Memoria-de-Cálculo-SayGo-Calculistas1.pdf

June 22, 2019 | Author: Cristian Camilo Preciado Palacios | Category: Soldadura, Acero, Ingeniería mecánica, Materiales, Física aplicada e interdisciplinaria
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PROYECTO VERIFICACIÓN POSTE DE 6 METROS ZONA NORTE

MEMORIA DE CÁLCULO 134-EES-MC-202

PREPARADO POR:

SEPTIEMBRE 2014

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS

SEPTIEMBRE 2014

Este documento ha sido revisado como se indica abajo y se describe en el registro de revisiones de la página siguiente. Por favor destruir todas las revisiones previas. Revisión

Fecha

Nombre y Firma del Emisor 

Nombre y firma del Revisor / Aprobador 

 A

31.07.14

 A. Goffard

 A. Goffard

B

31.07.14

 A. Goffard

 A. Goffard

C

08.08.14

 A. Goffard

 A. Goffard

D

25.08.14

 A. Goffard

 A. Goffard

E

01.09.14

 A. Goffard

 A. Goffard

F

03.09.14

A. Goffard

 A. Goffard

No.

Registro de revisiones Revisión

Fecha

Descripción

N° A

31.07.14

Emitido para coordinación interna

B

31.07.14

Emitido para coordinación interna

C

08.08.14

Emitido para aprobación de cliente

D

25.08.14

Emitido para construcción

E

01.09.14

Emitido para construcción

F

03.09.14

Emitido para construcción

Firma

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS

SEPTIEMBRE 2014

INDICE I. GENERALIDADES....................................................................................................... 4 II. DESCRIPCION Y CONCEPTO ESTRUCTURAL .............................................. ................................ .............. 4 III. MATERIALES ............................................................................................. ............. 4 Acero estructural, ............................................................................................................................ 4 Módulo de elasticidad y densidad para cálculo: ................ ......................... ................... ................... .................. .................. .................. ............... ...... 4 Pernos, Tuercas y Golillas ................................................................................................................ 5

Corrientes ....................................................................................................................... 5 Alta Resistencia ................................................................................................ .............. 5 Soldaduras ................................................ ....................................................................................................... ...................................................................... ............... 5 Conexiones Empernadas .................................................................................. ............. 5 IV. NORMAS Y CARGAS.............................................................................................. 6 Normas nacionales .......................................................................................................................... 6 Normas y documentos extranjeros ................................................................................................. 6 Diseño Sísmico: NCh 433 Of 96. ...................................................................................................... 6 Parámetros Sísmicos: ...................................................................................................................... 6

Corte Basal: C*I*P; .................................................... .............................................................................................. .......................................... 7 Donde: ....................................................... ................................................................................................................ ...................................................................... ............. 7 Coeficiente Sísmico: ................................................................................................. ...... 7 Cargas Eventuales: ...................................................................................................... ....................................................................... ............................... 10 Ecuación de deslizamiento: ................................................. ......................................................................................... ........................................ 11 Ecuación de volcamiento ..................................................... ............................................................................................. ........................................ 11 % de apoyo ................................................................................................................... 12 V. COMBINACIONES DE CARGA ..................................................... .......................................................................... ..................... 13 VI. ANEXO 1: IMÁGENES MODELO ESTRUCTURAL ....................................... 14 VII. ANEXO II: DISEÑO DE ELEMENTOS SAP2000 ............................................ 16 Diseño pilar 4” x 3 mm.   ................................................................................................................. 17 Diseño pilar 2” x 2 mm.   ................................................................................................................. 18

Diseño parrilla L 70x30x2 .............................................................................................................. 19 Verificación placa base .................................................................................................................. 20 Verificación perno de anclaje ........................................................................................................ 21 Verificación fundación................................................................................................................... 21

VIII.

CONCLUSIÓN .................................................................................................... ......................................................................................... ........... 23

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS

SEPTIEMBRE 2014

MEMORIA DE CÁLCULO POSTE DE 6 METROS ZONA NORTE I.

GENERALIDADES

El proyecto contempla la verificación de un poste utilizado como estructura soportante de un panel solar, esta verificación se realiza en base a que dichos postes estarán ubicados en la zona Norte del país y bajo las condiciones sísmicas que corresponden a dicha zona.

II.

DESCRIPCION Y CONCEPTO ESTRUCTURAL

Para este proyecto se considera una estructura en base a perfiles metálicos de las siguientes dimensiones: -

III.

Pilar primario: 4” x 3 mm. (desde los 0 hasta los 5 metros) Brazo de luminaria: 2” x 2 mm. Pilares complementarios: 4,5”

Placa base: 300 x 300 x 8 mm. Atiesadores: 300 x 60 x 5 mm. Hilo de empotramiento a fundación 3/4” (largo 800+100 mm.)

