Memorias Est Henry

8/18/2019 Memorias Est Henry

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CERTIFICADO DE VIGENCIA Y ANTECEDENTES DISCIPLINARIOS

Nº 2015WEB00080589

REPÚBLICA DE COLOMBIA

CONSEJO PROFESIONAL NACIONAL DE

INGENIERÍA

COPNIA

EL DIRECTOR GENERAL

CERTIFICA:

1. Que RANGEL VERA JAIRO ALBERTO identificado (a) con Cédula de Ciudadanía Nº 88244241, se encuentra inscrito(a) en

el Registro Profesional Nacional que lleva esta entidad, como INGENIERO CIVIL con Matrícula Profesional Nº 54202-108552

NTS desde el (los) diecisiete (17) día(s) del mes de junio del año dos mil cuatro (2004).

2. Que la (el) Matrícula Profesional es la autorización que expide el Estado para que el titular ejerza su profesión en todo el

territorio de la República de Colombia, de conformidad con lo dispuesto en la Ley 842 de 2003.

3. Que la (el) referida (o) Matrícula Profesional se encuentra vigente, por lo cual el profesional certificado actualmente NO

está impedido para ejercer la profesión.

4. Que el profesional NO tiene antecedentes disciplinarios ético-profesionales.

5. Que la presente certificación tiene una validez de seis (6) meses y se expide en Bogotá, D.C., a los dieciseis (16) días del

mes (octubre) del año dos mil quince (2015).24

2 8 8 5 3 0 3 3 7 5 6 0 3 2 8 0 4 1 5 6 9 3 6 6 0 5 1 9 1 .

co

p n i a . g o v . c o


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JAIRO ALBERTO RANGEL VERA

INGENIERO CIVIL

MP 542 2 – 1 8552 NTS


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INGENIERO CIVIL

MP 542 2 – 1 8552 NTS

ANALISIS Y DISEÑO ESTRUCTURALEDIFICIO 03 PISOS


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1. GENERALIDADES

1.1 INTRODUCCIÓN

La siguiente es la memoria de cálculo estructural donde se consigna todos los chequeosnecesarios para garantizar una baja vulnerabilidad sísmica, diseño sismo-resistente y una altacapacidad de resistencia según la NSR-10- Títulos A, B, C Decreto 0920 de 2010 y susmodificaciones.

El diseño estructural contempla un bloque que cubre aproximadamente 136 m2 con 3 nivelesde columnas

La estructura principal de la edificación está compuesta por un sistema de pórticos resistentes amomentos, una losa aligerada para transferencia de cargas gravitacionales a la estructuraprincipal y un sistema de zapatas aisladas como cimentación, la cual está diseñada para unacapacidad especial de disipación de energía (DES).

El espectro de diseño se obtiene de la NSR-10, ubicación, geometría de la estructura y uso parael cual se está diseñando.


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1.3 DOCUMENTOS DE REFERENCIA

1.3.1 DOCUMENTOS

Para el diseño se utilizaron como referencias los siguientes documentos:

Bases y Criterios de Diseño, Estudio de Suelos, Especificaciones Técnicas de Construcción Civil,

1.3.2 PLANOS

Para el diseño se utilizaron como referencias los siguientes planos:

Plantas Arquitectónicas, Planta de Cubierta, Cortes Arquitectónicos,

F h d A it tó i


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2. FILOSOFÍA, CRITERIO Y METODOLOGÍA DE DISEÑO

La estructura se diseñó siguiendo los lineamientos de diseño estructural establecidos en elReglamento Colombiano de Construcciones Sismo Resistente NSR - 10, el cual tiene como objeto

principal salvaguardar la vida de las personas ante la ocurrencia de un sismo fuerte, sin dejar aun lado la protección de la propiedad como un subproducto de la defensa de la vida.

En las regiones expuestas a sismos, una consideración muy importante en el diseño es laductilidad de la estructura cuando está expuesta a cargas de tipo sísmico, por ello, la filosofíaactual de diseño sísmico se apoya en la disipación de energía mediante la deformación inelástica

para la supervivencia de ésta ante sismos fuertes.

Para la definición del sistema de resistencia sísmica de una edificación es necesario tener encuenta los aspectos tratados a continuación. La localización geográfica de la estructura define laregión de amenaza sísmica en la que se encuentra, ésta a su vez, determina el espectro deaceleraciones y la aceleración espectral a aplicar a la estructura para el cálculo del cortante basal

d di El i d i l l ió d í i l í i d l i d


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Es necesario verificar que los desplazamientos producidos por las fuerzas sísmicas no superenlos límites de deriva establecidos en la norma, ya que éstos no solamente afectan el sistemaprincipal de resistencia sísmica sino que, además, afectan los elementos no estructurales, comopor ejemplo muros divisorios y de fachadas, los cuales deben cumplir con condiciones mínimas

de detalle dependiendo del grado de desempeño esperado y definido dentro del reglamento.

El procedimiento establecido por el Reglamento NSR - 10 para el diseño sismo resistente de unaedificación se describe a continuación (NSR - 10 A.3.3.1):

- “Definir el tipo de sistema estructural de resistencia sísmica y el método de análisis, loscuales dependen del grado de irregularidad del sistema estructural y además permitendeterminar el cortante sísmico en la base y su distribución en la altura de la edificación.

- Determinadas las fuerzas sísmicas correspondientes a cada nivel, se aplican al sistemaestructural de resistencia sísmica escogido.

- Por medio de un modelo matemático apropiado se determinan las deflexiones de laestructura y las fuerzas internas en cada elemento del sistema estructural producidas porlas fuerzas símicas.

L ifi ió d l d i li l d fl i h i t l d l t t


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3. NOMENCLATURA Y NOTACIÓN

3.1 NOMENCLATURA MATERIALES

f'c: Resistencia del concreto a compresión [MPa, kg / cm2].

Ec: Módulo de elasticidad del concreto [MPa, kg / cm2].

fy: Esfuerzo de fluencia del acero [MPa, kg / cm2].

Es: Módulo de elasticidad del acero [MPa, kg / cm2].

3.2 NOMENCLATURA PARÁMETROS SÍSMICOS

Aa: Coeficiente de aceleración horizontal pico efectiva.


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4. ESPECIFICACIONES DE MATERIALES

Las características de los materiales utilizados en el diseño estructural, se resumen acontinuación.

4.1 CONCRETO ESTRUCTURALEn los elementos estructurales de la cimentación, columnas vigas y viguetas de entrepiso,muros de ascensor se utilizó un concreto con las características que se describen acontinuación:

Peso unitario: γc = 2400 kg/ m³. Resistencia a la compresión: f’c = 3000 PSI Módulo de elasticidad: Ec = 219.500 Ton / cm². Relación agua / material cementante: a / mc < 0,45.

4.2 CONCRETO DE LIMPIEZAPara evitar la contaminación del concreto con el suelo, se debe colocar una capa de concreto


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5. DESCRIPCIÓN GENERAL

5.1 LOCALIZACIÓN

La estructura está ubicada en el municipio de Yopal, departamento de Casanare. La estructura

objeto de éste informe se encuentra localizada dentro del casco urbano de la ciudad de Yopal.

5.2 DESCRIPCIÓN DE LA ESTRUCTURA

La Edificación está proyectada para cubrir un área en planta aproximada por la edificación de

cinco pisos de. 136 m2. La estructura presenta una altura aproximada 10.00 m sobre el nivelterreno. La estructura esta cimentada a un nivel de -1.4 m bajo el nivel del terreno, según lasrecomendaciones del estudio de suelos.

Todos los elementos estructurales encontrados en la construcción antes descrita cumplen todaslas solicitaciones existentes en el titulo C de la NSR 10, solicitaciones de acuerdo a dimensiones,secciones, refuerzos transversales y longitudinales para absorber momentos cortantes y axialesen el evento de un sismo. Bajo estas condiciones se puede certificar que los elementos


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5.3 CARACTERÍSTICAS Y USO DEL SUELOPor su uso, la edificación se clasifica en el Grupo I, correspondiente a la categoría de estructurasde ocupación especial (I = 1,00). Con base en la geología de la región y los parámetros

establecidos en el estudio de suelos plasmado en el documento Estudio de Suelos suministrado.,los parámetros sísmicos del suelo se clasifican como tipo D de acuerdo con el Reglamento NSR- 10.


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6. SISTEMA ESTRUCTURAL Y PARÁMETROS SÍSMICOS DE DISEÑO

6.1 CARACTERÍSTICAS DE DISEÑO

El sistema de resistencia sísmica de la Estructura, se clasifica dentro del sistema estructural depórticos en Concreto.

