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7/18/2019 Evaluacion Estructura Torre Calatrava
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ESTACION : CALATRAVA
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EVALUACIÓN ESTRUCTURAL
ESTACIÓN CALATRAVA
TORRE CUADRADA DE SECCIÓN VARIABLE
ALTURA 60m
DISEÑO: ING. JAIME GUTIERREZ C.
MATRICULA No 25202-45957 CND
Enero 20 de 2011
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ESPECIFICACION GENERAL
INTRODUCCIÓN
En el éste documento se describe la memoria de la evaluación estructural de la torre auto soportadacuadrada de sección variable con una altura de 60 m ubicada en la estación CALATRAVA - RTVC,en Bogotá Localidad de Suba. Para el análisis se utilizó velocidad de viento de diseño de 120 Km/h.y velocidad de servicio de 60 Km/h
En una primera parte se incluye la descripción de la estructura estudiada, luego los criterios básicospara el análisis y el diseño, evaluación de cargas, y por último el listado de datos de entrada y desalida del programa RISA Tower.
La evaluación estructural fue realiza de acuerdo con los datos de campo levantados en la estaciónbase CALTRAVA, cualquier cambio de cargas a la estructura, genera un estudio diferente. La torreen estudio tiene instaladas antenas para la transmisión de señal de televisión.
DESCRIPCIÓN DE LA ESTRUCTURA EXISTENTE
La torre actual está conformada por una estructura tronco piramidal de base cuadrada y secciónvariable. Arranca con una sección en la base de 5.97 m entre ejes y va reduciendo su sección con
una pendiente constante a 4.040 m hasta la altura de 8.00 m, y a partir de esta sección continuareduciendo su sección con una pendiente constante hasta la altura de 30 m, donde la seccióntransversal es de 1.94 m entre ejes. A partir de esta altura, la torre continúa con sección constantede 1.94 m hasta la altura de 50 m, altura a partir de la cual comienza una transición tronco piramidalde 2.00 m hasta la altura de 52 m, donde la sección transversal es de 0.62 m. A partir de esta altura,la sección de la torre es constante de 0.62 m hasta la parte superior a la altura de 60 m.
La torre cuenta con las sigientes plataforma de descansoNivel +14.00 mNivel + 25.00 mNivel + 35.00 m
Nivel + 45.00 m
Para el mantenimiento, la estructura cuenta con una escalera de acceso.La escalera Guia Onda se encuentran dos (2) instaladas, una hasta el nivel + 35.00 m de ancho de0.35 m, y otra escalera hasta el nivel + 50.00 m de ancho de 0.55 m
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CONDICIONES DE CARGA
CARGAS ACTUALES DE LA TORRE
HIPOTESIS 1 (ESTADO ACTUAL)De acuerdo con los requerimientos del cliente, la hipótesis de carga en que se encuentra laestructura actualmente, se le realiza la evaluación estructural en un análisis para una velocidad deviento de diseño de 120 kph.
De acuerdo con la hipótesis 1, (estado Actual) las cargas de la torre estan de la siguiente manera:
UBICACIÓN CANT. TIPO DE ANTENA DIMENSIONES NIVEL
CARA A 2 ANTENA BANDA UHF DIGITAL TIPOPANEL
0.48mX0.98mEntre + 60.00m y62.00m
CARA B 2 ANTENA BANDA UHF DIGITAL TIPOPANEL
0.48mX0.98mEntre + 60.00m y62.00m
CARA C 2 ANTENA BANDA UHF DIGITAL TIPOPANEL
0.48mX0.98m Entre + 60.00m y62.00m
CARA D 2 ANTENA BANDA UHF DIGITAL TIPOPANEL
0.48mX0.98m Entre + 60.00m y62.00m
CARA A 6 ANTENA BANDA UHF DIGITAL TIPOPANEL
0.48mX0.98mEntre + 54.00m y60.00m
CARA B 6 ANTENA BANDA UHF DIGITAL TIPOPANEL
0.48mX0.98mEntre + 54.00m y60.00m
CARA D 6 ANTENA BANDA UHF DIGITAL TIPOPANEL
0.48mX0.98m Entre + 54.00m y60.00m
CARA 4 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 42 m y 50 mCARA B 2 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 46 m y 50 m
CARA C 4 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 42 m y 50 m
CARA D 4 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 42 m y 50 m
CARA A 6 ANTENA BANDA UHF DIGITAL TIPOPANEL
0.48mX0.98mEntre + 38.80 m y41.80 m
CARA D 1 ANTENA PARABOLICA MW Diametro de 2.00 m Nivel +35.00 m
CARA D 1 ANTENA PARABOLICA MW Diametro de 2.70 m Nivel +31.80 m
CARA 1 ANTENA PARABOLICA MW Diametro de 2.40 m Nivel +31.50 m
CARA D 1 ANTENA PARABOLICA MW Diametro de 3.00 m Nivel +26.50 m
CARA B 1 ANTENA PARABOLICA MW Diametro de 2.70 m Nivel +23.50 mCARA 1 ANTENA PARABOLICA MW Diametro de 2.40 m Nivel +19.00 m
CARA 1 ANTENA PARABOLICA MW Diametro de 2.00 m Nivel +16.00 m
CARA B 1 ANTENA PARABOLICA GRID Diametro de 1.20 m Nivel +8.50 m
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HIPOTESIS 1 – ESTADO ACTUAL TORRE REFORZADA
Luego del análisis y calculo de la estructura con las cargas actuales y realizando el diseño delreforzamiento de la torre se presenta su análisis y recomendaciones de reforzamiento.
El cuadro de cargas con el cual la torre funciona con su reforzamiento es el siguiente.
