ESTACION : LA POPA

 

 

        

                  

 

 

EVALUACIÓN ESTRUCTURAL

ESTACIÓN LA POPA TORRE CUADRADA DE SECCIÓN VARIABLE

ALTURA 60m    

DISEÑO: ING. JAIME GUTIERREZ C. MATRICULA No 25202-45957 CND    

Enero 7 de 2011    www.instatelcolombia.com.co      

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ESPECIFICACION GENERAL INTRODUCCIÓN En el éste documento se describe la memoria de la evaluación estructural de la torre auto soportada cuadrada de sección variable con una altura de 50 m mas 4 patas variables la cual la más alta es de 10 m para conformar una torre de 60 m, ubicada en la estación LA POPA - RTVC, en Cartagena Bolivar. 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 básicos para el análisis y el diseño, evaluación de cargas, y por último el listado de datos de entrada y de salida del programa RISA Tower. La evaluación estructural fue realiza de acuerdo con los datos de campo levantados en la estación base LA POPA, cualquier cambio de cargas a la estructura, genera un estudio diferente. La torre en estudio tiene instaladas antenas para la transmisión de señal de televisión. DESCRIPCIÓN DE LA ESTRUCTURA EXISTENTE LA TORRE SE ENCUENTRA A UN NIVEL DE ACCESO A LA TORRE FICTICIO DE +0.00 METROS Y TIENE UNA PLATAFORMA DE ENTRADA, Y COMO EL TERRENO ES PENDIENTE A PARTIR DE ESTE NIVEL ARRANCA LAS PATAS DE LA TORRE CON ALTURAS DIFERENTE. LA TORRE SE CONFORMA DE 50 M MAS SUS PATAS DE ALTURAS VARIABLES Y TIENE UNA MAXIMA DE 10 M Y DE ESTA FORMA SU ALTURA MAXIMA ES DE 60 M. EL ANALISIS ESTRUCTURAL SE REALIZARA CON LA TORRE DE 50 M MAS SU PATA MAS ALTA QUE ES DE 10 M, POR LO TANTO SU CALCULO SE REALIZA PARA UNA TORRE DE 60 METROS QUE ES LA SE CONFORMA MAS CRITICA EN SU ENTORNO. CUMPLIENDO CON ESTE PANORAMA MAS CRITICO ESTA CUMPLE CON LAS DEMAS PATAS DE ALTURAS MENORES La torre actual está conformada por una estructura tronco piramidal de base cuadrada y sección variable. En su base se encuentra conformada con cuatro patas de alturas variables que son, pata A de 3.00 m, pata B de 6.90 m, pata C de 10.00 m y pata D de 5.80 m. A la altura que nivela en la parte superior de cada una de las patas de la torre, se encuentra una plataforma de acceso a la misma y de este nivel arranca una torre de 50 m, con una sección en la base de 7.00 m entre ejes y va reduciendo su sección con una pendiente constante hasta la altura de 8.00 m con una sección de   www.instatelcolombia.com.co      

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3.45 m, y a partir de esta altura continua una sección recta con una altura de 7.50 m, donde la sección transversal es de 3.45 m entre ejes, a partir de la cual comienza una transición tronco piramidal de 2.00 m hasta la altura de 39 m donde la sección transversal es de 2.14 m, A partir de esta altura, la torre continúa con sección constante de 5.00 m hasta la altura de 44 m, a partir de la cual comienza una transición tronco piramidal de 2.00 m hasta la altura de 46 m, donde la sección transversal es de 1.33 m. A partir de esta altura, la sección de la torre es constante de 1.33 m hasta la parte superior a la altura de 60 m. La torre cuenta con la siguiente plataforma de descanso Nivel +10.00 m Nivel + 20.40 m Nivel + 26.40 m Nivel + 35.00 m Nivel + 43.00 m Para el mantenimiento, la estructura cuenta con una escalera de acceso con línea de vida. Tiene una escalera Guía Onda con una ocupación alrededor de 75% 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 la estructura actualmente, se le realiza la evaluación estructural en un análisis para una velocidad de viento de diseño de 120 kph. De acuerdo con la hipótesis 1, (estado Actual) las cargas de la torre están de la siguiente manera: UBICACIÓN CANT. CARA A

1

CARA B

1

CARA C

1

CARA D

1

CARA A

1

CARA B

1

TIPO DE ANTENA ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA PANEL BANDA III 4 DIPOLOS ANTENA PANEL BANDA III 4

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DIMENSIONES 0.48mX0.98m 0.48mX0.98m 0.48mX0.98m 0.48mX0.98m 1.30Mx2.80m 1.30Mx2.80m

NIVEL Entre + 61.00m Entre + 61.00m Entre + 61.00m Entre + 61.00m Entre + 58.00m Entre +

60.00m

y

60.00m

y

60.00m

y

60.00m

y

55.80m

y

55.80m

y

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UBICACIÓN CANT.

TIPO DE ANTENA DIPOLOS ANTENA PANEL BANDA III DIPOLOS

DIMENSIONES 4

NIVEL 58.00m Entre + 55.80m 58.00m Entre + 47.00 m

CARA D

1

1.30Mx2.80m

CARA A

1

ANTENA HARRIS DELTAWIND

3.00m X 3.10 m

CARA B

1

ANTENA HARRIS DELTAWIND

3.00m X 3.10 m

Entre + 47.00 m y 50.00 m 

CARA C

1

ANTENA HARRIS DELTAWIND

3.00m X 3.10 m

Entre + 47.00 m y 50.00 m 

CARA D

1

ANTENA HARRIS DELTAWIND

3.00m X 3.10 m

Entre + 47.00 m y 50.00 m 

CARA A

1

ANTENA PANEL FM - KATHREIN

1.80m X 1.90 M

CARA B

1

ANTENA PANEL FM - KATHREIN

1.80m X 1.90 M

CARA C

1

ANTENA PANEL FM - KATHREIN

1.80m X 1.90 M

CARA D

1

ANTENA PANEL FM - KATHREIN

1.80m X 1.90 M

CARA C

1

ANTENA PARABOLICA MW

Diámetro de 2.40 m

Entre + 39.00 43.00 m Entre + 39.00 43.00 m Entre + 39.00 43.00 m Entre + 39.00 43.00 m Nivel +28.00 m

CARA D

1

ANTENA PARABOLICA MW

Diámetro de 2.40 m

Nivel +24.00 m

CARA C

1

ANTENA PARABOLICA MW

Diámetro de 0.60 m

Nivel +20.50 m

y y

50.00 m

m y m y m y m y

HIPOTESIS 2 (CARGAS ADICIONALES FUTURAS) En esta hipótesis se analizara la torre considerando todas las antenas y equipos existentes e instalados en ella, se debe montar una sección nueva de torre en la punta de la torre de 6 metros, con el fin de montar 10 antenas con una distribución (2-4.2-2) (2 cara A, 4 cara B, 2 Cara C y 2 Cara D) banda UHF digital. (futuro) Con los requerimientos anteriores se realizara los cálculos de la torre el cual quedan sus cargas de la siguiente manera. HIPOTESIS 2 UBICACIÓN CANT. CARA A

1

CARA B

1

CARA C

1

TIPO DE ANTENA ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL

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DIMENSIONES 0.48mX0.98m 0.48mX0.98m 0.48mX0.98m

NIVEL Entre + 61.00m Entre + 61.00m Entre + 61.00m

60.00m

y

60.00m

y

60.00m

y

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UBICACIÓN CANT.

TIPO DE ANTENA ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA PANEL BANDA III 4 DIPOLOS ANTENA PANEL BANDA III 4 DIPOLOS ANTENA PANEL BANDA III 4 DIPOLOS

DIMENSIONES

NIVEL Entre + 60.00m 61.00m Entre + 55.80m 58.00m Entre + 55.80m 58.00m Entre + 55.80m 58.00m Entre + 47.00 m

CARA D

1

CARA A

1

CARA B

1

CARA D

1

CARA A

1

ANTENA HARRIS DELTAWIND

3.00m X 3.10 m

CARA B

1

ANTENA HARRIS DELTAWIND

3.00m X 3.10 m

Entre + 47.00 m y 50.00 m 

CARA C

1

ANTENA HARRIS DELTAWIND

3.00m X 3.10 m

Entre + 47.00 m y 50.00 m 

CARA D

1

ANTENA HARRIS DELTAWIND

3.00m X 3.10 m

Entre + 47.00 m y 50.00 m 

CARA A

1

ANTENA PANEL FM - KATHREIN

1.80m X 1.90 M

CARA B

1

ANTENA PANEL FM - KATHREIN

1.80m X 1.90 M

CARA C

1

ANTENA PANEL FM - KATHREIN

1.80m X 1.90 M

CARA D

1

ANTENA PANEL FM - KATHREIN

1.80m X 1.90 M

CARA C

1

ANTENA PARABOLICA MW

Diámetro de 2.40 m

Entre + 39.00 43.00 m Entre + 39.00 43.00 m Entre + 39.00 43.00 m Entre + 39.00 43.00 m Nivel +28.00 m

CARA D

1

ANTENA PARABOLICA MW

Diámetro de 2.40 m

Nivel +24.00 m

CARA C

1

ANTENA PARABOLICA MW

Diámetro de 0.60 m

Nivel +20.50 m

0.48mX0.98m 1.30Mx2.80m 1.30Mx2.80m 1.30Mx2.80m

y y y y y

50.00 m

m y m y m y m y

CARGAS FUTURAS CARA A

2

RYMSA UHF/AT 15-250 TIPO PANEL

0.48mX0.98m

CARA B

4

RYMSA UHF/AT 15-250 TIPO PANEL

0.48mX0.98m

Entre + 64.00m 66.00m Entre + 62.00m y 66.00m 

CARA C

2

RYMSA UHF/AT 15-250 TIPO PANEL

0.48mX0.98m

Entre + 64.00 m y 66.00m 

CARA D

2

RYMSA UHF/AT 15-250 TIPO PANEL

0.48mX0.98m

Entre + 64.00 m y 66.00m 

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y

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ESPECIFICACIONES TECNICAS MATERIALES Para la evaluación de la torre se tuvieron en cuenta los siguientes materiales: Perfiles Acero ASTM A-36 A-572 GR50 Platinas Acero ASTM A-36 A-572 GR50 Tornillos ASTM A 394 T-0 NORMAS AISC 2010 ASCE, report 52 EIA/TIA Standard, EIA/TIA-222-F (1996) ANSI/ASCE 10-90 (1991) ACI 318 – 08 NSR-98 (1998) CARGAS SOBRE LA TORRE CARGAS DE VIENTO Las cargas de viento sobre la estructura fueron evaluadas y aplicadas como fuerzas horizontales concentradas en los nudos superiores e inferiores de cada una de las secciones en que se halla dividida la estructura, las cuales fueron determinadas por el diseñador. El cálculo de las cargas de viento lo realiza el software Risa Tower siguiendo la metodología establecida por la Norma TIA/EIA222-F (Structural Standard for Steel Antenna Towwers and Antenna Supporting Structures1), para lo cual, el diseñador alimenta el programa con los datos de velocidad de viento de diseño, velocidad de viento de operación, tipo de estructura, categoría de la topografía y categoría de exposición. CARGAS DE VIENTO SOBRE ANTENAS Para el cálculo de las cargas de viento sobre antenas y accesorios, es necesario alimentar el programa con la información del tipo y dimensiones de la antena o accesorio y la altura a la que van a estar ubicados para que éste realice los cálculos y aplique las cargas de acuerdo al procedimiento de la norma2. Para el caso de estudio, se utilizó una velocidad de viento de de diseño de 120km/h y una velocidad de operación de 60 km/h. Los coeficientes de forma varían con el ángulo de incidencia del viento sobre la antena y se evalúan con base en los valores máximos indicados en los manuales Parabolic Antennas Andrew y Allen                                                              1 2

Telecomunications Industry Association, TIA/EIA-222-F (revisión de la EIA/TIA- 222-F), Arlington, 1996 RISA Tecnologies, RISA Tower General Reference, Foothill Ranch, California, 2010

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Telecom Group3. Para propósitos de estas memorias, se supuso que la antena está siempre orientada 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 antena La fuerza Fs que actúa perpendicular a ese eje Un 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 la antena, 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, es decir: 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

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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 Relación de solidez At An Gh Gh

art. 2.3.5 e = An/At

= Area perimetral total (m2) = Área neta expuesta (m2) = Factor de respuesta de ráfaga = 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 grados Cob = 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/h Velocidad de diseño ( B.6.4-2) Vs = V * S1*S2*S3 Donde: S1= S2= S3=

Coeficiente de topografía Coeficiente de rugosidad del terreno (3) Coeficiente de grado de seguridad

S1 = 1.00 S2 = 0.99 S3 = 1.05

                                                             5

 American National Standard Institute 

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Presión Dinámica

q = 0.000048 * vs2 * S4

[KN/m^2]

Donde: S4=

Coeficiente de densidad del aire

S4 = 0.94

Presión ejercida sobre cualquier punto de la estructura P = Cf * q Donde: Cf =

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

Coeficiente de solides de 0.25 Cf= Ae= q=

2.50 Área Frontal efectiva 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/EIA222-F son superiores a las calculadas mediante las ecuaciones de la Norma NSR-98, para el caso de 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 de onda. 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 son calculados directamente por el software de análisis con base en el peso unitario teórico de cada uno de los perfiles utilizados, multiplicados por su longitud. Para tener en cuenta el peso aportado por elementos no estructurales tales como tornillos, platinas, elementos redundantes eclipsas y cubrejuntas 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 está constituida por los elementos mencionados en el párrafo anterior, más el peso aportado por las antenas, las plataformas de trabajo, las plataformas de descanso y los accesorios que sean   www.instatelcolombia.com.co      

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instalados en la torre. Otra carga vertical que se tiene en cuenta es la carga viva, correspondiente a 3 operarios que estén trabajando simultáneamente en la estructura, con un peso por operario de 100 kg, 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 las condiciones finales o proyectadas; para este último caso, se plantean análisis y calculo con modificaciones en la estructura en caso b de ser necesario. El análisis hiperestático de la estructura se realizará por medio del software especializado para el diseño de torres de telecomunicaciones RISA Tower, que realiza de manera no lineal el análisis de primer orden y segundo orden para tener en cuenta los efectos geométricos ocasionados por los desplazamientos de la estructura. El software utiliza para sus cálculos el método de los elementos finitos 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 los elementos de acuerdo con las combinaciones de carga establecidas en cada hipótesis de diseño requerida. Para cada una de las hipótesis analizadas, se presentan los listados de datos de entrada (Input) y datos 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

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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 = Fy =

resistencia máxima a la tensión esfuerzo de fluencia del material

Perfiles ASTM A-572 GR50 Perfiles ASTM A-36 Tornillo A 394 T-0

Fy = Fy = Fu =

3523 Kg/cm2 2535 Kg/cm2 5415 Kg/cm2

Los esfuerzos admisibles se calcularán de la siguiente manera: Tensión:

Ft = Ft =

0.50 Fu (sobre área neta) 0.60 Fy (sobre área bruta)

Perfiles ASTM A-36 Perfiles ASTM A-572 GR50

Ft = 2277 Kg/cm2 Ft = 3168 Kg/cm2

Flexión:

Fb = 0.60 Fy*1.333

Perfiles ASTM A-36 Perfiles ASTM A-572 GR50

Fb = 2025 Kg/cm2 Fb = 2879 Kg/cm2

Compresión:

Fa, según EIA/TIA/AISC con los factores SF1 y SF2 SF1 Factor d seguridad entre 1.66 y 1.92 SF2 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: Aplastamiento:

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

Perfiles ASTM A-36 Perfiles ASTM A-572 GR50 Tornillo A 394 T-0

Fp = 3795 Kg/cm2 Fp = 5280 Kg/cm2 Fp = 8862 Kg/cm2

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Project: TORRE CUADRADA AUTOSOPORTADA DE 60 M Job: ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

1.33

60.0 m

L51x51x4.8

376.4

50 - 47

ANTENA PANEL UHF 0.48x0.983

60

ANTENA HARRIS DELTAWIND

50 - 47

ANTENA PANEL UHF 0.48x0.983

60

ANTENA PANEL FM KATHREIN

43 - 41.3

ANTENA PANEL UHF 0.48x0.983

60

ANTENA PANEL FM KATHREIN

43 - 41.3

ANTENA VHF BAND III 4 DIPO AT13-240

58 - 55.2

ANTENA PANEL FM KATHREIN

43 - 41.3

ANTENA PANEL FM KATHREIN

43 - 41.3

ANTENA VHF BAND III 4 DIPO AT13-240

58 - 55.2

ANTENA PANEL FM KATHREIN

40.7 - 39

ANTENA VHF BAND III 4 DIPO AT13-240

58 - 55.2

ANTENA PANEL FM KATHREIN

40.7 - 39

8 FT DISH

28

ANTENA HARRIS DELTAWIND

50 - 47

8 FT DISH

24

ANTENA HARRIS DELTAWIND

50 - 47

Andrew 2' w/Radome

20.5

365.2

2@1

SYMBOL LIST

44.0 m

L76x76x6

B

L76x76x6.4

MARK C

SIZE L51x51x6.4

MATERIAL STRENGTH

667.8

4 @ 1.25

A

GRADE A572-50

2@1

513.3

2 @ 1.75

885.3

N.A. 3.45

L38x38x3.2

Fy 345 MPa

Fu

GRADE

Fy

Fu

448 MPa

TOWER DESIGN NOTES 37.0 m

1. 2. 3. 4.

Tower designed for a 120 kph basic wind in accordance with the TIA/EIA-222-F Standard. Deflections are based upon a 60 kph wind. Weld together tower sections have flange connections. 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 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. TOWER RATING: 99.4%

897.6

2@2

L51x51x6.4

1904.8

4@3

23.5 m

1914.4

L51x51x4.8

4.5423

L44x44x3.2

L51x51x3.2

L38x38x3.2

SIZE

39.0 m

C

C L102x102x6.4

L51x51x4.8

N.A. L64x64x4.8

L76x76x6.4

ELEVATION

ANTENA HARRIS DELTAWIND

MARK

29.5 m

N.A.

TYPE

60

2.14

L51x51x4.8

L64x64x4.8

ELEVATION

ANTENA PANEL UHF 0.48x0.983

46.0 m

33.5 m

A572-50

A572-50

L76x76x6.4

364.0

10 @ 1.4 L51x51x3.2

N.A. N.A.

N.A.

50.2 m

B

A

T4 T5

L102x102x6

T6

L102x102x8

T8 T9 T10

TYPE 54.4 m

N.A.

L51x51x4.8

L64x64x6

T3

T2

N.A.

T1

476.1

60 - 41.3 58 50 43 40.7 28 24 20.5 55.2 47 - 39 DESIGNED APPURTENANCE LOADING

T7

Andrew ANTENA 8 FT DISH 2'PANEL VHF HARRIS w/Radome BAND UHF FM DELTAWIND KATHREIN III0.48x0.983 4 DIPO AT13-240

1 @ 7.5

3550.2

5.6346 L51x51x4.8 7

L64x64x4.8

4179.0

1 @ 10

MAX. CORNER REACTIONS AT BASE: DOWN: 34693 kg UPLIFT: -26081 kg SHEAR: 7458 kg N.A.

L64x64x4.8

10.0 m

L64x64x4.8

T12

L76x76x6.4

L102x102x6.4

N.A.

L76x76x6.4

L102x102x6.4

2L102x102x9.5

T11

17.5 m

AXIAL 17322 kg SHEAR 13983 kg

MOMENT 379054 kg-m

TORQUE 614 kg-m REACTIONS - 120 kph WIND

Weight (kg)

# Panels @ (m)

Face Width (m)

Inner Bracing

Red. Hips

Red. Diagonals

Red. Horizontals

Horizontals

Top Girts

Diagonal Grade

Diagonals

Leg Grade

Legs

Section

8.8205

16094.2

0.0 m

INSTATEL COLOMBIA Job: ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Project: TORRE Client: Code: Path:

CUADRADA AUTOSOPORTADA DE 60 M RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd: Date: Scale: TIA/EIA-222-F 01/08/11 NTS Dwg No. E-1

C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\07 La Popa TCSV 60 m\Risa Tower TCSV 60m ACTUAL\TCSV 60 M LA POPA Actual.eri

RESULTADOS HIPOTESIS 1 ESTADO ACTUAL

ESTACION : LA POPA Enero 7 de 2011

 

 

          

CONCLUSIONES Y RESULTADOS

ESTADO DE LA ESTRUCTURA PINTURA La pintura de estructura de la torre desde el nivel +0.00 al nivel +26.40 se encuentra en buen estado, a partir del nivel + 26.40 al nivel 60.00 m la pintura presenta en un 60% niveles de oxidación. Esta oxidación hay que retirar y verificar que los elementos limpiados no tengan corrosión y hayan atacado el material por eliminar la protección de galvanizado. Después de la verificación todos los elementos que tengan corrosión se deben reemplazar por el mismo tipo de elemento con la protección de su galvanizado en caliente. ES IMPORTANTE Y URGENTE REALIZAR ESTE MANTENIMIENTO Y VERIFICACION DE CORROSION DE LOS ELEMENTOS YA QUE UN ELEMENTO CORROIDO ES UN PELIGRO YA QUE NO ESTA TRABAJANDO A SU CAPACIDAD ANALIZADA SINO A UN 50% O MENOS TORQUEO Se realizo una inspección aleatoria a la torre y se encontró que la tornillería está cumpliendo con el torque solicitado en las norma.

  www.instatelcolombia.com.co      

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

 

 

TORNILLERIA Se encuentra dentro de los elementos completa En la parte superior de la torre desde el nivel +44 al nivel + 60 m hay un porcentaje de 20% de tronillos que se encuentran con oxidación, se debe realizar la limpieza y verificación de corrosión del mismo. EN CASO DE ENCONTRAR TORNILLOS CON CORROSION ESTOS SE DEBEN CAMBIAR INMEDIATAMENTE. ESTE MANTENIMIENTO ES URGENTE DE REALIZAR

ESCALERA DE ACCESO Se encuentra escalera de acceso con Línea de Vida. LA ESCALERA DE ACCESO SE ENCUENTRA LA VARILLA EN LA GRAN PARTE DE LA TORRE CON CORROSION Y EL RESTANTE CON OXIDACION. ES URGENTE EL REEMPLAZO DE LA ESCALERA DE ACCESO, YA QUE ESTO REPRESENTA UN PELIGRO PARA EL PERSONAL DE MANTENIMIENTO. PLATAFORMAS DE DESCANSO Las plataformas de descanso instaladas se encuentran con los problemas de oxidación de los elementos se deben realizar la limpieza y mantenimiento según lo so citado para la pintura de la estructura LUCES DE OBSTRUCCION Las Luces de obstrucción y balizaje se encuentran bien y funcionando.

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 está cumpliendo con los parámetros solicitados. NO ES NECESARIO REFORZAR Si esta torre se le adiciona alguna carga se debe realizar un nuevo análisis estructural ya que se encuentran unos montantes trabajando al 99.4%   www.instatelcolombia.com.co      

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

 

 

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 La estructura está trabajando perfectamente dentro de los parámetros de desplazamiento. OK CUMPLE BIEN

CIMENTACION La cimentación según los cálculos realizados, están cumpliendo con los requerimientos, cualquier carga adicional que se le imponga a la torre se debe realizar un nuevo análisis para verificar su estado ya que se puede exceder. No necesita Reforzamiento Se anexa la memoria y su plano de ubicacion

ANEXO SE PRESENTA: ISOMETRICO TORRE SILUETA ESTADO ACTUAL DEFORMADA ESTADO ACTUAL CALCULO DE PLACA BASE Y PERNOS ANCLAJE CALCULO ESTRUCTURAL ESTADO ACTUAL CALCULO DE LA CIMENATCION PLANO DE UBICACION

  www.instatelcolombia.com.co      

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

Maximum Values

TIA/EIA-222-F - Service - 60 kph

Tilt (deg) Deflection (mm)

Elevation (m)

0 60.000

50

0

0.05

0.1

Twist (deg)

0.15

100

0

0.05

0.1 60.000

54.400

54.400

50.200

50.200

46.000

46.000

44.000

44.000

39.000

39.000

37.000

37.000

33.500

33.500

29.500

29.500

23.500

23.500

17.500

17.500

10.000

10.000

0.000

0.000

0

50

100

0 0

0.05

0.1

0.05

0.1

0.15

INSTATEL COLOMBIA Job: ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Project: TORRE Client: Code: Path:

CUADRADA AUTOSOPORTADA DE 60 M RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd: Date: Scale: TIA/EIA-222-F 01/08/11 NTS Dwg No. E-5

C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\07 La Popa TCSV 60 m\Risa Tower TCSV 60m ACTUAL\TCSV 60 M LA POPA Actual.eri

Project: TORRE CUADRADA AUTOSOPORTADA DE 60 M Job: ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA LC:7 Dead+Wind 45 deg - Service Max. Disp.50.61 mm @ 60.000 m Scaling 40

Calculo: Ing. Jaime Gutierrez C:

ESTACION: LA POPA

Fecha: Enero 7 de 2011

ESTADO ACTUAL ESTRUCTURA: TORRE CUADRADA 60 m SECCION VARIABLE CARGAS ACTUANTES Tension Maxima Comprexion Maxima Fuerza Longitudinal en X Fuerza Transversal en Y

T C Hx Hy

(ton) (ton) (ton) (ton)

34,693 -26,081 -4,091 4,075

-5,291 5,291

CALCULO DE PLACA - BASE PLACA BASE

B

C

t

Dp

cm. 45

cm. 45

cm 3,8

cm 6,0

Dimension pedestal (cm) cm. Bp Cp 16,0 60 60 m

C P

B

m n t p D Dp

Area Placa Colocada Ac Acero A-36 Fy= Distancia n Area Requerida placa base Apoyo contacto pedestal Presion de Apoyo

2.025 cm2 2.530 Kg /cm² 11,0 cm

Esfuerzo de Flexion por Compresion Esfuerzo de Flexion Distancia al borde Espesor Placa Base C

Concreto.

pp

cm Kg / cm² kg / cm²

Fb Fb m

1.645 16

Kg / cm² cm

t

1,69

cm

cm

Fp

210

Kg / cm²

2

266 98,000 12,880

Ar

f'c=

Esfuerzo de Flexion por Arranque Distancia al perno

Fb¨ Dp

6

Fuerza en el Perno Momento de Flexion

Pt Mf

8 8,67 67 52,0

Ton - cm

Espesor de la Placa Base Arr

t

2,81

cm

Espesor Minimo Placa Base

t

2,81

cm

Lado de la placa Base Espesor de la Placa Base

B

450

mm

t

38

mm

Acero A-36

Ton

OK CUMPLE

No pernos

un 4,0

Calculo: Ing. Jaime Gutierrez C: Fecha: Enero 7 de 2011

S C O LA POPA O ESTACION: ESTADO ACTUAL ESTRUCTURA: TORRE CUADRADA 60 m SECCION VARIABLE

DISEÑO DE PERNOS DE ANCLAJE

Diametro de los Pernos Material de los Pernos Cantidad de Pernos Area Total de Pernos Factor de Rosca Numero de Hilos por Pulgada Area Efectiva de Pernos Cargas de Trabajo Fuerza de Arranque Fuerza de Cortante Fuerza de Cortante Fuerza de Cortante Esfuerzo de Fluencia Resistencia a la Tension Resistencia al Corte Area Efectiva de cada Perno Area Total por Perno Area Requerida por Arranque Area Requerida Arranque Diseño Numero de Pernos Minimo

dp

1,00

plg

dp

2,54

cm

SAE 1020 CALIBRADO Atp

un cm²

0,85 hp

8

Ap

15,63

cm²

T

34,69

ton

Vux

-4,09

ton

Vuy

5,29

ton

Vu

6,69

ton

Fy

4,20

ton/cm²

Ft

3,36

ton/cm²

Fv

2,24

ton/cm²

Ae

3,91 ,

cm²

Ap

5,07

cm²

At

6,6

cm²

Atm

9,9

cm²

Np

3

un

Pernos a Colocar Diametro del Perno Area Neta de Pernos

4 20,27

Anp

AREA DE PERNOS > AREA REQUERIDA

4

un

25

mm

15,63

cm²

OK CUMPLE

RISATower

Page

Job

Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

1 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

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 1.330 m at the top and 8.820 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 AISC Specifications.. 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. 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.

Options

√ √

√ √ √

Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination

√ √ √ √ √ √ √ √

Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing

√ √ √ √ √

Treat Feedline Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feedline Torque Include Angle Block Shear Check Poles Include Shear-Torsion Interaction Always Use Sub-Critical Flow Use Top Mounted Sockets

RISATower

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Job

2 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Leg A

Leg B

Face C

Wind 90

Face A

Face B

X Z

Face D

Leg C

W in d

45

Leg D

Wind 0

Square To wer

Tower Section Geometry Tower Section

Tower Elevation

T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11 T12

m 60.000-54.400 54.400-50.200 50.200-46.000 46.000-44.000 44.000-39.000 39.000-37.000 37.000-33.500 33.500-29.500 29.500-23.500 23.500-17.500 17.500-10.000 10.000-0.000

Assembly Database

Description

Section Width

Number of Sections

m 1.330 1.330 1.330 1.330 2.140 2.140 3.450 3.450 3.450 4.542 5.635 7.000

1 1 1 1 1 1 1 1 1 1 1 1

Section Length m 5.600 4.200 4.200 2.000 5.000 2.000 3.500 4.000 6.000 6.000 7.500 10.000

Tower Section Geometry (cont’d) Tower Section

Tower Elevation

Diagonal Spacing

Bracing Type

T1 T2 T3 T4 T5 T6 T7

m 60.000-54.400 54.400-50.200 50.200-46.000 46.000-44.000 44.000-39.000 39.000-37.000 37.000-33.500

m 1.400 1.400 1.400 1.000 1.250 1.000 1.750

X Brace X Brace X Brace Double K Double K Double K Double K1

Has K Brace End Panels No No No No No No No

Has Horizontals

Top Girt Offset

Bottom Girt Offset

Yes Yes Yes Yes Yes Yes Yes

mm 0 0 0 0 0 0 0

mm 0 0 0 0 0 0 0

RISATower

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Job

3 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Tower Section

Tower Elevation

Diagonal Spacing

Bracing Type

T8 T9 T10 T11 T12

m 33.500-29.500 29.500-23.500 23.500-17.500 17.500-10.000 10.000-0.000

m 2.000 3.000 3.000 7.500 10.000

Double K1 Double K1 Double K1 K4 Up K4 Down

Has K Brace End Panels No No No No No

Has Horizontals

Top Girt Offset

Bottom Girt Offset

Yes Yes Yes Yes Yes

mm 0 0 0 0 0

mm 0 0 0 0 0

Tower Section Geometry (cont’d) Tower Elevation m T1 60.000-54.400

Leg Type

Leg Size

Leg Grade

Diagonal Type

Diagonal Size

Diagonal Grade

Equal Angle

L64x64x6

Single Angle

L51x51x4.8

T2 54.400-50.200

Equal Angle

L64x64x6

Single Angle

L51x51x4.8

T3 50.200-46.000

Equal Angle

L64x64x6

Single Angle

L51x51x4.8

T4 46.000-44.000

Equal Angle

L76x76x6

Single Angle

L76x76x6.4

T5 44.000-39.000

Equal Angle

L102x102x6

Single Angle

L64x64x4.8

T6 39.000-37.000

Equal Angle

L102x102x8

Single Angle

L76x76x6.4

T7 37.000-33.500

Equal Angle

L102x102x8

Single Angle

L76x76x6.4

T8 33.500-29.500

Equal Angle

L102x102x8

Single Angle

L76x76x6.4

T9 29.500-23.500

Equal Angle

2L102x102x9.5

Single Angle

L76x76x6.4

T10 23.500-17.500 T11 17.500-10.000 T12 10.000-0.000

Equal Angle

2L102x102x9.5

Single Angle

L76x76x6.4

Equal Angle

2L102x102x9.5

Single Angle

L102x102x6.4

Equal Angle

2L102x102x9.5

A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)

Single Angle

L76x76x6.4

A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)

Tower Section Geometry (cont’d) Tower Top Girt Elevation Type m T1 60.000-54.400 Single Angle

Top Girt Size

Top Girt Grade

Bottom Girt Type

L51x51x4.8

Single Angle

T2 54.400-50.200 Single Angle

L51x51x4.8

T3 50.200-46.000 Single Angle

L51x51x4.8

T4 46.000-44.000 Single Angle

L51x51x4.8

T5 44.000-39.000 Single Angle

L51x51x4.8

T6 39.000-37.000 Single Angle

L51x51x6.4

A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50

Solid Round Solid Round Solid Round Solid Round Solid Round

Bottom Girt Size

Bottom Girt Grade A570-50 (345 MPa) A570-50 (345 MPa) A570-50 (345 MPa) A570-50 (345 MPa) A570-50 (345 MPa) A572-50

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4 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Tower Elevation m

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Top Girt Type

Top Girt Size

T7 37.000-33.500 Single Angle

L102x102x6.4

T9 29.500-23.500 Single Angle

L64x64x4.8

T11 Single Angle 17.500-10.000 T12 10.000-0.000 Single Angle

L76x76x6.4 L102x102x6.4

Top Girt Grade

Bottom Girt Type

(345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)

Bottom Girt Size

Bottom Girt Grade (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)

Solid Round Solid Round Solid Round Solid Round

Tower Section Geometry (cont’d) Tower Elevation

No. of Mid m Girts T4 46.000-44.000 None

Mid Girt Type

T5 44.000-39.000 None

Flat Bar

T6 39.000-37.000 None

Flat Bar

T7 37.000-33.500 None

Flat Bar

T8 33.500-29.500 None

Flat Bar

T9 29.500-23.500 None

Flat Bar

T10 None 23.500-17.500 T11 None 17.500-10.000 T12 10.000-0.000 None

Flat Bar

Mid Girt Size

Flat Bar

Flat Bar Flat Bar

Mid Girt Grade

Horizontal Type

Horizontal Size

Horizontal Grade

A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa)

Single Angle

L51x51x4.8

Single Angle

L51x51x4.8

Single Angle

L51x51x6.4

Single Angle

L51x51x4.8

Single Angle

L51x51x4.8

Single Angle

L76x76x6.4

Single Angle

L76x76x6.4

Single Angle

L64x64x6.4

Single Angle

L64x64x6.4

A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)

Tower Section Geometry (cont’d) Tower Elevation

Secondary Horizontal Type

m T3 50.200-46.000 Single Angle T4 46.000-44.000 Single Angle T8 33.500-29.500 Single Angle T9 29.500-23.500 Single Angle T10 23.500-17.500

Single Angle

Secondary Horizontal Size

Secondary Horizontal Grade

Inner Bracing Type

Inner Bracing Size

Inner Bracing Grade

A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)

Single Angle

L51x51x3.2

Single Angle

L51x51x3.2

Single Angle

L51x51x6.4

Single Angle

L51x51x4.8

Single Angle

L51x51x4.8

A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)

RISATower

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5 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Tower Elevation

Secondary Horizontal Type

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Secondary Horizontal Size

m T11 Single Angle 17.500-10.000 T12 10.000-0.000 Single Angle

Secondary Horizontal Grade

Inner Bracing Type

Inner Bracing Size

Inner Bracing Grade

A572-50 (345 MPa) A572-50 (345 MPa)

Single Angle

L51x51x4.8

Single Angle

L51x51x4.8

A572-50 (345 MPa) A572-50 (345 MPa)

Tower Section Geometry (cont’d) Tower Elevation

Redundant Bracing Grade

m T7 37.000-33.500 T8 33.500-29.500

A572-50 (345 MPa) A572-50 (345 MPa)

T9 29.500-23.500

A572-50 (345 MPa)

T10 23.500-17.500

A572-50 (345 MPa)

T11 17.500-10.000

A572-50 (345 MPa)

T12 10.000-0.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1) Horizontal (1) Diagonal (1) Hip (1) Horizontal (1) Diagonal (1) Hip (1) Horizontal (1) Diagonal (1) Hip (1) Horizontal (1) Horizontal (2) Horizontal (3) Horizontal (4) Diagonal (1) Diagonal (2) Diagonal (3) Diagonal (4) Hip (1) Hip (2) Hip (3) Hip (4) Hip Diagonal Horizontal (1) Horizontal (2) Horizontal (3) Horizontal (4) Diagonal (1) Diagonal (2) Diagonal (3) Diagonal (4) Hip (1) Hip (2) Hip (3) Hip (4) Hip Diagonal

Redundant Type

Redundant Size

K Factor

Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x3.2 L38x38x3.2 L51x51x3.2 L44x44x3.2 L38x38x3.2 L51x51x3.2 L44x44x3.2 L38x38x3.2 L51x51x3.2 L44x44x3.2 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L51x51x4.8 L51x51x4.8 L51x51x4.8 L51x51x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L76x76x6.4

1 1 1 1 1 1 1 1 1 1 1 1

Single Angle

Single Angle

Single Angle

Single Angle

Single Angle

1

1

1 1

1

1

1

Tower Section Geometry (cont’d)

Page

Job

RISATower

6 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Tower Elevation

Gusset Area (per face)

Gusset Thickness

m T1 60.000-54.400 T2 54.400-50.200 T3 50.200-46.000 T4 46.000-44.000 T5 44.000-39.000 T6 39.000-37.000 T7 37.000-33.500 T8 33.500-29.500 T9 29.500-23.500 T10 23.500-17.500 T11 17.500-10.000 T12 10.000-0.000

m2 0.018

mm 6

0.018

6

0.018

8

0.018

10

0.018

10

0.018

10

0.021

10

0.021

10

0.024

10

0.024

10

0.024

10

0.024

10

Gusset Grade Adjust. Factor Af

A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa)

Adjust. Factor Ar

Weight Mult. Double Angle Double Angle Stitch Bolt Stitch Bolt Spacing Spacing Diagonals Horizontals mm mm 1.25 0 0

1

1

1

1

1.25

0

0

1

1

1.25

0

0

1

1

1.25

0

0

1

1

1.25

0

0

1

1

1.25

0

0

1

1

1.25

0

0

1

1

1.25

0

0

1

1

1.25

0

0

1

1

1.25

0

0

1

1

1.25

0

0

1

1

1.25

0

0

Tower Section Geometry (cont’d) Tower Elevation

m T1 60.000-54.400 T2 54.400-50.200 T3 50.200-46.000 T4 46.000-44.000 T5 44.000-39.000 T6 39.000-37.000 T7 37.000-33.500 T8 33.500-29.500 T9 29.500-23.500 T10 23.500-17.500 T11 17.500-10.000

Calc K Single Angles

Calc K Solid Rounds

Legs

No

No

1

No

No

1

No

No

1

No

No

1

No

No

1

No

No

1

No

No

1

No

No

1

No

No

1

No

No

1

No

No

0.75

X Brace Diags X Y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

K Brace Diags X Y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

K Factors1 Single Girts Diags X Y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

X Y 1 1 1 1 1 1 0.5 1 0.5 1 0.5 1 0.5 1 0.5 1 0.5 1 0.5 1 0.5 1

Horiz.