CARACTERÍSTICAS DE LOS MATERIALES

Y DE LA ESTRUCTURA

Sistema Estructural: Pórticos de Concreto

Material: Concreto Reforzado

Capacidad de Disipación de Energía: Especial (DES)

Coeficiente de Capacidad Básica de Modificación de Respuesta Ro = 7,00


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6.3 PARÁMETROS SÍSMICOS

Los parámetros sísmicos utilizados en el diseño, se definen en la Tabla 1.

Tabla 1. Parámetros sísmicos

PARÁMETROS SÍSMICOS

Zona de Amenaza Sísmica: Alta

Coeficientes de Aceleración:Valor de Aa: 0,30

Valor de Av: 0,20

Región Sísmica: R – 6


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7. DEFINICIÓN DEL ESPECTRO SÍSMICO

La forma del espectro de diseño se tomó de la formulación dada en el Capítulo A del ReglamentoNSR - 10, Numeral A.2.6.1. Teniendo en cuenta los parámetros sísmicos definidos anteriormente,el espectro de diseño empleado para el análisis y diseño de la estructura se muestra en lasiguiente figura

0.60

0.70

0.80

0.90

1.00


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7.2 COEFICIENTE DE CAPACIDAD DE DISIPACIÓN DE ENERGÍA R

Según el Numeral A.3.3.3 del Reglamento NSR - 10, el coeficiente de capacidad de disipaciónde energía (R) resulta de la multiplicación del coeficiente básico de capacidad de disipación de

energía Ro, y los coeficientes de irregularidad dados en el Literal 7.1.

R= Φa x Φp x Φr x Ro = 5.67

Φa = 0,90 Φp = 0,90 Φr = 1,00 Ro = 7,00 → R = 5.67

7.3 COMBINACIONES DE CARGA

El diseño de las estructuras debe hacerse de tal forma que sus resistencias de diseño igualen oexcedan los efectos producidos por las cargas mayoradas dadas en las combinacionesutilizadas en el método de resistencia y que están estipuladas en el Ítem B.2.4 del ReglamentoNSR - 10.


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8. MODELACIÓN ESTRUCTURAL

8.1 MODELO TRIDIMENSIONAL

La edificación se modeló en el programa de diseño RamAdvanse, realizando un análisistridimensional por el método de resistencia última. En el modelo se incluyen los elementos quehacen parte del sistema de resistencia sísmica.

Para modelar los elementos estructurales se utilizó elementos tipo Frame para las vigas ycolumnas.

El programa determina las solicitaciones a las que estaría sometida la estructura para lacombinación de los efectos de las cargas gravitacionales y sísmicas. La fuerza sísmica sedeterminó por medio del análisis de fuerza horizontal equivalente.


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DESCRIPCION VALOR NSR -10 (REFERENCIA)

Altura de Placa 0.35 C.9.5

Ancho de Nervio 0.1 C.8.12.2

Losa Superior (ee) 0.05 C.8.13.5.2

Separacion de nervios (s) 0.9 C.8.13.3

DESCRIPCION VALOR NSR -10 (REFERENCIA)

k /

PREDIMENSIONAMIENTO LOSA ALIGERADA UNA DIRECCION

ANALISIS DE CARGAS

CARGA PERMANENTE (D)


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Aa Av

D

4

Grupo IV - Edificaciones indispensables (1)

0.2

ZONA DE AMENAZA SISMICA ALTA

ZONA DE AMENAZA SISMICA INTERMEDIA

Grupo I - Estructuras de ocupación normal (4)

Grupo II - Estructuras de ocupación especial (3)

- Perfil de suelo C

- Perfil de suelo D

CALCULO FUERZAS SISMICAS

A.2.5 - COEFICIENTE DE IMPORTANCIA

Grupo III - Edificaciones de atención a la comunidad (2)

- Perfil de suelo F

- Perfil de suelo A

- Perfil de suelo B

A.2.3 - ZONAS DE AMENAZA SISMICA

A.2.4.4 - DEFINICÓN DEL TIPO DE SUELO

0.2

ZONA DE AMENAZA SISMICA BAJA


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1

9.9

T 0.370 Periodo Sa

Tipo de suelo D SI T


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0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

0.80

0 1 2 3 4 5 6 7

S a

T (s)


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Units system: Metric

Geometry data _________________________________________________________________________________________________________________________ GLOSSARY

Cb22, Cb33 : Moment gradient coefficients

Cm22, Cm33 : Coefficients applied to bending term in interaction formula

d0 : Tapered member section depth at J end of member

DJX : Rigid end offset distance measured from J node in axis X

DJY : Rigid end offset distance measured from J node in axis Y

DJZ : Rigid end offset distance measured from J node in axis Z

DKX : Rigid end offset distance measured from K node in axis XDKY : Rigid end offset distance measured from K node in axis Y

DKZ : Rigid end offset distance measured from K node in axis Z

dL : Tapered member section depth at K end of member

Ig factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members

K22 : Effective length factor about axis 2

K33 : Effective length factor about axis 3

L22 : Member length for calculat ion of axial capacity

L33 : Member length for calculat ion of axial capacity

LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2

LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2

RX : Rotation about X

RY : Rotation about Y

RZ : Rotation about Z

TO : 1 = Tension only member 0 = Normal member

TX : Translation in X

TY : Translation in Y

TZ : Translation in Z

Nodes


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Nodes _________________________________________________________________________________________________________________________

Node X Y Z Rigid Floor

[m] [m] [m]

--------------------------------------------------------------------------------------------------------------------

23 4.00 3.40 -1.15 124 7.00 3.40 9.70 1

25 7.00 3.40 5.67 1

26 5.50 0.00 0.00 0

27 5.50 3.40 0.00 1

28 1.00 0.00 9.70 0

29 1.00 3.40 9.70 1

30 0.00 0.00 4.37 0

31 0.00 3.40 4.37 1

32 6.50 0.00 4.37 0

33 6.50 3.40 4.37 1

34 0.00 6.80 0.00 2

35 6.50 6.80 0.00 2

36 0.00 6.80 3.37 2

37 6.50 6.80 3.37 2

38 0.00 6.80 5.67 2

39 6.50 6.80 5.67 2

40 0.00 6.80 9.70 2

42 2.90 6.80 5.67 2

43 2.90 6.80 9.70 2

44 0.00 6.80 10.85 2

45 6.50 6.80 10.85 2

46 4.00 6.80 0.00 2

47 0.00 6.80 -1.15 2

48 4.00 6.80 -1.15 2

49 7.00 6.80 9.70 2

50 7.00 6.80 5.67 2

51 5.50 6.80 0.00 2

52 1.00 6.80 9.70 2

53 0.00 6.80 4.37 2

54 6.50 6.80 4.37 2


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Restraints _________________________________________________________________________________________________________________________

Node TX TY TZ RX RY RZ

------------------------------------------------------------------------------------------------

8 1 1 1 1 1 11 1 1 1 1 1 1

2 1 1 1 1 1 1

3 1 1 1 1 1 1

4 1 1 1 1 1 1

5 1 1 1 1 1 1

6 1 1 1 1 1 1

7 1 1 1 1 1 1

26 1 1 1 1 1 1

28 1 1 1 1 1 1

30 1 1 1 1 1 1

32 1 1 1 1 1 1

------------------------------------------------------------------------------------------------

Members _________________________________________________________________________________________________________________________

Member NJ NK Description Section Material d0 dL Ig factor

[cm] [cm]

------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

28 8 16 C30x40 RcColM 30x40cm C 3-60 0.00 0.00 0.00

56 16 41 C30x40 RcColM 30x40cm C 3-60 0.00 0.00 0.00

84 41 62 C30x40 RcColM 30x40cm C 3-60 0.00 0.00 0.00

1 7 8 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

2 8 6 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

3 6 4 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

4 4 2 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

5 2 1 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

6 1 3 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

7 3 5 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00


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Members _________________________________________________________________________________________________________________________

Member NJ NK Description Section Material d0 dL Ig factor

[cm] [cm]

------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

38 16 24 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.0039 40 41 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