UBICACIÓN CANT. TIPO DE ANTENA DIMENSIONES NIVEL
CARA A 2 ANTENA BANDA UHF DIGITAL TIPOPANEL
0.48mX0.98mEntre + 60.00m y62.00m
CARA B 2 ANTENA BANDA UHF DIGITAL TIPOPANEL
0.48mX0.98mEntre + 60.00m y62.00m
CARA C 2 ANTENA BANDA UHF DIGITAL TIPOPANEL
0.48mX0.98m Entre + 60.00m y62.00m
CARA D 2 ANTENA BANDA UHF DIGITAL TIPO
PANEL
0.48mX0.98m Entre + 60.00m y
62.00mCARA A 6
ANTENA BANDA UHF DIGITAL TIPOPANEL
0.48mX0.98mEntre + 54.00m y60.00m
CARA B 6 ANTENA BANDA UHF DIGITAL TIPOPANEL
0.48mX0.98mEntre + 54.00m y60.00m
CARA D 6 ANTENA BANDA UHF DIGITAL TIPOPANEL
0.48mX0.98m Entre + 54.00m y60.00m
CARA 4 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 42 m y 50 m
CARA B 2 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 46 m y 50 m
CARA C 4 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 42 m y 50 m
CARA D 4 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 42 m y 50 m
CARA A 6
ANTENA BANDA UHF DIGITAL TIPO
PANEL 0.48mX0.98m
Entre + 38.80 m y
41.80 mCARA D 1 ANTENA PARABOLICA MW Diametro de 2.00 m Nivel +35.00 m
CARA D 1 ANTENA PARABOLICA MW Diametro de 2.70 m Nivel +31.80 m
CARA 1 ANTENA PARABOLICA MW Diametro de 2.40 m Nivel +31.50 m
CARA D 1 ANTENA PARABOLICA MW Diametro de 3.00 m Nivel +26.50 m
CARA B 1 ANTENA PARABOLICA MW Diametro de 2.70 m Nivel +23.50 m
CARA 1 ANTENA PARABOLICA MW Diametro de 2.40 m Nivel +19.00 m
CARA 1 ANTENA PARABOLICA MW Diametro de 2.00 m Nivel +16.00 m
CARA B 1 ANTENA PARABOLICA GRID Diametro de 1.20 m Nivel +8.50 m
HIPOTESIS 2 (CARGAS ADICIONALES FUTURAS)
En esta hipótesis se analizara la torre considerando todas las antenas y equipos existentes einstalados en ella, se debe montar una sección nueva de torre en la punta de la torre de 6 metros, afin de montar 16 antenas, con una distribución (4-4-4-4) (cuatro antenas en cada cara) banda UHFdigital. (futuro)
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Con los requerimientos anteriores se realizara los cálculos de la torre el cual quedan sus cargas dela siguiente manera.
HIPOTESIS 2
UBICACIÓN CANT. TIPO DE ANTENA DIMENSIONES NIVEL
CARA A 2 ANTENA BANDA UHF DIGITAL TIPOPANEL
0.48mX0.98mEntre + 60.00m y62.00m
CARA B 2 ANTENA BANDA UHF DIGITAL TIPOPANEL
0.48mX0.98mEntre + 60.00m y62.00m
CARA C 2 ANTENA BANDA UHF DIGITAL TIPOPANEL
0.48mX0.98m Entre + 60.00m y62.00m
CARA D 2 ANTENA BANDA UHF DIGITAL TIPOPANEL
0.48mX0.98m Entre + 60.00m y62.00m
CARA A 6 ANTENA BANDA UHF DIGITAL TIPOPANEL
0.48mX0.98mEntre + 54.00m y60.00m
CARA B 6
ANTENA BANDA UHF DIGITAL TIPO
PANEL 0.48mX0.98m
Entre + 54.00m y
60.00m
CARA D 6 ANTENA BANDA UHF DIGITAL TIPOPANEL
0.48mX0.98m Entre + 54.00m y60.00m
CARA 4 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 42 m y 50 m
CARA B 2 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 46 m y 50 m
CARA C 4 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 42 m y 50 m
CARA D 4 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 42 m y 50 m
CARA A 6 ANTENA BANDA UHF DIGITAL TIPOPANEL
0.48mX0.98mEntre + 38.80 m y41.80 m
CARA D 1 ANTENA PARABOLICA MW Diametro de 2.00 m Nivel +35.00 m
CARA D 1 ANTENA PARABOLICA MW Diametro de 2.70 m Nivel +31.80 m
CARA 1 ANTENA PARABOLICA MW Diametro de 2.40 m Nivel +31.50 m
CARA D 1 ANTENA PARABOLICA MW Diametro de 3.00 m Nivel +26.50 m
CARA B 1 ANTENA PARABOLICA MW Diametro de 2.70 m Nivel +23.50 m
CARA 1 ANTENA PARABOLIC MW Diametro de 2.40 m Nivel +19.00 m
CARA 1 ANTENA PARABOLICA MW Diametro de 2.00 m Nivel +16.00 m
CARA B 1 ANTENA PARABOLICA GRID Diametro de 1.20 m Nivel +8.50 m
CARGAS FUTURAS
CARA A 4 RYMSA UHF/AT 15-250 TIPO PANEL 0.48mX0.98mEntre + 62.00m y66.00m
CARA B 4 RYMSA UHF/AT 15-250 TIPO PANEL 0.48mX0.98m
Entre + 62.00m y
66.00m
CARA C 4 RYMSA UHF/AT 15-250 TIPO PANEL 0.48mX0.98mEntre + 62.00m y66.00m
CARA D 4 RYMSA UHF/AT 15-250 TIPO PANEL 0.48mX0.98mEntre + 62.00m y66.00m
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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 GR50Platinas Acero ASTM A-36 A-572 GR50Tornillos ASTM A 394 T-0
NORMAS
AISC 2010 ASCE, report 52EIA/TIA Standard, EIA/TIA-222-F (1996)
ANSI/ASCE 10-90 (1991) ACI 318 – 08NSR-98 (1998)
CARGAS SOBRE LA TORRE
CARGAS DE VIENTO
Las cargas de viento sobre la estructura fueron evaluadas y aplicadas como fuerzas horizontalesconcentradas en los nudos superiores e inferiores de cada una de las secciones en que se halladividida la estructura, las cuales fueron determinadas por el diseñador. El cálculo de las cargas deviento lo realiza el software Risa Tower siguiendo la metodología establecida por la Norma TIA/EIA-
222-F (Structural Standard for Steel Antenna Towwers and Antenna Supporting Structures1), para locual, el diseñador alimenta el programa con los datos de velocidad de viento de diseño, velocidad deviento de operación, tipo de estructura, categoría de la topografía y categoría de exposición.
CARGAS DE VIENTO SEBRE ANTENAS
Para el cálculo de las cargas de viento sobre antenas y accesorios, es necesario alimentar elprograma con la información del tipo y dimensiones de la antena o accesorio y la altura a la que vana estar ubicados para que éste realice los cálculos y aplique las cargas de acuerdo al procedimientode la norma2. Para el caso de estudio, se utilizó una velocidad de viento de de diseño de 120km/h yuna velocidad de operación de 60 km/h.
Los coeficientes de forma varían con el ángulo de incidencia del viento sobre la antena y se evalúancon base en los valores máximos indicados en los manuales Parabolic Antennas Andrew y Allen
1 Telecomunications Industry Association, TIA/EIA-222-F (revisión de la EIA/TIA- 222-F), Arlington, 19962 RISA Tecnologies, RISA Tower General Reference, Foothill Ranch, California, 2010
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Telecom Group3. Para propósitos de estas memorias, se supuso que la antena está siempreorientada de tal forma que produce la mayor carga y mayor torsión sobre la estructura.
