Evaluacion Estructura Torre Calatrava

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ESTACION : CALATRAVA



www.instatelcolombia.com.co

Instatel Colombia C.I Ltda . NIT 900.006.360-9PBX: (571) 547 0790 Bogotá - Colombia

EVALUACIÓN ESTRUCTURAL

ESTACIÓN CALATRAVA

TORRE CUADRADA DE SECCIÓN VARIABLE

ALTURA 60m

DISEÑO: ING. JAIME GUTIERREZ C.

MATRICULA No 25202-45957 CND

Enero 20 de 2011





ESPECIFICACION GENERAL

INTRODUCCIÓN

En el éste documento se describe la memoria de la evaluación estructural de la torre auto soportadacuadrada de sección variable con una altura de 60 m ubicada en la estación CALATRAVA - RTVC,en Bogotá Localidad de Suba. Para el análisis se utilizó velocidad de viento de diseño de 120 Km/h.y velocidad de servicio de 60 Km/h

En una primera parte se incluye la descripción de la estructura estudiada, luego los criterios básicospara el análisis y el diseño, evaluación de cargas, y por último el listado de datos de entrada y desalida del programa RISA Tower.

La evaluación estructural fue realiza de acuerdo con los datos de campo levantados en la estaciónbase CALTRAVA, cualquier cambio de cargas a la estructura, genera un estudio diferente. La torreen estudio tiene instaladas antenas para la transmisión de señal de televisión.

DESCRIPCIÓN DE LA ESTRUCTURA EXISTENTE

La torre actual está conformada por una estructura tronco piramidal de base cuadrada y secciónvariable. Arranca con una sección en la base de 5.97 m entre ejes y va reduciendo su sección con

una pendiente constante a 4.040 m hasta la altura de 8.00 m, y a partir de esta sección continuareduciendo su sección con una pendiente constante hasta la altura de 30 m, donde la seccióntransversal es de 1.94 m entre ejes. A partir de esta altura, la torre continúa con sección constantede 1.94 m hasta la altura de 50 m, altura a partir de la cual comienza una transición tronco piramidalde 2.00 m hasta la altura de 52 m, donde la sección transversal es de 0.62 m. A partir de esta altura,la sección de la torre es constante de 0.62 m hasta la parte superior a la altura de 60 m.

La torre cuenta con las sigientes plataforma de descansoNivel +14.00 mNivel + 25.00 mNivel + 35.00 m

Nivel + 45.00 m

Para el mantenimiento, la estructura cuenta con una escalera de acceso.La escalera Guia Onda se encuentran dos (2) instaladas, una hasta el nivel + 35.00 m de ancho de0.35 m, y otra escalera hasta el nivel + 50.00 m de ancho de 0.55 m





CONDICIONES DE CARGA

CARGAS ACTUALES DE LA TORRE

HIPOTESIS 1 (ESTADO ACTUAL)De acuerdo con los requerimientos del cliente, la hipótesis de carga en que se encuentra laestructura actualmente, se le realiza la evaluación estructural en un análisis para una velocidad deviento de diseño de 120 kph.

De acuerdo con la hipótesis 1, (estado Actual) las cargas de la torre estan de la siguiente manera:

UBICACIÓN CANT. TIPO DE ANTENA DIMENSIONES NIVEL

CARA A 2 ANTENA BANDA UHF DIGITAL TIPOPANEL

0.48mX0.98mEntre + 60.00m y62.00m

CARA B 2 ANTENA BANDA UHF DIGITAL TIPOPANEL

0.48mX0.98mEntre + 60.00m y62.00m

CARA C 2 ANTENA BANDA UHF DIGITAL TIPOPANEL

0.48mX0.98m Entre + 60.00m y62.00m

CARA D 2 ANTENA BANDA UHF DIGITAL TIPOPANEL

0.48mX0.98m Entre + 60.00m y62.00m


0.48mX0.98mEntre + 54.00m y60.00m


0.48mX0.98mEntre + 54.00m y60.00m


0.48mX0.98m Entre + 54.00m y60.00m

CARA 4 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 42 m y 50 mCARA B 2 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 46 m y 50 m

CARA C 4 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 42 m y 50 m

CARA D 4 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 42 m y 50 m


0.48mX0.98mEntre + 38.80 m y41.80 m

CARA D 1 ANTENA PARABOLICA MW Diametro de 2.00 m Nivel +35.00 m


CARA 1 ANTENA PARABOLICA MW Diametro de 2.40 m Nivel +31.50 m


CARA B 1 ANTENA PARABOLICA MW Diametro de 2.70 m Nivel +23.50 mCARA 1 ANTENA PARABOLICA MW Diametro de 2.40 m Nivel +19.00 m


CARA B 1 ANTENA PARABOLICA GRID Diametro de 1.20 m Nivel +8.50 m





HIPOTESIS 1 – ESTADO ACTUAL TORRE REFORZADA

Luego del análisis y calculo de la estructura con las cargas actuales y realizando el diseño delreforzamiento de la torre se presenta su análisis y recomendaciones de reforzamiento.

El cuadro de cargas con el cual la torre funciona con su reforzamiento es el siguiente.



0.48mX0.98mEntre + 60.00m y62.00m


0.48mX0.98mEntre + 60.00m y62.00m


0.48mX0.98m Entre + 60.00m y62.00m

CARA D 2 ANTENA BANDA UHF DIGITAL TIPO

PANEL

0.48mX0.98m Entre + 60.00m y

62.00mCARA A 6

ANTENA BANDA UHF DIGITAL TIPOPANEL

0.48mX0.98mEntre + 54.00m y60.00m


0.48mX0.98mEntre + 54.00m y60.00m


0.48mX0.98m Entre + 54.00m y60.00m

CARA 4 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 42 m y 50 m

CARA B 2 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 46 m y 50 m



CARA A 6

ANTENA BANDA UHF DIGITAL TIPO

PANEL 0.48mX0.98m

Entre + 38.80 m y

41.80 mCARA D 1 ANTENA PARABOLICA MW Diametro de 2.00 m Nivel +35.00 m




CARA B 1 ANTENA PARABOLICA MW Diametro de 2.70 m Nivel +23.50 m




HIPOTESIS 2 (CARGAS ADICIONALES FUTURAS)

En esta hipótesis se analizara la torre considerando todas las antenas y equipos existentes einstalados en ella, se debe montar una sección nueva de torre en la punta de la torre de 6 metros, afin de montar 16 antenas, con una distribución (4-4-4-4) (cuatro antenas en cada cara) banda UHFdigital. (futuro)





Con los requerimientos anteriores se realizara los cálculos de la torre el cual quedan sus cargas dela siguiente manera.

HIPOTESIS 2



0.48mX0.98mEntre + 60.00m y62.00m


0.48mX0.98mEntre + 60.00m y62.00m


0.48mX0.98m Entre + 60.00m y62.00m


0.48mX0.98m Entre + 60.00m y62.00m


0.48mX0.98mEntre + 54.00m y60.00m

CARA B 6

ANTENA BANDA UHF DIGITAL TIPO

PANEL 0.48mX0.98m

Entre + 54.00m y

60.00m


0.48mX0.98m Entre + 54.00m y60.00m

CARA 4 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 42 m y 50 m

CARA B 2 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 46 m y 50 m




0.48mX0.98mEntre + 38.80 m y41.80 m





CARA B 1 ANTENA PARABOLICA MW Diametro de 2.70 m Nivel +23.50 m

CARA 1 ANTENA PARABOLIC MW Diametro de 2.40 m Nivel +19.00 m



CARGAS FUTURAS

CARA A 4 RYMSA UHF/AT 15-250 TIPO PANEL 0.48mX0.98mEntre + 62.00m y66.00m

CARA B 4 RYMSA UHF/AT 15-250 TIPO PANEL 0.48mX0.98m

Entre + 62.00m y

66.00m

CARA C 4 RYMSA UHF/AT 15-250 TIPO PANEL 0.48mX0.98mEntre + 62.00m y66.00m

CARA D 4 RYMSA UHF/AT 15-250 TIPO PANEL 0.48mX0.98mEntre + 62.00m y66.00m





ESPECIFICACIONES TECNICAS

MATERIALES

Para la evaluación de la torre se tuvieron en cuenta los siguientes materiales:Perfiles Acero ASTM A-36 A-572 GR50Platinas Acero ASTM A-36 A-572 GR50Tornillos ASTM A 394 T-0

NORMAS

AISC 2010 ASCE, report 52EIA/TIA Standard, EIA/TIA-222-F (1996)

ANSI/ASCE 10-90 (1991) ACI 318 – 08NSR-98 (1998)

CARGAS SOBRE LA TORRE

CARGAS DE VIENTO

Las cargas de viento sobre la estructura fueron evaluadas y aplicadas como fuerzas horizontalesconcentradas en los nudos superiores e inferiores de cada una de las secciones en que se halladividida la estructura, las cuales fueron determinadas por el diseñador. El cálculo de las cargas deviento lo realiza el software Risa Tower siguiendo la metodología establecida por la Norma TIA/EIA-

222-F (Structural Standard for Steel Antenna Towwers and Antenna Supporting Structures1), para locual, el diseñador alimenta el programa con los datos de velocidad de viento de diseño, velocidad deviento de operación, tipo de estructura, categoría de la topografía y categoría de exposición.

CARGAS DE VIENTO SEBRE ANTENAS

Para el cálculo de las cargas de viento sobre antenas y accesorios, es necesario alimentar elprograma con la información del tipo y dimensiones de la antena o accesorio y la altura a la que vana estar ubicados para que éste realice los cálculos y aplique las cargas de acuerdo al procedimientode la norma2. Para el caso de estudio, se utilizó una velocidad de viento de de diseño de 120km/h yuna velocidad de operación de 60 km/h.

Los coeficientes de forma varían con el ángulo de incidencia del viento sobre la antena y se evalúancon base en los valores máximos indicados en los manuales Parabolic Antennas Andrew y Allen

1 Telecomunications Industry Association, TIA/EIA-222-F (revisión de la EIA/TIA- 222-F), Arlington, 19962 RISA Tecnologies, RISA Tower General Reference, Foothill Ranch, California, 2010





Telecom Group3. Para propósitos de estas memorias, se supuso que la antena está siempreorientada de tal forma que produce la mayor carga y mayor torsión sobre la estructura.

A partir de ensayos en túnel de viento realizados a sus antenas, la firma Andrew propone

descomponer las acciones del viento en dos fuerzas y un momento como se muestra en la figura 1.4 La fuerza Fa que actúa según el eje de la antenaLa fuerza Fs que actúa perpendicular a ese ejeUn momento que se supone aplicado en un plano horizontal y actuando en un vértice.

Figura 1. Acción del viento sobre antenas parabólicas

En todos los casos, el área expuesta es el área proyectada sobre un plano normal al eje de laantena, independientemente del ángulo de incidencia del viento

La presión del viento se calculará de acuerdo con los artículos 2.3.2 y 2.3.3 del EIA Standard, esdecir:

Presión qz = 0.00256*kz*V2 [1b/ft2]; [V en MPH]

qz= 0.00483*kz*V2 [kg/m2]; [V en KPH]

qz = 69.552*kz [kg/cm2]

Donde:

kz = Coeficiente de exposición

3 Andrew Antenna Company, Wind Forces and Loads Produced by Parabolic Antennas, Bulletin 1015D,

London, 1988. 4 Valencia Clement Gabriel, Acciones del Viento Sobre las Estructuras, Bogotá, 2002





Kz = [z/10](2/7) z en m

kz < 2.58< 2.58

Las fuerzas del viento sobre la torre se calcularan según articulo 2.3.2 con la siguiente ecuación:Fuerza del viento F = qz*Gh*Cf *Ae (Kg)

Donde:

Cf = Coeficiente de forma, según EIA Standard

Cf = 4.0*e2 – 5.9*e + 4.0 art. 2.3.5

Relación de solidez e = An/At

At = Area perimetral total (m2) An = Área neta expuesta (m2)Gh = Factor de respuesta de ráfagaGh = 0.65 +0.60/(h/10)1/7 art. 2.3.4

1.0 < Gh < 1.25

h = Altura total de la estructura (m)

Para la incidencia oblicua del viento, según ANSI5, el área neta oblicua será:

Anob = Cob*An

Donde:Cob= 0.75 para incidencia a 60 gradosCob = 1.00 para incidencia normal

CARGAS DE VIENTO SEGUN NORMA NSR-98: Velocidad del viento (B.6.5)

Velocidad del viento básico V = 120 Km/hVelocidad de diseño ( B.6.4-2) Vs = V * S1*S2*S3

Donde:

S1= Coeficiente de topografía S1 = 1.00S2= Coeficiente de rugosidad del terreno (3) S2 = 0.99S3= Coeficiente de grado de seguridad S3 = 1.05

5 American National Standard Institute





Presión Dinámica q = 0.000048 * vs2 * S4 [KN/m 2̂]

Donde:

S4= Coeficiente de densidad del aire S4 = 0.94Presión ejercida sobre cualquier punto de la estructura

P = Cf * qDonde:

Cf = Coeficiente de fuerza (Tabla B.6.8-7 NSR-98)

Coeficiente de solides de 0.25

Cf = 2.50 Ae= Área Frontal efectivaq = Presión dinámica = 0.4875 KN/m2

La fuerza total del viento sobre la estructura se calculara como:

F = Cf x q x Ae

Debido a que las fuerzas de viento calculadas con la metodología establecida por la Norma TIA/EIA-222-F son superiores a las calculadas mediante las ecuaciones de la Norma NSR-98, para el casode estudio se va a seguir la metodología de la norma TIA/EIA-222-F

El área neta expuesta a la acción del viento incluye la correspondiente a los elementos estructurales,elementos redundantes, platinas, cartelas y a la escalerilla de acceso o la escalerilla para guía deonda. Se asume que una escalera, apantalla la otra.

PESO PROPIO DE LA ESTRUCTURA

El peso propio de la estructura corresponde al peso de los elementos estructurales, los cuales soncalculados directamente por el software de análisis con base en el peso unitario teórico de cada unode los perfiles utilizados, multiplicados por su longitud. Para tener en cuenta el peso aportado porelementos no estructurales tales como tornillos, platinas, elementos redundantes eclipsas ycubrejuntas de unión, galvanizado, escaleras, etc., el peso de la estructura se afecta por un factor de

multiplicación del peso de 1.25

CARGAS VERTICALES

Las cargas verticales aplicadas al modelo matemático corresponden a la carga muerta, que estáconstituida por los elementos mencionados en el párrafo anterior, mas el peso aportado por lasantenas, las plataformas de trabajo, las plataformas de descanso y los accesorios que sean





instalados en la torre. Otra carga vertical que se tiene en cuenta es la carga viva, correspondiente a3 operarios que estén trabajando simultáneamente en la estructura, con un peso por operario de 100kg, que incluye herramienta y elementos de protección.

ANALISIS ESTRUCTURAL

El análisis y evaluación de la estructura se hará para las condiciones actuales de servicio y para lascondiciones finales o proyectadas; para este último caso, se plantean análisis y calculo conmodificaciones en la estructura en caso b de ser necesario.

El análisis hiperestático de la estructura se realizará por medio del software especializado para eldiseño de torres de telecomunicaciones RISA Tower, que realiza de manera no lineal el análisis deprimer orden y segundo orden para tener en cuenta los efectos geométricos ocasionados por losdesplazamientos de la estructura. El software utiliza para sus cálculos el método de los elementosfinitos basado en la solución de ecuaciones diferenciales asociadas a la geometría de la estructura,para determinar los desplazamientos en los nudos, y las fuerzas internas para cada uno de loselementos de acuerdo con las combinaciones de carga establecidas en cada hipótesis de diseñorequerida.

Para cada una de las hipótesis analizadas, se presentan los listados de datos de entrada (Input) ydatos de salida (Output) en el siguiente orden.

DATOS DE ENTRADA

•

Listado de datos generales• Listado de la geometría de la estructura (identificación de nudos, grupos de barras, apoyos,

materiales, secciones, tornillos).•

Listado de cargas sobre los nudos de acuerdo con los sistemas de cargas.RESULTADOS PARA LAS HIPOTESIS CONSIDERADAS

• Listado de fuerzas axiales sobre cada elemento de la estructura.• Listado de reacciones en los apoyos.•

Listado de acciones y cargas admisibles críticas en los miembros típicos.•

Listado de desplazamientos de los nudos que conforman la estructura.

UNIDADES

Las unidades consideradas en los datos de entrada y salida son:

• Distancias en m, mm.•

Cargas en Kg• Desplazamientos en m.• Esfuerzos en Kgf• Acciones y reacciones en Kg





DISEÑO DE LA ESTRUCTURA METALICA

El diseño de la estructura metálica se realizará de acuerdo con lo estipulado por las normas ANSI/EIA/TIA aplicables a las cargas de trabajo.

Si:Fu = resistencia máxima a la tensiónFy = esfuerzo de fluencia del material

Perfiles ASTM A-572 GR50 Fy = 3523 Kg/cm2 Perfiles ASTM A-36 Fy = 2535 Kg/cm2 Tornillo A 394 T-0 Fu= 5415 Kg/cm2

Los esfuerzos admisibles se calcularán de la siguiente manera:

Tensión: Ft = 0.50 Fu (sobre área neta)Ft = 0.60 Fy (sobre área bruta)

Perfiles ASTM A-36 Ft = 2277 Kg/cm2 Perfiles ASTM A-572 GR50 Ft = 3168 Kg/cm2

Flexión: Fb = 0.60 Fy*1.333

Perfiles ASTM A-36 Fb = 2025 Kg/cm2 Perfiles ASTM A-572 GR50 Fb = 2879 Kg/cm2

Compresión: Fa, según EIA/TIA/AISC con los factores SF1 y SF2 SF1 Factor d seguridad entre 1.66 y 1.92SF2 Factor de seguridad igual a 23/12

La longitud efectiva y la relación de esbeltez, se calculan, de acuerdo con lo especificado en ASCE,report 52.

Cortante: Tornillo A 325 T-1 Fv = 7385 Kg/cm2 Aplastamiento: Fp = 1.20 Fu

Perfiles ASTM A-36 Fp = 3795 Kg/cm2 Perfiles ASTM A-572 GR50 Fp= 5280 Kg/cm2

Tornillo A 394 T-0 Fp = 8862 Kg/cm2



ect: TORRE CUADRADA AUTOSOPORTADA DE 60 M

ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL

nt: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA



INSTATEL COLOMBIA

Carrera 124 No 17 - 98

Bogotá - Colombia

Phone: (57-1) 547 07 90FAX: (57-1) 547 07 90

Job:ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACT

Project: TORRE CUADRADA AUTOSOPORTADA DE 60 M

Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C.

Code:

TIA/EIA-222-FDate:

12/29/10

Path:C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\InstatelEvaluaciones Estructural\05 Calatrava TCSV60 m\Risa Tower Actual\TCSV60 M Calatrava Actual.eri

60.0 m

56.0 m

52.0 m

50.0 m

45.0 m

40.0 m

35.0 m

30.0 m

25.0 m

20.0 m

14.0 m

8.0 m

5.0 m

0.0 m

REACTIONS - 120 kph WIND

TORQUE 1221 kg-m

13775 kg

SHEAR436299 kg-m

MOMENT

13778 kg

AXIAL

SHEAR: 9798 kg

UPLIFT: -47463 kg

DOWN: 55845 kg

MAX. CORNER REACTIONS AT BASE:

A 5 7 2 - 5 0

L 5 1 x 5 1 x 4 . 8

B

L 5 1 x 5 1 x 4 . 8

L 6 4 x 6 4 x 4 . 8

2 L 5 1 x 5 1 x 5

2 L 5 1 x 5 1 x 6

L 6 4 x 6 4 x 6 . 4

L 7 6 x 7 6 x 6 . 4

A 5 7 2 - 5 0

L 5 1 x 5 1 x 4 . 8

N . A .

C

2 L 5 1 x 5 1 x 6

L 5 1 x 5 1 x 4 . 8

L 6 4 x 6 4 x 4 . 8

L 6 4 x 6 4 x 6 . 4

L 7 6 x 7 6 x 6 . 4

N . A .

B

L 5 1 x 5 1 x 4 . 8

N . A .

N . A .

L 3 8 x

3 8 x 3 . 2

L 5 1 x 5 1 x 4 . 8

L 3 8 x 3 8 x 3 . 2

N . A .

L 5 1 x

5 1 x 3 . 2

L 5 1 x 5 1 x 4 . 8

L 5 1 x 5 1 x 6 . 4

N . A .

L 4 4 x 4 4 x 3 . 2

L 5 1 x 5 1 x 3 . 2

L 5 1 x 5 1 x 4 . 8

N . A .

L 5 1 x 5 1 x 3 . 2

N . A .

L 5 1 x 5 1 x 6 . 4

L 5 1 x 5 1 x 4 . 8

N . A .

L 5 1 x 5 1 x 4 . 8

2 7 6 . 0

2 6 4 . 8

3 1 8 . 6

8 2 3 . 4

7 0 3 . 8

7 0 3 . 8

7 0 4 . 7

7 6 1 . 9

8 5 3 . 2

1 2 7 3 . 7

1 6 6 3 . 0

9 7 6 . 0

1 4 4 4 . 6

0 . 6 2

1 . 9 4

2 . 4 1 7

2 . 8 9 4

3 . 4 6 7

4 . 0 4

4 . 7 6 3

1 6 @ 0 . 5

2 @ 1

1 6 @ 1 . 2 5

4 @ 2 . 5

5 @ 3

1 @ 5

L e g G r a d e

D i a g o n a l s

D i a g o n a l G r a d e

T o p G i r t s

H o r i z o n t a l s

R e d . H o r i z o n t a l s

R e d . D i a g o n a l s

R e d . H i p s

I n n e r B r a c i n g

F a c e W i d t h ( m )

5 . 9 7

# P a n e l s @ ( m )

W e i g h t ( k g )

1 0 7 6 7 . 8

ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 59 - 58 ANTENA PANEL UHF 0.48x0.983 59 - 58 ANTENA PANEL UHF 0.48x0.983 59 - 58 ANTENA PANEL UHF 0.48x0.983 58 - 57 ANTENA PANEL UHF 0.48x0.983 58 - 57 ANTENA PANEL UHF 0.48x0.983 58 - 57 ANTENA PANEL UHF 0.48x0.983 57 - 56 ANTENA PANEL UHF 0.48x0.983 57 - 56 ANTENA PANEL UHF 0.48x0.983 57 - 56 ANTENA PANEL UHF 0.48x0.983 56 - 55 ANTENA PANEL UHF 0.48x0.983 56 - 55 ANTENA PANEL UHF 0.48x0.983 56 - 55 ANTENA PANEL UHF 0.48x0.983 55 - 54 ANTENA PANEL UHF 0.48x0.983 55 - 54 ANTENA PANEL UHF 0.48x0.983 55 - 54 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 46 - 44 ANTENA PANEL FM KATHREIN 46 - 44 ANTENA PANEL FM KATHREIN 46 - 44 ANTENA PANEL FM KATHREIN 44 - 42 ANTENA PANEL FM KATHREIN 44 - 42 ANTENA PANEL FM KATHREIN 44 - 42(2) ANTENA PANEL FM KATHREIN 41.8 - 40.8(2) ANTENA PANEL FM KATHREIN 40.8 - 39.8(2) ANTENA PANEL FM KATHREIN 39.8 - 38.8(2) ANTENA PANEL FM KATHREIN 38.8 - 37.86 FT DISH 358 FT DISH 31.88 FT DISH 31.5HP10-59W 26.58 FT DISH 23.58 FT DISH 19HP6-107G 13 Andrew KP4/KP4F 8.5DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVAT ANTENA PANEL UHF 0.48x0.983 61.5

ANTENA PANEL UHF 0.48x0.983 61.5



ANTENA PANEL UHF 0.48x0.983 60




ANTENA PANEL UHF 0.48x0.983 60 - 59


ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 59 - 58















ANTENA PANEL FM KATHREIN 50 - 48










ANTENA PANEL FM KATHREIN 46 - 44 ANTENA PANEL FM KATHREIN 44 - 42



(2) ANTENA PANEL FM KATHREIN 41.8 - 40.8




6 FT DISH 35

8 FT DISH 31.8

8 FT DISH 31.5

HP10-59W 26.5

8 FT DISH 23.5

8 FT DISH 19

HP6-107G 13

Andrew KP4/KP4F 8.5

SYMBOL LIST

MARK MARKSIZE SIZE A L102x102x6

B L51x51x6.4

C L51x51x4.8

MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

A572-50 345 MPa 448 MPa

TOWER DESIGN NOTES1. Tower designed for a 120 kph basic wind in accordance with the TIA/EIA-222-F Stand2. Deflections are based upon a 60 kph wind.3. Weld together tower sections have flange connections.4. Connections use galvanized A394 bolts, nuts and locking devices. Installation per

TIA/EIA-222 and AISC Specifications.5. Tower members are "hot dipped" galvanized in accordance with ASTM A123 and AS

A153 Standards.6. Welds are fabricated with AWS E60XX/E70XX electrodes.7. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:

8. RF antennas feeders shall be 1-5/8" and installed 48 feeders per side9. MW dishes feeders shall be 1/2" and installed 8 feeders per side10. TOWER RATING: 437.2%



RESULTADOS

ESTADO ACTUAL


Diciembre 28 de 2010





CONCLUSIONES Y RESULTADOS

ESTADO DE LA ESTRUCTURA

PINTURA

La pintura de estructura de la torre se encuentra en mal estado, en la sección recta ya

esta entrando unos elementos aparentemente a corrosión, para determinar este estado es

necesario raspar la pintura existente y verificar si el oxido superpuesto sobre la estructura

se encuentra con corrosión.

Los elementos redundantes instalados desde el nivel + 0.00 hasta el nivel +14.00 se

encuentra sin la proteccion de la pintura

TORQUEO

Se realizo una inspección aleatoria a la torre y se encontró que la tornillería esta

cumpliendo con el torque solicitado en las norma.

TORNILLERIA

Se encuentra dentro de los elementos completa, la tornillería de la sección recta se

encuentra con corrosión en la cabeza y otras en la punta del bastago.

ESCALERA DE ACCESO

Se encuentra escalera de acceso pero normal cumpliendo con el minimo ancho de lanorma pero no tiene Linea de Vida.

PLATAFORMAS DE DESCANSO

Las plataformas de descanso instaladas se encuentran sin barandas de protección, dentro

de las normas estas deben llevar barandas





LUCES DE OBSTRUCCION

Dentro del reglamentos de la aeronáutica civil, en la parte alta de la torre debe llevar Luz

de Balizaje, la Torre no tiene LUZ DE BALIZAJE.

ESTADO ACTUAL DE LA TORRE

Al realizar el análisis del cálculo estructural de la torre con las cargas actuales se llego

al siguiente resultado:

Para la velocidad de viento solicitada que es a 120 kph la estructura no esta

cumpliendo ya que unos elementos están trabajando a mas del 100%.

Para 120 kph la estructura esta trabajando a la falla de los siguientes elementos

MONTANTES

Del nivel +0.00 al nivel +5.00 m este elemento se encuentra trabajando al 139,8%

por lo tanto se debe reforzar

Del nivel +14.00 al nivel +20.00 m este elemento se encuentra trabajando al

197.6% por lo tanto se debe reforzar


120,6% por lo tanto se debe reforzar


139,% por lo tanto se debe reforzar


115% por lo tanto se debe reforzar

DIAGONALES

Del nivel +0.00 al nivel +5.00 m estas diagonales se encuentra trabajando al














HORIZONTALES

La horizontal que se encuentra instalada en el nivel + 8.00 m se encuentra

trabajando al 200% por lo tanto se debe reforzar







Los elementos como redundantes y tornillería que en la memoria se ven que están

trabajando mas del 100% estos no se deben tener en cuenta en los cálculos ya que el

elemento principal sobrepase los limites de la elongación del material estos entra a

trabajar como principales y por lo tanto también fallan.

DEFLEXION DE LA TORRE

Luego de análisis de la torre en el estado actual y teniendo en cuenta la velocidad de

viento de operación de 60 kph verificamos el desplazamiento de la torre.

Desplazamiento máximo= H/200

Dmax= 600/200

Dmax= 300 mm

De los cálculos realizamos tenemos.

El desplazamiento presentado en la velocidad de operación tenemos 206 mm

Entonces 206 < 300 OK





CIMENTACION

Luego de realizado los cálculos de la evaluación de la cimentación esta cumple con

capacidad portante arrancamiento y vuelco.

La cimentación no tiene vigas de amarre o enlace entre pedestales y sin las vigas de

amarre la cimentación – torre genera unos momentos que dan una torcion a la

cimentación –torre.

Falta realizar esta viga de amarre, también para cumplir con la norma NSR 98 para el

sismo.

Se analizara la cimentación con las vigas de amarre en el estado reforzado que es comno

debe quedar trabajando la torre.

ANEXO SE PRESENTA:

ISOMETRICO TORRE

SILUETA HIPOTESIS 1 ESTADO ACTUAL

DEFORMADA HIPOTESIS 1 ESTADO ACTUAL

CALCULO DE PLACA BASE Y PERNOS ANCLAJE

CALCULO ESTRUCTURAL HIPOTESIS 1 ESTADO ACTUAL




ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL


8 Dead+Wind 90 deg - Service

. Disp.180.88 mm @ 60.000 m

ling 40



Calculo: Ing. Jaime Gutierrez C:

Fecha: Diciembre 29 de 2010 ESTACION: CALATRAVA

ESTADO ACTUALESTRUCTURA: TORRE CUADRADA 60 m SECCION VARIABLE

CARGAS ACTUANTESTension Maxima T (ton) 55,845

Comprexion Maxima C (ton) -47,462

Fuerza Longitudinal en X Hx (ton) -6,119 -7,128

Fuerza Transversal en Y Hy (ton) 5,828 6,884

CALCULO DE PLACA - BASE

PLACA BASE B C t Dp m No pernos

cm. cm. cm cm cm. Bp Cp un

40 40 2,2 4,0 16,0 54 54 7,0

C

P

Dimension pedestal

cm

B m

n

t

p

Dp

Area Placa Colocada Ac 1.600 cm2

Acero A-36 Fy= 2.530 Kg /cm² Concreto. f'c= 210 Kg / cm²

Distancia n 8,0 cm

Area Requerida placa base Ar 478 cm2

Apoyo contacto pedestal Fp 99,225 Kg / cm²

Presion de Apoyo pp 29,664 kg / cm²

Esfuerzo de Flexion por Compresion Fb

Esfuerzo de Flexion Fb 1.645 Kg / cm² Acero A-36

Distancia al borde m 16 cm

Espesor Placa Base C t 1,86 cm

Esfuerzo de Flexion por Arranque Fb¨

Distancia al perno Dp 4 cm

uerza en e erno Pt 7,98 on

Momento de Flexion Mf 31,9 Ton - cm

Espesor de la Placa Base Arr t 2,20 cm

Espesor Minimo Placa Base t 2,20 cm

Lado de la placa Base B 400 mm

Espesor de la Placa Base t 22 mm OK CUMPLE



Calculo: Ing. Jaime Gutierrez C:Fecha: Diciembre 29 de 2010

ESTACION: CALATRAVA

ESTADO ACTUALESTRUCTURA:

DISEÑO DE PERNOS DE ANCLAJE

TORRE CUADRADA 60 m SECCION VARIABLE

Diametro de los Pernos dp 0,88 plg

dp 2,22 cm

Material de los Pernos

Cantidad de Pernos 7 un

Area Total de Pernos Atp 27,16 cm²

SAE 1020 CALIBRADO

Factor de Rosca 0,85

Numero de Hilos por Pulgada hp 8

Area Efectiva de Pernos Ap 20,12 cm²

Cargas de Trabajo

Fuerza de Arranque T 55,85 ton

Fuerza de Cortante Vux -6,12 tonFuerza de Cortante Vuy 6,88 ton

Fuerza de Cortante Vu 9,21 ton

Esfuerzo de Fluencia Fy 4,20 ton/cm²

Resistencia a la Tension Ft 3,36 ton/cm²

Resistencia al Corte Fv 2,24 ton/cm²

Area Efectiva de cada Perno Ae 2,87 cm²

Area Total por Perno Ap 3,88 cm²

Area Requerida por Arranque At 10,8 cm²

Area Requerida Arranque Diseño Atm 16,3 cm²

Numero de Pernos Minimo Np 6 un

Pernos a Colocar 7 un

Diametro del Perno 22 mm

Area Neta de Pernos Anp 20,12 cm²

AREA DE PERNOS > AREA REQUERIDA OK CUMPLE



R R I I SS A AT T o owwee r r Job

ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL

Page

1 of 46


Project

TORRE CUADRADA AUTOSOPORTADA DE 60 M

Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by

Ing Jaime Gutierrez C.

Tower Input Data

The main tower is a 4x free standing tower with an overall height of 60.000 m above the ground line.The base of the tower is set at an elevation of 0.000 m above the ground line.

The face width of the tower is 0.620 m at the top and 5.970 m at the base.

This tower is designed using the TIA/EIA-222-F standard.The following design criteria apply:

Basic wind speed of 120 kph.

Deflections calculated using a wind speed of 60 kph.

Weld together tower sections have flange connections..

Connections use galvanized A394 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISCSpecifications..

Tower members are ''hot dipped'' galvanized in accordance with ASTM A123 and ASTM A153 Standards..

Welds are fabricated with AWS E60XX/E70XX electrodes..All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:1.

RF antennas feeders shall be 1-5/8'' and installed 48 feeders per side.

MW dishes feeders shall be 1/2'' and installed 8 feeders per side.

Tension only take-up is 1 mm.A non-linear (P-delta) analysis was used.

Pressures are calculated at each section.

Stress ratio used in tower member design is 1.333.

Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.

OptionsConsider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder

Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly RulesConsider Moments - Diagonals √ Assume Rigid Index Plate √ Calculate Redundant Bracing Forces

Use Moment Magnification √ Use Clear Spans For Wind Area Ignore Redundant Members in FEA

√ Use Code Stress Ratios √ Use Clear Spans For KL/r √ SR Leg Bolts Resist Compression

√ Use Code Safety Factors - Guys √ Retension Guys To Initial Tension √ All Leg Panels Have Same AllowableEscalate Ice Bypass Mast Stability Checks Offset Girt At Foundation

Always Use Max Kz √ Use Azimuth Dish Coefficients √ Consider Feedline Torque

Use Special Wind Profile √ Project Wind Area of Appurt. √ Include Angle Block Shear Check

√ Include Bolts In Member Capacity √ Autocalc Torque Arm Areas Poles

√ Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction

√ Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow

Use Diamond Inner Bracing (4 Sided) √ Triangulate Diamond Inner Bracing Use Top Mounted Sockets

Add IBC .6D+W Combination





Page

2 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Leg CLeg D

F a c e A

Face B

Face D

Square Tower

F a c e C

Wind 0

Wind 90

W i n d

4 5

Leg A Leg B

Z

X

Tower Section Geometry

Tower

Section

Tower

Elevation

m

Assembly

Database

Description Section

Width

m

Number

of

Sections

Section

Length

m

T1 60.000-56.000 0.620 1 4.000T2 56.000-52.000 0.620 1 4.000

T3 52.000-50.000 0.620 1 2.000

T4 50.000-45.000 1.940 1 5.000

T5 45.000-40.000 1.940 1 5.000T6 40.000-35.000 1.940 1 5.000

T7 35.000-30.000 1.940 1 5.000

T8 30.000-25.000 1.940 1 5.000

T9 25.000-20.000 2.417 1 5.000T10 20.000-14.000 2.894 1 6.000

T11 14.000-8.000 3.467 1 6.000T12 8.000-5.000 4.040 1 3.000

T13 5.000-0.000 4.763 1 5.000

Tower Section Geometry (cont’d)

Tower

Section

Tower

Elevation

m

Diagonal

Spacing

m

Bracing

Type

Has

K Brace

End

Panels

Has

Horizontals

Top Girt

Offset

mm

Bottom Girt

Offset

mm

T1 60.000-56.000 0.500 K Brace Left No Yes 0 0

T2 56.000-52.000 0.500 K Brace Left No Yes 0 0T3 52.000-50.000 1.000 TX Brace No Yes 0 0

T4 50.000-45.000 1.250 Double K No Yes 0 0

T5 45.000-40.000 1.250 Double K No Yes 0 0

T6 40.000-35.000 1.250 Double K No Yes 0 0





Page

3 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



TowerSection

Tower Elevation

m

DiagonalSpacing

m

BracingType

HasK Brace

End

Panels

Has Horizontals

Top GirtOffset

mm

Bottom GirtOffset

mm

T7 35.000-30.000 1.250 Double K No Yes 0 0T8 30.000-25.000 2.500 Double K1 No Yes 0 0

T9 25.000-20.000 2.500 Double K1 No Yes 0 0T10 20.000-14.000 3.000 Double K1 No Yes 0 0

T11 14.000-8.000 3.000 Double K1 No Yes 0 0

T12 8.000-5.000 3.000 K3 Up No Yes 0 0

T13 5.000-0.000 5.000 K2 Down No Yes 0 0


Tower

Elevation

m

Leg

Type

Leg

Size

Leg

Grade

Diagonal

Type

Diagonal

Size

Diagonal

Grade

T1 60.000-56.000 Equal Angle L76x76x6 A572-50

(345 MPa)

Single Angle L51x51x4.8 A572-50

(345 MPa)

T2 56.000-52.000 Equal Angle L76x76x6 A572-50(345 MPa)

Single Angle L51x51x4.8 A572-50(345 MPa)


(345 MPa)


(345 MPa)

T4 50.000-45.000 Equal Angle 2L76x76x6.4 A572-50(345 MPa)


T5 45.000-40.000 Equal Angle 2L76x76x6.4 A572-50

(345 MPa)


(345 MPa)


(345 MPa)


(345 MPa)T7 35.000-30.000 Equal Angle 2L76x76x6.4 A572-50

(345 MPa)


(345 MPa)T8 30.000-25.000 Equal Angle L102x102x6 A572-50

(345 MPa)



(345 MPa)


(345 MPa)T10

20.000-14.000

Equal Angle L102x102x10 A572-50

(345 MPa)

Double Angle 2L51x51x5 A572-50

(345 MPa)


(345 MPa)



(345 MPa)


(345 MPa)


(345 MPa)


(345 MPa)


Tower

Elevation

m

Top Girt

Type

Top Girt

Size

Top Girt

Grade

Bottom Girt

Type

Bottom Girt

Size

Bottom Girt

Grade

T1 60.000-56.000 Single Angle L51x51x4.8 A572-50

(345 MPa)

Single Angle A570-50

(345 MPa)T3 52.000-50.000 Single Angle L51x51x4.8 A572-50

(345 MPa)

Solid Round A570-50

(345 MPa)

T4 50.000-45.000 Double Angle 2L51x51x6 A572-50

(345 MPa)

Solid Round A570-50

(345 MPa)

T5 45.000-40.000 Single Angle L51x51x4.8 A572-50 Solid Round A570-50





Page

4 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Tower Elevation

m

Top GirtType

Top GirtSize

Top GirtGrade

Bottom GirtType

Bottom GirtSize

Bottom GirtGrade

(345 MPa) (345 MPa)

T6 40.000-35.000 Single Angle L51x51x4.8 A572-50(345 MPa)

Solid Round A572-50(345 MPa)




(345 MPa)

Solid Round A572-50

(345 MPa)



T10

20.000-14.000


(345 MPa)

Solid Round A572-50

(345 MPa)




(345 MPa)

Solid Round A572-50

(345 MPa)


(345 MPa)

Solid Round A572-50

(345 MPa)


Tower

Elevation

m

No.

of

Mid

Girts

Mid Girt

Type

Mid Girt

Size

Mid Girt

Grade

Horizontal

Type

Horizontal

Size

Horizontal

Grade

T3 52.000-50.000 None Flat Bar A36

(248 MPa)


(345 MPa)

T4 50.000-45.000 None Flat Bar A36

(248 MPa)


(345 MPa)

T5 45.000-40.000 None Flat Bar A36(248 MPa)


T6 40.000-35.000 None Flat Bar A36

(248 MPa)


(345 MPa)





T9 25.000-20.000 None Flat Bar A36

(248 MPa)


(345 MPa)

T1020.000-14.000

None Flat Bar A36(248 MPa)


T11 14.000-8.000 None Flat Bar A36

(248 MPa)


(345 MPa)



T13 5.000-0.000 None Flat Bar A36

(248 MPa)


(345 MPa)






Page

5 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Tower Elevation

m

Secondary Horizontal Type

Secondary HorizontalSize

Secondary Horizontal

Grade

Inner BracingType

Inner Bracing Size Inner BracingGrade

T3 52.000-50.000 Single Angle A572-50(345 MPa)




T8 30.000-25.000 Single Angle A572-50

(345 MPa)


(345 MPa)



T10

20.000-14.000


(345 MPa)


(345 MPa)



T13 5.000-0.000 Single Angle A572-50

(345 MPa)


(345 MPa)


Tower

Elevation

m

Redundant

Bracing

Grade

Redundant

Type

Redundant

Size

K Factor

T8

30.000-25.000

A572-50

(345 MPa)

Horizontal (1)

Diagonal (1)

Hip (1)

Single Angle

Single Angle

Single Angle

L38x38x3.2

L51x51x3.2

L44x44x3.2

1

1

1T9

25.000-20.000

A572-50

(345 MPa)

Horizontal (1)

Diagonal (1)Hip (1)

Single Angle

Single AngleSingle Angle

L38x38x3.2

L51x51x3.2L44x44x3.2

1

11

T10

20.000-14.000

A572-50

(345 MPa)

Horizontal (1)

Diagonal (1)Hip (1)

Single Angle


L38x38x3.2

L51x51x3.2L44x44x3.2

1

11

T11

14.000-8.000

A572-50

(345 MPa)

Horizontal (1)

Diagonal (1)

Hip (1)

Single Angle

Single Angle

Single Angle

L38x38x3.2

L51x51x3.2

L51x51x3.2

1

1

1T12

8.000-5.000

A572-50

(345 MPa)

Horizontal (1)

Horizontal (2)

Horizontal (3)

Diagonal (1)

Diagonal (2)Diagonal (3)

Hip (1)

Hip (2)

Single Angle

Single Angle

Single Angle

L51x51x4.8

L51x51x4.8

L51x51x4.8

L51x51x4.8

L51x51x4.8L51x51x4.8

L51x51x4.8

L51x51x4.8

1

1

1

T13

5.000-0.000

A572-50

(345 MPa)

Horizontal (1)

Horizontal (2)


Hip (1)

Hip (2)

Single Angle

Single Angle

Single Angle

L38x38x3.2

L44x44x3.2

L51x51x6.4L51x51x4.8

L51x51x4.8

L51x51x4.8

1

1

1






Page

6 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Tower Elevation

m

Gusset Area

(per face)

m2

GussetThickness

mm

Gusset Grade Adjust. Factor A f

Adjust.Factor

Ar

Weight Mult. Double AngleStitch Bolt

Spacing

Diagonals

mm

Double AngleStitch Bolt

Spacing

Horizontals

mm

T1

60.000-56.000

0.018 6 A36

(248 MPa)

1 1 1.25 0 0

T2

56.000-52.000

0.018 6 A36

(248 MPa)

1 1 1.25 0 0

T3

52.000-50.000

0.018 8 A36

(248 MPa)

1 1 1.25 0 0

T4

50.000-45.000

0.018 10 A36

(248 MPa)

1 1 1.25 0 0

T5

45.000-40.000

0.018 10 A36

(248 MPa)

1 1 1.25 0 0

T6

40.000-35.000

0.018 10 A36

(248 MPa)

1 1 1.25 0 0

T7

35.000-30.000

0.021 10 A36

(248 MPa)

1 1 1.25 0 0

T830.000-25.000

0.021 10 A36(248 MPa)

1 1 1.25 0 0

T9

25.000-20.000

0.024 10 A36

(248 MPa)

1 1 1.25 0 0

T1020.000-14.000

0.024 10 A36(248 MPa)

1 1 1.25 0 0

T1114.000-8.000

0.024 10 A36(248 MPa)

1 1 1.25 0 0

T12

8.000-5.000

0.024 10 A36

(248 MPa)

1 1 1.25 0 0

T135.000-0.000

0.024 10 A36(248 MPa)

1 1 1.25 0 0


K Factors1

Tower

Elevation

m

Calc

K

Single

Angles

Calc

K

Solid

Rounds

Legs X

Brace

Diags

X

Y

K

Brace

Diags

X

Y

Single

Diags

X

Y

Girts

X

Y

Horiz.

X

Y

Sec.

Horiz.

X

Y

Inner

Brace

X

Y

T160.000-56.000

No No 1 11

11

11

11

11

11

11

T2

56.000-52.000

No No 1 1

1

1

1

1

1

1

1

1

1

1

1

1

1

T352.000-50.000

No No 1 11

11

11

11

11

11

11

T450.000-45.000

No No 1 11

11

11

0.51

11

11

11

T5

45.000-40.000

No No 1 1

1

1

1

1

1

0.5

1

1

1

1

1

1

1T6

40.000-35.000

No No 1 1

1

1

1

1

1

0.5

1

1

1

1

1

1

1

T7

35.000-30.000

No No 1 1

1

1

1

1

1

0.5

1

1

1

1

1

1

1

T8

30.000-25.000

No No 1 1

1

1

1

1

1

0.5

1

1

1

1

1

1

1T9

25.000-20.000

No No 1 1

1

1

1

1

1

0.5

1

1

1

1

1

1

1

T10

20.000-14.000

No No 1 1

1

1

1

1

1

0.5

1

1

1

1

1

1

1





Page

7 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



K Factors1

Tower

Elevation

m

Calc

K

Single

Angles

Calc

K

Solid

Rounds

Legs X

Brace

Diags

X

Y

K

Brace

Diags

X

Y

Single

Diags

X

Y

Girts

X

Y

Horiz.

X

Y

Sec.

Horiz.

X

Y

Inner

Brace

X

Y

T1114.000-8.000

No No 0.75 11

11

11

0.51

11

11

11

T128.000-5.000

No No 1 11

11

11

0.251

11

11

11

T13

5.000-0.000

No No 1 1

1

1

1

1

1

0.25

1

1

1

1

1

1

11 Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to

the overall length.


Tower

Elevation

m

Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal

Net Width

Deduct

mm

U Net Width

Deduct

mm

U Net Width

Deduct

mm

U Net

Width

Deduct

mm

U Net

Width

Deduct

mm

U Net

Width

Deduct

mm

U Net

Width

Deduct

mm

U

T1

60.000-56.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T2

56.000-52.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T3

52.000-50.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T4

50.000-45.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T545.000-40.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T6

40.000-35.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T7

35.000-30.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T830.000-25.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T9

25.000-20.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T1020.000-14.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T11

14.000-8.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T128.000-5.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T13

5.000-0.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75






Page

8 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Tower Elevation

m

LegConnection

Type


Bolt Size

mm

No. Bolt Size

mm

No. Bolt Size

mm

No. Bolt Size

mm

No. Bolt Size

mm

No. Bolt Size

mm

No. Bolt Size

mm

No.