40 41 39 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

41 39 37 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

42 37 35 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

43 35 34 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

44 34 36 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

45 36 38 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

46 36 37 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

47 38 39 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

48 38 40 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

49 9 34 C30x40 RcColM 30x40cm C 3-60 0.00 0.00 0.00

50 10 35 C30x40 RcColM 30x40cm C 3-60 0.00 0.00 0.00

51 11 36 C30x40 RcColM 30x40cm C 3-60 0.00 0.00 0.00

52 12 37 C30x40 RcColM 30x40cm C 3-60 0.00 0.00 0.00

53 13 38 C30x40 RcColM 30x40cm C 3-60 0.00 0.00 0.00

54 14 39 C30x40 RcColM 30x40cm C 3-60 0.00 0.00 0.00

55 15 40 C30x40 RcColM 30x40cm C 3-60 0.00 0.00 0.00

57 42 43 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

58 44 45 V15x35 RcBeamM 15x35cm C 3-60 0.00 0.00 0.00

59 40 44 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

60 41 45 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

61 34 47 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

62 47 48 V15x35 RcBeamM 15x35cm C 3-60 0.00 0.00 0.00

63 48 46 V15x35 RcBeamM 15x35cm C 3-60 0.00 0.00 0.00

64 49 50 V15x35 RcBeamM 15x35cm C 3-60 0.00 0.00 0.00

65 39 50 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

66 41 49 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

67 61 62 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

68 62 60 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00

69 60 58 V30x35 RcBeamM 30x35cm C 3-60 0.00 0.00 0.00


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Shells _________________________________________________________________________________________________________________________

Shell Description Material Thickness N1, N2, ..., Nn

[cm]

------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

1 pantalla 15cm C 3-60 15.00 7, 28, 29, 152 pantalla 15cm C 3-60 15.00 26, 2, 10, 27

3 pantalla 15cm C 3-60 15.00 3, 30, 31, 11

4 pantalla 15cm C 3-60 15.00 4, 32, 33, 12

5 pantalla 15cm C 3-60 15.00 15, 29, 52, 40

6 pantalla 15cm C 3-60 15.00 27, 10, 35, 51

7 pantalla 15cm C 3-60 15.00 11, 31, 53, 36

8 pantalla 15cm C 3-60 15.00 12, 33, 54, 37

10 pantalla 15cm C 3-60 15.00 51, 35, 56, 72

11 pantalla 15cm C 3-60 15.00 36, 53, 74, 57

12 pantalla 15cm C 3-60 15.00 37, 54, 75, 58

13 placa C 3-60 15.00 59, 61, 64, 63

------------------------------------------------------------------------------------------------------------------------------------------------------------------------------


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Load data _________________________________________________________________________________________________________________________

GLOSSARY

Comb : Indicates if load condition is a load combination

Load conditions _________________________________________________________________________________________________________________________

Condition Description Comb. Category

--------------------------------------------------------------------------------------------------------------------------------------------------------------------

CM Carga Muerta No DL

CV Carga Viva No LL

FHEX Sismo X No EQ

FHEZ Sismo Z No EQ

SPECX Espectro X No EQ

SPECZ Espectro Z No EQ

C1 FHEX Yes

C2 FHEZ YesC3 SPECX Yes

C4 SPECZ Yes

C5 0.9CM+FHEX+0.3FHEZ Yes

C6 0.9CM+FHEX-0.3FHEZ Yes

C7 0.9CM-FHEX+0.3FHEZ Yes

C8 0.9CM-FHEX-0.3FHEZ Yes

C9 0.9CM+0.3FHEX+FHEZ Yes

C10 0.9CM+0.3FHEX-FHEZ Yes

C11 0.9CM-0.3FHEX+FHEZ Yes

C12 0.9CM-0.3FHEX-FHEZ Yes


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Load on nodes _________________________________________________________________________________________________________________________

Condition Node FX FY FZ MX MY MZ

[Ton] [Ton] [Ton] [Ton*m] [Ton*m] [Ton*m]

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

FHEX 76 32.00 0.00 0.00 0.00 17.00 0.0077 64.00 0.00 0.00 0.00 35.00 0.00

78 30.00 0.00 0.00 0.00 16.00 0.00

FHEZ 76 0.00 0.00 32.00 0.00 10.00 0.00

77 0.00 0.00 64.00 0.00 20.00 0.00

78 0.00 0.00 30.00 0.00 9.00 0.00

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Distributed force on members _________________________________________________________________________________________________________________________

Condition Member Dir1 Val1 Val2 Dist1 % Dist2 %

[Ton/m] [Ton/m] [m] [m]

------------------------------------------------------------------------------------------------------------------------------------------------CM 11 Y -0.3651 -0.3651 0.00 No 6.50 No

Y -1.2795 -1.2795 44.6154 Yes 100.00 Yes

12 Y -0.45 -0.45 0.00 Yes 100.00 Yes

13 Y -0.45 -0.45 0.00 Yes 100.00 Yes

14 Y -0.45 -0.45 0.00 Yes 100.00 Yes

15 Y -1.07 -1.07 0.00 No 6.50 No

Y -0.3651 -0.3651 38.4615 Yes 100.00 Yes

16 Y -0.45 -0.45 0.00 Yes 100.00 Yes

17 Y -0.45 -0.45 0.00 Yes 100.00 Yes

18 Y -1.8002 -1.8002 0.00 No 6.50 No


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------------------------------------------------------------------------------------------------------------------------------------------------

60 Y -0.45 -0.45 0.00 Yes 100.00 Yes

61 Y -0.45 -0.45 0.00 Yes 100.00 Yes

62 Y -0.3651 -0.3651 0.00 Yes 100.00 Yes

65 Y -1.2795 -1.2795 0.00 Yes 100.00 Yes

66 Y -1.2795 -1.2795 0.00 Yes 100.00 Yes

68 Y -0.205 -0.205 0.00 No 4.03 No

69 Y -0.325 -0.325 0.00 No 2.30 No

70 Y -0.325 -0.325 0.00 Yes 100.00 Yes

72 Y -0.325 -0.325 0.00 Yes 100.00 Yes

73 Y -0.325 -0.325 0.00 No 2.30 No

85 Y -0.18 -0.18 0.00 Yes 100.00 Yes

87 Y -0.325 -0.325 0.00 Yes 100.00 Yes

88 Y -0.325 -0.325 0.00 Yes 100.00 Yes

89 Y -0.20 -0.20 0.00 Yes 100.00 Yes

91 Y -0.20 -0.20 0.00 Yes 100.00 Yes

92 Y -0.025 -0.025 0.00 Yes 100.00 Yes

CV 1 Y -0.55 -0.55 0.00 Yes 100.00 Yes

2 Y -0.55 -0.55 0.00 Yes 100.00 Yes

3 Y -0.55 -0.55 0.00 Yes 100.00 Yes

4 Y -0.55 -0.55 0.00 Yes 100.00 Yes

5 Y -0.55 -0.55 0.00 Yes 100.00 Yes

6 Y -0.55 -0.55 0.00 Yes 100.00 Yes

7 Y -0.55 -0.55 0.00 Yes 100.00 Yes

8 Y -0.55 -0.55 0.00 Yes 100.00 Yes

9 Y -0.55 -0.55 0.00 Yes 100.00 Yes

10 Y -0.55 -0.55 0.00 Yes 100.00 Yes

11 Y -0.1035 -0.1035 0.00 No 6.50 No

Y -0.3627 -0.3627 44.6154 Yes 100.00 Yes

15 Y -0.3033 -0.3033 0.00 No 6.50 No

Y -0.1035 -0.1035 38.4615 Yes 100.00 Yes

18 Y -0.5103 -0.5103 0.00 No 6.50 No


32/65

Load on shells _________________________________________________________________________________________________________________________

Condition Shell Pressure Temp.

[Ton/m2] [C]

-----------------------------------------------------------------------------------------

CV 13 -0.35 0.00

-----------------------------------------------------------------------------------------

Self weight multipliers for load conditions _________________________________________________________________________________________________________________________

Self weight multiplier

Condition Description Comb. MultX MultY MultZ

---------------------------------------------------------------------------------------------------------------------------------------------------------------------------

CM Carga Muerta No 0.00 -1.00 0.00

CV Carga Viva No 0.00 0.00 0.00

FHEX Sismo X No 0.00 0.00 0.00

FHEZ Sismo Z No 0.00 0.00 0.00

SPECX Espectro X No 0.00 -1.00 0.00

SPECZ Espectro Z No 0.00 -1.00 0.00

C1 FHEX Yes 0.00 0.00 0.00

C2 FHEZ Yes 0.00 0.00 0.00

C3 SPECX Yes 0.00 0.00 0.00

C4 SPECZ Yes 0.00 0.00 0.00

C5 0.9CM+FHEX+0.3FHEZ Yes 0.00 0.00 0.00

C6 0.9CM+FHEX-0.3FHEZ Yes 0.00 0.00 0.00

C7 0.9CM-FHEX+0.3FHEZ Yes 0.00 0.00 0.00

C8 0.9CM-FHEX-0.3FHEZ Yes 0.00 0.00 0.00

C9 0.9CM+0.3FHEX+FHEZ Yes 0.00 0.00 0.00

C10 0.9CM+0.3FHEX-FHEZ Yes 0.00 0.00 0.00

C11 0.9CM-0.3FHEX+FHEZ Yes 0.00 0.00 0.00

C12 0.9CM-0.3FHEX-FHEZ Yes 0.00 0.00 0.00


33/65

Earthquake (Dynamic analysis only) _________________________________________________________________________________________________________________________

Condition a/g Ang. Damp.