Sec. Horiz.

Inner Brace

X Y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

X Y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

X Y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

Page

Job

RISATower

7 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Tower Elevation

Calc K Single Angles

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Calc K Solid Rounds

K Factors1 Single Girts Diags

Legs

X K Horiz. Sec. Inner Brace Brace Horiz. Brace Diags Diags X X X X X X X m Y Y Y Y Y Y Y T12 No No 0.75 1 1 1 0.5 1 1 1 10.000-0.000 1 1 1 1 1 1 1 1 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 Section Geometry (cont’d) Tower Elevation m

T1 60.000-54.400 T2 54.400-50.200 T3 50.200-46.000 T4 46.000-44.000 T5 44.000-39.000 T6 39.000-37.000 T7 37.000-33.500 T8 33.500-29.500 T9 29.500-23.500 T10 23.500-17.500 T11 17.500-10.000 T12 10.000-0.000

Leg

Diagonal

Top Girt

Bottom Girt

Net Width Deduct mm

U

Net Width Deduct mm

U

Net Width Deduct mm

U

0.75

Net Width Deduct mm 0

0

1

0

0.75

0

0

1

0

0.75

0

0.75

0

1

0

0.75

0

0

1

0

0.75

0

1

0

0

1

0

U

Mid Girt

Long Horizontal

Short Horizontal

0.75

Net Width Deduct mm 0

0.75

0.75

Net Width Deduct mm 0

0.75

Net Width Deduct mm 0

0

0.75

0

0.75

0

0.75

0

0.75

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

1

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

1

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

1

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

1

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

1

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

1

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

U

U

U

Tower Section Geometry (cont’d) Tower Elevation m

Leg Connection Type

T1 Sleeve DS 60.000-54.400 T2 Sleeve DS 54.400-50.200

Leg

Bolt Size mm 16 A325N 16 A325N

Diagonal

No. 8 8

Bolt Size mm 16 A325N 16 A325N

Top Girt

No. 2 2

Bolt Size mm 16 A325N 16 A325N

Bottom Girt

No. 2 2

Bolt Size mm 16 A307 16 A307

No. 0 0

Mid Girt

Bolt Size mm 16 A325N 16 A325N

Long Horizontal Short Horizontal

No. 0 0

Bolt Size mm 13 A307 13 A307

No. 1 1

Bolt Size mm 16 A307 16 A307

No. 1 1

Page

Job

RISATower

8 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Tower Elevation m

T3 50.200-46.000 T4 46.000-44.000 T5 44.000-39.000 T6 39.000-37.000 T7 37.000-33.500 T8 33.500-29.500 T9 29.500-23.500 T10 23.500-17.500 T11 17.500-10.000 T12 10.000-0.000

Leg Connection Type

Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Leg

Bolt Size mm 16 A325N 19 A325N 19 A325N 19 A325N 19 A325N 19 A325N 19 A325N 19 A325N 19 A325N 19 A325N

Diagonal

No. 8 12 12 12 12 12 16 16 12 12

Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N

Top Girt

No. 2 2 2 2 2 3 2 2 2 2

Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N

Bottom Girt

No. 2 2 2 2 2 2 2 2 2 2

Bolt Size mm 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307

Mid Girt

No. 0 0 0 0 0 0 0 0 0 0

Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N

Long Horizontal Short Horizontal

No. 0 0 0 0 0 0 0 0 0 0

Bolt Size mm 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307

No. 2 2 2 2 2 2 2 2 2 2

Bolt Size mm 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307

Discrete Tower Loads Description

Face or Leg

Offset Type

ANTENA PANEL UHF 0.48x0.983

A

From Face

ANTENA PANEL UHF 0.48x0.983

B

From Face

ANTENA PANEL UHF 0.48x0.983

C

From Face

ANTENA PANEL UHF 0.48x0.983

D

From Face

ANTENA VHF BAND III 4 DIPO AT13-240

A

From Face

ANTENA VHF BAND III 4 DIPO AT13-240

B

From Face

ANTENA VHF BAND III 4 DIPO AT13-240

C

From Face

ANTENA HARRIS DELTAWIND

A

From Face

Offsets: Horz Lateral Vert m m m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Azimuth Adjustment

Placement

CAAA Front

CAAA Side

Weight

°

m

m2

m2

kg

0.0000

60.000

No Ice

0.665

0.363

10.00

0.0000

60.000

No Ice

0.665

0.363

10.00

0.0000

60.000

No Ice

0.665

0.363

10.00

0.0000

60.000

No Ice

0.665

0.363

10.00

0.0000

58.000 - 55.200 No Ice

0.546

0.267

64.95

0.0000

58.000 - 55.200 No Ice

0.546

0.267

64.95

0.0000

58.000 - 55.200 No Ice

0.546

0.267

64.95

0.0000

50.000 - 47.000 No Ice

0.524

0.323

56.97

No. 1 2 2 2 2 2 2 2 2 2

Page

Job

RISATower

9 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Description

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Face or Leg

Offset Type

ANTENA HARRIS DELTAWIND

B

From Face

ANTENA HARRIS DELTAWIND

C

From Face

ANTENA HARRIS DELTAWIND

D

From Face

ANTENA PANEL FM KATHREIN

A

From Face

ANTENA PANEL FM KATHREIN

B

From Face

ANTENA PANEL FM KATHREIN

C

From Face

ANTENA PANEL FM KATHREIN

D

From Face

ANTENA PANEL FM KATHREIN

B

From Face

ANTENA PANEL FM KATHREIN

C

From Face

Offsets: Horz Lateral Vert m m m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Azimuth Adjustment

Placement

CAAA Front

CAAA Side

Weight

°

m

m2

m2

kg

0.0000

50.000 - 47.000 No Ice

0.524

0.323

56.97

0.0000

50.000 - 47.000 No Ice

0.524

0.323

56.97

0.0000

50.000 - 47.000 No Ice

0.524

0.323

56.97

0.0000

43.000 - 41.300 No Ice

0.378

0.205

84.19

0.0000

43.000 - 41.300 No Ice

0.378

0.205

84.19

0.0000

43.000 - 41.300 No Ice

0.378

0.205

84.19

0.0000

43.000 - 41.300 No Ice

0.378

0.205

84.19

0.0000

40.700 - 39.000 No Ice

0.378

0.205

84.19

0.0000

40.700 - 39.000 No Ice

0.378

0.205

84.19

Dishes Description

Face or Leg

Dish Type

Offset Type

8 FT DISH

C

Paraboloid w/o Radome

From Leg

8 FT DISH

D

Paraboloid w/o Radome

From Leg

Andrew 2' w/Radome

C

Paraboloid w/Radome

From Face

Offsets: Horz Lateral Vert m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Aperture Area

Weight

No Ice

m2 4.673

kg 113.85

2.438

No Ice

4.673

113.85

0.610

No Ice

0.292

31.75

Azimuth Adjustment

3 dB Beam Width

Elevation

Outside Diameter

° 0.0000

°

m 28.000

m 2.438

0.0000

24.000

0.0000

20.500

Tower Pressures - No Ice GH = 1.115

Page

Job

RISATower

Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section Elevation

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

KZ

qz

m 57.200

1.643

MPa 0.00

m2 7.652

T2 54.400-50.200

52.300

1.602

0.00

5.739

T3 50.200-46.000

48.100

1.564

0.00

5.739

T4 46.000-44.000

45.000

1.534

0.00

3.558

T5 44.000-39.000

41.500

1.499

0.00

10.981

T6 39.000-37.000

38.000

1.462

0.00

5.710

T7 37.000-33.500

35.250

1.431

0.00

12.275

T8 33.500-29.500

31.500

1.386

0.00

14.028

T9 29.500-23.500

26.500

1.319

0.00

24.326

T10 23.500-17.500

20.500

1.226

0.00

30.880

T11 17.500-10.000

13.750

1.093

0.00

47.816

T12 10.000-0.000

5.000

1

0.00

79.685

m T1 60.000-54.400

z

10 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL

AG

F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D

AF

AR

Aleg

m2 1.541 1.541 1.541 1.541 1.176 1.176 1.176 1.176 1.176 1.176 1.176 1.176 0.878 0.878 0.878 0.878 2.145 2.145 2.145 2.145 1.224 1.224 1.224 1.224 2.269 2.269 2.269 2.269 2.270 2.270 2.270 2.270 3.458 3.458 3.458 3.458 3.544 3.544 3.544 3.544 7.329 7.030 7.030 6.731 8.708 8.331 8.331 7.955

m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

m2 0.711

Leg %

0.533

0.533

0.317

1.016

0.448

0.711

0.813

1.229

1.229

1.537

2.049

Tower Pressure - Service GH = 1.115

46.16 46.16 46.16 46.16 45.35 45.35 45.35 45.35 45.35 45.35 45.35 45.35 36.10 36.10 36.10 36.10 47.37 47.37 47.37 47.37 36.60 36.60 36.60 36.60 31.34 31.34 31.34 31.34 35.81 35.81 35.81 35.81 35.55 35.55 35.55 35.55 34.69 34.69 34.69 34.69 20.97 21.86 21.86 22.83 23.53 24.59 24.59 25.75

CAAA In Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

CAAA Out Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Page

Job

RISATower

11 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section Elevation

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

KZ

qz

m 57.200

1.643

MPa 0.00

m2 7.652

T2 54.400-50.200

52.300

1.602

0.00

5.739

T3 50.200-46.000

48.100

1.564

0.00

5.739

T4 46.000-44.000

45.000

1.534

0.00

3.558

T5 44.000-39.000

41.500

1.499

0.00

10.981

T6 39.000-37.000

38.000

1.462

0.00

5.710

T7 37.000-33.500

35.250

1.431

0.00

12.275

T8 33.500-29.500

31.500

1.386

0.00

14.028

T9 29.500-23.500

26.500

1.319

0.00

24.326

T10 23.500-17.500

20.500

1.226

0.00

30.880

T11 17.500-10.000

13.750

1.093

0.00

47.816

T12 10.000-0.000

5.000

1

0.00

79.685

m T1 60.000-54.400

z

Date

AG

F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D

AF

AR

Aleg

m2 1.541 1.541 1.541 1.541 1.176 1.176 1.176 1.176 1.176 1.176 1.176 1.176 0.878 0.878 0.878 0.878 2.145 2.145 2.145 2.145 1.224 1.224 1.224 1.224 2.269 2.269 2.269 2.269 2.270 2.270 2.270 2.270 3.458 3.458 3.458 3.458 3.544 3.544 3.544 3.544 7.329 7.030 7.030 6.731 8.708 8.331 8.331 7.955

m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

m2 0.711

CAAA In Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Leg %

0.533

0.533

0.317

1.016

0.448

0.711

0.813

1.229

1.229

1.537

2.049

46.16 46.16 46.16 46.16 45.35 45.35 45.35 45.35 45.35 45.35 45.35 45.35 36.10 36.10 36.10 36.10 47.37 47.37 47.37 47.37 36.60 36.60 36.60 36.60 31.34 31.34 31.34 31.34 35.81 35.81 35.81 35.81 35.55 35.55 35.55 35.55 34.69 34.69 34.69 34.69 20.97 21.86 21.86 22.83 23.53 24.59 24.59 25.75

CAAA Out Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Tower Forces - No Ice - Wind Normal To Face Section Elevation

Add Weight

m

kg

T1 60.000-54.400

3.62

Self Weight kg 472.48

F a c e A B

e

0.201 0.201

CF

2.974 2.974

RR

0.591 0.591

DF

DR

1 1

1 1

AE

F

m2 1.541 1.541

kg 583.39

w

kglm 104.18

Ctrl. Face D

RISATower

Page

Job

12 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section Elevation

Add Weight

Self Weight

m

kg

kg

T2 54.400-50.200

3.62

360.38

T3 50.200-46.000

4.46

371.91

T4 46.000-44.000

5.37

359.86

T5 44.000-39.000

5.37

662.45

T6 39.000-37.000

5.37

507.92

T7 37.000-33.500

6.26

879.08

T8 33.500-29.500

6.26

891.37

T9 29.500-23.500

7.16

1897.65

T10 23.500-17.500

7.16

1907.28

T11 17.500-10.000

7.16

3543.01

T12 10.000-0.000

7.16

4171.84

Sum Weight:

68.96

16094.19

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

F a c e C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D

e

0.201 0.201 0.205 0.205 0.205 0.205 0.205 0.205 0.205 0.205 0.247 0.247 0.247 0.247 0.195 0.195 0.195 0.195 0.214 0.214 0.214 0.214 0.185 0.185 0.185 0.185 0.162 0.162 0.162 0.162 0.142 0.142 0.142 0.142 0.115 0.115 0.115 0.115 0.153 0.147 0.147 0.141 0.109 0.105 0.105 0.1

CF

RR

2.974 2.974 2.959 2.959 2.959 2.959 2.959 2.959 2.959 2.959 2.787 2.787 2.787 2.787 3 3 3 3 2.919 2.919 2.919 2.919 3.046 3.046 3.046 3.046 3.15 3.15 3.15 3.15 3.242 3.242 3.242 3.242 3.376 3.376 3.376 3.376 3.19 3.219 3.219 3.249 3.403 3.427 3.427 3.451

0.591 0.591 0.591 0.591 0.591 0.591 0.591 0.591 0.591 0.591 0.601 0.601 0.601 0.601 0.589 0.589 0.589 0.589 0.593 0.593 0.593 0.593 0.587 0.587 0.587 0.587 0.583 0.583 0.583 0.583 0.58 0.58 0.58 0.58 0.577 0.577 0.577 0.577 0.582 0.581 0.581 0.58 0.576 0.576 0.576 0.575

DF

DR

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 OTM

AE

F

w

m2 1.541 1.541 1.176 1.176 1.176 1.176 1.176 1.176 1.176 1.176 0.878 0.878 0.878 0.878 2.145 2.145 2.145 2.145 1.224 1.224 1.224 1.224 2.269 2.269 2.269 2.269 2.270 2.270 2.270 2.270 3.458 3.458 3.458 3.458 3.544 3.544 3.544 3.544 7.329 7.030 7.030 6.731 8.708 8.331 8.331 7.955 279269 kg-m

kg

kglm

Ctrl. Face

431.85

102.82

D

421.64

100.39

D

291.00

145.50

D

747.38

149.48

D

404.61

202.30

D

766.30

218.94

D

767.62

191.91

D

1145.55

190.92

D

1135.94

189.32

D

1980.38

264.05

A

2295.88

229.59

A

10971.56

Tower Forces - No Ice - Wind 45 To Face Section Elevation

Add Weight

m

kg T1

3.62

Self Weight kg 472.48

F a c e A

e

0.201

CF

RR

DF

DR

2.974

0.591

1.151

1.151

AE

F

m2 1.774

kg 671.50

w

kglm 119.91

Ctrl. Face D

RISATower

Page

Job

13 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Section Elevation

Add Weight

Self Weight

m 60.000-54.400

kg

kg

T2 54.400-50.200

3.62

360.38

T3 50.200-46.000

4.46

371.91

T4 46.000-44.000

5.37

359.86

T5 44.000-39.000

5.37

662.45

T6 39.000-37.000

5.37

507.92

T7 37.000-33.500

6.26

879.08

T8 33.500-29.500

6.26

891.37

T9 29.500-23.500

7.16

1897.65

T10 23.500-17.500

7.16

1907.28

T11 17.500-10.000

7.16

3543.01

T12 10.000-0.000

7.16

4171.84

Sum Weight:

68.96

16094.19

F a c e B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D

e

0.201 0.201 0.201 0.205 0.205 0.205 0.205 0.205 0.205 0.205 0.205 0.247 0.247 0.247 0.247 0.195 0.195 0.195 0.195 0.214 0.214 0.214 0.214 0.185 0.185 0.185 0.185 0.162 0.162 0.162 0.162 0.142 0.142 0.142 0.142 0.115 0.115 0.115 0.115 0.153 0.147 0.147 0.141 0.109 0.105 0.105 0.1

CF

RR

DF

DR

2.974 2.974 2.974 2.959 2.959 2.959 2.959 2.959 2.959 2.959 2.959 2.787 2.787 2.787 2.787 3 3 3 3 2.919 2.919 2.919 2.919 3.046 3.046 3.046 3.046 3.15 3.15 3.15 3.15 3.242 3.242 3.242 3.242 3.376 3.376 3.376 3.376 3.19 3.219 3.219 3.249 3.403 3.427 3.427 3.451

0.591 0.591 0.591 0.591 0.591 0.591 0.591 0.591 0.591 0.591 0.591 0.601 0.601 0.601 0.601 0.589 0.589 0.589 0.589 0.593 0.593 0.593 0.593 0.587 0.587 0.587 0.587 0.583 0.583 0.583 0.583 0.58 0.58 0.58 0.58 0.577 0.577 0.577 0.577 0.582 0.581 0.581 0.58 0.576 0.576 0.576 0.575

1.151 1.151 1.151 1.154 1.154 1.154 1.154 1.154 1.154 1.154 1.154 1.185 1.185 1.185 1.185 1.146 1.146 1.146 1.146 1.161 1.161 1.161 1.161 1.139 1.139 1.139 1.139 1.121 1.121 1.121 1.121 1.107 1.107 1.107 1.107 1.086 1.086 1.086 1.086 1.115 1.11 1.11 1.106 1.082 1.078 1.078 1.075

1.151 1.151 1.151 1.154 1.154 1.154 1.154 1.154 1.154 1.154 1.154 1.185 1.185 1.185 1.185 1.146 1.146 1.146 1.146 1.161 1.161 1.161 1.161 1.139 1.139 1.139 1.139 1.121 1.121 1.121 1.121 1.107 1.107 1.107 1.107 1.086 1.086 1.086 1.086 1.115 1.11 1.11 1.106 1.082 1.078 1.078 1.075 OTM

AE

F

w

m2 1.774 1.774 1.774 1.357 1.357 1.357 1.357 1.357 1.357 1.357 1.357 1.041 1.041 1.041 1.041 2.459 2.459 2.459 2.459 1.420 1.420 1.420 1.420 2.584 2.584 2.584 2.584 2.545 2.545 2.545 2.545 3.826 3.826 3.826 3.826 3.849 3.849 3.849 3.849 8.171 7.805 7.805 7.441 9.422 8.985 8.985 8.551 316328 kg-m

kg

kglm

Ctrl. Face

498.23

118.63

D

486.46

115.82

D

344.87

172.43

D

856.86

171.37

D

469.64

234.82

D

872.56

249.30

D

860.78

215.19

D

1267.67

211.28

D

1233.71

205.62

D

2208.04

294.40

A

2484.05

248.41

A

12254.37

Tower Forces - Service - Wind Normal To Face Section Elevation

Add Weight

Self Weight

m

kg

kg

F a c e

e

CF

RR

DF

DR

AE

F

w

m2

kg

kglm

Ctrl. Face

Page

Job

RISATower

14 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section Elevation

Add Weight

m

kg

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Self Weight

T1 60.000-54.400

3.62

kg 472.48

T2 54.400-50.200

3.62

360.38

T3 50.200-46.000

4.46

371.91

T4 46.000-44.000

5.37

359.86

T5 44.000-39.000

5.37

662.45

T6 39.000-37.000

5.37

507.92

T7 37.000-33.500

6.26

879.08

T8 33.500-29.500

6.26

891.37

T9 29.500-23.500

7.16

1897.65

T10 23.500-17.500

7.16

1907.28

T11 17.500-10.000

7.16

3543.01

T12 10.000-0.000

7.16

4171.84

Sum Weight:

68.96

16094.19

F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D

e

0.201 0.201 0.201 0.201 0.205 0.205 0.205 0.205 0.205 0.205 0.205 0.205 0.247 0.247 0.247 0.247 0.195 0.195 0.195 0.195 0.214 0.214 0.214 0.214 0.185 0.185 0.185 0.185 0.162 0.162 0.162 0.162 0.142 0.142 0.142 0.142 0.115 0.115 0.115 0.115 0.153 0.147 0.147 0.141 0.109 0.105 0.105 0.1

CF

RR

2.974 2.974 2.974 2.974 2.959 2.959 2.959 2.959 2.959 2.959 2.959 2.959 2.787 2.787 2.787 2.787 3 3 3 3 2.919 2.919 2.919 2.919 3.046 3.046 3.046 3.046 3.15 3.15 3.15 3.15 3.242 3.242 3.242 3.242 3.376 3.376 3.376 3.376 3.19 3.219 3.219 3.249 3.403 3.427 3.427 3.451

0.591 0.591 0.591 0.591 0.591 0.591 0.591 0.591 0.591 0.591 0.591 0.591 0.601 0.601 0.601 0.601 0.589 0.589 0.589 0.589 0.593 0.593 0.593 0.593 0.587 0.587 0.587 0.587 0.583 0.583 0.583 0.583 0.58 0.58 0.58 0.58 0.577 0.577 0.577 0.577 0.582 0.581 0.581 0.58 0.576 0.576 0.576 0.575

DF

DR

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 OTM

AE

F

m2 1.541 1.541 1.541 1.541 1.176 1.176 1.176 1.176 1.176 1.176 1.176 1.176 0.878 0.878 0.878 0.878 2.145 2.145 2.145 2.145 1.224 1.224 1.224 1.224 2.269 2.269 2.269 2.269 2.270 2.270 2.270 2.270 3.458 3.458 3.458 3.458 3.544 3.544 3.544 3.544 7.329 7.030 7.030 6.731 8.708 8.331 8.331 7.955 69817 kg-m

kg 145.85

kglm 26.04

D

107.96

25.71

D

105.41

25.10

D

72.75

36.38

D

186.85

37.37

D

101.15

50.58

D

191.58

54.74

D

191.91

47.98

D

286.39

47.73

D

283.98

47.33

D

495.10

66.01

A

573.97

57.40

A

w

2742.89

Tower Forces - Service - Wind 45 To Face

Ctrl. Face

RISATower

Page

Job

15 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section Elevation

Add Weight

m

kg

Self Weight

T1 60.000-54.400

3.62

kg 472.48

T2 54.400-50.200

3.62

360.38

T3 50.200-46.000

4.46

371.91

T4 46.000-44.000

5.37

359.86

T5 44.000-39.000

5.37

662.45

T6 39.000-37.000

5.37

507.92

T7 37.000-33.500

6.26

879.08

T8 33.500-29.500

6.26

891.37

T9 29.500-23.500

7.16

1897.65

T10 23.500-17.500

7.16

1907.28

T11 17.500-10.000

7.16

3543.01

T12 10.000-0.000

7.16

4171.84

Sum Weight:

68.96

16094.19

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D

e

0.201 0.201 0.201 0.201 0.205 0.205 0.205 0.205 0.205 0.205 0.205 0.205 0.247 0.247 0.247 0.247 0.195 0.195 0.195 0.195 0.214 0.214 0.214 0.214 0.185 0.185 0.185 0.185 0.162 0.162 0.162 0.162 0.142 0.142 0.142 0.142 0.115 0.115 0.115 0.115 0.153 0.147 0.147 0.141 0.109 0.105 0.105 0.1

CF

RR

DF

DR

2.974 2.974 2.974 2.974 2.959 2.959 2.959 2.959 2.959 2.959 2.959 2.959 2.787 2.787 2.787 2.787 3 3 3 3 2.919 2.919 2.919 2.919 3.046 3.046 3.046 3.046 3.15 3.15 3.15 3.15 3.242 3.242 3.242 3.242 3.376 3.376 3.376 3.376 3.19 3.219 3.219 3.249 3.403 3.427 3.427 3.451

0.591 0.591 0.591 0.591 0.591 0.591 0.591 0.591 0.591 0.591 0.591 0.591 0.601 0.601 0.601 0.601 0.589 0.589 0.589 0.589 0.593 0.593 0.593 0.593 0.587 0.587 0.587 0.587 0.583 0.583 0.583 0.583 0.58 0.58 0.58 0.58 0.577 0.577 0.577 0.577 0.582 0.581 0.581 0.58 0.576 0.576 0.576 0.575

1.151 1.151 1.151 1.151 1.154 1.154 1.154 1.154 1.154 1.154 1.154 1.154 1.185 1.185 1.185 1.185 1.146 1.146 1.146 1.146 1.161 1.161 1.161 1.161 1.139 1.139 1.139 1.139 1.121 1.121 1.121 1.121 1.107 1.107 1.107 1.107 1.086 1.086 1.086 1.086 1.115 1.11 1.11 1.106 1.082 1.078 1.078 1.075

1.151 1.151 1.151 1.151 1.154 1.154 1.154 1.154 1.154 1.154 1.154 1.154 1.185 1.185 1.185 1.185 1.146 1.146 1.146 1.146 1.161 1.161 1.161 1.161 1.139 1.139 1.139 1.139 1.121 1.121 1.121 1.121 1.107 1.107 1.107 1.107 1.086 1.086 1.086 1.086 1.115 1.11 1.11 1.106 1.082 1.078 1.078 1.075 OTM

Force Totals

AE

F

m2 1.774 1.774 1.774 1.774 1.357 1.357 1.357 1.357 1.357 1.357 1.357 1.357 1.041 1.041 1.041 1.041 2.459 2.459 2.459 2.459 1.420 1.420 1.420 1.420 2.584 2.584 2.584 2.584 2.545 2.545 2.545 2.545 3.826 3.826 3.826 3.826 3.849 3.849 3.849 3.849 8.171 7.805 7.805 7.441 9.422 8.985 8.985 8.551 79082 kg-m

kg 167.88

kglm 29.98

D

124.56

29.66

D

121.61

28.96

D

86.22

43.11

D

214.21

42.84

D

117.41

58.70

D

218.14

62.33

D

215.19

53.80

D

316.92

52.82

D

308.43

51.40

D

552.01

73.60

A

621.01

62.10

A

w

3063.59

Ctrl. Face

Page

Job

RISATower

16 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Load Case Leg Weight Bracing Weight Total Member Self-Weight Gusset Weight Total Weight Wind 0 deg - No Ice Wind 45 deg - No Ice Wind 90 deg - No Ice Wind 180 deg - No Ice Total Weight Wind 0 deg - Service Wind 45 deg - Service Wind 90 deg - Service Wind 180 deg - Service

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Vertical Forces kg 5640.64 10384.58 16025.22 68.96 17321.51

Sum of Forces X kg

Sum of Forces Z kg

-27.03 9904.48 12723.66 -2.73

-12920.14 -9870.30 -496.50 12450.82

-6.76 2476.12 3180.92 -0.68

-3230.04 -2467.57 -124.13 3112.70

17321.51

Sum of Overturning Moments, Mz kg-m

Sum of Overturning Moments, Mx kg-m 332

-129

332 -350558 -268670 -11496 338999 332 -87391 -66919 -2625 84999

-129 2674 -270798 -346473 -165 -129 572 -67796 -86715 -138

Sum of Torques

Load Combinations Comb. No. 1 2 3 4 5 6 7 8 9

Description Dead Only Dead+Wind 0 deg - No Ice Dead+Wind 45 deg - No Ice Dead+Wind 90 deg - No Ice Dead+Wind 180 deg - No Ice Dead+Wind 0 deg - Service Dead+Wind 45 deg - Service Dead+Wind 90 deg - Service Dead+Wind 180 deg - Service

Maximum Member Forces Section No.

Elevation m

Component Type

Condition

T1

60 - 54.4

Leg

Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

Diagonal

Top Girt

T2

54.4 - 50.2

Leg

Gov. Load Comb. 3 3 4 4 5 5 4 4 3 4 3 4 4 4 1 3 1 3 3

Force kg 1421.86 -1725.81 504.08 -798.07 -72.69 -72.69 351.91 -363.05 234.46 -263.76 -2.97 0.31 14.56 -23.97 -4.45 -19.28 3.01 0.00 4018.91

Major Axis Moment kg-m 3 -2 5 2 0 0 0 0 1 0 1 0 0 0 -1 0 0 0 1

Minor Axis Moment kg-m 3 -2 -1 -5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1

kg-m

45 458 615 29 11 115 154 7

Page

Job

RISATower

Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

Component Type

Top Girt

50.2 - 46

Leg

Diagonal

Top Girt

Inner Bracing

T4

46 - 44

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Diagonal

T3

17 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL

Leg

Diagonal

Horizontal

Top Girt

Condition Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression

Gov. Load Comb. 3 3 3 4 4 3 3 3 4 3 4 4 4 1 3 1 3 3 3 3 3 4 4 3 3 3 4 3 4 4 4 1 4 1 4 3 4 1 4 1 4 3 3 4 4 4 4 3 3 4 4 4 4 4 4 4 2 4 2 4 4

Force kg -4470.25 -224.82 -265.92 -9.13 -9.13 510.26 -548.42 234.10 -508.77 -4.66 -0.66 154.67 -128.28 12.00 -94.71 3.01 -0.00 7778.94 -8473.59 -344.14 -479.96 -22.36 -22.33 853.09 -908.09 234.48 -753.24 -7.48 -1.58 392.99 -356.48 16.74 19.71 3.01 -0.00 15.36 -7.56 12.51 12.45 -2.88 -0.00 6321.32 -6902.38 -4599.49 -4617.87 19.91 19.93 1768.03 -2007.79 -815.62 1628.91 4.80 -1.35 28.66 -37.09 -3.96 -3.83 3.61 0.77 67.03 -79.92

Major Axis Moment kg-m -3 5 -5 4 -3 0 0 3 -1 3 -1 0 0 -1 0 0 0 3 -3 11 -11 7 -1 0 0 6 -2 6 -2 0 0 -1 0 0 0 0 0 1 0 0 0 3 8 -9 1 9 -1 0 0 -2 0 0 0 0 0 1 1 1 1 0 0

Minor Axis Moment kg-m -3 -5 5 -3 4 0 0 0 1 0 1 0 0 0 0 0 0 3 -3 -11 11 -1 7 0 0 1 2 1 2 0 0 0 0 0 0 0 0 0 0 0 0 3 8 1 -9 -1 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Page

Job

RISATower

Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

44 - 39

Component Type

Leg

Diagonal

Horizontal

Top Girt

T6

39 - 37

Leg

Diagonal

Horizontal

Top Girt

T7

37 - 33.5

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Inner Bracing

T5

18 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL

Leg

Condition Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx

Gov. Load Comb. 1 1 1 1 3 3 1 4 1 4 3 3 3 3 3 3 3 3 4 4 4 4 3 3 4 4 4 4 4 4 1 4 1 4 3 3 3 3 4 3 3 3 4 3 4 3 4 4 4 4 4 4 4 4 1 1 1 1 3 3 4

Force kg -5.33 -5.33 -2.95 0.60 12.05 -21.91 0.11 1.29 -2.88 0.01 9928.70 -11342.20 -630.83 -781.31 -68.64 -69.12 1348.32 -1454.47 1011.54 -368.30 3.07 -0.01 79.06 -86.15 50.88 -31.62 5.11 0.56 1861.15 -1572.18 143.13 150.15 4.84 -0.00 9777.50 -11396.60 -11396.60 -11396.60 -44.72 -44.95 2272.74 -2499.63 -1712.51 -230.74 7.48 -2.88 52.14 -86.65 -20.60 -4.10 -5.72 14.31 1145.35 -1487.47 -153.75 -153.75 6.04 -1.98 10719.52 -12998.02 -8786.92

Major Axis Moment kg-m -1 0 0 0 0 0 1 0 0 0 -14 -5 49 -45 49 -45 0 0 -1 0 0 0 0 1 3 1 3 1 0 0 -3 0 0 0 5 30 30 30 -22 -14 0 0 -4 0 0 0 1 1 2 0 2 0 0 0 -3 0 0 0 -24 53 74

Minor Axis Moment kg-m 0 0 0 0 0 0 0 0 0 0 -13 -5 -45 49 -45 49 0 0 0 0 0 0 0 0 0 -1 0 -1 0 0 0 0 0 0 5 30 30 30 4 -15 0 0 0 1 0 0 9 9 6 18 6 0 0 0 0 1 0 0 -24 53 -2

Page

Job

RISATower

19 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

Component Type

Horizontal

Top Girt

Redund Horz 1 Bracing

Redund Diag 1 Bracing

33.5 - 29.5

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Diagonal

T8

Date

Leg

Diagonal

Horizontal

Redund Horz 1 Bracing

Redund Diag 1

Condition Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

Gov. Load Comb. 4 4 4 3 3 3 3 3 3 3 3 4 4 4 4 4 4 1 4 1 4 3

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

Force kg -8746.89 -125.35 -125.33 1793.99 -1696.52 1783.71 -1621.92 -14.86 0.05 72.27 -79.49 -55.72 -36.17 5.32 -0.46 2798.37 -2140.76 331.05 351.94 21.18 -0.00 194.97

Major Axis Moment kg-m -3 74 -3 0 2 13 -9 13 0 1 2 2 2 2 2 0 0 -18 0 0 0 0

Minor Axis Moment kg-m 74 -2 74 0 0 0 0 0 0 0 1 0 1 0 1 0 0 0 0 0 0 0

3 1 4 1 4 3

-194.97 17.44 -86.42 0.98 0.00 138.87

0 0 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 4 4 4 4 3 3 4 4 3 3 3 3 3 3 3 3 3 3 4 4 4 4 3

-138.87 61.11 93.88 0.98 -0.00 12749.65 -14979.92 -9876.93 -9842.48 98.80 98.13 2183.51 -2415.82 706.60 683.48 14.82 7.42 73.49 -87.18 48.76 48.76 -5.54 -0.03 224.70

0 0 0 0 0 -41 27 74 -3 -39 -39 9 0 14 14 14 14 3 1 3 3 3 3 0

0 0 0 0 0 -40 27 -2 74 -39 -39 6 0 -10 10 -10 10 0 0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 1 4 1 4 3

-224.70 17.22 -57.05 0.98 -0.00 172.02

0 0 0 0 0 0

0 0 0 0 0 0

Page

Job

RISATower

20 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Component Type

Condition

Gov. Load Comb.