T1

60.000-56.000

Sleeve DS 16

A325N

8 16

A325N

2 16

A325N

2 16

A307

1 16

A325N

0 13

A307

1 16

A307

1

T2

56.000-52.000

Sleeve DS 16

A325N

8 16

A325N

2 16

A325N

2 16

A307

1 16

A325N

0 13

A307

1 16

A307

1

T3

52.000-50.000

Sleeve DS 16

A325N

10 16

A325N

2 16

A325N

2 16

A307

1 16

A325N

0 16

A325N

2 16

A307

1

T4

50.000-45.000

Sleeve DS 16

A325N

8 16

A325N

2 16

A325N

2 16

A307

2 16

A325N

0 16

A307

2 16

A307

2

T5

45.000-40.000

Sleeve DS 16

A325N

8 16

A325N

2 16

A325N

2 16

A307

2 16

A325N

0 16

A307

2 16

A307

2

T6

40.000-35.000

Sleeve DS 16

A325N

12 16

A325N

2 16

A325N

2 16

A307

2 16

A325N

0 16

A307

2 16

A307

2

T735.000-30.000

Sleeve DS 16A325N

12 16A325N

2 16A325N

2 16A307

2 16A325N

0 16A307

2 16A307

2

T8

30.000-25.000

Sleeve DS 16

A325N

12 16

A325N

3 16

A325N

2 16

A307

2 16

A325N

0 16

A307

2 16

A307

2

T925.000-20.000

Sleeve DS 16A325N

12 16A325N

2 16A325N

2 16A307

2 16A325N

0 16A307

2 16A307

2

T1020.000-14.000

Sleeve DS 16A325N

16 16A325N

2 16A325N

2 16A307

2 16A325N

0 16A307

2 16A307

2

T1114.000-8.000

Sleeve DS 16A325N

16 16A325N

2 16A325N

2 16A307

2 16A325N

0 16A307

2 16A307

2

T128.000-5.000

Sleeve DS 16A325N

16 16A325N

2 16A325N

2 16A307

2 16A325N

0 16A307

2 16A307

2

T13

5.000-0.000

Sleeve DS 16

A325N

16 16

A325N

2 16

A325N

2 16

A307

2 16

A325N

0 16

A307

2 16

A307

2

Discrete Tower Loads

Description Face

or

Leg

Offset

Type

Offsets:

Horz

Lateral

Vert

m

m

m

Azimuth

Adjustment

°

Placement

m

C A A A

Front

m2

C A A A

Side

m2

Weight

kg

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.000

0.000

0.0000 61.500 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF0.48x0.983

B From Face 0.0000.000

0.000

0.0000 61.500 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

C From Face 0.000

0.0000.000

0.0000 61.500 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

D From Face 0.000

0.000

0.000

0.0000 61.500 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.0000.000

0.0000 60.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

B From Face 0.000

0.000

0.000

0.0000 60.000 No Ice 0.665 0.363 10.00





Page

9 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Description Faceor

Leg

OffsetType

Offsets: Horz

Lateral

Vert

m

m

m

Azimuth Adjustment

°

Placement

m

C A A A Front

m2

C A A A Side

m2

Weight

kg

ANTENA PANEL UHF

0.48x0.983

C From Face 0.000

0.000

0.000

0.0000 60.000 No Ice 0.665 0.363 10.00


D From Face 0.0000.000

0.000

0.0000 60.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.0000.000

0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

B From Face 0.000

0.000

0.000

0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00



0.000

0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.0000.000

0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00



0.000

0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

D From Face 0.000

0.0000.000

0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.000

0.000

0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00



0.000

0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

D From Face 0.000

0.0000.000

0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.000

0.000

0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

B From Face 0.000

0.000

0.000

0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

D From Face 0.000

0.000

0.000

0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.0000.000

0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

B From Face 0.000

0.0000.000

0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

D From Face 0.000

0.000

0.000

0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.000

0.000

0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

B From Face 0.000

0.0000.000

0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00





Page

10 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Description Faceor

Leg

OffsetType

Offsets: Horz

Lateral

Vert

m

m

m

Azimuth Adjustment

°

Placement

m

C A A A Front

m2

C A A A Side

m2

Weight

kg

ANTENA PANEL UHF

0.48x0.983

D From Face 0.000

0.000

0.000

0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00

ANTENA PANEL FMKATHREIN

A From Face 0.0000.000

0.000

0.0000 50.000 - 48.000 No Ice 0.063 0.063 86.00

ANTENA PANEL FM

KATHREIN

A From Face 0.000

0.0000.000

0.0000 48.000 - 46.000 No Ice 0.063 0.063 86.00

ANTENA PANEL FM

KATHREIN

A From Face 0.000

0.000

0.000

0.0000 46.000 - 44.000 No Ice 0.063 0.063 86.00



0.000

0.0000 44.000 - 42.000 No Ice 0.063 0.063 86.00

ANTENA PANEL FM

KATHREIN

B From Face 0.000

0.0000.000

0.0000 50.000 - 48.000 No Ice 0.063 0.063 86.00



0.000

0.0000 48.000 - 46.000 No Ice 0.063 0.063 86.00

ANTENA PANEL FM

KATHREIN

C From Face 0.000

0.0000.000

0.0000 50.000 - 48.000 No Ice 0.063 0.063 86.00

ANTENA PANEL FM

KATHREIN

C From Face 0.000

0.000

0.000

0.0000 48.000 - 46.000 No Ice 0.063 0.063 86.00


C From Face 0.0000.000

0.000

0.0000 46.000 - 44.000 No Ice 0.063 0.063 86.00

ANTENA PANEL FM

KATHREIN

C From Face 0.000

0.0000.000

0.0000 44.000 - 42.000 No Ice 0.063 0.063 86.00

ANTENA PANEL FM

KATHREIN

D From Face 0.000

0.000

0.000

0.0000 50.000 - 48.000 No Ice 0.063 0.063 86.00

ANTENA PANEL FM

KATHREIN

D From Face 0.000

0.000

0.000

0.0000 48.000 - 46.000 No Ice 0.063 0.063 86.00

ANTENA PANEL FM

KATHREIN

D From Face 0.000

0.000

0.000

0.0000 46.000 - 44.000 No Ice 0.063 0.063 86.00

ANTENA PANEL FM

KATHREIN

D From Face 0.000

0.0000.000

0.0000 44.000 - 42.000 No Ice 0.063 0.063 86.00

(2) ANTENA PANEL FM

KATHREIN

A From Face 0.000

0.0000.000

0.0000 41.800 - 40.800 No Ice 0.063 0.063 86.00

(2) ANTENA PANEL FM

KATHREIN

A From Face 0.000

0.000

0.000

0.0000 40.800 - 39.800 No Ice 0.063 0.063 86.00

(2) ANTENA PANEL FM

KATHREIN

A From Face 0.000

0.000

0.000

0.0000 39.800 - 38.800 No Ice 0.063 0.063 86.00

(2) ANTENA PANEL FM

KATHREIN

A From Face 0.000

0.0000.000

0.0000 38.800 - 37.800 No Ice 0.063 0.063 86.00





Page

11 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Dishes

Description Face

or

Leg

Dish

Type

Offset

Type

Offsets:

Horz

Lateral

Vert

m

Azimuth

Adjustment

°

3 dB

Beam

Width

°

Elevation

m

Outside

Diameter

m

Aperture

Area

m2

Weight

kg

6 FT DISH D Paraboloid w/o

Radome

From

Face

0.000

0.000

0.000

0.0000 35.000 1.829 No Ice 2.626 64.86

8 FT DISH D Paraboloid w/oRadome

FromFace

0.0000.0000.000

0.0000 31.800 2.438 No Ice 4.673 113.85


Radome

From

Leg

0.000

0.000

0.000

0.0000 31.500 2.438 No Ice 4.673 113.85

HP10-59W A Paraboloid

w/Shroud (HP)

From

Face

0.000

0.0000.000

0.0000 26.500 3.048 No Ice 7.293 182.34

8 FT DISH A Paraboloid w/o

Radome

From

Face

0.000

0.000

0.000

0.0000 23.500 2.438 No Ice 4.673 113.85


Radome

From

Leg

0.000

0.000

0.000

0.0000 19.000 2.438 No Ice 4.673 113.85

HP6-107G C Paraboloid

w/Shroud (HP)

From

Leg

0.000

0.000

0.000

0.0000 13.000 1.829 No Ice 2.626 64.86

Andrew KP4/KP4F B Grid From

Face

0.000

0.000

0.000

0.0000 8.500 1.219 No Ice 1.171 90.72

Tower Pressures - No Ice

G H = 1.115

Section

Elevation

m

z

m

K Z q z

MPa

AG

m2

F

a

c

e

AF

m2

A R

m2

Aleg

m2

Leg

%

C A A A

In

Face

m2

C A A A

Out

Face

m2

T160.000-56.000

58.000 1.65 0.00 2.653 AB

C

D

0.9390.939

0.939

0.939

0.0000.000

0.000

0.000

0.610 64.9164.91

64.91

64.91

0.0000.000

0.000

0.000

0.0000.000

0.000

0.000

T256.000-52.000

54.000 1.616 0.00 2.653 AB

C

D

0.9120.912

0.912

0.912

0.0000.000

0.000

0.000

0.610 66.8866.88

66.88

66.88

0.0000.000

0.000

0.000

0.0000.000

0.000

0.000

T3

52.000-50.000

51.000 1.59 0.00 2.678 A

BC

D

0.869

0.8690.869

0.869

0.000

0.0000.000

0.000

0.448 51.63

51.6351.63

51.63

0.000

0.0000.000

0.000

0.000

0.0000.000

0.000

T4

50.000-45.000

47.500 1.558 0.00 9.912 A

B

1.676

1.676

0.000

0.000

0.760 45.33

45.33

0.000

0.000

0.000

0.000





Page

12 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section Elevation

m

z

m

K Z q z

MPa

AG

m2

F a

c

e

AF

m2

A R

m2

Aleg

m2

Leg%

C A A A In

Face

m2

C A A A Out

Face

m2

CD

1.6761.676

0.0000.000

45.3345.33

0.0000.000

0.0000.000

T545.000-40.000

42.500 1.509 0.00 9.912 AB

C

D

1.6801.680

1.680

1.680

0.0000.000

0.000

0.000

0.760 45.2445.24

45.24

45.24

0.0000.000

0.000

0.000

0.0000.000

0.000

0.000

T640.000-35.000

37.500 1.456 0.00 9.912 AB

C

D

1.6801.680

1.680

1.680

0.0000.000

0.000

0.000

0.760 45.2445.24

45.24

45.24

0.0000.000

0.000

0.000

0.0000.000

0.000

0.000

T735.000-30.000

32.500 1.398 0.00 9.912 AB

C

D

1.6831.683

1.683

1.683

0.0000.000

0.000

0.000

0.760 45.1645.16

45.16

45.16

0.0000.000

0.000

0.000

0.0000.000

0.000

0.000

T8

30.000-25.000

27.500 1.333 0.00 11.173 A

BC

D

2.301

2.3012.301

2.301

0.000

0.0000.000

0.000

1.018 44.26

44.2644.26

44.26

0.000

0.0000.000

0.000

0.000

0.0000.000

0.000

T9

25.000-20.000

22.500 1.259 0.00 13.563 A

BC

D

2.425

2.4252.425

2.425

0.000

0.0000.000

0.000

1.018 41.99

41.9941.99

41.99

0.000

0.0000.000

0.000

0.000

0.0000.000

0.000T10

20.000-14.000

17.000 1.162 0.00 19.428 A

B

C

D

2.750

2.750

2.750

2.750

0.000

0.000

0.000

0.000

1.222 44.44

44.44

44.44

44.44

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000T11

14.000-8.000

11.000 1.026 0.00 22.880 A

B

C

D

2.956

2.956

2.956

2.956

0.000

0.000

0.000

0.000

1.222 41.33

41.33

41.33

41.33

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000T12

8.000-5.0006.500 1 0.00 13.385 A

B

C

D

2.2602.260

2.260

2.260

0.0000.000

0.000

0.000

0.618 27.3727.37

27.37

27.37

0.0000.000

0.000

0.000

0.0000.000

0.000

0.000

T135.000-0.000

2.500 1 0.00 27.134 AB

C

D

3.0313.031

3.031

3.031

0.0000.000

0.000

0.000

1.031 34.0134.01

34.01

34.01

0.0000.000

0.000

0.000

0.0000.000

0.000

0.000

Tower Pressure - Service

G H = 1.115

Section

Elevation

m

z

m

K Z q z

MPa

AG

m2

F

a

c

e

AF

m2

A R

m2

Aleg

m2

Leg

%

C A A A

In

Face

m2

C A A A

Out

Face

m2

T1

60.000-56.000

58.000 1.65 0.00 2.653 A

BC

D

0.939

0.9390.939

0.939

0.000

0.0000.000

0.000

0.610 64.91

64.9164.91

64.91

0.000

0.0000.000

0.000

0.000

0.0000.000

0.000

T2

56.000-52.000

54.000 1.616 0.00 2.653 A

BC

D

0.912

0.9120.912

0.912

0.000

0.0000.000

0.000

0.610 66.88

66.8866.88

66.88

0.000

0.0000.000

0.000

0.000

0.0000.000

0.000

T3 51.000 1.59 0.00 2.678 A 0.869 0.000 0.448 51.63 0.000 0.000





Page

13 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section Elevation

m

z

m

K Z q z

MPa

AG

m2

F a

c

e

AF

m2

A R

m2

Aleg

m2

Leg%

C A A A In

Face

m2

C A A A Out

Face

m2

52.000-50.000 BC

D

0.8690.869

0.869

0.0000.000

0.000

51.6351.63

51.63

0.0000.000

0.000

0.0000.000

0.000T4

50.000-45.000

47.500 1.558 0.00 9.912 A

B

C

D

1.676

1.676

1.676

1.676

0.000

0.000

0.000

0.000

0.760 45.33

45.33

45.33

45.33

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000T5

45.000-40.000

42.500 1.509 0.00 9.912 A

B

C

D

1.680

1.680

1.680

1.680

0.000

0.000

0.000

0.000

0.760 45.24

45.24

45.24

45.24

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000T6

40.000-35.000

37.500 1.456 0.00 9.912 A

B

C

D

1.680

1.680

1.680

1.680

0.000

0.000

0.000

0.000

0.760 45.24

45.24

45.24

45.24

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

T735.000-30.000

32.500 1.398 0.00 9.912 AB

C

D

1.6831.683

1.683

1.683

0.0000.000

0.000

0.000

0.760 45.1645.16

45.16

45.16

0.0000.000

0.000

0.000

0.0000.000

0.000

0.000

T830.000-25.000

27.500 1.333 0.00 11.173 AB

CD

2.3012.301

2.3012.301

0.0000.000

0.0000.000

1.018 44.2644.26

44.2644.26

0.0000.000

0.0000.000

0.0000.000

0.0000.000

T9

25.000-20.000

22.500 1.259 0.00 13.563 A

B

CD

2.425

2.425

2.4252.425

0.000

0.000

0.0000.000

1.018 41.99

41.99

41.9941.99

0.000

0.000

0.0000.000

0.000

0.000

0.0000.000

T10

20.000-14.000

17.000 1.162 0.00 19.428 A

B

CD

2.750

2.750

2.7502.750

0.000

0.000

0.0000.000

1.222 44.44

44.44

44.4444.44

0.000

0.000

0.0000.000

0.000

0.000

0.0000.000

T11

14.000-8.000

11.000 1.026 0.00 22.880 A

B

C

D

2.956

2.956

2.956

2.956

0.000

0.000

0.000

0.000

1.222 41.33

41.33

41.33

41.33

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000T12

8.000-5.000

6.500 1 0.00 13.385 A

B

C

D

2.260

2.260

2.260

2.260

0.000

0.000

0.000

0.000

0.618 27.37

27.37

27.37

27.37

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000T13

5.000-0.000

2.500 1 0.00 27.134 A

BC

D

3.031

3.0313.031

3.031

0.000

0.0000.000

0.000

1.031 34.01

34.0134.01

34.01

0.000

0.0000.000

0.000

0.000

0.0000.000

0.000

Tower Forces - No Ice - Wind Normal To Face

Section

Elevation

m

Add

Weight

kg

Self

Weight

kg

F

a

c

e

e C F R R DF D R A E

m2

F

kg

w

kglm

Ctrl.

Face

T1

60.000-56.000

3.62 272.42 A

B

C

D

0.354

0.354

0.354

0.354

2.413

2.413

2.413

2.413

0.634

0.634

0.634

0.634

1

1

1

1

1

1

1

1

0.939

0.939

0.939

0.939

289.60 72.40 D

T2

56.000-52.000

3.62 261.19 A

B

C

0.344

0.344

0.344

2.445

2.445

2.445

0.63

0.63

0.63

1

1

1

1

1

1

0.912

0.912

0.912

279.10 69.77 D





Page

14 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section Elevation

m

AddWeight

kg

SelfWeight

kg

Fa

c

e


m2

F

kg

w

kglm

Ctrl.Face

D 0.344 2.445 0.63 1 1 0.912T3

52.000-50.000

4.46 314.16 A

BC

D

0.324

0.3240.324

0.324

2.507

2.5072.507

2.507

0.624

0.6240.624

0.624

1

11

1

1

11

1

0.869

0.8690.869

0.869

268.32 134.16 D

T4

50.000-45.000

5.37 818.07 A

BC

D

0.169

0.1690.169

0.169

3.117

3.1173.117

3.117

0.585

0.5850.585

0.585

1

11

1

1

11

1

1.676

1.6761.676

1.676

630.75 126.15 D

T5

45.000-40.000

5.37 698.48 A

BC

D

0.169

0.1690.169

0.169

3.115

3.1153.115

3.115

0.585

0.5850.585

0.585

1

11

1

1

11

1

1.680

1.6801.680

1.680

611.96 122.39 D

T6

40.000-35.000

5.37 698.48 A

B

CD

0.169

0.169

0.1690.169

3.115

3.115

3.1153.115

0.585

0.585

0.5850.585

1

1

11

1

1

11

1.680

1.680

1.6801.680

590.46 118.09 D

T7

35.000-30.000

6.26 698.48 A

B

CD

0.17

0.17

0.170.17

3.114

3.114

3.1143.114

0.585

0.585

0.5850.585

1

1

11

1

1

11

1.683

1.683

1.6831.683

567.57 113.51 D

T830.000-25.000

6.26 755.66 AB

C

D

0.2060.206

0.206

0.206

2.9552.955

2.955

2.955

0.5920.592

0.592

0.592

11

1

1

11

1

1

2.3012.301

2.301

2.301

702.01 140.40 D

T925.000-20.000

7.16 846.07 AB

C

D

0.1790.179

0.179

0.179

3.0733.073

3.073

3.073

0.5860.586

0.586

0.586

11

1

1

11

1

1

2.4252.425

2.425

2.425

726.70 145.34 D

T1020.000-14.000

7.16 1266.51 ABC

D

0.1420.1420.142

0.142

3.2453.2453.245

3.245

0.580.580.58

0.58

111

1

111

1

2.7502.7502.750

2.750

803.22 133.87 D

T11

14.000-8.000

7.16 1655.88 A

BC

D

0.129

0.1290.129

0.129

3.304

3.3043.304

3.304

0.579

0.5790.579

0.579

1

11

1

1

11

1

2.956

2.9562.956

2.956

776.48 129.41 D

T12

8.000-5.000

7.16 968.81 A

BC

D

0.169

0.1690.169

0.169

3.118

3.1183.118

3.118

0.585

0.5850.585

0.585

1

11

1

1

11

1

2.260

2.2602.260

2.260

545.85 181.95 D

T13

5.000-0.000

7.16 1437.44 A

B

C

D

0.112

0.112

0.112

0.112

3.391

3.391

3.391

3.391

0.576

0.576

0.576

0.576

1

1

1

1

1

1

1

1

3.031

3.031

3.031

3.031

796.27 159.25 D

Sum Weight: 76.12 10767.77 OTM 205500

kg-m

7588.30

Tower Forces - No Ice - Wind 45 To Face

Section

Elevation

m

Add

Weight

kg

Self

Weight

kg

F

a

c

e


m2

F

kg

w

kglm

Ctrl.

Face

T1

60.000-56.000

3.62 272.42 A

B

0.354

0.354

2.413

2.413

0.634

0.634

1.2

1.2

1.2

1.2

1.127

1.127

347.52 86.88 D





Page

15 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section Elevation

m

AddWeight

kg

SelfWeight

kg

Fa

c

e


m2

F

kg

w

kglm

Ctrl.Face

CD

0.3540.354

2.4132.413

0.6340.634

1.21.2

1.21.2

1.1271.127

T256.000-52.000

3.62 261.19 AB

C

D

0.3440.344

0.344

0.344

2.4452.445

2.445

2.445

0.630.63

0.63

0.63

1.21.2

1.2

1.2

1.21.2

1.2

1.2

1.0941.094

1.094

1.094

334.91 83.73 D

T352.000-50.000

4.46 314.16 AB

C

D

0.3240.324

0.324

0.324

2.5072.507

2.507

2.507

0.6240.624

0.624

0.624

1.21.2

1.2

1.2

1.21.2

1.2

1.2

1.0421.042

1.042

1.042

321.99 160.99 D

T450.000-45.000

5.37 818.07 AB

C

D

0.1690.169

0.169

0.169

3.1173.117

3.117

3.117

0.5850.585

0.585

0.585

1.1271.127

1.127

1.127

1.1271.127

1.127

1.127

1.8891.889

1.889

1.889

710.76 142.15 D

T5

45.000-40.000

5.37 698.48 A

BC

D

0.169

0.1690.169

0.169

3.115

3.1153.115

3.115

0.585

0.5850.585

0.585

1.127

1.1271.127

1.127

1.127

1.1271.127

1.127

1.893

1.8931.893

1.893

689.75 137.95 D

T6

40.000-35.000

5.37 698.48 A

BC

D

0.169

0.1690.169

0.169

3.115

3.1153.115

3.115

0.585

0.5850.585

0.585

1.127

1.1271.127

1.127

1.127

1.1271.127

1.127

1.893

1.8931.893

1.893

665.52 133.10 D

T7

35.000-30.000

6.26 698.48 A

B

C

D

0.17

0.17

0.17

0.17

3.114

3.114

3.114

3.114

0.585

0.585

0.585

0.585

1.127

1.127

1.127

1.127

1.127

1.127

1.127

1.127

1.897

1.897

1.897

1.897

639.84 127.97 D

T8

30.000-25.000

6.26 755.66 A

B

C

D

0.206

0.206

0.206

0.206

2.955

2.955

2.955

2.955

0.592

0.592

0.592

0.592

1.154

1.154

1.154

1.154

1.154

1.154

1.154

1.154

2.656

2.656

2.656

2.656

810.42 162.08 D

T925.000-20.000

7.16 846.07 AB

C

D

0.1790.179

0.179

0.179

3.0733.073

3.073

3.073

0.5860.586

0.586

0.586

1.1341.134

1.134

1.134

1.1341.134

1.134

1.134

2.7502.750

2.750

2.750

824.15 164.83 D

T1020.000-14.000

7.16 1266.51 AB

C

D

0.1420.142

0.142

0.142

3.2453.245

3.245

3.245

0.580.58

0.58

0.58

1.1061.106

1.106

1.106

1.1061.106

1.106

1.106

3.0423.042

3.042

3.042

888.49 148.08 D

T1114.000-8.000

7.16 1655.88 AB

CD

0.1290.129

0.1290.129

3.3043.304

3.3043.304

0.5790.579

0.5790.579

1.0971.097

1.0971.097

1.0971.097

1.0971.097

3.2433.243

3.2433.243

851.73 141.96 D

T12

8.000-5.000

7.16 968.81 A

B

CD

0.169

0.169

0.1690.169

3.118

3.118

3.1183.118

0.585

0.585

0.5850.585

1.127

1.127

1.1271.127

1.127

1.127

1.1271.127

2.546

2.546

2.5462.546

614.96 204.99 D

T135.000-0.000

7.16 1437.44 AB

C

D

0.1120.112

0.112

0.112

3.3913.391

3.391

3.391

0.5760.576

0.576

0.576

1.0841.084

1.084

1.084

1.0841.084

1.084

1.084

3.2853.285

3.285

3.285

862.98 172.60 D

Sum Weight: 76.12 10767.77 OTM 234948

kg-m

8563.02

Tower Forces - Service - Wind Normal To Face





Page

16 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section Elevation

m

AddWeight

kg

SelfWeight

kg

Fa

c

e


m2

F

kg

w

kglm

Ctrl.Face

T160.000-56.000

3.62 272.42 AB

CD

0.3540.354

0.3540.354

2.4132.413

2.4132.413

0.6340.634

0.6340.634

11

11

11

11

0.9390.939

0.9390.939

72.40 18.10 D

T2

56.000-52.000

3.62 261.19 A

B

CD

0.344

0.344

0.3440.344

2.445

2.445

2.4452.445

0.63

0.63

0.630.63

1

1

11

1

1

11

0.912

0.912

0.9120.912

69.77 17.44 D

T3

52.000-50.000

4.46 314.16 A

B

CD

0.324

0.324

0.3240.324

2.507

2.507

2.5072.507

0.624

0.624

0.6240.624

1

1

11

1

1

11

0.869

0.869

0.8690.869

67.08 33.54 D

T4

50.000-45.000

5.37 818.07 A

B

C

D

0.169

0.169

0.169

0.169

3.117

3.117

3.117

3.117

0.585

0.585

0.585

0.585

1

1

1

1

1

1

1

1

1.676

1.676

1.676

1.676

157.69 31.54 D

T5

45.000-40.000

5.37 698.48 A

B

C

D

0.169

0.169

0.169

0.169

3.115

3.115

3.115

3.115

0.585

0.585

0.585

0.585

1

1

1

1

1

1

1

1

1.680

1.680

1.680

1.680

152.99 30.60 D

T6

40.000-35.000

5.37 698.48 A

BC

D

0.169

0.1690.169

0.169

3.115

3.1153.115

3.115

0.585

0.5850.585

0.585

1

11

1

1

11

1

1.680

1.6801.680

1.680

147.62 29.52 D

T7

35.000-30.000

6.26 698.48 A

BC

D

0.17

0.170.17

0.17

3.114

3.1143.114

3.114

0.585

0.5850.585

0.585

1

11

1

1

11

1

1.683

1.6831.683

1.683

141.89 28.38 D

T8

30.000-25.000

6.26 755.66 A

BCD

0.206

0.2060.2060.206

2.955

2.9552.9552.955

0.592

0.5920.5920.592

1

111

1

111

2.301

2.3012.3012.301

175.50 35.10 D

T9

25.000-20.000

7.16 846.07 A

B

CD

0.179

0.179

0.1790.179

3.073

3.073

3.0733.073

0.586

0.586

0.5860.586

1

1

11

1

1

11

2.425

2.425

2.4252.425

181.67 36.33 D

T10

20.000-14.000

7.16 1266.51 A

B

CD

0.142

0.142

0.1420.142

3.245

3.245

3.2453.245

0.58

0.58

0.580.58

1

1

11

1

1

11

2.750

2.750

2.7502.750

200.81 33.47 D

T1114.000-8.000

7.16 1655.88 AB

C

D

0.1290.129

0.129

0.129

3.3043.304

3.304

3.304

0.5790.579

0.579

0.579

11

1

1

11

1

1

2.9562.956

2.956

2.956

194.12 32.35 D

T128.000-5.000

7.16 968.81 AB

CD

0.1690.169

0.1690.169

3.1183.118

3.1183.118

0.5850.585

0.5850.585

11

11

11

11

2.2602.260

2.2602.260

136.46 45.49 D

T13

5.000-0.000

7.16 1437.44 A

BC

D

0.112

0.1120.112

0.112

3.391

3.3913.391

3.391

0.576

0.5760.576

0.576

1

11

1

1

11

1

3.031

3.0313.031

3.031

199.07 39.81 D

Sum Weight: 76.12 10767.77 OTM 51375

kg-m

1897.07

Tower Forces - Service - Wind 45 To Face





Page

17 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section

Elevation

m

Add

Weight

kg

Self

Weight

kg

F

a

c

e


m2

F

kg

w

kglm

Ctrl.

Face

T1

60.000-56.000

3.62 272.42 A

BC

D

0.354

0.3540.354

0.354

2.413

2.4132.413

2.413

0.634

0.6340.634

0.634

1.2

1.21.2

1.2

1.2

1.21.2

1.2

1.127

1.1271.127

1.127

86.88 21.72 D

T2

56.000-52.000

3.62 261.19 A

BC

D

0.344

0.3440.344

0.344

2.445

2.4452.445

2.445

0.63

0.630.63

0.63

1.2

1.21.2

1.2

1.2

1.21.2

1.2

1.094

1.0941.094

1.094

83.73 20.93 D

T3

52.000-50.000

4.46 314.16 A

BC

D

0.324

0.3240.324

0.324

2.507

2.5072.507

2.507

0.624

0.6240.624

0.624

1.2

1.21.2

1.2

1.2

1.21.2

1.2

1.042

1.0421.042

1.042

80.50 40.25 D

T4

50.000-45.000

5.37 818.07 A

B

CD

0.169

0.169

0.1690.169

3.117

3.117

3.1173.117

0.585

0.585

0.5850.585

1.127

1.127

1.1271.127

1.127

1.127

1.1271.127

1.889

1.889

1.8891.889

177.69 35.54 D

T5

45.000-40.000

5.37 698.48 A

B

CD

0.169

0.169

0.1690.169

3.115

3.115

3.1153.115

0.585

0.585

0.5850.585

1.127

1.127

1.1271.127

1.127

1.127

1.1271.127

1.893

1.893

1.8931.893

172.44 34.49 D

T640.000-35.000

5.37 698.48 AB

C

D

0.1690.169

0.169

0.169

3.1153.115

3.115

3.115

0.5850.585

0.585

0.585

1.1271.127

1.127

1.127

1.1271.127

1.127

1.127

1.8931.893

1.893

1.893

166.38 33.28 D

T735.000-30.000

6.26 698.48 AB

C

D

0.170.17

0.17

0.17

3.1143.114

3.114

3.114

0.5850.585

0.585

0.585

1.1271.127

1.127

1.127

1.1271.127

1.127

1.127

1.8971.897

1.897

1.897

159.96 31.99 D

T830.000-25.000

6.26 755.66 ABC

D

0.2060.2060.206

0.206

2.9552.9552.955

2.955

0.5920.5920.592

0.592

1.1541.1541.154

1.154

1.1541.1541.154

1.154

2.6562.6562.656

2.656

202.61 40.52 D

T9

25.000-20.000

7.16 846.07 A

BC

D

0.179

0.1790.179

0.179

3.073

3.0733.073

3.073

0.586

0.5860.586

0.586

1.134

1.1341.134

1.134

1.134

1.1341.134

1.134

2.750

2.7502.750

2.750

206.04 41.21 D

T10

20.000-14.000

7.16 1266.51 A

BC

D

0.142

0.1420.142

0.142

3.245

3.2453.245

3.245

0.58

0.580.58

0.58

1.106

1.1061.106

1.106

1.106

1.1061.106

1.106

3.042

3.0423.042

3.042

222.12 37.02 D

T11

14.000-8.000

7.16 1655.88 A

B

C

D

0.129

0.129

0.129

0.129

3.304

3.304

3.304

3.304

0.579

0.579

0.579

0.579

1.097

1.097

1.097

1.097

1.097

1.097

1.097

1.097

3.243

3.243

3.243

3.243

212.93 35.49 D

T12

8.000-5.000

7.16 968.81 A

BC

D

0.169

0.1690.169

0.169

3.118

3.1183.118

3.118

0.585

0.5850.585

0.585

1.127

1.1271.127

1.127

1.127

1.1271.127

1.127

2.546

2.5462.546

2.546

153.74 51.25 D

T135.000-0.000

7.16 1437.44 AB

C

D

0.1120.112

0.112

0.112

3.3913.391

3.391

3.391

0.5760.576

0.576

0.576

1.0841.084

1.084

1.084

1.0841.084

1.084

1.084

3.2853.285

3.285

3.285

215.75 43.15 D

Sum Weight: 76.12 10767.77 OTM 58737kg-m

2140.75





Page

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Project


Date

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Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Force Totals

Load

Case Vertical

Forces

kg

Sum of

Forces

X

kg

Sum of

Forces

Z

kg

Sum of

Overturning

Moments, M xkg-m

Sum of

Overturning

Moments, M zkg-m

Sum of Torques

kg-m

Leg Weight 4183.67

Bracing Weight 6507.97

Total Member Self-Weight 10691.65 215 1204Gusset Weight 76.12

Total Weight 13777.97 215 1204

Wind 0 deg - No Ice 325.61 -12600.67 -402942 -12122 -1205

Wind 45 deg - No Ice 9712.67 -9767.65 -315661 -297744 -350Wind 90 deg - No Ice 12588.74 26.06 -6699 -386222 395

Wind 180 deg - No Ice 472.10 12130.22 386117 -6264 1121

Total Weight 13777.97 215 1204

Wind 0 deg - Service 81.40 -3150.17 -100574 -2128 -301Wind 45 deg - Service 2428.17 -2441.91 -78754 -73533 -87

Wind 90 deg - Service 3147.18 6.51 -1513 -95652 99Wind 180 deg - Service 118.02 3032.55 96690 -663 280

Load Combinations

Comb.

No.

Description

1 Dead Only

2 Dead+Wind 0 deg - No Ice


4 Dead+Wind 90 deg - No Ice5 Dead+Wind 180 deg - No Ice

6 Dead+Wind 0 deg - Service7 Dead+Wind 45 deg - Service



Maximum Member Forces

Section

No.

Elevation

m

Component

Type

Condition Gov.

Load

Comb.

Force

kg

Major Axis

Moment

kg-m

Minor Axis

Moment

kg-m

T1 60 - 56 Leg Max Tension 3 4851.32 6 -1

Max. Compression 3 -5226.41 0 -5

Max. Mx 2 2526.70 12 -3Max. My 5 3103.25 -4 13Max. Vy 5 -150.48 0 0

Max. Vx 2 -172.59 0 0

Diagonal Max Tension 5 1095.67 0 0

Max. Compression 2 -1098.14 0 0

Max. Mx 2 396.24 0 0

Max. My 5 7.76 0 0Max. Vy 2 1.44 0 0

Max. Vx 5 -0.02 0 0

Top Girt Max Tension 5 152.23 0 0


Max. Mx 6 0.52 0 0Max. My 3 107.98 0 0





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Project


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Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m

Max. Vy 6 1.40 0 0

Max. Vx 3 -0.00 0 0T2 56 - 52 Leg Max Tension 3 14324.15 -4 10

Max. Compression 3 -14712.75 -30 -29Max. Mx 5 -10082.88 34 -23

Max. My 3 -14712.75 -30 -29

Max. Vy 5 114.96 -23 -24

Max. Vx 5 -41.27 -5 16Diagonal Max Tension 2 1597.63 0 0


Max. Mx 2 1192.44 0 0

Max. My 5 -63.44 0 0Max. Vy 2 1.43 0 0

Max. Vx 5 -0.02 0 0

T3 52 - 50 Leg Max Tension 3 4854.80 -5 -6

Max. Compression 3 -17053.18 -1 -3

Max. Mx 3 -17032.42 -30 -29Max. My 3 -17032.42 -30 -29

Max. Vy 2 41.71 23 24

Max. Vx 3 38.42 27 27

Diagonal Max Tension 3 7675.07 0 0Horizontal Max Tension 1 0.00 0 0

Max. Compression 2 -5666.37 0 0Max. Mx 5 -5663.88 -1 0

Max. My 2 -5666.37 0 0

Max. Vy 5 3.61 0 0

Max. Vx 2 -1.19 0 0Top Girt Max Tension 1 0.00 0 0


Max. Mx 5 -971.84 0 0

Max. My 2 -929.32 0 0Max. Vy 5 1.33 0 0Max. Vx 2 -0.44 0 0

Inner Bracing Max Tension 3 81.40 0 0


Max. Mx 1 48.66 0 0Max. My 5 77.70 0 0

Max. Vy 1 -1.34 0 0

Max. Vx 5 0.00 0 0

T4 50 - 45 Leg Max Tension 3 10199.58 -7 -9Max. Compression 3 -11284.57 6 6

Max. Mx 3 -1076.51 29 -25Max. My 3 -167.94 -26 28

Max. Vy 3 -39.03 29 -25

Max. Vx 3 -37.75 -26 28

Diagonal Max Tension 2 1387.80 0 0Max. Compression 2 -1353.34 0 0

Max. Mx 2 1135.86 -1 0Max. My 2 -132.75 0 0

Max. Vy 2 2.26 0 0

Max. Vx 2 0.05 0 0Horizontal Max Tension 3 53.65 -1 0


Max. Mx 5 44.42 2 0

Max. My 2 44.32 2 0Max. Vy 5 -4.43 2 0



Max. Mx 1 -1498.98 6 0

Max. My 5 -1494.06 0 0





Page

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Project


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Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m

Max. Vy 1 -11.54 0 0

Max. Vx 5 0.00 0 0Inner Bracing Max Tension 2 67.31 0 0

Max. Compression 3 -407.05 0 0Max. Mx 1 31.80 3 0

Max. My 4 0.30 0 0

Max. Vy 1 -4.21 0 0

Max. Vx 4 0.06 0 0T5 45 - 40 Leg Max Tension 3 16525.59 -14 -18


Max. Mx 3 -1410.99 50 -45

Max. My 3 -142.44 -46 48Max. Vy 3 -59.04 50 -45

Max. Vx 3 -57.38 -46 48



Max. Mx 2 1474.08 -1 0Max. My 2 89.39 0 0

Max. Vy 2 2.25 0 0

Max. Vx 2 0.05 0 0

Horizontal Max Tension 5 74.26 3 0Max. Compression 3 -86.18 -1 0

Max. Mx 5 74.26 3 0Max. My 5 -23.93 1 -1

Max. Vy 5 -5.58 3 0

Max. Vx 5 0.90 1 -1

Top Girt Max Tension 2 26.63 0 0Max. Compression 2 -86.71 0 0

Max. Mx 1 -19.04 -2 0

Max. My 5 -18.99 0 0

Max. Vy 1 4.39 0 0Max. Vx 5 -0.00 0 0

T6 40 - 35 Leg Max Tension 3 24105.64 -21 -27


Max. Mx 3 -2141.22 73 -66

Max. My 3 -108.74 -68 71Max. Vy 3 -83.28 73 -66

Max. Vx 2 -82.34 -8 -32


Max. Compression 2 -1968.63 0 0Max. Mx 2 1760.91 -1 0

Max. My 2 80.21 0 0Max. Vy 2 2.25 0 0

Max. Vx 2 0.04 0 0

Horizontal Max Tension 5 100.23 0 0

Max. Compression 3 -125.60 -2 0Max. Mx 5 97.77 5 0

Max. My 5 -25.33 1 -2Max. Vy 5 6.91 5 0

Max. Vx 5 1.56 0 0


Max. Mx 1 3.11 -2 0

Max. My 5 2.63 0 0

Max. Vy 1 4.39 0 0Max. Vx 5 -0.00 0 0


Max. Mx 3 -2658.72 104 -111

Max. My 3 193.88 -97 118

Max. Vy 3 311.32 -82 -65





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Project


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Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m

Max. Vx 2 237.44 -39 -53


Max. Mx 2 2199.52 -1 0Max. My 2 -36.14 0 0

Max. Vy 2 2.24 0 0

Max. Vx 2 0.04 0 0

Horizontal Max Tension 3 350.49 4 -1Max. Compression 3 -476.69 -2 -1

Max. Mx 5 111.93 5 0

Max. My 2 -340.68 1 -2

Max. Vy 5 7.78 5 0Max. Vx 2 2.41 1 -2



Max. Mx 1 2.46 -2 0

Max. My 5 2.44 0 0Max. Vy 1 4.39 0 0

Max. Vx 5 -0.00 0 0

T8 30 - 25 Leg Max Tension 3 29866.78 -56 -53

Max. Compression 3 -31754.40 57 48Max. Mx 3 -31464.22 112 100

Max. My 2 -21836.43 -31 -102Max. Vy 4 273.57 -97 -31

Max. Vx 3 312.33 -102 -98

Diagonal Max Tension 5 7434.94 9 -8


Max. My 3 -7778.15 -17 58

Max. Vy 3 -20.08 25 18

Max. Vx 3 41.90 0 0Horizontal Max Tension 3 208.31 2 0


Max. Mx 2 3.41 2 0

Max. My 4 -40.95 2 0

Max. Vy 2 4.22 2 0Max. Vx 4 0.44 2 0



Max. Mx 1 43.14 -2 0Max. My 5 33.11 0 0

Max. Vy 1 4.39 0 0Max. Vx 5 -0.21 0 0

Redund Horz 1

Bracing

Max Tension 3 476.86 0 0


Max. My 3 476.86 0 0Max. Vy 1 0.62 0 0

Max. Vx 3 -0.03 0 0

Redund Diag 1Bracing



Max. Mx 2 401.43 0 0

Max. My 2 227.77 0 0Max. Vy 2 0.95 0 0

Max. Vx 2 0.12 0 0Redund Hip 1

Bracing



Max. Mx 1 -0.18 0 0





Page

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Project


Date

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Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m

Max. My 2 -3.08 0 0

Max. Vy 1 1.03 0 0Max. Vx 2 0.00 0 0

Inner Bracing Max Tension 3 122.90 0 0Max. Compression 3 -96.55 0 0

Max. Mx 1 48.12 6 0

Max. My 4 37.15 0 0

Max. Vy 1 -8.14 0 0Max. Vx 4 0.07 0 0

T9 25 - 20 Leg Max Tension 3 36392.22 -47 -41


Max. Mx 3 -38582.04 112 100Max. My 2 -26210.09 -25 -113

Max. Vy 4 -242.56 -109 -25

Max. Vx 3 -285.54 -109 -108

Diagonal Max Tension 3 6187.93 15 -12


Max. My 3 -6659.87 -15 25

Max. Vy 3 -16.29 20 16

Max. Vx 3 17.31 0 0Horizontal Max Tension 3 206.35 1 0


Max. My 3 -249.06 1 0

Max. Vy 2 4.19 2 0

Max. Vx 4 0.35 2 0Top Girt Max Tension 2 5829.14 0 0


Max. Mx 1 190.57 -3 0

Max. My 5 143.52 0 0Max. Vy 1 5.46 0 0Max. Vx 5 -0.26 0 0

Redund Horz 1

Bracing



Max. My 2 -339.96 0 0

Max. Vy 1 0.75 0 0

Max. Vx 2 -0.04 0 0Redund Diag 1

Bracing



Max. Mx 2 402.38 0 0

Max. My 2 216.00 0 0

Max. Vy 2 1.12 0 0Max. Vx 2 0.12 0 0

Redund Hip 1Bracing



Max. Mx 1 -0.25 0 0Max. My 2 -23.42 0 0

Max. Vy 1 1.25 0 0

Max. Vx 2 -0.00 0 0


Max. Mx 1 172.11 7 0Max. My 4 22.63 0 0

Max. Vy 1 -7.74 0 0

Max. Vx 4 0.05 0 0

T10 20 - 14 Leg Max Tension 3 39256.76 -87 -88





Page

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Project


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Bogotá - Colombia

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FAX: (57-1) 547 07 90

Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m


Max. Mx 3 -41024.85 107 92Max. My 2 -27508.96 -28 -105

Max. Vy 5 213.69 -105 -19Max. Vx 5 208.12 -48 -102

Diagonal Max Tension 3 7876.48 -12 18


Max. Mx 3 -4738.63 -16 -23Max. My 3 -8179.13 10 -31

Max. Vy 3 12.82 -16 -23

Max. Vx 3 -18.27 0 0

Horizontal Max Tension 3 80.73 2 0Max. Compression 3 -261.46 2 0

Max. Mx 2 -56.63 2 0

Max. My 5 -90.47 2 0

Max. Vy 2 4.70 2 0



Max. Mx 5 6284.83 -5 0

Max. My 2 388.14 0 0Max. Vy 5 6.54 0 0

Max. Vx 2 -0.31 0 0Redund Horz 1

Bracing



Max. Mx 1 25.74 0 0Max. My 2 -283.06 0 0

Max. Vy 1 0.90 0 0

Max. Vx 2 -0.04 0 0




Max. Mx 2 327.97 -1 0

Max. My 2 206.33 0 0

Max. Vy 2 1.34 0 0Max. Vx 2 0.14 0 0

Redund Hip 1

Bracing



Max. My 2 3.04 0 0Max. Vy 1 1.50 0 0

Max. Vx 2 0.00 0 0



Max. My 4 29.68 0 0Max. Vy 1 -9.26 0 0

Max. Vx 4 0.04 0 0


Max. Mx 3 -45685.09 98 93

Max. My 3 -46088.80 3 112

Max. Vy 3 162.98 -93 -86Max. Vx 3 -155.23 82 86

Diagonal Max Tension 2 7494.20 -8 -9Max. Compression 3 -9302.38 0 0

Max. Mx 3 -5152.19 -15 -21

Max. My 2 -7731.80 -10 22

Max. Vy 3 13.72 -15 -21





Page

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Project


Date

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Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m

Max. Vx 2 13.40 0 0


Max. Mx 3 -63.41 2 0Max. My 2 -63.29 2 0

Max. Vy 3 5.43 2 0

Max. Vx 2 0.31 2 0


Max. Mx 1 298.73 -9 0

Max. My 2 569.82 0 0

Max. Vy 1 9.89 0 0Max. Vx 2 -0.47 0 0

Redund Horz 1

Bracing



Max. Mx 1 31.49 0 0Max. My 2 -275.18 0 0

Max. Vy 1 1.07 0 0

Max. Vx 2 -0.05 0 0




Max. My 2 155.77 0 0

Max. Vy 2 1.55 0 0


Bracing



Max. Mx 1 -1.27 -1 0Max. My 3 -2.06 0 0Max. Vy 1 2.03 0 0

Max. Vx 3 -0.00 0 0



Max. My 4 21.88 0 0

Max. Vy 1 -11.10 0 0


Max. Compression 3 -56415.62 26 28Max. Mx 4 -30890.86 -79 -35

Max. My 3 -55798.73 -64 -152

Max. Vy 4 199.81 -79 -35

Max. Vx 3 348.23 -64 -152Diagonal Max Tension 3 34061.99 0 0


Max. My 3 -3246.64 -96 338

Max. Vy 3 252.23 43 68Max. Vx 3 -255.66 -39 232



Max. Mx 1 382.38 -15 0Max. My 3 -2839.70 0 2

Max. Vy 1 15.11 0 0Max. Vx 3 -1.82 0 0

Redund Horz 1

Bracing

Max Tension 3 39586.79 0 0






Page

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Project


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Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m

Max. Mx 3 852.27 0 0

Max. My 4 473.37 0 0Max. Vy 3 1.34 0 0


Bracing

Max Tension 3 19363.65 0 0


Max. Mx 2 555.71 -1 0Max. My 4 473.37 0 0

Max. Vy 2 2.68 0 0

Max. Vx 4 -0.32 0 0

Redund Horz 3Bracing



Max. Mx 3 852.27 -2 0

Max. My 4 473.37 0 0

Max. Vy 3 4.01 0 0Max. Vx 4 -0.48 0 0

Redund Diag 1

Bracing

Max Tension 3 14084.25 0 0


Max. My 3 730.24 0 0Max. Vy 3 1.54 0 0

Max. Vx 3 -0.39 0 0

Redund Diag 2

Bracing

Max Tension 3 12655.80 0 0


Max. Mx 4 51.41 -1 0

Max. My 3 532.25 0 0

Max. Vy 4 2.88 0 0Max. Vx 3 0.51 0 0

Redund Diag 3

Bracing



Max. Mx 4 41.93 -2 0Max. My 3 487.44 0 0

Max. Vy 4 4.22 0 0

Max. Vx 3 0.60 0 0

Redund Hip 1Bracing

Max Tension 3 40461.08 0 0


Max. My 3 -44.10 0 0

Max. Vy 1 1.91 0 0


Bracing

Max Tension 3 19724.00 0 0


Max. Mx 1 -6.09 -2 0

Max. My 3 20.55 0 0Max. Vy 1 3.81 0 0

Max. Vx 3 0.00 0 0

T13 5 - 0 Leg Max Tension 3 47572.30 -18 -20


Max. My 5 -34486.09 -6 -92Max. Vy 2 -65.67 -96 -11

Max. Vx 5 -63.42 -6 -92


Max. Compression 4 -6157.23 -8 28





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Project


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Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m

Max. Mx 3 -321.56 -43 37

Max. My 4 -5872.76 10 -58Max. Vy 3 26.77 0 1

Max. Vx 4 -30.95 0 0Top Girt Max Tension 3 23.28 -1 0


Max. Mx 3 -9.32 20 -3

Max. My 3 -81.65 20 -9Max. Vy 3 19.28 20 -3

Max. Vx 3 5.52 20 -9

Redund Horz 1

Bracing



Max. Mx 4 523.86 0 0

Max. My 3 860.71 0 0

Max. Vy 4 -0.90 0 0

Max. Vx 3 0.11 0 0Redund Horz 2

Bracing



Max. Mx 5 521.63 -1 0Max. My 3 -231.61 0 0

Max. Vy 5 2.10 0 0Max. Vx 3 -0.25 0 0

Redund Diag 1

Bracing



Max. My 4 587.42 0 0

Max. Vy 3 1.75 0 0

Max. Vx 4 0.67 0 0Redund Diag 2

BracingMax Tension 3 590.18 0 0


Max. Mx 3 590.18 -2 0

Max. My 4 359.20 0 0Max. Vy 3 3.12 0 0

Max. Vx 4 0.61 0 0

Redund Hip 1

Bracing



Max. Mx 1 -3.45 -1 0Max. My 4 -23.89 0 0

Max. Vy 1 2.54 0 0

Max. Vx 4 0.00 0 0

Redund Hip 2Bracing



Max. My 4 -57.58 0 0

Max. Vy 1 5.08 0 0Max. Vx 4 0.00 0 0



Max. Mx 1 0.42 -13 0Max. My 2 3.59 0 0

Max. Vy 1 10.78 0 0Max. Vx 2 -0.30 0 0





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Project


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Maximum Reactions

Location Condition Gov.

Load

Comb.

Vertical

kg

Horizontal, X

kg

Horizontal, Z

kg

Leg D Max. Vert 5 35484.74 6465.58 -3399.04

Max. Hx 5 35484.74 6465.58 -3399.04Max. Hz 3 -47462.74 -6119.21 5827.50

Min. Vert 3 -47462.74 -6119.21 5827.50

Min. Hx 2 -31276.49 -6168.78 2971.08

Min. Hz 5 35484.74 6465.58 -3399.04

Leg C Max. Vert 5 36422.55 -6758.52 -3442.39Max. Hx 2 -29686.82 6201.32 2706.82

Max. Hz 2 -29686.82 6201.32 2706.82

Min. Vert 2 -29686.82 6201.32 2706.82Min. Hx 5 36422.55 -6758.52 -3442.39

Min. Hz 4 34972.24 -3670.45 -6729.65Leg B Max. Vert 3 55844.94 -7127.61 6723.27

Max. Hx 5 -28485.13 5820.40 -2488.88

Max. Hz 4 36929.55 -3622.23 6884.46

Min. Vert 5 -28485.13 5820.40 -2488.88Min. Hx 3 55844.94 -7127.61 6723.27

Min. Hz 5 -28485.13 5820.40 -2488.88

Leg A Max. Vert 2 36131.82 6553.26 3338.43

Max. Hx 2 36131.82 6553.26 3338.43

Max. Hz 2 36131.82 6553.26 3338.43

Min. Vert 5 -29644.20 -5999.82 -2799.73Min. Hx 5 -29644.20 -5999.82 -2799.73

Min. Hz 4 -28909.36 -2775.10 -6002.50

Tower Mast Reaction Summary

Load

Combination Vertical

kg

Shear x

kg

Shear z

kg

Overturning

Moment, M x kg-m

Overturning

Moment, M z kg-m

Torque

kg-m

Dead Only 13777.97 0.32 -0.12 213 1200 0

Dead+Wind 0 deg - No Ice 13777.96 325.25 -12600.46 -405078 -12141 -1221


Dead+Wind 90 deg - No Ice 13777.96 12588.01 26.32 -6753 -388126 385Dead+Wind 180 deg - No Ice 13777.96 472.35 12130.04 388159 -6259 1137

Dead+Wind 0 deg - Service 13777.97 81.40 -3149.86 -101092 -2131 -306


Dead+Wind 90 deg - Service 13777.97 3146.90 6.52 -1523 -96109 99

Dead+Wind 180 deg - Service 13777.97 118.03 3032.25 97193 -650 285

Solution Summary

Load

Comb.

Sum of Applied Forces Sum of Reactions

% ErrorPX

kg

PY

kg

PZ

kg

PX

kg

PY

kg

PZ

kg

1 0.00 -13777.97 -0.00 -0.32 13777.97 0.12 0.003%

2 325.61 -13777.97 -12600.67 -325.25 13777.96 12600.46 0.002%

3 9712.67 -13777.97 -9767.65 -9696.40 13777.87 9784.85 0.122%

4 12588.74 -13777.97 26.06 -12588.01 13777.96 -26.32 0.004%5 472.10 -13777.97 12130.22 -472.35 13777.96 -12130.04 0.002%





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Project


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Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Load

Comb.

Sum of Applied Forces Sum of Reactions% ErrorPX

kg

PY

kg

PZ

kg

PX

kg

PY

kg

PZ

kg

6 81.40 -13777.97 -3150.17 -81.40 13777.97 3149.86 0.002%

7 2428.17 -13777.97 -2441.91 -2427.95 13777.97 2441.67 0.002%8 3147.18 -13777.97 6.51 -3146.90 13777.97 -6.52 0.002%

9 118.02 -13777.97 3032.55 -118.03 13777.97 -3032.25 0.002%

Non-Linear Convergence Results

Load

Combination

Converged? Number

of Cycles

Displacement

Tolerance

Force

Tolerance

1 Yes 6 0.00000001 0.000076292 Yes 46 0.00004924 0.000145133 No 200 0.02064293 0.00000000

4 Yes 42 0.00007703 0.00014311

5 Yes 70 0.00004951 0.00013920

6 Yes 16 0.00000001 0.000120747 Yes 16 0.00000001 0.00012023

8 Yes 16 0.00000001 0.00011770

9 Yes 16 0.00000001 0.00012119

Maximum Tower Deflections - Service Wind

Section

No.

Elevation

m

Horz.

Deflection

mm

Gov.