[Deg] [%]

---------------------------------------------------------------------------

C7 0.00 0.00 0.00

C8 0.00 0.00 0.00

C9 0.00 0.00 0.00

C10 0.00 0.00 0.00

C11 0.00 0.00 0.00

C12 0.00 0.00 0.00

C13 0.00 0.00 0.00

C14 0.00 0.00 0.00

C15 0.00 0.00 0.00

C16 0.00 0.00 0.00

C17 0.00 0.00 0.00

C18 0.00 0.00 0.00

C19 0.00 0.00 0.00

C20 0.00 0.00 0.00

---------------------------------------------------------------------------

Response spectrum _________________________________________________________________________________________________________________________

T a/g

[Sec]

-----------------------------------------

0.00 0.36

0.10 0.85

0.111 0.90

0.20 0.90

0.30 0.90

0.40 0.90

0.50 0.90

0.533 0.90


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Analysis resultStory drift nodes _________________________________________________________________________________________________________________________

Amplification factor: : 1.00

In X In Z

Node H TX TX Drift Ratio TZ TZ Drift Ratio

[m] [cm] [cm] [cm] [cm] [cm] [cm]

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------C1 = FHEX

8 0.00 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000

16 3.40 1.60759 1.60759 1.60759 0.00473 -0.13295 -0.13295 -0.13295 -0.00039

41 3.40 4.52539 2.91780 2.91780 0.00858 -0.39711 -0.26416 -0.26416 -0.00078

62 3.25 6.88118 2.35579 2.35579 0.00725 -0.59060 -0.19350 -0.19350 -0.00060

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

C2 = FHEZ

8 0.00 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000

16 3.40 0.03370 0.03370 0.03370 0.00010 0.94589 0.94589 0.94589 0.00278

41 3.40 0.09044 0.05674 0.05674 0.00017 2.30097 1.35508 1.35508 0.0039962 3.25 0.14940 0.05896 0.05896 0.00018 3.19050 0.88953 0.88953 0.00274

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

C3 = SPECX

8 0.00 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000

16 3.40 1.60884 1.60884 1.60884 0.00473 0.17025 0.17025 0.17025 0.00050

41 3.40 4.62101 3.01217 3.01217 0.00886 0.48919 0.31894 0.31894 0.00094

62 3.25 7.22014 2.59914 2.59914 0.00800 0.75038 0.26119 0.26119 0.00080

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

C4 = SPECZ

8 0.00 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000


35/65


36/65

Story drift nodes _________________________________________________________________________________________________________________________

In X In Z

Node H TX TX Drift Ratio TZ TZ Drift Ratio

[m] [cm] [cm] [cm] [cm] [cm] [cm]

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------C19 = - 0.3SPECX + SPECZ

8 0.00 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000

16 3.40 -0.43730 -0.43730 -0.43730 -0.00129 0.99517 0.99517 0.99517 0.00293

41 3.40 -1.25633 -0.81903 -0.81903 -0.00241 2.44938 1.45421 1.45421 0.00428

62 3.25 -1.96228 -0.70595 -0.70595 -0.00217 3.43050 0.98112 0.98112 0.00302

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

C20 = - 0.3SPECX - SPECZ

8 0.00 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000

16 3.40 -0.52800 -0.52800 -0.52800 -0.00155 -1.09732 -1.09732 -1.09732 -0.00323

41 3.40 -1.51627 -0.98828 -0.98828 -0.00291 -2.74290 -1.64557 -1.64557 -0.00484

62 3.25 -2.36981 -0.85353 -0.85353 -0.00263 -3.88073 -1.13783 -1.13783 -0.00350

-------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------


37/65


Load data _________________________________________________________________________________________________________________________

GLOSSARY

Comb : Indicates if load condition is a load combination

Load conditions _________________________________________________________________________________________________________________________

Condition Description Comb. Category

--------------------------------------------------------------------------------------------------------------------------------------------------------------------

CM Carga Muerta No DL

CV Carga Viva No LL

EX Sismo X No EQ

EZ Sismo Z No EQ

SPEX Espectro X No EQ

ESPZ Espectro Z No EQ

C1 1.4CM Yes

C2 1.2CM+1.6CV Yes

C3 1.2CM+CV+0.18EX+0.05EZ Yes

C4 1.2CM+CV+0.18EX-0.05EZ Yes

C5 1.2CM+CV-0.18EX+0.05EZ Yes

C6 1.2CM+CV-0.18EX-0.05EZ Yes

C7 1.2CM+CV+0.05EX+0.18EZ Yes

C8 1.2CM+CV+0.05EX-0.18EZ Yes

C9 1.2CM+CV-0.05EX+0.18EZ Yes

C10 1.2CM+CV-0.05EX-0.18EZ Yes

C11 0.9CM+0.18EX+0.05EZ Yes

C12 0.9CM+0.18EX-0.05EZ Yes


38/65

Masses _________________________________________________________________________________________________________________________

Node TX TY TZ RX RY RZ

[kg] [kg] [kg] [kg*m2] [kg*m2] [kg*m2]

---------------------------------------------------------------------------------------------------------------------------------------------------------------------------

76 7.32E+04 0.00 7.32E+04 0.00 1.29E+06 0.00

77 7.34E+04 0.00 7.34E+04 0.00 1.30E+06 0.00

78 2.81E+04 0.00 2.81E+04 0.00 5.23E+05 0.00

---------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Load on nodes _________________________________________________________________________________________________________________________

Condition Node FX FY FZ MX MY MZ

[Ton] [Ton] [Ton] [Ton*m] [Ton*m] [Ton*m]

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

EX 76 32.00 0.00 0.00 0.00 17.00 0.00

77 64.00 0.00 0.00 0.00 35.00 0.00

78 30.00 0.00 0.00 0.00 16.00 0.00

EZ 76 0.00 0.00 32.00 0.00 10.00 0.00

77 0.00 0.00 64.00 0.00 20.00 0.00

78 0.00 0.00 30.00 0.00 9.00 0.00

----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------



39/65




------------------------------------------------------------------------------------------------------------------------------------------------

42 Y -0.45 -0.45 0.00 Yes 100.00 Yes

43 Y -1.07 -1.07 0.00 No 6.50 No

Y -0.3651 -0.3651 38.4615 Yes 100.00 Yes

44 Y -0.45 -0.45 0.00 Yes 100.00 Yes

45 Y -0.45 -0.45 0.00 Yes 100.00 Yes

46 Y -1.8002 -1.8002 0.00 No 6.50 No

47 Y -2.0098 -2.0098 2.90 No 6.50 No

Y -0.7303 -0.7303 0.00 Yes 44.6154 Yes

Y -0.35 -0.35 0.00 Yes 100.00 Yes

48 Y -0.45 -0.45 0.00 Yes 100.00 Yes

57 Y -0.35 -0.35 0.00 Yes 100.00 Yes

58 Y -0.3651 -0.3651 0.00 No 6.50 No

59 Y -0.45 -0.45 0.00 Yes 100.00 Yes

60 Y -0.45 -0.45 0.00 Yes 100.00 Yes

61 Y -0.45 -0.45 0.00 Yes 100.00 Yes

62 Y -0.3651 -0.3651 0.00 Yes 100.00 Yes

65 Y -1.2795 -1.2795 0.00 Yes 100.00 Yes

66 Y -1.2795 -1.2795 0.00 Yes 100.00 Yes

68 Y -0.205 -0.205 0.00 No 4.03 No

69 Y -0.325 -0.325 0.00 No 2.30 No

70 Y -0.325 -0.325 0.00 Yes 100.00 Yes

72 Y -0.325 -0.325 0.00 Yes 100.00 Yes73 Y -0.325 -0.325 0.00 No 2.30 No

85 Y -0.18 -0.18 0.00 Yes 100.00 Yes

87 Y -0.325 -0.325 0.00 Yes 100.00 Yes

88 Y -0.325 -0.325 0.00 Yes 100.00 Yes

89 Y -0.20 -0.20 0.00 Yes 100.00 Yes

91 Y -0.20 -0.20 0.00 Yes 100.00 Yes

92 Y -0.025 -0.025 0.00 Yes 100.00 Yes

CV 1 Y -0.55 -0.55 0.00 Yes 100.00 Yes

2 Y -0.55 -0.55 0.00 Yes 100.00 Yes


40/65


41/65

Self weight multipliers for load conditions _________________________________________________________________________________________________________________________