Force kg

Major Axis Moment kg-m

Minor Axis Moment kg-m

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 4 4 4 4 3

-172.02 115.30 115.30 1.33 -0.00 21.67

0 0 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 1 3 1 3 3 3 1 4 1 4 3 3 2 4 2 4 3 3 3 3 3 3 2 2 4 2 4 2 2 4 1 1 1 1 3

-17.64 1.38 1.10 1.63 -0.00 33.43 -18.70 -0.00 2.26 10.24 0.02 16542.33 -19630.97 -13241.62 -13303.33 -181.95 -185.83 1000.90 -1141.22 379.86 302.33 -8.98 3.84 127.19 -170.24 -40.87 -103.04 12.76 1.26 225.60 -316.60 -37.45 -37.45 9.81 -0.89 295.67

0 0 0 0 0 0 0 -9 0 0 0 -21 45 105 -24 105 -24 6 0 9 9 9 0 4 4 7 7 7 7 0 0 -8 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 -21 45 -22 107 -22 107 -4 0 -5 -5 -5 0 0 0 -1 -1 -1 -1 0 0 0 1 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 1 3 1 3 3

-295.67 27.31 295.67 1.13 0.10 279.13

0 0 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 2 4 2 4 3

-279.13 209.20 74.85 -1.74 -0.26 6.38

0 -1 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx

3 1

-10.94 -2.78

0 -1

0 0

Bracing

Redund Hip 1 Bracing

Inner Bracing

T9

29.5 - 23.5

Leg

Diagonal

Horizontal

Top Girt

Redund Horz 1 Bracing

Redund Diag 1 Bracing

Redund Hip 1 Bracing

Page

Job

RISATower

21 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

23.5 - 17.5

Component Type

Leg

Diagonal

Horizontal

Redund Horz 1 Bracing

Redund Diag 1 Bracing

Redund Hip 1 Bracing

Inner Bracing

T11

17.5 - 10

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Inner Bracing

T10

Date

Leg

Diagonal

Condition Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

Gov. Load Comb. 3 1 3 4 3 1 4 1 4 3 3 2 4 2 4 2 2 3 3 3 3 5 3 4 2 4 2 3

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

Force kg -2.66 1.89 -0.00 6.72 -33.97 0.87 2.36 -11.04 -0.01 19148.07 -23395.42 -15760.65 -15417.96 94.90 95.49 1334.66 -1424.34 1094.78 1017.78 -10.03 -3.23 54.78 -104.52 -1.05 -4.58 -15.39 -1.38 352.37

Major Axis Moment kg-m 0 0 0 0 0 13 0 0 0 -28 77 105 -24 105 -24 7 0 9 9 9 0 8 6 10 10 10 10 0

Minor Axis Moment kg-m 0 0 0 0 0 0 0 0 0 -27 75 -22 107 -22 107 3 0 5 -5 5 0 -1 -1 -1 -1 -1 -1 0

3 1 3 1 3 3

-352.37 34.96 33.02 1.44 -0.13 285.62

0 0 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 2 4 2 4 3

-285.62 23.84 78.24 2.15 -0.29 4.75

0 -1 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression

3 1 1 3 3 3 1 4 1 4 3 3 4 2 4 2 3 3

-9.23 -3.08 2.40 0.00 2.22 -10.34 0.25 1.42 11.51 0.01 19740.10 -23950.28 -15094.14 -15748.79 126.81 125.44 4303.05 -5386.64

0 -1 0 0 0 0 -15 0 0 0 -2 5 99 4 -80 2 4 0

0 0 0 0 0 0 0 0 0 0 -1 4 -1 99 7 -79 -2 0

RISATower

Page

Job

22 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Component Type

Top Girt

Redund Horz 1 Bracing

Redund Horz 2 Bracing

Redund Horz 3 Bracing

Redund Horz 4 Bracing

Redund Diag 1 Bracing

Redund Diag 2 Bracing

Redund Diag 3 Bracing

Redund Diag 4 Bracing

Condition Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

Gov. Load Comb. 3 3 3 4 2 2 1 4 1 4 3

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

Force kg -751.69 -960.83 -25.45 -22.43 1446.58 -1183.67 137.45 182.35 -25.57 -2.33 360.73

Major Axis Moment kg-m 35 35 35 0 0 0 -36 0 0 0 0

Minor Axis Moment kg-m -33 -33 -33 2 0 0 0 3 0 0 0

3 1 2 1 2 3

-360.73 33.20 247.63 1.99 -0.18 360.73

0 0 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 1 4 1 4 3

-360.73 33.20 249.39 3.98 -0.36 360.73

0 -1 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 4 4 4 4 3

-360.73 237.82 -1.83 5.97 -0.54 360.73

0 -3 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 1 1 1 1 3

-360.73 33.20 33.20 7.96 -0.72 443.93

0 -6 0 0 0 0

0 0 1 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 2 3 2 3 3

-443.93 241.96 264.99 2.38 -0.45 277.20

0 -1 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 2 3 2 3 3

-277.20 60.69 51.31 4.37 -0.56 231.59

0 -2 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 2 4 2 4 3

-231.59 64.30 -3.05 6.36 -0.70 219.39

0 -4 0 0 0 0

0 0 0 0 0 0

Page

Job

RISATower

23 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

Component Type

Redund Hip 2 Bracing

Redund Hip 3 Bracing

Redund Hip 4 Bracing

Redund Hip Diagonal Bracing

Inner Bracing

10 - 0

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Redund Hip 1 Bracing

T12

Date

Leg

Diagonal

Top Girt

Condition Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

Gov. Load Comb. 3 2 4 2 4 3

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

Force kg -219.39 58.99 -5.89 8.35 0.85 53.61

Major Axis Moment kg-m 0 -7 0 0 0 0

Minor Axis Moment kg-m 0 0 1 0 0 0

4 1 3 1 3 4

-53.92 2.34 25.49 2.24 0.00 17.93

0 -1 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

2 1 3 1 3 3

-23.16 -0.83 16.20 4.48 0.00 4.97

0 -2 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

4 1 3 1 3 1

-8.99 -1.25 1.47 6.72 0.00 0.00

0 -5 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. Vy Max. Vx Max Tension

5 1 1 3 4

-6.16 -3.84 8.96 0.00 65.53

0 -9 0 0 0

0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My

3 3 4 3 4 3 2 1 4 1 4 3 3 3 3 5 4 3 3 3 3 3 3 4 2 4 2

-82.24 -4.74 -74.52 12.75 0.00 70.01 -25.11 66.29 3.36 -18.03 0.01 19436.02 -24716.14 -24639.99 -24639.22 25.31 25.24 4336.61 -5642.29 4336.61 -5454.88 12.34 -13.98 51.50 -224.20 -83.18 -76.69

0 -15 0 0 0 0 0 36 0 0 0 0 0 -24 -24 17 8 9 0 9 -9 9 9 19 18 20 20

0 0 0 0 0 0 0 0 0 0 0 1 0 -25 -25 8 17 -12 0 -12 16 -13 -13 -2 -2 -2 -2

RISATower

Page

Job

24 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Component Type

Redund Horz 1 Bracing

Redund Horz 2 Bracing

Redund Horz 3 Bracing

Redund Horz 4 Bracing

Redund Diag 1 Bracing

Redund Diag 2 Bracing

Redund Diag 3 Bracing

Redund Diag 4 Bracing

Redund Hip 1 Bracing

Condition Max. Vy Max. Vx Max Tension

Gov. Load Comb. 4 2 3

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

Force kg 27.08 2.53 372.26

Major Axis Moment kg-m 20 20 0

Minor Axis Moment kg-m -2 -2 0

3 6 3 6 3 3

-372.26 -7.71 372.26 1.99 -0.18 372.26

0 0 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 3 2 3 2 3

-372.26 372.26 255.38 3.98 -0.36 372.26

0 -1 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 1 3 1 3 3

-372.26 47.13 372.26 5.97 -0.54 372.26

0 -3 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 1 3 1 3 3

-372.26 47.13 -123.13 7.96 -0.72 551.48

0 -6 0 0 0 0

0 0 1 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 2 3 2 3 3

-551.48 378.32 169.18 1.48 0.54 312.27

0 -1 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 2 4 2 4 3

-312.27 217.80 56.86 -3.47 -0.61 246.14

0 -2 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 2 2 2 2 3

-246.14 171.68 77.99 5.46 0.72 219.34

0 -4 0 0 0 0

0 0 -1 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 2 4 2 4 3

-219.34 152.99 102.46 7.45 -0.86 11.32

0 -6 0 0 0 0

0 0 1 0 0 0

Max. Compression

3

-33.24

0

0

RISATower

Page

Job

25 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Component Type

Redund Hip 2 Bracing

Redund Hip 3 Bracing

Redund Hip 4 Bracing

Redund Hip Diagonal Bracing

Condition

Force

Max. Mx Max. My Max. Vy Max. Vx Max Tension

Gov. Load Comb. 6 2 6 2 3

kg -4.82 9.02 2.83 0.00 8.59

Major Axis Moment kg-m -1 0 0 0 0

Minor Axis Moment kg-m 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 1 2 1 2 3

-24.17 -2.38 5.74 5.65 0.00 12.65

0 -3 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. Vy Max. Vx Max Tension

3 1 1 3 3

-24.44 -2.61 8.48 0.00 1.32

0 -6 0 0 0

0 0 0 0 0

Max. Compression Max. Mx Max. Vy Max. Vx Max Tension

3 1 1 2 3

-16.65 -5.11 11.30 0.00 58.47

0 -11 0 0 0

0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx

3 3 3 3 3

-46.62 4.50 -28.39 20.60 0.01

0 -25 0 0 0

0 0 0 0 0

Maximum Reactions Location

Condition

Leg D

Max. Vert Max. Hx Max. Hz Min. Vert Min. Hx Min. Hz Max. Vert Max. Hx Max. Hz Min. Vert Min. Hx Min. Hz Max. Vert Max. Hx Max. Hz Min. Vert Min. Hx Min. Hz Max. Vert Max. Hx Max. Hz

Leg C

Leg B

Leg A

Gov. Load Comb. 5 5 3 3 3 5 5 2 2 2 4 5 3 5 3 5 3 5 2 2 2

Vertical kg

Horizontal, X kg

Horizontal, Z kg

23399.64 23399.64 -26080.74 -26080.74 -26080.74 23399.64 23419.17 -15556.29 -15556.29 -15556.29 23181.93 23419.17 34693.42 -14739.67 34693.42 -14739.67 34693.42 -14739.67 24217.22 24217.22 24217.22

3376.28 3376.28 -4091.00 -4091.00 -4091.00 3376.28 -3376.95 2263.65 2263.65 2263.65 -3707.49 -3376.95 -5255.61 2169.76 -5255.61 2169.76 -5255.61 2169.76 3475.39 3475.39 3475.39

-3708.59 -3708.59 4075.41 4075.41 4075.41 -3708.59 -3711.36 2659.17 2659.17 2659.17 -3294.55 -3711.36 5290.83 -2512.51 5290.83 -2512.51 5290.83 -2512.51 3850.36 3850.36 3850.36

RISATower

Page

Job

Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Location

Condition Min. Vert Min. Hx Min. Hz

26 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Gov. Load Comb. 5 4 5

Vertical kg

Horizontal, X kg

Horizontal, Z kg

-14757.63 -14520.01 -14757.63

-2166.36 -2476.05 -2166.36

-2518.06 -2121.79 -2518.06

Tower Mast Reaction Summary Load Combination

Vertical

Dead Only Dead+Wind 0 deg - No Ice Dead+Wind 45 deg - No Ice Dead+Wind 90 deg - No Ice Dead+Wind 180 deg - No Ice Dead+Wind 0 deg - Service Dead+Wind 45 deg - Service Dead+Wind 90 deg - Service Dead+Wind 180 deg - Service

kg 17321.50 17321.50 17321.50 17321.50 17321.50 17321.50 17321.51 17321.50 17321.50

Shearx

Shearz

kg

kg

-0.00 -27.03 9904.24 12723.36 -2.73 -6.76 2476.06 3180.84 -0.68

-0.00 -12919.84 -9870.06 -496.50 12450.52 -3229.96 -2467.52 -124.12 3112.63

Overturning Moment, Mx kg-m 331 -348145 -266964 -11507 336573 -86787 -66491 -2628 84392

Overturning Moment, Mz kg-m -129 2678 -269094 -344057 -165 572 -67370 -86111 -138

Torque kg-m 0 45 458 614 30 11 114 154 8

Solution Summary Load Comb. 1 2 3 4 5 6 7 8 9

PX kg 0.00 -27.03 9904.48 12723.66 -2.73 -6.76 2476.12 3180.92 -0.68

Sum of Applied Forces PY kg -17321.51 -17321.51 -17321.51 -17321.51 -17321.51 -17321.51 -17321.51 -17321.51 -17321.51

PZ kg 0.00 -12920.14 -9870.30 -496.50 12450.82 -3230.04 -2467.57 -124.13 3112.70

PX kg 0.00 27.03 -9904.24 -12723.36 2.73 6.76 -2476.06 -3180.84 0.68

Sum of Reactions PY kg 17321.50 17321.50 17321.50 17321.50 17321.50 17321.50 17321.51 17321.50 17321.50

PZ kg 0.00 12919.84 9870.06 496.50 -12450.52 3229.96 2467.52 124.12 -3112.63

Non-Linear Convergence Results Load Combination 1 2 3 4 5 6 7 8 9

Converged? Yes Yes Yes Yes Yes Yes Yes Yes Yes

Number of Cycles 6 10 10 10 10 10 10 10 10

Displacement Tolerance 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001

Force Tolerance 0.00000001 0.00010225 0.00010371 0.00010334 0.00010311 0.00008663 0.00008954 0.00008738 0.00008645

% Error 0.000% 0.001% 0.002% 0.001% 0.001% 0.000% 0.000% 0.000% 0.000%

Page

Job

RISATower

27 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Maximum Tower Deflections - Service Wind Section No. T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11 T12

Elevation m 60 - 54.4 54.4 - 50.2 50.2 - 46 46 - 44 44 - 39 39 - 37 37 - 33.5 33.5 - 29.5 29.5 - 23.5 23.5 - 17.5 17.5 - 10 10 - 0

Horz. Deflection mm 50.61 38.24 29.57 22.37 19.78 14.15 12.60 10.03 7.67 5.22 3.41 1.16

Gov. Load Comb. 7 7 7 7 7 7 7 7 7 7 7 7

Tilt

Twist

° 0.1271 0.1228 0.1089 0.0805 0.0704 0.0521 0.0435 0.0357 0.0254 0.0176 0.0119 0.0067

° 0.0005 0.0006 0.0007 0.0008 0.0008 0.0009 0.0009 0.0009 0.0009 0.0008 0.0006 0.0004

Critical Deflections and Radius of Curvature - Service Wind Elevation m 60.000 58.000 56.600 55.200 50.000 48.500 47.000 43.000 42.150 41.300 40.700 39.850 39.000 28.000 24.000 20.500

Appurtenance ANTENA PANEL UHF 0.48x0.983 ANTENA VHF BAND III 4 DIPO AT13-240 ANTENA VHF BAND III 4 DIPO AT13-240 ANTENA VHF BAND III 4 DIPO AT13-240 ANTENA HARRIS DELTAWIND ANTENA HARRIS DELTAWIND ANTENA HARRIS DELTAWIND ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN 8 FT DISH 8 FT DISH Andrew 2' w/Radome

Gov. Load Comb. 7 7

Deflection

Tilt

Twist

mm 50.61 46.15

° 0.1271 0.1264

° 0.0005 0.0005

Radius of Curvature m 128456 97884

7

43.04

0.1254

0.0005

57579

7

39.97

0.1240

0.0006

40537

7 7 7 7 7 7 7 7 7 7 7 7

29.19 26.40 23.87 18.54 17.50 16.50 15.83 14.94 14.15 6.95 5.39 4.30

0.1078 0.0978 0.0871 0.0665 0.0635 0.0606 0.0586 0.0555 0.0521 0.0225 0.0180 0.0147

0.0007 0.0008 0.0008 0.0008 0.0009 0.0009 0.0009 0.0009 0.0009 0.0009 0.0008 0.0007

12401 8633 6570 38744 19041 12418 9970 7960 7982 29705 46533 285985

Maximum Tower Deflections - Design Wind Section No. T1 T2 T3 T4 T5

Elevation m 60 - 54.4 54.4 - 50.2 50.2 - 46 46 - 44 44 - 39

Horz. Deflection mm 201.65 152.50 118.01 89.35 79.03

Gov. Load Comb. 3 3 3 3 3

Tilt

Twist

° 0.5052 0.4882 0.4335 0.3205 0.2804

° 0.0019 0.0022 0.0027 0.0031 0.0032

Page

Job

RISATower

28 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Horz. Deflection mm 56.59 50.39 40.14 30.70 20.91 13.65 4.64

m 39 - 37 37 - 33.5 33.5 - 29.5 29.5 - 23.5 23.5 - 17.5 17.5 - 10 10 - 0

T6 T7 T8 T9 T10 T11 T12

Date

Gov. Load Comb. 3 3 3 3 3 3 3

Tilt

Twist

° 0.2073 0.1736 0.1428 0.1017 0.0707 0.0478 0.0270

° 0.0034 0.0035 0.0036 0.0036 0.0029 0.0022 0.0013

Critical Deflections and Radius of Curvature - Design Wind Elevation m 60.000 58.000 56.600 55.200 50.000 48.500 47.000 43.000 42.150 41.300 40.700 39.850 39.000 28.000 24.000 20.500

Appurtenance ANTENA PANEL UHF 0.48x0.983 ANTENA VHF BAND III 4 DIPO AT13-240 ANTENA VHF BAND III 4 DIPO AT13-240 ANTENA VHF BAND III 4 DIPO AT13-240 ANTENA HARRIS DELTAWIND ANTENA HARRIS DELTAWIND ANTENA HARRIS DELTAWIND ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN 8 FT DISH 8 FT DISH Andrew 2' w/Radome

Gov. Load Comb. 3 3

Deflection

Tilt

Twist

mm 201.65 183.91

° 0.5052 0.5021

° 0.0019 0.0020

Radius of Curvature m 33002 25147

3

171.58

0.4985

0.0020

14793

3

159.39

0.4928

0.0021

10411

3 3 3 3 3 3 3 3 3 3 3 3

116.47 105.38 95.32 74.08 69.95 65.97 63.30 59.76 56.59 27.84 21.58 17.22

0.4290 0.3894 0.3467 0.2648 0.2529 0.2413 0.2331 0.2209 0.2073 0.0902 0.0724 0.0592

0.0027 0.0029 0.0031 0.0033 0.0033 0.0033 0.0034 0.0034 0.0034 0.0035 0.0030 0.0026

3132 2174 1652 9723 4793 3129 2513 2007 2013 7468 11569 74249

Bolt Design Data Section No.

Elevation

Component Type

Bolt Grade

Leg

A325N

16

8

Maximum Load per Bolt kg 49.27

Diagonal

A325N

16

2

181.53

2922.37

Top Girt

A325N

16

2

11.99

2922.37

Leg

A325N

16

8

607.86

5528.16

m T1

T2

T3

60

54.4

50.2

Bolt Size mm

Number Of Bolts

Allowable Load kg 5528.16

Diagonal

A325N

16

2

274.21

2922.37

Top Girt

A325N

16

2

77.33

2922.37

Leg

A325N

16

8

1374.06

5528.16

Diagonal

A325N

16

2

454.05

2922.37

Top Girt

A325N

16

2

196.50

2922.37

Ratio Load Allowable 0.009 0.062 0.004 0.110 0.094 0.026 0.249 0.155 0.067

Allowable Ratio

Criteria

1.333

Bearing

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bearing

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bearing

1.333

Bolt Shear

1.333

Bolt Shear

RISATower

Page

Job

Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation

Component Type

T5

T6

T7

T8

T9

T10

T11

T12

46

44

39

37

33.5

29.5

23.5

17.5

10

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Bolt Grade

Leg

A325N

19

12

Maximum Load per Bolt kg 1148.70

Diagonal

A325N

16

2

1003.90

2922.37

Horizontal

A307

16

2

18.54

1391.60

m T4

29 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL

Bolt Size mm

Number Of Bolts

Allowable Load kg 6633.79

Top Girt

A325N

16

2

39.96

2922.37

Leg

A325N

19

12

1622.67

6633.79

Diagonal

A325N

16

2

727.24

2922.37

Horizontal

A307

16

2

43.07

1391.60

Top Girt

A325N

16

2

930.57

2922.37

Leg

A325N

19

12

1898.60

8292.26

Diagonal

A325N

16

2

1249.81

2922.37

Horizontal

A307

16

2

43.33

1391.60

Top Girt

A325N

16

2

743.73

2922.37

Leg

A325N

19

12

2154.87

8292.26

Diagonal

A325N

16

2

897.00

2922.37

Horizontal

A307

16

2

39.74

1391.60

Top Girt

A325N

16

2

1399.19

2922.37

Leg

A325N

19

12

2467.99

8292.26

Diagonal

A325N

16

3

805.27

2922.37

Horizontal

A307

16

2

43.59

1391.60

Leg

A325N

19

16

2430.60

8416.41

Diagonal

A325N

16

2

570.61

2922.37

Horizontal

A307

16

2

85.12

1391.60

Top Girt

A325N

16

2

158.30

2922.37

Leg

A325N

19

16

2895.42

8416.41

Diagonal

A325N

16

2

712.17

2922.37

Horizontal

A307

16

2

52.26

1391.60

Leg

A325N

19

12

3863.59

8416.41

Diagonal

A325N

16

2

2693.32

2922.37

Top Girt

A325N

16

2

723.29

2922.37

Leg

A325N

19

12

4035.62

8416.41

Diagonal

A325N

16

2

2821.15

2922.37

Top Girt

A325N

16

2

112.10

2922.37

Ratio Load Allowable 0.173 0.344 0.013 0.014 0.245 0.249 0.031 0.318 0.229 0.428 0.031 0.254 0.260 0.307 0.029 0.479 0.298 0.276 0.031 0.289 0.195 0.061 0.054 0.344 0.244 0.038 0.459 0.922 0.248 0.479 0.965 0.038

Compression Checks Leg Design Data (Compression)

Allowable Ratio

Criteria

1.333

Bearing

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bearing

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bearing

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bearing

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bearing

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bolt DS

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bolt DS

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bolt DS

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bolt DS

1.333

Bolt Shear

1.333

Bolt Shear

RISATower

Page

Job

Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

30 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

mm2 768

Actual P kg -1725.81

Allow. Pa kg 6396.43

Ratio P Pa 0.270

82

768

-4470.25

6396.43

0.699

112.3 K=1.00

82

768

-8473.61

6396.43

1.325

1.040

69.2 K=1.00

145

929

-6902.36

13775.29

0.501

5.000

1.250

61.9 K=1.00

135

1252

-11342.22

17186.21

0.660

L102x102x8

2.204

1.102

54.9 K=1.00

163

1548

-11396.60

25666.21

0.444

37 - 33.5

L102x102x8

3.500

0.875

43.6 K=1.00

175

1548

-12998.01

27568.13

0.471

T8

33.5 - 29.5

L102x102x8

4.000

1.000

49.8 K=1.00

168

1548

-14979.94

26547.18

0.564

T9

29.5 - 23.5

2L102x102x9.5

6.050

1.512

75.6 K=1.00

137

3690

-19630.98

51592.97

0.380

T10

23.5 - 17.5

2L102x102x9.5

6.050

1.512

75.6 K=1.00

137

3690

-23395.44

51592.97

0.453

T11

17.5 - 10

2L102x102x9.5

7.562

1.512

56.7 K=0.75

160

3690

-23950.27

60394.93

0.397

T12

10 - 0

2L102x102x9.5

10.083

2.017

75.6 K=0.75

137

3690

-24716.16

51592.97

0.479

Allow. Pa kg 5361.74

Ratio P Pa 0.068

Fa

A

MPa 82

112.3 K=1.00

1.400

2.080

L102x102x6

39 - 37

T7

Section No.

Elevation

Size

L

Lu

T1

m 60 - 54.4

L64x64x6

m 5.600

m 1.400

T2

54.4 - 50.2

L64x64x6

4.200

1.400

T3

50.2 - 46

L64x64x6

4.200

T4

46 - 44

L76x76x6

T5

44 - 39

T6

Kl/r

112.3 K=1.00

Diagonal Design Data (Compression) Section No.

Elevation

Size

L

Lu

T1

m 60 - 54.4

L51x51x4.8

m 1.931

m 0.919

T2

54.4 - 50.2

L51x51x4.8

1.931

0.919

T3

50.2 - 46

L51x51x4.8

1.931

T4

46 - 44

L76x76x6.4

T5

44 - 39

T6

Fa

A

MPa 114

mm2 461

Actual P kg -363.05

91.9 K=1.00

114

461

-548.43

5361.74

0.102

0.919

91.9 K=1.00

114

461

-908.09

5361.74

0.169

1.478

1.427

94.9 K=1.00

109

929

-2007.79

10364.68

0.194

L64x64x4.8

1.645

1.567

124.7 K=1.00

66

582

-1454.47

3931.86

0.370

39 - 37

L76x76x6.4

2.021

1.962

130.5 K=1.00

60

929

-2499.63

5728.28

0.436

T7

37 - 33.5

L76x76x6.4

2.457

2.385

101.0 K=1.00

100

929

-1696.52

9459.85

0.179

T8

33.5 - 29.5

L76x76x6.4

2.641

1.321

87.8 K=1.00

120

929

-2415.82

11366.94

0.213

T9

29.5 - 23.5

L76x76x6.4

3.773

1.886

125.4 K=1.00

65

929

-1141.22

6198.16

0.184

T10

23.5 - 17.5

L76x76x6.4

4.125

2.062

137.1 K=1.00

55

929

-1424.34

5185.65

0.275

Kl/r

91.9 K=1.00

RISATower

Page

Job

Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation

31 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Size

L

Lu

T11

m 17.5 - 10

L102x102x6.4

m 8.041

m 1.608

T12

10 - 0

L76x76x6.4

10.967

2.193

Kl/r

50.7 K=1.00 92.9 K=1.00

mm2 1252

Actual P kg -5386.64

Allow. Pa kg 18390.36

Ratio P Pa 0.293

929

-5642.28

10657.88

0.529

Allow. Pa kg 5977.53

Ratio P Pa 0.006

Fa

A

MPa 144 113

Horizontal Design Data (Compression) Section No.

Elevation

Size

L

Lu

T4

m 46 - 44

L51x51x4.8

m 1.735

m 0.829

T5

44 - 39

L51x51x4.8

2.140

2.038

T6

39 - 37

L51x51x6.4

2.795

T7

37 - 33.5

L51x51x4.8

T8

33.5 - 29.5

T9 T10

Fa

A

MPa 127

mm2 461

Actual P kg -37.09

130.1 K=1.00

61

461

-86.15

2862.74

0.030

2.693

174.1 K=1.00

34

605

-86.65

2095.66

0.041

3.450

3.348

213.7 K=1.00

23

461

-79.49

1060.93

0.075

L51x51x4.8

3.450

1.674

167.3 K=1.00

37

461

-87.18

1730.49

0.050

29.5 - 23.5

L76x76x6.4

3.996

1.947

129.5 K=1.00

61

929

-170.24

5816.14

0.029

23.5 - 17.5

L76x76x6.4

5.088

2.493

165.8 K=1.00

37

929

-104.52

3547.30

0.029

Allow. Pa kg 3023.93

Ratio P Pa 0.008

Kl/r

82.9 K=1.00

Top Girt Design Data (Compression) Section No.

Elevation

Size

L

Lu

T1

m 60 - 54.4

L51x51x4.8

m 1.330

m 1.266

T2

54.4 - 50.2

L51x51x4.8

1.330

1.266

T3

50.2 - 46

L51x51x4.8

1.330

T4

46 - 44

L51x51x4.8

T5

44 - 39

T6

Fa

A

MPa 64

mm2 461

Actual P kg -23.97

126.6 K=1.00

64

461

-128.28

3023.93

0.042

1.266

126.6 K=1.00

64

461

-356.48

3023.93

0.118

1.330

1.266

80.8 K=1.00

130

461

-79.92

6113.16

0.013

L51x51x4.8

2.140

2.064

131.7 K=1.00

59

461

-1572.18

2792.71

0.563

39 - 37

L51x51x6.4

2.140

2.038

131.8 K=1.00

59

605

-1487.47

3658.84

0.407

T7

37 - 33.5

L102x102x6.4

3.450

3.348

105.5 K=1.00

90

1252

-2140.77

11432.30

0.187

T9

29.5 - 23.5

L64x64x4.8

3.450

3.348

169.4 K=1.00

36

582

-316.60

2128.02

0.149

T11

17.5 - 10

L76x76x6.4

5.635

5.533

234.2

19

929

-1183.67

1777.83

0.666

Kl/r

126.6 K=1.00

RISATower

Page

Job

Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation

32 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Size

m

L

Lu

m

m

Kl/r

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

1252

-224.20

10942.15

0.020

Fa

A

MPa

86

K=1.00 T12

10 - 0

KL/R > 200 (C) - 497 L102x102x6.4

7.000

3.449

108.6 K=1.00

Redundant Horizontal (1) Design Data (Compression) Section No.

Elevation

Size

L

Lu

T7

m 37 - 33.5

L38x38x3.2

m 0.863

m 0.812

T8

33.5 - 29.5

L38x38x3.2

0.863

0.812

T9

29.5 - 23.5

L38x38x3.2

0.999

T10

23.5 - 17.5

L38x38x3.2

T11

17.5 - 10

T12

10 - 0

mm2 232

Actual P kg -194.97

Allow. Pa kg 2091.12

Ratio P Pa 0.093

88

232

-224.70

2091.12

0.107

126.0 K=1.00

65

232

-295.67

1532.27

0.193

1.221

162.3 K=1.00

39

232

-352.37

923.67

0.381

0.700

0.649

51.6 K=1.00

166

582

-360.73

9848.17

0.037

0.700

0.649

51.6 K=1.00

166

582

-372.26

9848.17

0.038

Kl/r

Fa

A

MPa 88

107.9 K=1.00

0.948

1.272

L64x64x4.8 L64x64x4.8

107.9 K=1.00

Redundant Horizontal (2) Design Data (Compression) Section No.

Elevation

Size

L

Lu

T11

m 17.5 - 10

L64x64x4.8

m 1.400

m 1.349

T12

10 - 0

L64x64x4.8

1.400

1.349

Kl/r

107.3 K=1.00 107.3 K=1.00

Fa

A

MPa 89

2

mm 582

Actual P kg -360.73

Allow. Pa kg 5305.76

Ratio P Pa 0.068

89

582

-372.26

5305.76

0.070

Redundant Horizontal (3) Design Data (Compression) Section No.

Elevation

Size

L

Lu

T11

m 17.5 - 10

L64x64x4.8

m 2.100

m 2.049

T12

10 - 0

L64x64x4.8

2.100

2.049

Kl/r

163.0 K=1.00 163.0 K=1.00

Fa

A mm2 582

Actual P kg -360.73

Allow. Pa kg 2300.03

Ratio P Pa 0.157

MPa 39 39

582

-372.26

2300.03

0.162

RISATower

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Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

33 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Redundant Horizontal (4) Design Data (Compression) Section No.

Elevation

Size

L

Lu

T11

m 17.5 - 10

L64x64x4.8

m 2.800

m 2.749

T12

10 - 0

L64x64x4.8

2.800

2.749

Kl/r

218.7 K=1.00 218.7 K=1.00

MPa 22

2

mm 582

Actual P kg -360.73

Allow. Pa kg 1277.87

Ratio P Pa 0.282

22

582

-372.26

1277.87

0.291

Fa

A

Redundant Diagonal (1) Design Data (Compression) Section No.

Elevation

Size

L

Lu

Kl/r

MPa 44

2

mm 232

Actual P kg -138.87

Allow. Pa kg 1030.52

Ratio P Pa 0.135

Fa

A

T7

m 37 - 33.5

L38x38x3.2

m 1.229

m 1.156

T8

33.5 - 29.5

L51x51x3.2

1.321

1.243

123.1 K=1.00

68

312

-172.02

2165.90

0.079

T9

29.5 - 23.5

L51x51x3.2

1.886

1.785

176.8 K=1.00

33

312

-279.13

1049.53

0.266

T10

23.5 - 17.5

L51x51x3.2

2.062

1.978

195.9 K=1.00

27

312

-285.62

854.61

0.334

T11

17.5 - 10

L64x64x4.8

1.723

1.620

128.8 K=1.00

62

582

-443.93

3681.76

0.121

T12

10 - 0

L64x64x4.8

2.074

1.882

149.7 K=1.00

46

582

-551.48

2726.63

0.202

153.7 K=1.00

Redundant Diagonal (2) Design Data (Compression) Section No.

Elevation

Size

L

Lu

T11

m 17.5 - 10

L64x64x4.8

m 2.152

m 2.081

T12

10 - 0

L64x64x4.8

2.349

2.252

Kl/r

165.5 K=1.00 179.1 K=1.00

mm2 582

Actual P kg -277.20

Allow. Pa kg 2230.71

Ratio P Pa 0.124

582

-312.27

1904.69

0.164

Fa

A

MPa 38 32

Redundant Diagonal (3) Design Data (Compression) Section No.

Elevation

Size

L

Lu

T11

m 17.5 - 10

L64x64x4.8

m 2.696

m 2.635

T12

10 - 0

L64x64x4.8

2.777

2.704

Kl/r

209.6 K=1.00 215.0

mm2 582

Actual P kg -231.59

Allow. Pa kg 1390.72

Ratio P Pa 0.167

582

-246.14

1321.18

0.186

Fa

A

MPa 23 22

RISATower

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Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation

34 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Size

m

L

Lu

m

m

Kl/r

Fa

A

MPa

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

K=1.00

Redundant Diagonal (4) Design Data (Compression) Section No.

Elevation

Size

L

Lu

T11

m 17.5 - 10

L64x64x4.8

m 3.300

m 3.243

T12

10 - 0

KL/R > 250 (C) - 538 L64x64x4.8

3.300

3.236

Kl/r

258.0 K=1.00 257.3 K=1.00

mm2 582

Actual P kg -219.39

Allow. Pa kg 918.20

Ratio P Pa 0.239

582

-219.34

922.53

0.238

Fa

A

MPa 15

16

KL/R > 250 (C) - 653

Redundant Hip (1) Design Data (Compression) Section No.

Elevation

Size

L

Lu

Kl/r

MPa 54

2

mm 272

Actual P kg -17.64

Allow. Pa kg 1490.45

Ratio P Pa 0.012

Fa

A

T8

m 33.5 - 29.5

L44x44x3.2

m 1.220

m 1.220

T9

29.5 - 23.5

L44x44x3.2

1.413

1.413

160.4 K=1.00

40

272

-10.94

1110.89

0.010

T10

23.5 - 17.5

L44x44x3.2

1.799

1.799

204.2 K=1.00

25

272

-9.23

685.15

0.013

T11

17.5 - 10

L51x51x4.8

0.990

0.990

98.9 K=1.00

103

461

-53.92

4850.22

0.011

T12

10 - 0

L64x64x4.8

0.990

0.990

78.7 K=1.00

133

582

-33.24

7876.09

0.004

Allow. Pa kg 1237.36

Ratio P Pa 0.019

2463.86

0.010

138.5 K=1.00

Redundant Hip (2) Design Data (Compression) Section No.

Elevation

Size

L

Lu

T11

m 17.5 - 10

L51x51x4.8

m 1.980

m 1.980

T12

10 - 0

L64x64x4.8

1.980

1.980

Kl/r

197.8 K=1.00 157.5 K=1.00

Fa

A

MPa 26

mm2 461

Actual P kg -23.16

42

582

-24.17

Redundant Hip (3) Design Data (Compression)

RISATower

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Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation

35 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Size

L

Lu

T11

m 17.5 - 10

L51x51x4.8

m 2.970

m 2.970

T12

10 - 0

KL/R > 250 (C) - 596 L64x64x4.8

2.970

2.970

Kl/r

296.8 K=1.00 236.2 K=1.00

mm2 461

Actual P kg -8.99

Allow. Pa kg 549.94

Ratio P Pa 0.016

582

-24.44

1095.04

0.022

Allow. Pa kg 309.34

Ratio P Pa 0.020

615.96

0.027

Fa

A

MPa 12

18

Redundant Hip (4) Design Data (Compression) Section No.