Load

Comb.

Tilt

°

Twist

°

T1 60 - 56 206.20 7 0.4246 0.0301

T2 56 - 52 176.80 7 0.4072 0.0289

T3 52 - 50 150.08 7 0.3381 0.0106

T4 50 - 45 139.12 7 0.3117 0.0103T5 45 - 40 112.10 7 0.2987 0.0101

T6 40 - 35 86.49 7 0.2770 0.0097

T7 35 - 30 63.12 7 0.2453 0.0092

T8 30 - 25 42.88 7 0.2009 0.0084T9 25 - 20 27.19 7 0.1470 0.0054

T10 20 - 14 15.75 7 0.1031 0.0029

T11 14 - 8 6.56 7 0.0635 0.0014

T12 8 - 5 1.13 7 0.0341 0.0007

T13 5 - 0 0.40 7 0.0217 0.0004

Critical Deflections and Radius of Curvature - Service Wind

Elevation

m

Appurtenance Gov.

Load

Comb.

Deflection

mm

Tilt

°

Twist

°

Radius of

Curvature

m

61.500 ANTENA PANEL UHF 0.48x0.983 7 206.20 0.4246 0.0301 2443960.000 ANTENA PANEL UHF 0.48x0.983 7 206.20 0.4246 0.0301 24439


58.500 ANTENA PANEL UHF 0.48x0.983 7 195.08 0.4230 0.0316 24439





Page

29 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Elevation

m

Appurtenance Gov. Load

Comb.

Deflection

mm

Tilt

°

Twist

°

Radius ofCurvature

m







50.000 ANTENA PANEL FM KATHREIN 7 139.12 0.3117 0.0103 80700


48.000 ANTENA PANEL FM KATHREIN 7 128.32 0.3014 0.0108 6697947.000 ANTENA PANEL FM KATHREIN 7 122.88 0.3000 0.0106 54746





41.800 (2) ANTENA PANEL FM

KATHREIN

7 95.47 0.2871 0.0098 11748

41.300 (2) ANTENA PANEL FMKATHREIN

7 92.95 0.2844 0.0098 11732


7 90.45 0.2816 0.0098 11693


KATHREIN

7 87.97 0.2788 0.0097 11588


7 85.51 0.2759 0.0097 11377


KATHREIN

7 83.07 0.2730 0.0097 11064


7 80.66 0.2701 0.0097 10703


KATHREIN

7 78.27 0.2671 0.0096 10341


KATHREIN

7 75.90 0.2640 0.0096 10001

35.000 6 FT DISH 7 63.12 0.2453 0.0092 8243

31.800 8 FT DISH 7 49.70 0.2186 0.0089 5673

31.500 8 FT DISH 7 48.52 0.2158 0.0088 5504

26.500 HP10-59W 7 31.41 0.1628 0.0064 561523.500 8 FT DISH 7 23.34 0.1324 0.0045 6168

19.000 8 FT DISH 7 13.92 0.0957 0.0026 739313.000 HP6-107G 7 5.36 0.0580 0.0012 10830

8.500 Andrew KP4/KP4F 7 1.38 0.0362 0.0008 5675

Maximum Tower Deflections - Design Wind

Section

No.

Elevation

m

Horz.

Deflection

mm

Gov.

Load

Comb.

Tilt

°

Twist

°

T1 60 - 56 862.75 3 1.7571 0.0771

T2 56 - 52 741.10 3 1.6873 0.0720

T3 52 - 50 630.16 3 1.4096 0.0422T4 50 - 45 584.48 3 1.3006 0.0410

T5 45 - 40 471.71 3 1.2484 0.0398

T6 40 - 35 364.64 3 1.1609 0.0386





Page

30 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt

°

Twist

°

T7 35 - 30 266.68 3 1.0309 0.0366

T8 30 - 25 181.60 3 0.8486 0.0331T9 25 - 20 115.20 3 0.6276 0.0212

T10 20 - 14 66.20 3 0.4486 0.0122T11 14 - 8 25.83 3 0.2873 0.0062

T12 8 - 5 3.78 4 0.1702 0.0034

T13 5 - 0 1.66 3 0.0970 0.0020

Critical Deflections and Radius of Curvature - Design Wind

Elevation

m


Comb.

Deflection

mm

Tilt

°

Twist

°

Radius ofCurvature

m











54.000 ANTENA PANEL UHF 0.48x0.983 3 682.85 1.5592 0.0559 72150.000 ANTENA PANEL FM KATHREIN 3 584.48 1.3006 0.0410 20296








KATHREIN

3 402.20 1.2018 0.0390 2930


3 391.66 1.1910 0.0389 2928


3 381.20 1.1796 0.0388 2921


KATHREIN

3 370.82 1.1680 0.0387 2896


3 360.53 1.1562 0.0385 2842


KATHREIN

3 350.33 1.1443 0.0384 2762


3 340.22 1.1323 0.0382 2669


KATHREIN

3 330.20 1.1201 0.0380 2575


KATHREIN

3 320.28 1.1077 0.0378 2488

35.000 6 FT DISH 3 266.68 1.0309 0.0366 2043

31.800 8 FT DISH 3 210.29 0.9213 0.0352 1418

31.500 8 FT DISH 3 205.34 0.9097 0.0349 1376





Page

31 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Elevation

m


Comb.

Deflection

mm

Tilt

°

Twist

°

Radius ofCurvature

m

26.500 HP10-59W 3 133.17 0.6924 0.0252 1391

23.500 8 FT DISH 3 98.75 0.5683 0.0176 149619.000 8 FT DISH 3 58.39 0.4178 0.0109 1769

13.000 HP6-107G 3 19.99 0.2670 0.0056 29818.500 Andrew KP4/KP4F 4 4.66 0.1812 0.0037 726

Bolt Design Data

Section

No.

Elevation

m

Component

Type

Bolt

Grade

Bolt Size

mm

Number

Of Bolts

Maximum

Load per Bolt

kg

Allowable

Loadkg

Ratio

Load Allowable

Allowable

Ratio

Criteria

T1 60 Leg A325N 16 8 166.53 5528.160.030

1.333 Bearing

Diagonal A325N 16 2 549.07 2922.370.188

1.333 Bolt Shear

Top Girt A325N 16 2 76.11 2922.370.026

1.333 Bolt Shear

T2 56 Leg A325N 16 8 1551.53 5528.160.281

1.333 Bearing

Diagonal A325N 16 2 817.78 2922.370.280

1.333 Bolt Shear

T3 52 Leg A325N 16 10 3410.64 5528.160.617

1.333 Bearing

Diagonal A325N 16 2 3837.54 2922.371.313

1.333 Bolt Shear

Horizontal A325N 16 2 2833.18 2922.370.969

1.333 Bolt Shear

Top Girt A325N 16 2 1918.60 2922.370.657

1.333 Bolt Shear

T4 50 Leg A325N 16 8 2139.44 5528.16 0.387 1.333 BearingDiagonal A325N 16 2 693.90 2922.37

0.2371.333 Bolt Shear

Horizontal A307 16 2 27.77 1391.600.020

1.333 Bolt Shear

Top Girt A325N 16 2 1586.46 5844.720.271

1.333 Bolt Shear

T5 45 Leg A325N 16 8 3760.93 5528.160.680

1.333 Bearing

Diagonal A325N 16 2 842.26 2922.370.288

1.333 Bolt Shear

Horizontal A307 16 2 43.09 1391.600.031

1.333 Bolt Shear

Top Girt A325N 16 2 43.35 2922.370.015

1.333 Bolt Shear

T6 40 Leg A325N 16 12 3813.86 5528.160.690

1.333 Bearing

Diagonal A325N 16 2 984.32 2922.370.337

1.333 Bolt Shear

Horizontal A307 16 2 62.80 1391.600.045

1.333 Bolt Shear

Top Girt A325N 16 2 39.22 2922.370.013

1.333 Bolt Shear

T7 35 Leg A325N 16 12 5314.43 5528.160.961

1.333 Bearing

Diagonal A325N 16 2 1524.72 2922.370.522

1.333 Bolt Shear

Horizontal A307 16 2 238.35 1391.600.171

1.333 Bolt Shear

Top Girt A325N 16 2 93.32 2922.370.032

1.333 Bolt Shear

T8 30 Leg A325N 16 12 5291.07 5528.160.957

1.333 Bearing

Diagonal A325N 16 3 2808.96 2922.370.961

1.333 Bolt Shear

Horizontal A307 16 2 173.52 1391.600.125

1.333 Bolt Shear

Top Girt A325N 16 2 890.40 2922.370.305

1.333 Bolt Shear

T9 25 Leg A325N 16 12 6433.71 5844.721.101

1.333 Bolt DS





Page

32 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

ComponentType

BoltGrade

Bolt Size

mm

Number Of

Bolts

Maximum Load per

Bolt

kg

Allowable Load

kg

Ratio Load

Allowable

Allowable Ratio

Criteria

Diagonal A325N 16 2 3341.23 2922.371.143

1.333 Bolt Shear

Horizontal A307 16 2 173.59 1391.600.125

1.333 Bolt Shear

Top Girt A325N 16 2 2914.57 2922.370.997

1.333 Bolt Shear

T10 20 Leg A325N 16 16 5135.48 5844.720.879

1.333 Bolt DS

Diagonal A325N 16 2 4380.00 5844.720.749

1.333 Bolt Shear

Horizontal A307 16 2 130.73 1391.600.094

1.333 Bolt Shear

Top Girt A325N 16 2 3263.75 2922.371.117

1.333 Bolt Shear

T11 14 Leg A325N 16 16 5717.53 5844.720.978

1.333 Bolt DS

Diagonal A325N 16 2 4651.18 5844.72

0.796

1.333 Bolt Shear

Horizontal A307 16 2 114.24 1391.600.082

1.333 Bolt Shear

Top Girt A325N 16 2 3983.98 2922.37 1.363 1.333 Bolt Shear

T12 8 Leg A325N 16 16 6982.33 5844.721.195

1.333 Bolt DS

Diagonal A325N 16 2 17030.99 2922.37 5.828 1.333 Bolt Shear

Top Girt A325N 16 2 2653.79 2922.370.908

1.333 Bolt Shear

T13 5 Leg A325N 16 16 7067.97 5844.721.209

1.333 Bolt DS

Diagonal A325N 16 2 3265.54 2922.371.117

1.333 Bolt Shear

Top Girt A325N 16 2 98.42 2922.370.034

1.333 Bolt Shear

Compression Checks

Leg Design Data (Compression)

Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T1 60 - 56 L76x76x6 4.000 0.500 44.3K=1.33

174 929 -5226.43 16465.77 0.317

T2 56 - 52 L76x76x6 4.000 0.500 44.3

K=1.33

174 929 -14712.73 16465.77 0.894

T3 52 - 50 L102x102x6 2.207 1.104 54.6

K=1.00

141 1252 -17053.17 17975.92 0.949

T4 50 - 45 2L76x76x6.4 5.000 1.250 83.1

K=1.00

127 1855 -11284.56 23982.34 0.471

T5 45 - 40 2L76x76x6.4 5.000 1.250 83.1

K=1.00

127 1855 -18424.20 23982.34 0.768

T6 40 - 35 2L76x76x6.4 5.000 1.250 83.1

K=1.00

127 1855 -26790.94 23982.34 1.117

T7 35 - 30 2L76x76x6.4 5.000 1.250 83.1

K=1.00

127 1855 -36860.88 23982.34 1.537

H1-3 (1.54 CR) - 265T8 30 - 25 L102x102x6 5.011 1.253 62.0

K=1.00

135 1252 -31754.42 17170.43 1.849





Page

33 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

H1-3 (1.85 CR) - 313/2

T9 25 - 20 L102x102x8 5.011 1.253 62.4K=1.00

154 1548 -38920.50 24288.34 1.602

H1-3 (1.60 CR) - 388

T10 20 - 14 L102x102x10 6.014 1.503 75.1

K=1.00

138 1845 -41309.35 25908.52 1.594

H1-3 (1.59 CR) - 463T11 14 - 8 L102x102x13 6.014 1.503 56.8

K=0.75

160 2419 -46088.63 39567.33 1.165

T12 8 - 5 L102x102x13 3.043 0.761 38.3

K=1.00

180 2419 -56415.57 44340.62 1.272

T13 5 - 0 L102x102x13 5.072 1.691 85.1

K=1.00

124 2419 -56973.49 30564.33 1.864

H1-3 (1.86 CR) - 689

Diagonal Design Data (Compression)

Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T1 60 - 56 L51x51x4.8 0.796 0.699 69.8

K=1.00

145 461 -1098.14 6802.07 0.161

T2 56 - 52 L51x51x4.8 0.796 0.699 69.8

K=1.00

145 461 -1635.55 6802.07 0.240

T4 50 - 45 L51x51x4.8 1.582 1.520 151.9

K=1.00

45 461 -1353.34 2098.77 0.645

T5 45 - 40 L51x51x4.8 1.582 1.520 151.9

K=1.00

45 461 -1684.52 2098.77 0.803

T6 40 - 35 L51x51x4.8 1.582 1.520 151.9K=1.00

45 461 -1968.63 2098.77 0.938

T7 35 - 30 L51x51x4.8 1.582 1.520 151.9

K=1.00

45 461 -3049.45 2098.77 1.453

H1-3 (1.45 CR) - 281T8 30 - 25 L64x64x4.8 2.779 1.390 110.5

K=1.00

84 582 -8426.89 5001.27 1.685

H1-3 (1.68 CR) - 337

T9 25 - 20 L64x64x4.8 2.891 1.446 115.0

K=1.00

78 582 -6682.46 4622.29 1.446

H1-3 (1.45 CR) - 412

T10 20 - 14 2L51x51x5 3.468 1.734 110.6

K=1.00

84 923 -8760.01 7913.10 1.107

T11 14 - 8 2L51x51x6 3.620 1.810 117.0

K=1.00

75 1213 -9302.37 9303.27 1.000

T12 8 - 5 L64x64x6.4 3.635 0.909 46.5K=1.00

172 768 -6484.69 13431.55 0.483

T13 5 - 0 L76x76x6.4 5.854 1.951 129.8

K=1.00

61 929 -6157.25 5791.11 1.063

Horizontal Design Data (Compression)





Page

34 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T3 52 - 50 L51x51x6.4 1.280 1.178 118.7K=1.00

73 605 -4436.04 4512.90 0.983*

T4 50 - 45 L51x51x4.8 1.940 0.932 93.1

K=1.00

112 461 -55.55 5272.42 0.011

T5 45 - 40 L51x51x4.8 1.940 1.864 118.9

K=1.00

73 461 -86.18 3423.49 0.025

T6 40 - 35 L51x51x4.8 1.940 1.864 118.9

K=1.00

73 461 -125.60 3423.49 0.037

T7 35 - 30 L51x51x4.8 1.940 1.864 118.9

K=1.00

73 461 -476.69 3423.49 0.139

T8 30 - 25 L51x51x4.8 2.178 1.038 103.8

K=1.00

95 461 -347.05 4482.78 0.077

T9 25 - 20 L51x51x4.8 2.655 1.277 127.6

K=1.00

63 461 -347.18 2974.65 0.117

T10 20 - 14 L51x51x4.8 3.181 1.539 153.8

K=1.00

44 461 -261.46 2046.69 0.128

T11 14 - 8 L51x51x4.8 3.754 1.826 182.5K=1.00

31 461 -228.48 1454.81 0.157

* DL controls

Top Girt Design Data (Compression)

Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T1 60 - 56 L51x51x4.8 0.620 0.544 54.3K=1.00

163 461 -133.35 7673.47 0.017

T3 52 - 50 L51x51x4.8 0.620 0.544 54.3K=1.00

163 461 -3837.20 7673.47 0.500

T4 50 - 45 2L51x51x6 1.940 1.838 85.3

K=1.00

124 1213 -3172.93 15300.22 0.207

T5 45 - 40 L51x51x4.8 1.940 1.864 118.9

K=1.00

73 461 -86.71 3423.49 0.025

T6 40 - 35 L51x51x4.8 1.940 1.864 118.9

K=1.00

73 461 -78.44 3423.49 0.023

T7 35 - 30 L51x51x4.8 1.940 1.864 118.9

K=1.00

73 461 -186.64 3423.49 0.055

T8 30 - 25 L51x51x4.8 1.940 1.864 118.9

K=1.00

73 461 -1725.63 3423.49 0.504

T9 25 - 20 L51x51x4.8 2.417 2.315 147.7

K=1.00

47 461 -5416.89 2218.75 2.441

H1-3 (2.44 CR) - 392

T10 20 - 14 L51x51x4.8 2.894 2.792 178.2K=1.00

32 461 -6041.40 1525.48 3.960

H1-3 (3.96 CR) - 467

T11 14 - 8 L64x64x4.8 3.467 3.365 170.3

K=1.00

35 582 -7263.15 2106.57 3.448

H1-3 (3.45 CR) - 542T12 8 - 5 L64x64x6.4 4.040 3.938 201.6 25 768 -5307.58 1982.64 2.677





Page

35 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

K=1.00

KL/R > 200 (C) - 615

T13 5 - 0 L76x76x6.4 4.763 2.331 98.7K=1.00

104 929 -196.85 9806.22 0.020

Redundant Horizontal (1) Design Data (Compression)

Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm

2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa T8 30 - 25 L38x38x3.2 0.545 0.494 65.6

K=1.00

150 232 -512.24 3542.46 0.145

T9 25 - 20 L38x38x3.2 0.664 0.613 81.5

K=1.00

129 232 -584.47 3050.35 0.192

T10 20 - 14 L38x38x3.2 0.795 0.744 98.9K=1.00

103 232 -620.35 2437.17 0.255

T11 14 - 8 L38x38x3.2 0.938 0.888 118.0K=1.00

74 232 -692.12 1748.88 0.396

T12 8 - 5 L51x51x4.8 0.595 0.545 54.4

K=1.00

163 461 -852.27 7669.39 0.111

T13 5 - 0 L38x38x3.2 0.794 0.743 98.8

K=1.00

103 232 -860.71 2443.59 0.352


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T12 8 - 5 L51x51x4.8 1.191 1.140 113.9

K=1.00

79 461 -852.27 3732.60 0.228

T13 5 - 0 L44x44x3.2 1.588 1.537 174.5

K=1.00

34 272 -860.71 938.84 0.917


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T12 8 - 5 L51x51x4.8 1.786 1.735 173.4

K=1.00

34 461 -852.27 1610.73 0.529

Redundant Diagonal (1) Design Data (Compression)





Page

36 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T8 30 - 25 L51x51x3.2 1.390 1.250 123.8K=1.00

67 312 -608.37 2140.51 0.284

T9 25 - 20 L51x51x3.2 1.446 1.329 131.6

K=1.00

59 312 -636.31 1893.32 0.336

T10 20 - 14 L51x51x3.2 1.734 1.617 160.2

K=1.00

40 312 -676.38 1278.76 0.529

T11 14 - 8 L51x51x3.2 1.810 1.708 169.2

K=1.00

36 312 -667.41 1146.08 0.582

T12 8 - 5 L51x51x4.8 1.020 0.945 94.5

K=1.00

110 461 -730.24 5176.94 0.141

T13 5 - 0 L51x51x6.4 1.780 1.636 164.7

K=1.00

38 605 -965.15 2341.94 0.412


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T12 8 - 5 L51x51x4.8 1.487 1.428 142.7

K=1.00

51 461 -532.25 2377.18 0.224

T13 5 - 0 L51x51x4.8 2.177 2.098 209.7K=1.00

23 461 -590.18 1101.61 0.536


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T12 8 - 5 L51x51x4.8 2.023 1.968 196.7

K=1.00

27 461 -487.44 1252.18 0.389

Redundant Hip (1) Design Data (Compression)Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T8 30 - 25 L44x44x3.2 0.770 0.770 87.4K=1.00

118 272 -65.34 3278.29 0.020

T9 25 - 20 L44x44x3.2 0.939 0.939 106.6

K=1.00

90 272 -46.85 2510.07 0.019

T10 20 - 14 L44x44x3.2 1.124 1.124 127.6

K=1.00

63 272 -57.41 1753.73 0.033

T11 14 - 8 L51x51x3.2 1.327 1.327 131.4K=1.00

60 312 -45.16 1899.55 0.024





Page

37 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

T12 8 - 5 L51x51x4.8 0.842 0.842 84.1

K=1.00

125 461 -44.17 5893.84 0.007

T13 5 - 0 L51x51x4.8 1.123 1.123 112.2

K=1.00

82 461 -45.22 3848.52 0.012

Redundant Hip (2) Design Data (Compression)

Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

Pkg

Allow.

Pa kg

Ratio

P

Pa

T12 8 - 5 L51x51x4.8 1.684 1.684 168.3

K=1.00

36 461 -173.23 1710.46 0.101

T13 5 - 0 L51x51x4.8 2.245 2.245 224.4

K=1.00

20 461 -57.59 962.13 0.060

Inner Bracing Design Data (Compression)

Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T3 52 - 50 L51x51x3.2 0.877 0.801 79.3

K=1.00

118 312 -1552.85 3769.79 0.412*

T4 50 - 45 L51x51x3.2 2.744 2.642 261.6

K=1.00

15 312 -385.84 479.27 0.805*

KL/R > 250 (C) - 112

T8 30 - 25 L51x51x6.4 2.744 2.668 268.6

K=1.00

14 605 -36.61 880.66 0.042

KL/R > 250 (C) - 315

T9 25 - 20 L51x51x4.8 3.418 3.317 331.4

K=1.00

9 461 -114.91 440.97 0.261

KL/R > 250 (C) - 390

T10 20 - 14 L51x51x4.8 4.093 3.991 398.8

K=1.00

6 461 -128.16 304.50 0.421

KL/R > 250 (C) - 465

T11 14 - 8 L51x51x4.8 2.654 2.553 255.1

K=1.00

16 461 -695.27 744.46 0.934

KL/R > 250 (C) - 580

T13 5 - 0 L51x51x4.8 3.368 3.368 336.5

K=1.00

9 461 -250.50 427.61 0.586

KL/R > 250 (C) - 692

* DL controls

Tension Checks





Page

38 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Leg Design Data (Tension)

Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T1 60 - 56 L76x76x6 4.000 0.500 21.2 224 687 4851.31 15699.97 0.309

T2 56 - 52 L76x76x6 4.000 0.500 21.2 224 687 14324.13 15699.97 0.912

T3 52 - 50 L102x102x6 2.207 1.104 34.8 224 1010 4854.80 23070.85 0.210

T4 50 - 45 2L76x76x6.4 5.000 1.250 52.9 224 1613 10199.57 36854.39 0.277

T5 45 - 40 2L76x76x6.4 5.000 1.250 52.9 224 1613 16525.60 36854.39 0.448

T6 40 - 35 2L76x76x6.4 5.000 1.250 52.9 224 1613 24105.63 36854.39 0.654

T7 35 - 30 2L76x76x6.4 5.000 1.250 52.9 224 1613 34196.02 36854.39 0.928

T8 30 - 25 L102x102x6 5.011 1.253 39.5 224 1010 29866.80 23070.85 1.295

T9 25 - 20 L102x102x8 5.011 1.253 39.8 224 1246 36392.23 28470.01 1.278

T10 20 - 14 L102x102x10 6.014 1.503 48.1 224 1482 39256.75 33869.21 1.159

T11 14 - 8 L102x102x13 6.014 1.503 48.5 224 1935 45131.91 44225.27 1.020

T12 8 - 5 L102x102x13 3.043 0.761 24.6 224 1935 47873.06 44225.27 1.082

T13 5 - 0 L102x102x13 5.072 1.691 54.6 224 1935 47572.33 44225.27 1.076

Diagonal Design Data (Tension)

Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T1 60 - 56 L51x51x4.8 0.796 0.699 44.6 224 278 1095.67 6350.48 0.173

T2 56 - 52 L51x51x4.8 0.796 0.699 44.6 224 278 1597.63 6350.48 0.252

T3 52 - 50 L51x51x6.4 1.418 1.299 84.0 224 363 7675.06 8297.75 0.925

T4 50 - 45 L51x51x4.8 1.582 1.520 97.0 224 278 1387.80 6350.48 0.219

T5 45 - 40 L51x51x4.8 1.582 1.520 97.0 224 278 1641.69 6350.48 0.259

T6 40 - 35 L51x51x4.8 1.582 1.520 97.0 224 278 1919.55 6350.48 0.302

T7 35 - 30 L51x51x4.8 1.582 1.520 97.0 224 278 3006.52 6350.48 0.473





Page

39 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

H1-3 (1.35 CR) - 282

T8 30 - 25 L64x64x4.8 2.779 1.390 70.3 224 368 7434.92 8418.00 0.883

H1-3 (1.68 CR) - 337

T9 25 - 20 L64x64x4.8 2.891 1.446 73.1 224 368 6187.91 8418.00 0.735

T10 20 - 14 2L51x51x5 3.468 1.734 110.6 224 556 7876.50 12700.95 0.620

T11 14 - 8 2L51x51x6 3.620 1.810 117.0 224 728 7494.21 16639.77 0.450

T12 8 - 5 L64x64x6.4 3.635 0.909 46.5 224 485 34061.98 11083.94 3.073

bolt (5.83 CR) - 620/3T13 5 - 0 L76x76x6.4 5.854 1.951 82.6 224 606 6531.10 13848.04 0.472

Horizontal Design Data (Tension)

Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T4 50 - 45 L51x51x4.8 1.940 0.932 59.5 224 278 53.65 6350.48 0.008

T5 45 - 40 L51x51x4.8 1.940 1.864 118.9 224 278 74.26 6350.48 0.012

T6 40 - 35 L51x51x4.8 1.940 1.864 118.9 224 278 100.23 6350.48 0.016

T7 35 - 30 L51x51x4.8 1.940 1.864 118.9 224 278 350.49 6350.48 0.055

T8 30 - 25 L51x51x4.8 2.178 1.038 66.3 224 278 208.31 6350.48 0.033

T9 25 - 20 L51x51x4.8 2.655 1.277 81.5 224 278 206.35 6350.48 0.032

T10 20 - 14 L51x51x4.8 3.181 1.539 98.2 224 278 80.73 6350.48 0.013

T11 14 - 8 L51x51x4.8 3.754 1.826 116.5 224 278 65.56 6350.48 0.010

Top Girt Design Data (Tension)

Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T1 60 - 56 L51x51x4.8 0.620 0.544 34.7 224 278 152.23 6350.48 0.024

T4 50 - 45 2L51x51x6 1.940 1.838 118.8 224 728 166.19 16639.77 0.010





Page

40 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

T5 45 - 40 L51x51x4.8 1.940 1.864 118.9 224 278 26.63 6350.48 0.004

T6 40 - 35 L51x51x4.8 1.940 1.864 118.9 224 278 35.40 6350.48 0.006

T7 35 - 30 L51x51x4.8 1.940 1.864 118.9 224 278 108.10 6350.48 0.017

T8 30 - 25 L51x51x4.8 1.940 1.864 118.9 224 278 1780.79 6350.48 0.280

T9 25 - 20 L51x51x4.8 2.417 2.315 147.7 224 278 5829.12 6350.48 0.918

H1-3 (2.38 CR) - 394

T10 20 - 14 L51x51x4.8 2.894 2.792 178.2 224 278 6527.51 6350.48 1.028

H1-3 (3.80 CR) - 469

T11 14 - 8 L64x64x4.8 3.467 3.365 170.3 224 368 7967.99 8418.00 0.947

H1-3 (3.30 CR) - 544T12 8 - 5 L64x64x6.4 4.040 3.938 201.6 224 485 5254.51 11083.94 0.474

T13 5 - 0 L76x76x6.4 4.763 2.331 98.7 224 606 23.28 13848.04 0.002

Redundant Horizontal (1) Design Data (Tension)

Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T8 30 - 25 L38x38x3.2 0.545 0.494 41.8 207 232 476.86 4890.32 0.098

T9 25 - 20 L38x38x3.2 0.664 0.613 51.9 207 232 584.47 4890.32 0.120

T10 20 - 14 L38x38x3.2 0.795 0.744 63.0 207 232 620.35 4890.32 0.127

T11 14 - 8 L38x38x3.2 0.938 0.888 75.1 207 232 692.12 4890.32 0.142

T12 8 - 5 L51x51x4.8 0.595 0.545 34.7 207 461 39586.79 9729.56 4.069

H2-1 (4.07 CR) - 677T13 5 - 0 L38x38x3.2 0.794 0.743 62.9 207 232 860.71 4890.32 0.176


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T12 8 - 5 L51x51x4.8 1.191 1.140 72.7 207 461 19363.64 9729.56 1.990





Page

41 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

H2-1 (1.99 CR) - 678

T13 5 - 0 L44x44x3.2 1.588 1.537 110.9 207 272 860.71 5740.80 0.150


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm

2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa T12 8 - 5 L51x51x4.8 1.786 1.735 110.7 207 461 4277.63 9729.56 0.440

Redundant Diagonal (1) Design Data (Tension)

Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T8 30 - 25 L51x51x3.2 1.342 1.203 75.6 207 312 760.99 6591.29 0.115

T9 25 - 20 L51x51x3.2 1.446 1.329 83.6 207 312 669.69 6591.29 0.102

T10 20 - 14 L51x51x3.2 1.734 1.617 101.7 207 312 676.38 6591.29 0.103

T11 14 - 8 L51x51x3.2 1.810 1.708 107.4 207 312 667.41 6591.29 0.101

T12 8 - 5 L51x51x4.8 1.020 0.945 60.3 207 461 14084.23 9729.56 1.448

H2-1 (1.45 CR) - 623

T13 5 - 0 L51x51x6.4 1.780 1.636 105.8 207 605 965.15 12764.09 0.076


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T12 8 - 5 L51x51x4.8 1.487 1.428 91.1 207 461 12655.82 9729.56 1.301

T13 5 - 0 L51x51x4.8 2.177 2.098 133.9 207 461 590.18 9729.56 0.061





Page

42 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client




Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T12 8 - 5 L51x51x4.8 2.023 1.968 125.6 207 461 3547.96 9729.56 0.365

Redundant Hip (1) Design Data (Tension)

Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

Pkg

Allow.

Pa kg

Ratio

PPa

T8 30 - 25 L44x44x3.2 0.770 0.770 55.6 207 272 16.58 5740.80 0.003

T9 25 - 20 L44x44x3.2 0.939 0.939 67.7 207 272 16.93 5740.80 0.003

T10 20 - 14 L44x44x3.2 1.124 1.124 81.1 207 272 17.66 5740.80 0.003

T11 14 - 8 L51x51x3.2 1.327 1.327 83.4 207 312 17.17 6591.29 0.003

T12 8 - 5 L51x51x4.8 0.842 0.842 53.7 207 461 40461.09 9729.56 4.159

H2-1 (4.16 CR) - 685

T13 5 - 0 L51x51x4.8 1.123 1.123 71.6 207 461 47.37 9729.56 0.005


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T12 8 - 5 L51x51x4.8 1.684 1.684 107.5 207 461 19724.02 9729.56 2.027

H2-1 (2.03 CR) - 686

T13 5 - 0 L51x51x4.8 2.245 2.245 143.3 207 461 12.06 9729.56 0.001

Inner Bracing Design Data (Tension)

Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T3 52 - 50 L51x51x3.2 0.877 0.801 50.3 207 312 81.40 6591.29 0.012

T4 50 - 45 L51x51x3.2 2.744 2.642 166.1 207 312 67.31 6591.29 0.010





Page

43 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

T8 30 - 25 L51x51x6.4 1.540 1.464 94.7 207 605 122.90 12764.09 0.010

T9 25 - 20 L51x51x4.8 3.418 3.317 211.6 207 461 172.11 9729.56 0.018*

T10 20 - 14 L51x51x4.8 4.093 3.991 254.7 207 461 283.56 9729.56 0.029

T11 14 - 8 L51x51x4.8 2.654 2.553 162.9 207 461 714.64 9729.56 0.073

T13 5 - 0 L51x51x4.8 3.368 3.368 214.9 207 461 241.83 9729.56 0.025

* DL controls

Section Capacity Table

Section

No.

Elevation

m

Component

Type

Size Critical

Element

P

kg

SF*Pallow

kg

%

Capacity

Pass

Fail

T1 60 - 56 Leg L76x76x6 3 -5226.43 21948.87 23.8 Pass

Diagonal L51x51x4.8 12 1095.67 8465.18 12.914.1 (b)

Pass

Top Girt L51x51x4.8 8 152.23 8465.18 1.82.0 (b)

Pass

T2 56 - 52 Leg L76x76x6 41 14324.13 20928.06 68.4 Pass

Diagonal L51x51x4.8 52 1597.63 8465.18 18.9

21.0 (b)

Pass

T3 52 - 50 Leg L102x102x6 79 -17053.17 23961.90 71.2 Pass

Diagonal L51x51x6.4 105 7675.06 11060.90 69.4

98.5 (b)

Pass

Horizontal L51x51x6.4 96 -4436.04 4512.90 98.3 Pass

Top Girt L51x51x4.8 84 -3837.20 10228.73 37.549.3 (b)

Pass

Inner Bracing L51x51x3.2 82 -1552.85 3769.79 41.2 Pass

T4 50 - 45 Leg 2L76x76x6.4 109 -11284.56 31968.46 35.3 Pass

Diagonal L51x51x4.8 127 -1353.34 2797.66 48.4 PassHorizontal L51x51x4.8 117 -55.55 7028.14 0.8

1.5 (b)

Pass

Top Girt 2L51x51x6 113 -3172.93 20395.19 15.6

20.4 (b)

Pass


T5 45 - 40 Leg 2L76x76x6.4 169 -18424.20 31968.46 57.6 PassDiagonal L51x51x4.8 185 -1684.52 2797.66 60.2 Pass

Horizontal L51x51x4.8 175 -86.18 4563.51 1.9

2.3 (b)

Pass

Top Girt L51x51x4.8 171 -86.71 4563.51 1.9 PassT6 40 - 35 Leg 2L76x76x6.4 217 -26790.94 31968.46 83.8 Pass

Diagonal L51x51x4.8 233 -1968.63 2797.66 70.4 Pass

Horizontal L51x51x4.8 223 -125.60 4563.51 2.8

3.4 (b)

Pass

Top Girt L51x51x4.8 221 -78.44 4563.51 1.7 PassT7 35 - 30 Leg 2L76x76x6.4 265 -36860.88 31968.46 115.3 Fail

Diagonal L51x51x4.8 281 -3049.45 2797.66 109.0 Fail

Horizontal L51x51x4.8 280 -476.69 4563.51 10.412.8 (b)

Pass

Top Girt L51x51x4.8 267 -186.64 4563.51 4.1 Pass





Page

44 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevationm

ComponentType

Size Critical Element

Pkg

SF*Pallow

kg%

CapacityPassFail

T8 30 - 25 Leg L102x102x6 313 -31754.42 22888.18 138.7 Fail

Diagonal L64x64x4.8 337 -8426.89 6666.69 126.4 FailHorizontal L51x51x4.8 321 -347.05 5975.55 5.8

9.4 (b)

Pass

Top Girt L51x51x4.8 317 -1725.63 4563.51 37.8 Pass

Redund Horz 1

Bracing

L38x38x3.2 323 -512.24 4722.10 10.8 Pass

Redund Diag 1

Bracing

L51x51x3.2 373 -608.37 2853.30 21.3 Pass

Redund Hip 1

Bracing

L44x44x3.2 385 -65.34 4369.97 1.5 Pass


T9 25 - 20 Leg L102x102x8 388 -38920.50 32376.35 120.2 Fail

Diagonal L64x64x4.8 412 -6682.46 6161.51 108.5FailHorizontal L51x51x4.8 396 -347.18 3965.20 8.8

9.4 (b)

Pass

Top Girt L51x51x4.8 392 -5416.89 2957.60 183.2 Fail

Redund Horz 1

Bracing

L38x38x3.2 408 -584.47 4066.11 14.4 Pass

Redund Diag 1

Bracing

L51x51x3.2 444 -636.31 2523.79 25.2 Pass

Redund Hip 1

Bracing

L44x44x3.2 427 -46.85 3345.93 1.4 Pass


T10 20 - 14 Leg L102x102x10 463 -41309.35 34536.06 119.6 Fail

Diagonal 2L51x51x5 487 -8760.01 10548.17 83.0 Pass

Horizontal L51x51x4.8 494 -261.46 2728.23 9.6 PassTop Girt L51x51x4.8 467 -6041.40 2033.46 297.1 Fail

Redund Horz 1

Bracing

L38x38x3.2 483 -620.35 3248.75 19.1 Pass

Redund Diag 1

Bracing

L51x51x3.2 519 -676.38 1704.59 39.7 Pass

Redund Hip 1

Bracing

L44x44x3.2 502 -57.41 2337.73 2.5 Pass


T11 14 - 8 Leg L102x102x13 538 -46088.63 52743.24 87.4 PassDiagonal 2L51x51x6 562 -9302.37 12401.26 75.0 Pass


Top Girt L64x64x4.8 542 -7263.15 2808.06 258.7 FailRedund Horz 1

Bracing

L38x38x3.2 563 -692.12 2331.26 29.7 Pass

Redund Diag 1

Bracing

L51x51x3.2 594 -667.41 1527.72 43.7 Pass

Redund Hip 1Bracing

L51x51x3.2 577 -45.16 2532.11 1.8 Pass


T12 8 - 5 Leg L102x102x13 613 -56415.57 59106.04 95.4 Pass

Diagonal L64x64x6.4 620 34061.98 14774.89 230.5

437.2 (b)Fail

Top Girt L64x64x6.4 615 -5307.58 2642.86 200.8 Fail

Redund Horz 1

Bracing

L51x51x4.8 677 39586.79 12969.50 305.2 Fail

Redund Horz 2

Bracing

L51x51x4.8 678 19363.64 12969.50 149.3 Fail

Redund Horz 3

Bracing

L51x51x4.8 656 -852.27 2147.10 39.7 Pass

Redund Diag 1

Bracing

L51x51x4.8 623 14084.23 12969.50 108.6 Fail

Redund Diag 2 L51x51x4.8 625 12655.82 12969.50 97.6 Pass





Page

45 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevationm

ComponentType


Pkg

SF*Pallow

kg%

CapacityPassFail

Bracing

Redund Diag 3

Bracing

L51x51x4.8 648 -487.44 1669.15 29.2 Pass

Redund Hip 1Bracing

L51x51x4.8 685 40461.09 12969.50 312.0 Fail

Redund Hip 2

Bracing

L51x51x4.8 686 19724.02 12969.50 152.1 Fail

T13 5 - 0 Leg L102x102x13 689 -56973.49 40742.25 139.8 FailDiagonal L76x76x6.4 706 -6157.25 7719.54 79.8

83.8 (b)

Pass

Top Girt L76x76x6.4 634 -196.85 13071.69 1.5

2.5 (b)

Pass


L38x38x3.2 719 -860.71 3257.31 26.4 Pass


L44x44x3.2 720 -860.71 1251.48 68.8 Pass


L51x51x6.4 714 -965.15 3121.81 30.9 Pass

Redund Diag 2

Bracing

L51x51x4.8 715 -590.18 1468.44 40.2 Pass

Redund Hip 1Bracing

L51x51x4.8 742 -45.22 5130.08 0.9 Pass

Redund Hip 2

Bracing

L51x51x4.8 729 -57.59 1282.52 4.5 Pass


Summary

Leg (T13) 139.8 Fail

Diagonal

(T12)

437.2 Fail

Horizontal(T3)

98.3 Pass

Top Girt

(T10)

297.1 Fail

Redund

Horz 1Bracing

(T12)

305.2 Fail

Redund

Horz 2

Bracing(T12)

149.3 Fail

Redund

Horz 3

Bracing

(T12)

39.7 Pass

Redund

Diag 1

Bracing(T12)

108.6 Fail

Redund

Diag 2

Bracing

(T12)

97.6 Pass

RedundDiag 3

Bracing

(T12)

29.2 Pass

Redund Hip

1 Bracing

(T12)

312.0 Fail

Redund Hip 152.1 Fail





Page

46 of 46


Project


Date

11:27:41 12/29/10

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevationm

ComponentType


Pkg

SF*Pallow

kg%

CapacityPassFail

2 Bracing

(T12)

Inner

Bracing (T4)

80.5 Pass

Bolt Checks 437.2 Fail

RATING = 437.2 Fail

Program Version 5.3.1.0 - 1/16/2009 File:C:/Proyectos 2010/Instatel Colombia - Evaluaciones Estructural/05 Calatrava TCSV 60 m/Risa Tower Actual/TCSV 60

M Calatrava Actual.eri



RESULTADOS

ESTADO ACTUAL

REFORZADA






ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA




INSTATEL COLOMBIA


Bogotá - Colombia

Phone: (57-1) 547 07 90FAX: (57-1) 547 07 90

Job:ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL RE

Project: TORRE CUADRADA AUTOSOPORTADA DE 60 M

Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd:

Code:

TIA/EIA-222-FDate:

01/24/11 Scale:

NTSPath:C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\InstatelEvaluaciones Estructural\05 Calatrava TCSV 60 m\Risa Tower Reforzado\TCSV60 M Calatrava Reforzado.eri

Dwg No. E-1

60.0 m

56.0 m

52.0 m

50.0 m

45.0 m

40.0 m

35.0 m

30.0 m

25.0 m

20.0 m

14.0 m

8.0 m

5.0 m

0.0 m


TORQUE 1342 kg-m

14367 kg

SHEAR462177 kg-m

MOMENT

16202 kg

AXIAL

SHEAR: 12151 kg

UPLIFT: -51599 kg

DOWN: 57866 kg


A 5 7 2 - 5 0

L 5 1 x 5 1 x 4 . 8

B

L 5 1 x 5 1 x 4 . 8

2 L 5 1 x 5 1 x 5

2 L 5 1 x 5 1 x 6

2 L 6 4 x 6 4 x 5

L 7 6 x 7 6 x 7 . 9

A 5 7 2 - 5 0

L 5 1 x 5 1 x 4 . 8

N . A .

C

2 L 5 1 x 5 1 x 6

L

5 1 x 5 1 x 4 . 8

2 L

5 1 x 5 1 x 6

2 L 6 4 x 6 4 x 5

2 L 6 4 x 6 4 x 6

L 7 6 x 7 6 x 6 . 4

N . A .

B

L 5 1 x 5 1 x 4 . 8

N . A .

N . A .

L 3 8 x

3 8 x 3 . 2

L 5 1 x 5 1 x 4 . 8

L 3 8 x 3 8 x 3 . 2

N . A .

L 5 1 x

5 1 x 3 . 2

L 5 1 x 5 1 x 4 . 8

L 5 1 x 5 1 x 6 . 4

N . A .

L 4 4 x 4 4 x 3 . 2

L 5 1 x 5 1 x 3 . 2

L 5 1 x 5 1 x 4 . 8

N . A .

L 5 1 x 5 1 x 3 . 2

N . A .

L 5 1 x 5 1 x 6 . 4

L 5 1 x 5 1 x 4 . 8

N . A .

L 5 1 x 5 1 x 4 . 8

2 7 6 . 0

2 6 4 . 8

3 1 8 . 6

8 2 3 . 4

7 0 3 . 8

7 0 3 . 8

1 0 6 1 . 1

1 1 5 4 . 2

1 3 8 0 . 7

1 7 9 4 . 5

1 7 4 1 . 9

1 2 1 0 . 0

1 7 9 8 . 4

0 . 6 2

1 . 9 4

2 . 4 1 7

2 . 8 9 4

3 . 4 6 7

4 . 0 4

4 . 7 6 3

1 6 @ 0 . 5

2 @ 1

1 6 @ 1 . 2 5

4 @ 2 . 5

5 @ 3

1 @ 5

L e g G r a d e

D i a g o n a l s


T o p G i r t s




R e d . H i p s



5 . 9 7

# P a n e l s @ ( m )

W e i g h t ( k g )

1 3 2 3 1 . 3

ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 59 - 58 ANTENA PANEL UHF 0.48x0.983 59 - 58 ANTENA PANEL UHF 0.48x0.983 59 - 58 ANTENA PANEL UHF 0.48x0.983 58 - 57 ANTENA PANEL UHF 0.48x0.983 58 - 57 ANTENA PANEL UHF 0.48x0.983 58 - 57 ANTENA PANEL UHF 0.48x0.983 57 - 56 ANTENA PANEL UHF 0.48x0.983 57 - 56 ANTENA PANEL UHF 0.48x0.983 57 - 56 ANTENA PANEL UHF 0.48x0.983 56 - 55 ANTENA PANEL UHF 0.48x0.983 56 - 55 ANTENA PANEL UHF 0.48x0.983 56 - 55 ANTENA PANEL UHF 0.48x0.983 55 - 54 ANTENA PANEL UHF 0.48x0.983 55 - 54 ANTENA PANEL UHF 0.48x0.983 55 - 54 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 46 - 44 ANTENA PANEL FM KATHREIN 46 - 44 ANTENA PANEL FM KATHREIN 46 - 44 ANTENA PANEL FM KATHREIN 44 - 42 ANTENA PANEL FM KATHREIN 44 - 42 ANTENA PANEL FM KATHREIN 44 - 42(2) ANTENA PANEL FM KATHREIN 41.8 - 40.8(2) ANTENA PANEL FM KATHREIN 40.8 - 39.8(2) ANTENA PANEL FM KATHREIN 39.8 - 38.8(2) ANTENA PANEL FM KATHREIN 38.8 - 37.86 FT DISH 358 FT DISH 31.88 FT DISH 31.5HP10-59W 26.58 FT DISH 23.58 FT DISH 19HP6-107G 13 Andrew KP4/KP4F 8.5DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVAT ANTENA PANEL UHF 0.48x0.983 61.5










ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 59 - 58
































6 FT DISH 35

8 FT DISH 31.8

8 FT DISH 31.5

HP10-59W 26.5

8 FT DISH 23.5

8 FT DISH 19

HP6-107G 13

Andrew KP4/KP4F 8.5

SYMBOL LIST

MARK MARKSIZE SIZE A L102x102x6

B L51x51x6.4

C L51x51x4.8


A572-50 345 MPa 448 MPa



A153 Standards.6. Welds are fabricated with AWS E60XX/E70XX electrodes.7. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:

8. RF antennas feeders shall be 1-5/8" and installed 48 feeders per side9. MW dishes feeders shall be 1/2" and installed 8 feeders per side10. TOWER RATING: 98.6%







PINTURA

A la pintura es necesario e inmediato realizar un mantenimiento inmediato de raspado

general de la estructura y pintar desde base hasta el poliuretano.

TORNILLERIA

Como se encuentra la tornillería en la sección recta desde el nivel + 30 m hasta el nivel +

50 m se deben cambiar ya que se encuentra con corrosion

ESCALERA DE ACCESO

Por seguridad del personal de mantenimiento se debe INSTALAR LINEA DE VIDA. Y es

solicitado por la Norma

PLATAFORMAS DE DESCANSO

Como las plataformas de descanso no tienen barandas de proteccion, por seguridad se

deben instalar barandas de protección en las plataformas de descanso.

LUCES DE OBSTRUCCION

Se debe INSTALAR LUZ DE BALIZAJE. Para cumplir con la norma de la aeronáutica civil






Para cumplir con los requerimiento solicitados de la velocidad de viento de diseño de

120 kph entonces dentro del análisis de calculo la torre se debe reforzar de la siguiente

manera.

MONTANTES

Del nivel +0.00 m a +5.00 m se debe adicionar un Angulo de102x102x12.7




Del nivel +30.00 m a +35.00 m se debe adicionar un Angulo de102x102x6.4 ya se encuentra dos angulos de 76x76x6.4 por lo tanto sedebe reforzar interior o formar en cruz

DIAGONALES

La diagonal del nivel +0.00 m a +5.00 m se le adiciona al existente unangulo espalda con espalda de 76x76x7.9 Con dos tornillos de ¾” encada uno de sus extremos.

La diagonal del nivel +5.00 m a +8.00 m se le adiciona al existente unangulo espalda con espalda de 64x64x6.4









HORIZONTALES

Las horizontal del nivel +8.00 m a se le adiciona a la existente espaldacon espalda un Angulo de 64x64x6.4




Del nivel + 5 al nivel +14 los elementos redundantes no tienenelementos de cierre entre diagonales interiores se debe adicionar esteelemento en un angulo de 38x38x3.2 que serán 24 elementos en total eneste tramo

RFUERZO DE LA ESTRUCTURA

EL PESO APROXIMADO DE REFUERZO ES DE 4.780 kg





Dmax= 600/200

Dmax= 300 mm

De los cálculos realizados tenemos.

El desplazamiento presentado en la velocidad de operación tenemos 149.8





Entonces 149.8 < 300 OK

CIMENTACION

La cimentación según los cálculos realizados se debe adicionar vigas de amarreentre pedestales con una dimensión de 40 cm de ancho por 50 cm de alto.

Estas vigas de amarre en su nivel superior deben estar a nivel del terreno o sea

a nivel +0.00 m

Se anexa las memorias y su planos de construcción

ANEXO SE PRESENTA:

ISOMETRICO TORRE REFORZADA

SILUETA REFORZADA

DEFORMADA TORRE REFORZADA

CALCULO PLACA BASE Y PERNOS REFROZADA

CALCULO ESTRUCTURAL REFORZADA

CALCULO CIMENTACION

PLANO DE CIMENTACION




ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA



. Disp.142.62 mm @ 60.000 m

ling 20




Fecha: Diciembre 29 de 2010 ESTACION: CALATRAVA

ESTADO REFORZADOESTRUCTURA: TORRE CUADRADA 60 m SECCION VARIABLE








40 40 2,2 4,0 16,0 54 54 7,0

C

P

Dimension pedestal

cm

B m

n

t

p

Dp



Distancia n 8,0 cm















Espesor de la Placa Base t 22 mm OK CUMPLE




Fecha: Diciembre 29 de 2010

ESTACION: CALATRAVA

ESTADO REFORZADOESTRUCTURA:


TORRE CUADRADA 60 m SECCION VARIABLE


dp 2,22 cm





SAE 1020 CALIBRADO



Cargas de Trabajo


Fuerza de Cortante Vux -7,22 ton

Fuerza de Cortante Vuy 7,75 tonFuerza de Cortante Vu 10,59 ton












AREA DE PERNOS > AREA REQUERIDA OK CUMPLE




ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA

Page

1 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Tower Input Data




Basic wind speed of 120 kph.

Deflections calculated using a wind speed of 60 kph.

Weld together tower sections have flange connections..

Connections use galvanized A394 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISCSpecifications..

Tower members are ''hot dipped'' galvanized in accordance with ASTM A123 and ASTM A153 Standards..

Welds are fabricated with AWS E60XX/E70XX electrodes..All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:1.

RF antennas feeders shall be 1-5/8'' and installed 48 feeders per side.

MW dishes feeders shall be 1/2'' and installed 8 feeders per side.

Tension only take-up is 1 mm.A non-linear (P-delta) analysis was used.