Self weight multiplier

Condition Description Comb. MultX MultY MultZ

---------------------------------------------------------------------------------------------------------------------------------------------------------------------------

C23 1.2CM+CV+0.05SPEX+0.18ESPZ Yes 0.00 0.00 0.00

C24 1.2CM+CV+0.05SPEX-0.18ESPZ Yes 0.00 0.00 0.00

C25 1.2CM+CV-0.05SPEX+0.18ESPZ Yes 0.00 0.00 0.00

C26 1.2CM+CV-0.05SPEX-0.18ESPZ Yes 0.00 0.00 0.00

C27 0.9CM+0.18SPEX+0.05ESPZ Yes 0.00 0.00 0.00

C28 0.9CM+0.18SPEX-0.05ESPZ Yes 0.00 0.00 0.00

C29 0.9CM-0.18SPEX+0.05ESPZ Yes 0.00 0.00 0.00

C30 0.9CM-0.18SPEX-0.05ESPZ Yes 0.00 0.00 0.00

C31 0.9CM+0.05SPEX+0.18ESPZ Yes 0.00 0.00 0.00

C32 0.9CM+0.05SPEX-0.18ESPZ Yes 0.00 0.00 0.00

C33 0.9CM-0.05SPEX+0.18ESPZ Yes 0.00 0.00 0.00

C34 0.9CM-0.05SPEX-0.18ESPZ Yes 0.00 0.00 0.00

---------------------------------------------------------------------------------------------------------------------------------------------------------------------------



[Deg] [%]

---------------------------------------------------------------------------

CM 0.00 0.00 0.00

CV 0.00 0.00 0.00

EX 0.00 0.00 0.00

EZ 0.00 0.00 0.00

SPEX 1.00 0.00 5.00

ESPZ 1.00 0.00 5.00

C1 0.00 0.00 0.00

C2 0.00 0.00 0.00

C3 0.00 0.00 0.00


42/65



[Deg] [%]

---------------------------------------------------------------------------

C33 0.00 0.00 0.00

C34 0.00 0.00 0.00

---------------------------------------------------------------------------

Response spectrum _________________________________________________________________________________________________________________________

T a/g

[Sec]

-----------------------------------------

0.00 0.36

0.10 0.85

0.111 0.90

0.20 0.90

0.30 0.90

0.40 0.90

0.50 0.90

0.533 0.90

0.60 0.80

0.70 0.69

0.80 0.60

0.90 0.53

1.00 0.48

1.20 0.40

1.40 0.34

1.60 0.30

1.80 0.27

2.00 0.24

2.50 0.19

3.00 0.16


43/65


Design Results

Preliminary Reinforced Concrete Design

Design code: ACI 318-2005 __________________________________________________________________________________________________________________________________________________________

Load conditions

C1=1.4CM

C2=1.2CM+1.6CV

C3=1.2CM+CV+0.18EX+0.05EZ

C4=1.2CM+CV+0.18EX-0.05EZ

C5=1.2CM+CV-0.18EX+0.05EZ

C6=1.2CM+CV-0.18EX-0.05EZ

C7=1.2CM+CV+0.05EX+0.18EZ

C8=1.2CM+CV+0.05EX-0.18EZ

C9=1.2CM+CV-0.05EX+0.18EZ

C10=1.2CM+CV-0.05EX-0.18EZ

C11=0.9CM+0.18EX+0.05EZ

C12=0.9CM+0.18EX-0.05EZC13=0.9CM-0.18EX+0.05EZ

C14=0.9CM-0.18EX-0.05EZ

C15=0.9CM+0.05EX+0.18EZ

C16=0.9CM+0.05EX-0.18EZ

C17=0.9CM-0.05EX+0.18EZ

C18=0.9CM-0.05EX-0.18EZ

BEAMS

BEAM A.left A.cent A.right I.P.left I.P.rght SKIN Stirrup spacing [cm] TYPE Mmin/max V [Ton] Length

ID [cm2] [cm2] [cm2] [m] [m] [cm2] Bar LEF. CENT. RGH. [Ton*m] T [Ton*m] [m]

--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

1 RcBeamM 30x35cmTOP: 0.00 3.00 3.00 0.13 5.30 0.00 #3 15.00 15.00 15.00 U 1.49 3.23 6.50

BOT: 0.00 1.78 0.00 0.10 5.37 -2.98 0.00

2 RcBeamM 30x35cm

TOP: 1.91 0.00 1.91 0.89 3.14 0.00 #3 15.00 15.00 15.00 U 0.80 1.97 4.03

BOT: 0.00 0.95 0.00 0.82 3.21 -1.60 0.00

3 RcBeamM 30x35cm

TOP: 0.00 0.00 0.00 0.28 2.19 0.00 #3 15.00 15.00 15.00 U 0.08 0.73 2.30

BOT: 0.00 0.00 0.00 0.25 2.21 -0.17 0.00

Page1



44/65

y g __________________________________________________________________________________________________________________________________________________________

BEAMS



--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

4 RcBeamM 30x35cm

TOP: 1.33 0.00 1.33 0.74 2.63 0.00 #3 15.00 15.00 15.00 U 0.56 1.58 3.37

BOT: 0.00 0.00 0.00 0.69 2.68 -1.12 0.00

5 RcBeamM 30x35cm

TOP: 0.00 3.00 3.00 0.13 5.30 0.00 #3 15.00 15.00 15.00 U 1.49 3.23 6.50

BOT: 0.00 1.78 0.00 0.10 5.37 -2.98 0.00

6 RcBeamM 30x35cm

TOP: 1.33 0.00 1.33 0.74 2.63 0.00 #3 15.00 15.00 15.00 U 0.56 1.58 3.37

BOT: 0.00 0.00 0.00 0.69 2.68 -1.12 0.00

7 RcBeamM 30x35cm

TOP: 0.00 0.00 0.00 0.11 2.02 0.00 #3 15.00 15.00 15.00 U 0.08 0.73 2.30

BOT: 0.00 0.00 0.00 0.09 2.05 -0.17 0.00

8 RcBeamM 30x35cm

TOP: 3.85 0.00 3.85 1.41 5.09 0.00 #3 15.00 15.00 15.00 U 2.08 3.43 6.50

BOT: 0.00 2.50 0.00 1.34 5.16 -4.16 0.00

9 RcBeamM 30x35cm

TOP: 3.85 0.00 3.85 1.41 5.09 0.00 #3 15.00 15.00 15.00 U 2.08 3.43 6.50

BOT: 0.00 2.50 0.00 1.34 5.16 -4.16 0.00

10 RcBeamM 30x35cm

TOP: 1.91 0.00 1.91 0.89 3.14 0.00 #3 15.00 15.00 15.00 U 0.80 1.97 4.03

BOT: 0.00 0.95 0.00 0.82 3.21 -1.60 0.00

11 RcBeamM 30x35cm

TOP: 0.00 8.75 9.31 0.31 4.93 0.00 #3 15.00 15.00 15.00 U 4.37 7.66 6.50

BOT: 0.00 4.05 0.00 0.45 6.28 -9.32 0.10

12 RcBeamM 30x35cm

TOP: 3.00 0.00 1.69 1.82 3.04 0.00 #3 15.00 15.00 15.00 U 0.87 2.21 4.03

BOT: 0.00 0.00 1.02 0.00 0.00 -3.07 0.01

13 RcBeamM 30x35cm

TOP: 0.00 0.00 4.68 0.00 0.00 0.00 #3 15.00 15.00 15.00 U 3.63 7.36 2.30

BOT: 0.00 0.00 3.33 0.00 0.00 -5.01 0.09

Page2



45/65

y g __________________________________________________________________________________________________________________________________________________________