Elevation

Size

L

Lu

T11

m 17.5 - 10

L51x51x4.8

m 3.960

m 3.960

T12

10 - 0

KL/R > 250 (C) - 598 L64x64x4.8

3.960

3.960

Kl/r

395.7 K=1.00 314.9 K=1.00

Fa

A

MPa 7

mm2 461

Actual P kg -6.16

10

582

-16.65

KL/R > 250 (C) - 719

Redundant Hip Diagonal Design Data (Compression) Section No.

Elevation

Size

L

Lu

T11

m 17.5 - 10

L64x64x4.8

m 2.132

m 2.132

T12

10 - 0

L76x76x6.4

4.071

4.071

Kl/r

169.6 K=1.00 270.7 K=1.00

mm2 582

Actual P kg -82.24

Allow. Pa kg 2124.51

Ratio P Pa 0.039

929

-28.22

1330.88

0.021

Allow. Pa kg 1012.82

Ratio P Pa 0.007

Fa

A

MPa 36 14

KL/R > 250 (C) - 686

Inner Bracing Design Data (Compression) Section No.

Elevation

Size

L

Lu

T3

m 50.2 - 46

L51x51x3.2

m 1.881

m 1.817

T4

46 - 44

L51x51x3.2

1.227

1.163

T8

33.5 - 29.5

L51x51x6.4

2.440

T9

29.5 - 23.5

L51x51x4.8

T10

23.5 - 17.5

KL/R > 250 (C) - 352 L51x51x4.8

Fa

A

MPa 32

mm2 312

Actual P kg -7.56

115.2 K=1.00

78

312

-21.91

2470.17

0.009

2.440

245.6 K=1.00

17

605

-18.70

1053.01

0.018

4.879

4.777

477.4 K=1.00

5

461

-30.51

212.52

0.144*

3.598

3.598

359.5 K=1.00

8

461

-10.34

374.66

0.028

Kl/r

180.0 K=1.00

RISATower

Page

Job

Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Size

m T11

*

17.5 - 10

36 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL

KL/R > 250 (C) - 459 L51x51x4.8

L

Lu

m

m

7.969

7.867

Kl/r

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

461

-25.11

78.37

0.320

Allow. Pa kg 12014.53

Ratio P Pa 0.118

Fa

A

MPa 2

786.1 K=1.00

DL controls

Tension Checks Leg Design Data (Tension) Section No.

Elevation

Size

L

Lu

T1

m 60 - 54.4

L64x64x6

m 5.600

T2

54.4 - 50.2

L64x64x6

T3

50.2 - 46

T4

Kl/r

Fa

A

m 1.400

71.7

MPa 224

mm2 526

Actual P kg 1421.86

4.200

1.400

71.7

224

526

4018.91

12014.53

0.335

L64x64x6

4.200

1.400

71.7

224

526

7778.93

12014.53

0.647

46 - 44

L76x76x6

2.080

1.040

44.0

224

647

6321.31

14778.63

0.428

T5

44 - 39

L102x102x6

5.000

1.250

39.4

224

969

9928.69

22149.51

0.448

T6

39 - 37

L102x102x8

2.204

1.102

35.0

224

1196

9777.50

27318.33

0.358

T7

37 - 33.5

L102x102x8

3.500

0.875

27.8

224

1196

10719.52

27318.33

0.392

T8

33.5 - 29.5

L102x102x8

4.000

1.000

31.8

224

1196

12749.67

27318.33

0.467

T9

29.5 - 23.5

2L102x102x9.5

6.050

1.512

48.4

224

3267

16542.34

74648.62

0.222

T10

23.5 - 17.5

2L102x102x9.5

6.050

1.512

48.4

224

3267

19148.09

74648.62

0.257

T11

17.5 - 10

2L102x102x9.5

7.562

1.512

48.4

224

3267

19740.12

74648.62

0.264

T12

10 - 0

2L102x102x9.5

10.083

2.017

64.5

224

3267

19436.03

74648.62

0.260

Actual P kg 351.91

Allow. Pa kg 6350.48

Ratio P Pa 0.055

Diagonal Design Data (Tension) Section No. T1

Elevation m 60 - 54.4

Size

L

Lu

L51x51x4.8

m 1.931

m 0.919

Kl/r

Fa

A

58.7

MPa 224

mm2 278

RISATower

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Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

37 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

mm2 278

Actual P kg 510.26

Allow. Pa kg 6350.48

Ratio P Pa 0.080

224

278

853.09

6350.48

0.134

49.4

224

606

1768.03

13848.04

0.128

1.567

79.3

224

368

1348.32

8418.00

0.160

1.501

1.442

61.1

224

606

2272.74

13848.04

0.164

L76x76x6.4

2.457

2.385

101.0

224

606

1793.99

13848.04

0.130

33.5 - 29.5

L76x76x6.4

2.641

1.321

55.9

224

606

2183.51

13848.04

0.158

T9

29.5 - 23.5

L76x76x6.4

3.773

1.886

79.9

224

606

1000.90

13848.04

0.072

T10

23.5 - 17.5

L76x76x6.4

3.773

1.886

79.9

224

606

1334.66

13848.04

0.096

T11

17.5 - 10

L102x102x6.4

8.041

1.608

50.7

224

848

4303.05

19376.20

0.222

T12

10 - 0

L76x76x6.4

10.967

2.193

92.9

224

606

4336.61

13848.04

0.313

Allow. Pa kg 6350.48

Ratio P Pa 0.005

Kl/r

Fa

A

m 0.919

58.7

MPa 224

1.931

0.919

58.7

L76x76x6.4

1.218

1.166

44 - 39

L64x64x4.8

1.645

T6

39 - 37

L76x76x6.4

T7

37 - 33.5

T8

Section No.

Elevation

Size

L

Lu

T2

m 54.4 - 50.2

L51x51x4.8

m 1.931

T3

50.2 - 46

L51x51x4.8

T4

46 - 44

T5

Horizontal Design Data (Tension) Section No.

Elevation

Size

L

Lu

T4

m 46 - 44

L51x51x4.8

m 1.735

T5

44 - 39

L51x51x4.8

T6

39 - 37

T7

Kl/r

Fa

A

m 0.829

52.9

MPa 224

mm2 278

Actual P kg 28.66

2.140

2.038

130.1

224

278

79.06

6350.48

0.012

L51x51x6.4

2.795

2.693

174.1

224

363

52.14

8297.75

0.006

37 - 33.5

L51x51x4.8

3.450

3.348

213.7

224

278

72.27

6350.48

0.011

T8

33.5 - 29.5

L51x51x4.8

3.450

1.674

106.8

224

278

73.49

6350.48

0.012

T9

29.5 - 23.5

L76x76x6.4

3.996

1.947

82.4

224

606

127.19

13848.04

0.009

T10

23.5 - 17.5

L76x76x6.4

5.088

2.493

105.6

224

606

54.78

13848.04

0.004

Top Girt Design Data (Tension)

RISATower

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Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

38 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

mm2 278

Actual P kg 14.56

Allow. Pa kg 6350.48

Ratio P Pa 0.002

224

278

154.67

6350.48

0.024

80.8

224

278

392.99

6350.48

0.062

1.266

80.8

224

278

67.03

6350.48

0.011

2.140

2.064

131.7

224

278

1861.15

6350.48

0.293

L51x51x6.4

2.140

2.038

131.8

224

363

1145.35

8297.75

0.138

37 - 33.5

L102x102x6.4

3.450

3.348

105.5

224

848

2798.37

19376.20

0.144

T9

29.5 - 23.5

L64x64x4.8

3.450

3.348

169.4

224

368

225.60

8418.00

0.027

T11

17.5 - 10

L76x76x6.4

5.635

5.533

234.2

224

606

1446.58

13848.04

0.104

T12

10 - 0

L102x102x6.4

7.000

3.449

108.6

224

848

51.50

19376.20

0.003

Allow. Pa kg 4890.32

Ratio P Pa 0.040

Kl/r

Fa

A

m 1.266

80.8

MPa 224

1.330

1.266

80.8

L51x51x4.8

1.330

1.266

46 - 44

L51x51x4.8

1.330

T5

44 - 39

L51x51x4.8

T6

39 - 37

T7

Section No.

Elevation

Size

L

Lu

T1

m 60 - 54.4

L51x51x4.8

m 1.330

T2

54.4 - 50.2

L51x51x4.8

T3

50.2 - 46

T4

Redundant Horizontal (1) Design Data (Tension) Kl/r

Fa

A

m 0.812

68.7

MPa 207

mm2 232

Actual P kg 194.97

0.863

0.812

68.7

207

232

224.70

4890.32

0.046

L38x38x3.2

0.999

0.948

80.3

207

232

295.67

4890.32

0.060

23.5 - 17.5

L38x38x3.2

1.272

1.221

103.4

207

232

352.37

4890.32

0.072

T11

17.5 - 10

L64x64x4.8

0.700

0.649

32.9

207

582

360.73

12274.21

0.029

T12

10 - 0

L64x64x4.8

0.700

0.649

32.9

207

582

372.26

12274.21

0.030

Allow. Pa kg 12274.21

Ratio P Pa 0.029

12274.21

0.030

Section No.

Elevation

Size

L

Lu

T7

m 37 - 33.5

L38x38x3.2

m 0.863

T8

33.5 - 29.5

L38x38x3.2

T9

29.5 - 23.5

T10

Redundant Horizontal (2) Design Data (Tension) Section No.

Elevation

Kl/r

Fa

A

m 1.349

68.3

MPa 207

mm2 582

Actual P kg 360.73

1.349

68.3

207

582

372.26

Size

L

Lu

T11

m 17.5 - 10

L64x64x4.8

m 1.400

T12

10 - 0

L64x64x4.8

1.400

RISATower

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Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation

39 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Size

m

L

Lu

m

m

Kl/r

Fa

A

MPa

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

Allow. Pa kg 12274.21

Ratio P Pa 0.029

12274.21

0.030

Allow. Pa kg 12274.21

Ratio P Pa 0.029

12274.21

0.030

Redundant Horizontal (3) Design Data (Tension) Section No.

Elevation

Size

L

Lu

T11

m 17.5 - 10

L64x64x4.8

m 2.100

T12

10 - 0

L64x64x4.8

2.100

Kl/r

Fa

A

m 2.049

103.7

MPa 207

mm2 582

Actual P kg 360.73

2.049

103.7

207

582

372.26

Redundant Horizontal (4) Design Data (Tension) Section No.

Elevation

Size

L

Lu

Kl/r

Fa

A

T11

m 17.5 - 10

L64x64x4.8

m 2.800

m 2.749

139.1

MPa 207

mm2 582

Actual P kg 360.73

T12

10 - 0

L64x64x4.8

2.800

2.749

139.1

207

582

372.26

Redundant Diagonal (1) Design Data (Tension) Section No.

Elevation

Size

L

Lu

Kl/r

Fa

A 2

Allow. Pa kg 4890.32

Ratio P Pa 0.028

T7

m 37 - 33.5

L38x38x3.2

m 1.229

m 1.156

97.9

MPa 207

mm 232

Actual P kg 138.87

T8

33.5 - 29.5

L51x51x3.2

1.321

1.243

78.1

207

312

172.02

6591.29

0.026

T9

29.5 - 23.5

L51x51x3.2

1.886

1.785

112.2

207

312

279.13

6591.29

0.042

T10

23.5 - 17.5

L51x51x3.2

2.062

1.978

124.4

207

312

285.62

6591.29

0.043

T11

17.5 - 10

L64x64x4.8

1.723

1.620

82.0

207

582

443.93

12274.21

0.036

T12

10 - 0

L64x64x4.8

2.074

1.882

95.2

207

582

551.48

12274.21

0.045

Redundant Diagonal (2) Design Data (Tension)

RISATower

Page

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Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation

40 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

mm2 582

Actual P kg 277.20

Allow. Pa kg 12274.21

Ratio P Pa 0.023

582

312.27

12274.21

0.025

Allow. Pa kg 12274.21

Ratio P Pa 0.019

12274.21

0.020

Allow. Pa kg 12274.21

Ratio P Pa 0.018

12274.21

0.018

Allow. Pa kg 5740.80

Ratio P Pa 0.004

Kl/r

Fa

A

m 2.081

105.3

MPa 207

2.252

114.0

207

Size

L

Lu

T11

m 17.5 - 10

L64x64x4.8

m 2.152

T12

10 - 0

L64x64x4.8

2.349

Redundant Diagonal (3) Design Data (Tension) Section No.

Elevation

Kl/r

Fa

A

m 2.635

133.4

MPa 207

mm2 582

Actual P kg 231.59

2.704

136.8

207

582

246.14

Size

L

Lu

T11

m 17.5 - 10

L64x64x4.8

m 2.696

T12

10 - 0

L64x64x4.8

2.777

Redundant Diagonal (4) Design Data (Tension) Section No.

Elevation

Size

L

Lu

Kl/r

Fa

A

T11

m 17.5 - 10

L64x64x4.8

m 3.300

m 3.243

164.1

MPa 207

mm2 582

Actual P kg 219.39

T12

10 - 0

L64x64x4.8

3.300

3.236

163.7

207

582

219.34

Redundant Hip (1) Design Data (Tension) Section No.

Elevation

Size

L

Lu

T8

m 33.5 - 29.5

L44x44x3.2

m 1.220

m 1.220

88.0

MPa 207

mm 272

Actual P kg 21.67

T9

29.5 - 23.5

L44x44x3.2

1.413

1.413

101.9

207

272

6.38

5740.80

0.001

T10

23.5 - 17.5

L44x44x3.2

1.799

1.799

129.8

207

272

4.75

5740.80

0.001

T11

17.5 - 10

L51x51x4.8

0.990

0.990

63.2

207

461

53.61

9729.56

0.006

T12

10 - 0

L64x64x4.8

0.990

0.990

50.1

207

582

11.32

12274.21

0.001

Kl/r

Fa

A 2

RISATower

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Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

41 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Redundant Hip (2) Design Data (Tension) Section No.

Elevation

Size

L

Lu

Kl/r

Fa

A

T11

m 17.5 - 10

L51x51x4.8

m 1.980

m 1.980

126.3

MPa 207

T12

10 - 0

L64x64x4.8

1.980

1.980

100.2

207

mm2 461

Actual P kg 17.93

Allow. Pa kg 9729.56

Ratio P Pa 0.002

582

8.59

12274.21

0.001

Redundant Hip (3) Design Data (Tension) Section No.

Elevation

Size

L

Lu

T11

m 17.5 - 10

L51x51x4.8

m 2.970

m 2.970

189.5

MPa 207

mm 461

Actual P kg 4.97

T12

10 - 0

L64x64x4.8

2.970

2.970

150.3

207

582

12.65

Kl/r

Fa

2

Allow. Pa kg 9729.56

Ratio P Pa 0.001

12274.21

0.001

Allow. Pa kg 12274.21

Ratio P Pa 0.000

Allow. Pa kg 12274.21

Ratio P Pa 0.005

A

Redundant Hip (4) Design Data (Tension) Section No. T12

Elevation m 10 - 0

Size

L

Lu

L64x64x4.8

m 3.960

m 3.960

Kl/r

Fa

A

200.4

MPa 207

mm2 582

Actual P kg 1.32

Redundant Hip Diagonal Design Data (Tension) Section No.

Elevation

Size

L

Lu

Kl/r

Fa

A

T11

m 17.5 - 10

L64x64x4.8

m 2.132

m 2.132

107.9

MPa 207

mm2 582

Actual P kg 65.53

T12

10 - 0

L76x76x6.4

2.602

2.602

110.2

207

929

58.47

19595.20

0.003

Actual P kg 12.51

Allow. Pa kg 6591.29

Ratio P Pa 0.002*

Inner Bracing Design Data (Tension) Section No. T3

Elevation m 50.2 - 46

Size

L51x51x3.2

L m 1.881

Lu m 1.817

Kl/r

114.3

Fa MPa 207

A 2

mm 312

Page

Job

RISATower

42 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Size

m

L

Lu

m

m

Kl/r

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

Fa

A

MPa

T4

46 - 44

L51x51x3.2

1.227

1.163

73.1

207

312

12.05

6591.29

0.002

T8

33.5 - 29.5

L51x51x6.4

2.440

2.440

157.7

207

605

33.43

12764.09

0.003

T9

29.5 - 23.5

L51x51x4.8

4.879

4.777

304.8

207

461

6.72

9729.56

0.001

T10

23.5 - 17.5

L51x51x4.8

3.598

3.598

229.6

207

461

2.22

9729.56

0.000

T11

17.5 - 10

L51x51x4.8

7.969

7.867

502.0

207

461

66.29

9729.56

0.007*

L/R > 500 (T) - 496

*

DL controls

Section Capacity Table Section No. T1

Elevation m

Component Type

Size

Critical Element

P kg

SF*Pallow kg

% Capacity

Pass Fail

60 - 54.4

Leg Diagonal Top Girt Leg Diagonal Top Girt Leg Diagonal Top Girt Inner Bracing Leg Diagonal

L64x64x6 L51x51x4.8 L51x51x4.8 L64x64x6 L51x51x4.8 L51x51x4.8 L64x64x6 L51x51x4.8 L51x51x4.8 L51x51x3.2 L76x76x6 L76x76x6.4

3 13 6 43 53 48 75 87 82 77 109 121

-1725.81 -363.05 -23.97 -4470.25 -548.43 -128.28 -8473.61 -908.09 -356.48 -7.56 -6902.36 -2007.79

8526.43 7147.19 4030.90 8526.43 7147.19 4030.90 8526.43 7147.19 4030.90 1350.09 18362.46 13816.12

Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass

Horizontal

L51x51x4.8

117

-37.09

7968.05

Top Girt

L51x51x4.8

116

-79.92

8148.84

Inner Bracing Leg Diagonal Horizontal

L51x51x3.2 L102x102x6 L64x64x4.8 L51x51x4.8

131 144 157 179

-21.91 -11342.22 -1454.47 -86.15

3292.74 22909.22 5241.17 3816.03

Top Girt Leg Diagonal Horizontal Top Girt Leg Diagonal

L51x51x4.8 L102x102x8 L76x76x6.4 L51x51x6.4 L51x51x6.4 L102x102x8 L76x76x6.4

149 192 206 198 195 220 230

-1572.18 -11396.60 -2499.63 -86.65 -1487.47 -12998.01 -1696.52

3722.68 34213.06 7635.80 2793.51 4877.23 36748.31 12609.98

Horizontal Top Girt

L51x51x4.8 L102x102x6.4

247 225

-79.49 -2140.77

1414.22 15239.26

Redund Horz 1 Bracing

L38x38x3.2

238

-194.97

2787.46

20.2 5.1 0.6 52.4 7.7 3.2 99.4 12.7 8.8 0.6 37.6 14.5 25.8 (b) 0.5 1.0 (b) 1.0 1.0 (b) 0.7 49.5 27.8 2.3 2.3 (b) 42.2 33.3 32.7 3.1 30.5 35.4 13.5 23.0 (b) 5.6 14.0 35.9 (b) 7.0

T2

54.4 - 50.2

T3

50.2 - 46

T4

46 - 44

T5

44 - 39

T6

39 - 37

T7

37 - 33.5

Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass

RISATower

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ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No. T8

T9

T10

T11

Elevation m

33.5 - 29.5

29.5 - 23.5

23.5 - 17.5

17.5 - 10

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Component Type

Size

Critical Element

P kg

SF*Pallow kg

% Capacity

Pass Fail

Redund Diag 1 Bracing Leg Diagonal

L38x38x3.2

265

-138.87

1373.68

10.1

Pass

L102x102x8 L76x76x6.4

280 298

-14979.94 -2415.82

35387.39 15152.13

Pass Pass

L51x51x4.8 L38x38x3.2

305 294

-87.18 -224.70

2306.74 2787.46

42.3 15.9 20.7 (b) 3.8 8.1

L51x51x3.2

295

-172.02

2887.15

6.0

Pass

Horizontal Redund Horz 1 Bracing Redund Diag 1 Bracing Redund Hip 1 Bracing Inner Bracing Leg Diagonal

Pass Pass

L44x44x3.2

346

-17.64

1986.76

0.9

Pass

L51x51x6.4 2L102x102x9.5 L76x76x6.4

314 349 368

-18.70 -19630.98 -1141.22

1403.66 68773.43 8262.15

Pass Pass Pass

Horizontal

L76x76x6.4

364

-170.24

7752.92

Top Girt Redund Horz 1 Bracing Redund Diag 1 Bracing Redund Hip 1 Bracing Inner Bracing Leg Diagonal Horizontal

L64x64x4.8 L38x38x3.2

354 374

-316.60 -295.67

2836.65 2042.52

1.3 28.5 13.8 14.6 (b) 2.2 4.6 (b) 11.2 14.5

Pass Pass

L51x51x3.2

405

-279.13

1399.02

20.0

Pass

L44x44x3.2

421

-10.94

1480.81

0.7

Pass

L51x51x4.8 2L102x102x9.5 L76x76x6.4 L76x76x6.4

351 424 450 426

-30.51 -23395.44 -1424.34 -104.52

212.52 68773.43 6912.47 4728.55

Pass Pass Pass Pass

L38x38x3.2

443

-352.37

1231.25

14.4 34.0 20.6 2.2 2.8 (b) 28.6

Pass

L51x51x3.2

474

-285.62

1139.20

25.1

Pass

Pass

Redund Horz 1 Bracing Redund Diag 1 Bracing Redund Hip 1 Bracing Inner Bracing Leg

L44x44x3.2

490

-9.23

913.30

1.0

Pass

L51x51x4.8 2L102x102x9.5

459 493

-10.34 -23950.27

499.43 80506.44

Pass Pass

Diagonal

L102x102x6.4

521

-5386.64

24514.35

Top Girt Redund Horz 1 Bracing Redund Horz 2 Bracing Redund Horz 3 Bracing Redund Horz 4 Bracing Redund Diag 1 Bracing Redund Diag 2 Bracing Redund Diag 3 Bracing Redund Diag 4 Bracing Redund Hip 1 Bracing Redund Hip 2

L76x76x6.4 L64x64x4.8

497 531

-1183.67 -360.73

2369.85 13127.61

2.1 29.7 34.4 (b) 22.0 69.1 (b) 49.9 2.7

Pass Pass

L64x64x4.8

532

-360.73

7072.58

5.1

Pass

L64x64x4.8

534

-360.73

3065.94

11.8

Pass

L64x64x4.8

536

-360.73

1703.41

21.2

Pass

L64x64x4.8

533

-443.93

4907.79

9.0

Pass

L64x64x4.8

535

-277.20

2973.54

9.3

Pass

L64x64x4.8

537

-231.59

1853.83

12.5

Pass

L64x64x4.8

556

-219.39

1223.96

17.9

Pass

L51x51x4.8

593

-53.92

6465.34

0.8

Pass

L51x51x4.8

594

-23.16

1649.41

1.4

Pass

Pass

RISATower

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44 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

T12

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Size

Critical Element

P kg

SF*Pallow kg

% Capacity

Pass Fail

L51x51x4.8

596

-8.99

733.07

1.2

Pass

L51x51x4.8

598

-6.16

412.35

1.5

Pass

L64x64x4.8

541

-82.24

2831.98

2.9

Pass

L51x51x4.8 2L102x102x9.5

495 616

-25.11 -24716.16

104.47 68773.43

Pass Pass

Diagonal

L76x76x6.4

645

-5642.28

14206.96

Top Girt

L102x102x6.4

520

-224.20

14585.88

Redund Horz 1 Bracing Redund Horz 2 Bracing Redund Horz 3 Bracing Redund Horz 4 Bracing Redund Diag 1 Bracing Redund Diag 2 Bracing Redund Diag 3 Bracing Redund Diag 4 Bracing Redund Hip 1 Bracing Redund Hip 2 Bracing Redund Hip 3 Bracing Redund Hip 4 Bracing Redund Hip Diagonal Bracing

L64x64x4.8

646

-372.26

13127.61

24.0 35.9 36.0 (b) 39.7 72.4 (b) 1.5 2.9 (b) 2.8

Pass

L64x64x4.8

647

-372.26

7072.58

5.3

Pass

L64x64x4.8

649

-372.26

3065.94

12.1

Pass

L64x64x4.8

651

-372.26

1703.41

21.9

Pass

L64x64x4.8

648

-551.48

3634.59

15.2

Pass

L64x64x4.8

650

-312.27

2538.95

12.3

Pass

L64x64x4.8

669

-246.14

1761.14

14.0

Pass

L64x64x4.8

653

-219.34

1229.73

17.8

Pass

L64x64x4.8

714

-33.24

10498.83

0.3

Pass

L64x64x4.8

715

-24.17

3284.32

0.7

Pass

L64x64x4.8

717

-24.44

1459.69

1.7

Pass

L64x64x4.8

719

-16.65

821.08

2.0

Pass

L76x76x6.4

686

-28.22

1774.06

1.6

Pass

Summary 99.4 72.4

Pass Pass

5.6

Pass

49.9

Pass

28.6

Pass

5.3

Pass

12.1

Pass

21.9

Pass

Elevation m

Component Type

10 - 0

Bracing Redund Hip 3 Bracing Redund Hip 4 Bracing Redund Hip Diagonal Bracing Inner Bracing Leg

Leg (T3) Diagonal (T12) Horizontal (T7) Top Girt (T11) Redund Horz 1 Bracing (T10) Redund Horz 2 Bracing (T12) Redund Horz 3 Bracing (T12) Redund

Pass Pass

RISATower

Page

Job

45 of 45

ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project

Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

Component Type

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 M

06:35:38 01/08/11

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Client

Size

Critical Element

P kg

SF*Pallow kg Horz 4 Bracing (T12) Redund Diag 1 Bracing (T10) Redund Diag 2 Bracing (T12) Redund Diag 3 Bracing (T12) Redund Diag 4 Bracing (T11) Redund Hip 1 Bracing (T10) Redund Hip 2 Bracing (T11) Redund Hip 3 Bracing (T12) Redund Hip 4 Bracing (T12) Redund Hip Diagonal Bracing (T11) Inner Bracing (T11) Bolt Checks RATING =

% Capacity

Pass Fail

25.1

Pass

12.3

Pass

14.0

Pass

17.9

Pass

1.0

Pass

1.4

Pass

1.7

Pass

2.0

Pass

2.9

Pass

24.0

Pass

72.4 99.4

Pass Pass

Program Version 5.3.1.0 - 1/16/2009 File:C:/Proyectos 2010/Instatel Evaluaciones Estructural/07 La Popa TCSV 60 m/Risa Tower TCSV 60m ACTUAL/TCSV 60 M LA POPA Actual.eri

CIMENTACION ESTACION: LA POPA

TORRE CUADRADA DE 60 M SECCION VARIABLE

Enero 26 de 2011

MEMORIA EVALUACION ESTRUCTURAL CIMENTACION

ESTACION: LA

POPA

MINICIPIO: CARTAGENA - BOLIVAR SITIO: CERRO LA POPA

TORRE CUADRADA DE 60 M SECCION VARIABLE

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

Enero 26 de 2011

1.0 INTRODUCCION

1.1 OBJETO El objeto de este documento es la realización dela evaluacion estructural de la cimentación de la torre metálica cuadrada autosoportada sección variable de 60 metros de altura (Se evalua la cimentación con la pata mas alta que es mas desfavorable y es la altura de la torre). Que funciona de soporte de antenas panel VHF y antena parabolica, según los cálculos realizados para la torre cuadrada, y las reacciones en los nudos de los soportes de la torre, que son las cargas vivas con las cuales se evalua la cimentación, y son anexos a este documento. La torre se localiza en el municipio de CARTAGENA - BOLIVAR. Y esta construida y en zona de ladera, y dadas las condiciones de cargas y de suelo de fundación, una cimentación tipo PILA única de soporte de las cuatro patas de la torre, en concreto reforzado y se chequea que cumpla adecuadamente tanto los requisitos de capacidad portante, como de estabilidad al vuelco y arrancamiento, generado por las cargas horizontales impuestas. Para efectos del adecuado dimensionamiento y verificación de la cimentación se han tenido en cuenta las cargas provenientes de la superestructura; y las recomendaciones y parámetros incluidos en el estudio de suelos realizado para la obra 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 Para la construccion de la cimentación se ha tenido en consideración que se utilizo los siguientes materiales: 1- Concreto la pila y vigas de amarre, con una resistencia a la compresión a 28 días, f´c = 210 kg/cm2, 3000 psi. 2- Acero de refuerzo Grado 60, con punto de fluencia fy = 4200 kg/cm2, 60.000 psi, para varillas con diámetros 1/2” y superiores. 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 de cimentación. En general, debe obtenerse una compactación mayor o igual al 90% del Proctor Modificado.

4.0

CONCLUSIONES Y RECOMENDACIONES De los análisis y diseños anteriores pueden extraerse las siguientes conclusiones y recomendaciones: 4.1 PILA 1 – La cimentación tipo Pila, su dado superior tiene la misma dimensión del fuste de la pila por lo tanto sus dimensiones en planta deberán cubren un área para el dado de 1.15 x 1.15 metros en cada dirección principal, y el fuste con un diámetro de 1.15 m y su profundidad deberá ser por lo menos 8.00 metros bajo la cota +0.00 de la superficie de nivelación del terreno. 2 – La altura del dado de base soporte de la torre, sobresale del nivel + 0.00 m del terreno 20 cms

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

Realizados los chequeos de la cimentación con las cargas impuestas de la estructura la cimentación no necesita reforzamiento

ANEXOS: ¾ Memorias de Calculo ¾ Plano Cimentación

TOWER FOUNDATIONS

DISEÑO CIMENTACION PILA Cliente: RTVC

- TELEFONICA TELECOM

Estructura: TORRE CUADRADA SECCION VARIABLE DE 60 M

ESTADO ACTUAL

ESTACION BASE: LA POPA Municipio: CARTAGENA - BOLIVAR Sitio: CERRO LA POPA Diseño: Ing. Jaime Gutierrez C

Fecha: Enero 26 de 2011

P LD V E

Nivel terreno HD

Dado

LC K=1- sen φ

H Fuste f

HC CP

Campana B

PARAMETROS DEL CAISSON PROFUNDIDAD

FRICCION

PUNTA

SUELO

CL

CL

ANGULO DE FRICCION INTERNA DEL SUELO

1°

1°

0,982547

0,982547

K

O

TOWER FOUNDATIONS

DISEÑO CIMENTACION PILA Cliente: RTVC

- TELEFONICA TELECOM

Estructura: TORRE CUADRADA SECCION VARIABLE DE 60 M

ESTADO ACTUAL

ESTACION BASE: LA POPA Municipio: CARTAGENA - BOLIVAR Sitio: CERRO LA POPA Diseño: Ing. Jaime Gutierrez C

Fecha: Enero 26 de 2011

PARAMETROS DE DISEÑO

ESFUERZO ADMISIBLE DEL TERRENO

Qadm

2,72

kPa

COHESION

Cu

1,5

kPa

PESO UNITARIO DEL CONCRETO

γc

24

kN/m³

PESO UNITARIO DEL SUELO

γs

16

kN/m³

ESFUERZO DE FLUENCIA DEL ACERO

Fy

420

Mpa

RESISTENCIA DEL CONCRETO

f`c

21

Mpa

MODULO DE ELASTICIDAD DEL CONCRETO

Ec

18500

Mpa

1

2

CARGAS DE TRABAJO HIPOTESIS

ARRANQUE

0,00

346,93

kN

COMPRESION

260,81

0,00

kN

CARGA LONGITUDINAL

40,91

52,56

kN

CARGA TRANSVERSAL

40,75

52,91

kN

MOMENTO LONGITUDINAL

0,00

0,00

kN.m

MOMENTO TRANSVERSAL

0,00

0,00

kN.m

3970,54

3970,54

kN.m

1

2

VIGAS DE ENLACE MOMENTO FINAL LONGITUDINAL Y TRANSVERSAL

N

CARGAS DE DISEÑO HIPOTESIS

ARRANQUE

0,00

485,702

kN

COMPRESION

365,13

0,000

kN

CARGA LONGITUDINAL

61,37

73,584

kN

CARGA TRANSVERSAL

57,05

79,365

kN

MOMENTO LONGITUDINAL

0,00

0,000

kN.m

MOMENTO TRANSVERSAL

0,00

0,000

kN.m

MOMENTO FINAL LONGITUDINAL Y TRANSVERSAL

0,00

0,00

kN.m

TOWER FOUNDATIONS

DISEÑO CIMENTACION PILA Cliente: RTVC

- TELEFONICA TELECOM

Estructura: TORRE CUADRADA SECCION VARIABLE DE 60 M

ESTADO ACTUAL

ESTACION BASE: LA POPA Municipio: CARTAGENA - BOLIVAR Sitio: CERRO LA POPA Diseño: Ing. Jaime Gutierrez C

Fecha: Enero 26 de 2011

ANALISIS DE ESTABILIDAD ALTURA DEL CIMIENTO SOBRE EL SUELO

E

0,20

LADO MAYOR DE LA CAMPANA

B

3,60

m m

LADO DEL FUSTE

b

1,15

m

PROFUNDIDAD DE LA CIMENTACION

H

8,00

m

LADO DEL DADO

LD

1,15

m

PROFUNDIDAD DEL DADO

HD

1,00

m

PROFUNDIDAD DE CAMPANA

HC

1,00

m

PEDESTAL DE CAMPANA

CP

0,50

m

REC

0,10

m

I

4,471

m4

VOLUMEN DADO

Vd

1,32

VOLUMEN DEL FUSTE

Vf

7,48

VOLUMEN PEDESTAL CAMPANA

Vpc

5,09

VOLUMEN CONO

Vvc

2,80

VOLUMEN DE CONCRETO

Vc

16,7

m³

VOLUMEN DE EXCAVACION

Vexc

15,39

m³

PESO DE LA CIMENTACION

Wp

2138,0

kN

RECUBRIMIENTO DEL ACERO INERCIA DE LA SECCION ANALISIS DE CIMENTACION

CARGAS AXIALES RELACION PROFUNDIDAD DIAMETRO

D/B

2,22

FACTOR DE CAPACIDAD A COMPRESION

Nc

5,74

AREA DE LA BASE

Ab

12,96

m²

RESISTENCIA ULTIMA POR PUNTA

Qb

109,35

kN

a

0,30

AREA PERIMETRAL

Ap

28,80

m²

RESISTENCIA ULTIMA POR FRICCION

Qs

12,70

kN

RESISTENCIA ULTIMA TOTAL A COMPRESION

Qp

122,05

kN

FACTOR DE SEGURIDAD A COMPRESION

FS

2,49

RESISTENCIA ULTIMA TOTAL A ARRANCAMIENTO

Qu

2138,02

FACTOR DE SEGURIDAD A ARRANCAMIENTO

FS

2,05

MOMENTO DE VUELCO

Mv

3580,45

kN

MOMENTO RESISTENTE

Mr

5541,70

kN

FACTOR DE SEGURIDAD A VOLCAMIENTO

FS

1,55

FACTOR DE ADHESION

kN

TOWER FOUNDATIONS

DISEÑO CIMENTACION PILA Cliente: RTVC

- TELEFONICA TELECOM

Estructura: TORRE CUADRADA SECCION VARIABLE DE 60 M

ESTADO ACTUAL

ESTACION BASE: LA POPA Municipio: CARTAGENA - BOLIVAR Sitio: CERRO LA POPA Diseño: Ing. Jaime Gutierrez C

Fecha: Enero 26 de 2011

CARGAS HORIZONTALES

CARGA LONGITUDINAL

SL

40,91

kN

CARGA TRANSVERSAL

ST

40,75

kN kN

CARGA HORIZONTAL RESULTANTE CARGA HORIZONTAL RESULTANTE ULTIMA MODULO DE REACCION FACTOR DE RIGIDEZ RELACION PROFUNDIDAD - RIGIDEZ

SR

57,74

SRU

101,05

kN

Ks

240,00

kN/m³

R

4,50

D/R

1,78

PILASTRA PROFUNDIDAD SIN REACCION DEL SUELO

m

RIGIDA H

2,00

MOMENTO MAXIMO

Mmax

2485,81

m

G

4,10

m

PROFUNDIDAD MINIMA DE LA PILASTRA

Dmin

4,50

m

SRMAX

263,97

kN

FS

1,67

b

0,16

d

0,001

kN.m

CIMENTACION RIGIDA MAXIMA CARGA HORIZONTAL FACTOR DE SEGURIDAD

DESPLAZAMIENTO LATERAL CRITERIO DE RIGIDEZ b = 0.707/R

m-1

PILASTRA RIGIDA DESPLAZAMIENTO LATERAL

m

DISEÑO CONCRETO REFORZADO CARGA LONGITUDINAL

SL

57,05

kN

CARGA TRANSVERSAL

ST

73,58

kN

CARGA HORIZONTAL RESULTANTE

SR

93,11

kN

CARGA MAXIMA DE ARRANQUE

Qu

485,70

kN

PROFUNDIDAD SIN REACCION DEL SUELO

H

2,80

m

LOCALIZACION PUNTO MAXIMO DE MOMENTO

F

0,12

Mmax

11151,72

MOMENTO MAXIMO

m kN.m

TOWER FOUNDATIONS

DISEÑO CIMENTACION PILA Cliente: RTVC

- TELEFONICA TELECOM

Estructura: TORRE CUADRADA SECCION VARIABLE DE 60 M

ESTADO ACTUAL

ESTACION BASE: LA POPA Municipio: CARTAGENA - BOLIVAR Sitio: CERRO LA POPA Diseño: Ing. Jaime Gutierrez C

Fecha: Enero 26 de 2011

REFUERZO LONGITUDINAL FUSTE DIAMETRO DE LAS VARILLAS

No

8,00

Φ

2,54

cm

Asi

5,07

cm2

As

141,88

CUANTIA

ρ

0,0107

RADIO DEL REFUERZO

r

1,039

INERCIA DE LA SECCION

Ixx

14575052

cm4

MODULO DE LA SECCION

Sxx

2484000

cm3

ESFUERZO MAXIMO SOBRE EL REFUERZO/FLEXION

Ff

1324,20

Mpa

ESFUERZO MAXIMO SOBRE EL REFUERZO/TENSION

Ft

39,73

Mpa

ESFUERZO MAXIMO SOBRE EL REFUERZO/TOTAL

F

1363,92

Mpa

AREA CANTIDAD AREA DE LA SECCION

28,00

ESFUERZO ULTIMO < 0.9 Fy

cm2

m

si

REFUERZO LONGITUDINAL DEL DADO DIAMETRO DE LAS VARILLAS

AREA

No

8,00

Φ

2,54

cm

Asi

5,07

cm2

CANTIDAD AREA DE LA SECCION CUANTIA

48,00 As

243,22

ρ

0,0184

cm2

TOWER FOUNDATIONS

DISEÑO CIMENTACION PILA Cliente: RTVC

- TELEFONICA TELECOM

Estructura: TORRE CUADRADA SECCION VARIABLE DE 60 M

ESTADO ACTUAL

ESTACION BASE: LA POPA Municipio: CARTAGENA - BOLIVAR Sitio: CERRO LA POPA Diseño: Ing. Jaime Gutierrez C

Fecha: Enero 26 de 2011

GEOMETRIA DE LA PILA

1,15 0,20 Dado

1,20

1,15 8,00 Fuste

1,00 Campana 3,60

0,50

HIPOTESIS 2 ESTADO REFORZADO

ESTACION : LA POPA Enero 25 de 2011

Project: TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Job: ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

381.5

Andrew RYMSA ANTENA 8 FT DISH 2' AT15-250 VHF HARRIS PANEL w/Radome BAND UHF FM DELTAWIND PANEL KATHREIN III0.48x0.983 4 DIPO AT13-240

66 - 41.3 65 64 63 60 58 50 43 40.7 28 24 20.5 65 64 63 62 55.2 47 - 39 DESIGNED APPURTENANCE LOADING

F

RYMSA AT15-250 PANEL

66 - 65

60.0 m

RYMSA AT15-250 PANEL RYMSA AT15-250 PANEL RYMSA AT15-250 PANEL

488.5

L51x51x3.2

445.5

10 @ 1.4

N.A.