MATERIALES Acero estructural,

ACERO: A37-24 ES, donde Tensión de fluencia   (  fy.)



2.400

Tensión de rotura

kg  cm2

  ( rot .)

Módulo de elasticidad y densidad para cálculo:  E 



2,1 x10 6

kg  cm 2

  ( acero)



7.850

kg  m3



3.700

kg  cm2

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS

SEPTIEMBRE 2014

Las planchas delgadas de acero que se empleen deberán satisfacer la Norma Nch 217 of. 68. Pernos, Tuercas y Golillas Corrientes Los pernos corrientes, tuercas y golillas serán de acero calidad A 42 –  23   23 o ASTM A307, salvo indicación contraria en los planos, y deberán cumplir con las normas Nch 206 of. 56,  Nch 208 of. 56 y Nch 301 of. 63. Alta Resistencia Los pernos de alta resistencia serán de acero al carbono según ASTM tipo 2 tipo 1 (A –  325). Las tuercas y golillas deberán cumplir con las normas ASTM A563 y ASTM F436 respectivamente. Soldaduras Para la soldadura se podrá considerar soldadura tipo MIG acero al carbono er70s-6 o en su defecto se podrá utilizar soldadura al arco 6011 para montaje y 7018 para remates. Para ambos casos, los cordones no podrán tener un espesor menor a 6 mm. En el caso de realizar cordones continuos, estos no podrán ser menor a 50 [email protected] de separación. Nomenclatura de soldadura ER70S-6 E: Electrodo R: Continuo 70: Resistencia a la tracción expresada en miles de Lbs/pulg2, S: Alambre sólido. 6: Composición química, antioxidante bajo hidrogeno sódico. Características típicas del metal depositado (según norma AWS: A5.18/A5.18M Requerimientos con probetas de metal de aporte Ch-v Resistencia a la tracción : 530 MPa 480 MPa 103J a -30°C 27J a -30°C Límite de fluencia : 415 MPa 400 MPa  Alargamiento en 50 mm : 31% 22%

Conexiones Empernadas La colocación de pernos de alta resistencia deberá cumplir con la “specification for structural joints using ASTM A325 or A490 Bolts“ del AISC. Tales pernos deberán llevar

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS IV.

SEPTIEMBRE 2014

NORMAS Y CARGAS

La verificación de la estructura se efectuará considerando las siguientes normas de diseño:  Normas nacionales -

 NCh 433 Of 1996 Modificada en 2009 “Diseño Sísmico de Edificios”

-

aprobación decreto 61 Manual de Diseño en Acero, ICHA, 2000.  NCh 432.Of71 “Cálculo de la acción del viento sobre las construcciones  NCh 1537.Of 2009 “Diseño “ Diseño estructural de edificios –  Cargas permanentes y

-

sobrecargas de uso”  Nch 3171.Of2010 “Diseño estructural –   Disposiciones generales y combinaciones de carga”

 Normas y documentos extranjeros -

American Institute of Steel Construction, AISC-ASD, 9º Edición, 1989. AISC 360 – 05  – 05 “Steel construction manual” 13 edition.

Se han utilizado las siguientes normas chilenas para el cálculo estructural del proyecto: Diseño Sísmico: NCh 433 Of 96. En el método de análisis, la acción sísmica se asimila a un sistema de fuerzas horizontales cuyos efectos sobre la estructura se calculan siguiendo los procedimientos de la estática. Este sistema de fuerzas horizontales aplicadas en el centro de masas del piso. Las estructuras se diseñan para resistir la acción sísmica de acuerdo a la norma Nch 433-of 96, permitiendo la estabilidad frente a las solicitaciones a las que estará expuesta durante su vida útil. Se considera entonces, características como: la zona geográfica en la cual estará emplazada, el efecto del suelo de fundación y la topografía, clasificación de acuerdo al tipo de estructura, importancia, uso y riesgo de falla, limitación de deformaciones horizontales, etc. El método de análisis utilizado será: Análisis Estático. Parámetros Sísmicos:

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS 

   

Corte Basal:

I = Factor de importancia de la estructura. Corresponde a la categoría según punto 4.3.1 de la NCh 433 T’ =Parámetro que depende del tipo de suelo. n= Parámetro que depende del tipo de suelo. S= Parámetro que depende del tipo de suelo To= Parámetro que depende del tipo de suelo.

C*I*P;

Donde:   

SEPTIEMBRE 2014

C: coeficiente sísmico I: Coeficiente de importancia. P: Peso sísmico.

Coeficiente Sísmico:

         Donde:  N, T` = Son parámetro relativos al tipo de suelo de fundación. Ao = Es la aceleración máxima efectiva del suelo. R Factor de reducción que depende del material de diseño.