BEAMS



--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

14 RcBeamM 30x35cm

TOP: 3.00 0.00 3.00 1.52 2.01 0.00 #3 15.00 15.00 15.00 U 2.07 2.63 3.37

BOT: 0.00 0.00 2.48 0.00 0.00 -3.11 0.02

15 RcBeamM 30x35cm

TOP: 0.00 8.24 8.47 0.29 4.96 0.00 #3 15.00 15.00 15.00 U 4.20 7.88 6.50

BOT: 0.00 3.89 0.00 0.42 6.05 -8.58 1.13

16 RcBeamM 30x35cm

TOP: 3.23 0.00 3.03 1.45 1.70 0.00 #3 15.00 15.00 15.00 U 2.13 2.76 3.37

BOT: 0.00 0.00 2.56 0.00 0.00 -3.52 9.60E-03

17 RcBeamM 30x35cm

TOP: 0.00 0.00 4.27 0.00 0.00 0.00 #3 15.00 15.00 15.00 U 4.02 6.74 2.30

BOT: 0.00 0.00 3.71 0.00 0.00 -4.59 0.10

18 RcBeamM 30x35cm

TOP: 12.79 0.00 12.30 1.60 4.93 0.00 #3 15.00 15.00 15.00 U 6.49 9.57 6.50

BOT: 0.00 6.20 0.00 0.90 5.65 -12.13 3.02E-03

19 RcBeamM 30x35cm

TOP: 12.54 0.00 14.45 1.69 5.00 0.00 #3 15.00 15.00 15.00 >[]< 7.50 11.22 6.50

BOT: 0.00 7.27 0.52 1.00 5.61 -13.57 0.02

20 RcBeamM 30x35cm

TOP: 1.74 0.00 3.20 1.03 2.11 0.00 #3 15.00 15.00 15.00 U 0.87 2.39 4.03

BOT: 0.00 0.00 1.03 0.00 0.00 -3.50 0.02

29 RcBeamM 30x35cm

TOP: 0.00 0.00 0.00 3.91 0.00 0.00 #3 15.00 15.00 15.00 U 1.52 1.32 4.03

BOT: 1.81 0.00 0.00 3.99 0.00 -0.16 4.19E-03

30 RcBeamM 15x35cm

TOP: 0.51 0.00 0.44 0.21 6.31 0.00 #3 15.00 15.00 15.00 U 3.62 2.20 6.50

BOT: 0.00 3.50 0.00 0.11 6.40 -0.43 3.09E-04

31 RcBeamM 30x35cm

TOP: 0.00 0.00 3.10 0.00 0.00 0.00 #3 15.00 15.00 15.00 U 3.09E-04 3.14 1.15

BOT: 0.00 0.00 0.00 1.15 0.00 -3.39 0.43

Page3



46/65

__________________________________________________________________________________________________________________________________________________________

BEAMS



--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

32 RcBeamM 30x35cm

TOP: 0.00 0.00 3.08 0.00 0.00 0.00 #3 15.00 15.00 15.00 U 2.10E-04 3.12 1.15

BOT: 0.00 0.00 0.00 1.15 0.00 -3.37 0.37

33 RcBeamM 30x35cm

TOP: 0.00 0.00 3.00 0.00 0.00 0.00 #3 15.00 15.00 15.00 U 0.00 2.34 1.15

BOT: 0.00 0.00 0.00 0.00 0.00 -2.56 0.54

34 RcBeamM 15x35cm

TOP: 0.64 0.00 0.00 0.41 0.00 0.00 #3 15.00 15.00 15.00 U 1.31 1.40 4.00

BOT: 0.00 0.00 1.50 0.28 0.00 -0.54 0.08

35 RcBeamM 15x35cm

TOP: 0.00 0.00 1.50 0.06 0.00 0.00 #3 15.00 15.00 15.00 U 0.08 1.48 1.15

BOT: 0.00 0.00 0.00 0.07 0.00 -1.57 0.10

36 RcBeamM 15x35cm

TOP: 0.00 0.00 0.00 0.46 3.88 0.00 #3 15.00 15.00 15.00 U 0.31 0.30 4.03

BOT: 0.00 0.00 0.00 3.99 0.00 -0.12 1.90E-03

37 RcBeamM 30x35cm

TOP: 0.00 0.00 0.00 0.00 0.00 0.00 #3 15.00 15.00 15.00 U 0.00 0.67 0.50

BOT: 0.00 0.00 0.00 0.00 0.00 -0.45 0.04

38 RcBeamM 30x35cm

TOP: 0.00 0.00 0.00 0.50 0.00 0.00 #3 15.00 15.00 15.00 U 1.90E-03 0.68 0.50

BOT: 0.00 0.00 0.00 0.49 0.00 -0.46 0.12

39 RcBeamM 30x35cm

TOP: 8.97 0.00 9.98 2.64 4.88 0.00 #3 15.00 15.00 15.00 U 4.42 7.89 6.50

BOT: 0.00 4.10 0.00 0.04 6.34 -9.88 0.10

40 RcBeamM 30x35cm

TOP: 3.00 0.00 1.85 1.74 2.92 0.00 #3 15.00 15.00 15.00 U 0.82 2.28 4.03

BOT: 0.00 0.00 0.97 0.00 0.00 -3.12 0.01

41 RcBeamM 30x35cm

TOP: 2.61 0.00 4.14 0.57 0.58 0.00 #3 15.00 15.00 15.00 U 3.51 6.84 2.30

BOT: 0.00 0.00 3.22 0.00 0.00 -4.46 0.09

Page4



47/65

__________________________________________________________________________________________________________________________________________________________

BEAMS



--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

42 RcBeamM 30x35cm

TOP: 3.00 0.00 3.00 1.48 2.00 0.00 #3 15.00 15.00 15.00 U 1.79 2.51 3.37

BOT: 0.00 0.00 2.14 0.00 0.00 -2.97 0.02

43 RcBeamM 30x35cm

TOP: 0.00 8.45 8.90 0.27 4.90 0.00 #3 15.00 15.00 15.00 U 4.19 7.95 6.50

BOT: 0.00 3.88 0.00 0.41 6.12 -8.96 1.13

44 RcBeamM 30x35cm

TOP: 3.00 0.00 3.00 1.47 1.74 0.00 #3 15.00 15.00 15.00 U 1.81 2.57 3.37

BOT: 0.00 0.00 2.16 0.00 0.00 -3.28 0.01

45 RcBeamM 30x35cm

TOP: 0.00 0.00 3.74 0.00 0.00 0.00 #3 15.00 15.00 15.00 U 3.23 6.29 2.30

BOT: 0.00 0.00 3.00 0.00 0.00 -4.05 0.10

46 RcBeamM 30x35cm

TOP: 13.18 0.00 12.46 1.64 4.91 0.00 #3 15.00 15.00 15.00 U 6.51 9.60 6.50

BOT: 0.00 6.22 0.00 0.86 5.71 -12.43 3.08E-03

47 RcBeamM 30x35cm

TOP: 13.43 0.00 14.70 1.74 4.97 0.00 #3 15.00 15.00 15.00 >[]< 7.45 11.21 6.50

BOT: 0.00 7.22 0.77 0.99 5.65 -13.86 0.02

48 RcBeamM 30x35cm

TOP: 1.81 0.00 3.46 1.14 2.18 0.00 #3 15.00 15.00 15.00 U 1.03 2.55 4.03

BOT: 0.00 0.00 1.22 0.00 0.00 -3.76 0.02

57 RcBeamM 30x35cm

TOP: 0.00 0.00 0.00 3.92 0.00 0.00 #3 15.00 15.00 15.00 U 1.66 1.44 4.03

BOT: 1.98 0.00 0.00 3.99 0.00 -0.15 4.09E-03

58 RcBeamM 15x35cm

TOP: 0.53 0.00 0.45 0.23 6.31 0.00 #3 15.00 15.00 15.00 U 3.62 2.20 6.50

BOT: 0.00 3.50 0.00 0.10 6.40 -0.45 4.17E-04

59 RcBeamM 30x35cm

TOP: 0.00 0.00 3.10 0.00 0.00 0.00 #3 15.00 15.00 15.00 U 4.17E-04 3.14 1.15

BOT: 0.00 0.00 0.00 1.15 0.00 -3.39 0.45

Page5


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49/65

__________________________________________________________________________________________________________________________________________________________