A partir de ensayos en túnel de viento realizados a sus antenas, la firma Andrew propone
descomponer las acciones del viento en dos fuerzas y un momento como se muestra en la figura 1.4 La fuerza Fa que actúa según el eje de la antenaLa fuerza Fs que actúa perpendicular a ese ejeUn momento que se supone aplicado en un plano horizontal y actuando en un vértice.
Figura 1. Acción del viento sobre antenas parabólicas
En todos los casos, el área expuesta es el área proyectada sobre un plano normal al eje de laantena, independientemente del ángulo de incidencia del viento
La presión del viento se calculará de acuerdo con los artículos 2.3.2 y 2.3.3 del EIA Standard, esdecir:
Presión qz = 0.00256*kz*V2 [1b/ft2]; [V en MPH]
qz= 0.00483*kz*V2 [kg/m2]; [V en KPH]
qz = 69.552*kz [kg/cm2]
Donde:
kz = Coeficiente de exposición
3 Andrew Antenna Company, Wind Forces and Loads Produced by Parabolic Antennas, Bulletin 1015D,
London, 1988. 4 Valencia Clement Gabriel, Acciones del Viento Sobre las Estructuras, Bogotá, 2002
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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 art. 2.3.5
Relación de solidez e = An/At
At = Area perimetral total (m2) An = Área neta expuesta (m2)Gh = Factor de respuesta de ráfagaGh = 0.65 +0.60/(h/10)1/7 art. 2.3.4
1.0 < Gh < 1.25
h = Altura total de la estructura (m)
Para la incidencia oblicua del viento, según ANSI5, el área neta oblicua será:
Anob = Cob*An
Donde:Cob= 0.75 para incidencia a 60 gradosCob = 1.00 para incidencia normal
CARGAS DE VIENTO SEGUN NORMA NSR-98: Velocidad del viento (B.6.5)
Velocidad del viento básico V = 120 Km/hVelocidad de diseño ( B.6.4-2) Vs = V * S1*S2*S3
Donde:
S1= Coeficiente de topografía S1 = 1.00S2= Coeficiente de rugosidad del terreno (3) S2 = 0.99S3= Coeficiente de grado de seguridad S3 = 1.05
5 American National Standard Institute
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Presión Dinámica q = 0.000048 * vs2 * S4 [KN/m 2̂]
Donde:
S4= Coeficiente de densidad del aire S4 = 0.94Presión ejercida sobre cualquier punto de la estructura
P = Cf * qDonde:
Cf = Coeficiente de fuerza (Tabla B.6.8-7 NSR-98)
Coeficiente de solides de 0.25
Cf = 2.50 Ae= Área Frontal efectivaq = Presión dinámica = 0.4875 KN/m2
La fuerza total del viento sobre la estructura se calculara como:
F = Cf x q x Ae
Debido a que las fuerzas de viento calculadas con la metodología establecida por la Norma TIA/EIA-222-F son superiores a las calculadas mediante las ecuaciones de la Norma NSR-98, para el casode estudio se va a seguir la metodología de la norma TIA/EIA-222-F
El área neta expuesta a la acción del viento incluye la correspondiente a los elementos estructurales,elementos redundantes, platinas, cartelas y a la escalerilla de acceso o la escalerilla para guía deonda. Se asume que una escalera, apantalla la otra.
PESO PROPIO DE LA ESTRUCTURA
El peso propio de la estructura corresponde al peso de los elementos estructurales, los cuales soncalculados directamente por el software de análisis con base en el peso unitario teórico de cada unode los perfiles utilizados, multiplicados por su longitud. Para tener en cuenta el peso aportado porelementos no estructurales tales como tornillos, platinas, elementos redundantes eclipsas ycubrejuntas de unión, galvanizado, escaleras, etc., el peso de la estructura se afecta por un factor de
multiplicación del peso de 1.25
CARGAS VERTICALES
Las cargas verticales aplicadas al modelo matemático corresponden a la carga muerta, que estáconstituida por los elementos mencionados en el párrafo anterior, mas el peso aportado por lasantenas, las plataformas de trabajo, las plataformas de descanso y los accesorios que sean
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instalados en la torre. Otra carga vertical que se tiene en cuenta es la carga viva, correspondiente a3 operarios que estén trabajando simultáneamente en la estructura, con un peso por operario de 100kg, que incluye herramienta y elementos de protección.
ANALISIS ESTRUCTURAL
El análisis y evaluación de la estructura se hará para las condiciones actuales de servicio y para lascondiciones finales o proyectadas; para este último caso, se plantean análisis y calculo conmodificaciones en la estructura en caso b de ser necesario.
El análisis hiperestático de la estructura se realizará por medio del software especializado para eldiseño de torres de telecomunicaciones RISA Tower, que realiza de manera no lineal el análisis deprimer orden y segundo orden para tener en cuenta los efectos geométricos ocasionados por losdesplazamientos de la estructura. El software utiliza para sus cálculos el método de los elementosfinitos basado en la solución de ecuaciones diferenciales asociadas a la geometría de la estructura,para determinar los desplazamientos en los nudos, y las fuerzas internas para cada uno de loselementos de acuerdo con las combinaciones de carga establecidas en cada hipótesis de diseñorequerida.
Para cada una de las hipótesis analizadas, se presentan los listados de datos de entrada (Input) ydatos de salida (Output) en el siguiente orden.
DATOS DE ENTRADA
•
Listado de datos generales• Listado de la geometría de la estructura (identificación de nudos, grupos de barras, apoyos,
materiales, secciones, tornillos).•
Listado de cargas sobre los nudos de acuerdo con los sistemas de cargas.RESULTADOS PARA LAS HIPOTESIS CONSIDERADAS
• Listado de fuerzas axiales sobre cada elemento de la estructura.• Listado de reacciones en los apoyos.•
Listado de acciones y cargas admisibles críticas en los miembros típicos.•
Listado de desplazamientos de los nudos que conforman la estructura.
UNIDADES
Las unidades consideradas en los datos de entrada y salida son:
• Distancias en m, mm.•
Cargas en Kg• Desplazamientos en m.• Esfuerzos en Kgf• Acciones y reacciones en Kg
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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 = resistencia máxima a la tensiónFy = esfuerzo de fluencia del material
Perfiles ASTM A-572 GR50 Fy = 3523 Kg/cm2 Perfiles ASTM A-36 Fy = 2535 Kg/cm2 Tornillo A 394 T-0 Fu= 5415 Kg/cm2
Los esfuerzos admisibles se calcularán de la siguiente manera:
Tensión: Ft = 0.50 Fu (sobre área neta)Ft = 0.60 Fy (sobre área bruta)
Perfiles ASTM A-36 Ft = 2277 Kg/cm2 Perfiles ASTM A-572 GR50 Ft = 3168 Kg/cm2
Flexión: Fb = 0.60 Fy*1.333
Perfiles ASTM A-36 Fb = 2025 Kg/cm2 Perfiles ASTM A-572 GR50 Fb = 2879 Kg/cm2
Compresión: Fa, según EIA/TIA/AISC con los factores SF1 y SF2 SF1 Factor d seguridad entre 1.66 y 1.92SF2 Factor de seguridad igual a 23/12
La longitud efectiva y la relación de esbeltez, se calculan, de acuerdo con lo especificado en ASCE,report 52.