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS

SEPTIEMBRE 2014

Norma NCh 433 Of 1996 Modificada en 2009 “Diseño Sísmico de Edificios” Aprobación Decreto 61 Zona Sísmica 1 A0 0,2g

Tipo de Suelo

D

Categoría Ocupación Factor de Modificación

    ]     )    g     ( 80,0    a    S     [    o 70,0    ñ

1,2

To

0,75s



0,85s

n

1,8

p

1,0

I

1,2

R

7

R0

11

ξ

0,02

Acero

Amortiguamiento

90,0

IV

S

T*x

0,63s

T*y

0,64s

Tiempo [Tn (s)] vs. Aceleración Espectral de Diseño [Sa (g)]

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS

SEPTIEMBRE 2014

Carga muerta (D): Cargas Permanentes: peso propio (peso de la estructura y todo el material unido o soportado permanentemente por ella), sobrecargas de uso (verticales, de nieve, de viento, impacto, etc. según corresponda ). El peso propio considerado para el diseño se obtiene del siguiente listado de materiales entregado por el cliente:

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS

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Cargas Eventuales: Sobrecarga de Viento (W) De acuerdo a la norma chilena NCh432 Of.2010 se considera una sobrecarga de viento según lo indicado en la ecuación 33, “Diseño de las cargas de viento de paredes independientes y letreros sólidos”

Se considera una plataforma inclinada en 45° en la horizontal

                                                     En que:

F F

= =

247 24 7

0,85

2

 

0,93

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS

SEPTIEMBRE 2014

Diseño de fundaciones Para este proyecto se utilizarán zapatas aisladas, la geometría de estas zapatas se indica en los planos estructurales respectivos. Las tensiones admisibles mínimas, según mecánica de suelos, serán: Estática: 1.0 kg/cm2 Sísmica: 2.0 kg/cm2 En el diseño de las fundaciones o zapatas se utilizará el manual “Código de Diseño de Hormigón Estructural (ACI 318-99)”, en el capítulo 15 de dicho código se encuentran las expresiones utilizadas en este diseño. Estas expresiones son las siguientes:

         ,

Donde:  N= Peso total de fundación. A= Sección de apoyo M= Momento volcante W= Momento resistente L= Largo fundación B= Ancho fundación Ecuación de deslizamiento:

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS

SEPTIEMBRE 2014

         Donde;

                 % de apoyo

       Para estimar condición de apoyo se verifica que:

   



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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS V.

SEPTIEMBRE 2014

COMBINACIONES DE CARGA

Para el análisis de la estructura se consideran las siguientes combinaciones de diseño, según criterio de diseño del proyecto.

Combinaciones de cargas nominales que se usan en el método de diseño por tensión admisible

COMBINACIÓN

D

1

1

2

1

3

1

4

1

5

1

6

1

L

W

Sx

Sy

1 1 1 1 0,75

0,75

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS VI.

ANEXO 1: IMÁGENES MODELO ESTRUCTURAL Vista isométrica e isométrica extruida

SEPTIEMBRE 2014

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS Deformada según Sc.

SEPTIEMBRE 2014

Diagrama de momentos M22

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS VII.

ANEXO II: DISEÑO DE ELEMENTOS SAP2000

SEPTIEMBRE 2014

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS Diseño pilar 4” x 3 mm.

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS Diseño pilar 2” x 2 mm.

SEPTIEMBRE 2014

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS Diseño parrilla L 70x30x2

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS

SEPTIEMBRE 2014

Verificación placa base Espesor Placa base P f´c y

A1 A2 m n

Simbología

155 kg 250 kg/cm

2

2.500 kg/cm

2

2.500 cm

2

900,0 cm

2

Tensión de fluencia acero Dimensión pedestal de A1 hormigón y

A2 Dimensión placa base m Distancia al borde 1 n Distancia al borde 2

10,00 cm 10,00 cm 87,5 kg/cm

P Carga en kg f´c Hormigón

2

e

Espesor mínimo de la placa

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS

SEPTIEMBRE 2014

Verificación perno de anclaje Datos Fy Brazo Mu adh

2500 0,2 m 0,25 15

Pulgadas

"

cm

2"

2,00

5,08

1 1/2"

1,50

3,81

1"

1,00

2,54

3/4"

0,75

1,905

5/8"

0,63

1,5875

3/8"

0,38

0,9525

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS Desarrollo:

  

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS VIII. 

SEPTIEMBRE 2014

CONCLUSIÓN La estructura denominada Poste 6 metros Zona Norte soporta las tensiones a las que estará sometida.

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS IX.

DOCUMENTOS DEL AUTOR Patente profesional

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Memoria de Cálculo VERIFICACIÓN POSTE 6 METROS Certificado de título

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