BEAMS



--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

70 RcBeamM 30x35cm

TOP: 2.65 0.00 2.06 1.46 2.24 0.00 #3 15.00 15.00 15.00 U 0.98 2.04 3.37

BOT: 0.00 0.00 1.16 0.00 0.00 -2.20 8.84E-03

71 RcBeamM 30x35cm

TOP: 3.00 0.00 3.00 3.13 4.27 0.00 #3 15.00 15.00 15.00 U 1.74 2.70 6.50

BOT: 0.00 0.00 2.08 0.19 0.22 -3.28 0.47

72 RcBeamM 30x35cm

TOP: 2.12 0.00 3.00 1.19 1.74 0.00 #3 15.00 15.00 15.00 U 0.91 2.21 3.37

BOT: 0.00 0.00 1.07 0.00 0.00 -2.67 6.76E-03

73 RcBeamM 30x35cm

TOP: 0.00 0.00 2.72 0.00 0.00 0.00 #3 15.00 15.00 15.00 U 1.47 2.87 2.30

BOT: 0.00 1.75 1.10 0.34 1.85 -2.26 0.06

74 RcBeamM 30x35cm

TOP: 3.00 0.00 3.00 2.69 3.90 0.00 #3 15.00 15.00 15.00 U 1.02 1.45 6.50

BOT: 0.00 0.00 1.21 0.00 0.00 -3.05 2.00E-03

75 RcBeamM 30x35cm

TOP: 5.49 0.00 4.71 1.81 4.45 0.00 #3 15.00 15.00 15.00 U 4.00 4.57 6.50

BOT: 0.00 3.69 0.00 0.40 6.40 -5.80 0.09

76 RcBeamM 30x35cm

TOP: 1.81 0.00 2.82 0.89 2.76 0.00 #3 15.00 15.00 15.00 U 1.47 2.47 4.03

BOT: 0.00 0.00 1.75 0.00 0.00 -2.34 0.12

85 RcBeamM 30x35cm

TOP: 0.00 0.00 0.00 0.06 3.96 0.00 #3 15.00 15.00 15.00 U 2.80 2.26 4.03

BOT: 0.00 3.00 0.00 0.01 4.01 -0.10 0.07

86 RcBeamM 15x35cm

TOP: 0.00 0.00 0.00 0.20 6.26 0.00 #3 15.00 15.00 15.00 U 0.87 0.51 6.50

BOT: 0.00 0.00 1.04 0.00 0.00 -0.09 5.28E-04

87 RcBeamM 30x35cm

TOP: 0.00 0.00 1.52 0.00 0.00 0.00 #3 15.00 15.00 15.00 U 0.00 1.36 1.15

BOT: 0.00 0.00 0.00 0.00 0.00 -1.28 0.07

Page7



50/65

__________________________________________________________________________________________________________________________________________________________

BEAMS



--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

88 RcBeamM 30x35cm

TOP: 1.53 0.00 0.00 1.15 0.00 0.00 #3 15.00 15.00 15.00 U 5.28E-04 1.36 1.15

BOT: 0.00 0.00 0.00 1.15 0.00 -1.28 0.09

89 RcBeamM 30x35cm

TOP: 0.00 0.00 1.15 0.00 0.00 0.00 #3 15.00 15.00 15.00 U 0.00 0.99 1.15

BOT: 0.00 0.00 0.00 0.00 0.00 -0.97 0.24

90 RcBeamM 15x35cm

TOP: 0.00 0.00 0.00 0.76 0.00 0.00 #3 15.00 15.00 15.00 U 0.28 0.35 4.00

BOT: 0.00 0.00 0.00 0.37 0.00 -0.24 0.04

91 RcBeamM 15x35cm

TOP: 0.00 0.00 0.78 0.10 0.00 0.00 #3 15.00 15.00 15.00 U 0.04 0.74 1.15

BOT: 0.00 0.00 0.00 0.13 0.00 -0.66 0.04

92 RcBeamM 15x35cm

TOP: 0.00 0.00 0.00 0.25 3.91 0.00 #3 15.00 15.00 15.00 U 0.39 0.36 4.03

BOT: 0.00 0.47 0.00 0.00 4.03 -0.08 1.08E-03

93 RcBeamM 30x35cm

TOP: 0.00 0.00 0.00 0.00 0.00 0.00 #3 15.00 15.00 15.00 U 1.08E-03 0.47 0.50

BOT: 0.00 0.00 0.00 0.50 0.00 -0.25 0.04

94 RcBeamM 30x35cm

TOP: 0.00 0.00 0.00 0.00 0.00 0.00 #3 15.00 15.00 15.00 U 5.94E-05 0.49 0.50

BOT: 0.00 0.00 0.00 0.50 0.00 -0.26 0.08

--------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Notes.-

General information:

- Only selected members are shown.

- Deflection should be verified by user.

- Equivalent rectangular stress block is assumed for concrete beam and column design.

Page8



51/65

__________________________________________________________________________________________________________________________________________________________

Beams:

- V3, M22 and axial forces are ignored in beam member design.

- Only rectangular and T sections are designed.

- Type: U= opened stirrup []= closed stirrup >[]


52/65


Design Results


Design code: ACI 318-2005 __________________________________________________________________________________________________________________________________________________________

Load conditions

C1=1.4CM

C2=1.2CM+1.6CV

C3=1.2CM+CV+0.18EX+0.05EZ

C4=1.2CM+CV+0.18EX-0.05EZ

C5=1.2CM+CV-0.18EX+0.05EZ

C6=1.2CM+CV-0.18EX-0.05EZ

C7=1.2CM+CV+0.05EX+0.18EZ

C8=1.2CM+CV+0.05EX-0.18EZ

C9=1.2CM+CV-0.05EX+0.18EZ

C10=1.2CM+CV-0.05EX-0.18EZ

C11=0.9CM+0.18EX+0.05EZ

C12=0.9CM+0.18EX-0.05EZC13=0.9CM-0.18EX+0.05EZ

C14=0.9CM-0.18EX-0.05EZ

C15=0.9CM+0.05EX+0.18EZ

C16=0.9CM+0.05EX-0.18EZ

C17=0.9CM-0.05EX+0.18EZ

C18=0.9CM-0.05EX-0.18EZ

COLUMNS

COL Faxial M33 M22 Load A.required Length V3 V2 Stirrup spacing B x H

ID [Ton] [Ton*m] [Ton*m] ID [cm2] [m] [Ton] [Ton] Bar [cm] [cm]

------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

56 -23.95 -6.00 1.24 C4 12.00 3.40 0.74 3.42 #3 12.50 30x40

21 -25.53 -2.77 1.49 C9 12.00 3.40 0.92 1.47 #3 12.50 30x40

22 25.87 2.03 -0.40 C13 12.00 3.40 0.14 0.69 #3 12.50 30x40

23 -9.17 -3.95 0.80 C9 12.00 3.40 1.26 2.34 #3 12.50 30x40

24 -12.16 3.95 0.82 C7 12.00 3.40 1.24 2.21 #3 12.50 30x40

25 -17.12 -4.10 -1.97 C10 12.00 3.40 1.14 2.02 #3 12.50 30x40

26 -23.17 4.61 -2.09 C8 12.00 3.40 1.20 2.17 #3 12.50 30x40

27 -60.03 2.91 0.63 C6 12.00 3.40 0.37 1.37 #3 12.50 30x40

28 -40.11 -4.13 0.77 C4 12.00 3.40 0.44 2.17 #3 12.50 30x40

49 -15.55 4.66 -2.19 C9 12.00 3.40 1.29 2.68 #3 12.50 30x40

50 -4.96 -0.07 -1.57 C8 12.00 3.40 1.19 0.46 #3 12.50 30x40

51 -8.15 7.36 -0.28 C5 12.00 3.40 0.28 4.57 #3 12.50 30x40

Page1

52 -10.77 -6.96 -0.22 C3 12.00 3.40 0.27 4.37 #3 12.50 30x40

53 -12 39 6 18 2 73 C10 12 00 3 40 1 57 3 47 #3 12 50 30x40


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53 -12.39 6.18 2.73 C10 12.00 3.40 1.57 3.47 #3 12.50 30x40

54 -14.24 -6.86 2.99 C8 12.00 3.40 1.74 3.97 #3 12.50 30x40

55 -8.63 1.29 -1.75 C10 12.00 3.40 1.16 1.83 #3 12.50 30x40

77 -5.44 4.00 -0.88 C5 12.00 3.25 0.48 2.31 #3 12.50 30x40

78 -1.36 -0.13 -1.56 C8 12.00 3.25 1.09 0.29 #3 12.50 30x40

79 -2.27 4.76 -0.30 C5 12.00 3.25 0.38 2.83 #3 12.50 30x40

80 -0.10 -4.46 -0.20 C4 12.00 3.25 0.23 2.59 #3 12.50 30x40

81 -6.37 -6.49 -1.50 C6 12.00 3.25 0.84 3.79 #3 12.50 30x40

82 -3.58 -4.92 2.19 C8 12.00 3.25 1.40 2.59 #3 12.50 30x40

83 -8.28 -6.00 0.42 C5 12.00 3.25 0.06 2.38 #3 12.50 30x40

84 -6.46 4.69 -0.50 C4 12.00 3.25 0.37 2.73 #3 12.50 30x40

------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------

Notes.-

General information:

- Only selected members are shown.

- Deflection should be verified by user.

- Equivalent rectangular stress block is assumed for concrete beam and column design.

Beams:

- V3, M22 and axial forces are ignored in beam member design.

- Only rectangular and T sections are designed.