Cortante: Tornillo A 325 T-1 Fv = 7385 Kg/cm2 Aplastamiento: Fp = 1.20 Fu
Perfiles ASTM A-36 Fp = 3795 Kg/cm2 Perfiles ASTM A-572 GR50 Fp= 5280 Kg/cm2
Tornillo A 394 T-0 Fp = 8862 Kg/cm2
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ect: TORRE CUADRADA AUTOSOPORTADA DE 60 M
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL
nt: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
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INSTATEL COLOMBIA
Carrera 124 No 17 - 98
Bogotá - Colombia
Phone: (57-1) 547 07 90FAX: (57-1) 547 07 90
Job:ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACT
Project: TORRE CUADRADA AUTOSOPORTADA DE 60 M
Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C.
Code:
TIA/EIA-222-FDate:
12/29/10
Path:C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\InstatelEvaluaciones Estructural\05 Calatrava TCSV60 m\Risa Tower Actual\TCSV60 M Calatrava Actual.eri
60.0 m
56.0 m
52.0 m
50.0 m
45.0 m
40.0 m
35.0 m
30.0 m
25.0 m
20.0 m
14.0 m
8.0 m
5.0 m
0.0 m
REACTIONS - 120 kph WIND
TORQUE 1221 kg-m
13775 kg
SHEAR436299 kg-m
MOMENT
13778 kg
AXIAL
SHEAR: 9798 kg
UPLIFT: -47463 kg
DOWN: 55845 kg
MAX. CORNER REACTIONS AT BASE:
A 5 7 2 - 5 0
L 5 1 x 5 1 x 4 . 8
B
L 5 1 x 5 1 x 4 . 8
L 6 4 x 6 4 x 4 . 8
2 L 5 1 x 5 1 x 5
2 L 5 1 x 5 1 x 6
L 6 4 x 6 4 x 6 . 4
L 7 6 x 7 6 x 6 . 4
A 5 7 2 - 5 0
L 5 1 x 5 1 x 4 . 8
N . A .
C
2 L 5 1 x 5 1 x 6
L 5 1 x 5 1 x 4 . 8
L 6 4 x 6 4 x 4 . 8
L 6 4 x 6 4 x 6 . 4
L 7 6 x 7 6 x 6 . 4
N . A .
B
L 5 1 x 5 1 x 4 . 8
N . A .
N . A .
L 3 8 x
3 8 x 3 . 2
L 5 1 x 5 1 x 4 . 8
L 3 8 x 3 8 x 3 . 2
N . A .
L 5 1 x
5 1 x 3 . 2
L 5 1 x 5 1 x 4 . 8
L 5 1 x 5 1 x 6 . 4
N . A .
L 4 4 x 4 4 x 3 . 2
L 5 1 x 5 1 x 3 . 2
L 5 1 x 5 1 x 4 . 8
N . A .
L 5 1 x 5 1 x 3 . 2
N . A .
L 5 1 x 5 1 x 6 . 4
L 5 1 x 5 1 x 4 . 8
N . A .
L 5 1 x 5 1 x 4 . 8
2 7 6 . 0
2 6 4 . 8
3 1 8 . 6
8 2 3 . 4
7 0 3 . 8
7 0 3 . 8
7 0 4 . 7
7 6 1 . 9
8 5 3 . 2
1 2 7 3 . 7
1 6 6 3 . 0
9 7 6 . 0
1 4 4 4 . 6
0 . 6 2
1 . 9 4
2 . 4 1 7
2 . 8 9 4
3 . 4 6 7
4 . 0 4
4 . 7 6 3
1 6 @ 0 . 5
2 @ 1
1 6 @ 1 . 2 5
4 @ 2 . 5
5 @ 3
1 @ 5
L e g G r a d e
D i a g o n a l s
D i a g o n a l G r a d e
T o p G i r t s
H o r i z o n t a l s
R e d . H o r i z o n t a l s
R e d . D i a g o n a l s
R e d . H i p s
I n n e r B r a c i n g
F a c e W i d t h ( m )
5 . 9 7
# P a n e l s @ ( m )
W e i g h t ( k g )
1 0 7 6 7 . 8
ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 59 - 58 ANTENA PANEL UHF 0.48x0.983 59 - 58 ANTENA PANEL UHF 0.48x0.983 59 - 58 ANTENA PANEL UHF 0.48x0.983 58 - 57 ANTENA PANEL UHF 0.48x0.983 58 - 57 ANTENA PANEL UHF 0.48x0.983 58 - 57 ANTENA PANEL UHF 0.48x0.983 57 - 56 ANTENA PANEL UHF 0.48x0.983 57 - 56 ANTENA PANEL UHF 0.48x0.983 57 - 56 ANTENA PANEL UHF 0.48x0.983 56 - 55 ANTENA PANEL UHF 0.48x0.983 56 - 55 ANTENA PANEL UHF 0.48x0.983 56 - 55 ANTENA PANEL UHF 0.48x0.983 55 - 54 ANTENA PANEL UHF 0.48x0.983 55 - 54 ANTENA PANEL UHF 0.48x0.983 55 - 54 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 46 - 44 ANTENA PANEL FM KATHREIN 46 - 44 ANTENA PANEL FM KATHREIN 46 - 44 ANTENA PANEL FM KATHREIN 44 - 42 ANTENA PANEL FM KATHREIN 44 - 42 ANTENA PANEL FM KATHREIN 44 - 42(2) ANTENA PANEL FM KATHREIN 41.8 - 40.8(2) ANTENA PANEL FM KATHREIN 40.8 - 39.8(2) ANTENA PANEL FM KATHREIN 39.8 - 38.8(2) ANTENA PANEL FM KATHREIN 38.8 - 37.86 FT DISH 358 FT DISH 31.88 FT DISH 31.5HP10-59W 26.58 FT DISH 23.58 FT DISH 19HP6-107G 13 Andrew KP4/KP4F 8.5DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVAT ANTENA PANEL UHF 0.48x0.983 61.5
ANTENA PANEL UHF 0.48x0.983 61.5
ANTENA PANEL UHF 0.48x0.983 61.5
ANTENA PANEL UHF 0.48x0.983 61.5
ANTENA PANEL UHF 0.48x0.983 60
ANTENA PANEL UHF 0.48x0.983 60
ANTENA PANEL UHF 0.48x0.983 60
ANTENA PANEL UHF 0.48x0.983 60
ANTENA PANEL UHF 0.48x0.983 60 - 59
ANTENA PANEL UHF 0.48x0.983 60 - 59
ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 59 - 58
ANTENA PANEL UHF 0.48x0.983 59 - 58
ANTENA PANEL UHF 0.48x0.983 59 - 58
ANTENA PANEL UHF 0.48x0.983 58 - 57
ANTENA PANEL UHF 0.48x0.983 58 - 57
ANTENA PANEL UHF 0.48x0.983 58 - 57
ANTENA PANEL UHF 0.48x0.983 57 - 56
ANTENA PANEL UHF 0.48x0.983 57 - 56
ANTENA PANEL UHF 0.48x0.983 57 - 56
ANTENA PANEL UHF 0.48x0.983 56 - 55
ANTENA PANEL UHF 0.48x0.983 56 - 55
ANTENA PANEL UHF 0.48x0.983 56 - 55
ANTENA PANEL UHF 0.48x0.983 55 - 54
ANTENA PANEL UHF 0.48x0.983 55 - 54
ANTENA PANEL UHF 0.48x0.983 55 - 54
ANTENA PANEL FM KATHREIN 50 - 48
ANTENA PANEL FM KATHREIN 50 - 48
ANTENA PANEL FM KATHREIN 50 - 48
ANTENA PANEL FM KATHREIN 50 - 48
ANTENA PANEL FM KATHREIN 48 - 46
ANTENA PANEL FM KATHREIN 48 - 46
ANTENA PANEL FM KATHREIN 48 - 46
ANTENA PANEL FM KATHREIN 48 - 46
ANTENA PANEL FM KATHREIN 46 - 44
ANTENA PANEL FM KATHREIN 46 - 44
ANTENA PANEL FM KATHREIN 46 - 44 ANTENA PANEL FM KATHREIN 44 - 42
ANTENA PANEL FM KATHREIN 44 - 42
ANTENA PANEL FM KATHREIN 44 - 42
(2) ANTENA PANEL FM KATHREIN 41.8 - 40.8
(2) ANTENA PANEL FM KATHREIN 40.8 - 39.8