Pressures are calculated at each section.

Stress ratio used in tower member design is 1.333.

Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.

OptionsConsider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder





Always Use Max Kz √ Use Azimuth Dish Coefficients √ Consider Feedline Torque

Use Special Wind Profile √ Project Wind Area of Appurt. √ Include Angle Block Shear Check



√ Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow

Use Diamond Inner Bracing (4 Sided) √ Triangulate Diamond Inner Bracing Use Top Mounted Sockets






Page

2 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Leg CLeg D

F a c e A

Face B

Face D

Square Tower

F a c e C

Wind 0

Wind 90

W i n d

4 5

Leg A Leg B

Z

X


Tower

Section

Tower

Elevation

m

Assembly

Database

Description Section

Width

m

Number

of

Sections

Section

Length

m

T1 60.000-56.000 0.620 1 4.000T2 56.000-52.000 0.620 1 4.000

T3 52.000-50.000 0.620 1 2.000

T4 50.000-45.000 1.940 1 5.000

T5 45.000-40.000 1.940 1 5.000T6 40.000-35.000 1.940 1 5.000

T7 35.000-30.000 1.940 1 5.000

T8 30.000-25.000 1.940 1 5.000

T9 25.000-20.000 2.417 1 5.000T10 20.000-14.000 2.894 1 6.000

T11 14.000-8.000 3.467 1 6.000T12 8.000-5.000 4.040 1 3.000

T13 5.000-0.000 4.763 1 5.000


Tower

Section

Tower

Elevation

m

Diagonal

Spacing

m

Bracing

Type

Has

K Brace

End

Panels

Has

Horizontals

Top Girt

Offset

mm

Bottom Girt

Offset

mm


T2 56.000-52.000 0.500 K Brace Left No Yes 0 0T3 52.000-50.000 1.000 TX Brace No Yes 0 0

T4 50.000-45.000 1.250 Double K No Yes 0 0

T5 45.000-40.000 1.250 Double K No Yes 0 0

T6 40.000-35.000 1.250 Double K No Yes 0 0





Page

3 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



TowerSection

Tower Elevation

m

DiagonalSpacing

m

BracingType

HasK Brace

End

Panels

Has Horizontals

Top GirtOffset

mm

Bottom GirtOffset

mm


T9 25.000-20.000 2.500 Double K1 No Yes 0 0T10 20.000-14.000 3.000 Double K1 No Yes 0 0

T11 14.000-8.000 3.000 Double K1 No Yes 0 0

T12 8.000-5.000 3.000 K3 Up No Yes 0 0

T13 5.000-0.000 5.000 K2 Down No Yes 0 0


Tower

Elevation

m

Leg

Type

Leg

Size

Leg

Grade

Diagonal

Type

Diagonal

Size

Diagonal

Grade


(345 MPa)


(345 MPa)




(345 MPa)


(345 MPa)




(345 MPa)


(345 MPa)


(345 MPa)



(345 MPa)



(345 MPa)



(345 MPa)


(345 MPa)T10

20.000-14.000

Equal Angle 2L102x102x9.5 A572-50

(345 MPa)


(345 MPa)


(345 MPa)



(345 MPa)


(345 MPa)


(345 MPa)


(345 MPa)


Tower

Elevation

m

Top Girt

Type

Top Girt

Size

Top Girt

Grade

Bottom Girt

Type

Bottom Girt

Size

Bottom Girt

Grade


(345 MPa)



(345 MPa)

Solid Round A570-50

(345 MPa)


(345 MPa)

Solid Round A570-50

(345 MPa)






Page

4 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Tower Elevation

m

Top GirtType

Top GirtSize

Top GirtGrade

Bottom GirtType

Bottom GirtSize

Bottom GirtGrade

(345 MPa) (345 MPa)






(345 MPa)

Solid Round A572-50

(345 MPa)

T9 25.000-20.000 Double Angle 2L51x51x6 A572-50(345 MPa)


T10

20.000-14.000


(345 MPa)

Solid Round A572-50

(345 MPa)




(345 MPa)

Solid Round A572-50

(345 MPa)


(345 MPa)

Solid Round A572-50

(345 MPa)


Tower

Elevation

m

No.

of

Mid

Girts

Mid Girt

Type

Mid Girt

Size

Mid Girt

Grade

Horizontal

Type

Horizontal

Size

Horizontal

Grade

T3 52.000-50.000 None Flat Bar A36

(248 MPa)


(345 MPa)

T4 50.000-45.000 None Flat Bar A36

(248 MPa)


(345 MPa)



T6 40.000-35.000 None Flat Bar A36

(248 MPa)


(345 MPa)





T9 25.000-20.000 None Flat Bar A36

(248 MPa)


(345 MPa)

T1020.000-14.000

None Flat Bar A36(248 MPa)


T11 14.000-8.000 None Flat Bar A36

(248 MPa)


(345 MPa)



T13 5.000-0.000 None Flat Bar A36

(248 MPa)


(345 MPa)






Page

5 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Tower Elevation

m

Secondary Horizontal Type

Secondary HorizontalSize


Grade

Inner BracingType

Inner Bracing Size Inner BracingGrade





T8 30.000-25.000 Single Angle A572-50

(345 MPa)


(345 MPa)



T10

20.000-14.000


(345 MPa)


(345 MPa)



T13 5.000-0.000 Single Angle A572-50

(345 MPa)


(345 MPa)


Tower

Elevation

m

Redundant

Bracing

Grade

Redundant

Type

Redundant

Size

K Factor

T8

30.000-25.000

A572-50

(345 MPa)

Horizontal (1)

Diagonal (1)

Hip (1)

Single Angle

Single Angle

Single Angle

L38x38x3.2

L51x51x3.2

L44x44x3.2

1

1

1T9

25.000-20.000

A572-50

(345 MPa)

Horizontal (1)

Diagonal (1)Hip (1)

Single Angle


L38x38x3.2

L51x51x3.2L44x44x3.2

1

11

T10

20.000-14.000

A572-50

(345 MPa)

Horizontal (1)

Diagonal (1)Hip (1)

Single Angle


L38x38x3.2

L51x51x3.2L44x44x3.2

1

11

T11

14.000-8.000

A572-50

(345 MPa)

Horizontal (1)

Diagonal (1)

Hip (1)

Single Angle

Single Angle

Single Angle

L38x38x3.2

L51x51x3.2

L51x51x3.2

1

1

1T12

8.000-5.000

A572-50

(345 MPa)

Horizontal (1)

Horizontal (2)

Horizontal (3)

Diagonal (1)


Hip (1)

Hip (2)

Single Angle

Single Angle

Single Angle

L51x51x4.8

L51x51x4.8

L51x51x4.8

L51x51x4.8

L51x51x4.8L51x51x4.8

L51x51x4.8

L51x51x4.8

1

1

1

T13

5.000-0.000

A572-50

(345 MPa)

Horizontal (1)

Horizontal (2)


Hip (1)

Hip (2)

Single Angle

Single Angle

Single Angle

L38x38x3.2

L44x44x3.2

L51x51x6.4L51x51x4.8

L51x51x4.8

L51x51x4.8

1

1

1






Page

6 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Tower Elevation

m

Gusset Area

(per face)

m2

GussetThickness

mm

Gusset Grade Adjust. Factor A f

Adjust.Factor

Ar

Weight Mult. Double AngleStitch Bolt

Spacing

Diagonals

mm

Double AngleStitch Bolt

Spacing

Horizontals

mm

T1

60.000-56.000

0.018 6 A36

(248 MPa)

1 1 1.25 0 0

T2

56.000-52.000

0.018 6 A36

(248 MPa)

1 1 1.25 0 0

T3

52.000-50.000

0.018 8 A36

(248 MPa)

1 1 1.25 0 0

T4

50.000-45.000

0.018 10 A36

(248 MPa)

1 1 1.25 0 0

T5

45.000-40.000

0.018 10 A36

(248 MPa)

1 1 1.25 0 0

T6

40.000-35.000

0.018 10 A36

(248 MPa)

1 1 1.25 0 0

T7

35.000-30.000

0.021 10 A36

(248 MPa)

1 1 1.25 0 0

T830.000-25.000

0.021 10 A36(248 MPa)

1 1 1.25 0 0

T9

25.000-20.000

0.024 10 A36

(248 MPa)

1 1 1.25 0 0

T1020.000-14.000

0.024 10 A36(248 MPa)

1 1 1.25 0 0

T1114.000-8.000

0.024 10 A36(248 MPa)

1 1 1.25 0 0

T12

8.000-5.000

0.024 10 A36

(248 MPa)

1 1 1.25 0 0

T135.000-0.000

0.024 10 A36(248 MPa)

1 1 1.25 0 0


K Factors1

Tower

Elevation

m

Calc

K

Single

Angles

Calc

K

Solid

Rounds

Legs X

Brace

Diags

X

Y

K

Brace

Diags

X

Y

Single

Diags

X

Y

Girts

X

Y

Horiz.

X

Y

Sec.

Horiz.

X

Y

Inner

Brace

X

Y

T160.000-56.000

No No 1 11

11

11

11

11

11

11

T2

56.000-52.000

No No 1 1

1

1

1

1

1

1

1

1

1

1

1

1

1

T352.000-50.000

No No 1 11

11

11

11

11

11

11

T450.000-45.000

No No 1 11

11

11

0.51

11

11

11

T5

45.000-40.000

No No 1 1

1

1

1

1

1

0.5

1

1

1

1

1

1

1T6

40.000-35.000

No No 1 1

1

1

1

1

1

0.5

1

1

1

1

1

1

1

T7

35.000-30.000

No No 1 1

1

1

1

1

1

0.5

1

1

1

1

1

1

1

T8

30.000-25.000

No No 1 1

1

1

1

1

1

0.5

1

1

1

1

1

1

1T9

25.000-20.000

No No 1 1

1

1

1

1

1

0.5

1

1

1

1

1

1

1

T10

20.000-14.000

No No 1 1

1

1

1

1

1

0.5

1

1

1

1

1

1

1





Page

7 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



K Factors1

Tower

Elevation

m

Calc

K

Single

Angles

Calc

K

Solid

Rounds

Legs X

Brace

Diags

X

Y

K

Brace

Diags

X

Y

Single

Diags

X

Y

Girts

X

Y

Horiz.

X

Y

Sec.

Horiz.

X

Y

Inner

Brace

X

Y

T1114.000-8.000

No No 0.75 11

11

11

0.51

11

11

11

T128.000-5.000

No No 1 11

11

11

0.251

11

11

11

T13

5.000-0.000

No No 1 1

1

1

1

1

1

0.25

1

1

1

1

1

1


the overall length.


Tower

Elevation

m


Net Width

Deduct

mm

U Net Width

Deduct

mm

U Net Width

Deduct

mm

U Net

Width

Deduct

mm

U Net

Width

Deduct

mm

U Net

Width

Deduct

mm

U Net

Width

Deduct

mm

U

T1

60.000-56.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T2

56.000-52.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T3

52.000-50.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T4

50.000-45.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T545.000-40.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T6

40.000-35.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T7

35.000-30.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T830.000-25.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T9

25.000-20.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T1020.000-14.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T11

14.000-8.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T128.000-5.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T13

5.000-0.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75






Page

8 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Tower Elevation

m

LegConnection

Type


Bolt Size

mm

No. Bolt Size

mm

No. Bolt Size

mm

No. Bolt Size

mm

No. Bolt Size

mm

No. Bolt Size

mm

No. Bolt Size

mm

No.

T1

60.000-56.000

Sleeve DS 16

A325N

8 16

A325N

2 16

A325N

2 16

A307

1 16

A325N

0 13

A307

1 16

A307

1

T2

56.000-52.000

Sleeve DS 16

A325N

8 16

A325N

2 16

A325N

2 16

A307

1 16

A325N

0 13

A307

1 16

A307

1

T3

52.000-50.000

Sleeve DS 16

A325N

10 16

A325N

2 16

A325N

2 16

A307

1 16

A325N

0 16

A325N

2 16

A307

1

T4

50.000-45.000

Sleeve DS 16

A325N

8 16

A325N

2 16

A325N

2 16

A307

2 16

A325N

0 16

A307

2 16

A307

2

T5

45.000-40.000

Sleeve DS 16

A325N

8 16

A325N

2 16

A325N

2 16

A307

2 16

A325N

0 16

A307

2 16

A307

2

T6

40.000-35.000

Sleeve DS 16

A325N

12 16

A325N

2 16

A325N

2 16

A307

2 16

A325N

0 16

A307

2 16

A307

2

T735.000-30.000

Sleeve DS 16A325N

12 16A325N

2 16A325N

2 16A307

2 16A325N

0 16A307

2 16A307

2

T8

30.000-25.000

Sleeve DS 16

A325N

12 16

A325N

3 16

A325N

2 16

A307

2 16

A325N

0 16

A307

2 16

A307

2

T925.000-20.000

Sleeve DS 16A325N

12 16A325N

2 16A325N

2 16A307

2 16A325N

0 16A307

2 16A307

2

T1020.000-14.000

Sleeve DS 16A325N

16 16A325N

2 16A325N

2 16A307

2 16A325N

0 16A307

2 16A307

2

T1114.000-8.000

Sleeve DS 16A325N

16 16A325N

2 16A325N

2 16A307

2 16A325N

0 16A307

2 16A307

2

T128.000-5.000

Sleeve DS 16A325N

16 16A325N

2 16A325N

2 16A307

2 16A325N

0 16A307

2 16A307

2

T13

5.000-0.000

Sleeve DS 16

A325N

16 19

A325N

2 16

A325N

2 16

A307

2 16

A325N

0 16

A307

2 16

A307

2


Description Face

or

Leg

Offset

Type

Offsets:

Horz

Lateral

Vert

m

m

m

Azimuth

Adjustment

°

Placement

m

C A A A

Front

m2

C A A A

Side

m2

Weight

kg

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.000

0.000

0.0000 61.500 No Ice 0.665 0.363 10.00



0.000

0.0000 61.500 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

C From Face 0.000

0.0000.000

0.0000 61.500 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

D From Face 0.000

0.000

0.000

0.0000 61.500 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.0000.000

0.0000 60.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

B From Face 0.000

0.000

0.000

0.0000 60.000 No Ice 0.665 0.363 10.00





Page

9 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Description Faceor

Leg

OffsetType

Offsets: Horz

Lateral

Vert

m

m

m

Azimuth Adjustment

°

Placement

m

C A A A Front

m2

C A A A Side

m2

Weight

kg

ANTENA PANEL UHF

0.48x0.983

C From Face 0.000

0.000

0.000

0.0000 60.000 No Ice 0.665 0.363 10.00



0.000

0.0000 60.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.0000.000

0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

B From Face 0.000

0.000

0.000

0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00



0.000

0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.0000.000

0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00



0.000

0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

D From Face 0.000

0.0000.000

0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.000

0.000

0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00



0.000

0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

D From Face 0.000

0.0000.000

0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.000

0.000

0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

B From Face 0.000

0.000

0.000

0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

D From Face 0.000

0.000

0.000

0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.0000.000

0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

B From Face 0.000

0.0000.000

0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

D From Face 0.000

0.000

0.000

0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.000

0.000

0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

B From Face 0.000

0.0000.000

0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00





Page

10 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Description Faceor

Leg

OffsetType

Offsets: Horz

Lateral

Vert

m

m

m

Azimuth Adjustment

°

Placement

m

C A A A Front

m2

C A A A Side

m2

Weight

kg

ANTENA PANEL UHF

0.48x0.983

D From Face 0.000

0.000

0.000

0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00



0.000

0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19

ANTENA PANEL FM

KATHREIN

A From Face 0.000

0.0000.000

0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19

ANTENA PANEL FM

KATHREIN

A From Face 0.000

0.000

0.000

0.0000 46.000 - 44.000 No Ice 0.378 0.205 84.19



0.000

0.0000 44.000 - 42.000 No Ice 0.378 0.205 84.19

ANTENA PANEL FM

KATHREIN

B From Face 0.000

0.0000.000

0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19



0.000

0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19

ANTENA PANEL FM

KATHREIN

C From Face 0.000

0.0000.000

0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19

ANTENA PANEL FM

KATHREIN

C From Face 0.000

0.000

0.000

0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19



0.000

0.0000 46.000 - 44.000 No Ice 0.378 0.205 84.19

ANTENA PANEL FM

KATHREIN

C From Face 0.000

0.0000.000

0.0000 44.000 - 42.000 No Ice 0.378 0.205 84.19

ANTENA PANEL FM

KATHREIN

D From Face 0.000

0.000

0.000

0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19

ANTENA PANEL FM

KATHREIN

D From Face 0.000

0.000

0.000

0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19

ANTENA PANEL FM

KATHREIN

D From Face 0.000

0.000

0.000

0.0000 46.000 - 44.000 No Ice 0.378 0.205 84.19

ANTENA PANEL FM

KATHREIN

D From Face 0.000

0.0000.000

0.0000 44.000 - 42.000 No Ice 0.378 0.205 84.19

(2) ANTENA PANEL FM

KATHREIN

A From Face 0.000

0.0000.000

0.0000 41.800 - 40.800 No Ice 0.378 0.205 84.19

(2) ANTENA PANEL FM

KATHREIN

A From Face 0.000

0.000

0.000

0.0000 40.800 - 39.800 No Ice 0.378 0.205 84.19

(2) ANTENA PANEL FM

KATHREIN

A From Face 0.000

0.000

0.000

0.0000 39.800 - 38.800 No Ice 0.378 0.205 84.19

(2) ANTENA PANEL FM

KATHREIN

A From Face 0.000

0.0000.000

0.0000 38.800 - 37.800 No Ice 0.378 0.205 84.19





Page

11 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Dishes

Description Face

or

Leg

Dish

Type

Offset

Type

Offsets:

Horz

Lateral

Vert

m

Azimuth

Adjustment

°

3 dB

Beam

Width

°

Elevation

m

Outside

Diameter

m

Aperture

Area

m2

Weight

kg


Radome

From

Face

0.000

0.000

0.000

0.0000 35.000 1.829 No Ice 2.626 64.86

8 FT DISH D Paraboloid w/oRadome

FromFace

0.0000.0000.000

0.0000 31.800 2.438 No Ice 4.673 113.85


Radome

From

Leg

0.000

0.000

0.000

0.0000 31.500 2.438 No Ice 4.673 113.85


w/Shroud (HP)

From

Face

0.000

0.0000.000

0.0000 26.500 3.048 No Ice 7.293 182.34


Radome

From

Face

0.000

0.000

0.000

0.0000 23.500 2.438 No Ice 4.673 113.85


Radome

From

Leg

0.000

0.000

0.000

0.0000 19.000 2.438 No Ice 4.673 113.85


w/Shroud (HP)

From

Leg

0.000

0.000

0.000

0.0000 13.000 1.829 No Ice 2.626 64.86


Face

0.000

0.000

0.000

0.0000 8.500 1.219 No Ice 1.171 90.72


G H = 1.115

Section

Elevation

m

z

m

K Z q z

MPa

AG

m2

F

a

c

e

AF

m2

A R

m2

Aleg

m2

Leg

%

C A A A

In

Face

m2

C A A A

Out

Face

m2

T160.000-56.000

58.000 1.65 0.00 2.653 AB

C

D

0.9390.939

0.939

0.939

0.0000.000

0.000

0.000

0.610 64.9164.91

64.91

64.91

0.0000.000

0.000

0.000

0.0000.000

0.000

0.000

T256.000-52.000

54.000 1.616 0.00 2.653 AB

C

D

0.9120.912

0.912

0.912

0.0000.000

0.000

0.000

0.610 66.8866.88

66.88

66.88

0.0000.000

0.000

0.000

0.0000.000

0.000

0.000

T3

52.000-50.000

51.000 1.59 0.00 2.678 A

BC

D

0.869

0.8690.869

0.869

0.000

0.0000.000

0.000

0.448 51.63

51.6351.63

51.63

0.000

0.0000.000

0.000

0.000

0.0000.000

0.000

T4

50.000-45.000

47.500 1.558 0.00 9.912 A

B

1.676

1.676

0.000

0.000

0.760 45.33

45.33

0.000

0.000

0.000

0.000





Page

12 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section Elevation

m

z

m

K Z q z

MPa

AG

m2

F a

c

e

AF

m2

A R

m2

Aleg

m2

Leg%

C A A A In

Face

m2

C A A A Out

Face

m2

CD

1.6761.676

0.0000.000

45.3345.33

0.0000.000

0.0000.000

T545.000-40.000

42.500 1.509 0.00 9.912 AB

C

D

1.6801.680

1.680

1.680

0.0000.000

0.000

0.000

0.760 45.2445.24

45.24

45.24

0.0000.000

0.000

0.000

0.0000.000

0.000

0.000

T640.000-35.000

37.500 1.456 0.00 9.912 AB

C

D

1.6801.680

1.680

1.680

0.0000.000

0.000

0.000

0.760 45.2445.24

45.24

45.24

0.0000.000

0.000

0.000

0.0000.000

0.000

0.000

T735.000-30.000

32.500 1.398 0.00 9.981 AB

C

D

1.9341.934

1.934

1.934

0.0000.000

0.000

0.000

1.020 52.7552.75

52.75

52.75

0.0000.000

0.000

0.000

0.0000.000

0.000

0.000

T8

30.000-25.000

27.500 1.333 0.00 11.174 A

BC

D

2.166

2.1662.166

2.166

0.000

0.0000.000

0.000

1.022 47.19

47.1947.19

47.19

0.000

0.0000.000

0.000

0.000

0.0000.000

0.000

T9

25.000-20.000

22.500 1.259 0.00 13.562 A

BC

D

2.286

2.2862.286

2.286

0.000

0.0000.000

0.000

1.018 44.54

44.5444.54

44.54

0.000

0.0000.000

0.000

0.000

0.0000.000

0.000T10

20.000-14.000

17.000 1.162 0.00 19.431 A

B

C

D

2.750

2.750

2.750

2.750

0.000

0.000

0.000

0.000

1.222 44.44

44.44

44.44

44.44

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000T11

14.000-8.000

11.000 1.026 0.00 22.880 A

B

C

D

2.956

2.956

2.956

2.956

0.000

0.000

0.000

0.000

1.222 41.33

41.33

41.33

41.33

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000T12

8.000-5.0006.500 1 0.00 13.385 A

B

C

D

2.2602.260

2.260

2.260

0.0000.000

0.000

0.000

0.618 27.3727.37

27.37

27.37

0.0000.000

0.000

0.000

0.0000.000

0.000

0.000

T135.000-0.000

2.500 1 0.00 27.124 AB

C

D

3.0313.031

3.031

3.031

0.0000.000

0.000

0.000

1.031 34.0134.01

34.01

34.01

0.0000.000

0.000

0.000

0.0000.000

0.000

0.000


G H = 1.115

Section

Elevation

m

z

m

K Z q z

MPa

AG

m2

F

a

c

e

AF

m2

A R

m2

Aleg

m2

Leg

%

C A A A

In

Face

m2

C A A A

Out

Face

m2

T1

60.000-56.000

58.000 1.65 0.00 2.653 A

BC

D

0.939

0.9390.939

0.939

0.000

0.0000.000

0.000

0.610 64.91

64.9164.91

64.91

0.000

0.0000.000

0.000

0.000

0.0000.000

0.000

T2

56.000-52.000

54.000 1.616 0.00 2.653 A

BC

D

0.912

0.9120.912

0.912

0.000

0.0000.000

0.000

0.610 66.88

66.8866.88

66.88

0.000

0.0000.000

0.000

0.000

0.0000.000

0.000

T3 51.000 1.59 0.00 2.678 A 0.869 0.000 0.448 51.63 0.000 0.000





Page

13 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section Elevation

m

z

m

K Z q z

MPa

AG

m2

F a

c

e

AF

m2

A R

m2

Aleg

m2

Leg%

C A A A In

Face

m2

C A A A Out

Face

m2

52.000-50.000 BC

D

0.8690.869

0.869

0.0000.000

0.000

51.6351.63

51.63

0.0000.000

0.000

0.0000.000

0.000T4

50.000-45.000

47.500 1.558 0.00 9.912 A

B

C

D

1.676

1.676

1.676

1.676

0.000

0.000

0.000

0.000

0.760 45.33

45.33

45.33

45.33

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000T5

45.000-40.000

42.500 1.509 0.00 9.912 A

B

C

D

1.680

1.680

1.680

1.680

0.000

0.000

0.000

0.000

0.760 45.24

45.24

45.24

45.24

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000T6

40.000-35.000

37.500 1.456 0.00 9.912 A

B

C

D

1.680

1.680

1.680

1.680

0.000

0.000

0.000

0.000

0.760 45.24

45.24

45.24

45.24

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000

T735.000-30.000

32.500 1.398 0.00 9.981 AB

C

D

1.9341.934

1.934

1.934

0.0000.000

0.000

0.000

1.020 52.7552.75

52.75

52.75

0.0000.000

0.000

0.000

0.0000.000

0.000

0.000

T830.000-25.000

27.500 1.333 0.00 11.174 AB

CD

2.1662.166

2.1662.166

0.0000.000

0.0000.000

1.022 47.1947.19

47.1947.19

0.0000.000

0.0000.000

0.0000.000

0.0000.000

T9

25.000-20.000

22.500 1.259 0.00 13.562 A

B

CD

2.286

2.286

2.2862.286

0.000

0.000

0.0000.000

1.018 44.54

44.54

44.5444.54

0.000

0.000

0.0000.000

0.000

0.000

0.0000.000

T10

20.000-14.000

17.000 1.162 0.00 19.431 A

B

CD

2.750

2.750

2.7502.750

0.000

0.000

0.0000.000

1.222 44.44

44.44

44.4444.44

0.000

0.000

0.0000.000

0.000

0.000

0.0000.000

T11

14.000-8.000

11.000 1.026 0.00 22.880 A

B

C

D

2.956

2.956

2.956

2.956

0.000

0.000

0.000

0.000

1.222 41.33

41.33

41.33

41.33

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000T12

8.000-5.000

6.500 1 0.00 13.385 A

B

C

D

2.260

2.260

2.260

2.260

0.000

0.000

0.000

0.000

0.618 27.37

27.37

27.37

27.37

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000T13

5.000-0.000

2.500 1 0.00 27.124 A

BC

D

3.031

3.0313.031

3.031

0.000

0.0000.000

0.000

1.031 34.01

34.0134.01

34.01

0.000

0.0000.000

0.000

0.000

0.0000.000

0.000


Section

Elevation

m

Add

Weight

kg

Self

Weight

kg

F

a

c

e


m2

F

kg

w

kglm

Ctrl.

Face

T1

60.000-56.000

3.62 272.42 A

B

C

D

0.354

0.354

0.354

0.354

2.413

2.413

2.413

2.413

0.634

0.634

0.634

0.634

1

1

1

1

1

1

1

1

0.939

0.939

0.939

0.939

289.60 72.40 D

T2

56.000-52.000

3.62 261.19 A

B

C

0.344

0.344

0.344

2.445

2.445

2.445

0.63

0.63

0.63

1

1

1

1

1

1

0.912

0.912

0.912

279.10 69.77 D





Page

14 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section Elevation

m

AddWeight

kg

SelfWeight

kg

Fa

c

e


m2

F

kg

w

kglm

Ctrl.Face

D 0.344 2.445 0.63 1 1 0.912T3

52.000-50.000

4.46 314.16 A

BC

D

0.324

0.3240.324

0.324

2.507

2.5072.507

2.507

0.624

0.6240.624

0.624

1

11

1

1

11

1

0.869

0.8690.869

0.869

268.32 134.16 D

T4

50.000-45.000

5.37 818.07 A

BC

D

0.169

0.1690.169

0.169

3.117

3.1173.117

3.117

0.585

0.5850.585

0.585

1

11

1

1

11

1

1.676

1.6761.676

1.676

630.75 126.15 D

T5

45.000-40.000

5.37 698.48 A

BC

D

0.169

0.1690.169

0.169

3.115

3.1153.115

3.115

0.585

0.5850.585

0.585

1

11

1

1

11

1

1.680

1.6801.680

1.680

611.96 122.39 D

T6

40.000-35.000

5.37 698.48 A

B

CD

0.169

0.169

0.1690.169

3.115

3.115

3.1153.115

0.585

0.585

0.5850.585

1

1

11

1

1

11

1.680

1.680

1.6801.680

590.46 118.09 D

T7

35.000-30.000

6.26 1054.86 A

B

CD

0.194

0.194

0.1940.194

3.007

3.007

3.0073.007

0.589

0.589

0.5890.589

1

1

11

1

1

11

1.934

1.934

1.9341.934

629.87 125.97 D

T830.000-25.000

6.26 1147.90 AB

C

D

0.1940.194

0.194

0.194

3.0063.006

3.006

3.006

0.5890.589

0.589

0.589

11

1

1

11

1

1

2.1662.166

2.166

2.166

672.60 134.52 D

T925.000-20.000

7.16 1373.50 AB

C

D

0.1690.169

0.169

0.169

3.1193.119

3.119

3.119

0.5840.584

0.584

0.584

11

1

1

11

1

1

2.2862.286

2.286

2.286

695.44 139.09 D

T1020.000-14.000

7.16 1787.35 ABC

D

0.1420.1420.142

0.142

3.2453.2453.245

3.245

0.580.580.58

0.58

111

1

111

1

2.7502.7502.750

2.750

803.25 133.87 D

T11

14.000-8.000

7.16 1734.71 A

BC

D

0.129

0.1290.129

0.129

3.304

3.3043.304

3.304

0.579

0.5790.579

0.579

1

11

1

1

11

1

2.956

2.9562.956

2.956

776.48 129.41 D

T12

8.000-5.000

7.16 1202.81 A

BC

D

0.169

0.1690.169

0.169

3.118

3.1183.118

3.118

0.585

0.5850.585

0.585

1

11

1

1

11

1

2.260

2.2602.260

2.260

545.85 181.95 D

T13

5.000-0.000

7.16 1791.24 A

B

C

D

0.112

0.112

0.112

0.112

3.391

3.391

3.391

3.391

0.576

0.576

0.576

0.576

1

1

1

1

1

1

1

1

3.031

3.031

3.031

3.031

796.23 159.25 D

Sum Weight: 76.12 13231.29 OTM 206013

kg-m

7589.91


Section

Elevation

m

Add

Weight

kg

Self

Weight

kg

F

a

c

e


m2

F

kg

w

kglm

Ctrl.

Face

T1

60.000-56.000

3.62 272.42 A

B

0.354

0.354

2.413

2.413

0.634

0.634

1.2

1.2

1.2

1.2

1.127

1.127

347.52 86.88 D





Page

15 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section Elevation

m

AddWeight

kg

SelfWeight

kg

Fa

c

e


m2

F

kg

w

kglm

Ctrl.Face

CD

0.3540.354

2.4132.413

0.6340.634

1.21.2

1.21.2

1.1271.127

T256.000-52.000

3.62 261.19 AB

C

D

0.3440.344

0.344

0.344

2.4452.445

2.445

2.445

0.630.63

0.63

0.63

1.21.2

1.2

1.2

1.21.2

1.2

1.2

1.0941.094

1.094

1.094

334.91 83.73 D

T352.000-50.000

4.46 314.16 AB

C

D

0.3240.324

0.324

0.324

2.5072.507

2.507

2.507

0.6240.624

0.624

0.624

1.21.2

1.2

1.2

1.21.2

1.2

1.2

1.0421.042

1.042

1.042

321.99 160.99 D

T450.000-45.000

5.37 818.07 AB

C

D

0.1690.169

0.169

0.169

3.1173.117

3.117

3.117

0.5850.585

0.585

0.585

1.1271.127

1.127

1.127

1.1271.127

1.127

1.127

1.8891.889

1.889

1.889

710.76 142.15 D

T5

45.000-40.000

5.37 698.48 A

BC

D

0.169

0.1690.169

0.169

3.115

3.1153.115

3.115

0.585

0.5850.585

0.585

1.127

1.1271.127

1.127

1.127

1.1271.127

1.127

1.893

1.8931.893

1.893

689.75 137.95 D

T6

40.000-35.000

5.37 698.48 A

BC

D

0.169

0.1690.169

0.169

3.115

3.1153.115

3.115

0.585

0.5850.585

0.585

1.127

1.1271.127

1.127

1.127

1.1271.127

1.127

1.893

1.8931.893

1.893

665.52 133.10 D

T7

35.000-30.000

6.26 1054.86 A

B

C

D

0.194

0.194

0.194

0.194

3.007

3.007

3.007

3.007

0.589

0.589

0.589

0.589

1.145

1.145

1.145

1.145

1.145

1.145

1.145

1.145

2.215

2.215

2.215

2.215

721.40 144.28 D

T8

30.000-25.000

6.26 1147.90 A

B

C

D

0.194

0.194

0.194

0.194

3.006

3.006

3.006

3.006

0.589

0.589

0.589

0.589

1.145

1.145

1.145

1.145

1.145

1.145

1.145

1.145

2.481

2.481

2.481

2.481

770.40 154.08 D

T925.000-20.000

7.16 1373.50 AB

C

D

0.1690.169

0.169

0.169

3.1193.119

3.119

3.119

0.5840.584

0.584

0.584

1.1261.126

1.126

1.126

1.1261.126

1.126

1.126

2.5762.576

2.576

2.576

783.37 156.67 D

T1020.000-14.000

7.16 1787.35 AB

C

D

0.1420.142

0.142

0.142

3.2453.245

3.245

3.245

0.580.58

0.58

0.58

1.1061.106

1.106

1.106

1.1061.106

1.106

1.106

3.0423.042

3.042

3.042

888.51 148.08 D

T1114.000-8.000

7.16 1734.71 AB

CD

0.1290.129

0.1290.129

3.3043.304

3.3043.304

0.5790.579

0.5790.579

1.0971.097

1.0971.097

1.0971.097

1.0971.097

3.2433.243

3.2433.243

851.73 141.96 D

T12

8.000-5.000

7.16 1202.81 A

B

CD

0.169

0.169

0.1690.169

3.118

3.118

3.1183.118

0.585

0.585

0.5850.585

1.127

1.127

1.1271.127

1.127

1.127

1.1271.127

2.546

2.546

2.5462.546

614.96 204.99 D

T135.000-0.000

7.16 1791.24 AB

C

D

0.1120.112

0.112

0.112

3.3913.391

3.391

3.391

0.5760.576

0.576

0.576

1.0841.084

1.084

1.084

1.0841.084

1.084

1.084

3.2853.285

3.285

3.285

862.95 172.59 D

Sum Weight: 76.12 13231.29 OTM 235581

kg-m

8563.77






Page

16 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section Elevation

m

AddWeight

kg

SelfWeight

kg

Fa

c

e


m2

F

kg

w

kglm

Ctrl.Face

T160.000-56.000

3.62 272.42 AB

CD

0.3540.354

0.3540.354

2.4132.413

2.4132.413

0.6340.634

0.6340.634

11

11

11

11

0.9390.939

0.9390.939

72.40 18.10 D

T2

56.000-52.000

3.62 261.19 A

B

CD

0.344

0.344

0.3440.344

2.445

2.445

2.4452.445

0.63

0.63

0.630.63

1

1

11

1

1

11

0.912

0.912

0.9120.912

69.77 17.44 D

T3

52.000-50.000

4.46 314.16 A

B

CD

0.324

0.324

0.3240.324

2.507

2.507

2.5072.507

0.624

0.624

0.6240.624

1

1

11

1

1

11

0.869

0.869

0.8690.869

67.08 33.54 D

T4

50.000-45.000

5.37 818.07 A

B

C

D

0.169

0.169

0.169

0.169

3.117

3.117

3.117

3.117

0.585

0.585

0.585

0.585

1

1

1

1

1

1

1

1

1.676

1.676

1.676

1.676

157.69 31.54 D

T5

45.000-40.000

5.37 698.48 A

B

C

D

0.169

0.169

0.169

0.169

3.115

3.115

3.115

3.115

0.585

0.585

0.585

0.585

1

1

1

1

1

1

1

1

1.680

1.680

1.680

1.680

152.99 30.60 D

T6

40.000-35.000

5.37 698.48 A

BC

D

0.169

0.1690.169

0.169

3.115

3.1153.115

3.115

0.585

0.5850.585

0.585

1

11

1

1

11

1

1.680

1.6801.680

1.680

147.62 29.52 D

T7

35.000-30.000

6.26 1054.86 A

BC

D

0.194

0.1940.194

0.194

3.007

3.0073.007

3.007

0.589

0.5890.589

0.589

1

11

1

1

11

1

1.934

1.9341.934

1.934

157.47 31.49 D

T8

30.000-25.000

6.26 1147.90 A

BCD

0.194

0.1940.1940.194

3.006

3.0063.0063.006

0.589

0.5890.5890.589

1

111

1

111

2.166

2.1662.1662.166

168.15 33.63 D

T9

25.000-20.000

7.16 1373.50 A

B

CD

0.169

0.169

0.1690.169

3.119

3.119

3.1193.119

0.584

0.584

0.5840.584

1

1

11

1

1

11

2.286

2.286

2.2862.286

173.86 34.77 D

T10

20.000-14.000

7.16 1787.35 A

B

CD

0.142

0.142

0.1420.142

3.245

3.245

3.2453.245

0.58

0.58

0.580.58

1

1

11

1

1

11

2.750

2.750

2.7502.750

200.81 33.47 D

T1114.000-8.000

7.16 1734.71 AB

C

D

0.1290.129

0.129

0.129

3.3043.304

3.304

3.304

0.5790.579

0.579

0.579

11

1

1

11

1

1

2.9562.956

2.956

2.956

194.12 32.35 D

T128.000-5.000

7.16 1202.81 AB

CD

0.1690.169

0.1690.169

3.1183.118

3.1183.118

0.5850.585

0.5850.585

11

11

11

11

2.2602.260

2.2602.260

136.46 45.49 D

T13

5.000-0.000

7.16 1791.24 A

BC

D

0.112

0.1120.112

0.112

3.391

3.3913.391

3.391

0.576

0.5760.576

0.576

1

11

1

1

11

1

3.031

3.0313.031

3.031

199.06 39.81 D

Sum Weight: 76.12 13231.29 OTM 51503

kg-m

1897.48






Page

17 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section

Elevation

m

Add

Weight

kg

Self

Weight

kg

F

a

c

e


m2

F

kg

w

kglm

Ctrl.

Face

T1

60.000-56.000

3.62 272.42 A

BC

D

0.354

0.3540.354

0.354

2.413

2.4132.413

2.413

0.634

0.6340.634

0.634

1.2

1.21.2

1.2

1.2

1.21.2

1.2

1.127

1.1271.127

1.127

86.88 21.72 D

T2

56.000-52.000

3.62 261.19 A

BC

D

0.344

0.3440.344

0.344

2.445

2.4452.445

2.445

0.63

0.630.63

0.63

1.2

1.21.2

1.2

1.2

1.21.2

1.2

1.094

1.0941.094

1.094

83.73 20.93 D

T3

52.000-50.000

4.46 314.16 A

BC

D

0.324

0.3240.324

0.324

2.507

2.5072.507

2.507

0.624

0.6240.624

0.624

1.2

1.21.2

1.2

1.2

1.21.2

1.2

1.042

1.0421.042

1.042

80.50 40.25 D

T4

50.000-45.000

5.37 818.07 A

B

CD

0.169

0.169

0.1690.169

3.117

3.117

3.1173.117

0.585

0.585

0.5850.585

1.127

1.127

1.1271.127

1.127

1.127

1.1271.127

1.889

1.889

1.8891.889

177.69 35.54 D

T5

45.000-40.000

5.37 698.48 A

B

CD

0.169

0.169

0.1690.169

3.115

3.115

3.1153.115

0.585

0.585

0.5850.585

1.127

1.127

1.1271.127

1.127

1.127

1.1271.127

1.893

1.893

1.8931.893

172.44 34.49 D

T640.000-35.000

5.37 698.48 AB

C

D

0.1690.169

0.169

0.169

3.1153.115

3.115

3.115

0.5850.585

0.585

0.585

1.1271.127

1.127

1.127

1.1271.127

1.127

1.127

1.8931.893

1.893

1.893

166.38 33.28 D

T735.000-30.000

6.26 1054.86 AB

C

D

0.1940.194

0.194

0.194

3.0073.007

3.007

3.007

0.5890.589

0.589

0.589

1.1451.145

1.145

1.145

1.1451.145

1.145

1.145

2.2152.215

2.215

2.215

180.35 36.07 D

T830.000-25.000

6.26 1147.90 ABC

D

0.1940.1940.194

0.194

3.0063.0063.006

3.006

0.5890.5890.589

0.589

1.1451.1451.145

1.145

1.1451.1451.145

1.145

2.4812.4812.481

2.481

192.60 38.52 D

T9

25.000-20.000

7.16 1373.50 A

BC

D

0.169

0.1690.169

0.169

3.119

3.1193.119

3.119

0.584

0.5840.584

0.584

1.126

1.1261.126

1.126

1.126

1.1261.126

1.126

2.576

2.5762.576

2.576

195.84 39.17 D

T10

20.000-14.000

7.16 1787.35 A

BC

D

0.142

0.1420.142

0.142

3.245

3.2453.245

3.245

0.58

0.580.58

0.58

1.106

1.1061.106

1.106

1.106

1.1061.106

1.106

3.042

3.0423.042

3.042

222.13 37.02 D

T11

14.000-8.000

7.16 1734.71 A

B

C

D

0.129

0.129

0.129

0.129

3.304

3.304

3.304

3.304

0.579

0.579

0.579

0.579

1.097

1.097

1.097

1.097

1.097

1.097

1.097

1.097

3.243

3.243

3.243

3.243

212.93 35.49 D

T12

8.000-5.000

7.16 1202.81 A

BC

D

0.169

0.1690.169

0.169

3.118

3.1183.118

3.118

0.585

0.5850.585

0.585

1.127

1.1271.127

1.127

1.127

1.1271.127

1.127

2.546

2.5462.546

2.546

153.74 51.25 D

T135.000-0.000

7.16 1791.24 AB

C

D

0.1120.112

0.112

0.112

3.3913.391

3.391

3.391

0.5760.576

0.576

0.576

1.0841.084

1.084

1.084

1.0841.084

1.084

1.084

3.2853.285

3.285

3.285

215.74 43.15 D

Sum Weight: 76.12 13231.29 OTM 58895kg-m

2140.94





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Project


Date

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Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Force Totals

Load

Case Vertical

Forces

kg

Sum of

Forces

X

kg

Sum of

Forces

Z

kg

Sum of

Overturning

Moments, M xkg-m

Sum of

Overturning

Moments, M zkg-m

Sum of Torques

kg-m

Leg Weight 5550.06



Total Weight 16201.65 211 1190

Wind 0 deg - No Ice 325.61 -13094.32 -425450 -12136 -1331

Wind 45 deg - No Ice 10202.60 -10116.11 -331662 -319510 -416Wind 90 deg - No Ice 13282.46 26.06 -6702 -416877 427

Wind 180 deg - No Ice 472.10 12623.87 408618 -6278 1247

Total Weight 16201.65 211 1190

Wind 0 deg - Service 81.40 -3273.58 -106204 -2142 -333Wind 45 deg - Service 2550.65 -2529.03 -82757 -78985 -104


Load Combinations

Comb.

No.

Description

1 Dead Only








Section

No.

Elevation

m

Component

Type

Condition Gov.

Load

Comb.

Force

kg

Major Axis

Moment

kg-m

Minor Axis

Moment

kg-m

T1 60 - 56 Leg Max Tension 3 4866.09 6 -1


Max. Mx 2 2522.46 12 -3Max. My 5 3097.51 -4 13Max. Vy 5 -148.78 0 0

Max. Vx 2 -170.80 0 0



Max. Mx 2 395.88 0 0

Max. My 5 7.78 0 0Max. Vy 2 1.43 0 0

Max. Vx 5 -0.02 0 0



Max. Mx 6 0.51 0 0Max. My 3 105.96 0 0





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Project


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Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m

Max. Vy 6 1.40 0 0

Max. Vx 3 -0.00 0 0T2 56 - 52 Leg Max Tension 3 14342.60 -4 10

Max. Compression 3 -14650.95 -29 -29Max. Mx 3 -1436.91 34 -16

Max. My 3 -14650.95 -29 -29

Max. Vy 5 115.38 -24 -24

Max. Vx 5 -41.21 -5 16Diagonal Max Tension 2 1594.72 0 0


Max. Mx 2 1190.80 0 0

Max. My 5 -63.45 0 0Max. Vy 2 1.43 0 0

Max. Vx 5 -0.02 0 0

T3 52 - 50 Leg Max Tension 3 4849.82 -6 -6


Max. Mx 3 -16962.67 -29 -29Max. My 3 -16962.67 -29 -29

Max. Vy 2 41.66 23 24

Max. Vx 3 38.66 27 27

Diagonal Max Tension 3 7678.81 0 0Horizontal Max Tension 1 0.00 0 0


Max. My 2 -5664.00 0 0

Max. Vy 5 3.61 0 0



Max. Mx 5 -973.70 0 0

Max. My 2 -931.26 0 0Max. Vy 5 1.33 0 0Max. Vx 2 -0.44 0 0



Max. Mx 1 48.66 0 0Max. My 5 77.65 0 0

Max. Vy 1 -1.34 0 0

Max. Vx 5 0.00 0 0


Max. Mx 3 -1078.09 31 -26Max. My 3 -174.68 -27 30

Max. Vy 3 -45.25 31 -26

Max. Vx 3 -43.96 -27 30


Max. Mx 2 1145.28 -1 0Max. My 2 -138.31 0 0

Max. Vy 2 2.24 0 0

Max. Vx 2 0.04 0 0Horizontal Max Tension 3 66.30 -1 0


Max. Mx 5 44.96 2 0

Max. My 2 44.95 2 0Max. Vy 5 -4.44 2 0



Max. Mx 1 -1497.72 6 0

Max. My 5 -1493.36 0 0





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Project


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Bogotá - Colombia

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Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m

Max. Vy 1 -11.54 0 0

Max. Vx 5 0.00 0 0Inner Bracing Max Tension 2 67.18 0 0


Max. My 4 0.57 0 0

Max. Vy 1 -4.21 0 0



Max. Mx 3 -1375.65 52 -47

Max. My 3 -156.13 -49 51Max. Vy 3 -65.16 52 -47

Max. Vx 3 -63.13 -49 51



Max. Mx 2 1582.39 -1 0Max. My 2 -44.71 0 0

Max. Vy 2 2.24 0 0

Max. Vx 2 0.04 0 0

Horizontal Max Tension 5 80.92 3 0Max. Compression 3 -99.64 -1 0

Max. Mx 5 68.12 3 0Max. My 5 -29.50 1 -1

Max. Vy 5 5.67 3 0

Max. Vx 5 1.01 1 -1


Max. Mx 1 -20.12 -2 0

Max. My 5 -19.13 0 0

Max. Vy 1 4.39 0 0Max. Vx 5 -0.00 0 0

T6 40 - 35 Leg Max Tension 3 25631.67 -23 -28


Max. Mx 3 -1952.70 79 -71

Max. My 3 -256.86 -73 76Max. Vy 3 -92.33 79 -71

Max. Vx 2 -89.58 -9 -34



Max. My 2 75.88 0 0Max. Vy 2 2.23 0 0

Max. Vx 2 0.03 0 0


Max. Compression 5 -138.81 -3 0Max. Mx 5 113.76 5 0

Max. My 5 -16.95 1 -2Max. Vy 5 7.10 5 0

Max. Vx 5 1.81 0 0


Max. Mx 1 3.66 -2 0

Max. My 5 2.08 0 0

Max. Vy 1 4.39 0 0Max. Vx 5 -0.00 0 0


Max. Mx 3 -2396.80 187 -188

Max. My 3 -202.82 -176 200

Max. Vy 3 366.88 -116 -101





Page

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Project


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Bogotá - Colombia

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Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m

Max. Vx 2 322.20 -68 -94


Max. Mx 2 2423.27 2 0Max. My 2 -149.75 0 0

Max. Vy 2 -4.46 0 0

Max. Vx 2 -0.05 0 0

Horizontal Max Tension 3 462.93 3 -1Max. Compression 3 -552.92 -2 -1

Max. Mx 5 250.54 4 0

Max. My 2 -339.10 1 -2

Max. Vy 5 6.56 4 0Max. Vx 2 2.03 1 -2



Max. Mx 1 -0.25 -2 0

Max. My 5 -5.69 0 0Max. Vy 1 4.39 0 0

Max. Vx 5 -0.00 0 0

T8 30 - 25 Leg Max Tension 3 33692.91 -70 -69


Max. My 2 -24461.26 -17 -112Max. Vy 4 268.53 -96 -36

Max. Vx 3 313.44 -105 -98



Max. My 3 -4753.67 -13 23

Max. Vy 3 12.59 -14 -21

Max. Vx 3 -17.19 0 0Horizontal Max Tension 4 222.41 1 0


Max. Mx 2 27.39 1 0

Max. My 4 -21.24 1 0

Max. Vy 2 3.49 1 0Max. Vx 4 0.39 1 0



Max. Mx 1 36.84 -2 0Max. My 5 28.85 0 0

Max. Vy 1 4.39 0 0Max. Vx 5 -0.21 0 0

Redund Horz 1

Bracing



Max. My 2 -263.35 0 0Max. Vy 1 0.62 0 0

Max. Vx 2 -0.03 0 0




Max. Mx 2 374.05 0 0

Max. My 2 205.40 0 0Max. Vy 2 0.94 0 0


Bracing



Max. Mx 1 -0.43 0 0





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Project


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Bogotá - Colombia

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FAX: (57-1) 547 07 90

Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m

Max. My 3 -3.00 0 0

Max. Vy 1 1.03 0 0Max. Vx 3 -0.00 0 0


Max. Mx 1 41.43 6 0

Max. My 4 19.84 0 0

Max. Vy 1 -8.14 0 0Max. Vx 4 0.05 0 0

T9 25 - 20 Leg Max Tension 3 39633.07 -48 -40


Max. Mx 5 -28573.68 -116 -22Max. My 2 -28612.55 -18 -121

Max. Vy 4 -241.99 -116 -21

Max. Vx 3 -284.70 -112 -107



Max. My 3 -3496.68 -10 16

Max. Vy 3 10.71 -11 -16



Max. My 4 -16.35 1 0

Max. Vy 2 3.93 1 0



Max. Mx 5 -4890.84 9 0

Max. My 5 188.27 0 0Max. Vy 5 -14.37 0 0Max. Vx 5 -0.69 0 0

Redund Horz 1

Bracing



Max. My 2 -322.59 0 0

Max. Vy 1 0.75 0 0


Bracing



Max. Mx 2 370.15 0 0

Max. My 2 168.99 0 0

Max. Vy 2 1.12 0 0Max. Vx 2 0.12 0 0

Redund Hip 1Bracing



Max. Mx 1 -0.64 0 0Max. My 3 -2.82 0 0

Max. Vy 1 1.25 0 0

Max. Vx 3 -0.00 0 0


Max. Mx 1 83.30 7 0Max. My 4 12.44 0 0

Max. Vy 1 -7.74 0 0

Max. Vx 4 0.04 0 0

T10 20 - 14 Leg Max Tension 3 45332.08 -89 -89





Page

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Project


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FAX: (57-1) 547 07 90

Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m


Max. Mx 4 -30487.87 -126 -29Max. My 2 -32409.60 -16 -127

Max. Vy 5 241.00 -123 -12Max. Vx 4 237.37 -17 -120



Max. Mx 3 -2331.61 -10 14Max. My 3 -2544.62 -10 -14

Max. Vy 3 9.22 -10 -14

Max. Vx 3 -8.72 0 0


Max. Mx 2 -8.92 2 0

Max. My 5 -48.13 2 0

Max. Vy 2 4.69 2 0



Max. Mx 5 5021.41 12 0

Max. My 2 364.79 0 -1Max. Vy 5 -17.20 0 0


Bracing



Max. Mx 1 35.74 0 0Max. My 2 -295.62 0 0

Max. Vy 1 0.90 0 0

Max. Vx 2 -0.04 0 0




Max. Mx 2 402.03 -1 0

Max. My 2 152.80 0 0

Max. Vy 2 1.34 0 0Max. Vx 2 0.14 0 0

Redund Hip 1

Bracing



Max. My 3 -1.64 0 0Max. Vy 1 1.50 0 0

Max. Vx 3 -0.00 0 0



Max. My 4 11.12 0 0Max. Vy 1 -9.26 0 0

Max. Vx 4 -0.03 0 0


Max. Mx 3 -49475.30 113 112

Max. My 3 -49475.30 113 112

Max. Vy 2 173.27 -100 -26Max. Vx 5 160.59 -28 -95

Diagonal Max Tension 2 9075.56 -7 -8Max. Compression 2 -10493.30 0 0

Max. Mx 3 -6066.06 -16 22

Max. My 2 -9463.37 -9 25

Max. Vy 3 14.15 -16 22





Page

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Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m

Max. Vx 2 14.94 0 0


Max. Mx 2 -48.84 2 0Max. My 2 -50.62 2 0

Max. Vy 2 5.38 2 0

Max. Vx 2 0.31 2 0


Max. Mx 1 373.73 17 0

Max. My 2 587.87 0 -1

Max. Vy 1 -19.73 0 0Max. Vx 2 0.94 0 0

Redund Horz 1

Bracing



Max. Mx 1 34.69 0 0Max. My 2 -288.34 0 0

Max. Vy 1 1.07 0 0

Max. Vx 2 -0.05 0 0




Max. My 2 139.16 0 0

Max. Vy 2 1.55 0 0


Bracing



Max. Mx 1 -1.26 -1 0Max. My 2 -24.02 0 0Max. Vy 1 2.03 0 0

Max. Vx 2 -0.00 0 0



Max. My 4 28.74 0 0

Max. Vy 1 -11.10 0 0

Max. Vx 4 0.02 0 0T12 8 - 5 Leg Max Tension 3 46715.77 12 12

Max. Compression 3 -52024.98 -16 -16Max. Mx 3 -51363.49 113 111

Max. My 3 -51363.49 113 111

Max. Vy 3 286.20 -103 -102

Max. Vx 3 283.44 -103 -102Diagonal Max Tension 3 8109.01 0 0

Max. Compression 3 -8840.15 -30 39Max. Mx 3 -8447.91 -30 -39

Max. My 3 -8840.15 -30 39

Max. Vy 3 -38.13 -30 -39Max. Vx 3 43.82 2 0



Max. Mx 1 495.64 31 0Max. My 5 528.54 0 -4

Max. Vy 1 -30.21 0 0Max. Vx 5 3.64 0 0

Redund Horz 1

Bracing







Page

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Project


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Bogotá - Colombia

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FAX: (57-1) 547 07 90

Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m

Max. Mx 1 39.90 0 0

Max. My 2 -320.14 0 0Max. Vy 1 1.34 0 0


Bracing



Max. Mx 1 39.90 -1 0Max. My 2 -114.46 0 0

Max. Vy 1 2.68 0 0

Max. Vx 2 -0.32 0 0




Max. Mx 1 39.90 -2 0

Max. My 3 61.63 0 0

Max. Vy 1 4.01 0 0Max. Vx 3 -0.48 0 0

Redund Diag 1

Bracing



Max. My 2 248.42 0 0Max. Vy 2 1.54 0 0

Max. Vx 2 -0.28 0 0

Redund Diag 2

Bracing



Max. Mx 2 50.39 -1 0

Max. My 2 12.80 0 0

Max. Vy 2 2.88 0 0Max. Vx 2 0.40 0 0

Redund Diag 3

Bracing



Max. Mx 2 39.21 -2 0Max. My 2 71.11 0 0

Max. Vy 2 4.22 0 0

Max. Vx 2 0.55 0 0

Redund Hip 1Bracing



Max. My 3 5.57 0 0

Max. Vy 1 1.91 0 0

Max. Vx 3 -0.00 0 0Redund Hip 2

Bracing



Max. Mx 1 -8.92 -2 0

Max. My 3 -9.63 0 0Max. Vy 1 3.81 0 0

Max. Vx 3 -0.00 0 0

T13 5 - 0 Leg Max Tension 3 46527.14 -6 -8


Max. My 2 -34309.95 22 -110Max. Vy 2 73.49 99 -17

Max. Vx 2 75.87 -26 103







Page

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Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m

Max. Mx 3 -3149.70 51 -113

Max. My 3 -3089.38 37 -138Max. Vy 3 -31.52 51 -113

Max. Vx 3 -71.84 0 0Top Girt Max Tension 3 37.07 7 -1


Max. Mx 2 -37.28 7 -1

Max. My 3 -86.10 5 -1Max. Vy 2 13.70 7 -1

Max. Vx 3 1.88 5 -1

Redund Horz 1

Bracing



Max. Mx 3 795.36 0 0

Max. My 3 -185.20 0 0

Max. Vy 3 -0.90 0 0


Bracing



Max. Mx 3 795.36 -1 0Max. My 2 -115.30 0 0

Max. Vy 3 2.10 0 0Max. Vx 2 -0.25 0 0

Redund Diag 1

Bracing



Max. My 3 891.87 0 0

Max. Vy 2 1.75 0 0


BracingMax Tension 3 545.37 0 0


Max. Mx 2 373.80 -2 0

Max. My 3 545.37 0 0Max. Vy 2 3.12 0 0

Max. Vx 3 0.65 0 0

Redund Hip 1

Bracing



Max. Mx 1 -4.40 -1 0Max. My 3 28.01 0 0

Max. Vy 1 2.54 0 0

Max. Vx 3 0.00 0 0

Redund Hip 2Bracing



Max. My 3 -16.83 0 0

Max. Vy 1 5.08 0 0Max. Vx 3 0.00 0 0



Max. Mx 1 0.47 -13 0Max. My 3 195.15 0 0

Max. Vy 1 10.78 0 0Max. Vx 3 -0.04 0 0





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Project


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Client



Maximum Reactions


Load

Comb.