- Type: U= opened stirrup []= closed stirrup >[]


54/65


Design Results

Concrete Wall _________________________________________________________________________________________________________________________

GENERAL INFORMATION:

Global status : OK

Design code : ACI 318-05

Geometry:

Total height : 10.05 [m]

Total length : 1.00 [m]

Base support type : Continuous

Wall bottom restraint : Fixed

Column bottom restraint : Fixed

Rigidity elements : None

Materials:

Material : C 3-60

Steel tension strength (Fy) : 4.2184 [Ton/cm2]

Concrete compressive strength (fc) : 0.21092 [Ton/cm2]

Steel elasticity modulus (Es) : 2038.89 [Ton/cm2]

Concrete modulus of elasticity (E) : 219.499 [Ton/cm2]

Concrete unit weight : 2.39984 [Ton/m3]

Number of stories: 3

Story Story height Wall thickness

[m] [cm]


55/65

Concrete Wall _________________________________________________________________________________________________________________________

C14 Yes 0.9CM-0.18EX-0.05EZ

C15 Yes 0.9CM+0.05EX+0.18EZ

C16 Yes 0.9CM+0.05EX-0.18EZ

C17 Yes 0.9CM-0.05EX+0.18EZ

C18 Yes 0.9CM-0.05EX-0.18EZ

C19 Yes 1.2CM+CV+0.18SPEX+0.05ESPZ

C20 Yes 1.2CM+CV+0.18SPEX-0.05ESPZ

C21 Yes 1.2CM+CV-0.18SPEX+0.05ESPZ

C22 Yes 1.2CM+CV-0.18SPEX-0.05ESPZ

C23 Yes 1.2CM+CV+0.05SPEX+0.18ESPZ

C24 Yes 1.2CM+CV+0.05SPEX-0.18ESPZ

C25 Yes 1.2CM+CV-0.05SPEX+0.18ESPZ

C26 Yes 1.2CM+CV-0.05SPEX-0.18ESPZ

C27 Yes 0.9CM+0.18SPEX+0.05ESPZ

C28 Yes 0.9CM+0.18SPEX-0.05ESPZ

C29 Yes 0.9CM-0.18SPEX+0.05ESPZC30 Yes 0.9CM-0.18SPEX-0.05ESPZ

C31 Yes 0.9CM+0.05SPEX+0.18ESPZ

C32 Yes 0.9CM+0.05SPEX-0.18ESPZ

C33 Yes 0.9CM-0.05SPEX+0.18ESPZ

C34 Yes 0.9CM-0.05SPEX-0.18ESPZ

---------------------------------------------------------------------------------------------------------------------------

BEARING WALL DESIGN:

Status : OK


56/65

Concrete Wall _________________________________________________________________________________________________________________________


57/65

Concrete Wall _________________________________________________________________________________________________________________________

Segment Bars Spacing Ld

[cm] [cm]

---------------------------------------------------------------------------------------------

1 5-#4 20.00 55.65

2 5-#3 20.00 41.74

3 5-#3 20.00 41.74

---------------------------------------------------------------------------------------------

Intermediate results for axial-bending

Segment Condition c d

[cm] [cm]

---------------------------------------------------------------------------------------------

1 C4 (Bottom) 3.16 11.41

2 C3 (Top) 2.36 11.57

3 C2 (Max) 2.15 11.57---------------------------------------------------------------------------------------------

Combined axial flexure

Segment Condition Pu Mu *Mn Mu/ *Mn

[Ton] [Ton*m] [Ton*m]

--------------------------------------------------------------------------------------------------------------------------------------------------------

1 C4 (Bottom) 13.96 -0.69 3.43 0.20

2 C3 (Top) 9.69 0.51 2.27 0.23

3 C2 (Max) 4.15 -0.33 2.01 0.16

--------------------------------------------------------------------------------------------------------------------------------------------------------

Interaction diagrams, P vs. M:


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59/65

Concrete Wall _________________________________________________________________________________________________________________________


60/65


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Concrete Wall _________________________________________________________________________________________________________________________

Axial tension

Segment Condition Pu *Pn Pu/ *Pn

[Ton] [Ton]

--------------------------------------------------------------------------------------------------------------------------------------

1 C16 (Bottom) 7.77 48.99 0.16

2 C17 (Top) 1.89 26.94 0.07

3 C17 (Bottom) 2.87 26.94 0.11

--------------------------------------------------------------------------------------------------------------------------------------

Shear

Segment Condition Vu *Vn Vu/ *Vn

[Ton] [Ton]

--------------------------------------------------------------------------------------------------------------------------------------

1 C16 (Max) 9.594 25.853 0.37

2 C16 (Max) 6.521 30.633 0.21

3 C8 (Bottom) 3.512 31.807 0.11

--------------------------------------------------------------------------------------------------------------------------------------

Notes:

* Pu = Axial load

* Pn = Nominal axial load

* Mu = Section moment

* Mn = Maximum nominal moment

* Vu = Design shear force

* Vn = Nominal shear force

* ld = Embedment length

* As = Effective cross sectional area of reinforcement

ING. JAIRO A. RANGEL


62/65

Columna b = cm f'c = MPa s = MPa

t = cm fy = MPa

L = m

lcol = m Mu= kN*m

l = m Pu = kN

Pp (10%) = kN

0.600 600.00

60.00

40 420

PREDIMENSIONAMIENTO

1.600 Cargas0.400 0

DISEÑO DE ZAPATAS CONCENTRICAS

ZAPATA TIPO Z1

30 21 0.300



63/65

M borde de la columna = kN*mMu = 1,7 * M borde de la columna = kN*m

Con el criterio de calcular el refuerzo por metro lineal utilizamos una altura efectiva igual a: d= m

Cuantia =

As = cm²/m

Armadura: 9#419c./0.2

en ambos sentidos

L = m H = m

l = m h = m

l - d = m H-h = m

V (d) = kN

Vu (d)=un = . Vu = MPa

0.27 0.05

111.38

1.7*V(d) 0.389

CORTANTE

a. En una dirección (d)

1.60 0.40

0.60 0.35

FLEXIÓN 46.4178.89

0.33

0.002

6.60

DISEÑO DE ZAPATA CONCENTRICA



64/65

Columna bc = 30 cm. f'c = 21 MPa s = MPa

t = 40 cm. fy = 420 MPa

c = m

b = m Pu = kN

l-e = m Pp (10%) = kN

d = m S P1 = kN

e = m

L = m

Area necesaria = S P1 = 418.00 = m²

s 0.30

c » 2b = c x b b = 0.50xc

c = m Asumimos c= m

b = m b= m

VALOR DE R

DR*(L-e) = P1*e = DR * 3.55 = 188.10 kN-m R = kN

c = (P1 + DR)/(s*b) = 1.31 m Entonces c= m

sneto = (Pu+DR)/(b*c) = 0.200 MPa OK sneto= Mpa

Donde el cortante es cero (0), el momento es máximo

Md = DR(l-d) = kN-m h = 0.45 m Cuantia =

Mu = 1.5 * Md = kN-m bv = 0.30 m As = cm²

d = 0.41 m Armadura= Arriba

Abajo

234.46 16.10

4#7

4#5

52.99

1.80

0.200

DISEÑO DE VIGA DE CONTRAPESO :

Flexión

156.308 0.013092312

1.39

1.39

1.669 1.80

0.83 1.20

3.55 38.00

1.05 418.00

0.45

4.00

ZAPATA TIPO Z2

0.300

PREDIMENSIONAMIENTO

1.80 Cargas

1.20 380.00



65/65

Carga long. Bajo la zapata exterior = kN/m

Ai = kN V borde de columna = kN

Ad= kN

V(d) = kN 0.9032 Estribos sencillos #3 c/0.07m en la zona de confinamiento.

ZAPATA TIPO Z2

Se considera como voladizos en el sentido más largo, soportados en la viga de contrapeso:

s = MPa

M=(s*b*(c-bv)/2*(c-bv)/2)/2= kN-m

Mu = 1,7*M = kN-m

H = m

d = mb = m

h= m

Cuantia =

As = cm²

Armadura= 10#521c./0.2

7#515c./0.2

nu = Vu Vu borde viga = sneto*b*(c-bv)/2 = kN

b * d

Vu = 1.5* V borde = kN nu = MPa

fnc= MPa OK

270.62 0.593

0.649

1.80

0.35

0.0020

13.68

Chequeo por cortante

180.41

Flexión

0.200

67.65

115.01

0.45

0.38

360.82

54.12 271.75

325.88

-52.99

DISEÑO DE ZAPATA EXCENTRICA

Cortante

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