 16.755 0 0 1
29 16.097 0.7769 4.4601 1
30 16.085 0.0415 4.4588 1
31 29.888 0.8723 8.4252 1
32 29.877 0.1369 8.4239 1
33 9.15 0 0 1
34 9.132 0 0 1
35 17.116 0 0 1
36 17.097 0 0 1
37 13.814 0.7531 3.1372 1
38 13.653 0.0856 2.4491 1
39 25.59 0.8668 5.8487 1
SheetJob Number
Job Title
Client
Calcs by
Ampliacin Vivienda
Unifamiliar .
Ing. Guillermo CaprilesChecked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
53/56
Ing. Guillermo Capriles 28/06/2007
Sketch of base plate
L=400.0
W=400.0
155.0
155.0
L1=122.5
W1=122.5
a1=50.0 a2=50.0a3=50.0
a4=50.0
BS5950 - 1990 X
X
Y Y
SheetJob Number
Job Title
Client
Calcs by
Ampliacin Vivienda
Unifamiliar .
Ing. Guillermo CaprilesChecked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
54/56
g p
Bending Moments & Design Output for (Critical) Load Case 44
2.4 MPa
17 kN13.5 mm 6
UNSTIFFENED PLATE Load Case 44
BS5950 - 1990Design axis: X-X Mx=13.3 kNm
2M12 or3M10 or4M8
2M12 or3M10 or4M8
Bending Moments Moment max = 6.89kNm/m @ 277 mm
6.00
4.002.00
-2.00
-4.00
20.0
40.0
60.0
80.0
100
120
140
160
180
200
220
240
260
280
300
320
340
360
380
400
BendingM
oment(kNm/m)
Distance (mm)
SheetJob Number
Job Title
Client
Calcs by
Ampliacin Vivienda
Unifamiliar .
Ing. Guillermo CaprilesChecked by Date
Software Consultants (Pty) Ltd
Internet: http://www.prokon.com
E-Mail : [email protected] 28/06/2007
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
55/56
1.7 MPa
28 kN10.0 mm 6
3.0 mm
5
STIFFENED PLATE Load Case 44
BS5950 - 1990Design axis: X-X Mx=13.3 kNm
2M10 or3M7 or4M7
2M10 or3M7 or4M7
Bending Moments & Design Output for (Critical) Load Case 44
Bending Moments Moment max = 12.5kNm/m @ 277 mm
12.0
10.0
8.00
6.00
4.00
2.00
-2.00
-4.00
20.0
40.0
60.0
80.0
100
120
140
160
180
200
220
240
260
280
300
320
340
360
380
400
Bendin
gMoment(kNm/m)
Distance (mm)
400
155123
7/25/2019 Memoria Clculo Vi_uni_Rodriguez.pdf
56/56
400
155
123
50 50
50
12
110
300
5 mm stiffeners
5
6
Elevation
Plan
4M12 gr 4.6
Bolt hole size:13 mm
155x155x4.5 SHS
DETAIL 1