(2) ANTENA PANEL FM KATHREIN 39.8 - 38.8
(2) ANTENA PANEL FM KATHREIN 38.8 - 37.8
6 FT DISH 35
8 FT DISH 31.8
8 FT DISH 31.5
HP10-59W 26.5
8 FT DISH 23.5
8 FT DISH 19
HP6-107G 13
Andrew KP4/KP4F 8.5
SYMBOL LIST
MARK MARKSIZE SIZE A L102x102x6
B L51x51x6.4
C L51x51x4.8
MATERIAL STRENGTHGRADE GRADEFy FyFu Fu
A572-50 345 MPa 448 MPa
TOWER DESIGN NOTES1. Tower designed for a 120 kph basic wind in accordance with the TIA/EIA-222-F Stand2. Deflections are based upon a 60 kph wind.3. Weld together tower sections have flange connections.4. Connections use galvanized A394 bolts, nuts and locking devices. Installation per
TIA/EIA-222 and AISC Specifications.5. Tower members are "hot dipped" galvanized in accordance with ASTM A123 and AS
A153 Standards.6. Welds are fabricated with AWS E60XX/E70XX electrodes.7. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:
8. RF antennas feeders shall be 1-5/8" and installed 48 feeders per side9. MW dishes feeders shall be 1/2" and installed 8 feeders per side10. TOWER RATING: 437.2%
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RESULTADOS
ESTADO ACTUAL
ESTACION : CALATRAVA
Diciembre 28 de 2010
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CONCLUSIONES Y RESULTADOS
ESTADO DE LA ESTRUCTURA
PINTURA
La pintura de estructura de la torre se encuentra en mal estado, en la sección recta ya
esta entrando unos elementos aparentemente a corrosión, para determinar este estado es
necesario raspar la pintura existente y verificar si el oxido superpuesto sobre la estructura
se encuentra con corrosión.
Los elementos redundantes instalados desde el nivel + 0.00 hasta el nivel +14.00 se
encuentra sin la proteccion de la pintura
TORQUEO
Se realizo una inspección aleatoria a la torre y se encontró que la tornillería esta
cumpliendo con el torque solicitado en las norma.
TORNILLERIA
Se encuentra dentro de los elementos completa, la tornillería de la sección recta se
encuentra con corrosión en la cabeza y otras en la punta del bastago.
ESCALERA DE ACCESO
Se encuentra escalera de acceso pero normal cumpliendo con el minimo ancho de lanorma pero no tiene Linea de Vida.
PLATAFORMAS DE DESCANSO
Las plataformas de descanso instaladas se encuentran sin barandas de protección, dentro
de las normas estas deben llevar barandas
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LUCES DE OBSTRUCCION
Dentro del reglamentos de la aeronáutica civil, en la parte alta de la torre debe llevar Luz
de Balizaje, la Torre no tiene LUZ DE BALIZAJE.
ESTADO ACTUAL DE LA TORRE
Al realizar el análisis del cálculo estructural de la torre con las cargas actuales se llego
al siguiente resultado:
Para la velocidad de viento solicitada que es a 120 kph la estructura no esta
cumpliendo ya que unos elementos están trabajando a mas del 100%.
Para 120 kph la estructura esta trabajando a la falla de los siguientes elementos
MONTANTES
Del nivel +0.00 al nivel +5.00 m este elemento se encuentra trabajando al 139,8%
por lo tanto se debe reforzar
Del nivel +14.00 al nivel +20.00 m este elemento se encuentra trabajando al
197.6% por lo tanto se debe reforzar
Del nivel +20.00 al nivel +25.00 m este elemento se encuentra trabajando al
120,6% por lo tanto se debe reforzar
Del nivel +25.00 al nivel +30.00 m este elemento se encuentra trabajando al
139,% por lo tanto se debe reforzar
Del nivel +30.00 al nivel +35.00 m este elemento se encuentra trabajando al
115% por lo tanto se debe reforzar
DIAGONALES
Del nivel +0.00 al nivel +5.00 m estas diagonales se encuentra trabajando al
107% por lo tanto se debe reforzar
Del nivel +5.00 al nivel +8.00 m estas diagonales se encuentra trabajando al
230% por lo tanto se debe reforzar
Del nivel +20.00 al nivel +25.00 m estas diagonales se encuentra trabajando al
108% por lo tanto se debe reforzar
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Del nivel +25.00 al nivel +30.00 m estas diagonales se encuentra trabajando al
127% por lo tanto se debe reforzar
Del nivel +30.00 al nivel +35.00 m estas diagonales se encuentra trabajando al
109% por lo tanto se debe reforzar
HORIZONTALES
La horizontal que se encuentra instalada en el nivel + 8.00 m se encuentra
trabajando al 200% por lo tanto se debe reforzar
La horizontal que se encuentra instalada en el nivel + 14.00 m se encuentra
trabajando al 258% por lo tanto se debe reforzar
La horizontal que se encuentra instalada en el nivel + 20.00 m se encuentra
trabajando al 297% por lo tanto se debe reforzar
La horizontal que se encuentra instalada en el nivel + 25.00 m se encuentra
trabajando al 183% por lo tanto se debe reforzar
Los elementos como redundantes y tornillería que en la memoria se ven que están
trabajando mas del 100% estos no se deben tener en cuenta en los cálculos ya que el
elemento principal sobrepase los limites de la elongación del material estos entra a
trabajar como principales y por lo tanto también fallan.