N.A.

N.A.

N.A.

L51x51x4.8

N.A.

L51x51x4.8

54.4 m

506.0 365.2

2@1

66 - 65 66 - 65

ANTENA HARRIS DELTAWIND

50 - 47

66 - 65

ANTENA HARRIS DELTAWIND

50 - 47

RYMSA AT15-250 PANEL

65 - 64

ANTENA HARRIS DELTAWIND

50 - 47

RYMSA AT15-250 PANEL

65 - 64

ANTENA HARRIS DELTAWIND

50 - 47

RYMSA AT15-250 PANEL

65 - 64

ANTENA PANEL FM KATHREIN

43 - 41.3

RYMSA AT15-250 PANEL

65 - 64

ANTENA PANEL FM KATHREIN

43 - 41.3

RYMSA AT15-250 PANEL

64 - 63

ANTENA PANEL FM KATHREIN

43 - 41.3

RYMSA AT15-250 PANEL

63 - 62

ANTENA PANEL FM KATHREIN

43 - 41.3

ANTENA PANEL UHF 0.48x0.983

60

ANTENA PANEL FM KATHREIN

40.7 - 39

ANTENA PANEL UHF 0.48x0.983

60

ANTENA PANEL FM KATHREIN

40.7 - 39

ANTENA PANEL UHF 0.48x0.983

60

8 FT DISH

28

ANTENA PANEL UHF 0.48x0.983

60

8 FT DISH

24

ANTENA VHF BAND III 4 DIPO AT13-240

58 - 55.2

Andrew 2' w/Radome

20.5

ANTENA VHF BAND III 4 DIPO AT13-240

58 - 55.2

SYMBOL LIST

739.0

4 @ 1.25

MARK

SIZE

D

L51x51x6.4

B

L76x76x6.4

E

N.A.

C

L51x51x4.8

F

2 @ 0.5

514.2

2@1

MATERIAL STRENGTH

3.45 1922.8

4 @ 1.875

L51x51x6.4

345 MPa

Fu

GRADE

Fy

Fu

448 MPa

1. 2. 3. 4.

Tower designed for a 120 kph basic wind in accordance with the TIA/EIA-222-F Standard. Deflections are based upon a 60 kph wind. Weld together tower sections have flange connections. 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 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 58 feeders per side 9. MW dishes feeders shall be 1/2" and installed 8 feeders per side 10. TOWER RATING: 96.8%

1904.8

4@3

4.5423

23.5 m

2088.3

L51x51x4.8

Fy

TOWER DESIGN NOTES

L44x44x3.2

L38x38x3.2

SIZE

L76x76x6

GRADE

37.0 m

29.5 m

L51x51x3.2 L51x51x4.8

MARK

A

A572-50

L38x38x3.2

ELEVATION 58 - 55.2

44.0 m

2.14 N.A.

L51x51x4.8

L51x51x6.4

D L51x51x4.8 L76x76x6.4 N.A.

TYPE ANTENA VHF BAND III 4 DIPO AT13-240

39.0 m

L64x64x4.8

L76x76x6.4

T10

L102x102x6.4

A572-50

A572-50

T5

L51x51x3.2

46.0 m

B L64x64x4.8

A

T9

T8

L102x102x8

T7

T6

L102x102x8

50.2 m

T11

ELEVATION

61.0 m 1.33

118.8

TYPE

E

C

5@1

N.A.

T1 T2

L64x64x6

T3

L102x102x6

T4

L51x51x3.2

0.6

66.0 m

1 @ 7.5

10.0 m

MAX. CORNER REACTIONS AT BASE: DOWN: 46491 kg UPLIFT: -37206 kg SHEAR: 9604 kg

4179.0

N.A.

1 @ 10

7

L64x64x4.8

L64x64x4.8

L64x64x4.8

N.A. L102x102x6.4

L76x76x6.4

T13

3781.5

5.6346 L76x76x6.4

L102x102x6.4

2L102x102x9.5

T12

17.5 m

AXIAL 18762 kg SHEAR 17294 kg

MOMENT 522023 kg-m

TORQUE 640 kg-m REACTIONS - 120 kph WIND

Weight (kg)

# Panels @ (m)

Face Width (m)

Inner Bracing

Red. Hips

Red. Diagonals

Red. Horizontals

Horizontals

Top Girts

Diagonal Grade

Diagonals

Leg Grade

Legs

Section

8.8205

17435.0

0.0 m

INSTATEL COLOMBIA Job: ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Project: TORRE Client: Code: Path:

CUADRADA AUTOSOPORTADA DE 60 + 6 M RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd: Date: Scale: TIA/EIA-222-F 01/26/11 NTS Dwg No. E-1

C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\07 La Popa TCSV 60 m\Risa Tower La Popa Hipotesis 2\TCSV 60 M LA POPA Hipotesis 2.eri

 

 

          

CONCLUSIONES Y RESULTADOS

HIPOTESIS 2 En esta hipótesis se analizara la torre considerando todas las antenas y equipos existentes e instalados en ella, se debe montar una sección nueva de torre en la punta de la torre de 6 metros, con el fin de montar 10 antenas con una distribución (2-4.2-2) (2 cara A, 4 cara B, 2 Cara C y 2 Cara D) banda UHF digital. (futuro)

ESTADO DE LA ESTRUCTURA PINTURA La pintura de estructura de la torre desde el nivel +0.00 al nivel +26.40 se encuentra en buen estado, a partir del nivel + 26.40 al nivel 60.00 m la pintura presenta en un 60% niveles de oxidación. Esta oxidación hay que retirar y verificar que los elementos limpiados no tengan corrosión y hayan atacado el material por eliminar la protección de galvanizado. Después de la verificación todos los elementos que tengan corrosión se deben reemplazar por el mismo tipo de elemento con la protección de su galvanizado en caliente. ES IMPORTANTE Y URGENTE REALIZAR ESTE MANTENIMIENTO Y VERIFICACION DE CORROSION DE LOS ELEMENTOS YA QUE UN ELEMENTO CORROIDO ES UN PELIGRO YA QUE NO ESTA TRABAJANDO A SU CAPACIDAD ANALIZADA SINO A UN 50% O MENOS   www.instatelcolombia.com.co      

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

 

 

TORQUEO Se realizo una inspección aleatoria a la torre y se encontró que la tornillería está cumpliendo con el torque solicitado en las norma.

TORNILLERIA Se encuentra dentro de los elementos completa En la parte superior de la torre desde el nivel +44 al nivel + 60 m hay un porcentaje de 20% de tronillos que se encuentran con oxidación, se debe realizar la limpieza y verificación de corrosión del mismo. EN CASO DE ENCONTRAR TORNILLOS CON CORROSION ESTOS SE DEBEN CAMBIAR INMEDIATAMENTE. ESTE MANTENIMIENTO ES URGENTE DE REALIZAR

ESCALERA DE ACCESO Se encuentra escalera de acceso con Línea de Vida. LA ESCALERA DE ACCESO SE ENCUENTRA LA VARILLA EN LA GRAN PARTE DE LA TORRE CON CORROSION Y EL RESTANTE CON OXIDACION. ES URGENTE EL REEMPLAZO DE LA ESCALERA DE ACCESO, YA QUE ESTO REPRESENTA UN PELIGRO PARA EL PERSONAL DE MANTENIMIENTO. PLATAFORMAS DE DESCANSO Las plataformas de descanso instaladas se encuentran con los problemas de oxidación de los elementos se deben realizar la limpieza y mantenimiento según lo so citado para la pintura de la estructura LUCES DE OBSTRUCCION Las Luces de obstrucción y balizaje se encuentran bien y funcionando.

ESTADO ACTUAL DE LA TORRE Al realizar el análisis del cálculo estructural de la torre con las cargas actuales se llego al siguiente resultado:   www.instatelcolombia.com.co      

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

 

 

Para la velocidad de viento solicitada que es a 120 kph la estructura NO está cumpliendo con los parámetros solicitados. ES NECESARIO REFORZAR El reforzamiento se debe a las cargas adicionales que se le van a instalar en el futuro según la HIPOTESIS 2 HIPOTESIS 2

REFORZAMIENTO

MONTANTES ¾ El montante del nivel +39.00 m a +44.00 m se le adiciona un ángulo de 102x102x7.9 y se conectara entre montantes con 8 tornillos de ¾” a corte doble ¾ El montante del nivel +46.00 m a +50.20 m se le adiciona un ángulo de 102x102x7.9 y se conectara entre montantes con 8 tornillos de ¾” a corte doble ¾ El montante del nivel +50.20 m a +54.40 m se le adiciona un ángulo de 102x102x6.4 y se conectara entre montantes con 8 tornillos de ¾” a corte doble

HORIZONTALES ¾ La Horizontal del nivel + 44.00 m se retira la existente y se reemplaza por un ángulo de 51x51x6.4

PESO DEL REFUERZO

PESO DE LA EXTENCION DE 6.00 M = 1135 kg EL PESO TOTAL DEL REFUERZO = 1254 Kg

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 La estructura está trabajando perfectamente dentro de los parámetros de desplazamiento. OK CUMPLE BIEN   www.instatelcolombia.com.co      

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

 

 

CIMENTACION La cimentación según los cálculos realizados, están cumpliendo con los requerimientos, cualquier carga adicional que se le imponga a la torre se debe realizar un nuevo análisis para verificar su estado ya que se puede exceder. No necesita Reforzamiento Se anexa la memoria y el plano de ubicación

ANEXO SE PRESENTA: ISOMETRICO TORRE HIPOTESIS 2 SILUETA HIPOTESIS 2 ESTADO REFORZADO DEFORMADA HIPOTESIS 2 CALCULO DE PLACA BASE Y PERNOS ANCLAJE HIPOTESIS 2 CALCULO ESTRUCTURAL HIPOTESIS 2 CALCULO DE CIMENTACION PLANO DE UBICACION

  www.instatelcolombia.com.co      

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

Maximum Values

TIA/EIA-222-F - Service - 60 kph

Deflection (mm)

Elevation (m)

0 66.000

50

100

Tilt (deg) 150

0

Twist (deg) 0.5

0

0.05

0.1 66.000

61.000

61.000

60.000

60.000

54.400

54.400

50.200

50.200

46.000

46.000

44.000

44.000

39.000

39.000

37.000

37.000

29.500

29.500

23.500

23.500

17.500

17.500

10.000

10.000

0.000

0.000

0

50

100

150

0

0.5

0

0.05

0.1

INSTATEL COLOMBIA Job: ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Project: TORRE Client: Code: Path:

CUADRADA AUTOSOPORTADA DE 60 + 6 M RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd: Date: Scale: TIA/EIA-222-F 01/26/11 NTS Dwg No. E-5

C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\07 La Popa TCSV 60 m\Risa Tower La Popa Hipotesis 2\TCSV 60 M LA POPA Hipotesis 2.eri

Project: TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Job: ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA LC:4 Dead+Wind 90 deg - No Ice Max. Disp.412.84 mm @ 66.000 m Scaling 20

Calculo: Ing. Jaime Gutierrez C:

ESTACION: LA POPA

Fecha: Enero 25 de 2011

HIPOTESIS 2 ESTRUCTURA: TORRE CUADRADA 60 m SECCION VARIABLE CARGAS ACTUANTES Tension Maxima Comprexion Maxima Fuerza Longitudinal en X Fuerza Transversal en Y

T C Hx Hy

(ton) (ton) (ton) (ton)

46,491 -37,206 -5,509 5,473

6,782 6,799

CALCULO DE PLACA - BASE PLACA BASE

B

C

t

Dp

cm. 45

cm. 45

cm 3,8

cm 6,0

Dimension pedestal (cm) cm. Bp Cp 16,0 60 60 m

C P

B

m n t p D Dp

Area Placa Colocada Ac Acero A-36 Fy= Distancia n Area Requerida placa base Apoyo contacto pedestal Presion de Apoyo

2.025 cm2 2.530 Kg /cm² 11,0 cm

Esfuerzo de Flexion por Compresion Esfuerzo de Flexion Distancia al borde Espesor Placa Base C

Concreto.

pp

cm Kg / cm² kg / cm²

Fb Fb m

1.645 16

Kg / cm² cm

t

2,01

cm

cm

Fp

210

Kg / cm²

2

380 98,000 18,373

Ar

f'c=

Esfuerzo de Flexion por Arranque Distancia al perno

Fb¨ Dp

6

Fuerza en el Perno Momento de Flexion

Pt Mf

11 11,62 62 69,7

Ton - cm

Espesor de la Placa Base Arr

t

3,26

cm

Espesor Minimo Placa Base

t

3,26

cm

Lado de la placa Base Espesor de la Placa Base

B

450

mm

t

38

mm

Acero A-36

Ton

OK CUMPLE

No pernos

un 4,0

Calculo: Ing. Jaime Gutierrez C: Fecha: Enero 25 de 2011

S C O LA POPA O ESTACION: HIPOTESIS 2 ESTRUCTURA: TORRE CUADRADA 60 m SECCION VARIABLE

DISEÑO DE PERNOS DE ANCLAJE

Diametro de los Pernos Material de los Pernos Cantidad de Pernos Area Total de Pernos Factor de Rosca Numero de Hilos por Pulgada Area Efectiva de Pernos Cargas de Trabajo Fuerza de Arranque Fuerza de Cortante Fuerza de Cortante Fuerza de Cortante Esfuerzo de Fluencia Resistencia a la Tension Resistencia al Corte Area Efectiva de cada Perno Area Total por Perno Area Requerida por Arranque Area Requerida Arranque Diseño Numero de Pernos Minimo

dp

1,00

plg

dp

2,54

cm

SAE 1020 CALIBRADO Atp

un cm²

0,85 hp

8

Ap

15,63

cm²

T

46,49

ton

Vux

6,78

ton

Vuy

6,80

ton

Vu

9,60

ton

Fy

4,20

ton/cm²

Ft

3,36

ton/cm²

Fv

2,24

ton/cm²

Ae

3,91 ,

cm²

Ap

5,07

cm²

At

13,8

cm²

Atm

20,7

cm²

Np

6

un

Pernos a Colocar Diametro del Perno Area Neta de Pernos

4 20,27

Anp

AREA DE PERNOS > AREA REQUERIDA

4

un

25

mm

15,63

cm²

FALSO

RISATower

Page

Job

Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

1 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

Tower Input Data The main tower is a 4x free standing tower with an overall height of 66.000 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 0.600 m at the top and 8.820 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 AISC Specifications.. 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 58 feeders per side. MW dishes feeders shall be 1/2'' and installed 8 feeders per side. 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.

Options

√ √

√ √ √

Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination

√ √ √ √ √ √ √ √

Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing

√ √ √ √ √

Treat Feedline Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feedline Torque Include Angle Block Shear Check Poles Include Shear-Torsion Interaction Always Use Sub-Critical Flow Use Top Mounted Sockets

RISATower

Page

Job

2 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

13:08:41 01/26/11

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Leg A

Designed by Ing Jaime Gutierrez C.

Leg B

Face C

Wind 90

Face A

Face B

X Z

Face D

Leg C

W in d

45

Leg D

Wind 0

Square To wer

Tower Section Geometry Tower Section

Tower Elevation

T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11 T12 T13

m 66.000-61.000 61.000-60.000 60.000-54.400 54.400-50.200 50.200-46.000 46.000-44.000 44.000-39.000 39.000-37.000 37.000-29.500 29.500-23.500 23.500-17.500 17.500-10.000 10.000-0.000

Assembly Database

Description

Section Width

Number of Sections

m 0.600 0.600 1.330 1.330 1.330 1.330 2.140 2.140 3.450 3.450 4.542 5.635 7.000

1 1 1 1 1 1 1 1 1 1 1 1 1

Section Length m 5.000 1.000 5.600 4.200 4.200 2.000 5.000 2.000 7.500 6.000 6.000 7.500 10.000

Tower Section Geometry (cont’d) Tower Section

Tower Elevation

Diagonal Spacing

Bracing Type

T1 T2 T3 T4 T5 T6

m 66.000-61.000 61.000-60.000 60.000-54.400 54.400-50.200 50.200-46.000 46.000-44.000

m 1.000 0.500 1.400 1.400 1.400 1.000

X Brace Double K X Brace X Brace X Brace Double K

Has K Brace End Panels No No No No No No

Has Horizontals

Top Girt Offset

Bottom Girt Offset

Yes Yes Yes Yes Yes Yes

mm 0 0 0 0 0 0

mm 0 0 0 0 0 0

RISATower

Page

Job

3 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

13:08:41 01/26/11

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Tower Section

Tower Elevation

Diagonal Spacing

Bracing Type

T7 T8 T9 T10 T11 T12 T13

m 44.000-39.000 39.000-37.000 37.000-29.500 29.500-23.500 23.500-17.500 17.500-10.000 10.000-0.000

m 1.250 1.000 1.875 3.000 3.000 7.500 10.000

Double K Double K Double K1 Double K1 Double K1 K4 Up K4 Down

Has K Brace End Panels No No No No No No No

Designed by Ing Jaime Gutierrez C.

Has Horizontals

Top Girt Offset

Bottom Girt Offset

Yes Yes Yes Yes Yes Yes Yes

mm 0 0 0 0 0 0 0

mm 0 0 0 0 0 0 0

Tower Section Geometry (cont’d) Tower Elevation m T1 66.000-61.000

Leg Type

Leg Size

Leg Grade

Diagonal Type

Diagonal Size

Diagonal Grade

Equal Angle

L64x64x6

Single Angle

L51x51x4.8

T2 61.000-60.000

Equal Angle

L64x64x6

Single Angle

L51x51x4.8

T3 60.000-54.400

Equal Angle

L64x64x6

Single Angle

L51x51x4.8

T4 54.400-50.200

Equal Angle

L102x102x6

Single Angle

L51x51x4.8

T5 50.200-46.000

Equal Angle

L102x102x8

Single Angle

L51x51x4.8

T6 46.000-44.000

Equal Angle

L76x76x6

Single Angle

L76x76x6.4

T7 44.000-39.000

Equal Angle

L102x102x8

Single Angle

L64x64x4.8

T8 39.000-37.000

Equal Angle

L102x102x8

Single Angle

L76x76x6.4

T9 37.000-29.500

Equal Angle

L102x102x8

Single Angle

L76x76x6.4

T10 29.500-23.500 T11 23.500-17.500 T12 17.500-10.000 T13 10.000-0.000

Equal Angle

2L102x102x9.5

Single Angle

L76x76x6.4

Equal Angle

2L102x102x9.5

Single Angle

L76x76x6.4

Equal Angle

2L102x102x9.5

Single Angle

L102x102x6.4

Equal Angle

2L102x102x9.5

A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)

Single Angle

L76x76x6.4

A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)

Tower Section Geometry (cont’d) Tower Top Girt Elevation Type m T1 66.000-61.000 Single Angle

Top Girt Size

Top Girt Grade

Bottom Girt Type

L51x51x4.8

Single Angle

T2 61.000-60.000 Single Angle

L51x51x4.8

T3 60.000-54.400 Single Angle

L51x51x4.8

T4 54.400-50.200 Single Angle

L51x51x4.8

A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50

Solid Round Solid Round Solid Round

Bottom Girt Size

Bottom Girt Grade A570-50 (345 MPa) A570-50 (345 MPa) A570-50 (345 MPa) A570-50

Page

Job

RISATower

4 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Tower Elevation m

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Top Girt Type

Top Girt Size

T5 50.200-46.000 Single Angle

L51x51x4.8

T6 46.000-44.000 Single Angle

L51x51x4.8

T7 44.000-39.000 Single Angle

L51x51x6.4

T8 39.000-37.000 Single Angle

L51x51x6.4

T9 37.000-29.500 Single Angle

L102x102x6.4

T10 Single Angle 29.500-23.500 T12 Single Angle 17.500-10.000 T13 10.000-0.000 Single Angle

L64x64x4.8 L76x76x6.4 L102x102x6.4

Top Girt Grade

Bottom Girt Type

(345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)

Bottom Girt Size

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

Bottom Girt Grade (345 MPa) A570-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)

Solid Round Solid Round Solid Round Solid Round Solid Round Solid Round Solid Round Solid Round

Tower Section Geometry (cont’d) Tower Elevation

No. of Mid m Girts T2 61.000-60.000 None

Mid Girt Type

T6 46.000-44.000 None

Flat Bar

T7 44.000-39.000 None

Flat Bar

T8 39.000-37.000 None

Flat Bar

T9 37.000-29.500 None

Flat Bar

T10 29.500-23.500 T11 23.500-17.500 T12 17.500-10.000 T13 10.000-0.000

None

Flat Bar

None

Flat Bar

None

Flat Bar

None

Flat Bar

Mid Girt Size

Flat Bar

Mid Girt Grade

Horizontal Type

Horizontal Size

Horizontal Grade

A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa)

Single Angle

L51x51x4.8

Single Angle

L51x51x4.8

Single Angle

L51x51x4.8

Single Angle

L51x51x6.4

Single Angle

L51x51x4.8

Single Angle

L76x76x6.4

Single Angle

L76x76x6.4

Single Angle

L64x64x6.4

Single Angle

L64x64x6.4

A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)

Tower Section Geometry (cont’d) Tower Elevation

Secondary Horizontal Type

m T1 66.000-61.000 Single Angle

Secondary Horizontal Size

Secondary Horizontal Grade

Inner Bracing Type

Inner Bracing Size

Inner Bracing Grade

A572-50 (345 MPa)

Single Angle

L51x51x3.2

A572-50 (345 MPa)

RISATower

Page

Job

5 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Tower Elevation

Secondary Horizontal Type

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Secondary Horizontal Size

m T3 60.000-54.400 Single Angle T5 50.200-46.000 Single Angle T6 46.000-44.000 Single Angle T9 37.000-29.500 Single Angle T10 29.500-23.500 T11 23.500-17.500 T12 17.500-10.000 T13 10.000-0.000

Single Angle Single Angle Single Angle Single Angle

Redundant Bracing Grade

m T9 37.000-29.500

A572-50 (345 MPa)

T10 29.500-23.500

A572-50 (345 MPa)

T11 23.500-17.500

A572-50 (345 MPa)

T12 17.500-10.000

A572-50 (345 MPa)

T13 10.000-0.000

A572-50 (345 MPa)

Horizontal (1) Diagonal (1) Hip (1) Horizontal (1) Diagonal (1) Hip (1) Horizontal (1) Diagonal (1) Hip (1) Hip Diagonal Horizontal (1) Horizontal (2) Horizontal (3) Horizontal (4) Diagonal (1) Diagonal (2) Diagonal (3) Diagonal (4) Hip (1) Hip (2) Hip (3) Hip (4) Hip Diagonal Horizontal (1) Horizontal (2) Horizontal (3) Horizontal (4) Diagonal (1) Diagonal (2) Diagonal (3) Diagonal (4) Hip (1)

Designed by Ing Jaime Gutierrez C.

Secondary Horizontal Grade

Inner Bracing Type

Inner Bracing Size

Inner Bracing Grade

A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)

Single Angle

L51x51x3.2

Single Angle

L51x51x3.2

Single Angle

L51x51x3.2

Single Angle

L51x51x6.4

Single Angle

L51x51x4.8

Single Angle

L51x51x4.8

Single Angle

L51x51x4.8

Single Angle

L51x51x4.8

A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)

Tower Section Geometry (cont’d) Tower Elevation

13:08:41 01/26/11

Redundant Type

Redundant Size

K Factor

Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle

L38x38x3.2 L38x38x3.2 L44x44x3.2 L38x38x3.2 L51x51x3.2 L44x44x3.2 L38x38x3.2 L51x51x3.2 L51x51x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L76x76x6.4 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8

1 1 1 1 1 1 1 1 1 1 1

Single Angle

Single Angle

Single Angle

Single Angle

Single Angle

Single Angle

1

1

1 1

1

1

Page

Job

RISATower

6 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

13:08:41 01/26/11

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Tower Elevation

Client

Designed by Ing Jaime Gutierrez C.

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Redundant Bracing Grade

Redundant Type

Redundant Size

K Factor

m Hip (2) Hip (3) Hip (4) Hip Diagonal

L64x64x4.8 L64x64x4.8 L64x64x4.8 L76x76x6.4

1

Tower Section Geometry (cont’d) Tower Elevation

Gusset Area (per face)

Gusset Thickness

m T1 66.000-61.000 T2 61.000-60.000 T3 60.000-54.400 T4 54.400-50.200 T5 50.200-46.000 T6 46.000-44.000 T7 44.000-39.000 T8 39.000-37.000 T9 37.000-29.500 T10 29.500-23.500 T11 23.500-17.500 T12 17.500-10.000 T13 10.000-0.000

m2 0.018

mm 6

0.018

6

0.018

8

0.018

10

0.018

10

0.018

10

0.021

10

0.021

10

0.024

10

0.024

10

0.024

10

0.024

10

0.024

10

Gusset Grade Adjust. Factor Af

A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa)

Adjust. Factor Ar

Weight Mult. Double Angle Double Angle Stitch Bolt Stitch Bolt Spacing Spacing Diagonals Horizontals mm mm 1.25 0 0

1

1

1

1

1.25

0

0

1

1

1.25

0

0

1

1

1.25

0

0

1

1

1.25

0

0

1

1

1.25

0

0

1

1

1.25

0

0

1

1

1.25

0

0

1

1

1.25

0

0

1

1

1.25

0

0

1

1

1.25

0

0

1

1

1.25

0

0

1

1

1.25

0

0

Tower Section Geometry (cont’d) Tower Elevation

m T1 66.000-61.000 T2 61.000-60.000 T3 60.000-54.400

Calc K Single Angles

Calc K Solid Rounds

Legs

No

No

1

No

No

1

No

No

1

X Brace Diags X Y 1 1 1 1 1 1

K Brace Diags X Y 1 1 1 1 1 1

K Factors1 Single Girts Diags X Y 1 1 1 1 1 1

X Y 1 1 1 1 1 1

Horiz.

Sec. Horiz.

Inner Brace

X Y 1 1 1 1 1 1

X Y 1 1 1 1 1 1

X Y 1 1 1 1 1 1

Page

Job

RISATower

7 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Tower Elevation

Calc K Single Angles

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Calc K Solid Rounds

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

K Factors1 Single Girts Diags

Legs

X K Horiz. Sec. Inner Brace Brace Horiz. Brace Diags Diags X X X X X X X m Y Y Y Y Y Y Y T4 No No 1 1 1 1 0.5 1 1 1 54.400-50.200 1 1 1 1 1 1 1 T5 No No 1 1 1 1 0.5 1 1 1 50.200-46.000 1 1 1 1 1 1 1 T6 No No 1 1 1 1 0.5 1 1 1 46.000-44.000 1 1 1 1 1 1 1 T7 No No 1 1 1 1 0.5 1 1 1 44.000-39.000 1 1 1 1 1 1 1 T8 No No 1 1 1 1 0.5 1 1 1 39.000-37.000 1 1 1 1 1 1 1 T9 No No 1 1 1 1 0.5 1 1 1 37.000-29.500 1 1 1 1 1 1 1 T10 No No 1 1 1 1 0.5 1 1 1 29.500-23.500 1 1 1 1 1 1 1 1 0.5 1 1 1 T11 No No 0.75 1 1 1 1 1 1 1 1 23.500-17.500 1 T12 No No 0.75 1 1 1 0.5 1 1 1 17.500-10.000 1 1 1 1 1 1 1 T13 No No 0.75 1 1 1 0.5 1 1 1 10.000-0.000 1 1 1 1 1 1 1 1 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 Section Geometry (cont’d) Tower Elevation m

T1 66.000-61.000 T2 61.000-60.000 T3 60.000-54.400 T4 54.400-50.200 T5 50.200-46.000 T6 46.000-44.000 T7 44.000-39.000 T8 39.000-37.000 T9 37.000-29.500 T10 29.500-23.500 T11 23.500-17.500

Leg

Diagonal

Top Girt

Bottom Girt

Net Width Deduct mm

U

Net Width Deduct mm

U

Net Width Deduct mm

U

0.75

Net Width Deduct mm 0

0

1

0

0.75

0

0

1

0

0.75

0

0.75

0

1

0

0.75

0

0

1

0

0.75

0

1

0

0

1

0

U

Mid Girt

Long Horizontal

Short Horizontal

0.75

Net Width Deduct mm 0

0.75

0.75

Net Width Deduct mm 0

0.75

Net Width Deduct mm 0

0

0.75

0

0.75

0

0.75

0

0.75

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

1

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

1

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

1

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

1

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

1

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

0

0.75

U

U

U

Page

Job

RISATower

8 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

13:08:41 01/26/11

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Tower Elevation m

T12 17.500-10.000 T13 10.000-0.000

Client

Designed by Ing Jaime Gutierrez C.