Vertical

kg

Horizontal, X

kg

Horizontal, Z

kg

Leg D Max. Vert 5 37998.54 7794.06 -3939.47

Max. Hx 5 37998.54 7794.06 -3939.47Max. Hz 3 -51598.71 -7852.74 7642.13

Min. Vert 3 -51598.71 -7852.74 7642.13

Min. Hx 3 -51598.71 -7852.74 7642.13

Min. Hz 5 37998.54 7794.06 -3939.47


Max. Hz 2 -30749.90 6717.27 2239.09

Min. Vert 2 -30749.90 6717.27 2239.09Min. Hx 5 38790.74 -8054.44 -3925.43

Min. Hz 4 38620.54 -4025.92 -8057.41Leg B Max. Vert 3 57865.68 -8774.48 8405.71

Max. Hx 5 -29640.32 6320.67 -2200.54

Max. Hz 3 57865.68 -8774.48 8405.71

Min. Vert 5 -29640.32 6320.67 -2200.54Min. Hx 3 57865.68 -8774.48 8405.71

Min. Hz 5 -29640.32 6320.67 -2200.54

Leg A Max. Vert 2 38732.64 8054.83 3864.70

Max. Hx 2 38732.64 8054.83 3864.70

Max. Hz 2 38732.64 8054.83 3864.70

Min. Vert 5 -30948.06 -6532.36 -2559.71Min. Hx 5 -30948.06 -6532.36 -2559.71

Min. Hz 4 -30317.10 -2380.32 -6548.26


Load

Combination Vertical

kg

Shear x

kg

Shear z

kg

Overturning

Moment, M x kg-m

Overturning

Moment, M z kg-m

Torque

kg-m

Dead Only 16201.65 0.05 -0.05 211 1189 0



Dead+Wind 90 deg - No Ice 16200.49 13284.28 26.05 -6740 -418298 431Dead+Wind 180 deg - No Ice 16200.89 472.07 12625.14 410072 -6268 1259



Dead+Wind 90 deg - Service 16201.65 3320.41 6.52 -1525 -103670 107

Dead+Wind 180 deg - Service 16201.65 118.03 3155.75 102677 -669 315

Solution Summary

Load

Comb.


% ErrorPX

kg

PY

kg

PZ

kg

PX

kg

PY

kg

PZ

kg

1 0.00 -16201.65 -0.00 -0.05 16201.65 0.05 0.000%

2 325.61 -16201.65 -13094.32 -325.56 16200.60 13096.02 0.010%

3 10202.60 -16201.65 -10116.11 -10202.78 16201.50 10115.54 0.003%

4 13282.46 -16201.65 26.06 -13284.28 16200.49 -26.05 0.010%5 472.10 -16201.65 12623.87 -472.07 16200.89 -12625.14 0.007%





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Project


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Client



Load

Comb.

Sum of Applied Forces Sum of Reactions% ErrorPX

kg

PY

kg

PZ

kg

PX

kg

PY

kg

PZ

kg

6 81.40 -16201.65 -3273.58 -81.40 16201.65 3273.36 0.001%

7 2550.65 -16201.65 -2529.03 -2550.49 16201.65 2528.85 0.001%8 3320.62 -16201.65 6.51 -3320.41 16201.65 -6.52 0.001%

9 118.02 -16201.65 3155.97 -118.03 16201.65 -3155.75 0.001%


Load

Combination

Converged? Number

of Cycles

Displacement

Tolerance

Force

Tolerance

1 Yes 6 0.00000001 0.000042412 Yes 17 0.00012022 0.000123243 Yes 24 0.00004933 0.00014288

4 Yes 17 0.00013609 0.00013814

5 Yes 16 0.00009865 0.00012148

6 Yes 14 0.00000001 0.000107567 Yes 14 0.00000001 0.00010746

8 Yes 14 0.00000001 0.00010593

9 Yes 14 0.00000001 0.00010792


Section

No.

Elevation

m

Horz.

Deflection

mm

Gov.

Load

Comb.

Tilt

°

Twist

°

T1 60 - 56 158.43 7 0.3527 0.0288

T2 56 - 52 134.06 7 0.3353 0.0276

T3 52 - 50 112.35 7 0.2662 0.0093

T4 50 - 45 103.90 7 0.2399 0.0091T5 45 - 40 83.13 7 0.2268 0.0088

T6 40 - 35 63.78 7 0.2045 0.0084

T7 35 - 30 46.75 7 0.1710 0.0075

T8 30 - 25 32.93 7 0.1358 0.0069T9 25 - 20 22.06 7 0.1055 0.0047

T10 20 - 14 13.56 7 0.0816 0.0030

T11 14 - 8 5.77 7 0.0585 0.0013

T12 8 - 5 0.93 7 0.0281 0.0006

T13 5 - 0 0.36 7 0.0151 0.0004


Elevation

m

Appurtenance Gov.

Load

Comb.

Deflection

mm

Tilt

°

Twist

°

Radius of

Curvature

m








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Project


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Client



Elevation

m


Comb.

Deflection

mm

Tilt

°

Twist

°

Radius ofCurvature

m















KATHREIN

7 70.50 0.2150 0.0085 11763


7 68.61 0.2123 0.0085 11769


7 66.73 0.2094 0.0085 11735


KATHREIN

7 64.88 0.2063 0.0084 11582


7 63.05 0.2032 0.0084 11243


KATHREIN

7 61.24 0.2001 0.0083 10740


7 59.45 0.1968 0.0083 10175


KATHREIN

7 57.68 0.1936 0.0082 9630


KATHREIN

7 55.94 0.1903 0.0081 9138

35.000 6 FT DISH 7 46.75 0.1710 0.0075 7244

31.800 8 FT DISH 7 37.53 0.1482 0.0072 7746

31.500 8 FT DISH 7 36.74 0.1460 0.0072 7812

26.500 HP10-59W 7 25.04 0.1139 0.0054 983323.500 8 FT DISH 7 19.28 0.0976 0.0041 11361

19.000 8 FT DISH 7 12.09 0.0777 0.0027 1430113.000 HP6-107G 7 4.69 0.0538 0.0012 12534

8.500 Andrew KP4/KP4F 7 1.14 0.0306 0.0006 5959


Section

No.

Elevation

m

Horz.

Deflection

mm

Gov.

Load

Comb.

Tilt

°

Twist

°

T1 60 - 56 643.27 3 1.4309 0.0724

T2 56 - 52 544.38 3 1.3611 0.0674

T3 52 - 50 456.21 3 1.0837 0.0375T4 50 - 45 421.88 3 0.9751 0.0364

T5 45 - 40 337.47 3 0.9226 0.0352

T6 40 - 35 258.77 3 0.8323 0.0339





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Project


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Client



Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt

°

Twist

°

T7 35 - 30 189.54 3 0.6951 0.0304

T8 30 - 25 133.40 3 0.5511 0.0278T9 25 - 20 89.37 3 0.4275 0.0191

T10 20 - 14 55.02 3 0.3302 0.0119T11 14 - 8 23.61 3 0.2362 0.0053

T12 8 - 5 4.10 3 0.1135 0.0025

T13 5 - 0 1.36 2 0.0605 0.0017


Elevation

m


Comb.

Deflection

mm

Tilt

°

Twist

°

Radius ofCurvature

m











54.000 ANTENA PANEL UHF 0.48x0.983 3 497.52 1.2331 0.0513 72250.000 ANTENA PANEL FM KATHREIN 3 421.88 0.9751 0.0364 22166








KATHREIN

3 286.12 0.8754 0.0345 2950


3 278.42 0.8641 0.0343 2957


3 270.79 0.8523 0.0342 2953


KATHREIN

3 263.26 0.8399 0.0340 2915


3 255.80 0.8272 0.0337 2824


KATHREIN

3 248.43 0.8143 0.0335 2687


3 241.16 0.8011 0.0331 2534


KATHREIN

3 233.98 0.7877 0.0327 2386


KATHREIN

3 226.91 0.7741 0.0324 2255

35.000 6 FT DISH 3 189.54 0.6951 0.0304 1775

31.800 8 FT DISH 3 152.08 0.6018 0.0292 1925

31.500 8 FT DISH 3 148.86 0.5932 0.0290 1947





Page

31 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Elevation

m


Comb.

Deflection

mm

Tilt

°

Twist

°

Radius ofCurvature

m

26.500 HP10-59W 3 101.45 0.4619 0.0219 2400

23.500 8 FT DISH 3 78.17 0.3954 0.0166 280319.000 8 FT DISH 3 49.09 0.3143 0.0107 3542

13.000 HP6-107G 3 19.34 0.2174 0.0046 30478.500 Andrew KP4/KP4F 3 5.04 0.1235 0.0027 1573

Bolt Design Data

Section

No.

Elevation

m

Component

Type

Bolt

Grade

Bolt Size

mm

Number

Of Bolts

Maximum

Load per Bolt

kg

Allowable

Loadkg

Ratio

Load Allowable

Allowable

Ratio

Criteria

T1 60 Leg A325N 16 8 166.44 5528.160.030

1.333 Bearing

Diagonal A325N 16 2 548.33 2922.370.188

1.333 Bolt Shear

Top Girt A325N 16 2 75.25 2922.370.026

1.333 Bolt Shear

T2 56 Leg A325N 16 8 1544.52 5528.160.279

1.333 Bearing

Diagonal A325N 16 2 816.54 2922.370.279

1.333 Bolt Shear

T3 52 Leg A325N 16 10 3396.70 5528.160.614

1.333 Bearing

Diagonal A325N 16 2 3839.41 2922.371.314

1.333 Bolt Shear

Horizontal A325N 16 2 2832.00 2922.370.969

1.333 Bolt Shear

Top Girt A325N 16 2 1911.59 2922.370.654

1.333 Bolt Shear

T4 50 Leg A325N 16 8 2140.09 5528.16 0.387 1.333 BearingDiagonal A325N 16 2 739.33 2922.37

0.2531.333 Bolt Shear

Horizontal A307 16 2 33.64 1391.600.024

1.333 Bolt Shear

Top Girt A325N 16 2 1583.54 5844.720.271

1.333 Bolt Shear

T5 45 Leg A325N 16 8 3849.99 5528.160.696

1.333 Bearing

Diagonal A325N 16 2 923.33 2922.370.316

1.333 Bolt Shear

Horizontal A307 16 2 49.82 1391.600.036

1.333 Bolt Shear

Top Girt A325N 16 2 41.55 2922.370.014

1.333 Bolt Shear

T6 40 Leg A325N 16 12 3996.28 5528.160.723

1.333 Bearing

Diagonal A325N 16 2 1085.55 2922.370.371

1.333 Bolt Shear

Horizontal A307 16 2 69.40 1391.600.050

1.333 Bolt Shear

Top Girt A325N 16 2 40.68 2922.370.014

1.333 Bolt Shear

T7 35 Leg A325N 16 12 5647.50 5528.161.022

1.333 Bearing

Diagonal A325N 16 2 1666.00 5844.720.285

1.333 Bolt Shear

Horizontal A307 16 2 276.46 1391.600.199

1.333 Bolt Shear

Top Girt A325N 16 2 105.10 2922.370.036

1.333 Bolt Shear

T8 30 Leg A325N 16 12 5962.11 5528.161.079

1.333 Bearing

Diagonal A325N 16 3 2584.97 5844.720.442

1.333 Bolt Shear

Horizontal A307 16 2 161.59 1391.600.116

1.333 Bolt Shear

Top Girt A325N 16 2 747.26 2922.370.256

1.333 Bolt Shear

T9 25 Leg A325N 16 12 7089.33 5844.721.213

1.333 Bolt DS





Page

32 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

ComponentType

BoltGrade

Bolt Size

mm

Number Of

Bolts

Maximum Load per

Bolt

kg

Allowable Load

kg

Ratio Load

Allowable

Allowable Ratio

Criteria

Diagonal A325N 16 2 3347.92 5844.720.573

1.333 Bolt Shear

Horizontal A307 16 2 142.95 1391.600.103

1.333 Bolt Shear

Top Girt A325N 16 2 2750.20 5844.720.471

1.333 Bolt Shear

T10 20 Leg A325N 16 16 6144.82 5844.721.051

1.333 Bolt DS

Diagonal A325N 16 2 3163.77 5844.720.541

1.333 Bolt Shear

Horizontal A307 16 2 100.52 1391.600.072

1.333 Bolt Shear

Top Girt A325N 16 2 2598.35 5844.720.445

1.333 Bolt Shear

T11 14 Leg A325N 16 16 6152.80 5844.721.053

1.333 Bolt DS

Diagonal A325N 16 2 5246.66 5844.72

0.898

1.333 Bolt Shear

Horizontal A307 16 2 110.93 1391.600.080

1.333 Bolt Shear

Top Girt A325N 16 2 3833.45 5844.720.656

1.333 Bolt Shear

T12 8 Leg A325N 16 16 6422.87 5844.721.099

1.333 Bolt DS

Diagonal A325N 16 2 4420.08 5844.720.756

1.333 Bolt Shear

Top Girt A325N 16 2 3838.54 5844.720.657

1.333 Bolt Shear

T13 5 Leg A325N 16 16 6544.89 5844.721.120

1.333 Bolt DS

Diagonal A325N 19 2 4412.59 4208.211.049

1.333 Bolt Shear

Top Girt A325N 16 2 90.18 2922.370.031

1.333 Bolt Shear

Compression Checks


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T1 60 - 56 L76x76x6 4.000 0.500 44.3K=1.33

174 929 -5202.07 16465.77 0.316

T2 56 - 52 L76x76x6 4.000 0.500 44.3

K=1.33

174 929 -14650.95 16465.77 0.890

T3 52 - 50 L102x102x6 2.207 1.104 54.6K=1.00

141 1252 -16983.50 17975.92 0.945

T4 50 - 45 2L76x76x6.4 5.000 1.250 83.1

K=1.00

127 1855 -11389.62 23982.34 0.475

T5 45 - 40 2L76x76x6.4 5.000 1.250 83.1

K=1.00

127 1855 -19062.95 23982.34 0.795

T6 40 - 35 2L76x76x6.4 5.000 1.250 83.1

K=1.00

127 1855 -28346.40 23982.34 1.182

T7 35 - 30 2L102x102x6.4 5.000 1.250 61.9

K=1.00

134 2503 -39292.77 34249.18 1.147

T8 30 - 25 2L102x102x6.4 5.011 1.253 62.0

K=1.00

134 2503 -35787.86 34217.84 1.046





Page

33 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

T9 25 - 20 2L102x102x7.9 5.011 1.253 62.4

K=1.00

154 3097 -42897.47 48576.58 0.883

T10 20 - 14 2L102x102x9.5 6.014 1.503 75.1

K=1.00

138 3690 -49461.54 51817.05 0.955

T11 14 - 8 L102x102x13 6.014 1.503 56.8

K=0.75

160 2419 -49475.15 39567.33 1.250

T12 8 - 5 L102x102x13 3.043 0.761 38.3K=1.00

180 2419 -52024.79 44340.62 1.173

T13 5 - 0 2L102x102x9.5 5.072 1.691 84.5K=1.00

125 3690 -52647.57 46969.05 1.121


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T1 60 - 56 L51x51x4.8 0.796 0.699 69.8

K=1.00

145 461 -1096.66 6802.07 0.161

T2 56 - 52 L51x51x4.8 0.796 0.699 69.8K=1.00

145 461 -1633.09 6802.07 0.240

T4 50 - 45 L51x51x4.8 1.582 1.520 151.9

K=1.00

45 461 -1443.89 2098.77 0.688

T5 45 - 40 L51x51x4.8 1.582 1.520 151.9

K=1.00

45 461 -1846.67 2098.77 0.880

T6 40 - 35 L51x51x4.8 1.582 1.520 151.9

K=1.00

45 461 -2171.09 2098.77 1.034

T7 35 - 30 2L51x51x5 1.582 1.499 95.7

K=1.00

108 923 -3332.00 10181.47 0.327

T8 30 - 25 2L51x51x5 2.779 1.390 88.7

K=1.00

119 923 -7754.89 11170.80 0.694

T9 25 - 20 2L51x51x5 2.891 1.446 92.2

K=1.00

113 923 -6695.84 10671.90 0.627

T10 20 - 14 2L51x51x5 3.468 1.734 110.6

K=1.00

84 923 -6327.52 7913.10 0.800

T11 14 - 8 2L51x51x6 3.620 1.810 117.0

K=1.00

75 1213 -10493.32 9303.27 1.128

T12 8 - 5 2L64x64x5 3.635 0.909 46.0K=1.00

172 1161 -8840.15 20361.95 0.434

T13 5 - 0 L76x76x7.9 5.854 1.951 130.4K=1.00

61 1148 -8825.19 7086.11 1.245


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T3 52 - 50 L51x51x6.4 1.280 1.178 118.7 73 605 -4436.40 4512.90 0.983*





Page

34 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

K=1.00

T4 50 - 45 L51x51x4.8 1.940 0.932 93.1

K=1.00

112 461 -67.29 5272.42 0.013

T5 45 - 40 L51x51x4.8 1.940 1.864 118.9

K=1.00

73 461 -99.64 3423.49 0.029

T6 40 - 35 L51x51x4.8 1.940 1.864 118.9

K=1.00

73 461 -138.81 3423.49 0.041

T7 35 - 30 L51x51x4.8 1.940 1.838 117.3

K=1.00

75 461 -552.92 3521.03 0.157

T8 30 - 25 L51x51x4.8 2.178 1.038 103.7

K=1.00

95 461 -323.19 4484.32 0.072

T9 25 - 20 L51x51x4.8 2.655 1.277 127.6

K=1.00

63 461 -285.90 2974.65 0.096

T10 20 - 14 L51x51x4.8 3.181 1.539 153.8K=1.00

44 461 -201.04 2046.69 0.098

T11 14 - 8 L51x51x4.8 3.754 1.826 182.5K=1.00

31 461 -221.86 1454.81 0.152

* DL controls


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

Pkg

Allow.

Pa kg

Ratio

PPa

T1 60 - 56 L51x51x4.8 0.620 0.544 54.3

K=1.00

163 461 -134.87 7673.47 0.018

T3 52 - 50 L51x51x4.8 0.620 0.544 54.3

K=1.00

163 461 -3823.18 7673.47 0.498

T4 50 - 45 2L51x51x6 1.940 1.838 85.3K=1.00

124 1213 -3167.08 15300.22 0.207

T5 45 - 40 L51x51x4.8 1.940 1.864 118.9K=1.00

73 461 -83.10 3423.49 0.024

T6 40 - 35 L51x51x4.8 1.940 1.864 118.9K=1.00

73 461 -81.36 3423.49 0.024

T7 35 - 30 L51x51x4.8 1.940 1.864 118.9

K=1.00

73 461 -210.20 3423.49 0.061

T8 30 - 25 L51x51x4.8 1.940 1.838 117.3

K=1.00

75 461 -1455.83 3521.03 0.413

T9 25 - 20 2L51x51x6 2.417 2.315 107.4

K=1.00

89 1213 -5016.37 11049.83 0.454

T10 20 - 14 2L51x51x6 2.894 2.792 129.5

K=1.00

61 1213 -4685.57 7594.54 0.617

T11 14 - 8 2L64x64x5 3.467 3.365 127.4

K=1.00

63 1161 -6873.60 7511.90 0.915

T12 8 - 5 2L64x64x6 4.040 3.938 147.7

K=1.00

47 1535 -6706.50 7392.65 0.907

T13 5 - 0 L76x76x6.4 4.763 2.331 98.7

K=1.00

104 929 -180.36 9806.22 0.018





Page

35 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T8 30 - 25 L38x38x3.2 0.545 0.494 65.6

K=1.00

150 232 -537.43 3543.23 0.152

T9 25 - 20 L38x38x3.2 0.664 0.613 81.5

K=1.00

129 232 -644.19 3050.35 0.211

T10 20 - 14 L38x38x3.2 0.795 0.744 98.9K=1.00

103 232 -742.77 2437.17 0.305

T11 14 - 8 L38x38x3.2 0.938 0.888 118.0

K=1.00

74 232 -742.97 1748.88 0.425

T12 8 - 5 L51x51x4.8 0.595 0.545 54.4

K=1.00

163 461 -785.94 7669.39 0.102

T13 5 - 0 L38x38x3.2 0.794 0.743 98.8

K=1.00

103 232 -795.36 2443.59 0.325


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T12 8 - 5 L51x51x4.8 1.191 1.140 113.9K=1.00

79 461 -785.94 3732.60 0.211

T13 5 - 0 L44x44x3.2 1.588 1.537 174.5

K=1.00

34 272 -795.36 938.84 0.847


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

Pkg

Allow.

Pa kg

Ratio

PPa

T12 8 - 5 L51x51x4.8 1.786 1.735 173.4K=1.00

34 461 -785.94 1610.73 0.488






Page

36 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

T8 30 - 25 L51x51x3.2 1.390 1.250 123.8

K=1.00

67 312 -685.65 2142.39 0.320

T9 25 - 20 L51x51x3.2 1.446 1.329 131.6

K=1.00

59 312 -701.33 1893.32 0.370

T10 20 - 14 L51x51x3.2 1.734 1.617 160.2

K=1.00

40 312 -809.86 1278.76 0.633

T11 14 - 8 L51x51x3.2 1.810 1.708 169.2K=1.00

36 312 -716.45 1146.08 0.625

T12 8 - 5 L51x51x4.8 1.020 0.945 94.5K=1.00

110 461 -673.41 5176.94 0.130

T13 5 - 0 L51x51x6.4 1.780 1.636 164.7

K=1.00

38 605 -891.87 2341.94 0.381


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T12 8 - 5 L51x51x4.8 1.487 1.428 142.7K=1.00

51 461 -490.82 2377.18 0.206

T13 5 - 0 L51x51x4.8 2.177 2.098 209.7

K=1.00

23 461 -545.37 1101.61 0.495


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T12 8 - 5 L51x51x4.8 2.023 1.968 196.7

K=1.00

27 461 -450.42 1252.18 0.360


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T8 30 - 25 L44x44x3.2 0.770 0.770 87.4

K=1.00

118 272 -53.87 3278.29 0.016

T9 25 - 20 L44x44x3.2 0.939 0.939 106.6

K=1.00

90 272 -37.01 2510.07 0.015

T10 20 - 14 L44x44x3.2 1.124 1.124 127.6

K=1.00

63 272 -27.59 1753.73 0.016

T11 14 - 8 L51x51x3.2 1.327 1.327 131.4

K=1.00

60 312 -48.11 1899.55 0.025





Page

37 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

T12 8 - 5 L51x51x4.8 0.842 0.842 84.1

K=1.00

125 461 -117.75 5893.84 0.020

T13 5 - 0 L51x51x4.8 1.123 1.123 112.2

K=1.00

82 461 -48.85 3848.52 0.013


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa T12 8 - 5 L51x51x4.8 1.684 1.684 168.3

K=1.0036 461 -71.36 1710.46 0.042

T13 5 - 0 L51x51x4.8 2.245 2.245 224.4

K=1.00

20 461 -73.16 962.13 0.076


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T3 52 - 50 L51x51x3.2 0.877 0.801 79.3

K=1.00

118 312 -1552.85 3769.79 0.412*

T4 50 - 45 L51x51x3.2 2.744 2.642 261.6K=1.00

15 312 -385.83 479.27 0.805*

KL/R > 250 (C) - 112T8 30 - 25 L51x51x6.4 2.744 2.642 266.0

K=1.00

15 605 -30.88 898.08 0.034

KL/R > 250 (C) - 315

T9 25 - 20 L51x51x4.8 3.418 3.316 331.4K=1.00

9 461 -106.41 441.08 0.241

KL/R > 250 (C) - 390

T10 20 - 14 L51x51x4.8 4.093 3.991 398.8K=1.00

6 461 -99.40 304.50 0.326

KL/R > 250 (C) - 465

T11 14 - 8 L51x51x4.8 4.903 4.801 479.8

K=1.00

4 461 -145.81 210.39 0.693

KL/R > 250 (C) - 540

T13 5 - 0 L51x51x4.8 3.368 3.368 336.5K=1.00

9 461 -228.28 427.61 0.534

KL/R > 250 (C) - 692

* DL controls

Tension Checks





Page

38 of 45


Project


Date

07:43:13 01/24/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client




Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T1 60 - 56 L76x76x6 4.000 0.500 21.2 224 687 4866.10 15699.97 0.310

T2 56 - 52 L76x76x6 4.000 0.500 21.2 224 687 14342.59 15699.97 0.914

T3 52 - 50 L102x102x6 2.207 1.104 34.8 224 1010 4849.81 23070.85 0.210

T4 50 - 45 2L76x76x6.4 5.000 1.250 52.9 224 1613 10307.44 36854.39 0.280

T5 45 - 40 2L76x76x6.4 5.000 1.250 52.9 224 1613 17146.79 36854.39 0.465

T6 40 - 35 2L76x76x6.4 5.000 1.250 52.9 224 1613 25631.70 36854.39 0.695

T7 35 - 30 2L102x102x6.4 5.000 1.250 39.4 224 2261 36542.09 51670.08 0.707

T8 30 - 25 2L102x102x6.4 5.011 1.253 39.5 224 2261 33692.90 51670.08 0.652

T9 25 - 20 2L102x102x7.9 5.011 1.253 39.8 224 2794 39633.05 63850.40 0.621

T10 20 - 14 2L102x102x9.5 6.014 1.503 48.1 224 3327 45332.08 76030.72 0.596

T11 14 - 8 L102x102x13 6.014 1.503 48.5 224 1935 45236.37 44225.27 1.023

T12 8 - 5 L102x102x13 3.043 0.761 24.6 224 1935 46715.94 44225.27 1.056

T13 5 - 0 2L102x102x9.5 5.072 1.691 54.1 224 3327 46527.25 76030.72 0.612


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T1 60 - 56 L51x51x4.8 0.796 0.699 44.6 224 278 1094.21 6350.48 0.172

T2 56 - 52 L51x51x4.8 0.796 0.699 44.6 224 278 1594.72 6350.48 0.251

T3 52 - 50 L51x51x6.4 1.418 1.299 84.0 224 363 7678.82 8297.75 0.925

T4 50 - 45 L51x51x4.8 1.582 1.520 97.0 224 278 1478.66 6350.48 0.233

T5 45 - 40 L51x51x4.8 1.582 1.520 97.0 224 278 1804.68 6350.48 0.284

T6 40 - 35 L51x51x4.8 1.582 1.520 97.0 224 278 2136.28 6350.48 0.336

T7 35 - 30 2L51x51x5 1.582 1.499 95.7 224 556 3260.33 12700.95 0.257





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Client



Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

T8 30 - 25 2L51x51x5 2.779 1.390 88.7 224 556 6780.66 12700.95 0.534

T9 25 - 20 2L51x51x5 2.891 1.446 92.2 224 556 5933.31 12700.95 0.467

T10 20 - 14 2L51x51x5 3.468 1.734 110.6 224 556 5457.53 12700.95 0.430

T11 14 - 8 2L51x51x6 3.620 1.810 117.0 224 728 9075.57 16639.77 0.545

T12 8 - 5 2L64x64x5 3.635 0.909 46.0 224 735 8109.01 16791.77 0.483

T13 5 - 0 L76x76x7.9 5.854 1.951 83.3 224 729 7410.25 16657.05 0.445


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T4 50 - 45 L51x51x4.8 1.940 0.932 59.5 224 278 66.30 6350.48 0.010

T5 45 - 40 L51x51x4.8 1.940 1.864 118.9 224 278 80.92 6350.48 0.013

T6 40 - 35 L51x51x4.8 1.940 1.864 118.9 224 278 113.76 6350.48 0.018

T7 35 - 30 L51x51x4.8 1.940 1.838 117.3 224 278 462.93 6350.48 0.073

T8 30 - 25 L51x51x4.8 2.178 1.038 66.2 224 278 222.42 6350.48 0.035

T9 25 - 20 L51x51x4.8 2.655 1.277 81.5 224 278 226.80 6350.48 0.036

T10 20 - 14 L51x51x4.8 3.181 1.539 98.2 224 278 100.29 6350.48 0.016

T11 14 - 8 L51x51x4.8 3.754 1.826 116.5 224 278 77.76 6350.48 0.012

Top Girt Design Data (Tension)Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T1 60 - 56 L51x51x4.8 0.620 0.544 34.7 224 278 150.50 6350.48 0.024

T4 50 - 45 2L51x51x6 1.940 1.838 118.8 224 728 161.93 16639.77 0.010

T5 45 - 40 L51x51x4.8 1.940 1.864 118.9 224 278 22.06 6350.48 0.003

T6 40 - 35 L51x51x4.8 1.940 1.864 118.9 224 278 34.59 6350.48 0.005





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Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

T7 35 - 30 L51x51x4.8 1.940 1.864 118.9 224 278 133.33 6350.48 0.021

T8 30 - 25 L51x51x4.8 1.940 1.838 117.3 224 278 1494.52 6350.48 0.235

T9 25 - 20 2L51x51x6 2.417 2.315 149.7 224 728 5500.40 16639.77 0.331

T10 20 - 14 2L51x51x6 2.894 2.792 180.5 224 728 5196.72 16639.77 0.312

T11 14 - 8 2L64x64x5 3.467 3.365 170.3 224 735 7666.89 16791.77 0.457

T12 8 - 5 2L64x64x6 4.040 3.938 201.6 224 970 7677.10 22167.93 0.346

T13 5 - 0 L76x76x6.4 4.763 2.331 98.7 224 606 37.07 13848.04 0.003


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T8 30 - 25 L38x38x3.2 0.545 0.494 41.8 207 232 537.43 4890.32 0.110

T9 25 - 20 L38x38x3.2 0.664 0.613 51.9 207 232 644.19 4890.32 0.132

T10 20 - 14 L38x38x3.2 0.795 0.744 63.0 207 232 742.77 4890.32 0.152

T11 14 - 8 L38x38x3.2 0.938 0.888 75.1 207 232 742.97 4890.32 0.152

T12 8 - 5 L51x51x4.8 0.595 0.545 34.7 207 461 785.94 9729.56 0.081

T13 5 - 0 L38x38x3.2 0.794 0.743 62.9 207 232 795.36 4890.32 0.163


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T12 8 - 5 L51x51x4.8 1.191 1.140 72.7 207 461 785.94 9729.56 0.081

T13 5 - 0 L44x44x3.2 1.588 1.537 110.9 207 272 795.36 5740.80 0.139





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Client




Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T12 8 - 5 L51x51x4.8 1.786 1.735 110.7 207 461 785.94 9729.56 0.081


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

Pkg

Allow.

Pa kg

Ratio

PPa

T8 30 - 25 L51x51x3.2 1.390 1.250 78.6 207 312 685.65 6591.29 0.104

T9 25 - 20 L51x51x3.2 1.446 1.329 83.6 207 312 701.33 6591.29 0.106

T10 20 - 14 L51x51x3.2 1.734 1.617 101.7 207 312 809.86 6591.29 0.123

T11 14 - 8 L51x51x3.2 1.810 1.708 107.4 207 312 716.45 6591.29 0.109

T12 8 - 5 L51x51x4.8 1.020 0.945 60.3 207 461 673.41 9729.56 0.069

T13 5 - 0 L51x51x6.4 1.780 1.636 105.8 207 605 891.87 12764.09 0.070


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T12 8 - 5 L51x51x4.8 1.487 1.428 91.1 207 461 490.82 9729.56 0.050

T13 5 - 0 L51x51x4.8 2.177 2.098 133.9 207 461 545.37 9729.56 0.056


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T12 8 - 5 L51x51x4.8 2.023 1.968 125.6 207 461 450.42 9729.56 0.046





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Client




Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T8 30 - 25 L44x44x3.2 0.770 0.770 55.6 207 272 31.15 5740.80 0.005

T9 25 - 20 L44x44x3.2 0.939 0.939 67.7 207 272 23.29 5740.80 0.004

T10 20 - 14 L44x44x3.2 1.124 1.124 81.1 207 272 15.38 5740.80 0.003

T11 14 - 8 L51x51x3.2 1.327 1.327 83.4 207 312 14.38 6591.29 0.002

T12 8 - 5 L51x51x4.8 0.842 0.842 53.7 207 461 102.27 9729.56 0.011

T13 5 - 0 L51x51x4.8 1.123 1.123 71.6 207 461 28.01 9729.56 0.003


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T12 8 - 5 L51x51x4.8 1.684 1.684 107.5 207 461 38.17 9729.56 0.004

T13 5 - 0 L51x51x4.8 2.245 2.245 143.3 207 461 7.46 9729.56 0.001


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T3 52 - 50 L51x51x3.2 0.877 0.801 50.3 207 312 81.10 6591.29 0.012

T4 50 - 45 L51x51x3.2 2.744 2.642 166.1 207 312 67.18 6591.29 0.010

T8 30 - 25 L51x51x6.4 2.744 2.642 170.8 207 605 107.83 12764.09 0.008

T9 25 - 20 L51x51x4.8 3.418 3.316 211.6 207 461 83.30 9729.56 0.009*

T10 20 - 14 L51x51x4.8 4.093 3.991 254.7 207 461 89.55 9729.56 0.009*

T11 14 - 8 L51x51x4.8 4.903 4.801 306.4 207 461 145.18 9729.56 0.015*

T13 5 - 0 L51x51x4.8 3.368 3.368 214.9 207 461 196.65 9729.56 0.020





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*

DL controls


Section

No.

Elevation

m

Component

Type

Size Critical

Element

P

kg

SF*Pallow

kg

%

Capacity

Pass

Fail

T1 60 - 56 Leg L76x76x6 3 -5202.07 21948.87 23.7 PassDiagonal L51x51x4.8 12 1094.21 8465.18 12.9

14.1 (b)

Pass

Top Girt L51x51x4.8 8 150.50 8465.18 1.8

1.9 (b)

Pass

T2 56 - 52 Leg L76x76x6 41 14342.59 20928.06 68.5 Pass

Diagonal L51x51x4.8 52 1594.72 8465.18 18.8

21.0 (b)

Pass

T3 52 - 50 Leg L102x102x6 79 -16983.50 23961.90 70.9 PassDiagonal L51x51x6.4 105 7678.82 11060.90 69.4

98.6 (b)

Pass


Top Girt L51x51x4.8 84 -3823.18 10228.73 37.4

49.1 (b)

Pass

Inner Bracing L51x51x3.2 82 -1552.85 3769.79 41.2 PassT4 50 - 45 Leg 2L76x76x6.4 109 -11389.62 31968.46 35.6 Pass


Horizontal L51x51x4.8 117 -67.29 7028.14 1.0

1.8 (b)

Pass

Top Girt 2L51x51x6 113 -3167.08 20395.19 15.520.3 (b)

Pass


T5 45 - 40 Leg 2L76x76x6.4 169 -19062.95 31968.46 59.6 Pass


Horizontal L51x51x4.8 175 -99.64 4563.51 2.22.7 (b) Pass

Top Girt L51x51x4.8 171 -83.10 4563.51 1.8 Pass

T6 40 - 35 Leg 2L76x76x6.4 217 -28346.40 31968.46 88.7 Pass


Horizontal L51x51x4.8 229 -138.81 4563.51 3.03.7 (b)

Pass

Top Girt L51x51x4.8 221 -81.36 4563.51 1.8 Pass

T7 35 - 30 Leg 2L102x102x6.4 265 -39292.77 45654.16 86.1 Pass

Diagonal 2L51x51x5 281 -3332.00 13571.90 24.6 PassHorizontal L51x51x4.8 280 -552.92 4693.53 11.8

14.9 (b)

Pass

Top Girt L51x51x4.8 267 -210.20 4563.51 4.6 Pass

T8 30 - 25 Leg 2L102x102x6.4 313 -35787.86 45612.38 78.5

80.9 (b)

Pass


Horizontal L51x51x4.8 321 -323.19 5977.60 5.4

8.7 (b)

Pass

Top Girt L51x51x4.8 317 -1455.83 4693.53 31.0 PassRedund Horz 1

Bracing

L38x38x3.2 338 -537.43 4723.12 11.4 Pass

Redund Diag 1

Bracing

L51x51x3.2 369 -685.65 2855.81 24.0 Pass

Redund Hip 1

Bracing

L44x44x3.2 385 -53.87 4369.97 1.2 Pass


T9 25 - 20 Leg 2L102x102x7.9 388 -42897.47 64752.58 66.2

91.0 (b)

Pass


Horizontal L51x51x4.8 396 -285.90 3965.20 7.27.7 (b)

Pass





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Section No.

Elevationm

ComponentType


Pkg

SF*Pallow

kg%

CapacityPassFail

Top Girt 2L51x51x6 392 -5016.37 14729.42 34.1

35.3 (b)

Pass

Redund Horz 1

Bracing

L38x38x3.2 408 -644.19 4066.11 15.8 Pass

Redund Diag 1

Bracing

L51x51x3.2 448 -701.33 2523.79 27.8 Pass

Redund Hip 1

Bracing

L44x44x3.2 460 -37.01 3345.93 1.1 Pass


T10 20 - 14 Leg 2L102x102x9.5 463 -49461.54 69072.12 71.6

78.9 (b)

Pass

Diagonal 2L51x51x5 487 -6327.52 10548.17 60.0 PassHorizontal L51x51x4.8 494 -201.04 2728.23 7.4 Pass

Top Girt 2L51x51x6 467 -4685.57 10123.53 46.3 Pass

Redund Horz 1Bracing L38x38x3.2 488 -742.77 3248.75 22.9 Pass

Redund Diag 1

Bracing

L51x51x3.2 519 -809.86 1704.59 47.5 Pass

Redund Hip 1

Bracing

L44x44x3.2 535 -27.59 2337.73 1.2 Pass


T11 14 - 8 Leg L102x102x13 538 -49475.15 52743.24 93.8 Pass


Top Girt 2L64x64x5 542 -6873.60 10013.36 68.6 Pass

Redund Horz 1

Bracing

L38x38x3.2 558 -742.97 2331.26 31.9 Pass

Redund Diag 1

Bracing

L51x51x3.2 594 -716.45 1527.72 46.9 Pass

Redund Hip 1

Bracing

L51x51x3.2 610 -48.11 2532.11 1.9 Pass

Inner Bracing L51x51x4.8 540 -145.81 280.46 52.0 PassT12 8 - 5 Leg L102x102x13 613 -52024.79 59106.04 88.0 Pass

Diagonal 2L64x64x5 620 8109.01 22383.43 36.2

56.7 (b)

Pass

Top Girt 2L64x64x6 615 -6706.50 9854.40 68.1 Pass


L51x51x4.8 643 -785.94 10223.29 7.7 Pass

Redund Horz 2

Bracing

L51x51x4.8 644 -785.94 4975.55 15.8 Pass

Redund Horz 3

Bracing

L51x51x4.8 646 -785.94 2147.10 36.6 Pass

Redund Diag 1

Bracing

L51x51x4.8 645 -673.41 6900.86 9.8 Pass

Redund Diag 2

Bracing

L51x51x4.8 647 -490.82 3168.78 15.5 Pass

Redund Diag 3

Bracing

L51x51x4.8 658 -450.42 1669.15 27.0 Pass

Redund Hip 1

Bracing

L51x51x4.8 685 -117.75 7856.49 1.5 Pass

Redund Hip 2

Bracing

L51x51x4.8 667 -71.36 2280.04 3.1 Pass

T13 5 - 0 Leg 2L102x102x9.5 689 -52647.57 62609.74 84.1 Pass


Top Girt L76x76x6.4 668 -180.36 13071.69 1.4

2.3 (b)

Pass


L38x38x3.2 712 -795.36 3257.31 24.4 Pass

Redund Horz 2

Bracing

L44x44x3.2 720 -795.36 1251.48 63.6 Pass

Redund Diag 1 L51x51x6.4 721 -891.87 3121.81 28.6 Pass





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Section No.

Elevationm

ComponentType


Pkg

SF*Pallow

kg%

CapacityPassFail

Bracing

Redund Diag 2

Bracing

L51x51x4.8 715 -545.37 1468.44 37.1 Pass

Redund Hip 1Bracing

L51x51x4.8 716 -48.85 5130.08 1.0 Pass

Redund Hip 2

Bracing

L51x51x4.8 717 -73.16 1282.52 5.7 Pass

Inner Bracing L51x51x4.8 692 -228.28 570.01 40.0 PassSummary

Leg (T11) 93.8 Pass

Diagonal

(T3)

98.6 Pass

Horizontal

(T3)

98.3 Pass

Top Girt(T11) 68.6 Pass

Redund

Horz 1Bracing

(T11)

31.9 Pass

Redund

Horz 2

Bracing(T13)

63.6 Pass

Redund

Horz 3

Bracing(T12)

36.6 Pass

Redund

Diag 1

Bracing

(T10)

47.5 Pass

RedundDiag 2

Bracing

(T13)

37.1 Pass

RedundDiag 3

Bracing

(T12)

27.0 Pass

Redund Hip

1 Bracing(T11)

1.9 Pass

Redund Hip

2 Bracing

(T13)

5.7 Pass

Inner

Bracing (T4)

80.5 Pass

Bolt Checks 98.6 Pass

RATING = 98.6 Pass

Program Version 5.3.1.0 - 1/16/2009 File:C:/Proyectos 2010/Instatel Evaluaciones Estructural/05 Calatrava TCSV 60 m/Risa Tower Reforzado/TCSV 60 M

Calatrava Reforzado.eri



CIMENTACION

ESTACION: CALATRAVA

TORRE CUADRADA DE 60 M

SECCION VARIABLE




MEMORIA EVALUACION ESTRUCTURAL CIMENTACION

ESTACION: CALATRAVA

CIUDDAD: BOGOTA D. C.SITIO: LOCALIDAD DE SUBA

TORRE CUADRADA DE 60 MSECCION VARIABLE

CALCULO: ING. JAIME GUTIERREZ C.MATRICULA 25202-45957 CND




1.0 INTRODUCCION

1.1 OBJETO

El objeto de este documento es la realización de la evaluacion estructuralde la cimentación para la torre metálica cuadrada autosoportada de 60metros de altura de sección variable y con ancho de pata de 5.97 metros,entre ejes. Que funciona de soporte para la instalación de antenasparabólicas y antenas panel de television para comunicaciones, según loscálculos realizados en la evaluación para la torre triangular, y lasreacciones en los nudos de los soportes de las torre, que son la base de

las cargas para el calculo y evaluacion de la cimentación y son anexos ycomplemento de este documento.

La torre se localiza en la Ciudad de BOGOTA D.C.. esta construida sobreun área de configuración plana, y dadas las condiciones de cargas y desuelo de fundación, la cimentación esta construida en Placa maciza deRigidez (Platea) de la cual arranca sus cuatro pedestales soporte de latorre, en concreto reforzado y a partir de esto se realizara el chequeo quecon las cargas actuales cumpla adecuadamente tanto los requisitos decapacidad portante, como de estabilidad al vuelco y arrancamiento,

generado por las cargas horizontales impuestas.Para efectos del adecuado dimensionamiento y verificación de lacimentación se han tenido en cuenta las cargas provenientes de lasuperestructura; y las recomendaciones y parámetros incluidos en elestudio de suelos realizado para la evaluacion por: SUELOS &CIMIENTOS, que es anexo complementario en este documento.

2.0 CODIGOS Y NORMAS APLICABLES

NSR-98

EIA/TIA 222 F

ANDREWS, Bulletin 1015F

ACI 318 última edición



3.0 MATERIALES ESTRUCTURALES

En la evaluacion de la cimentación se ha tenido en cuenta en cuenta el

uso de los siguientes materiales:

1- Concreto la zapata - pedestal y vigas de amarre, con una resistencia ala compresión a 28 días, f´c = 210 kg/cm2, 3000psi.

2- Acero de refuerzo Grado 60, con punto de fluencia fy = 4200 kg/cm2,60.000 psi, para varillas con diámetros 1/2” ysuperiores.