DEFLEXION DE LA TORRE
Luego de análisis de la torre en el estado actual y teniendo en cuenta la velocidad de
viento de operación de 60 kph verificamos el desplazamiento de la torre.
Desplazamiento máximo= H/200
Dmax= 600/200
Dmax= 300 mm
De los cálculos realizamos tenemos.
El desplazamiento presentado en la velocidad de operación tenemos 206 mm
Entonces 206 < 300 OK
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CIMENTACION
Luego de realizado los cálculos de la evaluación de la cimentación esta cumple con
capacidad portante arrancamiento y vuelco.
La cimentación no tiene vigas de amarre o enlace entre pedestales y sin las vigas de
amarre la cimentación – torre genera unos momentos que dan una torcion a la
cimentación –torre.
Falta realizar esta viga de amarre, también para cumplir con la norma NSR 98 para el
sismo.
Se analizara la cimentación con las vigas de amarre en el estado reforzado que es comno
debe quedar trabajando la torre.
ANEXO SE PRESENTA:
ISOMETRICO TORRE
SILUETA HIPOTESIS 1 ESTADO ACTUAL
DEFORMADA HIPOTESIS 1 ESTADO ACTUAL
CALCULO DE PLACA BASE Y PERNOS ANCLAJE
CALCULO ESTRUCTURAL HIPOTESIS 1 ESTADO ACTUAL
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ect: TORRE CUADRADA AUTOSOPORTADA DE 60 M
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL
nt: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
8 Dead+Wind 90 deg - Service
. Disp.180.88 mm @ 60.000 m
ling 40
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Calculo: Ing. Jaime Gutierrez C:
Fecha: Diciembre 29 de 2010 ESTACION: CALATRAVA
ESTADO ACTUALESTRUCTURA: TORRE CUADRADA 60 m SECCION VARIABLE
CARGAS ACTUANTESTension Maxima T (ton) 55,845
Comprexion Maxima C (ton) -47,462
Fuerza Longitudinal en X Hx (ton) -6,119 -7,128
Fuerza Transversal en Y Hy (ton) 5,828 6,884
CALCULO DE PLACA - BASE
PLACA BASE B C t Dp m No pernos
cm. cm. cm cm cm. Bp Cp un
40 40 2,2 4,0 16,0 54 54 7,0
C
P
Dimension pedestal
cm
B m
n
t
p
Dp
Area Placa Colocada Ac 1.600 cm2
Acero A-36 Fy= 2.530 Kg /cm² Concreto. f'c= 210 Kg / cm²
Distancia n 8,0 cm
Area Requerida placa base Ar 478 cm2
Apoyo contacto pedestal Fp 99,225 Kg / cm²
Presion de Apoyo pp 29,664 kg / cm²
Esfuerzo de Flexion por Compresion Fb
Esfuerzo de Flexion Fb 1.645 Kg / cm² Acero A-36
Distancia al borde m 16 cm
Espesor Placa Base C t 1,86 cm
Esfuerzo de Flexion por Arranque Fb¨
Distancia al perno Dp 4 cm
uerza en e erno Pt 7,98 on
Momento de Flexion Mf 31,9 Ton - cm
Espesor de la Placa Base Arr t 2,20 cm
Espesor Minimo Placa Base t 2,20 cm
Lado de la placa Base B 400 mm
Espesor de la Placa Base t 22 mm OK CUMPLE
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Calculo: Ing. Jaime Gutierrez C:Fecha: Diciembre 29 de 2010
ESTACION: CALATRAVA
ESTADO ACTUALESTRUCTURA:
DISEÑO DE PERNOS DE ANCLAJE
TORRE CUADRADA 60 m SECCION VARIABLE
Diametro de los Pernos dp 0,88 plg
dp 2,22 cm
Material de los Pernos
Cantidad de Pernos 7 un
Area Total de Pernos Atp 27,16 cm²
SAE 1020 CALIBRADO
Factor de Rosca 0,85
Numero de Hilos por Pulgada hp 8
Area Efectiva de Pernos Ap 20,12 cm²
Cargas de Trabajo
Fuerza de Arranque T 55,85 ton
Fuerza de Cortante Vux -6,12 tonFuerza de Cortante Vuy 6,88 ton
Fuerza de Cortante Vu 9,21 ton
Esfuerzo de Fluencia Fy 4,20 ton/cm²
Resistencia a la Tension Ft 3,36 ton/cm²
Resistencia al Corte Fv 2,24 ton/cm²
Area Efectiva de cada Perno Ae 2,87 cm²
Area Total por Perno Ap 3,88 cm²
Area Requerida por Arranque At 10,8 cm²
Area Requerida Arranque Diseño Atm 16,3 cm²
Numero de Pernos Minimo Np 6 un
Pernos a Colocar 7 un
Diametro del Perno 22 mm
Area Neta de Pernos Anp 20,12 cm²
AREA DE PERNOS > AREA REQUERIDA OK CUMPLE
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
1 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Tower Input Data
The main tower is a 4x free standing tower with an overall height of 60.000 m above the ground line.The base of the tower is set at an elevation of 0.000 m above the ground line.
The face width of the tower is 0.620 m at the top and 5.970 m at the base.
This tower is designed using the TIA/EIA-222-F standard.The following design criteria apply:
Basic wind speed of 120 kph.
Deflections calculated using a wind speed of 60 kph.
Weld together tower sections have flange connections..
Connections use galvanized A394 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISCSpecifications..
Tower members are ''hot dipped'' galvanized in accordance with ASTM A123 and ASTM A153 Standards..
Welds are fabricated with AWS E60XX/E70XX electrodes..All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:1.
RF antennas feeders shall be 1-5/8'' and installed 48 feeders per side.
MW dishes feeders shall be 1/2'' and installed 8 feeders per side.
Tension only take-up is 1 mm.A non-linear (P-delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in tower member design is 1.333.
Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.