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Leg

Diagonal

Top Girt

Bottom Girt

Net Width Deduct mm

U

Net Width Deduct mm

U

Net Width Deduct mm

U

0.75

Net Width Deduct mm 0

0

1

0

0.75

0

0

1

0

0.75

0

0.75

0

U

Mid Girt

U

Long Horizontal

Short Horizontal

0.75

Net Width Deduct mm 0

0.75

0.75

0

0.75

0.75

Net Width Deduct mm 0

0.75

Net Width Deduct mm 0

0.75

0

0.75

0

U

U

Tower Section Geometry (cont’d) Tower Elevation m

T1 66.000-61.000 T2 61.000-60.000 T3 60.000-54.400 T4 54.400-50.200 T5 50.200-46.000 T6 46.000-44.000 T7 44.000-39.000 T8 39.000-37.000 T9 37.000-29.500 T10 29.500-23.500 T11 23.500-17.500 T12 17.500-10.000 T13 10.000-0.000

Leg Connection Type

Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS

Leg

Bolt Size mm 16 A325N 16 A325N 16 A325N 19 A325N 19 A325N 19 A325N 19 A325N 19 A325N 19 A325N 19 A325N 19 A325N 19 A325N 19 A325N

Diagonal

No. 8 8 8 12 12 12 12 12 12 16 16 12 12

Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N

Top Girt

No. 2 2 2 2 2 2 2 2 3 2 2 2 2

Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N

Bottom Girt

No. 2 2 2 2 2 2 2 2 2 2 2 2 2

Bolt Size mm 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307

No. 0 0 0 0 0 0 0 0 0 0 0 0 0

Mid Girt

Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N

Long Horizontal Short Horizontal

No. 0 0 0 0 0 0 0 0 0 0 0 0 0

Bolt Size mm 13 A307 13 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307

No. 1 1 2 2 2 2 2 2 2 2 2 2 2

Bolt Size mm 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307

Discrete Tower Loads Description

Face or Leg

Offset Type

Offsets: Horz Lateral Vert m m m

Azimuth Adjustment

Placement

CAAA Front

CAAA Side

Weight

°

m

m2

m2

kg

No. 1 1 1 2 2 2 2 2 2 2 2 2 2

RISATower

Page

Job

9 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Description

Face or Leg

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Offset Type

ANTENA PANEL UHF 0.48x0.983

A

From Face

ANTENA PANEL UHF 0.48x0.983

B

From Face

ANTENA PANEL UHF 0.48x0.983

C

From Face

ANTENA PANEL UHF 0.48x0.983

D

From Face

ANTENA VHF BAND III 4 DIPO AT13-240

A

From Face

ANTENA VHF BAND III 4 DIPO AT13-240

B

From Face

ANTENA VHF BAND III 4 DIPO AT13-240

C

From Face

ANTENA HARRIS DELTAWIND

A

From Face

ANTENA HARRIS DELTAWIND

B

From Face

ANTENA HARRIS DELTAWIND

C

From Face

ANTENA HARRIS DELTAWIND

D

From Face

ANTENA PANEL FM KATHREIN

A

From Face

ANTENA PANEL FM KATHREIN

B

From Face

ANTENA PANEL FM KATHREIN

C

From Face

ANTENA PANEL FM KATHREIN

D

From Face

ANTENA PANEL FM KATHREIN

B

From Face

ANTENA PANEL FM KATHREIN

C

From Face

RYMSA AT15-250 PANEL

A

From Face

RYMSA AT15-250 PANEL

A

From Face

Offsets: Horz Lateral Vert m m m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

Azimuth Adjustment

Placement

CAAA Front

CAAA Side

Weight

°

m

m2

m2

kg

0.0000

60.000

No Ice

0.665

0.363

10.00

0.0000

60.000

No Ice

0.665

0.363

10.00

0.0000

60.000

No Ice

0.665

0.363

10.00

0.0000

60.000

No Ice

0.665

0.363

10.00

0.0000

58.000 - 55.200 No Ice

0.546

0.267

64.95

0.0000

58.000 - 55.200 No Ice

0.546

0.267

64.95

0.0000

58.000 - 55.200 No Ice

0.546

0.267

64.95

0.0000

50.000 - 47.000 No Ice

0.524

0.323

56.97

0.0000

50.000 - 47.000 No Ice

0.524

0.323

56.97

0.0000

50.000 - 47.000 No Ice

0.524

0.323

56.97

0.0000

50.000 - 47.000 No Ice

0.524

0.323

56.97

0.0000

43.000 - 41.300 No Ice

0.378

0.205

84.19

0.0000

43.000 - 41.300 No Ice

0.378

0.205

84.19

0.0000

43.000 - 41.300 No Ice

0.378

0.205

84.19

0.0000

43.000 - 41.300 No Ice

0.378

0.205

84.19

0.0000

40.700 - 39.000 No Ice

0.378

0.205

84.19

0.0000

40.700 - 39.000 No Ice

0.378

0.205

84.19

0.0000

66.000 - 65.000 No Ice

0.665

0.363

10.00

0.0000

65.000 - 64.000 No Ice

0.665

0.363

10.00

Page

Job

RISATower

10 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Description

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Face or Leg

Offset Type

RYMSA AT15-250 PANEL

B

From Face

RYMSA AT15-250 PANEL

B

From Face

RYMSA AT15-250 PANEL

B

From Face

RYMSA AT15-250 PANEL

B

From Face

RYMSA AT15-250 PANEL

C

From Face

RYMSA AT15-250 PANEL

C

From Face

RYMSA AT15-250 PANEL

D

From Face

RYMSA AT15-250 PANEL

D

From Face

Offsets: Horz Lateral Vert m m m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

Azimuth Adjustment

Placement

CAAA Front

CAAA Side

Weight

°

m

m2

m2

kg

0.0000

66.000 - 65.000 No Ice

0.665

0.363

10.00

0.0000

65.000 - 64.000 No Ice

0.665

0.363

10.00

0.0000

64.000 - 63.000 No Ice

0.665

0.363

10.00

0.0000

63.000 - 62.000 No Ice

0.665

0.363

10.00

0.0000

66.000 - 65.000 No Ice

0.665

0.363

10.00

0.0000

65.000 - 64.000 No Ice

0.665

0.363

10.00

0.0000

66.000 - 65.000 No Ice

0.665

0.363

10.00

0.0000

65.000 - 64.000 No Ice

0.665

0.363

10.00

Dishes Description

Face or Leg

Dish Type

Offset Type

8 FT DISH

C

Paraboloid w/o Radome

From Leg

8 FT DISH

D

Paraboloid w/o Radome

From Leg

Andrew 2' w/Radome

C

Paraboloid w/Radome

From Face

Offsets: Horz Lateral Vert m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Aperture Area

Weight

No Ice

m2 4.673

kg 113.85

2.438

No Ice

4.673

113.85

0.610

No Ice

0.292

31.75

Azimuth Adjustment

3 dB Beam Width

Elevation

Outside Diameter

° 0.0000

°

m 28.000

m 2.438

0.0000

24.000

0.0000

20.500

Tower Pressures - No Ice GH = 1.109

Page

Job

RISATower

Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section Elevation

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

KZ

qz

m 63.500

1.693

MPa 0.00

m2 3.182

T2 61.000-60.000

60.500

1.67

0.00

1.004

T3 60.000-54.400

57.200

1.643

0.00

7.652

T4 54.400-50.200

52.300

1.602

0.00

5.822

T5 50.200-46.000

48.100

1.564

0.00

5.826

T6 46.000-44.000

45.000

1.534

0.00

3.558

T7 44.000-39.000

41.500

1.499

0.00

10.986

T8 39.000-37.000

38.000

1.462

0.00

5.710

T9 37.000-29.500

33.250

1.407

0.00

26.303

T10 29.500-23.500

26.500

1.319

0.00

24.326

T11 23.500-17.500

20.500

1.226

0.00

30.880

T12 17.500-10.000

13.750

1.093

0.00

47.816

T13 10.000-0.000

5.000

1

0.00

79.685

m T1 66.000-61.000

z

11 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2

AG

F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D

AF

AR

Aleg

m2 1.210 1.210 1.210 1.210 0.373 0.373 0.373 0.373 1.541 1.541 1.541 1.541 1.482 1.482 1.482 1.482 1.477 1.477 1.477 1.477 0.871 0.871 0.871 0.871 2.148 2.148 2.148 2.148 1.227 1.227 1.227 1.227 4.565 4.565 4.565 4.565 3.458 3.458 3.458 3.458 4.385 3.976 3.976 3.567 7.686 7.328 7.328 6.969 8.708 8.331 8.331 7.955

m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

m2 0.635

Leg %

0.143

0.711

0.853

0.853

0.317

1.016

0.448

1.524

1.229

1.229

1.537

2.049

Tower Pressure - Service GH = 1.109

52.48 52.48 52.48 52.48 38.32 38.32 38.32 38.32 46.16 46.16 46.16 46.16 57.58 57.58 57.58 57.58 57.76 57.76 57.76 57.76 36.39 36.39 36.39 36.39 47.31 47.31 47.31 47.31 36.51 36.51 36.51 36.51 33.38 33.38 33.38 33.38 35.55 35.55 35.55 35.55 28.03 30.92 30.92 34.46 19.99 20.97 20.97 22.05 23.53 24.59 24.59 25.75

CAAA In Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

CAAA Out Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Page

Job

RISATower

Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section Elevation

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

KZ

qz

m 63.500

1.693

MPa 0.00

m2 3.182

T2 61.000-60.000

60.500

1.67

0.00

1.004

T3 60.000-54.400

57.200

1.643

0.00

7.652

T4 54.400-50.200

52.300

1.602

0.00

5.822

T5 50.200-46.000

48.100

1.564

0.00

5.826

T6 46.000-44.000

45.000

1.534

0.00

3.558

T7 44.000-39.000

41.500

1.499

0.00

10.986

T8 39.000-37.000

38.000

1.462

0.00

5.710

T9 37.000-29.500

33.250

1.407

0.00

26.303

T10 29.500-23.500

26.500

1.319

0.00

24.326

T11 23.500-17.500

20.500

1.226

0.00

30.880

T12 17.500-10.000

13.750

1.093

0.00

47.816

T13 10.000-0.000

5.000

1

0.00

79.685

m T1 66.000-61.000

z

12 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2

AG

F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D

AF

AR

Aleg

m2 1.210 1.210 1.210 1.210 0.373 0.373 0.373 0.373 1.541 1.541 1.541 1.541 1.482 1.482 1.482 1.482 1.477 1.477 1.477 1.477 0.871 0.871 0.871 0.871 2.148 2.148 2.148 2.148 1.227 1.227 1.227 1.227 4.565 4.565 4.565 4.565 3.458 3.458 3.458 3.458 4.385 3.976 3.976 3.567 7.686 7.328 7.328 6.969 8.708 8.331 8.331 7.955

m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

m2 0.635

0.143

0.711

0.853

0.853

0.317

1.016

0.448

1.524

1.229

1.229

1.537

2.049

Leg % 52.48 52.48 52.48 52.48 38.32 38.32 38.32 38.32 46.16 46.16 46.16 46.16 57.58 57.58 57.58 57.58 57.76 57.76 57.76 57.76 36.39 36.39 36.39 36.39 47.31 47.31 47.31 47.31 36.51 36.51 36.51 36.51 33.38 33.38 33.38 33.38 35.55 35.55 35.55 35.55 28.03 30.92 30.92 34.46 19.99 20.97 20.97 22.05 23.53 24.59 24.59 25.75

CAAA In Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

Tower Forces - No Ice - Wind Normal To Face

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

CAAA Out Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000

RISATower

Page

Job

13 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

13:08:41 01/26/11

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section Elevation

Add Weight

m

kg

Self Weight

T1 66.000-61.000

3.62

kg 377.84

T2 61.000-60.000

3.62

115.20

T3 60.000-54.400

4.46

484.01

T4 54.400-50.200

5.37

440.13

T5 50.200-46.000

5.37

500.58

T6 46.000-44.000

5.37

359.86

T7 44.000-39.000

6.26

732.77

T8 39.000-37.000

6.26

507.92

T9 37.000-29.500

7.16

1915.69

T10 29.500-23.500

7.16

1897.65

T11 23.500-17.500

7.16

2081.11

T12 17.500-10.000

7.16

3774.32

T13 10.000-0.000

7.16

4171.84

Sum Weight:

76.12

17435.05

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D

e

0.38 0.38 0.38 0.38 0.372 0.372 0.372 0.372 0.201 0.201 0.201 0.201 0.255 0.255 0.255 0.255 0.254 0.254 0.254 0.254 0.245 0.245 0.245 0.245 0.195 0.195 0.195 0.195 0.215 0.215 0.215 0.215 0.174 0.174 0.174 0.174 0.142 0.142 0.142 0.142 0.142 0.129 0.129 0.116 0.161 0.153 0.153 0.146 0.109 0.105 0.105 0.1

CF

RR

2.335 2.335 2.335 2.335 2.36 2.36 2.36 2.36 2.974 2.974 2.974 2.974 2.757 2.757 2.757 2.757 2.761 2.761 2.761 2.761 2.795 2.795 2.795 2.795 2.999 2.999 2.999 2.999 2.917 2.917 2.917 2.917 3.096 3.096 3.096 3.096 3.242 3.242 3.242 3.242 3.243 3.307 3.307 3.372 3.155 3.19 3.19 3.225 3.403 3.427 3.427 3.451

0.644 0.644 0.644 0.644 0.64 0.64 0.64 0.64 0.591 0.591 0.591 0.591 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.601 0.601 0.601 0.601 0.589 0.589 0.589 0.589 0.594 0.594 0.594 0.594 0.585 0.585 0.585 0.585 0.58 0.58 0.58 0.58 0.58 0.578 0.578 0.577 0.583 0.582 0.582 0.581 0.576 0.576 0.576 0.575

DF

DR

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 OTM

Designed by Ing Jaime Gutierrez C.

AE

F

m2 1.210 1.210 1.210 1.210 0.373 0.373 0.373 0.373 1.541 1.541 1.541 1.541 1.482 1.482 1.482 1.482 1.477 1.477 1.477 1.477 0.871 0.871 0.871 0.871 2.148 2.148 2.148 2.148 1.227 1.227 1.227 1.227 4.565 4.565 4.565 4.565 3.458 3.458 3.458 3.458 4.385 3.976 3.976 3.567 7.686 7.328 7.328 6.969 8.708 8.331 8.331 7.955 352830 kg-m

kg 405.30

kglm 81.06

D

124.55

124.55

D

638.11

113.95

D

554.68

132.07

D

540.59

128.71

D

316.63

158.32

D

818.41

163.68

D

443.31

221.66

D

1685.85

224.78

D

1253.00

208.83

D

1476.90

246.15

A

2247.07

299.61

A

2511.23

251.12

A

13015.62

Tower Forces - No Ice - Wind 45 To Face

w

Ctrl. Face

RISATower

Page

Job

14 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

13:08:41 01/26/11

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section Elevation

Add Weight

m

kg

Self Weight

T1 66.000-61.000

3.62

kg 377.84

T2 61.000-60.000

3.62

115.20

T3 60.000-54.400

4.46

484.01

T4 54.400-50.200

5.37

440.13

T5 50.200-46.000

5.37

500.58

T6 46.000-44.000

5.37

359.86

T7 44.000-39.000

6.26

732.77

T8 39.000-37.000

6.26

507.92

T9 37.000-29.500

7.16

1915.69

T10 29.500-23.500

7.16

1897.65

T11 23.500-17.500

7.16

2081.11

T12 17.500-10.000

7.16

3774.32

T13 10.000-0.000

7.16

4171.84

Sum Weight:

76.12

17435.05

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D

e

0.38 0.38 0.38 0.38 0.372 0.372 0.372 0.372 0.201 0.201 0.201 0.201 0.255 0.255 0.255 0.255 0.254 0.254 0.254 0.254 0.245 0.245 0.245 0.245 0.195 0.195 0.195 0.195 0.215 0.215 0.215 0.215 0.174 0.174 0.174 0.174 0.142 0.142 0.142 0.142 0.142 0.129 0.129 0.116 0.161 0.153 0.153 0.146 0.109 0.105 0.105 0.1

CF

2.335 2.335 2.335 2.335 2.36 2.36 2.36 2.36 2.974 2.974 2.974 2.974 2.757 2.757 2.757 2.757 2.761 2.761 2.761 2.761 2.795 2.795 2.795 2.795 2.999 2.999 2.999 2.999 2.917 2.917 2.917 2.917 3.096 3.096 3.096 3.096 3.242 3.242 3.242 3.242 3.243 3.307 3.307 3.372 3.155 3.19 3.19 3.225 3.403 3.427 3.427 3.451

RR

0.644 0.644 0.644 0.644 0.64 0.64 0.64 0.64 0.591 0.591 0.591 0.591 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.601 0.601 0.601 0.601 0.589 0.589 0.589 0.589 0.594 0.594 0.594 0.594 0.585 0.585 0.585 0.585 0.58 0.58 0.58 0.58 0.58 0.578 0.578 0.577 0.583 0.582 0.582 0.581 0.576 0.576 0.576 0.575

DF

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.151 1.151 1.151 1.151 1.191 1.191 1.191 1.191 1.19 1.19 1.19 1.19 1.184 1.184 1.184 1.184 1.147 1.147 1.147 1.147 1.161 1.161 1.161 1.161 1.13 1.13 1.13 1.13 1.107 1.107 1.107 1.107 1.107 1.097 1.097 1.087 1.121 1.115 1.115 1.109 1.082 1.078 1.078 1.075

DR

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.151 1.151 1.151 1.151 1.191 1.191 1.191 1.191 1.19 1.19 1.19 1.19 1.184 1.184 1.184 1.184 1.147 1.147 1.147 1.147 1.161 1.161 1.161 1.161 1.13 1.13 1.13 1.13 1.107 1.107 1.107 1.107 1.107 1.097 1.097 1.087 1.121 1.115 1.115 1.109 1.082 1.078 1.078 1.075 OTM

Designed by Ing Jaime Gutierrez C.

AE

F

m2 1.452 1.452 1.452 1.452 0.448 0.448 0.448 0.448 1.774 1.774 1.774 1.774 1.765 1.765 1.765 1.765 1.758 1.758 1.758 1.758 1.031 1.031 1.031 1.031 2.462 2.462 2.462 2.462 1.424 1.424 1.424 1.424 5.160 5.160 5.160 5.160 3.826 3.826 3.826 3.826 4.852 4.360 4.360 3.876 8.613 8.170 8.170 7.730 9.422 8.985 8.985 8.551 404608 kg-m

kg 486.36

kglm 97.27

D

149.46

149.46

D

734.49

131.16

D

660.59

157.28

D

643.41

153.19

D

374.77

187.39

D

938.40

187.68

D

514.73

257.37

D

1905.31

254.04

D

1386.58

231.10

D

1634.19

272.37

A

2517.98

335.73

A

2717.05

271.71

A

14663.32

w

Ctrl. Face

RISATower

Page

Job

15 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

13:08:41 01/26/11

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Tower Forces - Service - Wind Normal To Face Section Elevation

Add Weight

m

kg

Self Weight

T1 66.000-61.000

3.62

kg 377.84

T2 61.000-60.000

3.62

115.20

T3 60.000-54.400

4.46

484.01

T4 54.400-50.200

5.37

440.13

T5 50.200-46.000

5.37

500.58

T6 46.000-44.000

5.37

359.86

T7 44.000-39.000

6.26

732.77

T8 39.000-37.000

6.26

507.92

T9 37.000-29.500

7.16

1915.69

T10 29.500-23.500

7.16

1897.65

T11 23.500-17.500

7.16

2081.11

T12 17.500-10.000

7.16

3774.32

T13 10.000-0.000

7.16

4171.84

Sum Weight:

76.12

17435.05

F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D

e

0.38 0.38 0.38 0.38 0.372 0.372 0.372 0.372 0.201 0.201 0.201 0.201 0.255 0.255 0.255 0.255 0.254 0.254 0.254 0.254 0.245 0.245 0.245 0.245 0.195 0.195 0.195 0.195 0.215 0.215 0.215 0.215 0.174 0.174 0.174 0.174 0.142 0.142 0.142 0.142 0.142 0.129 0.129 0.116 0.161 0.153 0.153 0.146 0.109 0.105 0.105 0.1

CF

RR

2.335 2.335 2.335 2.335 2.36 2.36 2.36 2.36 2.974 2.974 2.974 2.974 2.757 2.757 2.757 2.757 2.761 2.761 2.761 2.761 2.795 2.795 2.795 2.795 2.999 2.999 2.999 2.999 2.917 2.917 2.917 2.917 3.096 3.096 3.096 3.096 3.242 3.242 3.242 3.242 3.243 3.307 3.307 3.372 3.155 3.19 3.19 3.225 3.403 3.427 3.427 3.451

0.644 0.644 0.644 0.644 0.64 0.64 0.64 0.64 0.591 0.591 0.591 0.591 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.601 0.601 0.601 0.601 0.589 0.589 0.589 0.589 0.594 0.594 0.594 0.594 0.585 0.585 0.585 0.585 0.58 0.58 0.58 0.58 0.58 0.578 0.578 0.577 0.583 0.582 0.582 0.581 0.576 0.576 0.576 0.575

DF

DR

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 OTM

AE

F

m2 1.210 1.210 1.210 1.210 0.373 0.373 0.373 0.373 1.541 1.541 1.541 1.541 1.482 1.482 1.482 1.482 1.477 1.477 1.477 1.477 0.871 0.871 0.871 0.871 2.148 2.148 2.148 2.148 1.227 1.227 1.227 1.227 4.565 4.565 4.565 4.565 3.458 3.458 3.458 3.458 4.385 3.976 3.976 3.567 7.686 7.328 7.328 6.969 8.708 8.331 8.331 7.955 88208 kg-m

kg 101.33

kglm 20.27

D

31.14

31.14

D

159.53

28.49

D

138.67

33.02

D

135.15

32.18

D

79.16

39.58

D

204.60

40.92

D

110.83

55.41

D

421.46

56.19

D

313.25

52.21

D

369.23

61.54

A

561.77

74.90

A

627.81

62.78

A

w

3253.90

Ctrl. Face

Page

Job

RISATower

16 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

13:08:41 01/26/11

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Tower Forces - Service - Wind 45 To Face Section Elevation

Add Weight

m

kg

Self Weight

T1 66.000-61.000

3.62

kg 377.84

T2 61.000-60.000

3.62

115.20

T3 60.000-54.400

4.46

484.01

T4 54.400-50.200

5.37

440.13

T5 50.200-46.000

5.37

500.58

T6 46.000-44.000

5.37

359.86

T7 44.000-39.000

6.26

732.77

T8 39.000-37.000

6.26

507.92

T9 37.000-29.500

7.16

1915.69

T10 29.500-23.500

7.16

1897.65

T11 23.500-17.500

7.16

2081.11

T12 17.500-10.000

7.16

3774.32

T13 10.000-0.000

7.16

4171.84

Sum Weight:

76.12

17435.05

F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D

e

0.38 0.38 0.38 0.38 0.372 0.372 0.372 0.372 0.201 0.201 0.201 0.201 0.255 0.255 0.255 0.255 0.254 0.254 0.254 0.254 0.245 0.245 0.245 0.245 0.195 0.195 0.195 0.195 0.215 0.215 0.215 0.215 0.174 0.174 0.174 0.174 0.142 0.142 0.142 0.142 0.142 0.129 0.129 0.116 0.161 0.153 0.153 0.146 0.109 0.105 0.105 0.1

CF

RR

DF

DR

2.335 2.335 2.335 2.335 2.36 2.36 2.36 2.36 2.974 2.974 2.974 2.974 2.757 2.757 2.757 2.757 2.761 2.761 2.761 2.761 2.795 2.795 2.795 2.795 2.999 2.999 2.999 2.999 2.917 2.917 2.917 2.917 3.096 3.096 3.096 3.096 3.242 3.242 3.242 3.242 3.243 3.307 3.307 3.372 3.155 3.19 3.19 3.225 3.403 3.427 3.427 3.451

0.644 0.644 0.644 0.644 0.64 0.64 0.64 0.64 0.591 0.591 0.591 0.591 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.601 0.601 0.601 0.601 0.589 0.589 0.589 0.589 0.594 0.594 0.594 0.594 0.585 0.585 0.585 0.585 0.58 0.58 0.58 0.58 0.58 0.578 0.578 0.577 0.583 0.582 0.582 0.581 0.576 0.576 0.576 0.575

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.151 1.151 1.151 1.151 1.191 1.191 1.191 1.191 1.19 1.19 1.19 1.19 1.184 1.184 1.184 1.184 1.147 1.147 1.147 1.147 1.161 1.161 1.161 1.161 1.13 1.13 1.13 1.13 1.107 1.107 1.107 1.107 1.107 1.097 1.097 1.087 1.121 1.115 1.115 1.109 1.082 1.078 1.078 1.075

1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.151 1.151 1.151 1.151 1.191 1.191 1.191 1.191 1.19 1.19 1.19 1.19 1.184 1.184 1.184 1.184 1.147 1.147 1.147 1.147 1.161 1.161 1.161 1.161 1.13 1.13 1.13 1.13 1.107 1.107 1.107 1.107 1.107 1.097 1.097 1.087 1.121 1.115 1.115 1.109 1.082 1.078 1.078 1.075 OTM

AE

F

w

m2 1.452 1.452 1.452 1.452 0.448 0.448 0.448 0.448 1.774 1.774 1.774 1.774 1.765 1.765 1.765 1.765 1.758 1.758 1.758 1.758 1.031 1.031 1.031 1.031 2.462 2.462 2.462 2.462 1.424 1.424 1.424 1.424 5.160 5.160 5.160 5.160 3.826 3.826 3.826 3.826 4.852 4.360 4.360 3.876 8.613 8.170 8.170 7.730 9.422 8.985 8.985 8.551 101152 kg-m

kg 121.59

kglm 24.32

D

37.36

37.36

D

183.62

32.79

D

165.15

39.32

D

160.85

38.30

D

93.69

46.85

D

234.60

46.92

D

128.68

64.34

D

476.33

63.51

D

346.64

57.77

D

408.55

68.09

A

629.49

83.93

A

679.26

67.93

A

3665.83

Ctrl. Face

Page

Job

RISATower

17 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

13:08:41 01/26/11

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

Force Totals Load Case Leg Weight Bracing Weight Total Member Self-Weight Gusset Weight Total Weight Wind 0 deg - No Ice Wind 45 deg - No Ice Wind 90 deg - No Ice Wind 180 deg - No Ice Total Weight Wind 0 deg - Service Wind 45 deg - Service Wind 90 deg - Service Wind 180 deg - Service

Vertical Forces kg 6091.87 11267.06 17358.92 76.12 18762.37

Sum of Forces X kg

Sum of Forces Z kg

-29.57 12217.58 15629.93 -2.99

-15931.20 -12241.26 -543.07 15417.85

-7.39 3054.39 3907.48 -0.75

-3982.80 -3060.31 -135.77 3854.46

18762.37

Sum of Overturning Moments, Mz kg-m

Sum of Overturning Moments, Mx kg-m 326

-129

326 -481438 -371127 -12611 468721 326 -120115 -92537 -2908 117425

-129 2937 -369557 -471479 -169 -129 637 -92486 -117967 -139

Sum of Torques

Load Combinations Comb. No. 1 2 3 4 5 6 7 8 9

Description Dead Only Dead+Wind 0 deg - No Ice Dead+Wind 45 deg - No Ice Dead+Wind 90 deg - No Ice Dead+Wind 180 deg - No Ice Dead+Wind 0 deg - Service Dead+Wind 45 deg - Service Dead+Wind 90 deg - Service Dead+Wind 180 deg - Service

Maximum Member Forces Section No.

Elevation m

Component Type

Condition

T1

66 - 61

Leg

Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

Diagonal

Top Girt

Gov. Load Comb. 3 3 3 3 4 4 3 3 3 2 3 2 2

Force kg 3481.12 -3673.22 -139.22 -171.76 51.42 -51.38 621.19 -608.88 -205.42 -569.13 11.66 -4.41 19.21

Major Axis Moment kg-m 1 -4 12 12 -9 1 3 0 -6 -3 0 -3 0

Minor Axis Moment kg-m -1 -4 -12 -12 -1 9 -2 0 2 3 0 3 0

kg-m

49 479 642 32 12 120 160 8

Page

Job

RISATower

Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Component Type

Inner Bracing

T2

61 - 60

Leg

Diagonal

Horizontal

Top Girt

T3

60 - 54.4

Leg

Diagonal

Top Girt

Inner Bracing

T4

54.4 - 50.2

18 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2

Leg

Condition Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression

Gov. Load Comb. 2 1 3 1 3 2 2 1 4 1 4 3 3 3 3 3 3 3 3 2 3 2 3 3 3 2 2 2 2 2 2 1 1 1 1 3 3 3 3 4 4 2 2 3 2 3 2 2 2 1 3 1 3 3 2 1 5 1 5 3 3

Force kg -18.19 -0.00 -13.69 1.36 -0.00 0.39 -0.39 0.02 0.37 -1.30 -0.00 3051.88 -3268.87 -193.44 -37.23 12.71 12.96 1084.08 -1137.55 -681.67 -43.77 1.43 -0.67 20.04 -29.14 11.38 11.38 -5.27 2.12 626.00 -680.42 -25.43 -25.43 1.28 -0.47 7609.45 -8252.20 -421.71 -94.61 -77.89 -77.83 844.40 -868.69 489.41 -855.42 -7.30 1.64 1002.80 -918.04 43.94 -674.96 3.01 -0.00 37.91 -19.47 30.49 29.41 -2.88 -0.00 13582.25 -14323.79

Major Axis Moment kg-m 0 0 0 0 0 0 0 0 0 0 0 4 0 5 -5 5 -5 0 0 0 0 0 0 1 -1 2 2 2 0 0 0 0 0 0 0 2 -5 14 -13 0 0 0 0 6 -2 6 -2 0 0 -1 0 0 0 0 0 1 0 0 0 3 -13

Minor Axis Moment kg-m 0 0 0 0 0 0 0 0 0 0 0 4 0 -5 5 -5 5 0 0 0 0 0 0 1 1 1 1 1 0 0 0 0 0 0 0 2 -6 -13 13 0 0 0 0 -1 -2 -1 -2 0 0 0 0 0 0 0 0 0 0 0 0 2 -13

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

Page

Job

RISATower

Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Component Type

Diagonal

Top Girt

T5

50.2 - 46

Leg

Diagonal

Top Girt

Inner Bracing

T6

46 - 44

19 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2

Leg

Diagonal

Horizontal

Top Girt

Condition Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx

Gov. Load Comb. 3 3 3 3 3 3 3 2 3 2 2 2 1 3 1 3 3 3 3 3 3 3 3 3 3 2 3 2 2 2 1 3 1 3 3 3 1 4 1 4 3 3 2 2 2 2 3 3 2 2 2 2 3 2 2 2 2 2 4 4 1

Force kg -628.22 -174.47 33.43 33.23 1139.41 -1161.91 472.32 -1073.65 -7.16 1.37 433.71 -407.22 16.15 -292.85 3.01 -0.00 21150.12 -22240.82 -872.07 -310.27 54.83 54.75 1515.11 -1561.30 566.07 -1381.09 -8.94 2.18 710.12 -676.95 17.93 -497.91 3.01 -0.00 38.37 -15.64 12.98 13.87 -2.88 -0.00 15415.68 -16257.66 -10796.52 -10795.95 -37.55 -37.55 5163.50 -5479.59 -2466.22 4474.91 4.81 -1.36 45.69 -73.57 -4.58 -4.58 5.26 1.16 13.35 -40.11 -8.32

Major Axis Moment kg-m 33 -33 33 -33 0 0 5 -2 5 -2 0 0 -1 0 0 0 6 -8 55 -55 55 -55 3 0 7 -3 7 -3 0 0 -1 0 0 0 0 0 1 0 0 0 8 19 -20 4 -20 4 0 0 -2 0 0 0 2 0 3 3 3 3 0 0 -1

Minor Axis Moment kg-m -33 33 -33 33 0 0 -1 -1 -1 -1 0 0 0 0 0 0 5 -8 -55 55 -55 55 -1 0 -1 -2 -1 -2 0 0 0 0 0 0 0 0 0 0 0 0 8 19 4 -20 4 -20 0 0 0 1 0 0 0 0 -1 -1 -1 -1 0 0 0

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

Page

Job

RISATower

Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Component Type

Inner Bracing

T7

44 - 39

Leg

Diagonal

Horizontal

Top Girt

T8

39 - 37

Leg

Diagonal

Horizontal

Top Girt

T9

37 - 29.5

20 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2

Leg

Condition Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My

Gov. Load Comb. 1 1 1 3 3 1 4 1 4 3 3 3 3 3 3 3 3 2 2 2 2 2 3 2 2 2 2 2 2 1 4 1 4 3 3 3 3 3 3 3 3 2 2 2 2 3 2 2 2 2 2 2 2 1 1 1 1 3 3 2 2

Force kg -8.32 -2.95 0.60 14.78 -31.34 0.18 10.98 -2.88 0.02 21744.48 -23573.50 -1143.55 -703.19 -126.72 -125.36 2274.17 -2352.93 1645.00 -672.55 3.08 -0.02 145.64 -171.87 95.55 -36.48 6.76 1.64 4755.04 -4326.41 219.46 231.95 -6.35 0.00 20261.84 -22226.12 -22220.65 -22220.65 -81.45 -80.87 5048.04 -5308.00 -3914.33 -2733.61 7.49 -2.89 65.95 -148.94 -25.23 5.65 -6.69 45.28 2629.87 -3309.19 -183.57 -183.57 6.04 -1.98 23767.77 -26735.79 -15493.80 -15519.72

Major Axis Moment kg-m 0 0 0 0 0 1 0 0 0 -32 -9 100 -95 100 -95 0 0 -1 0 0 0 0 2 5 1 5 1 0 0 -3 0 0 0 10 -28 56 56 -28 -28 0 0 -4 0 0 0 -1 1 4 -1 4 0 0 0 -3 0 0 0 -21 47 137 -11

Minor Axis Moment kg-m 0 0 0 0 0 0 0 0 0 -34 -9 -94 100 -94 100 0 0 0 0 0 0 0 0 1 -2 1 -2 0 0 0 0 0 0 10 -27 56 56 -27 -27 0 0 0 1 0 0 30 6 6 61 6 0 0 0 0 1 0 0 -21 47 -11 137

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

Page

Job

RISATower

21 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Component Type

Diagonal

Horizontal

Top Girt

Redund Horz 1 Bracing

Redund Diag 1 Bracing

Redund Hip 1 Bracing

Inner Bracing

T10

29.5 - 23.5

Leg

Diagonal

Horizontal

Condition Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

Gov. Load Comb. 2 2 3 3 3 3 3 3 3 3 2 2 2 2 2 2 1 4 1 4 3

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

Force kg -211.09 -211.35 2916.89 -3028.50 977.77 966.98 -22.61 12.87 111.37 -159.72 89.37 -114.98 -6.17 0.05 5449.28 -5004.43 335.34 391.32 21.18 -0.00 401.04

Major Axis Moment kg-m 137 -11 16 0 24 24 24 24 0 0 4 3 4 3 0 0 -18 0 0 0 0

Minor Axis Moment kg-m -11 137 11 0 16 -16 16 -16 0 0 0 0 0 0 0 0 0 0 0 0 0

3 1 4 1 4 3

-401.04 21.84 -93.90 0.98 -0.00 296.16

0 0 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 2 2 2 2 3

-296.16 127.74 227.52 0.99 -0.00 38.96

0 0 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression

3 1 3 1 3 3 2 1 4 1 4 3 3 2 4 2 4 3 3 3 3 3 3 2 2

-30.56 1.81 1.73 1.63 0.00 201.91 -106.16 167.33 1.01 -14.48 0.04 27738.98 -31320.71 -21007.77 -20679.35 -237.06 -239.13 1096.55 -1167.42 -126.31 -91.29 -11.11 5.58 134.98 -195.60

0 0 0 0 0 0 0 18 0 0 0 -37 79 159 -30 159 -30 10 0 12 12 12 0 4 4

0 0 0 0 0 0 0 0 0 0 0 -37 81 -28 159 -28 159 -7 0 -8 8 -8 0 0 0

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

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22 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Component Type

Top Girt

Redund Horz 1 Bracing

Redund Diag 1 Bracing

Redund Hip 1 Bracing

Inner Bracing

T11

23.5 - 17.5

Leg

Diagonal

Horizontal

Redund Horz 1 Bracing

Condition Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

Gov. Load Comb. 2 2 2 2 2 2 1 1 1 1 3

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

Force kg -132.93 -132.93 13.83 1.38 654.15 -825.79 -60.83 -60.83 9.81 -0.89 471.74

Major Axis Moment kg-m 10 10 10 10 0 0 -8 0 0 0 0

Minor Axis Moment kg-m -1 -1 -1 -1 0 0 0 1 0 0 0

3 1 3 1 3 3

-471.74 30.88 -242.73 1.13 0.10 445.35

0 0 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 2 2 2 2 3

-445.35 257.47 208.51 -1.74 0.27 10.75

0 -1 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 1 3 1 3 2 3 1 4 1 4 3 3 2 4 2 4 2 2 3 3 3 3 5 3 2 2 2 2 3

-15.95 -2.71 -2.45 1.89 -0.00 17.52 -60.25 1.36 2.72 -11.04 -0.02 30410.63 -35232.98 -23642.50 -22886.45 144.30 142.80 1241.49 -1357.35 1132.55 1224.36 -11.65 4.81 55.80 -146.18 19.42 4.67 -15.99 -1.43 530.66

0 -1 0 0 0 0 0 13 0 0 0 -58 108 159 -30 159 -30 6 0 12 12 12 0 8 5 11 11 11 11 0

0 0 0 0 0 0 0 0 0 0 0 -58 105 -28 159 -28 159 -5 0 8 8 8 0 -1 -1 -1 -1 -1 -1 0

Max. Compression Max. Mx Max. My Max. Vy

3 1 4 1

-530.66 39.28 -143.12 1.44

0 0 0 0

0 0 0 0

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

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23 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Component Type Redund Diag 1 Bracing

Redund Hip 1 Bracing

Redund Hip Diagonal Bracing

Inner Bracing

T12

17.5 - 10

Leg

Diagonal

Top Girt

Redund Horz 1 Bracing

Redund Horz 2 Bracing

Redund Horz 3

Condition Max. Vx Max Tension

Gov. Load Comb. 4 3

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

Force kg -0.13 430.14

Major Axis Moment kg-m 0 0

Minor Axis Moment kg-m 0 0

3 2 3 2 3 3

-430.14 37.69 140.17 2.15 -0.29 7.19

0 -1 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 1 3 1 3 2

-12.13 -3.22 -2.00 4.07 -0.00 6.92

0 -2 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 2 3 2 3 3 4 1 4 1 4 3 3 4 2 4 2 3 3 3 3 3 3 2 2 1 4 1 4 3

-8.44 6.92 -3.03 8.32 0.00 7.99 -11.80 0.27 1.70 11.51 0.02 28849.46 -33478.41 -21015.54 -22007.31 161.95 161.09 5437.65 -6588.14 -2079.34 -1807.52 -33.58 -32.43 1945.91 -1660.96 154.32 211.38 -25.57 -2.33 504.24

0 -7 0 0 0 0 0 -15 0 0 0 11 7 129 14 -103 -3 5 0 48 48 48 1 0 0 -36 0 0 0 0

0 0 0 0 0 0 0 0 0 0 0 11 7 7 128 4 -102 -2 0 -48 -48 -48 3 0 0 0 3 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 1 2 1 2 3

-504.24 36.83 338.33 1.99 -0.18 504.24

0 0 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 1 2 1 2 3

-504.24 36.83 342.98 3.98 -0.36 504.24

0 -1 0 0 0 0

0 0 0 0 0 0

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

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24 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Component Type

Condition

Gov. Load Comb.