3- Acero de refuerzo A-37, con punto de fluencia fy = 2400 kg/cm2,

34.200 psi, para varillas con diámetros 1/4” y 3/8”

4- Materiales granulares para relleno encima de la zapata de cimentación.En general, debe obtenerse una compactaciónmayor o igual al 90% del Proctor Modificado.

4.0 CONCLUSIONES Y RECOMENDACIONES

De los análisis y evaluación anterior pueden extraerse las siguientesconclusiones y recomendaciones:

4.1 PLACA DE FUNDACION

Según los resultados la cimentación esta cumpliendo con la capacidadportante y de vuelco y arracamiento.

La cimentación no tiene vigas de marre entre pedestales y esto genera unmomento y adicional no cumple con los requisitos de sismo.

Por lo tanto se realiza la cimentación con el análisis con vigas de amarre elcual se debe adicionar a la cimentacion

El concreto deberá tener una resistencia mínima de 210 kg/cm^2 (3000 psi)a 28 días.



VIGA DE AMARRE (ENLACE)

La cimentación Placa- viga de amarre en concreto se comportaráadecuadamente. Para tal efecto, sus dimensiones ancho por alto deberán

cubrir unas dimensiones de 40 cm. x 50 cm. y va amarrada entrepedestales de la cimentación y su nivel superior de la viga debe estar anivel terreno N+ 0.00.

2 – La viga de amarre estará reforzada longitudinalmente con 3 # 6 en elnivel superior y con 3 # 6 en la parte inferior de la sección de la viga (6 # 6en total) y con flejes # 3 espaciados cada 16 cm. en toda su longitud

El concreto deberá tener una resistencia mínima de 210 kg/cm^2 (3000 psi)a 28 días.

4.2 – Todas las obras civiles relacionadas con excavaciones y rellenosdeberán realizarse de modo que no se deteriore el material de fundación.

4.3 – La fabricación del concreto debe hacerse siguiendo estrictas normasde control de calidad, de modo que se garantice la resistencia especificada.

4.4 – Cualquier modificación que se realice, bien sea a los elementos deconcreto, o a la configuración de la cimentación (profundidad, área, peso derellenos, etc.), debe ser notificada al ingeniero calculista, con el objeto derealizar las verificaciones de rigor, y aprobarlas o recomendar.

ANEXOS:

Memoria de Calculo Plano de Cimentación



Foundation

Tower

CLIENTE: RTVC - TELEFONICA TELECOM E.B. CALATRAVA

ESTRUCTURA: Fecha: Dic. - 29 - 2010

CONDICION: SITIO: LOCALIDAD DE SUBA CIUDAD: BOGOTA D. C. Diseño: Ing. J. G. C.

ITEM SIMBOLO UNIDAD APOYO 1 APOYO 2 APOYO 3 APOYO 4 RESULTANTE

A B C D CIMENTAC.

ACCIONES EN APOYOS (CARGAS DE TRABAJO)

Accion Vert. Z Fz kg 36883 54874 36935 -48391 80301

Accion Hor. X Fx kg 7344 -8156 -7343 -7215 -15370

Accion Hor. Y Fy kg 3722 7752 -7207 6943 11210

ACCIONES EN APOYOS (CARGAS DE DISEÑO)

Accion Vert. Z Fuz kg 51636,2 76823,6 51709 -64360,03 115808,77

Accion Hor. X Fux kg 10281,6 -11418,4 -10280,2 -9595,95 -21012,95

Accion Hor. Y Fuy kg 5210,8 10852,8 -10089,8 9234,19 15207,99

COORDENADAS DE APOYOSCoordenada X X m -2,985 -2,985 2,985 2,985

Coordenada Y Y m -2,985 2,985 2,985 -2,985

Coordenada Z Z m 0,000 0,000 0,000 0,000

ACCIONES TOTALES EN APOYOS (CARGAS DE TRABAJO)

Accion Total Vert. Z Fz kg 80301

Accion Total Hor. X Fx kg -15370

Accion Total Hor. Y Fy kg 11210

Momento resp. Y My kg-m -421216

Momento resp. X Mx kg-m -66817

COORDENADAS DE C.G. DE ACCIONES TOTALES EN APOYOS (CARGAS DE TRABAJO)

Coordenada C.G. X Xcg m -5,25

Coordenada C.G.Y Ycg m -0,83

Coordenada C.G. Z Zcg m 0,00

ACCIONES TOTALES EN APOYOS (CARGAS DE DISEÑO)

Accion Total Vert. Z Fz kg 115808,77

Accion Total Hor. X Fx kg -21012,95

Accion Total Hor. Y Fy kg 15207,99


CIMENTACION TORRE EN PLACA

TORRE CUADRADA 60 M SECCION VARIABLE



Foundation

Tower







COORDENADAS DE C.G. DE ACCIONES TOTAL ES EN APOYOS (CARGAS DE DISEÑO)




CARACTERISTICAS DE LOS MATERIALES

Capac. portante suelo So kg/cm2 3,25

Esf. admisible suelo Sa kg/cm2 4,32

Peso unitario suelo Gs kg/m3 1600

Angulo cono β º 24

K pasivo Kp 2,37

K activo Ka 0,35

K efectivo Ke 2,02

Peso unitario concreto Gc kg/m3 2400

Resist. compr. Concreto f'c kg/cm2 210

Esf. fluencia acero fy kg/cm2 4200

GEOMETRIA DE LA CIMENTACION

Lado de Placa A m2 7,20

Area de la placa Ab m2 51,84

Espesor de la placa s m 0,40

Mod. secc. placa Y Zy (min) m3 62,208

Mod. secc. placa X Zx (min) m3 62,208

Dist. X (borde al C.G.) cx (min) m 3,600

Dist. Y(borde al C.G.) cy (min) m 3,600

Lado del pedestal B m 0,27

Alt. enterr. pedestal H2 m 2,80

Alt. superf. Pedestal H3 m 0,20



Foundation

Tower






Alt. total pedestal Hp m 3,00

Alt. total cimiento H1 m 3,40

Recubr. Concreto d' m 0,075

Alt. efect. placa concret. d m 0,325

VOLUMENES Y PESOS CIMIENTO

Volumen placa cimiento Vz m3 20,736

Volumen pedestales Vp m3 3,50

Volumen de concreto Vc m3 24,24

Peso concreto cimiento Wc kg 58164

Volumen suelo superp. Vs m3 144,54

Peso suelo superp. Ws kg 231263,424

ESFUERZOS ACTUANTES SOBRE EL TERRENO (CARGAS DE TRABAJO)

Carga compr. en base Pb kg 369729

Alt. acc. pas. suelo X hx m 2,80

Accion pasiva suelo X Rpx kg 10268,26

Alt. acc. pas. suelo Y hx m 2,80

Accion pasiva suelo Y Rpy kg 10268,26

Momento Y en base Mby kg-m 459783

Momento X en base Mbx kg-m 91240

Esf. parciales en suelo Sp kg/m2 7132

" Sx kg/m2 7391

" Sy kg/m2 1467

" Ss kg/m2 4461

Esfuerzos sobre suelo S1 kg/m2 11529

" S2 kg/m2 8595

" S3 kg/m2 -2735

" S4 kg/m2 -6187

Verificacion capacidad portante del suelo OK

VERIFICACION AL VOLCAMIENTO

Momento volcamiento Y Mvy kg-m 459783



Foundation

Tower






Momento volcamiento X Mvx kg-m 91240

Momento volcam. Total Mvt kg-m 468748

Dist. Borde volc. Total ct m 5,09

Momento restaurador Mr kg-m 1882352

F.S. al volcamiento F.S.v 2,68

Verificacion al volcamiento OK

REFUERZO PLACA

Ref. Infer. (malla) Varilla # 4 4

Ref. Super. (malla) Varilla # 4 4

REFUERZO PEDESTAL

Ref. Long 24 # 7

Flejes Varilla #4 c/ 15 cm

ρo de las tablas 0,0050

ρmin 0,01

ρot mayor (ρo, ρmin) 0,0100

As1 m² 72,90

CALCULO DEL PEDESTAL

As cm² 72,90

Varilla No. 8

Area varilla Av cm25,07

Número de varilla n As/Av 16

# varilla A # W

2 2

0,253 0,71 3 0,559

4 1,27 4 0,994

5 1,98 5 1,552

6 2,85 6 2,235

7 3,87 7 3,06

8 5,07 8 3,973

RESUMEN DE CIMENTACION

Cap. portante suel σ Kg/cm23,25

Lado zapata L m 7,20

ESTUDIO DE SUELOS POR: CONCRESUELOS INGENIERIA



Foundation

Tower






Lado pedestal B m 0,54

Espesor zapata s m 0,40

Profundidad zapat H m 3,20

Alt. ped. sobre su H3 m 0,20

# # Var.en octavos 8

a m 3,20

b m 0,46

Long. 1 m 4,11

a w Kg Peso Unit.Var. 3,973

Ref.Vert. n Cant.Var/Pede 16

Cant.Varillas 64

Pedestales 4 peso/pedest 261,39

Peso 1 Kg 1045,57

# # Estr.en octavo 3c 0,41 c m 0,39

0,10 d m 0,10

0,61 Long. 2 m 1,76

0,559 w Kg Peso Unit.Var. 0,559

6 138 n Cant.Var/Pedes 23

552 Cant.Varillas 92

46,90 Pedestales 4 peso/pedest 22,60

187,61 Peso 2 Kg 90,41


e m 7,10

f m 0,15

Ref. Infer. Long. 3 m 7,40

malla cuadrada w Kg Peso Unit.Var. 0,994n Cant.Varillas 110

Peso 3 Kg 808,68


g m 7,10

h m 0,15

Long. 4 m 7,40

Ref. Sup. w Kg Peso Unit.Var. 0,994

malla cuadrada n Cant.Varillas 110

Peso 4 Kg 808,68

Gancho

RESUMEN DE REFUERZOS CIMENTACION TORRE

d

c

c

ef

h

b



Foundation

Tower






Excavación Ve m³ 199,07

Relleno Vr m³ 177,51

Concreto Vc m³ 24,24

Acero Refuerzo Peso Total Kg 2940,94

Concreto limpieza m³ 5,18

PERNOS DE ANCLAJE

L= 7,20 m

s= 0,40 m

B= 0,54 m

H= 3,20 m

H H2 B Hp H1 H1= 3,4 m

H2= 2,80 m

H3= 0,20 m

Hp= 3,00 m

s

Solado 0,1

DIMENSIONES DE LA ZAPATA

H3



Foundation

Tower






L

A= 51,84 m2

b Pter 0,15

FLEXION W= 0,74 t/m

L= 5,97 m

d Mu= 420,25 t-cm

b= 40 cm

d= 50 cm

K= 0,00420

ro= 0,00330

As= 6,60 cm²

colocar 3# 6

CORTANTE

V= 2,200 t

vu= 1,760 kg/cm²

Ø vc= 6,350 kg/cm²

No requiere Refuerzo a cortante

colocar E Ø 3/8" cada 15 cm

CALCULO DE VIGA DE AMARRE



Foundation

Tower






# # Estr.en octavo 3

b m 0,30

c m 0,40

d m 0,10

Long. 5 m 1,60

w Kg Peso Unit.Var. 0,559

n Cant.Var/Viga 38

Cant.Varillas 152

Vigas 4 peso/Viga 33,94

Peso 5 Kg 135,78


e m 5,70

f m 0,15



n Cant.Varillas 12

Peso 6 Kg 160,92


g m 5,70

h m 0,15

Long. 7 m 6,00


n Cant.Varillas 12

Peso 7 Kg 160,92

Concreto Viga 4,34

Acero de Refuerzo 457,62






RESUMEN DE REFUERZOS VIGA DE AMARRE

CANTIDADES TOTALES

d

b

c

e

f

h



RESULTADOS HIPOTESIS 2

CARGAS FUTURAS


Enero 21 de 2011



ect: TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M

ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2




INSTATEL COLOMBIA


Bogotá - Colombia

Phone: (57-1) 547 07 90FAX: (57-1) 547 07 90

Job:ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2

Project: TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M


Code:

TIA/EIA-222-FDate:

01/22/11

Path:C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\InstatelEvaluaciones Estructural\05 Calatrava TCSV60 m\Risa Tower Hipotesis 2\TCSV66 M Calatrava Hipotesis 2.eri

66.0 m

60.0 m

56.0 m

52.0 m

50.0 m

45.0 m

40.0 m

35.0 m

30.0 m

25.0 m

20.0 m

14.0 m

8.0 m

5.0 m

0.0 m


TORQUE 4101 kg-m

22547 kg

SHEAR754227 kg-m

MOMENT

23056 kg

AXIAL

SHEAR: 18261 kg

UPLIFT: -83768 kg

DOWN: 94889 kg


A 5 7 2 - 5 0

L 5 1 x 5 1 x 4 . 8

C

L 5 1 x 5 1 x 4 . 8

L 6 4 x 6 4 x 4 . 8

2 L 5 1 x 5 1 x 5

2 L 5 1 x 5 1 x 6

2 L 6 4 x 6 4 x 5

L 1 0 2 x 1 0 2 x 6

. 4

A 5 7 2 - 5 0

L 5 1 x 5 1 x 4 . 8

D

L 5 1 x 5 1 x 4 . 8

2 L 5 1 x 5 1 x 6

2 L 6 4 x 6 4 x 5

2 L 6 4 x 6 4 x 6

E

L 7 6 x 7 6 x 6 . 4

N . A .

L 5 1 x 5 1 x 4 . 8

N

. A .

N . A .

L 3 8 x 3 8 x 3 . 2

L 5 1 x 5 1 x 4 . 8

L 3 8 x

3 8 x 3 . 2

N . A .

L 5 1 x 5 1 x 3 . 2

L 5 1 x 5 1 x 4 . 8

L 5 1 x

5 1 x 6 . 4

N . A .

L 4 4 x 4 4 x 3 . 2

L 5 1 x 5 1 x 3 . 2

L 5 1 x 5 1 x 4 . 8

N . A .

F

L 6 4 x 6 4 x 6 . 4

N . A .

L 5 1 x 5 1 x 4 . 8

N . A .

4 0 2 . 9

4 1 8 . 8

4 1 9 . 6

5 2 6 . 8

1 0 3 9 . 1

9 4 5 . 8

1 1 2 9 . 9

1 2 9 9 . 1

1 5 3 9 . 2

1 6 1 0 . 3

2 0 8 0 . 0

2 4 5 4 . 5

1 5 7 3 . 3

2 2 5 3 . 8

0 . 6

1 . 9 4

2 . 4 1 7

2 . 8 9 4

3 . 4 6 7

4 . 0 4

4

. 7 6 3

2 8 @ 0 . 5

2 @ 1

1 6 @ 1 . 2 5

4 @ 2 . 5

5 @ 3

1 @ 5

L e g G r a d e

D i a g o n a l s


T o p G i r t s




R e d . H i p s



5 . 9 7

# P a n e l s @ ( m )

W e i g h t ( k g )

1 7 6 9 3 . 0

RYMSA UHF/AT15-250 PANEL 66 - 65RYMSA UHF/AT15-250 PANEL 66 - 65RYMSA UHF/AT15-250 PANEL 66 - 65RYMSA UHF/AT15-250 PANEL 66 - 65RYMSA UHF/AT15-250 PANEL 65 - 64RYMSA UHF/AT15-250 PANEL 65 - 64RYMSA UHF/AT15-250 PANEL 65 - 64RYMSA UHF/AT15-250 PANEL 65 - 64RYMSA UHF/AT15-250 PANEL 64 - 63RYMSA UHF/AT15-250 PANEL 64 - 63RYMSA UHF/AT15-250 PANEL 64 - 63RYMSA UHF/AT15-250 PANEL 64 - 63RYMSA UHF/AT15-250 PANEL 63 - 62RYMSA UHF/AT15-250 PANEL 63 - 62RYMSA UHF/AT15-250 PANEL 63 - 62RYMSA UHF/AT15-250 PANEL 63 - 62 ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 59 - 58 ANTENA PANEL UHF 0.48x0.983 59 - 58 ANTENA PANEL UHF 0.48x0.983 59 - 58 ANTENA PANEL UHF 0.48x0.983 58 - 57 ANTENA PANEL UHF 0.48x0.983 58 - 57 ANTENA PANEL UHF 0.48x0.983 58 - 57 ANTENA PANEL UHF 0.48x0.983 57 - 56 ANTENA PANEL UHF 0.48x0.983 57 - 56 ANTENA PANEL UHF 0.48x0.983 57 - 56 ANTENA PANEL UHF 0.48x0.983 56 - 55 ANTENA PANEL UHF 0.48x0.983 56 - 55 ANTENA PANEL UHF 0.48x0.983 56 - 55 ANTENA PANEL UHF 0.48x0.983 55 - 54 ANTENA PANEL UHF 0.48x0.983 55 - 54 ANTENA PANEL UHF 0.48x0.983 55 - 54 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 46 - 44 ANTENA PANEL FM KATHREIN 46 - 44 ANTENA PANEL FM KATHREIN 46 - 44 ANTENA PANEL FM KATHREIN 44 - 42 ANTENA PANEL FM KATHREIN 44 - 42 ANTENA PANEL FM KATHREIN 44 - 42(2) ANTENA PANEL FM KATHREIN 41.8 - 40.8(2) ANTENA PANEL FM KATHREIN 40.8 - 39.8(2) ANTENA PANEL FM KATHREIN 39.8 - 38.8(2) ANTENA PANEL FM KATHREIN 38.8 - 37.86 FT DISH 358 FT DISH 31.88 FT DISH 31.5HP10-59W 26.58 FT DISH 23.58 FT DISH 19HP6-107G 13 Andrew KP4/KP4F 8.5DESIGNED APPURTENANCE LOADING

TYPE TYPEELEVATION ELEVATRYMSA UHF/AT15-250 PANEL 66 - 65

RYMSA UHF/AT15-250 PANEL 66 - 65









RYMSA UHF/AT15-250 PANEL 64 - 63RYMSA UHF/AT15-250 PANEL 64 - 63
















































6 FT DISH 35

8 FT DISH 31.8

8 FT DISH 31.5

HP10-59W 26.5

8 FT DISH 23.5

8 FT DISH 19

HP6-107G 13

Andrew KP4/KP4F 8.5

SYMBOL LISTMARK MARKSIZE SIZE

A 2L102x102x6.4

B L102x12.7+L152x12.7

C L76x76x6.4

D 2L51x51x6

E L102x102x6.4

F L64x64x4.8


A572-50 345 MPa 448 MPa



A153 Standards.6. Welds are fabricated with AWS E60XX/E70XX electrodes.7. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:8. RF antennas feeders shall be 1-5/8" and installed 48 feeders per side9. MW dishes feeders shall be 1/2" and installed 8 feeders per side10. TOWER RATING: 96.7%






HIPOTESIS 2

En esta hipótesis se analizara la torre considerando todas las antenas y equipos existentese instalados en ella, se debe montar una sección nueva de torre en la punta de la torre de6 metros, a fin de montar 16 antenas, con una distribución (4-4-4-4) (cuatro antenas encada cara) banda UHF digital. (futuro)

CON LAS CARGAS A INSTALAR FUTURAS ESTOS SON LOS RESULTADOS DE LA

ESTRUCTURA, Y ADICIONALMENTE REALIZANDO LAS RECOMENDACIONES DE

LOS RESULTADOS DE EL ESTADO DE LA TORRE ACTUAL REFORZADA



Al realizar el análisis de la estructura con la nuevas cargas futuras que se le van a

instalar y adicionando los 60 de estructura en la punta de la torre con una sección

constante de 0.60x0.60 metros a partir del nivel +60 m la estructura no cumple con los

requerimientos establecidos en la norma EIA/TIA-EIA-222-F.





Antes de instalar cualquier carga adicional a la torre esta estructura se le

debe realizar los reforzamientos solicitados

Para cumplir con el requerimiento solicitados de la velocidad de viento de diseño de

120 kph entonces dentro del análisis de cálculo la torre se debe reforzar de la siguiente

manera.

MONTANTES

Del nivel +0.00 m a +5.00 m se debe adicionar un Angulo de152x152x12.7 y conexión entre ángulos 12 tornillos 5/8” a corte doble






Del nivel +30.00 m a +35.00 m se debe adicionar dos Angulos de2L76x76x6.4 ya se encuentra dos ángulos de 76x76x6.4 por lo tanto sedebe reforzar a sus dos laterales en formar en cruz y conexión entreángulos 8 tornillos 5/8” a corte doble

Del nivel +35.00 m a +40.00 m se debe adicionar dos Angulos de2L76x76x6.4 ya se encuentra dos ángulos de 76x76x6.4 por lo tanto sedebe reforzar a sus dos laterales en formar en cruz y conexión entreángulos 8 tornillos 5/8” a corte doble

Del nivel +40.00 m a +45.00 m se debe adicionar un Angulo de

76x76x6.4 ya se encuentra dos ángulos de 76x76x6.4 por lo tanto sedebe reforzar interior en formar en cruz y conexión entre ángulos 8tornillos 5/8” a corte doble

Del nivel +45.00 m a +50.00 m se debe adicionar un Angulo de76x76x6.4 ya se encuentra dos ángulos de 76x76x6.4 por lo tanto sedebe reforzar interior en formar en cruz y conexión entre ángulos 8tornillos 5/8” a corte doble








DIAGONALES

La diagonal del nivel +0.00 m a +5.00 m se le adiciona al existente unángulo espalda con espalda de 102x102x6.4

La diagonal del nivel +5.00 m a +8.00 m se le adiciona al existente un

ángulo espalda con espalda de 64x64x6.4







La diagonal del nivel +50.00 m a +52.00 m se le adiciona al existente unángulo espalda con espalda de 102x102x6.4, a este elemento se debecolocar 2 tornillos de ¾” en cada uno de sus extremos.

HORIZONTALES









Las horizontal que comprende entre el nivel +50.00 m al nivel +53.000m se le adiciona a la existente espalda con espalda un Angulo de64x64x6.4

La redundante horizontal que esta en la parte superior del tramo que seencuentra entre el nivel+0.00 al nivel +5.00 m se debe reemplazar porun angulo de 51x51x 4.8

La redundante horizontal que esta en la parte superior del tramo que seencuentra entre el nivel+5.00 al nivel +8.00 m se debe reemplazar porun angulo de 51x51x 3.2

Del nivel + 5 al nivel +14 los elementos redundantes no tienenelementos de cierre entre diagonales interiores se debe adicionar esteelemento en un ángulo de 38x38x3.2 que serán 24 elementos en total eneste tramo

PLACA BASE

La placa base de la torre se debe reforzar, adicionándole una lamina de 31.8

mm de espesor x 80x540 mm a cada lado de la placa existente son cuatro por

pata 16 en total.

Se debe biselar para ser soldada a la existente.

PERNOS DE ANCLAJE

Se debe adicionar cuatro (4) pernos de anclaje de diámetro 25.4 con la longitudde empotramiento mínimo de 1.00 metros, calidad SAE 1020 calibrado, estos

pueden ser colocados en la cuatro esquinas de la lamina que se va adicionar en

la placa base





REFUERZO DE LA TORRE

Estructura de 6.00 metros de longitud con sección de 0.60x0.60 m, su peso

aproximado es de 670 kg

Refuerzo de la torre:

El peso aproximado para reforzar la estructura es de: 12.340 kg





Dmax= 660/200

Dmax= 330 mm

De los cálculos realizados tenemos.

El desplazamiento presentado en la velocidad de operación tenemos 243 mm

Entonces 243 < 330 OK

CIMENTACION

La cimentación según los cálculos realizados se debe adicionar vigas de amarre

entre pedestales con una dimensión de 40 cm de ancho por 50 cm de alto.

Estas vigas de amarre en su nivel superior deben estar a nivel del terreno o sea

a nivel +0.00 m

Para la hipótesis 2 y según las cargas resultantes de los cálculos arrojados de la

estructura, y los cálculos realizado a la cimentación esta no es necesario

reforzar en su estructura de placa flotante.

Se anexa las memorias de cálculo





ANEXO SE PRESENTA:

ISOMETRICO TORRE HIPOTESIS 2

SILUETA HIPOTESIS 2

DEFORMADA TORRE HIPOTESIS 2

CALCULO PLACA BASE Y PERNOS HIPOTESIS 2

CALCULO ESTRUCTURAL HIPOTESIS 2

CALCULO CIMENTACION HIPOTESIS 2



INSTATEL COLOMBIA


Bogotá - Colombia

Phone: (57-1) 547 07 90FAX: (57-1) 547 07 90

Job:ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2

Project: TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M


Code:

TIA/EIA-222-FDate:

01/22/11

Path:C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\InstatelEvaluaciones Estructural\05 Calatrava TCSV60 m\Risa Tower Hipotesis 2\TCSV66 M Calatrava Hipotesis 2.eri

Feedline Distribut ion Chart

0.000 - 66.000Round Flat App In Face App Out Face Truss Leg

Face A

60.000

56.000

52.000

50.000

45.000

40.000

35.000

30.000

25.000

20.000

14.000

8.000

5.000

0.000

66.000

E l e v a t i o n ( m )

Face B

60.000

50.000

41.000

35.000

55.000

50.000

C l i m b i n g L a d d e r

Face C

60.000

50.000

41.000

35.000

55.000

50.000

Face D

60.000

50.000

41.000

35.000

55.000

50.000

( 4 ) R F 1 1 / 4 i n c h - 5 0 ( 1 - 1 / 4 F O A M )

( 6 ) R F 1 1 / 4 i n c h - 5 0 ( 1 - 1 / 4 F O A M )

( 3 ) R F 1 1 / 4 i n c h - 5 0

( 1 - 1 / 4 F O A M )

( 2 ) R F 1 1 / 4 i n c h - 5 0 ( 1 - 1 / 4 F O A M )

( 8 ) R F 1 / 2 i n c h - 5 0 ( 1 / 2 F O A M )

F e e d l i n e L a d d e r ( A f )



ect: TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M

ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2



. Disp.243.03 mm @ 66.000 m

ling 20




Fecha: Enero 20 de 2011 ESTACION: CALATRAVA

ESTADO HIPOTESIS 2

ESTRUCTURA: TORRE CUADRADA 60+6 m SECCION VARIABLE








40 40 2,2 4,5 16,0 54 54 7,0

C

P

Dimension pedestal

cm

B m

n

t

p

Dp



Distancia n 7,0 cm















Espesor de la Placa Base t 22 mm NO CUMPLE




Fecha: Enero 20 de 2011

ESTACION: CALATRAVA

ESTADO HIPOTESIS 2ESTRUCTURA:


TORRE CUADRADA 60+6 m SECCION VARIABLE


dp 2,22 cm





SAE 1020 CALIBRADO



Cargas de Trabajo


Fuerza de Cortante Vux -9,09 ton

Fuerza de Cortante Vuy 12,92 tonFuerza de Cortante Vu 15,80 ton












AREA DE PERNOS > AREA REQUERIDA FALSO




ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2

Page

1 of 51


Project

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M

Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Tower Input Data




1. Basic wind speed of 120 kph.

2. Deflections calculated using a wind speed of 60 kph.

3. Weld together tower sections have flange connections..

4. Connections use galvanized A394 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISCSpecifications..

5. Tower members are ''hot dipped'' galvanized in accordance with ASTM A123 and ASTM A153 Standards..

6. Welds are fabricated with AWS E60XX/E70XX electrodes..7. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:1.

8. RF antennas feeders shall be 1-5/8'' and installed 48 feeders per side.

9. MW dishes feeders shall be 1/2'' and installed 8 feeders per side.

10. A non-linear (P-delta) analysis was used.11. Pressures are calculated at each section.

12. Stress ratio used in tower member design is 1.333.

13. Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.

Options

Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder





Always Use Max Kz √ Use Azimuth Dish Coefficients √ Consider Feedline TorqueUse Special Wind Profile √ Project Wind Area of Appurt. √ Include Angle Block Shear Check



√ Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical FlowUse Diamond Inner Bracing (4 Sided) √ Triangulate Diamond Inner Bracing Use Top Mounted Sockets






Page

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Project


Date

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Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Leg CLeg D

F a c e A

Face B

Face D

Square Tower

F a c e C

Wind 0

Wind 90

W i n d

4 5

Leg A Leg B

Z

X


Tower

Section

Tower

Elevation

m

Assembly

Database

Description Section

Width

m

Number

of

Sections

Section

Length

m

T1 66.000-60.000 0.600 1 6.000T2 60.000-56.000 0.600 1 4.000

T3 56.000-52.000 0.600 1 4.000

T4 52.000-50.000 0.600 1 2.000

T5 50.000-45.000 1.940 1 5.000T6 45.000-40.000 1.940 1 5.000

T7 40.000-35.000 1.940 1 5.000

T8 35.000-30.000 1.940 1 5.000

T9 30.000-25.000 1.940 1 5.000T10 25.000-20.000 2.417 1 5.000

T11 20.000-14.000 2.894 1 6.000T12 14.000-8.000 3.467 1 6.000

T13 8.000-5.000 4.040 1 3.000

T14 5.000-0.000 4.763 1 5.000


Tower

Section

Tower

Elevation

m

Diagonal

Spacing

m

Bracing

Type

Has

K Brace

End

Panels

Has

Horizontals

Top Girt

Offset

mm

Bottom Girt

Offset

mm

T1 66.000-60.000 0.500 K Brace Left No Yes 0 0T2 60.000-56.000 0.500 K Brace Left No Yes 0 0


T4 52.000-50.000 1.000 CX Brace No Yes 0 0

T5 50.000-45.000 1.250 Double K No Yes 0 0





Page

3 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



TowerSection

Tower Elevation

m

DiagonalSpacing

m

BracingType

HasK Brace

End

Panels

Has Horizontals

Top GirtOffset

mm

Bottom GirtOffset

mm

T6 45.000-40.000 1.250 Double K No Yes 0 0T7 40.000-35.000 1.250 Double K No Yes 0 0


T10 25.000-20.000 2.500 Double K1 No Yes 0 0

T11 20.000-14.000 3.000 Double K1 No Yes 0 0

T12 14.000-8.000 3.000 Double K1 No Yes 0 0T13 8.000-5.000 3.000 K3 Up No Yes 0 0

T14 5.000-0.000 5.000 K2 Down No Yes 0 0


Tower

Elevation

m

Leg

Type

Leg

Size

Leg

Grade

Diagonal

Type

Diagonal

Size

Diagonal

Grade




(345 MPa)


(345 MPa)




(345 MPa)


(345 MPa)


(345 MPa)



(345 MPa)


(345 MPa)T7 40.000-35.000 Quad Angle 4L76x76x6 A572-50

(345 MPa)


(345 MPa)T8 35.000-30.000 Quad Angle 4L76x76x6 A572-50

(345 MPa)


(345 MPa)T9 30.000-25.000 Equal Angle L102x7.9+L102x12.7 A572-50

(345 MPa)


(345 MPa)

T10 25.000-

20.000

Equal Angle L102x7.9+L102x12.7 A572-50

(345 MPa)


(345 MPa)T11 20.000-

14.000

Equal Angle L102x9.5+L127x12.7 A572-50

(345 MPa)


(345 MPa)


(345 MPa)


(345 MPa)


Double Angle 2L64x64x5 A572-50(345 MPa)

T14 5.000-0.000 Equal Angle L102x12.7+L152x12.7 A572-50

(345 MPa)


(345 MPa)


Tower

Elevation

m

Top Girt

Type

Top Girt

Size

Top Girt

Grade

Bottom Girt

Type

Bottom Girt

Size

Bottom Girt

Grade


(345 MPa)


(345 MPa)






Page

4 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Tower Elevation

m

Top GirtType

Top GirtSize

Top GirtGrade

Bottom GirtType

Bottom GirtSize

Bottom GirtGrade

(345 MPa) (345 MPa)






(345 MPa)

Solid Round A570-50

(345 MPa)




(345 MPa)

Solid Round A572-50

(345 MPa)




(345 MPa)

Solid Round A572-50

(345 MPa)

T10 25.000-

20.000


(345 MPa)

Solid Round A572-50

(345 MPa)T11 20.000-

14.000


(345 MPa)

Solid Round A572-50

(345 MPa)


(345 MPa)

Solid Round A572-50


(345 MPa)

Solid Round A572-50


(345 MPa)

Solid Round A572-50

(345 MPa)


Tower

Elevation

m

No.

of

Mid

Girts

Mid Girt

Type

Mid Girt

Size

Mid Girt

Grade

Horizontal

Type

Horizontal

Size

Horizontal

Grade





T6 45.000-40.000 None Flat Bar A36

(248 MPa)


(345 MPa)



T8 35.000-30.000 None Flat Bar A36

(248 MPa)


(345 MPa)



T10 25.000-

20.000

None Flat Bar A36

(248 MPa)


(345 MPa)

T11 20.000-

14.000

None Flat Bar A36

(248 MPa)


(345 MPa)T12 14.000-8.000 None Flat Bar A36

(248 MPa)


(345 MPa)

T13 8.000-5.000 None Flat Bar A36

(248 MPa)


(345 MPa)

T14 5.000-0.000 None Flat Bar A36

(248 MPa)


(345 MPa)





Page

5 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client




Tower

Elevation

m

Secondary

Horizontal Type


Size

Secondary

Horizontal

Grade

Inner Bracing

Type

Inner Bracing Size Inner Bracing

Grade



T5 50.000-45.000 Single Angle A572-50

(345 MPa)


(345 MPa)



T10 25.000-

20.000


(345 MPa)


(345 MPa)T11 20.000-

14.000Single Angle A572-50

(345 MPa)Single Angle L51x51x4.8 A572-50

(345 MPa)

T12 14.000-8.000 Single Angle A572-50

(345 MPa)


(345 MPa)

T13 8.000-5.000 Single Angle A572-50

(345 MPa)


(345 MPa)T14 5.000-0.000 Single Angle A572-50

(345 MPa)


(345 MPa)


Tower Elevation

m

Redundant Bracing

Grade

RedundantType

RedundantSize

K Factor

T9 30.000-

25.000

A572-50

(345 MPa)

Horizontal (1)

Diagonal (1)

Hip (1)

Single Angle

Single Angle

Single Angle

L38x38x3.2

L51x51x3.2

L44x44x3.2

1

1

1

T10 25.000-20.000

A572-50(345 MPa)

Horizontal (1)Diagonal (1)

Hip (1)


Single Angle

L38x38x3.2L51x51x3.2

L44x44x3.2

11

1

T11 20.000-

14.000

A572-50

(345 MPa)

Horizontal (1)

Diagonal (1)Hip (1)

Single Angle


L38x38x3.2

L51x51x3.2L51x51x3.2

1

11

T12 14.000-

8.000

A572-50

(345 MPa)

Horizontal (1)

Diagonal (1)

Hip (1)

Single Angle

Single Angle

Single Angle

L51x51x4.8

L51x51x4.8

L51x51x4.8

1

1

1

T13 8.000-

5.000

A572-50

(345 MPa)

Horizontal (1)

Horizontal (2)Horizontal (3)

Diagonal (1)

Diagonal (2)

Diagonal (3)Hip (1)

Hip (2)

Single Angle

Single Angle

Single Angle

L38x38x3.2

L44x44x3.2L51x51x3.2

L51x51x6.4

L51x51x4.8

L51x51x6.4L51x51x4.8

L51x51x4.8

1

1

1

T14 5.000-

0.000

A572-50

(345 MPa)

Horizontal (1)

Horizontal (2)


Hip (1)

Hip (2)

Single Angle

Single Angle

Single Angle

L38x38x3.2

L51x51x3.2

L51x51x6.4L51x51x4.8

L51x51x4.8

L51x51x4.8

1

1

1





Page

6 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client




Tower

Elevation

m

Gusset

Area

(per face)

m2

Gusset

Thickness

mm

Gusset Grade Adjust. Factor

A f

Adjust.

Factor

Ar

Weight Mult. Double Angle

Stitch Bolt

Spacing

Diagonals

mm

Double Angle

Stitch Bolt

Spacing

Horizontals

mm

T1 66.000-

60.000

0.018 6 A36

(248 MPa)

1 1 1.25 0 0

T2 60.000-56.000

0.018 6 A36(248 MPa)

1 1 1.25 0 0

T3 56.000-

52.000

0.018 8 A36

(248 MPa)

1 1 1.25 0 0

T4 52.000-50.000

0.018 10 A36(248 MPa)

1 1 1.25 0 0

T5 50.000-

45.000

0.018 10 A36

(248 MPa)

1 1 1.25 0 0

T6 45.000-

40.000

0.018 10 A36

(248 MPa)

1 1 1.25 0 0

T7 40.000-

35.000

0.021 10 A36

(248 MPa)

1 1 1.25 0 0

T8 35.000-

30.000

0.021 10 A36

(248 MPa)

1 1 1.25 0 0

T9 30.000-

25.000

0.024 10 A36

(248 MPa)

1 1 1.25 0 0

T10 25.000-

20.000

0.024 10 A36

(248 MPa)

1 1 1.25 0 0

T11 20.000-

14.000

0.024 10 A36

(248 MPa)

1 1 1.25 0 0

T12 14.000-

8.000

0.024 10 A36

(248 MPa)

1 1 1.25 0 0

T13 8.000-

5.000

0.024 10 A36

(248 MPa)

1 1 1.25 0 0

T14 5.000-

0.000

0.024 10 A36

(248 MPa)

1 1 1.25 0 0


K Factors1

Tower

Elevation

m

Calc

K

Single

Angles

Calc

K

Solid

Rounds

Legs X

Brace

Diags

X

Y

K

Brace

Diags

X

Y

Single

Diags

X

Y

Girts

X

Y

Horiz.

X

Y

Sec.

Horiz.

X

Y

Inner

Brace

X

YT1 66.000-

60.000

No No 1 1

1

1

1

1

1

1

1

1

1

1

1

1

1T2 60.000-

56.000

No No 1 1

1

1

1

1

1

1

1

1

1

1

1

1

1

T3 56.000-

52.000

No No 1 1

1

1

1

1

1

1

1

1

1

1

1

1

1

T4 52.000-50.000

No No 1 11

11

11

0.51

11

11

11

T5 50.000-

45.000

No No 1 1

1

1

1

1

1

0.5

1

1

1

1

1

1

1

T6 45.000-40.000

No No 1 11

11

11

0.51

11

11

11





Page

7 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



K Factors1

Tower

Elevation

m

Calc

K

Single

Angles

Calc

K

Solid

Rounds

Legs X

Brace

Diags

X

Y

K

Brace

Diags

X

Y

Single

Diags

X

Y

Girts

X

Y

Horiz.

X

Y

Sec.

Horiz.

X

Y

Inner

Brace

X

Y

T7 40.000-35.000

No No 1 11

11

11

0.51

11

11

11

T8 35.000-30.000

No No 1 11

11

11

0.51

11

11

11

T9 30.000-

25.000

No No 1 1

1

1

1

1

1

0.5

1

1

1

1

1

1

1

T10 25.000-20.000

No No 1 11

11

11

0.51

11

11

11

T11 20.000-

14.000

No No 1 1

1

1

1

1

1

0.5

1

1

1

1

1

1

1

T12 14.000-

8.000

No No 0.75 1

1

1

1

1

1

0.25

1

1

1

1

1

1

1T13 8.000-

5.000

No No 1 1

1

1

1

1

1

0.25

1

1

1

1

1

1

1

T14 5.000-

0.000

No No 1 1

1

1

1

1

1

0.25

1

1

1

1

1

1


the overall length.


Tower

Elevation

m


Net Width

Deduct

mm

U Net Width

Deduct

mm

U Net Width

Deduct

mm

U Net

Width

Deduct

mm

U Net

Width

Deduct

mm

U Net

Width

Deduct

mm

U Net

Width

Deduct

mm

U

T1 66.000-

60.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T2 60.000-

56.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T3 56.000-52.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T4 52.000-

50.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T5 50.000-45.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T6 45.000-

40.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T7 40.000-35.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T8 35.000-

30.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T9 30.000-

25.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T10 25.000-

20.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T11 20.000-

14.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T12 14.000-

8.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75

T13 8.000-

5.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75





Page

8 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Tower Elevation

m


Net Width

Deduct

mm

U Net Width

Deduct

mm

U Net Width

Deduct

mm

U Net

Width

Deduct

mm

U Net

Width

Deduct

mm

U Net

Width

Deduct

mm

U Net

Width

Deduct

mm

U

T14 5.000-

0.000

0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75


Tower

Elevation

m

Leg

Connection

Type


Bolt Size

mm

No. Bolt Size

mm

No. Bolt Size

mm

No. Bolt Size

mm

No. Bolt Size

mm

No. Bolt Size

mm

No. Bolt Size

mm

No.

T1 66.000-

60.000

Sleeve DS 16

A325N

8 16

A325N

2 16

A325N

2 16

A307

1 16

A325N

0 13

A307

1 16

A307

1

T2 60.000-

56.000

Sleeve DS 16

A325N

12 16

A325N

2 16

A325N

2 16

A307

1 16

A325N

0 13

A307

1 16

A307

1

T3 56.000-

52.000

Sleeve DS 16

A325N

12 16

A325N

2 16

A325N

2 16

A307

1 16

A325N

0 16

A325N

2 16

A307

1

T4 52.000-

50.000

Sleeve DS 16

A325N

16 19

A325N

2 16

A325N

2 16

A307

2 16

A325N

0 16

A307

2 16

A307

2

T5 50.000-

45.000

Sleeve DS 16

A325N

14 16

A325N

2 16

A325N

2 16

A307

2 16

A325N

0 16

A307

2 16

A307

2

T6 45.000-40.000

Sleeve DS 16A325N

14 16A325N

2 16A325N

2 16A307

2 16A325N

0 16A307

2 16A307

2

T7 40.000-35.000

Sleeve DS 16A325N

20 16A325N

2 16A325N

2 16A307

2 16A325N

0 16A307

2 16A307

2

T8 35.000-30.000

Sleeve DS 16A325N

20 16A325N

3 16A325N

2 16A307

2 16A325N

0 16A307

2 16A307

2

T9 30.000-25.000

Sleeve DS 16A325N

20 16A325N

2 16A325N

2 16A307

2 16A325N

0 16A307

2 16A307

2

T10 25.000-

20.000

Sleeve DS 16

A325N

24 16

A325N

2 16

A325N

2 16

A307

2 16

A325N

0 16

A307

2 16

A307

2

T11 20.000-14.000

Sleeve DS 16A325N

28 16A325N

2 16A325N

2 16A307

2 16A325N

0 16A307

2 16A307

2

T12 14.000-

8.000

Sleeve DS 16

A325N

28 16

A325N

2 16

A325N

2 16

A307

2 16

A325N

0 16

A307

2 16

A307

2

T13 8.000-

5.000

Sleeve DS 16

A325N

28 16

A325N

2 16

A325N

2 16

A307

2 16

A325N

0 16

A307

2 16

A307

2

T14 5.000-

0.000

Sleeve DS 16

A325N

28 19

A325N

3 16

A325N

2 16

A307

2 16

A325N

0 16

A307

2 16

A307

2

Feed Line/Linear Appurtenances - Entered As Round Or Flat

Description Face

or

Leg

Allow

Shield

Component

Type

Placement

m

Total

Number

Number

Per Row

Clear

Spacing

mm

Width or

Diameter

mm

Perimeter

mm

Weight

kglm

RF 1 1/4 inch-50 (1-1/4

FOAM)

D No Ar (CfAe) 66.000 - 0.000 4 4 39 39 1.00

RF 1 1/4 inch-50 (1-1/4

FOAM)

D No Ar (CfAe) 60.000 - 0.000 6 6 39 39 1.00





Page

9 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Description Faceor

Leg

AllowShield

ComponentType

Placement

m

Total Number

NumberPer Row

ClearSpacing

mm

Width or Diameter

mm

Perimeter

mm

Weight

kglm

RF 1 1/4 inch-50 (1-1/4

FOAM)

D No Ar (CfAe) 50.000 - 0.000 3 3 39 39 1.00

RF 1 1/4 inch-50 (1-1/4

FOAM)

D No Ar (CfAe) 41.000 - 0.000 2 2 39 39 1.00

RF 1/2 inch-50 (1/2

FOAM)

D No Ar (CfAe) 35.000 - 0.000 8 8 16 16 0.37

Feedline Ladder (Af) D No Af (CfAe) 55.000 - 0.000 1 1 76 76 305 12.50

Feed Line/Linear Appurtenances - Entered As Area

Description Face

or Leg

Allow

Shield

Component

Type

Placement

m

Total

Number

C A A A

m2 /m

Weight

kglm

Climbing Ladder B No CaAa (In Face) 50.000 - 0.000 1 No Ice 0.088 11.76

Feed Line/Linear Appurtenances Section Areas

Tower

Section

Tower

Elevation

m

Face A R

m2

AF

m2

C A A A

In Face

m2

C A A A

Out Face

m2

Weight

kg

T1 66.000-60.000 AB

C

D

0.0000.000

0.000

0.939

0.0000.000

0.000

0.000

0.0000.000

0.000

0.000

0.0000.000

0.000

0.000

0.000.00

0.00

23.93

T2 60.000-56.000 AB

CD

0.0000.000

0.0001.565

0.0000.000

0.0000.000

0.0000.000

0.0000.000

0.0000.000

0.0000.000

0.000.00

0.0039.88

T3 56.000-52.000 A

B

CD

0.000

0.000

0.0001.565

0.000

0.000

0.0000.229

0.000

0.000

0.0000.000

0.000

0.000

0.0000.000

0.00

0.00

0.0077.38

T4 52.000-50.000 A

B

CD

0.000

0.000

0.0000.782

0.000

0.000

0.0000.152

0.000

0.000

0.0000.000

0.000

0.000

0.0000.000

0.00

0.00

0.0044.94

T5 50.000-45.000 A

B

C

D

0.000

0.000

0.000

2.543

0.000

0.000

0.000

0.381

0.000

0.442

0.000

0.000

0.000

0.000

0.000

0.000

0.00

58.78

0.00

127.31

T6 45.000-40.000 A

BC

D

0.000

0.0000.000

2.621

0.000

0.0000.000

0.381

0.000

0.4420.000

0.000

0.000

0.0000.000

0.000

0.00

58.780.00

129.31T7 40.000-35.000 A

BC

D

0.000

0.0000.000

2.934

0.000

0.0000.000

0.381

0.000

0.4420.000

0.000

0.000

0.0000.000

0.000

0.00

58.780.00

137.28

T8 35.000-30.000 A

BC

D

0.000

0.0000.000

3.574

0.000

0.0000.000

0.381

0.000

0.4420.000

0.000

0.000

0.0000.000

0.000

0.00

58.780.00

152.16

T9 30.000-25.000 A

B

C

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.442

0.000

0.000

0.000

0.000

0.00

58.78

0.00





Page

10 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



TowerSection

Tower Elevation

m

Face A R

m2

AF

m2

C A A A

In Face

m2

C A A A

Out Face

m2

Weight

kg

D 3.574 0.381 0.000 0.000 152.16

T10 25.000-20.000 AB

CD

0.0000.000

0.0003.574

0.0000.000

0.0000.381

0.0000.442

0.0000.000

0.0000.000

0.0000.000

0.0058.78

0.00152.16

T11 20.000-14.000 A

B

CD

0.000

0.000

0.0004.289

0.000

0.000

0.0000.457

0.000

0.530

0.0000.000

0.000

0.000

0.0000.000

0.00

70.54

0.00182.60

T12 14.000-8.000 A

B

CD

0.000

0.000

0.0004.289

0.000

0.000

0.0000.457

0.000

0.530

0.0000.000

0.000

0.000

0.0000.000

0.00

70.54

0.00182.60

T13 8.000-5.000 A

B

C

D

0.000

0.000

0.000

2.144

0.000

0.000

0.000

0.229

0.000

0.265

0.000

0.000

0.000

0.000

0.000

0.000

0.00

35.27

0.00

91.30

T14 5.000-0.000 AB

C

D

0.0000.000

0.000

3.574

0.0000.000

0.000

0.381

0.0000.442

0.000

0.000

0.0000.000

0.000

0.000

0.0058.78

0.00

152.16

Feed Line Center of Pressure

Section Elevation

m

CP X

mm

CP Z

mm

CP X

Ice

mm

CP Z

Ice

mm

T1 66.000-60.000 0 47 0 47T2 60.000-56.000 0 95 0 95

T3 56.000-52.000 0 105 0 105

T4 52.000-50.000 0 122 0 122T5 50.000-45.000 0 217 0 217

T6 45.000-40.000 0 211 0 211

T7 40.000-35.000 0 185 0 185

T8 35.000-30.000 0 225 0 225

T9 30.000-25.000 0 271 0 271T10 25.000-20.000 0 319 0 319

T11 20.000-14.000 0 376 0 376

T12 14.000-8.000 0 424 0 424

T13 8.000-5.000 0 362 0 362T14 5.000-0.000 0 473 0 473


Description Face

or

Leg

Offset

Type

Offsets:

Horz

Lateral

Vert

m

m

m

Azimuth

Adjustment

°

Placement

m

C A A A

Front

m2

C A A A

Side

m2

Weight

kg

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.000

0.0000 61.500 No Ice 0.665 0.363 10.00





Page

11 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Description Faceor

Leg

OffsetType

Offsets: Horz

Lateral

Vert

m

m

m

Azimuth Adjustment

°

Placement

m

C A A A Front

m2

C A A A Side

m2

Weight

kg

0.000

ANTENA PANEL UHF

0.48x0.983

B From Face 0.000

0.000

0.000

0.0000 61.500 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

C From Face 0.000

0.000

0.000

0.0000 61.500 No Ice 0.665 0.363 10.00



0.000

0.0000 61.500 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.000

0.000

0.0000 60.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

B From Face 0.000

0.000

0.000

0.0000 60.000 No Ice 0.665 0.363 10.00



0.000

0.0000 60.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

D From Face 0.000

0.000

0.000

0.0000 60.000 No Ice 0.665 0.363 10.00



0.000

0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

B From Face 0.000

0.0000.000

0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

D From Face 0.000

0.000

0.000

0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00



0.000

0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

B From Face 0.000

0.0000.000

0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

D From Face 0.000

0.000

0.000

0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.0000.000

0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00



0.000

0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00



0.000

0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.0000.000

0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

B From Face 0.000

0.000

0.000

0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

D From Face 0.000

0.000

0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00





Page

12 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Description Faceor

Leg

OffsetType

Offsets: Horz

Lateral

Vert

m

m

m

Azimuth Adjustment

°

Placement

m

C A A A Front

m2

C A A A Side

m2

Weight

kg

0.000

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.000

0.000

0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

B From Face 0.000

0.000

0.000

0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00



0.000

0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

A From Face 0.000

0.000

0.000

0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00

ANTENA PANEL UHF

0.48x0.983

B From Face 0.000

0.000

0.000

0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00



0.000

0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00

ANTENA PANEL FM

KATHREIN

A From Face 0.000

0.000

0.000

0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19



0.000

0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19

ANTENA PANEL FM

KATHREIN

A From Face 0.000

0.0000.000

0.0000 46.000 - 44.000 No Ice 0.378 0.205 84.19

ANTENA PANEL FM

KATHREIN

A From Face 0.000

0.000

0.000

0.0000 44.000 - 42.000 No Ice 0.378 0.205 84.19



0.000

0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19

ANTENA PANEL FM

KATHREIN

B From Face 0.000

0.0000.000

0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19

ANTENA PANEL FM

KATHREIN

C From Face 0.000

0.000

0.000

0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19

ANTENA PANEL FM

KATHREIN

C From Face 0.000

0.0000.000

0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19



0.000

0.0000 46.000 - 44.000 No Ice 0.378 0.205 84.19



0.000

0.0000 44.000 - 42.000 No Ice 0.378 0.205 84.19

ANTENA PANEL FM

KATHREIN

D From Face 0.000

0.0000.000

0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19

ANTENA PANEL FM

KATHREIN

D From Face 0.000

0.000

0.000

0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19

ANTENA PANEL FM

KATHREIN

D From Face 0.000

0.000

0.0000 46.000 - 44.000 No Ice 0.378 0.205 84.19





Page

13 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Description Faceor

Leg

OffsetType

Offsets: Horz

Lateral

Vert

m

m

m

Azimuth Adjustment

°

Placement

m

C A A A Front

m2

C A A A Side

m2

Weight

kg

0.000

ANTENA PANEL FM

KATHREIN

D From Face 0.000

0.000

0.000

0.0000 44.000 - 42.000 No Ice 0.378 0.205 84.19

(2) ANTENA PANEL FM

KATHREIN

A From Face 0.000

0.000

0.000

0.0000 41.800 - 40.800 No Ice 0.378 0.205 84.19

(2) ANTENA PANEL FMKATHREIN


0.000

0.0000 40.800 - 39.800 No Ice 0.378 0.205 84.19

(2) ANTENA PANEL FM

KATHREIN

A From Face 0.000

0.000

0.000

0.0000 39.800 - 38.800 No Ice 0.378 0.205 84.19

(2) ANTENA PANEL FM

KATHREIN

A From Face 0.000

0.000

0.000

0.0000 38.800 - 37.800 No Ice 0.378 0.205 84.19

RYMSA UHF/AT15-250PANEL


0.000

0.0000 66.000 - 65.000 No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250

PANEL

B From Face 0.000

0.000

0.000

0.0000 66.000 - 65.000 No Ice 0.665 0.363 10.00



0.000

0.0000 66.000 - 65.000 No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250

PANEL

D From Face 0.000

0.0000.000

0.0000 66.000 - 65.000 No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250

PANEL

A From Face 0.000

0.000

0.000

0.0000 65.000 - 64.000 No Ice 0.665 0.363 10.00



0.000

0.0000 65.000 - 64.000 No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250

PANEL

C From Face 0.000

0.0000.000

0.0000 65.000 - 64.000 No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250

PANEL

D From Face 0.000

0.000

0.000

0.0000 65.000 - 64.000 No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250

PANEL

A From Face 0.000

0.0000.000

0.0000 64.000 - 63.000 No Ice 0.665 0.363 10.00



0.000

0.0000 64.000 - 63.000 No Ice 0.665 0.363 10.00



0.000

0.0000 64.000 - 63.000 No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250

PANEL

D From Face 0.000

0.0000.000

0.0000 64.000 - 63.000 No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250

PANEL

A From Face 0.000

0.000

0.000

0.0000 63.000 - 62.000 No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250

PANEL

B From Face 0.000

0.000

0.0000 63.000 - 62.000 No Ice 0.665 0.363 10.00





Page

14 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Description Faceor

Leg

OffsetType

Offsets: Horz

Lateral

Vert

m

m

m

Azimuth Adjustment

°

Placement

m

C A A A Front

m2

C A A A Side

m2

Weight

kg

0.000

RYMSA UHF/AT15-250

PANEL

C From Face 0.000

0.000

0.000

0.0000 63.000 - 62.000 No Ice 0.665 0.363 10.00

RYMSA UHF/AT15-250

PANEL

D From Face 0.000

0.000

0.000

0.0000 63.000 - 62.000 No Ice 0.665 0.363 10.00

Dishes

Description Face

or

Leg

Dish

Type

Offset

Type

Offsets:

Horz

Lateral

Vert

m

Azimuth

Adjustment

°

3 dB

Beam

Width

°

Elevation

m

Outside

Diameter

m

Aperture

Area

m2

Weight

kg


Radome

From

Face

0.000

0.000

0.000

0.0000 35.000 1.829 No Ice 2.626 64.86


Radome

From

Face

0.000

0.000

0.000

0.0000 31.800 2.438 No Ice 4.673 113.85


Radome

From

Leg

0.000

0.000

0.000

0.0000 31.500 2.438 No Ice 4.673 113.85


w/Shroud (HP)

From

Face

0.000

0.000

0.000

0.0000 26.500 3.048 No Ice 7.293 182.34


Radome

From

Face

0.000

0.0000.000

0.0000 23.500 2.438 No Ice 4.673 113.85


Radome

From

Leg

0.000

0.000

0.000

0.0000 19.000 2.438 No Ice 4.673 113.85


w/Shroud (HP)

From

Leg

0.000

0.000

0.000

0.0000 13.000 1.829 No Ice 2.626 64.86


Face

0.000

0.0000.000

0.0000 8.500 1.219 No Ice 1.171 90.72


G H = 1.109





Page

15 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section Elevation

m

z

m

K Z q z

MPa

AG

m2

F a

c

e

AF

m2

A R

m2

Aleg

m2

Leg%

C A A A In

Face

m2

C A A A Out

Face

m2

T1 66.000-60.000

63.000 1.689 0.00 3.859 AB

CD

1.3751.375

1.3751.375

0.0000.000

0.0000.939

0.914 66.5266.52

66.5239.53

0.0000.000

0.0000.000

0.0000.000

0.0000.000

T2 60.000-

56.000

58.000 1.65 0.00 2.570 A

B

CD

0.930

0.930

0.9300.930

0.000

0.000

0.0001.565

0.608 65.39

65.39

65.3924.37

0.000

0.000

0.0000.000

0.000

0.000

0.0000.000

T3 56.000-

52.000

54.000 1.616 0.00 2.570 A

B

CD

0.930

0.930

0.9301.158

0.000

0.000

0.0001.565

0.608 65.39

65.39

65.3922.33

0.000

0.000

0.0000.000

0.000

0.000

0.0000.000

T4 52.000-

50.000

51.000 1.59 0.00 2.659 A

B

C

D

1.025

1.025

1.025

1.178

0.000

0.000

0.000

0.782

0.451 44.03

44.03

44.03

23.03

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000T5 50.000-

45.000

47.500 1.558 0.00 9.912 A

B

C

D

1.676

1.676

1.676

2.057

0.000

0.000

0.000

2.543

0.760 45.33

45.33

45.33

16.52

0.000

0.442

0.000

0.000

0.000

0.000

0.000

0.000T6 45.000-

40.000

42.500 1.509 0.00 9.912 A

BC

D

1.834

1.8341.834

2.215

0.000

0.0000.000

2.621

0.760 41.43

41.4341.43

15.72

0.000

0.4420.000

0.000

0.000

0.0000.000

0.000

T7 40.000-

35.000

37.500 1.456 0.00 10.462 A

BC

D

2.601

2.6012.601

2.982

0.000

0.0000.000

2.934

1.524 58.59

58.5958.59

25.76

0.000

0.4420.000

0.000

0.000

0.0000.000

0.000

T8 35.000-

30.000

32.500 1.398 0.00 10.462 A

BCD

2.447

2.4472.4472.828

0.000

0.0000.0003.574

1.524 62.29

62.2962.2923.81

0.000

0.4420.0000.000

0.000

0.0000.0000.000

T9 30.000-

25.000

27.500 1.333 0.00 11.183 A

B

CD

2.170

2.170

2.1702.551

0.000

0.000

0.0003.574

1.018 46.92

46.92

46.9216.62

0.000

0.442

0.0000.000

0.000

0.000

0.0000.000

T10 25.000-

20.000

22.500 1.259 0.00 13.568 A

B

CD

2.287

2.287

2.2872.668

0.000

0.000

0.0003.574

1.018 44.53

44.53

44.5316.32

0.000

0.442

0.0000.000

0.000

0.000

0.0000.000

T11 20.000-14.000

17.000 1.162 0.00 19.446 AB

C

D

2.8002.800

2.800

3.257

0.0000.000

0.000

4.289

1.222 43.6543.65

43.65

16.19

0.0000.530

0.000

0.000

0.0000.000

0.000

0.000

T12 14.000-8.000

11.000 1.026 0.00 22.884 AB

CD

3.0013.001

3.0013.459

0.0000.000

0.0004.289

1.222 40.7140.71

40.7115.77

0.0000.530

0.0000.000

0.0000.000

0.0000.000

T13 8.000-

5.000

6.500 1 0.00 13.387 A

BC

D

2.381

2.3812.381

2.610

0.000

0.0000.000

2.144

0.618 25.97

25.9725.97

13.01

0.000

0.2650.000

0.000

0.000

0.0000.000

0.000

T14 5.000-

0.000

2.500 1 0.00 27.199 A

BC

D

3.590

3.5903.590

3.971

0.000

0.0000.000

3.574

1.288 35.89

35.8935.89

17.08

0.000

0.4420.000

0.000

0.000

0.0000.000

0.000





Page

16 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client




G H = 1.109

Section

Elevation

m

z

m

K Z q z

MPa

AG

m2

F

a

c

e

AF

m2

A R

m2

Aleg

m2

Leg

%

C A A A

In

Face

m2

C A A A

Out

Face

m2

T1 66.000-

60.000

63.000 1.689 0.00 3.859 A

B

C

D

1.375

1.375

1.375

1.375

0.000

0.000

0.000

0.939

0.914 66.52

66.52

66.52

39.53

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000T2 60.000-

56.000

58.000 1.65 0.00 2.570 A

B

C

D

0.930

0.930

0.930

0.930

0.000

0.000

0.000

1.565

0.608 65.39

65.39

65.39

24.37

0.000

0.000

0.000

0.000

0.000

0.000

0.000

0.000T3 56.000-

52.00054.000 1.616 0.00 2.570 A

B

C

D

0.9300.930

0.930

1.158

0.0000.000

0.000

1.565

0.608 65.3965.39

65.39

22.33

0.000

0.0000.000

0.000

0.000

0.0000.000

0.000

T4 52.000-

50.000

51.000 1.59 0.00 2.659 A

B

CD

1.025

1.025

1.0251.178

0.000

0.000

0.0000.782

0.451 44.03

44.03

44.0323.03

0.000

0.000

0.0000.000

0.000

0.000

0.0000.000

T5 50.000-

45.000

47.500 1.558 0.00 9.912 A

B

CD

1.676

1.676

1.6762.057

0.000

0.000

0.0002.543

0.760 45.33

45.33

45.3316.52

0.000

0.442

0.0000.000

0.000

0.000

0.0000.000

T6 45.000-

40.000

42.500 1.509 0.00 9.912 A

B

C

D

1.834

1.834

1.834

2.215

0.000

0.000

0.000

2.621

0.760 41.43

41.43

41.43

15.72

0.000

0.442

0.000

0.000

0.000

0.000

0.000

0.000

T7 40.000-35.000

37.500 1.456 0.00 10.462 AB

C

D

2.6012.601

2.601

2.982

0.0000.000

0.000

2.934

1.524 58.5958.59

58.59

25.76

0.0000.442

0.000

0.000

0.0000.000

0.000

0.000T8 35.000-

30.000

32.500 1.398 0.00 10.462 A

BC

D

2.447

2.4472.447

2.828

0.000

0.0000.000

3.574

1.524 62.29

62.2962.29

23.81

0.000

0.4420.000

0.000

0.000

0.0000.000

0.000

T9 30.000-

25.000

27.500 1.333 0.00 11.183 A

BC

D

2.170

2.1702.170

2.551

0.000

0.0000.000

3.574

1.018 46.92

46.9246.92

16.62

0.000

0.4420.000

0.000

0.000

0.0000.000

0.000

T10 25.000-

20.000

22.500 1.259 0.00 13.568 A

BC

D

2.287

2.2872.287

2.668

0.000

0.0000.000

3.574

1.018 44.53

44.5344.53

16.32

0.000

0.4420.000

0.000

0.000

0.0000.000

0.000

T11 20.000-14.000 17.000 1.162 0.00 19.446 AB

CD

2.8002.800

2.8003.257

0.0000.000

0.0004.289

1.222 43.6543.65

43.6516.19

0.0000.530

0.0000.000

0.0000.000

0.0000.000

T12 14.000-

8.000

11.000 1.026 0.00 22.884 A

B

CD

3.001

3.001

3.0013.459

0.000

0.000

0.0004.289

1.222 40.71

40.71

40.71

15.77

0.000

0.530

0.000

0.000

0.000

0.000

0.000

0.000

T13 8.000-5.000

6.500 1 0.00 13.387 AB

C

D

2.3812.381

2.381

2.610

0.0000.000

0.000

2.144

0.618 25.9725.97

25.97

13.01

0.0000.265

0.000

0.000

0.0000.000

0.000

0.000

T14 5.000-0.000

2.500 1 0.00 27.199 AB

3.5903.590

0.0000.000

1.288 35.8935.89

0.0000.442

0.0000.000





Page

17 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section Elevation

m

z

m

K Z q z

MPa

AG

m2

F a

c

e

AF

m2

A R

m2

Aleg

m2

Leg%

C A A A In

Face

m2

C A A A Out

Face

m2

CD

3.5903.971

0.0003.574

35.8917.08

0.0000.000

0.0000.000


Section

Elevation

m

Add

Weight

kg

Self

Weight

kg

F

a

c

e


m2

F

kg

w

kglm

Ctrl.

Face

T1 66.000-

60.000

27.55 399.29 A

BC

D

0.356

0.3560.356

0.599

2.406

2.4062.406

1.901

0.635

0.6350.635

0.753

1

11

1

1

11

1

1.375

1.3751.375

2.082

514.89 85.81 D

T2 60.000-

56.000

43.50 415.15 A

B

CD

0.362

0.362

0.3620.971

2.389

2.389

2.3892.042

0.637

0.637

0.6371

1

1

11

1

1

11

0.930

0.930

0.9302.494

647.37 161.84 D

T3 56.000-

52.000

81.85 415.15 A

B

CD

0.362

0.362

0.3621

2.389

2.389

2.3892.1

0.637

0.637

0.6371

1

1

11

1

1

11

0.930

0.930

0.9302.723

639.94* 159.99 D

T4 52.000-

50.000

50.31 521.47 A

B

CD

0.386

0.386

0.3860.737

2.319

2.319

2.3191.824

0.646

0.646

0.6460.847

1

1

11

1

1

11

1.025

1.025

1.0251.841

411.38 205.69 D

T5 50.000-

45.000

191.46 1033.69 A

BC

D

0.169

0.1690.169

0.464

3.117

3.1173.117

2.123

0.585

0.5850.585

0.68

1

11

1

1

11

1

1.676

1.6761.676

3.786

1018.09 203.62 D

T6 45.000-40.000

193.46 940.40 AB

C

D

0.1850.185

0.185

0.488

3.0453.045

3.045

2.074

0.5870.587

0.587

0.691

11

1

1

11

1

1

1.8341.834

1.834

4.027

1022.51 204.50 D

T7 40.000-

35.000

202.33 1123.65 A

BC

D

0.249

0.2490.249

0.565

2.78

2.782.78

1.943

0.602

0.6020.602

0.733

1

11

1

1

11

1

2.601

2.6012.601

5.133

1168.46 233.69 D

T8 35.000-

30.000

217.21 1292.86 A

BC

D

0.234

0.2340.234

0.612

2.839

2.8392.839

1.887

0.598

0.5980.598

0.761

1

11

1

1

11

1

2.447

2.4472.447

5.547

1175.34 235.07 D

T9 30.000-

25.000

218.11 1532.00 A

B

CD

0.194

0.194

0.1940.548

3.006

3.006

3.0061.968

0.589

0.589

0.5890.723

1

1

11

1

1

11

2.170

2.170

2.1705.135

1083.39 216.68 D

T10 25.000-

20.000

218.11 1603.17 A

B

C

D

0.169

0.169

0.169

0.46

3.119

3.119

3.119

2.132

0.584

0.584

0.584

0.678

1

1

1

1

1

1

1

1

2.287

2.287

2.287

5.090

1095.35 219.07 D

T11 20.000-

14.000

260.30 2072.82 A

B

C

D

0.144

0.144

0.144

0.388

3.233

3.233

3.233

2.313

0.581

0.581

0.581

0.647

1

1

1

1

1

1

1

1

2.800

2.800

2.800

6.031

1295.89 215.98 D

T12 14.000-8.000

260.30 2447.30 AB

C

D

0.1310.131

0.131

0.339

3.2953.295

3.295

2.461

0.5790.579

0.579

0.628

11

1

1

11

1

1

3.0013.001

3.001

6.154

1238.89 206.48 D





Page

18 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section Elevation

m

AddWeight

kg

SelfWeight

kg

Fa

c

e


m2

F

kg

w

kglm

Ctrl.Face

T13 8.000-5.000

133.73 1566.11 AB

CD

0.1780.178

0.1780.355

3.0773.077

3.0772.409

0.5860.586

0.5860.634

11

11

11

11

2.3812.381

2.3813.970

757.29 252.43 D

T14 5.000-

0.000

218.11 2246.63 A

B

CD

0.132

0.132

0.1320.277

3.291

3.291

3.2912.671

0.579

0.579

0.5790.609

1

1

11

1

1

11

3.590

3.590

3.5906.148

1299.25 259.85 D

Sum Weight: 2316.30 17692.96 *2Ag

limit

OTM 397621

kg-m

13368.04


Section

Elevation

m

Add

Weight

kg

Self

Weight

kg

F

a

c

e


m2

F

kg

w

kglm

Ctrl.

Face

T1 66.000-

60.000

27.55 399.29 A

BC

D

0.356

0.3560.356

0.599

2.406

2.4062.406

1.901

0.635

0.6350.635

0.753

1.2

1.21.2

1.2

1.2

1.21.2

1.2

1.650

1.6501.650

2.498

617.86 102.98 D

T2 60.000-

56.000

43.50 415.15 A

B

CD

0.362

0.362

0.3620.971

2.389

2.389

2.3892.042

0.637

0.637

0.6371

1.2

1.2

1.21.2

1.2

1.2

1.21.2

1.116

1.116

1.1162.993

653.14* 163.29 D

T3 56.000-52.000

81.85 415.15 AB

CD

0.3620.362

0.3621

2.3892.389

2.3892.1

0.6370.637

0.6371

1.21.2

1.21.2

1.21.2

1.21.2

1.1161.116

1.1163.268

639.94*

159.99 D

T4 52.000-

50.000

50.31 521.47 A

B

C

D

0.386

0.386

0.386

0.737

2.319

2.319

2.319

1.824

0.6460.646

0.646

0.847

1.21.2

1.2

1.2

1.21.2

1.2

1.2

1.2311.231

1.231

2.209

493.66 246.83 D

T5 50.000-45.000

191.46 1033.69 AB

C

D

0.1690.169

0.169

0.464

3.1173.117

3.117

2.123

0.5850.585

0.585

0.68

1.1271.127

1.127

1.2

1.1271.127

1.127

1.2

1.8891.889

1.889

4.543

1211.09 242.22 D

T6 45.000-

40.000

193.46 940.40 A

BC

D

0.185

0.1850.185

0.488

3.045

3.0453.045

2.074

0.587

0.5870.587

0.691

1.139

1.1391.139

1.2

1.139

1.1391.139

1.2

2.089

2.0892.089

4.833

1216.74 243.35 D

T7 40.000-

35.000

202.33 1123.65 A

BC

D

0.249

0.2490.249

0.565

2.78

2.782.78

1.943

0.602

0.6020.602

0.733

1.186

1.1861.186

1.2

1.186

1.1861.186

1.2

3.086

3.0863.086

6.159

1392.24 278.45 D

T8 35.000-

30.000

217.21 1292.86 A

BC

D

0.234

0.2340.234

0.612

2.839

2.8392.839

1.887

0.598

0.5980.598

0.761

1.175

1.1751.175

1.2

1.175

1.1751.175

1.2

2.876

2.8762.876

6.657

1400.89 280.18 D

T9 30.000-

25.000

218.11 1532.00 A

B

C

D

0.194

0.194

0.194

0.548

3.006

3.006

3.006

1.968

0.589

0.589

0.589

0.723

1.146

1.146

1.146

1.2

1.146

1.146

1.146

1.2

2.486

2.486

2.486

6.162

1290.99 258.20 D

T10 25.000-

20.000

218.11 1603.17 A

B

C

0.169

0.169

0.169

3.119

3.119

3.119

0.584

0.584

0.584

1.126

1.126

1.126

1.126

1.126

1.126

2.576

2.576

2.576

1305.85 261.17 D





Page

19 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section Elevation

m

AddWeight

kg

SelfWeight

kg

Fa

c

e


m2

F

kg

w

kglm

Ctrl.Face

D 0.46 2.132 0.678 1.2 1.2 6.108T11 20.000-

14.000

260.30 2072.82 A

BC

D

0.144

0.1440.144

0.388

3.233

3.2333.233

2.313

0.581

0.5810.581

0.647

1.108

1.1081.108

1.2

1.108

1.1081.108

1.2

3.102

3.1023.102

7.237

1545.58 257.60 D

T12 14.000-

8.000

260.30 2447.30 A

BC

D

0.131

0.1310.131

0.339

3.295

3.2953.295

2.461

0.579

0.5790.579

0.628

1.098

1.0981.098

1.2

1.098

1.0981.098

1.2

3.297

3.2973.297

7.385

1478.28 246.38 D

T13 8.000-

5.000

133.73 1566.11 A

BC

D

0.178

0.1780.178

0.355

3.077

3.0773.077

2.409

0.586

0.5860.586

0.634

1.133

1.1331.133

1.2

1.133

1.1331.133

1.2

2.699

2.6992.699

4.764

904.66 301.55 D

T14 5.000-

0.000

218.11 2246.63 A

B

CD

0.132

0.132

0.1320.277

3.291

3.291

3.2912.671

0.579

0.579

0.5790.609

1.099

1.099

1.0991.2

1.099

1.099

1.0991.2

3.945

3.945

3.9457.378

1552.29 310.46 D

Sum Weight: 2316.30 17692.96 *2Ag

limit

OTM 460698

kg-m

15703.22


Section

Elevation

m

Add

Weight

kg

Self

Weight

kg

F

a

c

e


m2

F

kg

w

kglm

Ctrl.

Face

T1 66.000-

60.000

27.55 399.29 A

BC

D

0.356

0.3560.356

0.599

2.406

2.4062.406

1.901

0.635

0.6350.635

0.753

1

11

1

1

11

1

1.375

1.3751.375

2.082

128.72 21.45 D

T2 60.000-

56.000

43.50 415.15 A

B

C

D

0.362

0.362

0.362

0.971

2.389

2.389

2.389

2.042

0.637

0.637

0.637

1

1

1

1

1

1

1

1

1

0.930

0.930

0.930

2.494

161.84 40.46 D

T3 56.000-

52.000

81.85 415.15 A

B

C

D

0.362

0.362

0.362

1

2.389

2.389

2.389

2.1

0.637

0.637

0.637

1

1

1

1

1

1

1

1

1

0.930

0.930

0.930

2.723

159.99* 40.00 D

T4 52.000-50.000

50.31 521.47 AB

C

D

0.3860.386

0.386

0.737

2.3192.319

2.319

1.824

0.6460.646

0.646

0.847

11

1

1

11

1

1

1.0251.025

1.025

1.841

102.85 51.42 D

T5 50.000-45.000

191.46 1033.69 AB

C

D

0.1690.169

0.169

0.464

3.1173.117

3.117

2.123

0.5850.585

0.585

0.68

11

1

1

11

1

1

1.6761.676

1.676

3.786

254.52 50.90 D

T6 45.000-40.000

193.46 940.40 AB

C

D

0.1850.185

0.185

0.488

3.0453.045

3.0452.074

0.5870.587

0.5870.691

11

11

11

11

1.8341.834

1.8344.027

255.63 51.13 D

T7 40.000-

35.000

202.33 1123.65 A

B

CD

0.249

0.249

0.2490.565

2.78

2.78

2.781.943

0.602

0.602

0.6020.733

1

1

11

1

1

11

2.601

2.601

2.6015.133

292.12 58.42 D

T8 35.000-

30.000

217.21 1292.86 A

B

0.234

0.234

2.839

2.839

0.598

0.598

1

1

1

1

2.447

2.447

293.84 58.77 D





Page

20 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section Elevation

m

AddWeight

kg

SelfWeight

kg

Fa

c

e


m2

F

kg

w

kglm

Ctrl.Face

CD

0.2340.612

2.8391.887

0.5980.761

11

11

2.4475.547

T9 30.000-25.000

218.11 1532.00 AB

C

D

0.1940.194

0.194

0.548

3.0063.006

3.006

1.968

0.5890.589

0.589

0.723

11

1

1

11

1

1

2.1702.170

2.170

5.135

270.85 54.17 D

T10 25.000-20.000

218.11 1603.17 AB

C

D

0.1690.169

0.169

0.46

3.1193.119

3.119

2.132

0.5840.584

0.584

0.678

11

1

1

11

1

1

2.2872.287

2.287

5.090

273.84 54.77 D

T11 20.000-14.000

260.30 2072.82 AB

C

D

0.1440.144

0.144

0.388

3.2333.233

3.233

2.313

0.5810.581

0.581

0.647

11

1

1

11

1

1

2.8002.800

2.800

6.031

323.97 54.00 D

T12 14.000-

8.000

260.30 2447.30 A

BC

D

0.131

0.1310.131

0.339

3.295

3.2953.295

2.461

0.579

0.5790.579

0.628

1

11

1

1

11

1

3.001

3.0013.001

6.154

309.72 51.62 D

T13 8.000-

5.000

133.73 1566.11 A

BC

D

0.178

0.1780.178

0.355

3.077

3.0773.077

2.409

0.586

0.5860.586

0.634

1

11

1

1

11

1

2.381

2.3812.381

3.970

189.32 63.11 D

T14 5.000-

0.000

218.11 2246.63 A

B

C

D

0.132

0.132

0.132

0.277

3.291

3.291

3.291

2.671

0.579

0.579

0.579

0.609

1

1

1

1

1

1

1

1

3.590

3.590

3.590

6.148

324.81 64.96 D

Sum Weight: 2316.30 17692.96 *2Ag

limit

OTM 99405 kg-

m

3342.01


Section

Elevation

m

Add

Weight

kg

Self

Weight

kg

F

a

c

e


m2

F

kg

w

kglm

Ctrl.

Face

T1 66.000-

60.000

27.55 399.29 A

B

C

D

0.356

0.356

0.356

0.599

2.406

2.406

2.406

1.901

0.635

0.635

0.635

0.753

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.650

1.650

1.650

2.498

154.47 25.74 D

T2 60.000-

56.000

43.50 415.15 A

B

C

D

0.362

0.362

0.362

0.971

2.389

2.389

2.389

2.042

0.637

0.637

0.637

1

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.116

1.116

1.116

2.993

163.29* 40.82 D

T3 56.000-

52.000

81.85 415.15 A

B

C

D

0.362

0.362

0.362

1

2.389

2.389

2.389

2.1

0.637

0.637

0.637

1

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.2

1.116

1.116

1.116

3.268

159.99* 40.00 D

T4 52.000-

50.000

50.31 521.47 A

B

C

D

0.386

0.386

0.386

0.737

2.319

2.3192.319

1.824

0.646

0.6460.646

0.847

1.2

1.21.2

1.2

1.2

1.21.2

1.2

1.231

1.2311.231

2.209

123.41 61.71 D

T5 50.000-

45.000

191.46 1033.69 A

BC

D

0.169

0.1690.169

0.464

3.117

3.1173.117

2.123

0.585

0.5850.585

0.68

1.127

1.1271.127

1.2

1.127

1.1271.127

1.2

1.889

1.8891.889

4.543

302.77 60.55 D

T6 45.000- 193.46 940.40 A 0.185 3.045 0.587 1.139 1.139 2.089 304.18 60.84 D





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Section Elevation

m

AddWeight

kg

SelfWeight

kg

Fa

c

e


m2

F

kg

w

kglm

Ctrl.Face

40.000 BC

D

0.1850.185

0.488

3.0453.045

2.074

0.5870.587

0.691

1.1391.139

1.2

1.1391.139

1.2

2.0892.089

4.833T7 40.000-

35.000

202.33 1123.65 A

B

C

D

0.249

0.249

0.249

0.565

2.78

2.78

2.78

1.943

0.602

0.602

0.602

0.733

1.186

1.186

1.186

1.2

1.186

1.186

1.186

1.2

3.086

3.086

3.086

6.159

348.06 69.61 D

T8 35.000-

30.000

217.21 1292.86 A

B

C

D

0.234

0.234

0.234

0.612

2.839

2.839

2.839

1.887

0.598

0.598

0.598

0.761

1.175

1.175

1.175

1.2

1.175

1.175

1.175

1.2

2.876

2.876

2.876

6.657

350.22 70.04 D

T9 30.000-

25.000

218.11 1532.00 A

B

C

D

0.194

0.194

0.194

0.548

3.006

3.006

3.006

1.968

0.589

0.589

0.589

0.723

1.146

1.146

1.146

1.2

1.146

1.146

1.146

1.2

2.486

2.486

2.486

6.162

322.75 64.55 D

T10 25.000-20.000

218.11 1603.17 AB

C

D

0.1690.169

0.169

0.46

3.1193.119

3.119

2.132

0.5840.584

0.584

0.678

1.1261.126

1.126

1.2

1.1261.126

1.126

1.2

2.5762.576

2.576

6.108

326.46 65.29 D

T11 20.000-14.000

260.30 2072.82 AB

CD

0.1440.144

0.1440.388

3.2333.233

3.2332.313

0.5810.581

0.5810.647

1.1081.108

1.1081.2

1.1081.108

1.1081.2

3.1023.102

3.1027.237

386.39 64.40 D

T12 14.000-

8.000

260.30 2447.30 A

B

CD

0.131

0.131

0.1310.339

3.295

3.295

3.2952.461

0.579

0.579

0.5790.628

1.098

1.098

1.0981.2

1.098

1.098

1.0981.2

3.297

3.297

3.2977.385

369.57 61.59 D

T13 8.000-

5.000

133.73 1566.11 A

B

CD

0.178

0.178

0.1780.355

3.077

3.077

3.0772.409

0.586

0.586

0.5860.634

1.133

1.133

1.1331.2

1.133

1.133

1.1331.2

2.699

2.699

2.6994.764

226.17 75.39 D

T14 5.000-

0.000

218.11 2246.63 A

B

C

D

0.132

0.132

0.132

0.277

3.291

3.291

3.291

2.671

0.579

0.579

0.579

0.609

1.099

1.099

1.099

1.2

1.099

1.099

1.099

1.2

3.945

3.945

3.945

7.378

388.07 77.61 D

Sum Weight: 2316.30 17692.96 *2Ag

limit

OTM 115174

kg-m

3925.80

Force Totals

Load

Case Vertical

Forces

kg

Sum of

Forces

Xkg

Sum of

Forces

Zkg

Sum of

Overturning

Moments, M xkg-m

Sum of

Overturning

Moments, M zkg-m

Sum of Torques

kg-m

Leg Weight 9344.94



Total Weight 23056.34 1616 1189

Wind 0 deg - No Ice 323.77 -19916.42 -683221 -12062 -1320

Wind 45 deg - No Ice 15987.71 -15901.70 -537161 -526476 2660

Wind 90 deg - No Ice 20103.50 25.91 -5259 -676096 4087

Wind 180 deg - No Ice 469.44 19448.61 669294 -6236 1238Total Weight 23056.34 1616 1189

Wind 0 deg - Service 80.94 -4979.10 -170998 -2123 -330

Wind 45 deg - Service 3996.93 -3975.43 -134483 -130727 665





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LoadCase

VerticalForces

kg

Sum ofForces

X

kg

Sum ofForces

Z

kg

Sum ofOverturning

Moments, M xkg-m

Sum ofOverturning

Moments, M zkg-m

Sum of Torques

kg-m


Load Combinations

Comb.

No.

Description

1 Dead Only








Section

No.

Elevation

m

Component

Type

Condition Gov.

Load

Comb.

Force

kg

Major Axis

Moment

kg-m

Minor Axis

Moment

kg-m

T1 66 - 60 Leg Max Tension 3 7116.57 -2 3Max. Compression 3 -7373.08 -12 -1

Max. Mx 3 435.11 17 -10

Max. My 4 2852.24 -6 15

Max. Vy 4 -72.77 -7 3

Max. Vx 4 -50.64 1 8Diagonal Max Tension 4 1237.04 0 0


Max. Mx 2 290.76 0 0

Max. My 3 -45.48 0 0Max. Vy 2 -1.40 0 0



Max. Mx 1 0.01 0 0

Max. My 3 -5.74 0 0Max. Vy 1 1.36 0 0

Max. Vx 3 -0.00 0 0T2 60 - 56 Leg Max Tension 3 20652.23 2 3


Max. Mx 3 405.72 41 -24Max. My 5 10377.74 -18 35

Max. Vy 2 96.54 28 -17

Max. Vx 5 94.22 7 8


Max. Mx 2 1446.37 0 0Max. My 3 -1119.42 0 0

Max. Vy 2 1.39 0 0

Max. Vx 3 -0.03 0 0






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Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m


Max. Mx 1 2.34 0 0Max. My 3 -108.30 0 0

Max. Vy 1 1.36 0 0Max. Vx 3 -0.00 0 0

T3 56 - 52 Leg Max Tension 3 41530.40 -32 37

Max. Compression 3 -39182.30 -79 -78

Max. Mx 3 41518.77 94 93Max. My 3 41518.77 94 93

Max. Vy 2 -307.84 -82 56

Max. Vx 3 -115.17 94 93


Max. Mx 2 2473.16 0 0

Max. My 4 -221.00 0 0

Max. Vy 2 1.39 0 0



Max. Mx 1 4.34 0 0

Max. My 3 -162.10 0 0Max. Vy 1 1.36 0 0



Max. Mx 3 30786.67 93 93

Max. My 3 30786.67 93 93Max. Vy 3 96.52 93 93

Max. Vx 3 97.87 93 93


Max. Compression 3 -10143.91 0 0Max. Mx 2 -3915.35 -3 0Max. My 3 -3574.65 0 1

Max. Vy 2 7.02 0 0

Max. Vx 3 2.83 0 0


Max. Mx 4 1135.75 -1 0

Max. My 4 -1083.77 0 0

Max. Vy 4 2.73 0 0Max. Vx 4 -0.91 0 0


Max. Mx 4 -4790.42 1 0

Max. My 2 4772.79 0 0

Max. Vy 4 -3.39 0 0Max. Vx 2 1.13 0 0


Max. Mx 1 1.41 1 0

Max. My 4 101.62 0 0Max. Vy 1 -2.42 0 0

Max. Vx 4 -0.00 0 0

T5 50 - 45 Leg Max Tension 3 23408.19 -20 -20

Max. Compression 3 -24813.25 12 14Max. Mx 5 -17559.90 39 -5

Max. My 5 -17589.58 -5 39Max. Vy 3 61.41 -32 -31

Max. Vx 3 -58.50 28 30







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Bogotá - Colombia

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Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m

Max. Mx 2 2220.88 -1 0

Max. My 4 331.37 0 0Max. Vy 2 2.25 0 0



Max. Mx 5 67.19 2 0

Max. My 2 67.07 2 0Max. Vy 5 -4.76 2 0

Max. Vx 2 -0.12 2 0



Max. My 4 87.68 0 0

Max. Vy 1 4.39 0 0

Max. Vx 4 -0.00 0 0


Max. Mx 1 133.79 7 0

Max. My 4 1.12 0 0

Max. Vy 1 -10.33 0 0Max. Vx 4 0.13 0 0


Max. Mx 5 -22785.63 73 -11

Max. My 5 -27023.20 -11 73

Max. Vy 5 93.67 -41 -24Max. Vx 2 93.08 -23 -41



Max. Mx 2 2784.95 -1 0Max. My 4 28.77 0 0Max. Vy 2 2.83 0 0

Max. Vx 4 -0.05 0 0


Max. Compression 3 -197.03 -2 -1Max. Mx 5 113.72 4 0

Max. My 5 -72.64 1 -2

Max. Vy 5 6.66 4 0

Max. Vx 5 2.38 1 -2Top Girt Max Tension 2 142.56 0 0


Max. My 4 6.89 0 0

Max. Vy 1 4.39 0 0


Max. Compression 3 -54472.25 -142 -1Max. Mx 3 -54393.55 -323 -3

Max. My 3 -753.63 -15 -202

Max. Vy 3 -521.55 315 0Max. Vx 3 216.01 -15 -202



Max. Mx 2 3176.00 -1 0Max. My 4 -369.74 0 0

Max. Vy 2 2.83 0 0Max. Vx 4 -0.05 0 0

Horizontal Max Tension 3 557.86 3 -1


Max. Mx 5 532.14 4 0





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Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m

Max. My 4 -255.71 0 3

Max. Vy 5 6.39 4 0Max. Vx 4 -2.73 0 0


Max. Mx 1 13.34 -2 0

Max. My 4 10.41 0 0

Max. Vy 1 4.39 0 0Max. Vx 4 -0.00 0 0

T8 35 - 30 Leg Max Tension 3 68960.87 379 16


Max. Mx 3 -72994.31 478 -13Max. My 3 -1108.44 -33 -315

Max. Vy 3 -989.90 478 -13

Max. Vx 3 -392.26 -33 -315



Max. My 4 -473.63 0 0

Max. Vy 2 -4.47 0 0

Max. Vx 4 0.06 0 0Horizontal Max Tension 3 1041.55 4 -2

Max. Compression 3 -1170.39 -3 -2Max. Mx 5 677.96 6 1

Max. My 4 -326.66 0 4

Max. Vy 5 7.90 6 1



Max. Mx 1 10.41 -2 0

Max. My 4 4.07 0 0Max. Vy 1 4.39 0 0Max. Vx 4 -0.00 0 0

T9 30 - 25 Leg Max Tension 3 67395.92 -145 -143

Max. Compression 3 -70996.87 113 104

Max. Mx 3 -70851.76 202 189Max. My 2 -48050.86 -48 -193

Max. Vy 4 326.26 -158 -75

Max. Vx 3 412.89 -178 -179

Diagonal Max Tension 5 8122.38 -6 9Max. Compression 2 -9025.63 0 0

Max. Mx 3 -4565.37 -16 -23Max. My 3 -5954.87 -15 26

Max. Vy 3 13.88 -16 -23

Max. Vx 3 -19.82 0 0


Max. Mx 2 22.80 1 0Max. My 4 -8.08 1 0

Max. Vy 2 3.72 1 0



Max. Mx 8 -217.11 6 0

Max. My 4 32.91 0 0Max. Vy 8 -11.53 0 0


Bracing



Max. Mx 1 38.71 0 0





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Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m

Max. My 4 -390.76 0 0

Max. Vy 1 0.62 0 0Max. Vx 4 -0.03 0 0




Max. Mx 2 622.49 0 0

Max. My 2 400.67 0 0Max. Vy 2 0.94 0 0

Max. Vx 2 0.12 0 0

Redund Hip 1

Bracing



Max. Mx 1 -0.37 0 0

Max. My 3 0.89 0 0

Max. Vy 1 1.03 0 0

Max. Vx 3 -0.00 0 0Inner Bracing Max Tension 3 146.94 0 0


Max. Mx 1 9.75 4 0

Max. My 4 29.22 0 0Max. Vy 1 -6.21 0 0


Max. Compression 3 -78299.98 193 185

Max. Mx 3 -77861.92 202 189

Max. My 5 -51577.69 65 192Max. Vy 3 325.04 -197 -183

Max. Vx 3 -376.20 -197 -183


Max. Compression 2 -8381.47 0 0Max. Mx 3 -4202.59 -14 -20Max. My 3 -4951.23 -14 22

Max. Vy 3 13.10 -14 -20

Max. Vx 3 -16.13 0 0


Max. Mx 2 -10.92 1 0

Max. My 4 -9.95 1 0

Max. Vy 2 4.02 1 0Max. Vx 4 0.37 1 0


Max. Mx 8 1780.87 9 0

Max. My 4 312.35 0 0

Max. Vy 8 -14.37 0 0Max. Vx 4 -0.69 0 0




Max. Mx 1 45.22 0 0Max. My 4 -609.96 0 0

Max. Vy 1 0.75 0 0

Max. Vx 4 -0.04 0 0




Max. My 2 311.42 0 0

Max. Vy 2 1.12 0 0

Max. Vx 2 0.12 0 0





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Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m

Redund Hip 1

Bracing



Max. Mx 1 -0.49 0 0Max. My 3 0.84 0 0

Max. Vy 1 1.25 0 0

Max. Vx 3 -0.00 0 0


Max. Mx 1 88.71 7 0

Max. My 4 23.50 0 0

Max. Vy 1 -7.74 0 0Max. Vx 4 0.04 0 0

T11 20 - 14 Leg Max Tension 3 80059.77 -157 -155

Max. Compression 3 -86132.85 168 173

Max. Mx 4 -54678.31 -205 -40

Max. My 2 -56415.91 -34 -200Max. Vy 4 339.52 -205 -40

Max. Vx 5 328.66 -59 -191



Max. My 2 -7463.06 -6 -19Max. Vy 3 10.83 -13 -18

Max. Vx 2 -11.89 0 0



Max. My 5 -47.96 2 0

Max. Vy 2 4.64 2 0



Max. Mx 5 -6180.11 12 0

Max. My 4 387.35 0 -1

Max. Vy 5 -16.47 0 0Max. Vx 4 -0.79 0 0

Redund Horz 1

Bracing



Max. My 4 -515.16 0 0Max. Vy 1 0.90 0 0

Max. Vx 4 -0.04 0 0

Redund Diag 1

Bracing



Max. Mx 2 593.70 -1 0Max. My 2 254.50 0 0

Max. Vy 2 1.34 0 0


Bracing



Max. Mx 1 -1.00 0 0Max. My 3 -1.01 0 0

Max. Vy 1 1.72 0 0Max. Vx 3 -0.00 0 0



Max. Mx 1 105.64 9 0





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Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m

Max. My 4 21.68 0 0

Max. Vy 1 -9.26 0 0Max. Vx 4 0.03 0 0


Max. Mx 4 -58512.71 -178 -34

Max. My 2 -59323.40 -40 -178

Max. Vy 2 270.67 -176 -42Max. Vx 5 257.78 -44 -171



Max. Mx 3 -5048.76 -15 -20Max. My 2 -9235.79 -8 -22

Max. Vy 3 13.73 -15 -20

Max. Vx 2 -13.15 0 0



Max. My 2 -46.72 2 0

Max. Vy 2 5.39 2 0



Max. My 4 505.95 0 -1

Max. Vy 1 26.09 0 0


Bracing



Max. Mx 1 59.57 0 0Max. My 4 -423.62 0 0Max. Vy 1 2.12 0 0

Max. Vx 4 -0.10 0 0

Redund Diag 1

Bracing



Max. Mx 2 454.80 -1 0

Max. My 4 214.49 0 0

Max. Vy 2 2.29 0 0Max. Vx 4 -0.21 0 0

Redund Hip 1Bracing



Max. Mx 1 -1.60 -1 0

Max. My 3 -1.77 0 0Max. Vy 1 3.00 0 0

Max. Vx 3 -0.00 0 0Inner Bracing Max Tension 2 156.29 0 0


Max. Mx 1 110.56 14 0Max. My 4 25.07 0 0

Max. Vy 1 -11.10 0 0

Max. Vx 4 0.02 0 0

T13 8 - 5 Leg Max Tension 3 83087.61 11 13Max. Compression 3 -90611.24 -16 -16

Max. Mx 3 -89799.43 159 160Max. My 3 -89799.43 159 160

Max. Vy 3 392.86 -139 -135

Max. Vx 3 388.76 159 160






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Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m


Max. Mx 3 -10801.00 -22 -28Max. My 3 -11454.56 -22 29

Max. Vy 3 -30.43 -22 -28Max. Vx 3 -33.23 3 2



Max. Mx 1 268.12 -25 0Max. My 4 317.82 0 3

Max. Vy 1 -24.63 0 0

Max. Vx 4 2.97 0 0




Max. Mx 1 65.54 0 0

Max. My 4 -384.42 0 0

Max. Vy 1 -0.67 0 0Max. Vx 4 -0.08 0 0

Redund Horz 2

Bracing



Max. My 3 80.13 0 0Max. Vy 1 1.58 0 0

Max. Vx 3 -0.19 0 0

Redund Horz 3

Bracing



Max. Mx 1 65.54 -1 0

Max. My 3 80.13 0 0

Max. Vy 1 2.72 0 0Max. Vx 3 -0.33 0 0

Redund Diag 1

Bracing



Max. Mx 2 417.63 -1 0Max. My 4 328.16 0 0

Max. Vy 2 2.02 0 0

Max. Vx 4 -0.36 0 0




Max. My 4 35.27 0 0

Max. Vy 2 2.88 0 0


Bracing



Max. Mx 2 19.43 -3 0

Max. My 4 120.75 0 0Max. Vy 2 5.53 0 0

Max. Vx 4 -0.72 0 0

Redund Hip 1

Bracing



Max. Mx 1 1.72 0 0Max. My 3 2.96 0 0

Max. Vy 1 1.91 0 0

Max. Vx 3 -0.00 0 0

Redund Hip 2 Max Tension 3 33.09 0 0





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Project


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Bogotá - Colombia

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Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m

Bracing


Max. My 3 -9.53 0 0Max. Vy 1 3.81 0 0

Max. Vx 3 -0.00 0 0



Max. My 4 23.49 0 0

Max. Vy 1 -12.93 0 0



Max. Mx 2 -61379.68 -297 42

Max. My 4 -60183.43 46 -296

Max. Vy 2 -179.37 -297 42Max. Vx 2 177.81 -60 274



Max. Mx 3 -2775.15 -56 39Max. My 4 -8796.26 5 -59

Max. Vy 3 37.00 5 -7Max. Vx 4 -31.64 0 0

Top Girt Max Tension 3 54.13 6 -1


Max. Mx 2 -84.44 7 -1Max. My 2 -97.21 7 -1

Max. Vy 2 -13.84 7 -1

Max. Vx 3 -1.68 7 -1




Max. Mx 7 66.48 0 0

Max. My 3 1379.34 0 0

Max. Vy 7 -0.90 0 0Max. Vx 3 0.11 0 0

Redund Horz 2

Bracing



Max. My 2 -199.11 0 0Max. Vy 4 2.42 0 0

Max. Vx 2 -0.29 0 0

Redund Diag 1

Bracing



Max. Mx 4 1021.03 -1 0Max. My 4 535.32 0 0

Max. Vy 4 1.75 0 0


Bracing



Max. Mx 3 945.80 -2 0Max. My 4 154.09 0 0

Max. Vy 3 3.12 0 0Max. Vx 4 -0.60 0 0

Redund Hip 1

Bracing







Page

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Project


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Client



Section No.

Elevationm

ComponentType

Condition Gov. Load

Comb.

Force

kg

Major Axis Moment

kg-m

Minor Axis Moment

kg-m

Max. Mx 1 -3.44 -1 0

Max. My 4 -25.28 0 0Max. Vy 1 2.54 0 0


Bracing



Max. Mx 1 -8.16 -3 0Max. My 2 -44.62 0 0

Max. Vy 1 5.08 0 0

Max. Vx 2 0.00 0 0

Maximum Reactions


Load

Comb.

Vertical

kg

Horizontal, X

kg

Horizontal, Z

kg

Leg D Max. Vert 5 61477.87 10790.24 -5833.58

Max. Hx 5 61477.87 10790.24 -5833.58

Max. Hz 3 -83768.41 -11129.84 10716.34Min. Vert 3 -83768.41 -11129.84 10716.34

Min. Hx 3 -83768.41 -11129.84 10716.34

Min. Hz 5 61477.87 10790.24 -5833.58


Max. Hz 2 -50623.66 9212.53 3735.06

Min. Vert 2 -50623.66 9212.53 3735.06Min. Hx 5 62510.64 -11129.69 -5895.01

Min. Hz 4 62127.49 -6115.65 -10883.85

Leg B Max. Vert 3 94888.72 -12901.41 12924.18Max. Hx 5 -49938.72 8963.56 -3723.37

Max. Hz 3 94888.72 -12901.41 12924.18

Min. Vert 5 -49938.72 8963.56 -3723.37

Min. Hx 3 94888.72 -12901.41 12924.18

Min. Hz 5 -49938.72 8963.56 -3723.37Leg A Max. Vert 2 62155.28 11034.39 5856.74

Max. Hx 2 62155.28 11034.39 5856.74

Max. Hz 2 62155.28 11034.39 5856.74

Min. Vert 5 -50993.49 -9093.55 -3994.91Min. Hx 5 -50993.49 -9093.55 -3994.91

Min. Hz 4 -50580.94 -3766.12 -9298.39


Load

Combination

Vertical

kg

Shear x

kg

Shear z

kg

Overturning

Moment, M x kg-m

Overturning

Moment, M z kg-m

Torque

kg-m

Dead Only 23056.34 0.08 -0.09 1613 1188 0Dead+Wind 0 deg - No Ice 23056.30 323.78 -19914.65 -685366 -12075 -1335

Dead+Wind 45 deg - No Ice 23056.29 15986.31 -15900.24 -538679 -527904 2659

Dead+Wind 90 deg - No Ice 23056.30 20101.79 25.93 -5273 -678142 4101

Dead+Wind 180 deg - No Ice 23056.30 469.43 19446.87 671388 -6231 1252






Page

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Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



LoadCombination

Vertical

kg

Shear x

kg

Shear z

kg

Overturning Moment, M x

kg-m

Overturning Moment, M z

kg-m

Torque

kg-m

Dead+Wind 45 deg - Service 23056.34 3996.61 -3975.09 -133462 -131085 665

Dead+Wind 90 deg - Service 23056.34 5025.45 6.48 -102 -168644 1026Dead+Wind 180 deg - Service 23056.34 117.36 4861.71 169077 -659 313

Solution Summary

Load

Comb.