OptionsConsider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder
Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly RulesConsider Moments - Diagonals √ Assume Rigid Index Plate √ Calculate Redundant Bracing Forces
Use Moment Magnification √ Use Clear Spans For Wind Area Ignore Redundant Members in FEA
√ Use Code Stress Ratios √ Use Clear Spans For KL/r √ SR Leg Bolts Resist Compression
√ Use Code Safety Factors - Guys √ Retension Guys To Initial Tension √ All Leg Panels Have Same AllowableEscalate Ice Bypass Mast Stability Checks Offset Girt At Foundation
Always Use Max Kz √ Use Azimuth Dish Coefficients √ Consider Feedline Torque
Use Special Wind Profile √ Project Wind Area of Appurt. √ Include Angle Block Shear Check
√ Include Bolts In Member Capacity √ Autocalc Torque Arm Areas Poles
√ Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction
√ Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow
Use Diamond Inner Bracing (4 Sided) √ Triangulate Diamond Inner Bracing Use Top Mounted Sockets
Add IBC .6D+W Combination
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
2 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Leg CLeg D
F a c e A
Face B
Face D
Square Tower
F a c e C
Wind 0
Wind 90
W i n d
4 5
Leg A Leg B
Z
X
Tower Section Geometry
Tower
Section
Tower
Elevation
m
Assembly
Database
Description Section
Width
m
Number
of
Sections
Section
Length
m
T1 60.000-56.000 0.620 1 4.000T2 56.000-52.000 0.620 1 4.000
T3 52.000-50.000 0.620 1 2.000
T4 50.000-45.000 1.940 1 5.000
T5 45.000-40.000 1.940 1 5.000T6 40.000-35.000 1.940 1 5.000
T7 35.000-30.000 1.940 1 5.000
T8 30.000-25.000 1.940 1 5.000
T9 25.000-20.000 2.417 1 5.000T10 20.000-14.000 2.894 1 6.000
T11 14.000-8.000 3.467 1 6.000T12 8.000-5.000 4.040 1 3.000
T13 5.000-0.000 4.763 1 5.000
Tower Section Geometry (cont’d)
Tower
Section
Tower
Elevation
m
Diagonal
Spacing
m
Bracing
Type
Has
K Brace
End
Panels
Has
Horizontals
Top Girt
Offset
mm
Bottom Girt
Offset
mm
T1 60.000-56.000 0.500 K Brace Left No Yes 0 0
T2 56.000-52.000 0.500 K Brace Left No Yes 0 0T3 52.000-50.000 1.000 TX Brace No Yes 0 0
T4 50.000-45.000 1.250 Double K No Yes 0 0
T5 45.000-40.000 1.250 Double K No Yes 0 0
T6 40.000-35.000 1.250 Double K No Yes 0 0
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Page
3 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
TowerSection
Tower Elevation
m
DiagonalSpacing
m
BracingType
HasK Brace
End
Panels
Has Horizontals
Top GirtOffset
mm
Bottom GirtOffset
mm
T7 35.000-30.000 1.250 Double K No Yes 0 0T8 30.000-25.000 2.500 Double K1 No Yes 0 0
T9 25.000-20.000 2.500 Double K1 No Yes 0 0T10 20.000-14.000 3.000 Double K1 No Yes 0 0
T11 14.000-8.000 3.000 Double K1 No Yes 0 0
T12 8.000-5.000 3.000 K3 Up No Yes 0 0
T13 5.000-0.000 5.000 K2 Down No Yes 0 0
Tower Section Geometry (cont’d)
Tower
Elevation
m
Leg
Type
Leg
Size
Leg
Grade
Diagonal
Type
Diagonal
Size
Diagonal
Grade
T1 60.000-56.000 Equal Angle L76x76x6 A572-50
(345 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
T2 56.000-52.000 Equal Angle L76x76x6 A572-50(345 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T3 52.000-50.000 Equal Angle L102x102x6 A572-50
(345 MPa)
Single Angle L51x51x6.4 A572-50
(345 MPa)
T4 50.000-45.000 Equal Angle 2L76x76x6.4 A572-50(345 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T5 45.000-40.000 Equal Angle 2L76x76x6.4 A572-50
(345 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
T6 40.000-35.000 Equal Angle 2L76x76x6.4 A572-50
(345 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)T7 35.000-30.000 Equal Angle 2L76x76x6.4 A572-50
(345 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)T8 30.000-25.000 Equal Angle L102x102x6 A572-50
(345 MPa)
Single Angle L64x64x4.8 A572-50
(345 MPa)T9 25.000-20.000 Equal Angle L102x102x8 A572-50
(345 MPa)
Single Angle L64x64x4.8 A572-50
(345 MPa)T10
20.000-14.000
Equal Angle L102x102x10 A572-50
(345 MPa)
Double Angle 2L51x51x5 A572-50
(345 MPa)
T11 14.000-8.000 Equal Angle L102x102x13 A572-50
(345 MPa)
Double Angle 2L51x51x6 A572-50
(345 MPa)T12 8.000-5.000 Equal Angle L102x102x13 A572-50
(345 MPa)
Single Angle L64x64x6.4 A572-50
(345 MPa)
T13 5.000-0.000 Equal Angle L102x102x13 A572-50
(345 MPa)
Single Angle L76x76x6.4 A572-50
(345 MPa)
Tower Section Geometry (cont’d)
Tower
Elevation
m
Top Girt
Type
Top Girt
Size
Top Girt
Grade
Bottom Girt
Type
Bottom Girt
Size
Bottom Girt
Grade
T1 60.000-56.000 Single Angle L51x51x4.8 A572-50
(345 MPa)
Single Angle A570-50
(345 MPa)T3 52.000-50.000 Single Angle L51x51x4.8 A572-50
(345 MPa)
Solid Round A570-50
(345 MPa)
T4 50.000-45.000 Double Angle 2L51x51x6 A572-50
(345 MPa)
Solid Round A570-50
(345 MPa)
T5 45.000-40.000 Single Angle L51x51x4.8 A572-50 Solid Round A570-50
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Page
4 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Tower Elevation
m
Top GirtType
Top GirtSize
Top GirtGrade
Bottom GirtType
Bottom GirtSize
Bottom GirtGrade
(345 MPa) (345 MPa)
T6 40.000-35.000 Single Angle L51x51x4.8 A572-50(345 MPa)
Solid Round A572-50(345 MPa)
T7 35.000-30.000 Single Angle L51x51x4.8 A572-50(345 MPa)
Solid Round A572-50(345 MPa)
T8 30.000-25.000 Single Angle L51x51x4.8 A572-50
(345 MPa)
Solid Round A572-50
(345 MPa)
T9 25.000-20.000 Single Angle L51x51x4.8 A572-50(345 MPa)
Solid Round A572-50(345 MPa)
T10
20.000-14.000
Single Angle L51x51x4.8 A572-50
(345 MPa)
Solid Round A572-50
(345 MPa)
T11 14.000-8.000 Single Angle L64x64x4.8 A572-50(345 MPa)
Solid Round A572-50(345 MPa)
T12 8.000-5.000 Single Angle L64x64x6.4 A572-50
(345 MPa)
Solid Round A572-50
(345 MPa)
T13 5.000-0.000 Single Angle L76x76x6.4 A572-50
(345 MPa)
Solid Round A572-50
(345 MPa)
Tower Section Geometry (cont’d)
Tower
Elevation
m
No.