Force kg

Major Axis Moment kg-m

Minor Axis Moment kg-m

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 1 4 1 4 3

-504.24 36.83 -6.62 5.97 0.54 504.24

0 -3 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 1 1 1 1 3

-504.24 36.83 36.83 7.96 -0.72 620.54

0 -6 0 0 0 0

0 0 1 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 2 2 2 2 3

-620.54 351.76 69.03 2.39 0.45 387.48

0 -1 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 2 3 2 3 3

-387.48 77.62 66.66 4.37 -0.56 323.72

0 -2 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 2 4 2 4 3

-323.72 78.04 3.26 6.36 -0.70 304.93

0 -4 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 2 4 2 4 3

-304.93 70.68 -4.16 8.35 0.86 78.61

0 -7 0 0 0 0

0 0 1 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

2 1 3 1 3 3

-79.72 3.07 30.28 2.83 0.00 20.97

0 -1 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 1 3 1 3 3

-26.30 -0.56 20.95 5.65 0.00 14.96

0 -3 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy

3 1 3 1

-18.21 -0.90 2.54 8.48

0 -6 0 0

0 0 0 0

Bracing

Redund Horz 4 Bracing

Redund Diag 1 Bracing

Redund Diag 2 Bracing

Redund Diag 3 Bracing

Redund Diag 4 Bracing

Redund Hip 1 Bracing

Redund Hip 2 Bracing

Redund Hip 3 Bracing

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

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Job

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25 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Component Type Redund Hip 4 Bracing

Redund Hip Diagonal Bracing

Inner Bracing

T13

10 - 0

Leg

Diagonal

Top Girt

Redund Horz 1 Bracing

Redund Horz 2 Bracing

Redund Horz 3 Bracing

Redund Horz 4

Condition

Force

Max. Vx Max Tension

Gov. Load Comb. 3 3

kg 0.00 2.63

Major Axis Moment kg-m 0 0

Minor Axis Moment kg-m 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 1 3 1 3 4

-11.28 -3.87 -5.27 11.30 0.00 99.48

0 -11 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 3 2 3 2 3 3 1 4 1 4 3 3 5 4 5 5 3 3 3 3 3 3 4 2 2 2 2 2 3

-104.08 -8.03 85.13 20.36 -0.01 78.95 -39.18 74.67 7.46 -18.03 0.01 28588.18 -34353.71 -22917.36 -23386.45 34.93 34.69 5582.85 -6845.87 -6755.60 -6729.35 15.53 -18.27 57.97 -244.57 -81.06 -78.07 27.25 2.56 517.42

0 -24 0 0 0 0 0 36 0 0 0 -1 0 -39 -9 34 6 14 0 -14 -14 11 11 18 18 20 20 20 20 0

0 0 0 0 0 0 0 0 0 0 0 -1 0 -9 -39 5 34 -18 0 22 22 -16 -16 -2 -2 -2 -2 -2 -2 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 8 3 8 3 3

-517.42 -20.57 517.42 1.99 -0.18 517.42

0 0 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 1 2 1 2 3

-517.42 50.82 350.89 3.98 -0.36 517.42

0 -1 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 1 3 1 3 3

-517.42 50.82 517.42 5.97 -0.54 517.42

0 -3 0 0 0 0

0 0 0 0 0 0

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

RISATower

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26 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Component Type

Condition

Gov. Load Comb.

Force kg

Major Axis Moment kg-m

Minor Axis Moment kg-m

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 1 3 1 3 3

-517.42 50.82 -138.44 7.96 -0.72 766.51

0 -6 0 0 0 0

0 0 1 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 3 2 3 2 3

-766.51 766.51 114.22 1.48 0.54 434.03

0 -1 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 2 4 2 4 3

-434.03 298.27 60.71 -3.47 -0.61 342.11

0 -2 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 2 2 2 2 3

-342.11 235.10 81.94 5.46 0.72 304.86

0 -4 0 0 0 0

0 0 -1 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 2 4 2 4 4

-304.86 209.50 106.72 7.45 -0.86 12.80

0 -6 0 0 0 0

0 0 1 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 6 2 6 2 2

-49.05 -5.63 9.37 2.83 0.00 9.42

0 -1 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 1 2 1 2 3

-30.34 -2.13 3.78 5.65 0.00 15.45

0 -3 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension

3 1 3 1 3 3

-31.25 -2.35 -2.21 8.48 0.00 1.87

0 -6 0 0 0 0

0 0 0 0 0 0

Max. Compression Max. Mx Max. My Max. Vy

3 1 2 1

-20.35 -4.98 -0.23 11.30

0 -11 0 0

0 0 0 0

Bracing

Redund Diag 1 Bracing

Redund Diag 2 Bracing

Redund Diag 3 Bracing

Redund Diag 4 Bracing

Redund Hip 1 Bracing

Redund Hip 2 Bracing

Redund Hip 3 Bracing

Redund Hip 4 Bracing

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

RISATower

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27 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

13:08:41 01/26/11

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

Client

Designed by Ing Jaime Gutierrez C.

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Component Type

Condition

Redund Hip Diagonal Bracing

Force

Max. Vx Max Tension

Gov. Load Comb. 2 3

kg 0.00 78.24

Major Axis Moment kg-m 0 0

Minor Axis Moment kg-m 0 0

Max. Compression Max. Mx Max. My Max. Vy Max. Vx

3 3 3 3 3

-52.01 4.55 -12.48 20.60 0.01

0 -25 0 0 0

0 0 0 0 0

Maximum Reactions Location

Condition

Leg D

Max. Vert Max. Hx Max. Hz Min. Vert Min. Hx Min. Hz Max. Vert Max. Hx Max. Hz Min. Vert Min. Hx Min. Hz Max. Vert Max. Hx Max. Hz Min. Vert Min. Hx Min. Hz Max. Vert Max. Hx Max. Hz Min. Vert Min. Hx Min. Hz

Leg C

Leg B

Leg A

Gov. Load Comb. 5 5 3 3 3 5 5 2 2 2 5 5 3 5 3 5 3 5 2 2 2 5 5 5

Vertical kg

Horizontal, X kg

Horizontal, Z kg

31145.21 31145.21 -37205.93 -37205.93 -37205.93 31145.21 31167.34 -22662.61 -22662.61 -22662.61 31167.34 31167.34 46491.13 -21767.01 46491.13 -21767.01 46491.13 -21767.01 32045.88 32045.88 32045.88 -21783.19 -21783.19 -21783.19

4564.81 4564.81 -5509.44 -5509.44 -5509.44 4564.81 -4566.15 3350.57 3350.57 3350.57 -4566.15 -4566.15 -6781.96 3247.86 -6781.96 3247.86 -6781.96 3247.86 4674.68 4674.68 4674.68 -3243.53 -3243.53 -3243.53

-4506.03 -4506.03 5473.24 5473.24 5473.24 -4506.03 -4509.66 3358.22 3358.22 3358.22 -4509.66 -4509.66 6799.73 -3198.19 6799.73 -3198.19 6799.73 -3198.19 4661.88 4661.88 4661.88 -3203.56 -3203.56 -3203.56

Tower Mast Reaction Summary Load Combination Dead Only Dead+Wind 0 deg - No Ice Dead+Wind 45 deg - No Ice Dead+Wind 90 deg - No Ice Dead+Wind 180 deg - No Ice Dead+Wind 0 deg - Service Dead+Wind 45 deg - Service Dead+Wind 90 deg - Service Dead+Wind 180 deg - Service

Vertical kg 18762.36 18762.35 18762.35 18762.35 18762.35 18762.37 18762.37 18762.37 18762.37

Shearx

Shearz

kg

kg

-0.00 -29.57 12217.08 15629.53 -2.99 -7.39 3054.27 3907.33 -0.75

-0.00 -15930.78 -12240.75 -543.07 15417.44 -3982.64 -3060.19 -135.77 3854.31

Overturning Moment, Mx kg-m 325 -479614 -369914 -12625 466881 -119658 -92235 -2912 116963

Overturning Moment, Mz kg-m -129 2942 -368335 -469634 -169 638 -92182 -117504 -139

Torque kg-m 0 50 479 640 33 13 120 160 8

RISATower

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Job

Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

28 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

Solution Summary Load Comb. 1 2 3 4 5 6 7 8 9

PX kg -0.00 -29.57 12217.58 15629.93 -2.99 -7.39 3054.39 3907.48 -0.75

Sum of Applied Forces PY kg -18762.37 -18762.37 -18762.37 -18762.37 -18762.37 -18762.37 -18762.37 -18762.37 -18762.37

PZ kg 0.00 -15931.20 -12241.25 -543.07 15417.85 -3982.80 -3060.31 -135.77 3854.46

PX kg 0.00 29.57 -12217.08 -15629.53 2.99 7.39 -3054.27 -3907.33 0.75

Sum of Reactions PY kg 18762.36 18762.35 18762.35 18762.35 18762.35 18762.37 18762.37 18762.37 18762.37

PZ kg 0.00 15930.78 12240.75 543.07 -15417.44 3982.64 3060.19 135.77 -3854.31

Non-Linear Convergence Results Load Combination 1 2 3 4 5 6 7 8 9

Converged? Yes Yes Yes Yes Yes Yes Yes Yes Yes

Number of Cycles 6 14 13 14 14 13 13 13 13

Displacement Tolerance 0.00000001 0.00000001 0.00007126 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001 0.00000001

Force Tolerance 0.00000001 0.00011296 0.00011386 0.00010788 0.00011283 0.00009899 0.00009990 0.00009831 0.00009907

Maximum Tower Deflections - Service Wind Section No. T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11 T12 T13

Elevation m 66 - 61 61 - 60 60 - 54.4 54.4 - 50.2 50.2 - 46 46 - 44 44 - 39 39 - 37 37 - 29.5 29.5 - 23.5 23.5 - 17.5 17.5 - 10 10 - 0

Horz. Deflection mm 114.82 91.12 86.76 63.50 48.34 35.67 31.07 21.27 18.67 10.63 6.95 4.30 1.21

Gov. Load Comb. 7 7 7 7 7 7 7 7 7 7 7 7 7

Tilt

Twist

° 0.2753 0.2574 0.2486 0.2176 0.1872 0.1479 0.1234 0.0910 0.0733 0.0404 0.0272 0.0182 0.0103

° 0.0009 0.0003 0.0002 0.0002 0.0004 0.0007 0.0007 0.0009 0.0009 0.0010 0.0008 0.0006 0.0004

% Error 0.000% 0.002% 0.003% 0.002% 0.002% 0.001% 0.001% 0.001% 0.001%

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ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

Critical Deflections and Radius of Curvature - Service Wind Elevation m 66.000 65.500 65.000 64.500 64.000 63.500 63.000 62.500 62.000 60.000 58.000 56.600 55.200 50.000 48.500 47.000 43.000 42.150 41.300 40.700 39.850 39.000 28.000 24.000 20.500

Appurtenance RYMSA AT15-250 PANEL RYMSA AT15-250 PANEL RYMSA AT15-250 PANEL RYMSA AT15-250 PANEL RYMSA AT15-250 PANEL RYMSA AT15-250 PANEL RYMSA AT15-250 PANEL RYMSA AT15-250 PANEL RYMSA AT15-250 PANEL ANTENA PANEL UHF 0.48x0.983 ANTENA VHF BAND III 4 DIPO AT13-240 ANTENA VHF BAND III 4 DIPO AT13-240 ANTENA VHF BAND III 4 DIPO AT13-240 ANTENA HARRIS DELTAWIND ANTENA HARRIS DELTAWIND ANTENA HARRIS DELTAWIND ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN 8 FT DISH 8 FT DISH Andrew 2' w/Radome

Gov. Load Comb. 7 7 7 7 7 7 7 7 7 7 7

Deflection

Tilt

Twist

mm 114.82 112.37 109.93 107.50 105.08 102.68 100.30 97.95 95.63 86.76 78.18

° 0.2753 0.2746 0.2739 0.2730 0.2720 0.2706 0.2689 0.2668 0.2642 0.2486 0.2352

° 0.0009 0.0008 0.0007 0.0007 0.0006 0.0006 0.0005 0.0004 0.0004 0.0002 0.0002

Radius of Curvature m 17465 17465 17465 17465 13308 10646 8872 7605 6749 15078 15817

7

72.32

0.2283

0.0002

10738

7

66.64

0.2218

0.0002

8185

7 7 7 7 7 7 7 7 7 7 7 7

47.67 42.78 38.32 28.89 27.07 25.33 24.17 22.63 21.27 9.49 7.19 5.60

0.1856 0.1733 0.1591 0.1146 0.1090 0.1045 0.1014 0.0968 0.0910 0.0369 0.0281 0.0221

0.0004 0.0005 0.0007 0.0008 0.0008 0.0008 0.0008 0.0009 0.0009 0.0009 0.0008 0.0007

8475 5378 3815 17668 9710 6595 5378 4343 4285 12972 34263 197412

Maximum Tower Deflections - Design Wind Section No. T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11 T12 T13

Elevation m 66 - 61 61 - 60 60 - 54.4 54.4 - 50.2 50.2 - 46 46 - 44 44 - 39 39 - 37 37 - 29.5 29.5 - 23.5 23.5 - 17.5 17.5 - 10 10 - 0

Horz. Deflection mm 458.24 363.73 346.34 253.57 193.10 142.52 124.20 85.06 74.67 42.55 27.79 17.19 4.83

Gov. Load Comb. 3 3 3 3 3 3 3 3 3 3 3 3 3

Tilt

Twist

° 1.0977 1.0263 0.9915 0.8678 0.7469 0.5902 0.4925 0.3632 0.2928 0.1616 0.1089 0.0728 0.0413

° 0.0035 0.0012 0.0008 0.0007 0.0015 0.0027 0.0029 0.0034 0.0035 0.0037 0.0031 0.0024 0.0014

Critical Deflections and Radius of Curvature - Design Wind

RISATower

Page

Job

30 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

13:08:41 01/26/11

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Elevation m 66.000 65.500 65.000 64.500 64.000 63.500 63.000 62.500 62.000 60.000 58.000 56.600 55.200 50.000 48.500 47.000 43.000 42.150 41.300 40.700 39.850 39.000 28.000 24.000 20.500

Client

Designed by Ing Jaime Gutierrez C.

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Appurtenance RYMSA AT15-250 PANEL RYMSA AT15-250 PANEL RYMSA AT15-250 PANEL RYMSA AT15-250 PANEL RYMSA AT15-250 PANEL RYMSA AT15-250 PANEL RYMSA AT15-250 PANEL RYMSA AT15-250 PANEL RYMSA AT15-250 PANEL ANTENA PANEL UHF 0.48x0.983 ANTENA VHF BAND III 4 DIPO AT13-240 ANTENA VHF BAND III 4 DIPO AT13-240 ANTENA VHF BAND III 4 DIPO AT13-240 ANTENA HARRIS DELTAWIND ANTENA HARRIS DELTAWIND ANTENA HARRIS DELTAWIND ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN 8 FT DISH 8 FT DISH Andrew 2' w/Radome

Gov. Load Comb. 3 3 3 3 3 3 3 3 3 3 3

Deflection

Tilt

Twist

mm 458.24 448.48 438.73 429.03 419.38 409.81 400.33 390.97 381.73 346.34 312.14

° 1.0977 1.0951 1.0922 1.0887 1.0845 1.0791 1.0724 1.0640 1.0537 0.9915 0.9379

° 0.0035 0.0033 0.0031 0.0028 0.0026 0.0024 0.0021 0.0019 0.0017 0.0008 0.0007

Radius of Curvature m 4386 4386 4386 4386 3342 2674 2228 1910 1695 3782 3973

3

288.75

0.9106

0.0007

2700

3

266.10

0.8846

0.0007

2059

3 3 3 3 3 3 3 3 3 3 3 3

190.41 170.93 153.12 115.48 108.24 101.28 96.63 90.51 85.06 37.99 28.76 22.41

0.7405 0.6913 0.6350 0.4572 0.4351 0.4168 0.4046 0.3861 0.3632 0.1476 0.1127 0.0888

0.0016 0.0021 0.0025 0.0030 0.0031 0.0032 0.0033 0.0033 0.0034 0.0036 0.0031 0.0027

2128 1349 956 4426 2436 1655 1350 1090 1076 3255 8525 50793

Bolt Design Data Section No.

Elevation

Component Type

Bolt Grade

Leg

A325N

16

8

Maximum Load per Bolt kg 17.67

Diagonal

A325N

16

2

310.59

2922.37

Top Girt

A325N

16

2

9.61

2922.37

Leg

A325N

16

8

812.71

5528.16

Diagonal

A325N

16

2

568.77

2922.37

Horizontal

A307

13

1

29.14

890.63

Top Girt

A325N

16

2

340.21

2922.37

m T1

T2

T3

T4

T5

66

61

60

54.4

50.2

Bolt Size mm

Number Of Bolts

Allowable Load kg 5528.16

Leg

A325N

16

8

938.04

5528.16

Diagonal

A325N

16

2

434.35

2922.37

Top Girt

A325N

16

2

501.40

2922.37

Leg

A325N

19

12

1669.61

6633.79

Diagonal

A325N

16

2

580.96

2922.37

Top Girt

A325N

16

2

216.86

2922.37

Leg

A325N

19

12

2781.81

8292.26

Ratio Load Allowable 0.003 0.106 0.003 0.147 0.195 0.033 0.116 0.170 0.149 0.172 0.252 0.199 0.074 0.335

Allowable Ratio

Criteria

1.333

Bearing

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bearing

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bearing

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bearing

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bearing

RISATower

Page

Job

Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation

Component Type

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Bolt Grade

m Diagonal T6

T7

T8

T9

T10

T11

T12

T13

46

44

39

37

29.5

23.5

17.5

10

31 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2

A325N

Bolt Size mm

Number Of Bolts

16

2

Maximum Load per Bolt kg 780.65

Allowable Load kg 2922.37

Top Girt

A325N

16

2

355.06

2922.37

Leg

A325N

19

12

2707.39

6633.79

Diagonal

A325N

16

2

2739.79

2922.37

Horizontal

A307

16

2

36.78

1391.60

Top Girt

A325N

16

2

20.05

2922.37

Leg

A325N

19

12

3562.65

8292.26

Diagonal

A325N

16

2

1176.46

2922.37

Horizontal

A307

16

2

85.94

1391.60

Top Girt

A325N

16

2

2377.52

2922.37

Leg

A325N

19

12

3704.35

8292.26

Diagonal

A325N

16

2

2654.00

2922.37

Horizontal

A307

16

2

74.47

1391.60

Top Girt

A325N

16

2

1654.60

2922.37

Leg

A325N

19

12

3863.42

8292.26

Diagonal

A325N

16

3

1009.50

2922.37

Horizontal

A307

16

2

79.86

1391.60

Top Girt

A325N

16

2

2724.64

2922.37

Leg

A325N

19

16

3895.99

8416.41

Diagonal

A325N

16

2

583.71

2922.37

Horizontal

A307

16

2

97.80

1391.60

Top Girt

A325N

16

2

412.89

2922.37

Leg

A325N

19

16

4373.84

8416.41

Diagonal

A325N

16

2

678.67

2922.37

Horizontal

A307

16

2

73.09

1391.60

Leg

A325N

19

12

5438.71

8416.41

Diagonal

A325N

16

2

3294.07

2922.37

Top Girt

A325N

16

2

972.96

2922.37

Leg

A325N

19

12

5625.00

8416.41

Diagonal

A325N

16

2

3422.94

2922.37

Top Girt

A325N

16

2

122.28

2922.37

Ratio Load Allowable 0.267 0.121 0.408 0.938 0.026 0.007 0.430 0.403 0.062 0.814 0.447 0.908 0.054 0.566 0.466 0.345 0.057 0.932 0.463 0.200 0.070 0.141 0.520 0.232 0.053 0.646 1.127 0.333 0.668 1.171 0.042

Compression Checks Leg Design Data (Compression)

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

Allowable Ratio

Criteria

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bearing

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bearing

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bearing

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bearing

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bolt DS

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bolt DS

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bolt DS

1.333

Bolt Shear

1.333

Bolt Shear

1.333

Bolt DS

1.333

Bolt Shear

1.333

Bolt Shear

RISATower

Page

Job

Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

32 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

mm2 768

Actual P kg -3673.22

Allow. Pa kg 10242.62

Ratio P Pa 0.359

173

768

-3268.87

13544.73

0.241

112.3 K=1.00

82

768

-8252.21

6396.43

1.290

1.400

69.3 K=1.00

128

1252

-14323.77

16327.56

0.877

4.200

1.400

69.7 K=1.00

145

1548

-22240.82

22857.48

0.973

L76x76x6

2.080

1.040

69.2 K=1.00

145

929

-16257.66

13775.29

1.180

44 - 39

L102x102x8

5.000

1.250

62.2 K=1.00

154

1548

-23573.52

24315.14

0.969

T8

39 - 37

L102x102x8

2.204

1.102

54.9 K=1.00

163

1548

-22226.12

25666.21

0.866

T9

37 - 29.5

L102x102x8

7.500

0.938

46.7 K=1.00

171

1548

-26735.79

27065.77

0.988

T10

29.5 - 23.5

2L102x102x9.5

6.050

1.512

75.6 K=1.00

137

3690

-31320.70

51592.97

0.607

T11

23.5 - 17.5

2L102x102x9.5

6.050

1.512

56.7 K=0.75

160

3690

-35232.98

60394.93

0.583

T12

17.5 - 10

2L102x102x9.5

7.562

1.512

56.7 K=0.75

160

3690

-33478.39

60394.93

0.554

T13

10 - 0

2L102x102x9.5

10.083

2.017

75.6 K=0.75

137

3690

-34353.74

51592.97

0.666

Allow. Pa kg 7790.18

Ratio P Pa 0.078

Fa

A

MPa 131

45.1 K=1.00

1.400

4.200

L102x102x8

46 - 44

T7

Section No.

Elevation

Size

L

Lu

T1

m 66 - 61

L64x64x6

m 5.000

m 1.000

T2

61 - 60

L64x64x6

1.125

0.563

T3

60 - 54.4

L64x64x6

5.600

T4

54.4 - 50.2

L102x102x6

T5

50.2 - 46

T6

Kl/r

80.2 K=1.00

Diagonal Design Data (Compression) Fa

A

MPa 166

mm2 461

Actual P kg -608.88

81.2 K=1.00

129

461

-958.03

6088.30

0.157

0.919

91.9 K=1.00

114

461

-868.69

5361.74

0.162

1.931

0.892

89.1 K=1.00

118

461

-1161.91

5555.28

0.209

L51x51x4.8

1.931

0.892

89.1 K=1.00

118

461

-1561.30

5555.28

0.281

46 - 44

L76x76x6.4

1.478

1.427

94.9 K=1.00

109

929

-5479.58

10364.68

0.529

T7

44 - 39

L64x64x4.8

1.645

1.567

124.7 K=1.00

66

582

-2352.93

3931.86

0.598

T8

39 - 37

L76x76x6.4

2.021

1.962

130.5 K=1.00

60

929

-5261.58

5728.28

0.919

T9

37 - 29.5

L76x76x6.4

2.548

1.274

84.7 K=1.00

124

929

-3028.50

11791.41

0.257

Section No.

Elevation

Size

L

Lu

T1

m 66 - 61

L51x51x4.8

m 1.166

m 0.521

T2

61 - 60

L51x51x4.8

0.852

0.813

T3

60 - 54.4

L51x51x4.8

1.931

T4

54.4 - 50.2

L51x51x4.8

T5

50.2 - 46

T6

Kl/r

52.1 K=1.00

RISATower

Page

Job

Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation

33 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

mm2 929

Allow. Pa kg 6198.16

Ratio P Pa 0.188

55

929

-1357.35

5185.65

0.262

50.7 K=1.00

144

1252

-6588.16

18390.36

0.358

92.9 K=1.00

113

929

-6845.89

10657.88

0.642

Allow. Pa kg 7503.33

Ratio P Pa 0.004

A

MPa 65

137.1 K=1.00

1.608 2.193

L

Lu

T10

m 29.5 - 23.5

L76x76x6.4

m 3.773

m 1.886

T11

23.5 - 17.5

L76x76x6.4

4.125

2.062

T12

17.5 - 10

L102x102x6.4

8.041

T13

10 - 0

L76x76x6.4

10.967

Designed by Ing Jaime Gutierrez C.

Actual P kg -1167.42

Fa

Size

13:08:41 01/26/11

Kl/r

125.4 K=1.00

Horizontal Design Data (Compression) Section No.

Fa

A

MPa 160

mm2 461

Actual P kg -29.14

82.9 K=1.00

127

461

-73.57

5977.53

0.012

2.038

130.1 K=1.00

61

461

-171.87

2862.74

0.060

2.795

2.693

174.1 K=1.00

34

605

-148.94

2095.66

0.071

L51x51x4.8

3.450

1.674

167.3 K=1.00

37

461

-159.72

1730.49

0.092

29.5 - 23.5

L76x76x6.4

3.996

1.947

129.5 K=1.00

61

929

-195.60

5816.14

0.034

23.5 - 17.5

L76x76x6.4

5.088

2.493

165.8 K=1.00

37

929

-146.18

3547.30

0.041

Allow. Pa kg 7711.75

Ratio P Pa 0.002

Elevation

Size

L

Lu

T2

m 61 - 60

L51x51x4.8

m 0.965

m 0.901

T6

46 - 44

L51x51x4.8

1.735

0.829

T7

44 - 39

L51x51x4.8

2.140

T8

39 - 37

L51x51x6.4

T9

37 - 29.5

T10 T11

Kl/r

57.5 K=1.00

Top Girt Design Data (Compression) Section No.

Elevation

Size

L

Lu

Kl/r

Fa

A

MPa 164

mm 461

Actual P kg -18.19

53.6 K=1.00

164

461

-680.43

7711.75

0.088

1.266

126.6 K=1.00

64

461

-918.04

3023.93

0.304

1.330

1.266

80.8 K=1.00

130

461

-407.22

6113.16

0.067

L51x51x4.8

1.330

1.228

78.4 K=1.00

133

461

-676.95

6270.28

0.108

46 - 44

L51x51x4.8

1.330

1.228

78.4 K=1.00

133

461

-40.11

6270.28

0.006

44 - 39

L51x51x6.4

2.140

2.064

133.4

58

605

-4326.41

3569.33

1.212

T1

m 66 - 61

L51x51x4.8

m 0.600

m 0.536

T2

61 - 60

L51x51x4.8

0.600

0.536

T3

60 - 54.4

L51x51x4.8

1.330

T4

54.4 - 50.2

L51x51x4.8

T5

50.2 - 46

T6 T7

53.6 K=1.00

2

RISATower

Page

Job

Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation

34 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Size

m

L

Lu

m

m

Kl/r

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

Fa

A

MPa K=1.00

T8

39 - 37

L51x51x6.4

2.140

2.038

131.8 K=1.00

59

605

-3309.19

3658.84

0.904

T9

37 - 29.5

L102x102x6.4

3.450

3.348

105.5 K=1.00

90

1252

-5004.44

11432.30

0.438

T10

29.5 - 23.5

L64x64x4.8

3.450

3.348

169.4 K=1.00

36

582

-825.79

2128.02

0.388

T12

17.5 - 10

L76x76x6.4

5.635

5.533

234.2 K=1.00

19

929

-1660.96

1777.83

0.934

T13

10 - 0

KL/R > 200 (C) - 596 L102x102x6.4

7.000

3.449

108.6 K=1.00

86

1252

-244.57

10942.15

0.022

Redundant Horizontal (1) Design Data (Compression) Section No.

Elevation

Size

L

Lu

T9

m 37 - 29.5

L38x38x3.2

m 0.863

m 0.812

T10

29.5 - 23.5

L38x38x3.2

0.999

0.948

T11

23.5 - 17.5

L38x38x3.2

1.272

T12

17.5 - 10

L64x64x4.8

T13

10 - 0

L64x64x4.8

mm2 232

Actual P kg -401.04

Allow. Pa kg 2091.12

Ratio P Pa 0.192

65

232

-471.74

1532.27

0.308

162.3 K=1.00

39

232

-530.66

923.67

0.575

0.649

51.6 K=1.00

166

582

-504.24

9848.17

0.051

0.649

51.6 K=1.00

166

582

-517.42

9848.17

0.053

Kl/r

Fa

A

MPa 88

126.0 K=1.00

1.221

0.700 0.700

107.9 K=1.00

Redundant Horizontal (2) Design Data (Compression) Section No.

Elevation

Size

L

Lu

T12

m 17.5 - 10

L64x64x4.8

m 1.400

m 1.349

T13

10 - 0

L64x64x4.8

1.400

1.349

Kl/r

107.3 K=1.00 107.3 K=1.00

Fa

A

MPa 89

2

mm 582

Actual P kg -504.24

Allow. Pa kg 5305.76

Ratio P Pa 0.095

89

582

-517.42

5305.76

0.098

Redundant Horizontal (3) Design Data (Compression) Section No.

Elevation m

Size

L

Lu

m

m

Kl/r

Fa

A

MPa

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

RISATower

Page

Job

Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation

35 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Size

L

Lu

T12

m 17.5 - 10

L64x64x4.8

m 2.100

m 2.049

T13

10 - 0

L64x64x4.8

2.100

2.049

Kl/r

163.0 K=1.00 163.0 K=1.00

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

mm2 582

Actual P kg -504.24

Allow. Pa kg 2300.03

Ratio P Pa 0.219

582

-517.42

2300.03

0.225

Fa

A

MPa 39 39

Redundant Horizontal (4) Design Data (Compression) Section No.

Elevation

Size

L

Lu

T12

m 17.5 - 10

L64x64x4.8

m 2.800

m 2.749

T13

10 - 0

L64x64x4.8

2.800

2.749

Kl/r

218.7 K=1.00 218.7 K=1.00

mm2 582

Actual P kg -504.24

Allow. Pa kg 1277.87

Ratio P Pa 0.395

582

-517.42

1277.87

0.405

Fa

A

MPa 22 22

Redundant Diagonal (1) Design Data (Compression) Section No.

Elevation

Size

L

Lu

Kl/r

MPa 41

2

mm 232

Actual P kg -296.16

Allow. Pa kg 958.58

Ratio P Pa 0.309

Fa

A

T9

m 37 - 29.5

L38x38x3.2

m 1.274

m 1.199

T10

29.5 - 23.5

L51x51x3.2

1.886

1.785

176.8 K=1.00

33

312

-445.35

1049.53

0.424

T11

23.5 - 17.5

L51x51x3.2

2.062

1.978

195.9 K=1.00

27

312

-430.14

854.61

0.503

T12

17.5 - 10

L64x64x4.8

1.723

1.620

128.8 K=1.00

62

582

-620.54

3681.76

0.169

T13

10 - 0

L64x64x4.8

2.074

1.882

149.7 K=1.00

46

582

-766.51

2726.63

0.281

159.4 K=1.00

Redundant Diagonal (2) Design Data (Compression) Section No.

Elevation

Size

L

Lu

T12

m 17.5 - 10

L64x64x4.8

m 2.152

m 2.081

T13

10 - 0

L64x64x4.8

2.349

2.252

Kl/r

165.5 K=1.00 179.1 K=1.00

mm2 582

Actual P kg -387.48

Allow. Pa kg 2230.71

Ratio P Pa 0.174

582

-434.03

1904.69

0.228

Fa

A

MPa 38 32

RISATower

Page

Job

Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

36 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

Redundant Diagonal (3) Design Data (Compression) Section No.

Elevation

Size

L

Lu

T12

m 17.5 - 10

L64x64x4.8

m 2.696

m 2.635

T13

10 - 0

L64x64x4.8

2.777

2.704

Kl/r

209.6 K=1.00 215.0 K=1.00

mm2 582

Actual P kg -323.72

Allow. Pa kg 1390.72

Ratio P Pa 0.233

582

-342.11

1321.18

0.259

Fa

A

MPa 23 22

Redundant Diagonal (4) Design Data (Compression) Section No.

Elevation

Size

L

Lu

T12

m 17.5 - 10

L64x64x4.8

m 3.300

m 3.243

T13

10 - 0

KL/R > 250 (C) - 637 L64x64x4.8

3.300

3.236

Kl/r

258.0 K=1.00 257.3 K=1.00

MPa 15

2

mm 582

Actual P kg -304.93

Allow. Pa kg 918.20

Ratio P Pa 0.332

16

582

-304.86

922.53

0.330

Allow. Pa kg 1490.45

Ratio P Pa 0.021

Fa

A

KL/R > 250 (C) - 752

Redundant Hip (1) Design Data (Compression) Section No.

Elevation

Size

L

Lu

T9

m 37 - 29.5

L44x44x3.2

m 1.220

m 1.220

T10

29.5 - 23.5

L44x44x3.2

1.413

1.413

T11

23.5 - 17.5

L51x51x4.8

1.799

T12

17.5 - 10

L64x64x4.8

T13

10 - 0

L64x64x4.8

Fa

A

MPa 54

mm2 272

Actual P kg -30.56

160.4 K=1.00

40

272

-15.95

1110.89

0.014

1.799

179.8 K=1.00

32

461

-12.13

1498.66

0.008

0.990

0.990

78.7 K=1.00

133

582

-79.72

7876.09

0.010

0.990

0.990

78.7 K=1.00

133

582

-49.05

7876.09

0.006

Kl/r

138.5 K=1.00

Redundant Hip (2) Design Data (Compression) Section No.

Elevation

Size

L

Lu

T12

m 17.5 - 10

L64x64x4.8

m 1.980

m 1.980

T13

10 - 0

L64x64x4.8

1.980

1.980

Kl/r

157.5 K=1.00 157.5 K=1.00

MPa 42

2

mm 582

Actual P kg -26.30

Allow. Pa kg 2463.86

Ratio P Pa 0.011

42

582

-30.34

2463.86

0.012

Fa

A

RISATower

Page

Job

Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation

37 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Size

m

L

Lu

m

m

Kl/r

Fa

A

MPa

mm2

Actual P kg

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

Allow. Pa kg

Ratio P Pa

Allow. Pa kg 1095.04

Ratio P Pa 0.017

1095.04

0.029

Allow. Pa kg 615.96

Ratio P Pa 0.018

615.96

0.033

Redundant Hip (3) Design Data (Compression) Section No.

Elevation

Size

L

Lu

T12

m 17.5 - 10

L64x64x4.8

m 2.970

m 2.970

T13

10 - 0

L64x64x4.8

2.970

2.970

Kl/r

236.2 K=1.00 236.2 K=1.00

Fa

A

MPa 18

mm2 582

Actual P kg -18.21

18

582

-31.25

Redundant Hip (4) Design Data (Compression) Section No.

Elevation

Size

L

Lu

T12

m 17.5 - 10

L64x64x4.8

m 3.960

m 3.960

T13

10 - 0

KL/R > 250 (C) - 705 L64x64x4.8

3.960

3.960

Kl/r

314.9 K=1.00 314.9 K=1.00

Fa

A

MPa 10

mm2 582

Actual P kg -11.28

10

582

-20.35

KL/R > 250 (C) - 818

Redundant Hip Diagonal Design Data (Compression) Section No.

Elevation

Size

L

Lu

T11

m 23.5 - 17.5

L64x64x4.8

m 3.275

m 3.275

T12

17.5 - 10

KL/R > 250 (C) - 550 L76x76x6.4

2.132

2.132

T13

10 - 0

L76x76x6.4

4.071

4.071

Kl/r

mm2 582

Actual P kg -8.44

Allow. Pa kg 900.46

Ratio P Pa 0.009

51

929

-104.08

4851.17

0.021

14

929

-30.71

1330.88

0.023

Allow. Pa kg

Ratio P Pa

Fa

A

MPa 15

141.8 K=1.00 270.7 K=1.00

260.5 K=1.00

KL/R > 250 (C) - 785

Inner Bracing Design Data (Compression) Section No.

Elevation m

Size

L

Lu

m

m

Kl/r

Fa

A

MPa

mm2

Actual P kg

RISATower

Page

Job

Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

*

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

mm2 312

Actual P kg -0.39

Allow. Pa kg 3818.82

Ratio P Pa 0.000

32

312

-19.47

1012.82

0.019

176.2 K=1.00

33

312

-15.64

1056.66

0.015

1.779

176.2 K=1.00

33

312

-31.34

1056.66

0.030

4.879

4.777

481.0 K=1.00

4

605

-106.16

274.57

0.387

KL/R > 250 (C) - 302 L51x51x4.8

4.879

4.777

477.4 K=1.00

5

461

-49.03

212.52

0.231*

23.5 - 17.5

KL/R > 250 (C) - 443 L51x51x4.8

3.598

3.598

359.5 K=1.00

8

461

-11.80

374.66

0.031

17.5 - 10

KL/R > 250 (C) - 554 L51x51x4.8

7.969

7.867

786.1 K=1.00

2

461

-35.23

78.37

0.450

Allow. Pa kg 12014.53

Ratio P Pa 0.290

Fa

A

MPa 120

180.0 K=1.00

1.779

1.881

L51x51x6.4

29.5 - 23.5

T11

T12

Section No.