% ErrorPX

kg

PY

kg

PZ

kg

PX

kg

PY

kg

PZ

kg

1 0.00 -23056.34 -0.00 -0.08 23056.34 0.09 0.001%

2 323.77 -23056.34 -19916.42 -323.78 23056.30 19914.65 0.006%

3 15987.71 -23056.34 -15901.70 -15986.31 23056.29 15900.24 0.006%4 20103.50 -23056.34 25.91 -20101.79 23056.30 -25.93 0.006%

5 469.44 -23056.34 19448.61 -469.43 23056.30 -19446.87 0.006%

6 80.94 -23056.34 -4979.10 -80.95 23056.34 4978.67 0.002%

7 3996.93 -23056.34 -3975.42 -3996.61 23056.34 3975.09 0.002%

8 5025.87 -23056.34 6.48 -5025.45 23056.34 -6.48 0.002%9 117.36 -23056.34 4862.15 -117.36 23056.34 -4861.71 0.002%


Load

Combination

Converged? Number

of Cycles

Displacement

Tolerance

Force

Tolerance

1 Yes 6 0.00000001 0.000033422 Yes 15 0.00008777 0.00013883

3 Yes 15 0.00009515 0.00014954

4 Yes 15 0.00008762 0.00013824

5 Yes 15 0.00008773 0.00013922

6 Yes 15 0.00000001 0.00013283

7 Yes 15 0.00000001 0.000132708 Yes 15 0.00000001 0.00013214

9 Yes 15 0.00000001 0.00013353


Section No. Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt

°

Twist

°

T1 66 - 60 243.03 7 0.5172 0.0303

T2 60 - 56 189.37 7 0.4891 0.0291

T3 56 - 52 156.27 7 0.4387 0.0264T4 52 - 50 128.49 7 0.3273 0.0203

T5 50 - 45 118.49 7 0.2843 0.0199

T6 45 - 40 93.83 7 0.2644 0.0188

T7 40 - 35 71.38 7 0.2333 0.0173T8 35 - 30 51.59 7 0.2004 0.0151

T9 30 - 25 35.37 7 0.1553 0.0130T10 25 - 20 23.00 7 0.1195 0.0086

T11 20 - 14 13.57 7 0.0874 0.0058





Page

33 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

Horz. Deflection

mm

Gov. Load

Comb.

Tilt

°

Twist

°

T12 14 - 8 5.44 7 0.0570 0.0031

T13 8 - 5 0.55 7 0.0289 0.0016T14 5 - 0 0.61 7 0.0168 0.0011


Elevation

m

Appurtenance Gov.

Load

Comb.

Deflection

mm

Tilt

°

Twist

°

Radius of

Curvature

m

66.000 RYMSA UHF/AT15-250 PANEL 7 243.03 0.5172 0.0303 25494

65.500 RYMSA UHF/AT15-250 PANEL 7 238.48 0.5154 0.0303 2549465.000 RYMSA UHF/AT15-250 PANEL 7 233.93 0.5136 0.0302 25494






















42.000 ANTENA PANEL FM KATHREIN 7 80.02 0.2483 0.0179 896641.800 (2) ANTENA PANEL FM

KATHREIN

7 79.14 0.2468 0.0179 9176


7 76.95 0.2430 0.0177 9744


KATHREIN

7 74.79 0.2392 0.0176 10319


KATHREIN

7 72.65 0.2355 0.0174 10735


KATHREIN

7 70.54 0.2319 0.0172 10791


KATHREIN

7 68.45 0.2285 0.0170 10454


7 66.38 0.2253 0.0168 9914


KATHREIN

7 64.34 0.2222 0.0165 9349





Page

34 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Elevation

m


Comb.

Deflection

mm

Tilt

°

Twist

°

Radius ofCurvature

m


KATHREIN

7 62.32 0.2191 0.0163 8811

35.000 6 FT DISH 7 51.59 0.2004 0.0151 6728

31.800 8 FT DISH 7 40.75 0.1717 0.0140 614431.500 8 FT DISH 7 39.82 0.1689 0.0139 6090

26.500 HP10-59W 7 26.36 0.1294 0.0099 8010

23.500 8 FT DISH 7 19.89 0.1096 0.0075 9258

19.000 8 FT DISH 7 12.01 0.0818 0.0054 1018113.000 HP6-107G 7 4.30 0.0522 0.0028 12830

8.500 Andrew KP4/KP4F 7 0.69 0.0311 0.0017 4003


Section

No.

Elevation

m

Horz.

Deflection

mm

Gov.

Load

Comb.

Tilt

°

Twist

°

T1 66 - 60 983.57 3 2.0940 0.1196

T2 60 - 56 766.40 3 1.9784 0.1157

T3 56 - 52 632.59 3 1.7736 0.1050T4 52 - 50 520.32 3 1.3248 0.0812

T5 50 - 45 479.78 3 1.1523 0.0797

T6 45 - 40 379.86 3 1.0720 0.0754

T7 40 - 35 288.85 3 0.9467 0.0692

T8 35 - 30 208.60 3 0.8129 0.0606

T9 30 - 25 142.83 3 0.6297 0.0523T10 25 - 20 92.80 3 0.4842 0.0343

T11 20 - 14 54.69 3 0.3538 0.0234T12 14 - 8 21.90 3 0.2303 0.0125

T13 8 - 5 2.17 3 0.1168 0.0064

T14 5 - 0 2.49 3 0.0679 0.0044


Elevation

m

Appurtenance Gov.

Load

Comb.

Deflection

mm

Tilt

°

Twist

°

Radius of

Curvature

m


















Page

35 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Elevation

m


Comb.

Deflection

mm

Tilt

°

Twist

°

Radius ofCurvature

m














3 320.29 1.0013 0.0717 2296


KATHREIN

3 311.43 0.9860 0.0711 2442


3 302.67 0.9706 0.0704 2590


3 294.01 0.9554 0.0697 2695


KATHREIN

3 285.43 0.9410 0.0689 2704


3 276.95 0.9273 0.0681 2608


KATHREIN

3 268.56 0.9142 0.0672 2459


3 260.27 0.9016 0.0663 2307


KATHREIN

3 252.09 0.8891 0.0654 2171

35.000 6 FT DISH 3 208.60 0.8129 0.0606 1660

31.800 8 FT DISH 3 164.63 0.6963 0.0562 152131.500 8 FT DISH 3 160.85 0.6848 0.0557 1511

26.500 HP10-59W 3 106.39 0.5244 0.0397 1972

23.500 8 FT DISH 3 80.21 0.4438 0.0302 2285

19.000 8 FT DISH 3 48.40 0.3309 0.0215 250513.000 HP6-107G 3 17.27 0.2109 0.0111 3191

8.500 Andrew KP4/KP4F 3 2.72 0.1257 0.0068 981

Bolt Design Data

Section

No.

Elevation

m

Component

Type

Bolt

Grade

Bolt Size

mm

Number

Of

Bolts

Maximum

Load per

Bolt

kg

Allowable

Load

kg

Ratio

Load

Allowable

Allowable

Ratio

Criteria

T1 66 Leg A325N 16 8 13.82 5528.160.002

1.333 Bearing

Diagonal A325N 16 2 618.52 2922.370.212

1.333 Bolt Shear

Top Girt A325N 16 2 7.45 2922.370.003

1.333 Bolt Shear

T2 60 Leg A325N 16 12 1438.50 5528.160.260

1.333 Bearing

Diagonal A325N 16 2 1190.34 2922.370.407

1.333 Bolt Shear





Page

36 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

ComponentType

BoltGrade

Bolt Size

mm

Number Of

Bolts

Maximum Load per

Bolt

kg

Allowable Load

kg

Ratio Load

Allowable

Allowable Ratio

Criteria

Top Girt A325N 16 2 54.57 2922.370.019

1.333 Bolt Shear

T3 56 Leg A325N 16 12 3808.57 5528.160.689

1.333 Bearing

Diagonal A325N 16 2 1576.32 2922.370.539

1.333 Bolt Shear

Top Girt A325N 16 2 96.48 2922.370.033

1.333 Bolt Shear

T4 52 Leg A325N 16 16 3848.33 5528.160.696

1.333 Bearing

Diagonal A325N 19 2 5423.47 4208.211.289

1.333 Bolt Shear

Horizontal A307 16 2 586.93 1391.600.422

1.333 Bolt Shear

Top Girt A325N 16 2 2468.79 5844.720.422

1.333 Bolt Shear

T5 50 Leg A325N 16 14 2871.78 5528.160.519

1.333 Bearing

Diagonal A325N 16 2 1313.40 2922.370.449

1.333 Bolt Shear

Horizontal A307 16 2 65.90 1391.600.047

1.333 Bolt Shear

Top Girt A325N 16 2 1564.40 2922.370.535

1.333 Bolt Shear

T6 45 Leg A325N 16 14 4596.84 5528.160.832

1.333 Bearing

Diagonal A325N 16 2 1610.29 2922.370.551

1.333 Bolt Shear

Horizontal A307 16 2 98.52 1391.600.071

1.333 Bolt Shear

Top Girt A325N 16 2 92.82 2922.370.032

1.333 Bolt Shear

T7 40 Leg A325N 16 20 4659.12 5844.720.797

1.333 Bolt DS

Diagonal A325N 16 2 2010.13 2922.370.688

1.333 Bolt Shear

Horizontal A307 16 2 311.86 1391.600.224

1.333 Bolt Shear

Top Girt A325N 16 2 127.73 2922.37

0.044

1.333 Bolt Shear

T8 35 Leg A325N 16 20 6416.66 5844.721.098

1.333 Bolt DS

Diagonal A325N 16 3 1788.56 5844.720.306

1.333 Bolt Shear

Horizontal A307 16 2 585.19 1391.600.421

1.333 Bolt Shear

Top Girt A325N 16 2 136.80 2922.370.047

1.333 Bolt Shear

T9 30 Leg A325N 16 20 7098.09 5844.721.214

1.333 Bolt DS

Diagonal A325N 16 2 4512.81 5844.720.772

1.333 Bolt Shear

Horizontal A307 16 2 213.81 1391.600.154

1.333 Bolt Shear

Top Girt A325N 16 2 517.67 5844.720.089

1.333 Bolt Shear

T10 25 Leg A325N 16 24 6492.41 5844.721.111

1.333 Bolt DS

Diagonal A325N 16 2 4190.73 5844.720.717

1.333 Bolt Shear

Horizontal A307 16 2 202.45 1391.60

0.145

1.333 Bolt Shear

Top Girt A325N 16 2 3395.68 5844.720.581

1.333 Bolt Shear

T11 20 Leg A325N 16 28 6128.08 5844.721.048

1.333 Bolt DS

Diagonal A325N 16 2 3989.99 5844.720.683

1.333 Bolt Shear

Horizontal A307 16 2 150.39 1391.600.108

1.333 Bolt Shear

Top Girt A325N 16 2 3451.52 5844.720.591

1.333 Bolt Shear

T12 14 Leg A325N 16 28 6504.79 5844.721.113

1.333 Bolt DS

Diagonal A325N 16 2 4895.26 5844.720.838

1.333 Bolt Shear

Horizontal A307 16 2 143.03 1391.600.103

1.333 Bolt Shear

Top Girt A325N 16 2 4094.96 5844.720.701

1.333 Bolt Shear





Page

37 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

ComponentType

BoltGrade

Bolt Size

mm

Number Of

Bolts

Maximum Load per

Bolt

kg

Allowable Load

kg

Ratio Load

Allowable

Allowable Ratio

Criteria

T13 8 Leg A325N 16 28 6416.61 5844.721.098

1.333 Bolt DS

Diagonal A325N 16 2 5727.29 5844.720.980

1.333 Bolt Shear

Top Girt A325N 16 2 2734.50 2922.370.936

1.333 Bolt Shear

T14 5 Leg A325N 16 28 6508.78 5844.721.114

1.333 Bolt DS

Diagonal A325N 19 3 3723.64 4208.210.885

1.333 Bolt Shear

Top Girt A325N 16 2 129.44 2922.370.044

1.333 Bolt Shear

Compression Checks


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T1 66 - 60 L76x76x6 6.000 0.500 44.3

K=1.33

174 929 -7373.06 16465.77 0.448

T2 60 - 56 2L76x76x6.4 4.000 0.500 44.3

K=1.33

174 1855 -20718.34 32879.79 0.630

T3 56 - 52 2L76x76x6.4 4.000 0.500 44.3K=1.33

174 1855 -39182.32 32879.79 1.192

T4 52 - 50 2L102x102x6.4 2.213 1.107 54.8K=1.00

140 2503 -28965.06 35784.95 0.809

T5 50 - 45 3L76x76x6.4 5.000 1.250 83.1K=1.00

127 2782 -24813.23 35973.51 0.690

T6 45 - 40 3L76x76x6.4 5.000 1.250 83.1K=1.00

127 2782 -38749.73 35973.51 1.077

T7 40 - 35 4L76x76x6 5.000 1.250 39.4K=1.00

179 3716 -54472.38 67716.37 0.804

T8 35 - 30 4L76x76x6 5.000 1.250 39.4K=1.00

179 3716 -73030.66 67716.37 1.078

T9 30 - 25 L102x7.9+L102x12.7 5.011 1.253 62.6K=1.00

154 4265 -70996.75 66770.18 1.063

T10 25 - 20 L102x7.9+L102x12.7 5.011 1.253 62.6K=1.00

154 4265 -78300.04 66770.18 1.173

T11 20 - 14 L102x9.5+L127x12.7 6.014 1.503 75.7K=1.00

137 4910 -86132.68 68554.16 1.256

T12 14 - 8 2L102x102x12.7 6.014 1.503 56.8

K=0.75

160 4839 -91457.86 79134.65 1.156

T13 8 - 5 2L102x102x12.7 3.043 0.761 38.3

K=1.00

180 4839 -90611.45 88681.42 1.022

T14 5 - 0 L102x12.7+L152x12.7 5.072 1.691 67.7

K=1.00

147 6129 -91303.18 92029.38 0.992





Page

38 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client




Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T1 66 - 60 L51x51x4.8 0.781 0.682 68.1

K=1.00

147 461 -1218.77 6901.91 0.177

T2 60 - 56 L51x51x4.8 0.781 0.682 68.2

K=1.00

147 461 -2380.69 6900.37 0.345

T3 56 - 52 L51x51x4.8 0.781 0.682 68.2

K=1.00

147 461 -3152.65 6900.37 0.457

T4 52 - 50 L76x76x6.4 1.409 1.290 85.8

K=1.00

123 929 -10143.92 11646.58 0.871

T5 50 - 45 L51x51x4.8 1.582 1.520 151.9K=1.00

45 461 -2626.80 2098.77 1.252

T6 45 - 40 L64x64x4.8 1.582 1.520 120.9

K=1.00

70 582 -3220.58 4179.10 0.771

T7 40 - 35 L64x64x4.8 1.582 1.520 120.9

K=1.00

70 582 -4020.26 4180.00 0.962

T8 35 - 30 2L51x51x5 1.582 1.520 97.0

K=1.00

106 923 -5365.68 9985.29 0.537

T9 30 - 25 2L51x51x5 2.779 1.390 88.7

K=1.00

119 923 -9025.63 11170.80 0.808

T10 25 - 20 2L51x51x5 2.891 1.446 92.2

K=1.00

113 923 -8381.48 10671.90 0.785

T11 20 - 14 2L51x51x5 3.468 1.734 110.6

K=1.00

84 923 -7979.96 7913.10 1.008

T12 14 - 8 2L51x51x6 3.620 1.810 117.0K=1.00 75 1213 -9790.57 9303.27 1.052

T13 8 - 5 2L64x64x5 3.635 0.909 46.0

K=1.00

172 1161 -11454.57 20361.95 0.563

T14 5 - 0 L102x102x6.4 5.854 1.951 96.6

K=1.00

100 1252 -11170.94 12740.64 0.877


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T4 52 - 50 L51x51x4.8 1.270 1.168 116.7K=1.00

76 461 -1123.08 3555.47 0.316

T5 50 - 45 L51x51x4.8 1.940 0.932 93.1

K=1.00

112 461 -131.80 5272.42 0.025

T6 45 - 40 L51x51x4.8 1.940 1.864 118.9

K=1.00

73 461 -197.03 3423.49 0.058

T7 40 - 35 L51x51x4.8 1.940 1.864 118.9

K=1.00

73 461 -623.72 3424.22 0.182

T8 35 - 30 L51x51x4.8 1.940 1.864 118.9K=1.00

73 461 -1170.39 3424.22 0.342

T9 30 - 25 L51x51x4.8 2.178 1.038 103.8K=1.00

95 461 -427.62 4482.78 0.095





Page

39 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

T10 25 - 20 L51x51x4.8 2.655 1.277 127.6

K=1.00

63 461 -404.91 2974.65 0.136

T11 20 - 14 L51x51x4.8 3.181 1.539 153.8

K=1.00

44 461 -300.79 2046.69 0.147

T12 14 - 8 L51x51x4.8 3.754 1.826 182.5

K=1.00

31 461 -286.06 1454.81 0.197


Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

T1 66 - 60 L51x51x4.8 0.600 0.524 52.3

K=1.00

165 461 -14.24 7777.75 0.002

T2 60 - 56 L51x51x4.8 0.600 0.524 52.3

K=1.00

165 461 -108.37 7777.75 0.014

T3 56 - 52 L51x51x4.8 0.600 0.524 52.4

K=1.00

165 461 -192.96 7776.71 0.025

T4 52 - 50 2L51x51x6 0.600 0.524 24.3

K=1.00

192 1213 -4937.58 23731.19 0.208

T5 50 - 45 L51x51x4.8 1.940 1.838 117.3

K=1.00

75 461 -2981.78 3521.03 0.847

T6 45 - 40 L51x51x4.8 1.940 1.864 118.9

K=1.00

73 461 -185.64 3423.49 0.054

T7 40 - 35 L51x51x4.8 1.940 1.864 118.9

K=1.00

73 461 -255.45 3423.49 0.075

T8 35 - 30 L51x51x4.8 1.940 1.864 118.9

K=1.00

73 461 -273.60 3424.22 0.080

T9 30 - 25 2L51x51x6 1.940 1.864 86.4

K=1.00

122 1213 -1035.33 15090.57 0.069

T10 25 - 20 2L51x51x6 2.417 2.315 107.4

K=1.00

89 1213 -6242.84 11046.02 0.565

T11 20 - 14 2L64x64x5 2.894 2.792 105.7

K=1.00

92 1161 -6289.24 10904.55 0.577

T12 14 - 8 2L64x64x6 3.467 3.365 126.2

K=1.00

65 1535 -7367.52 10124.32 0.728

T13 8 - 5 L102x102x6.4 4.040 3.938 124.0

K=1.00

67 1252 -4856.98 8540.15 0.569

T14 5 - 0 L76x76x6.4 4.763 2.331 98.7

K=1.00

104 929 -258.88 9806.22 0.026


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T9 30 - 25 L38x38x3.2 0.545 0.494 65.6 150 232 -1066.16 3542.46 0.301





Page

40 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

K=1.00

T10 25 - 20 L38x38x3.2 0.664 0.613 81.5

K=1.00

129 232 -1175.83 3050.35 0.385

T11 20 - 14 L38x38x3.2 0.795 0.744 98.9

K=1.00

103 232 -1293.46 2437.17 0.531

T12 14 - 8 L51x51x4.8 0.938 0.888 88.7

K=1.00

119 461 -1373.43 5584.22 0.246

T13 8 - 5 L38x38x3.2 0.595 0.545 72.4K=1.00

141 232 -1368.86 3340.34 0.410

T14 5 - 0 L38x38x3.2 0.794 0.730 97.1K=1.00

106 232 -1379.34 2506.32 0.550


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T13 8 - 5 L44x44x3.2 1.191 1.140 129.4

K=1.00

61 272 -1368.86 1706.45 0.802

T14 5 - 0 L51x51x3.2 1.588 1.524 150.9

K=1.00

45 312 -1379.34 1440.02 0.958


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T13 8 - 5 L51x51x3.2 1.786 1.735 171.9

K=1.00

35 312 -1368.86 1110.90 1.232


Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

T9 30 - 25 L51x51x3.2 1.390 1.250 123.8

K=1.00

67 312 -1360.21 2140.51 0.635

T10 25 - 20 L51x51x3.2 1.446 1.329 131.6

K=1.00

59 312 -1280.12 1893.32 0.676

T11 20 - 14 L51x51x3.2 1.734 1.617 160.2

K=1.00

40 312 -1410.30 1278.76 1.103

T12 14 - 8 L51x51x4.8 1.810 1.708 170.7

K=1.00

35 461 -1324.40 1661.74 0.797

T13 8 - 5 L51x51x6.4 1.020 0.945 95.2 109 605 -1172.86 6722.83 0.174





Page

41 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

K=1.00

T14 5 - 0 L51x51x6.4 1.780 1.600 161.1

K=1.00

40 605 -1546.71 2448.91 0.632


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T13 8 - 5 L51x51x4.8 1.487 1.428 142.7K=1.00

51 461 -854.86 2377.18 0.360

T14 5 - 0 L51x51x4.8 2.177 2.098 209.7

K=1.00

23 461 -945.80 1101.61 0.859


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T13 8 - 5 L51x51x6.4 2.023 1.968 198.2K=1.00

26 605 -781.14 1617.80 0.483


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T9 30 - 25 L44x44x3.2 0.770 0.770 87.4

K=1.00

118 272 -61.82 3278.29 0.019

T10 25 - 20 L44x44x3.2 0.939 0.939 106.6K=1.00

90 272 -50.86 2510.07 0.020

T11 20 - 14 L51x51x3.2 1.124 1.124 111.4

K=1.00

82 312 -37.69 2624.89 0.014

T12 14 - 8 L51x51x4.8 1.327 1.327 132.6

K=1.00

59 461 -43.53 2754.23 0.016

T13 8 - 5 L51x51x4.8 0.842 0.842 84.1

K=1.00

125 461 -94.41 5893.84 0.016

T14 5 - 0 L51x51x4.8 1.123 1.123 112.2

K=1.00

82 461 -69.11 3848.52 0.018






Page

42 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T13 8 - 5 L51x51x4.8 1.684 1.684 168.3K=1.00

36 461 -55.76 1710.46 0.033

T14 5 - 0 L51x51x4.8 2.245 2.245 224.4K=1.00

20 461 -45.73 962.13 0.048


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

Pkg

Allow.

Pa kg

Ratio

PPa

T4 52 - 50 L64x64x4.8 0.849 0.773 61.4K=1.00

155 582 -120.34 9184.98 0.013

T5 50 - 45 L64x64x6.4 2.744 2.642 211.8K=1.00

23 768 -63.25 1796.67 0.035

T9 30 - 25 L51x51x4.8 2.744 2.667 266.5K=1.00

14 461 -142.22 681.74 0.209

KL/R > 250 (C) - 375T10 25 - 20 L51x51x4.8 3.418 3.317 331.4

K=1.00

9 461 -132.43 440.97 0.300

KL/R > 250 (C) - 450

T11 20 - 14 L51x51x4.8 4.093 3.991 398.8

K=1.00

6 461 -133.42 304.50 0.438

KL/R > 250 (C) - 525

T12 14 - 8 L51x51x4.8 4.903 4.801 479.8K=1.00

4 461 -156.29 210.39 0.743

KL/R > 250 (C) - 600

T13 8 - 5 L51x51x4.8 5.713 5.612 560.8K=1.00

3 461 -103.03 154.02 0.669

KL/R > 250 (C) - 675

Tension Checks


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T1 66 - 60 L76x76x6 6.000 0.500 21.2 224 687 7116.55 15699.97 0.453

T2 60 - 56 2L76x76x6.4 4.000 0.500 21.2 224 1613 20652.25 36854.39 0.560

T3 56 - 52 2L76x76x6.4 4.000 0.500 21.2 224 1613 41530.38 36854.39 1.127

T4 52 - 50 2L102x102x6.4 2.213 1.107 34.9 224 2261 30786.68 51670.08 0.596





Page

43 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

T5 50 - 45 3L76x76x6.4 5.000 1.250 52.9 224 2540 23408.18 58045.78 0.403

T6 45 - 40 3L76x76x6.4 5.000 1.250 52.9 224 2540 35669.06 58045.78 0.614

T7 40 - 35 4L76x76x6 5.000 1.250 39.4 224 2748 50297.96 62799.88 0.801

T8 35 - 30 4L76x76x6 5.000 1.250 39.4 224 2748 68961.03 62799.88 1.098

T9 30 - 25 L102x7.9+L102x12.7 5.011 1.253 40.1 224 3902 67396.13 89150.88 0.756

T10 25 - 20 L102x7.9+L102x12.7 5.011 1.253 40.1 224 3902 73306.90 89150.88 0.822

T11 20 - 14 L102x9.5+L127x12.7 6.014 1.503 48.5 224 4426 80059.98 101128.45 0.792

T12 14 - 8 2L102x102x12.7 6.014 1.503 48.5 224 4355 84505.19 99506.85 0.849

T13 8 - 5 2L102x102x12.7 3.043 0.761 24.6 224 4355 83087.71 99506.85 0.835

T14 5 - 0 L102x12.7+L152x12.7 5.072 1.691 43.2 224 5645 82756.59 128990.37 0.642


Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

T1 66 - 60 L51x51x4.8 0.781 0.682 43.5 224 278 1237.04 6350.48 0.195

T2 60 - 56 L51x51x4.8 0.781 0.682 43.5 224 278 2361.48 6350.48 0.372

T3 56 - 52 L51x51x4.8 0.781 0.682 43.5 224 278 3068.05 6350.48 0.483

T4 52 - 50 L76x76x6.4 1.409 1.290 54.6 224 591 10846.89 13502.54 0.803

T5 50 - 45 L51x51x4.8 1.582 1.520 97.0 224 278 2565.96 6350.48 0.404

T6 45 - 40 L64x64x4.8 1.582 1.520 76.9 224 368 3166.69 8418.00 0.376

T7 40 - 35 L64x64x4.8 1.582 1.520 76.9 224 368 3915.76 8418.00 0.465

T8 35 - 30 2L51x51x5 1.582 1.520 97.0 224 556 5211.19 12700.95 0.410

T9 30 - 25 2L51x51x5 2.779 1.390 88.7 224 556 8122.39 12700.95 0.640

T10 25 - 20 2L51x51x5 2.891 1.446 92.2 224 556 7981.87 12700.95 0.628

T11 20 - 14 2L51x51x5 3.468 1.734 110.6 224 556 7704.99 12700.95 0.607

T12 14 - 8 2L51x51x6 3.620 1.810 117.0 224 728 9025.13 16639.77 0.542





Page

44 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

T13 8 - 5 2L64x64x5 3.635 0.909 46.0 224 735 10541.90 16791.77 0.628

T14 5 - 0 L102x102x6.4 5.854 1.951 61.5 224 833 9908.36 19030.70 0.521


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

Pkg

Allow.

Pa kg

Ratio

P

Pa

T4 52 - 50 L51x51x4.8 1.270 1.168 74.5 224 278 1173.86 6350.48 0.185

T5 50 - 45 L51x51x4.8 1.940 0.932 59.5 224 278 100.89 6350.48 0.016

T6 45 - 40 L51x51x4.8 1.940 1.864 118.9 224 278 126.49 6350.48 0.020

T7 40 - 35 L51x51x4.8 1.940 1.864 118.9 224 278 557.86 6350.48 0.088

T8 35 - 30 L51x51x4.8 1.940 1.864 118.9 224 278 1041.55 6350.48 0.164

T9 30 - 25 L51x51x4.8 2.178 1.038 66.3 224 278 249.33 6350.48 0.039

T10 25 - 20 L51x51x4.8 2.655 1.277 81.5 224 278 271.77 6350.48 0.043

T11 20 - 14 L51x51x4.8 3.181 1.539 98.2 224 278 128.36 6350.48 0.020

T12 14 - 8 L51x51x4.8 3.754 1.826 116.5 224 278 101.35 6350.48 0.016

Top Girt Design Data (Tension)

Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T1 66 - 60 L51x51x4.8 0.600 0.524 33.4 224 278 14.90 6350.48 0.002

T2 60 - 56 L51x51x4.8 0.600 0.524 33.4 224 278 109.14 6350.48 0.017

T3 56 - 52 L51x51x4.8 0.600 0.524 33.4 224 278 191.46 6350.48 0.030

T4 52 - 50 2L51x51x6 0.600 0.524 33.9 224 728 4772.79 16639.77 0.287

T5 50 - 45 L51x51x4.8 1.940 1.838 117.3 224 278 3128.79 6350.48 0.493

T6 45 - 40 L51x51x4.8 1.940 1.864 118.9 224 278 142.56 6350.48 0.022





Page

45 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

ActualP

kg

Allow.Pa

kg

RatioP

Pa

T7 40 - 35 L51x51x4.8 1.940 1.864 118.9 224 278 179.60 6350.48 0.028

T8 35 - 30 L51x51x4.8 1.940 1.864 118.9 224 278 145.01 6350.48 0.023

T9 30 - 25 2L51x51x6 1.940 1.864 120.5 224 728 1014.29 16639.77 0.061

T10 25 - 20 2L51x51x6 2.417 2.315 149.7 224 728 6791.37 16639.77 0.408

T11 20 - 14 2L64x64x5 2.894 2.792 141.3 224 735 6903.04 16791.77 0.411

T12 14 - 8 2L64x64x6 3.467 3.365 172.3 224 970 8189.93 22167.93 0.369

T13 8 - 5 L102x102x6.4 4.040 3.938 124.0 224 848 5469.01 19376.20 0.282

T14 5 - 0 L76x76x6.4 4.763 2.331 98.7 224 606 54.13 13848.04 0.004


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T9 30 - 25 L38x38x3.2 0.545 0.494 41.8 207 232 1066.16 4890.32 0.218

T10 25 - 20 L38x38x3.2 0.664 0.613 51.9 207 232 1175.83 4890.32 0.240

T11 20 - 14 L38x38x3.2 0.795 0.744 63.0 207 232 1293.46 4890.32 0.264

T12 14 - 8 L51x51x4.8 0.938 0.888 56.6 207 461 1373.43 9729.56 0.141

T13 8 - 5 L38x38x3.2 0.595 0.545 46.1 207 232 1368.86 4890.32 0.280

T14 5 - 0 L38x38x3.2 0.794 0.730 61.8 207 232 1379.34 4890.32 0.282

Redundant Horizontal (2) Design Data (Tension)Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T13 8 - 5 L44x44x3.2 1.191 1.140 82.2 207 272 1368.86 5740.80 0.238

T14 5 - 0 L51x51x3.2 1.588 1.524 95.8 207 312 1379.34 6591.29 0.209





Page

46 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client




Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T13 8 - 5 L51x51x3.2 1.786 1.735 109.1 207 312 1368.86 6591.29 0.208


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

Pkg

Allow.

Pa kg

Ratio

PPa

T9 30 - 25 L51x51x3.2 1.390 1.250 78.6 207 312 1360.21 6591.29 0.206

T10 25 - 20 L51x51x3.2 1.446 1.329 83.6 207 312 1280.12 6591.29 0.194

T11 20 - 14 L51x51x3.2 1.734 1.617 101.7 207 312 1410.30 6591.29 0.214

T12 14 - 8 L51x51x4.8 1.810 1.708 109.0 207 461 1324.40 9729.56 0.136

T13 8 - 5 L51x51x6.4 1.020 0.945 61.1 207 605 1172.86 12764.09 0.092

T14 5 - 0 L51x51x6.4 1.780 1.600 103.4 207 605 1546.71 12764.09 0.121


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T13 8 - 5 L51x51x4.8 1.487 1.428 91.1 207 461 854.86 9729.56 0.088

T14 5 - 0 L51x51x4.8 2.177 2.098 133.9 207 461 945.80 9729.56 0.097


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T13 8 - 5 L51x51x6.4 2.023 1.968 127.2 207 605 781.14 12764.09 0.061





Page

47 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client




Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T9 30 - 25 L44x44x3.2 0.770 0.770 55.6 207 272 31.58 5740.80 0.006

T10 25 - 20 L44x44x3.2 0.939 0.939 67.7 207 272 27.28 5740.80 0.005

T11 20 - 14 L51x51x3.2 1.124 1.124 70.7 207 312 16.82 6591.29 0.003

T12 14 - 8 L51x51x4.8 1.327 1.327 84.7 207 461 16.03 9729.56 0.002

T13 8 - 5 L51x51x4.8 0.842 0.842 53.7 207 461 71.68 9729.56 0.007

T14 5 - 0 L51x51x4.8 1.123 1.123 71.6 207 461 52.47 9729.56 0.005


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T13 8 - 5 L51x51x4.8 1.684 1.684 107.5 207 461 33.09 9729.56 0.003

T14 5 - 0 L51x51x4.8 2.245 2.245 143.3 207 461 20.18 9729.56 0.002


Section

No.

Elevation

m

Size L

m

Lu

m

Kl/r F a

MPa

A

mm2

Actual

P

kg

Allow.

Pa

kg

Ratio

P

Pa

T4 52 - 50 L64x64x4.8 0.849 0.773 39.1 207 582 104.74 12274.21 0.009

T5 50 - 45 L64x64x6.4 2.744 2.642 135.2 207 768 187.01 16193.25 0.012

T9 30 - 25 L51x51x4.8 2.744 2.667 170.2 207 461 146.94 9729.56 0.015

T10 25 - 20 L51x51x4.8 3.418 3.317 211.6 207 461 132.43 9729.56 0.014

T11 20 - 14 L51x51x4.8 4.093 3.991 254.7 207 461 105.64 9729.56 0.011*

T12 14 - 8 L51x51x4.8 4.903 4.801 306.4 207 461 156.29 9729.56 0.016

T13 8 - 5 L51x51x4.8 5.713 5.612 358.1 207 461 147.13 9729.56 0.015





Page

48 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



*

DL controls


Section

No.

Elevation

m

Component

Type

Size Critical

Element

P

kg

SF*Pallow

kg

%

Capacity

Pass

Fail

T1 66 - 60 Leg L76x76x6 1 7116.55 20928.06 34.0 PassDiagonal L51x51x4.8 9 1237.04 8465.18 14.6

15.9 (b)

Pass

Top Girt L51x51x4.8 5 14.90 8465.18 0.2

0.2 (b)

Pass

T2 60 - 56 Leg 2L76x76x6.4 59 -20718.34 43828.75 47.3 Pass

Diagonal L51x51x4.8 68 2361.48 8465.18 27.9

30.6 (b)

Pass

Top Girt L51x51x4.8 62 109.14 8465.18 1.31.4 (b)

Pass

T3 56 - 52 Leg 2L76x76x6.4 99 -39182.32 43828.75 89.4 PassDiagonal L51x51x4.8 112 3068.05 8465.18 36.2

40.5 (b)

Pass

Top Girt L51x51x4.8 101 191.46 8465.18 2.3

2.5 (b)

Pass

T4 52 - 50 Leg 2L102x102x6.4 139 -28965.06 47701.34 60.7 Pass

Diagonal L76x76x6.4 161 -10143.92 15524.89 65.3

96.7 (b)

Pass

Horizontal L51x51x4.8 155 -1123.08 4739.44 23.7

31.6 (b)

Pass

Top Girt 2L51x51x6 143 4772.79 22180.81 21.5

31.7 (b)

Pass


T5 50 - 45 Leg 3L76x76x6.4 169 -24813.23 47952.69 51.7 Pass

Diagonal L51x51x4.8 187 -2626.80 2797.66 93.9 PassHorizontal L51x51x4.8 202 -131.80 7028.14 1.93.6 (b)

Pass

Top Girt L51x51x4.8 175 -2981.78 4693.53 63.5 Pass


T6 45 - 40 Leg 3L76x76x6.4 229 -38749.73 47952.69 80.8 PassDiagonal L64x64x4.8 237 -3220.58 5570.74 57.8 Pass

Horizontal L51x51x4.8 235 -197.03 4563.51 4.3

5.3 (b)

Pass

Top Girt L51x51x4.8 233 -185.64 4563.51 4.1 PassT7 40 - 35 Leg 4L76x76x6 277 -54472.38 90265.92 60.3 Pass


Horizontal L51x51x4.8 283 -623.72 4564.49 13.7

16.8 (b)

Pass

Top Girt L51x51x4.8 281 -255.45 4563.51 5.6 PassT8 35 - 30 Leg 4L76x76x6 323 68961.03 83712.24 82.4 Pass


Horizontal L51x51x4.8 340 -1170.39 4564.49 25.631.5 (b)

Pass

Top Girt L51x51x4.8 329 -273.60 4564.49 6.0 Pass

T9 30 - 25 Leg L102x7.9+L102x12.7 373 -70996.75 89004.64 79.891.1 (b)

Pass


Horizontal L51x51x4.8 381 -427.62 5975.55 7.2

11.5 (b)

Pass

Top Girt 2L51x51x6 377 -1035.33 20115.73 5.1

6.6 (b)

Pass

Redund Horz 1

Bracing

L38x38x3.2 393 -1066.16 4722.10 22.6 Pass


L51x51x3.2 429 -1360.21 2853.30 47.7 Pass





Page

49 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevationm

ComponentType


Pkg

SF*Pallow

kg%

CapacityPassFail

Redund Hip 1

Bracing

L44x44x3.2 445 -61.82 4369.97 1.4 Pass


T10 25 - 20 Leg L102x7.9+L102x12.7 448 -78300.04 89004.64 88.0 PassDiagonal 2L51x51x5 472 -8381.48 14225.64 58.9 Pass

Horizontal L51x51x4.8 456 -404.91 3965.20 10.2

10.9 (b)

Pass

Top Girt 2L51x51x6 452 -6242.84 14724.35 42.443.6 (b)

Pass

Redund Horz 1

Bracing

L38x38x3.2 473 -1175.83 4066.11 28.9 Pass


L51x51x3.2 504 -1280.12 2523.79 50.7 Pass

Redund Hip 1

Bracing

L44x44x3.2 520 -50.86 3345.93 1.5 Pass


T11 20 - 14 Leg L102x9.5+L127x12.7 523 -86132.68 91382.69 94.3 Pass


Top Girt 2L64x64x5 527 -6289.24 14535.76 43.3

44.3 (b)

Pass

Redund Horz 1

Bracing

L38x38x3.2 548 -1293.46 3248.75 39.8 Pass

Redund Diag 1

Bracing

L51x51x3.2 579 -1410.30 1704.59 82.7 Pass

Redund Hip 1

Bracing

L51x51x3.2 595 -37.69 3498.97 1.1 Pass


T12 14 - 8 Leg 2L102x102x12.7 598 -91457.86 105486.49 86.7 Pass



Top Girt 2L64x64x6 602 -7367.52 13495.72 54.6 PassRedund Horz 1

BracingL51x51x4.8 653 -1373.43 7443.77 18.5 Pass

Redund Diag 1

Bracing

L51x51x4.8 654 -1324.40 2215.09 59.8 Pass

Redund Hip 1Bracing

L51x51x4.8 670 -43.53 3671.38 1.2 Pass


T13 8 - 5 Leg 2L102x102x12.7 673 -90611.45 118212.32 76.7

82.4 (b)

Pass

Diagonal 2L64x64x5 738 10541.90 22383.43 47.173.5 (b)

Pass

Top Girt L102x102x6.4 677 -4856.98 11384.02 42.7

70.2 (b)

Pass


L38x38x3.2 705 -1368.86 4452.67 30.7 Pass

Redund Horz 2

Bracing

L44x44x3.2 706 -1368.86 2274.69 60.2 Pass

Redund Horz 3

Bracing

L51x51x3.2 718 -1368.86 1480.83 92.4 Pass


L51x51x6.4 707 -1172.86 8961.53 13.1 Pass

Redund Diag 2

Bracing

L51x51x4.8 709 -854.86 3168.78 27.0 Pass

Redund Diag 3

Bracing

L51x51x6.4 710 -781.14 2156.52 36.2 Pass

Redund Hip 1

Bracing

L51x51x4.8 747 -94.41 7856.49 1.2 Pass

Redund Hip 2

Bracing

L51x51x4.8 729 -55.76 2280.04 2.4 Pass





Page

50 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevationm

ComponentType


Pkg

SF*Pallow

kg%

CapacityPassFail


T14 5 - 0 Leg L102x12.7+L152x12.7 756 -91303.18 122675.16 74.4

83.5 (b)

Pass

Diagonal L102x102x6.4 785 -11170.94 16983.28 65.866.4 (b)

Pass

Top Girt L76x76x6.4 681 -258.88 13071.69 2.0

3.3 (b)

Pass


L38x38x3.2 774 -1379.34 3340.93 41.3 Pass

Redund Horz 2

Bracing

L51x51x3.2 775 -1379.34 1919.55 71.9 Pass


L51x51x6.4 783 -1546.71 3264.40 47.4 Pass

Redund Diag 2

Bracing

L51x51x4.8 777 -945.80 1468.44 64.4 Pass

Redund Hip 1

Bracing

L51x51x4.8 804 -69.11 5130.08 1.3 Pass

Redund Hip 2Bracing

L51x51x4.8 791 -45.73 1282.52 3.6 Pass

Summary

Leg (T11) 94.3 Pass

Diagonal

(T4)

96.7 Pass

Horizontal

(T4)

31.6 Pass

Top Girt

(T13)

70.2 Pass

Redund

Horz 1

Bracing

(T14)

41.3 Pass

RedundHorz 2Bracing

(T14)

71.9 Pass

Redund

Horz 3Bracing

(T13)

92.4 Pass

Redund

Diag 1

Bracing(T11)

82.7 Pass

Redund

Diag 2

Bracing(T14)

64.4 Pass

RedundDiag 3

Bracing

(T13)

36.2 Pass

Redund Hip1 Bracing

(T10)

1.5 Pass

Redund Hip

2 Bracing

(T14)

3.6 Pass

Inner

Bracing

(T12)

55.7 Pass

Bolt Checks 96.7 Pass





Page

51 of 51


Project


Date

11:06:48 01/22/11

Bogotá - Colombia

Phone: (57-1) 547 07 90

FAX: (57-1) 547 07 90

Client



Section No.

Elevationm

ComponentType


Pkg

SF*Pallow

kg%

CapacityPassFail

RATING = 96.7 Pass

Program Version 5.3.1.0 - 1/16/2009 File:C:/Proyectos 2010/Instatel Evaluaciones Estructural/05 Calatrava TCSV 60 m/Risa Tower Hipotesis 2/TCSV 66 M

Calatrava Hipotesis 2.eri



CIMENTACION

ESTACION: CALATRAVA

HIPOTESIS 2

TORRE CUADRADA DE 60 +6 M

SECCION VARIABLE

Enero 22 de 2011



Foundation

Tower HIPOTESIS 2


ESTRUCTURA: Fecha: Enero 22 de 2011


ITEM SIMBOLO UNIDAD APOYO 1 APOYO 2 APOYO 3 APOYO 4 RESULTANTE

A B C D CIMENTAC.

ACCIONES EN APOYOS (CARGAS DE TRABAJO)

Accion Vert. Z Fz kg 62155 94889 62510 -48391 171163

Accion Hor. X Fx kg 11034 -12901 -11130 -11130 -24127

Accion Hor. Y Fy kg 5857 12924 -10884 10716 18613

ACCIONES EN APOYOS (CARGAS DE DISEÑO)

Accion Vert. Z Fuz kg 87017 132844,6 87514 -64360,03 243015,57

Accion Hor. X Fux kg 15447,6 -18061,4 -15582 -14802,9 -32998,7

Accion Hor. Y Fuy kg 8199,8 18093,6 -15237,6 14252,28 25308,08

COORDENADAS DE APOYOSCoordenada X X m -2,985 -2,985 2,985 2,985

Coordenada Y Y m -2,985 2,985 2,985 -2,985

Coordenada Z Z m 0,000 0,000 0,000 0,000

ACCIONES TOTALES EN APOYOS (CARGAS DE TRABAJO)

Accion Total Vert. Z Fz kg 171163

Accion Total Hor. X Fx kg -24127

Accion Total Hor. Y Fy kg 18613



COORDENADAS DE C.G. DE ACCIONES TOTALES EN APOYOS (CARGAS DE TRABAJO)




ACCIONES TOTALES EN APOYOS (CARGAS DE DISEÑO)

Accion Total Vert. Z Fz kg 243015,57

Accion Total Hor. X Fx kg -32998,7

Accion Total Hor. Y Fy kg 25308,08






Foundation

Tower HIPOTESIS 2







COORDENADAS DE C.G. DE ACCIONES TOTAL ES EN APOYOS (CARGAS DE DISEÑO)




CARACTERISTICAS DE LOS MATERIALES

Capac. portante suelo So kg/cm2 3,25

Esf. admisible suelo Sa kg/cm2 4,32

Peso unitario suelo Gs kg/m3 1600

Angulo cono β º 24

K pasivo Kp 2,37

K activo Ka 0,35

K efectivo Ke 2,02

Peso unitario concreto Gc kg/m3 2400

Resist. compr. Concreto f'c kg/cm2 210

Esf. fluencia acero fy kg/cm2 4200

GEOMETRIA DE LA CIMENTACION

Lado de Placa A m2 7,20

Area de la placa Ab m2 51,84

Espesor de la placa s m 0,40

Mod. secc. placa Y Zy (min) m3 62,208

Mod. secc. placa X Zx (min) m3 62,208

Dist. X (borde al C.G.) cx (min) m 3,600

Dist. Y(borde al C.G.) cy (min) m 3,600

Lado del pedestal B m 0,27

Alt. enterr. pedestal H2 m 2,80

Alt. superf. Pedestal H3 m 0,20



Foundation

Tower HIPOTESIS 2






Alt. total pedestal Hp m 3,00

Alt. total cimiento H1 m 3,40

Recubr. Concreto d' m 0,075

Alt. efect. placa concret. d m 0,325

VOLUMENES Y PESOS CIMIENTO

Volumen placa cimiento Vz m3 20,736

Volumen pedestales Vp m3 3,50

Volumen de concreto Vc m3 24,24

Peso concreto cimiento Wc kg 58164

Volumen suelo superp. Vs m3 144,54

Peso suelo superp. Ws kg 231263,424

ESFUERZOS ACTUANTES SOBRE EL TERRENO (CARGAS DE TRABAJO)

Carga compr. en base Pb kg 460591

Alt. acc. pas. suelo X hx m 2,80

Accion pasiva suelo X Rpx kg 10268,26

Alt. acc. pas. suelo Y hx m 2,80

Accion pasiva suelo Y Rpy kg 10268,26

Momento Y en base Mby kg-m 655513

Momento X en base Mbx kg-m 151943

Esf. parciales en suelo Sp kg/m2 8885

" Sx kg/m2 10537

" Sy kg/m2 2443

" Ss kg/m2 4461

Esfuerzos sobre suelo S1 kg/m2 17404

" S2 kg/m2 12519

" S3 kg/m2 -366

" S4 kg/m2 -8556

Verificacion capacidad portante del suelo OK

VERIFICACION AL VOLCAMIENTO

Momento volcamiento Y Mvy kg-m 655513



Foundation

Tower HIPOTESIS 2






Momento volcamiento X Mvx kg-m 151943

Momento volcam. Total Mvt kg-m 672892

Dist. Borde volc. Total ct m 5,09

Momento restaurador Mr kg-m 2344946

F.S. al volcamiento F.S.v 2,32

Verificacion al volcamiento OK

REFUERZO PLACA

Ref. Infer. (malla) Varilla # 4 4

Ref. Super. (malla) Varilla # 4 4

REFUERZO PEDESTAL

Ref. Long 24 # 7

Flejes Varilla #4 c/ 15 cm

ρo de las tablas 0,0050

ρmin 0,01

ρot mayor (ρo, ρmin) 0,0100

As1 m² 72,90

CALCULO DEL PEDESTAL

As cm² 72,90

Varilla No. 8

Area varilla Av cm25,07

Número de varilla n As/Av 16

# varilla A # W

2 2

0,253 0,71 3 0,559

4 1,27 4 0,994

5 1,98 5 1,552

6 2,85 6 2,235

7 3,87 7 3,06

8 5,07 8 3,973

RESUMEN DE CIMENTACION

Cap. portante suel σ Kg/cm23,25

Lado zapata L m 7,20

ESTUDIO DE SUELOS POR: CONCRESUELOS INGENIERIA



Foundation

Tower HIPOTESIS 2






Lado pedestal B m 0,54

Espesor zapata s m 0,40

Profundidad zapat H m 3,20

Alt. ped. sobre su H3 m 0,20


a m 3,20

b m 0,46

Long. 1 m 4,11

a w Kg Peso Unit.Var. 3,973

Ref.Vert. n Cant.Var/Pede 16

Cant.Varillas 64

Pedestales 4 peso/pedest 261,39

Peso 1 Kg 1045,57

# # Estr.en octavo 3c 0,41 c m 0,39

0,10 d m 0,10

0,61 Long. 2 m 1,76

0,559 w Kg Peso Unit.Var. 0,559

6 138 n Cant.Var/Pedes 23

552 Cant.Varillas 92

46,90 Pedestales 4 peso/pedest 22,60

187,61 Peso 2 Kg 90,41


e m 7,10

f m 0,15


malla cuadrada w Kg Peso Unit.Var. 0,994n Cant.Varillas 110

Peso 3 Kg 808,68


g m 7,10

h m 0,15

Long. 4 m 7,40


malla cuadrada n Cant.Varillas 110

Peso 4 Kg 808,68

Gancho

RESUMEN DE REFUERZOS CIMENTACION TORRE

d

c

c

ef

h

b



Foundation

Tower HIPOTESIS 2











PERNOS DE ANCLAJE

L= 7,20 m

s= 0,40 m

B= 0,54 m

H= 3,20 m

H H2 B Hp H1 H1= 3,4 m

H2= 2,80 m

H3= 0,20 m

Hp= 3,00 m

s

Solado 0,1

DIMENSIONES DE LA ZAPATA

H3



Foundation

Tower HIPOTESIS 2






L

A= 51,84 m2

b Pter 0,22

FLEXION W= 1,08 t/m

L= 5,97 m

d Mu= 617,18 t-cm

b= 40 cm

d= 50 cm

K= 0,00617

ro= 0,00330

As= 6,60 cm²

colocar 3# 6

CORTANTE

V= 3,231 t

vu= 2,585 kg/cm²

Ø vc= 6,350 kg/cm²

No requiere Refuerzo a cortante

colocar E Ø 3/8" cada 15 cm

CALCULO DE VIGA DE AMARRE



Foundation

Tower HIPOTESIS 2






# # Estr.en octavo 3

b m 0,30

c m 0,40

d m 0,10

Long. 5 m 1,60


n Cant.Var/Viga 38

Cant.Varillas 152

Vigas 4 peso/Viga 33,94

Peso 5 Kg 135,78


e m 5,70

f m 0,15



n Cant.Varillas 12

Peso 6 Kg 160,92


g m 5,70

h m 0,15

Long. 7 m 6,00


n Cant.Varillas 12

Peso 7 Kg 160,92

Concreto Viga 4,34

Acero de Refuerzo 457,62






RESUMEN DE REFUERZOS VIGA DE AMARRE

CANTIDADES TOTALES

d

b

c

e

f

h

Evaluacion Estructura Torre Calatrava

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