38 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2

Elevation

Size

L

Lu

T1

m 66 - 61

L51x51x3.2

m 0.849

m 0.785

T3

60 - 54.4

L51x51x3.2

1.881

1.817

T5

50.2 - 46

L51x51x3.2

1.881

T6

46 - 44

L51x51x3.2

T9

37 - 29.5

T10

Kl/r

77.7 K=1.00

DL controls

Tension Checks Leg Design Data (Tension) Elevation

Size

L

Lu

Kl/r

Fa

A

T1

m 66 - 61

L64x64x6

m 5.000

m 1.000

51.2

MPa 224

mm2 526

Actual P kg 3481.12

T2

61 - 60

L64x64x6

1.125

0.563

28.8

224

526

3051.88

12014.53

0.254

T3

60 - 54.4

L64x64x6

5.600

1.400

71.7

224

526

7609.47

12014.53

0.633

T4

54.4 - 50.2

L102x102x6

4.200

1.400

44.1

224

969

13582.24

22149.51

0.613

T5

50.2 - 46

L102x102x8

4.200

1.400

44.5

224

1196

21150.11

27318.33

0.774

T6

46 - 44

L76x76x6

2.080

1.040

44.0

224

647

15415.70

14778.63

1.043

T7

44 - 39

L102x102x8

5.000

1.250

39.7

224

1196

21744.45

27318.33

0.796

T8

39 - 37

L102x102x8

2.204

1.102

35.0

224

1196

20261.84

27318.33

0.742

T9

37 - 29.5

L102x102x8

7.500

0.938

29.8

224

1196

23767.75

27318.33

0.870

T10

29.5 - 23.5

2L102x102x9.5

6.050

1.512

48.4

224

3267

27739.00

74648.62

0.372

Section No.

RISATower

Page

Job

Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation

39 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Size

m

L

Lu

m

m

Kl/r

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

mm2

Actual P kg

Allow. Pa kg

Ratio P Pa

Fa

A

MPa

T11

23.5 - 17.5

2L102x102x9.5

6.050

1.512

48.4

224

3267

30410.61

74648.62

0.407

T12

17.5 - 10

2L102x102x9.5

7.562

1.512

48.4

224

3267

28849.44

74648.62

0.386

T13

10 - 0

2L102x102x9.5

10.083

2.017

64.5

224

3267

28588.17

74648.62

0.383

Allow. Pa kg 6350.48

Ratio P Pa 0.098

Diagonal Design Data (Tension) Kl/r

Fa

A

m 0.521

33.3

MPa 224

mm2 278

Actual P kg 621.19

0.611

0.572

36.5

224

278

1084.08

6350.48

0.171

L51x51x4.8

1.931

0.919

58.7

224

278

844.40

6350.48

0.133

54.4 - 50.2

L51x51x4.8

1.931

0.892

56.9

224

278

1139.41

6350.48

0.179

T5

50.2 - 46

L51x51x4.8

1.931

0.892

56.9

224

278

1515.11

6350.48

0.239

T6

46 - 44

L76x76x6.4

1.218

1.166

49.4

224

606

5163.52

13848.04

0.373

T7

44 - 39

L64x64x4.8

1.645

1.567

79.3

224

368

2274.17

8418.00

0.270

T8

39 - 37

L76x76x6.4

1.501

1.442

61.1

224

606

5048.03

13848.04

0.365

T9

37 - 29.5

L76x76x6.4

2.548

1.274

53.9

224

606

2916.89

13848.04

0.211

T10

29.5 - 23.5

L76x76x6.4

3.773

1.886

79.9

224

606

1096.55

13848.04

0.079

T11

23.5 - 17.5

L76x76x6.4

4.125

2.062

87.3

224

606

1241.50

13848.04

0.090

T12

17.5 - 10

L102x102x6.4

8.041

1.608

50.7

224

848

5437.67

19376.20

0.281

T13

10 - 0

L76x76x6.4

10.967

2.193

92.9

224

606

5582.86

13848.04

0.403

Actual P kg 20.04

Allow. Pa kg 6609.61

Ratio P Pa 0.003

Section No.

Elevation

Size

L

Lu

T1

m 66 - 61

L51x51x4.8

m 1.166

T2

61 - 60

L51x51x4.8

T3

60 - 54.4

T4

Horizontal Design Data (Tension) Section No. T2

Elevation m 61 - 60

Size

L

Lu

L51x51x4.8

m 0.965

m 0.901

Kl/r

Fa

A

57.5

MPa 224

mm2 289

RISATower

Page

Job

Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Designed by Ing Jaime Gutierrez C.

mm2 278

Allow. Pa kg 6350.48

Ratio P Pa 0.007

224

278

145.64

6350.48

0.023

174.1

224

363

65.95

8297.75

0.008

1.674

106.8

224

278

111.37

6350.48

0.018

3.996

1.947

82.4

224

606

134.98

13848.04

0.010

5.088

2.493

105.6

224

606

55.80

13848.04

0.004

Allow. Pa kg 6350.48

Ratio P Pa 0.003

Fa

A

m 0.829

52.9

MPa 224

2.140

2.038

130.1

L51x51x6.4

2.795

2.693

37 - 29.5

L51x51x4.8

3.450

T10

29.5 - 23.5

L76x76x6.4

T11

23.5 - 17.5

L76x76x6.4

Elevation

13:08:41 01/26/11

Actual P kg 45.69

Kl/r

Section No.

40 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2

Size

L

Lu

T6

m 46 - 44

L51x51x4.8

m 1.735

T7

44 - 39

L51x51x4.8

T8

39 - 37

T9

Top Girt Design Data (Tension) Section No.

Elevation

Size

L

Lu

T1

m 66 - 61

L51x51x4.8

m 0.600

T2

61 - 60

L51x51x4.8

T3

60 - 54.4

T4

Kl/r

Fa

A

m 0.536

34.2

MPa 224

mm2 278

Actual P kg 19.21

0.600

0.536

34.2

224

278

626.00

6350.48

0.099

L51x51x4.8

1.330

1.266

80.8

224

278

1002.80

6350.48

0.158

54.4 - 50.2

L51x51x4.8

1.330

1.266

80.8

224

278

433.71

6350.48

0.068

T5

50.2 - 46

L51x51x4.8

1.330

1.228

78.4

224

278

710.12

6350.48

0.112

T6

46 - 44

L51x51x4.8

1.330

1.228

78.4

224

278

13.35

6350.48

0.002

T7

44 - 39

L51x51x6.4

2.140

2.064

133.4

224

363

4755.06

8297.75

0.573

T8

39 - 37

L51x51x6.4

2.140

2.038

131.8

224

363

2629.87

8297.75

0.317

T9

37 - 29.5

L102x102x6.4

3.450

3.348

105.5

224

848

5449.28

19376.20

0.281

T10

29.5 - 23.5

L64x64x4.8

3.450

3.348

169.4

224

368

654.15

8418.00

0.078

T12

17.5 - 10

L76x76x6.4

5.635

5.533

234.2

224

606

1945.91

13848.04

0.141

T13

10 - 0

L102x102x6.4

7.000

3.449

108.6

224

848

57.97

19376.20

0.003

Redundant Horizontal (1) Design Data (Tension)

RISATower

Page

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Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

mm2 232

Actual P kg 401.04

Allow. Pa kg 4890.32

Ratio P Pa 0.082

207

232

471.74

4890.32

0.096

103.4

207

232

530.66

4890.32

0.109

0.649

32.9

207

582

504.24

12274.21

0.041

0.649

32.9

207

582

517.42

12274.21

0.042

Kl/r

Fa

A

m 0.812

68.7

MPa 207

0.999

0.948

80.3

L38x38x3.2

1.272

1.221

17.5 - 10

L64x64x4.8

0.700

10 - 0

L64x64x4.8

0.700

Elevation

41 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2

Size

L

Lu

T9

m 37 - 29.5

L38x38x3.2

m 0.863

T10

29.5 - 23.5

L38x38x3.2

T11

23.5 - 17.5

T12 T13

Redundant Horizontal (2) Design Data (Tension) Section No.

Elevation

Size

L

Lu

T12

m 17.5 - 10

L64x64x4.8

m 1.400

m 1.349

68.3

MPa 207

mm 582

Actual P kg 504.24

T13

10 - 0

L64x64x4.8

1.400

1.349

68.3

207

582

517.42

Kl/r

Fa

2

Allow. Pa kg 12274.21

Ratio P Pa 0.041

12274.21

0.042

Allow. Pa kg 12274.21

Ratio P Pa 0.041

12274.21

0.042

Allow. Pa kg 12274.21

Ratio P Pa 0.041

12274.21

0.042

A

Redundant Horizontal (3) Design Data (Tension) Section No.

Elevation

Kl/r

Fa

A

m 2.049

103.7

MPa 207

mm2 582

Actual P kg 504.24

2.049

103.7

207

582

517.42

Size

L

Lu

T12

m 17.5 - 10

L64x64x4.8

m 2.100

T13

10 - 0

L64x64x4.8

2.100

Redundant Horizontal (4) Design Data (Tension) Section No.

Elevation

Kl/r

Fa

A

m 2.749

139.1

MPa 207

mm2 582

Actual P kg 504.24

2.749

139.1

207

582

517.42

Size

L

Lu

T12

m 17.5 - 10

L64x64x4.8

m 2.800

T13

10 - 0

L64x64x4.8

2.800

RISATower

Page

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Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

42 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

Redundant Diagonal (1) Design Data (Tension) Section No.

Elevation

Size

L

Lu

Kl/r

Fa

A

T9

m 37 - 29.5

L38x38x3.2

m 1.274

m 1.199

101.5

MPa 207

T10

29.5 - 23.5

L51x51x3.2

1.886

1.785

112.2

T11

23.5 - 17.5

L51x51x3.2

2.062

1.978

T12

17.5 - 10

L64x64x4.8

1.723

T13

10 - 0

L64x64x4.8

2.074

mm2 232

Actual P kg 296.16

Allow. Pa kg 4890.32

Ratio P Pa 0.061

207

312

445.35

6591.29

0.068

124.4

207

312

430.14

6591.29

0.065

1.620

82.0

207

582

620.54

12274.21

0.051

1.882

95.2

207

582

766.51

12274.21

0.062

Redundant Diagonal (2) Design Data (Tension) Section No.

Elevation

Size

L

Lu

T12

m 17.5 - 10

L64x64x4.8

m 2.152

m 2.081

105.3

MPa 207

mm 582

Actual P kg 387.48

T13

10 - 0

L64x64x4.8

2.349

2.252

114.0

207

582

434.03

Kl/r

Fa

2

Allow. Pa kg 12274.21

Ratio P Pa 0.032

12274.21

0.035

Allow. Pa kg 12274.21

Ratio P Pa 0.026

12274.21

0.028

Allow. Pa kg 12274.21

Ratio P Pa 0.025

12274.21

0.025

A

Redundant Diagonal (3) Design Data (Tension) Section No.

Elevation

Kl/r

Fa

A

m 2.635

133.4

MPa 207

mm2 582

Actual P kg 323.72

2.704

136.8

207

582

342.11

Size

L

Lu

T12

m 17.5 - 10

L64x64x4.8

m 2.696

T13

10 - 0

L64x64x4.8

2.777

Redundant Diagonal (4) Design Data (Tension) Section No.

Elevation

Kl/r

Fa

A

m 3.243

164.1

MPa 207

mm2 582

Actual P kg 304.93

3.236

163.7

207

582

304.86

Size

L

Lu

T12

m 17.5 - 10

L64x64x4.8

m 3.300

T13

10 - 0

L64x64x4.8

3.300

RISATower

Page

Job

Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

43 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

Redundant Hip (1) Design Data (Tension)

T9

m 37 - 29.5

L44x44x3.2

m 1.220

m 1.220

88.0

MPa 207

mm 272

Actual P kg 38.96

T10

29.5 - 23.5

L44x44x3.2

1.413

1.413

101.9

207

272

10.75

5740.80

0.002

T11

23.5 - 17.5

L51x51x4.8

1.799

1.799

114.8

207

461

7.19

9729.56

0.001

T12

17.5 - 10

L64x64x4.8

0.990

0.990

50.1

207

582

78.61

12274.21

0.006

T13

10 - 0

L64x64x4.8

0.990

0.990

50.1

207

582

12.80

12274.21

0.001

Allow. Pa kg 12274.21

Ratio P Pa 0.002

12274.21

0.001

Allow. Pa kg 12274.21

Ratio P Pa 0.001

12274.21

0.001

Allow. Pa kg 12274.21

Ratio P Pa 0.000

12274.21

0.000

Section No.

Elevation

Size

L

Lu

Kl/r

Fa

2

Allow. Pa kg 5740.80

Ratio P Pa 0.007

A

Redundant Hip (2) Design Data (Tension) Section No.

Elevation

Kl/r

Fa

A

m 1.980

100.2

MPa 207

mm2 582

Actual P kg 20.97

1.980

100.2

207

582

9.42

Size

L

Lu

T12

m 17.5 - 10

L64x64x4.8

m 1.980

T13

10 - 0

L64x64x4.8

1.980

Redundant Hip (3) Design Data (Tension) Section No.

Elevation

Size

L

Lu

T12

m 17.5 - 10

L64x64x4.8

m 2.970

T13

10 - 0

L64x64x4.8

2.970

Kl/r

Fa

A

m 2.970

150.3

MPa 207

mm2 582

Actual P kg 14.96

2.970

150.3

207

582

15.45

Redundant Hip (4) Design Data (Tension) Section No.

Elevation

Size

L

Lu

Kl/r

Fa

A

T12

m 17.5 - 10

L64x64x4.8

m 3.960

m 3.960

200.4

MPa 207

mm2 582

Actual P kg 2.63

T13

10 - 0

L64x64x4.8

3.960

3.960

200.4

207

582

1.87

Page

Job

RISATower

44 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

Redundant Hip Diagonal Design Data (Tension) Section No.

Elevation

Size

L

Lu

T11

m 23.5 - 17.5

L64x64x4.8

m 3.275

m 3.275

165.7

MPa 207

mm 582

Actual P kg 6.92

T12

17.5 - 10

L76x76x6.4

2.132

2.132

90.3

207

929

99.48

19595.20

0.005

T13

10 - 0

L76x76x6.4

2.602

2.602

110.2

207

929

78.24

19595.20

0.004

2

Allow. Pa kg 6591.29

Ratio P Pa 0.000

Kl/r

Fa

2

Allow. Pa kg 12274.21

Ratio P Pa 0.001

A

Inner Bracing Design Data (Tension)

T1

m 66 - 61

L51x51x3.2

m 0.849

m 0.785

49.4

MPa 207

mm 312

Actual P kg 0.39

T3

60 - 54.4

L51x51x3.2

1.881

1.817

114.3

207

312

30.49

6591.29

0.005*

T5

50.2 - 46

L51x51x3.2

1.881

1.779

111.9

207

312

38.37

6591.29

0.006

T6

46 - 44

L51x51x3.2

1.227

1.125

70.7

207

312

14.78

6591.29

0.002

T9

37 - 29.5

L51x51x6.4

4.879

4.777

308.8

207

605

167.33

12764.09

0.013*

T10

29.5 - 23.5

L51x51x4.8

4.879

4.777

304.8

207

461

17.52

9729.56

0.002

T11

23.5 - 17.5

L51x51x4.8

3.598

3.598

229.6

207

461

7.99

9729.56

0.001

T12

17.5 - 10

L51x51x4.8

7.969

7.867

502.0

207

461

74.68

9729.56

0.008*

Section No.

Elevation

Size

L

Lu

Kl/r

Fa

A

L/R > 500 (T) - 595

*

DL controls

Section Capacity Table Section No. T1

T2

Elevation m

Component Type

Size

Critical Element

P kg

SF*Pallow kg

% Capacity

Pass Fail

66 - 61

Leg Diagonal

L64x64x6 L51x51x4.8

3 18

-3673.22 621.19

13653.41 8465.18

Pass Pass

Top Girt

L51x51x4.8

9

19.21

8465.18

Inner Bracing Leg

L51x51x3.2 L64x64x6

6 51

-0.39 3051.88

5090.48 16015.37

26.9 7.3 8.0 (b) 0.2 0.2 (b) 0.0 19.1

61 - 60

Pass Pass Pass

RISATower

Page

Job

45 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

T3

60 - 54.4

T4

54.4 - 50.2

T5

50.2 - 46

T6

46 - 44

T7

44 - 39

T8

39 - 37

T9

37 - 29.5

T10

29.5 - 23.5

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

Component Type

Size

Critical Element

P kg

SF*Pallow kg

% Capacity

Pass Fail

Diagonal

L51x51x4.8

71

1084.08

8465.18

Pass

Horizontal

L51x51x4.8

62

-29.14

10001.93

Top Girt

L51x51x4.8

55

626.00

8465.18

Leg Diagonal Top Girt Inner Bracing Leg Diagonal Top Girt

L64x64x6 L51x51x4.8 L51x51x4.8 L51x51x3.2 L102x102x6 L51x51x4.8 L51x51x4.8

81 92 85 84 123 133 127

-8252.21 -868.69 -918.04 -19.47 -14323.77 -1161.91 433.71

8526.43 7147.19 4030.90 1350.09 21764.64 7405.19 8465.18

Leg Diagonal Top Girt

L102x102x8 L51x51x4.8 L51x51x4.8

155 167 161

-22240.82 -1561.30 710.12

30469.02 7405.19 8465.18

Inner Bracing Leg Diagonal

L51x51x3.2 L76x76x6 L76x76x6.4

157 189 205

-15.64 -16257.66 -5479.58

1408.52 18362.46 13816.12

Horizontal

L51x51x4.8

200

-73.57

7968.05

Top Girt

L51x51x4.8

196

-40.11

8358.28

Inner Bracing Leg Diagonal Horizontal

L51x51x3.2 L102x102x8 L64x64x4.8 L51x51x4.8

191 224 237 250

-31.34 -23573.52 -2352.93 -171.87

1408.52 32412.08 5241.17 3816.03

Top Girt Leg Diagonal Horizontal Top Girt Leg Diagonal

L51x51x6.4 L102x102x8 L76x76x6.4 L51x51x6.4 L51x51x6.4 L102x102x8 L76x76x6.4

226 272 282 287 276 300 324

-4326.41 -22226.12 -5261.58 -148.94 -3309.19 -26735.79 -3028.50

4757.91 34213.06 7635.80 2793.51 4877.23 36078.68 15717.95

Horizontal Top Girt

L51x51x4.8 L102x102x6.4

308 304

-159.72 -5004.44

2306.74 15239.26

Redund Horz 1 Bracing Redund Diag 1 Bracing Redund Hip 1 Bracing Inner Bracing Leg Diagonal

L38x38x3.2

320

-401.04

2787.46

12.8 14.6 (b) 0.3 2.5 (b) 7.4 8.7 (b) 96.8 12.2 22.8 1.4 65.8 15.7 5.1 5.6 (b) 73.0 21.1 8.4 9.1 (b) 1.1 88.5 39.7 70.3 (b) 0.9 2.0 (b) 0.5 0.5 (b) 2.2 72.7 44.9 4.5 4.6 (b) 90.9 65.0 68.9 5.3 67.8 74.1 19.3 25.9 (b) 6.9 32.8 69.9 (b) 14.4

Pass

L38x38x3.2

321

-296.16

1277.79

23.2

Pass

L44x44x3.2

372

-30.56

1986.76

1.5

Pass

L51x51x6.4 2L102x102x9.5 L76x76x6.4

302 440 459

-106.16 -31320.70 -1167.42

366.00 68773.43 8262.15

Pass Pass Pass

Horizontal

L76x76x6.4

455

-195.60

7752.92

Top Girt Redund Horz 1 Bracing Redund Diag 1 Bracing Redund Hip 1 Bracing

L64x64x4.8 L38x38x3.2

446 460

-825.79 -471.74

2836.65 2042.52

29.0 45.5 14.1 15.0 (b) 2.5 5.3 (b) 29.1 23.1

Pass Pass

L51x51x3.2

496

-445.35

1399.02

31.8

Pass

L44x44x3.2

512

-15.95

1480.81

1.1

Pass

Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass

Pass

RISATower

Page

Job

46 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

T11

23.5 - 17.5

T12

T13

17.5 - 10

10 - 0

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

Component Type

Size

Critical Element

P kg

SF*Pallow kg

% Capacity

Pass Fail

Inner Bracing Leg Diagonal Horizontal

L51x51x4.8 2L102x102x9.5 L76x76x6.4 L76x76x6.4

443 515 543 517

-49.03 -35232.98 -1357.35 -146.18

212.52 80506.44 6912.47 4728.55

Pass Pass Pass Pass

Redund Horz 1 Bracing Redund Diag 1 Bracing Redund Hip 1 Bracing Redund Hip Diagonal Bracing Inner Bracing Leg

L38x38x3.2

529

-530.66

1231.25

23.1 43.8 19.6 3.1 3.9 (b) 43.1

Pass

L51x51x3.2

569

-430.14

1139.20

37.8

Pass

L51x51x4.8

551

-12.13

1997.71

0.6

Pass

L64x64x4.8

550

-8.44

1200.31

0.7

Pass

L51x51x4.8 2L102x102x9.5

554 592

-11.80 -33478.39

499.43 80506.44

Pass Pass

Diagonal

L102x102x6.4

620

-6588.16

24514.35

Top Girt Redund Horz 1 Bracing Redund Horz 2 Bracing Redund Horz 3 Bracing Redund Horz 4 Bracing Redund Diag 1 Bracing Redund Diag 2 Bracing Redund Diag 3 Bracing Redund Diag 4 Bracing Redund Hip 1 Bracing Redund Hip 2 Bracing Redund Hip 3 Bracing Redund Hip 4 Bracing Redund Hip Diagonal Bracing Inner Bracing Leg

L76x76x6.4 L64x64x4.8

596 648

-1660.96 -504.24

2369.85 13127.61

2.4 41.6 48.5 (b) 26.9 84.6 (b) 70.1 3.8

Pass Pass

L64x64x4.8

631

-504.24

7072.58

7.1

Pass

L64x64x4.8

651

-504.24

3065.94

16.4

Pass

L64x64x4.8

635

-504.24

1703.41

29.6

Pass

L64x64x4.8

650

-620.54

4907.79

12.6

Pass

L64x64x4.8

634

-387.48

2973.54

13.0

Pass

L64x64x4.8

636

-323.72

1853.83

17.5

Pass

L64x64x4.8

637

-304.93

1223.96

24.9

Pass

L64x64x4.8

700

-79.72

10498.83

0.8

Pass

L64x64x4.8

693

-26.30

3284.32

0.8

Pass

L64x64x4.8

703

-18.21

1459.69

1.2

Pass

L64x64x4.8

705

-11.28

821.08

1.4

Pass

L76x76x6.4

640

-104.08

6466.61

1.6

Pass

L51x51x4.8 2L102x102x9.5

594 715

-35.23 -34353.74

104.47 68773.43

Pass Pass

Diagonal

L76x76x6.4

744

-6845.89

14206.96

Top Girt

L102x102x6.4

619

-244.57

14585.88

Redund Horz 1 Bracing Redund Horz 2 Bracing Redund Horz 3 Bracing Redund Horz 4 Bracing Redund Diag 1

L64x64x4.8

745

-517.42

13127.61

33.7 50.0 50.1 (b) 48.2 87.9 (b) 1.7 3.1 (b) 3.9

Pass

L64x64x4.8

746

-517.42

7072.58

7.3

Pass

L64x64x4.8

748

-517.42

3065.94

16.9

Pass

L64x64x4.8

750

-517.42

1703.41

30.4

Pass

L64x64x4.8

747

-766.51

3634.59

21.1

Pass

Pass

Pass Pass

RISATower

Page

Job

47 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Component Type Bracing Redund Diag 2 Bracing Redund Diag 3 Bracing Redund Diag 4 Bracing Redund Hip 1 Bracing Redund Hip 2 Bracing Redund Hip 3 Bracing Redund Hip 4 Bracing Redund Hip Diagonal Bracing

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

Size

Critical Element

P kg

SF*Pallow kg

% Capacity

Pass Fail

L64x64x4.8

766

-434.03

2538.95

17.1

Pass

L64x64x4.8

751

-342.11

1761.14

19.4

Pass

L64x64x4.8

769

-304.86

1229.73

24.8

Pass

L64x64x4.8

813

-49.05

10498.83

0.5

Pass

L64x64x4.8

814

-30.34

3284.32

0.9

Pass

L64x64x4.8

816

-31.25

1459.69

2.1

Pass

L64x64x4.8

818

-20.35

821.08

2.5

Pass

L76x76x6.4

785

-30.71

1774.06

1.7

Pass

Summary 96.8 87.9

Pass Pass

6.9

Pass

90.9

Pass

43.1

Pass

7.3

Pass

16.9

Pass

30.4

Pass

37.8

Pass

17.1

Pass

19.4

Pass

24.9

Pass

1.5

Pass

0.9

Pass

Leg (T3) Diagonal (T13) Horizontal (T9) Top Girt (T7) Redund Horz 1 Bracing (T11) Redund Horz 2 Bracing (T13) Redund Horz 3 Bracing (T13) Redund Horz 4 Bracing (T13) Redund Diag 1 Bracing (T11) Redund Diag 2 Bracing (T13) Redund Diag 3 Bracing (T13) Redund Diag 4 Bracing (T12) Redund Hip 1 Bracing (T9) Redund Hip

RISATower

Page

Job

48 of 48

ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project

Date

TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90

Section No.

Elevation m

Component Type

Client

RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA

Size

Critical Element

P kg

SF*Pallow kg 2 Bracing (T13) Redund Hip 3 Bracing (T13) Redund Hip 4 Bracing (T13) Redund Hip Diagonal Bracing (T13) Inner Bracing (T12) Bolt Checks RATING =

13:08:41 01/26/11 Designed by Ing Jaime Gutierrez C.

% Capacity

Pass Fail

2.1

Pass

2.5

Pass

1.7

Pass

33.7

Pass

87.9 96.8

Pass Pass

Program Version 5.3.1.0 - 1/16/2009 File:C:/Proyectos 2010/Instatel Evaluaciones Estructural/07 La Popa TCSV 60 m/Risa Tower La Popa Hipotesis 2/TCSV 60 M LA POPA Hipotesis 2.eri

CIMENTACION ESTACION: LA POPA

HIPOTESIS 2 TORRE CUADRADA DE 60 + 6 M SECCION VARIABLE Enero 26 de 2011

TOWER FOUNDATIONS

DISEÑO CIMENTACION PILA Cliente: RTVC

- TELEFONICA TELECOM

Estructura: TORRE CUADRADA SECCION VARIABLE DE 60 + 6 M

HIPOTESIS 2

ESTACION BASE: LA POPA Municipio: CARTAGENA - BOLIVAR Sitio: CERRO LA POPA Diseño: Ing. Jaime Gutierrez C

Fecha: Enero 26 de 2011

P LD V E

Nivel terreno HD

Dado

LC K=1- sen φ

H Fuste f

HC CP

Campana B

PARAMETROS DEL CAISSON PROFUNDIDAD

FRICCION

PUNTA

SUELO

CL

CL

ANGULO DE FRICCION INTERNA DEL SUELO

1°

1°

0,982547

0,982547

K

O

TOWER FOUNDATIONS

DISEÑO CIMENTACION PILA Cliente: RTVC

- TELEFONICA TELECOM

Estructura: TORRE CUADRADA SECCION VARIABLE DE 60 + 6 M

HIPOTESIS 2

ESTACION BASE: LA POPA Municipio: CARTAGENA - BOLIVAR Sitio: CERRO LA POPA Diseño: Ing. Jaime Gutierrez C

Fecha: Enero 26 de 2011

PARAMETROS DE DISEÑO

ESFUERZO ADMISIBLE DEL TERRENO

Qadm

2,72

kPa

COHESION

Cu

1,5

kPa

PESO UNITARIO DEL CONCRETO

γc

24

kN/m³

PESO UNITARIO DEL SUELO

γs

16

kN/m³

ESFUERZO DE FLUENCIA DEL ACERO

Fy

420

Mpa

RESISTENCIA DEL CONCRETO

f`c

21

Mpa

MODULO DE ELASTICIDAD DEL CONCRETO

Ec

18500

Mpa

1

2

CARGAS DE TRABAJO HIPOTESIS

ARRANQUE

0,00

464,91

kN

COMPRESION

372,06

0,00

kN

CARGA LONGITUDINAL

55,03

67,82

kN

CARGA TRANSVERSAL

54,73

67,99

kN

MOMENTO LONGITUDINAL

0,00

0,00

kN.m

MOMENTO TRANSVERSAL

0,00

0,00

kN.m

3970,54

3970,54

kN.m

1

2

VIGAS DE ENLACE MOMENTO FINAL LONGITUDINAL Y TRANSVERSAL

N

CARGAS DE DISEÑO HIPOTESIS

ARRANQUE

0,00

650,874

kN

COMPRESION

520,88

0,000

kN

CARGA LONGITUDINAL

82,55

94,948

kN

CARGA TRANSVERSAL

76,62

101,985

kN

MOMENTO LONGITUDINAL

0,00

0,000

kN.m

MOMENTO TRANSVERSAL

0,00

0,000

kN.m

MOMENTO FINAL LONGITUDINAL Y TRANSVERSAL

0,00

0,00

kN.m

TOWER FOUNDATIONS

DISEÑO CIMENTACION PILA Cliente: RTVC

- TELEFONICA TELECOM

Estructura: TORRE CUADRADA SECCION VARIABLE DE 60 + 6 M

HIPOTESIS 2

ESTACION BASE: LA POPA Municipio: CARTAGENA - BOLIVAR Sitio: CERRO LA POPA Diseño: Ing. Jaime Gutierrez C

Fecha: Enero 26 de 2011

ANALISIS DE ESTABILIDAD ALTURA DEL CIMIENTO SOBRE EL SUELO

E

0,20

LADO MAYOR DE LA CAMPANA

B

3,60

m m

LADO DEL FUSTE

b

1,15

m

PROFUNDIDAD DE LA CIMENTACION

H

8,00

m

LADO DEL DADO

LD

1,15

m

PROFUNDIDAD DEL DADO

HD

1,00

m

PROFUNDIDAD DE CAMPANA

HC

1,00

m

PEDESTAL DE CAMPANA

CP

0,50

m

REC

0,10

m

I

4,471

m4

VOLUMEN DADO

Vd

1,32

VOLUMEN DEL FUSTE

Vf

7,48

VOLUMEN PEDESTAL CAMPANA

Vpc

5,09

VOLUMEN CONO

Vvc

2,80

VOLUMEN DE CONCRETO

Vc

16,7

m³

VOLUMEN DE EXCAVACION

Vexc

15,39

m³

PESO DE LA CIMENTACION

Wp

2138,0

kN

RECUBRIMIENTO DEL ACERO INERCIA DE LA SECCION ANALISIS DE CIMENTACION

CARGAS AXIALES RELACION PROFUNDIDAD DIAMETRO

D/B

2,22

FACTOR DE CAPACIDAD A COMPRESION

Nc

5,74

AREA DE LA BASE

Ab

12,96

m²

RESISTENCIA ULTIMA POR PUNTA

Qb

109,35

kN

a

0,30

AREA PERIMETRAL

Ap

28,80

m²

RESISTENCIA ULTIMA POR FRICCION

Qs

12,70

kN

RESISTENCIA ULTIMA TOTAL A COMPRESION

Qp

122,05

kN

FACTOR DE SEGURIDAD A COMPRESION

FS

2,49

RESISTENCIA ULTIMA TOTAL A ARRANCAMIENTO

Qu

2138,02

FACTOR DE SEGURIDAD A ARRANCAMIENTO

FS

1,53

MOMENTO DE VUELCO

Mv

3673,65

kN

MOMENTO RESISTENTE

Mr

5741,95

kN

FACTOR DE SEGURIDAD A VOLCAMIENTO

FS

1,56

FACTOR DE ADHESION

kN

TOWER FOUNDATIONS

DISEÑO CIMENTACION PILA Cliente: RTVC

- TELEFONICA TELECOM

Estructura: TORRE CUADRADA SECCION VARIABLE DE 60 + 6 M

HIPOTESIS 2

ESTACION BASE: LA POPA Municipio: CARTAGENA - BOLIVAR Sitio: CERRO LA POPA Diseño: Ing. Jaime Gutierrez C

Fecha: Enero 26 de 2011

CARGAS HORIZONTALES

CARGA LONGITUDINAL

SL

55,03

kN

CARGA TRANSVERSAL

ST

54,73

kN kN

CARGA HORIZONTAL RESULTANTE CARGA HORIZONTAL RESULTANTE ULTIMA MODULO DE REACCION FACTOR DE RIGIDEZ RELACION PROFUNDIDAD - RIGIDEZ

SR

77,61

SRU

135,82

kN

Ks

240,00

kN/m³

R

4,50

D/R

1,78

PILASTRA PROFUNDIDAD SIN REACCION DEL SUELO

m

RIGIDA H

2,00

MOMENTO MAXIMO

Mmax

3341,21

m

G

4,10

m

PROFUNDIDAD MINIMA DE LA PILASTRA

Dmin

4,50

m

SRMAX

376,06

kN

FS

1,85

b

0,16

d

0,001

kN.m

CIMENTACION RIGIDA MAXIMA CARGA HORIZONTAL FACTOR DE SEGURIDAD

DESPLAZAMIENTO LATERAL CRITERIO DE RIGIDEZ b = 0.707/R

m-1

PILASTRA RIGIDA DESPLAZAMIENTO LATERAL

m

DISEÑO CONCRETO REFORZADO CARGA LONGITUDINAL

SL

76,62

kN

CARGA TRANSVERSAL

ST

94,95

kN

CARGA HORIZONTAL RESULTANTE

SR

122,01

kN

CARGA MAXIMA DE ARRANQUE

Qu

650,87

kN

PROFUNDIDAD SIN REACCION DEL SUELO

H

2,80

m

LOCALIZACION PUNTO MAXIMO DE MOMENTO

F

0,12

Mmax

14944,07

MOMENTO MAXIMO

m kN.m

TOWER FOUNDATIONS

DISEÑO CIMENTACION PILA Cliente: RTVC

- TELEFONICA TELECOM

Estructura: TORRE CUADRADA SECCION VARIABLE DE 60 + 6 M

HIPOTESIS 2

ESTACION BASE: LA POPA Municipio: CARTAGENA - BOLIVAR Sitio: CERRO LA POPA Diseño: Ing. Jaime Gutierrez C

Fecha: Enero 26 de 2011

REFUERZO LONGITUDINAL FUSTE DIAMETRO DE LAS VARILLAS

No

8,00

Φ

2,54

cm

Asi

5,07

cm2

As

141,88

CUANTIA

ρ

0,0107

RADIO DEL REFUERZO

r

1,039

INERCIA DE LA SECCION

Ixx

14575052

cm4

MODULO DE LA SECCION

Sxx

2484000

cm3

ESFUERZO MAXIMO SOBRE EL REFUERZO/FLEXION

Ff

1324,20

Mpa

ESFUERZO MAXIMO SOBRE EL REFUERZO/TENSION

Ft

39,73

Mpa

ESFUERZO MAXIMO SOBRE EL REFUERZO/TOTAL

F

1363,92

Mpa

AREA CANTIDAD AREA DE LA SECCION

28,00

ESFUERZO ULTIMO < 0.9 Fy

cm2

m

si

REFUERZO LONGITUDINAL DEL DADO DIAMETRO DE LAS VARILLAS

AREA

No

8,00

Φ

2,54

cm

Asi

5,07

cm2

CANTIDAD AREA DE LA SECCION CUANTIA

48,00 As

243,22

ρ

0,0184

cm2

TOWER FOUNDATIONS

DISEÑO CIMENTACION PILA Cliente: RTVC

- TELEFONICA TELECOM

Estructura: TORRE CUADRADA SECCION VARIABLE DE 60 + 6 M

HIPOTESIS 2

ESTACION BASE: LA POPA Municipio: CARTAGENA - BOLIVAR Sitio: CERRO LA POPA Diseño: Ing. Jaime Gutierrez C

Fecha: Enero 26 de 2011

GEOMETRIA DE LA PILA

1,15 0,20 Dado

1,20

1,15 8,00 Fuste

1,00 Campana 3,60

0,50