of
Mid
Girts
Mid Girt
Type
Mid Girt
Size
Mid Girt
Grade
Horizontal
Type
Horizontal
Size
Horizontal
Grade
T3 52.000-50.000 None Flat Bar A36
(248 MPa)
Single Angle L51x51x6.4 A572-50
(345 MPa)
T4 50.000-45.000 None Flat Bar A36
(248 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
T5 45.000-40.000 None Flat Bar A36(248 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T6 40.000-35.000 None Flat Bar A36
(248 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
T7 35.000-30.000 None Flat Bar A36(248 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T8 30.000-25.000 None Flat Bar A36(248 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T9 25.000-20.000 None Flat Bar A36
(248 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
T1020.000-14.000
None Flat Bar A36(248 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T11 14.000-8.000 None Flat Bar A36
(248 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
T12 8.000-5.000 None Flat Bar A36(248 MPa)
Single Angle L76x76x6.4 A572-50(345 MPa)
T13 5.000-0.000 None Flat Bar A36
(248 MPa)
Single Angle L76x76x6.4 A572-50
(345 MPa)
Tower Section Geometry (cont’d)
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
5 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Tower Elevation
m
Secondary Horizontal Type
Secondary HorizontalSize
Secondary Horizontal
Grade
Inner BracingType
Inner Bracing Size Inner BracingGrade
T3 52.000-50.000 Single Angle A572-50(345 MPa)
Single Angle L51x51x3.2 A572-50(345 MPa)
T4 50.000-45.000 Single Angle A572-50(345 MPa)
Single Angle L51x51x3.2 A572-50(345 MPa)
T8 30.000-25.000 Single Angle A572-50
(345 MPa)
Single Angle L51x51x6.4 A572-50
(345 MPa)
T9 25.000-20.000 Single Angle A572-50(345 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T10
20.000-14.000
Single Angle A572-50
(345 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
T11 14.000-8.000 Single Angle A572-50(345 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T13 5.000-0.000 Single Angle A572-50
(345 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
Tower Section Geometry (cont’d)
Tower
Elevation
m
Redundant
Bracing
Grade
Redundant
Type
Redundant
Size
K Factor
T8
30.000-25.000
A572-50
(345 MPa)
Horizontal (1)
Diagonal (1)
Hip (1)
Single Angle
Single Angle
Single Angle
L38x38x3.2
L51x51x3.2
L44x44x3.2
1
1
1T9
25.000-20.000
A572-50
(345 MPa)
Horizontal (1)
Diagonal (1)Hip (1)
Single Angle
Single AngleSingle Angle
L38x38x3.2
L51x51x3.2L44x44x3.2
1
11
T10
20.000-14.000
A572-50
(345 MPa)
Horizontal (1)
Diagonal (1)Hip (1)
Single Angle
Single AngleSingle Angle
L38x38x3.2
L51x51x3.2L44x44x3.2
1
11
T11
14.000-8.000
A572-50
(345 MPa)
Horizontal (1)
Diagonal (1)
Hip (1)
Single Angle
Single Angle
Single Angle
L38x38x3.2
L51x51x3.2
L51x51x3.2
1
1
1T12
8.000-5.000
A572-50
(345 MPa)
Horizontal (1)
Horizontal (2)
Horizontal (3)
Diagonal (1)
Diagonal (2)Diagonal (3)
Hip (1)
Hip (2)
Single Angle
Single Angle
Single Angle
L51x51x4.8
L51x51x4.8
L51x51x4.8
L51x51x4.8
L51x51x4.8L51x51x4.8
L51x51x4.8
L51x51x4.8
1
1
1
T13
5.000-0.000
A572-50
(345 MPa)
Horizontal (1)
Horizontal (2)
Diagonal (1)Diagonal (2)
Hip (1)
Hip (2)
Single Angle
Single Angle
Single Angle
L38x38x3.2
L44x44x3.2
L51x51x6.4L51x51x4.8
L51x51x4.8
L51x51x4.8
1
1
1
Tower Section Geometry (cont’d)
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Page
6 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Tower Elevation
m
Gusset Area
(per face)
m2
GussetThickness
mm
Gusset Grade Adjust. Factor A f
Adjust.Factor
Ar
Weight Mult. Double AngleStitch Bolt
Spacing
Diagonals
mm
Double AngleStitch Bolt
Spacing
Horizontals
mm
T1
60.000-56.000
0.018 6 A36
(248 MPa)
1 1 1.25 0 0
T2
56.000-52.000
0.018 6 A36
(248 MPa)
1 1 1.25 0 0
T3
52.000-50.000
0.018 8 A36
(248 MPa)
1 1 1.25 0 0
T4
50.000-45.000
0.018 10 A36
(248 MPa)
1 1 1.25 0 0
T5
45.000-40.000
0.018 10 A36
(248 MPa)
1 1 1.25 0 0
T6
40.000-35.000
0.018 10 A36
(248 MPa)
1 1 1.25 0 0
T7
35.000-30.000
0.021 10 A36
(248 MPa)
1 1 1.25 0 0
T830.000-25.000
0.021 10 A36(248 MPa)
1 1 1.25 0 0
T9
25.000-20.000
0.024 10 A36
(248 MPa)
1 1 1.25 0 0
T1020.000-14.000
0.024 10 A36(248 MPa)
1 1 1.25 0 0
T1114.000-8.000
0.024 10 A36(248 MPa)
1 1 1.25 0 0
T12
8.000-5.000
0.024 10 A36
(248 MPa)
1 1 1.25 0 0
T135.000-0.000
0.024 10 A36(248 MPa)
1 1 1.25 0 0
Tower Section Geometry (cont’d)
K Factors1
Tower
Elevation
m
Calc
K
Single
Angles
Calc
K
Solid
Rounds
Legs X
Brace
Diags
X
Y
K
Brace
Diags
X
Y
Single
Diags
X
Y
Girts
X
Y
Horiz.
X
Y
Sec.
Horiz.
X
Y
Inner
Brace
X
Y
T160.000-56.000
No No 1 11
11
11
11
11
11
11
T2
56.000-52.000
No No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T352.000-50.000
No No 1 11
11
11
11
11
11
11
T450.000-45.000
No No 1 11
11
11
0.51
11
11
11
T5
45.000-40.000
No No 1 1
1
1
1
1
1
0.5
1
1
1
1
1
1
1T6
40.000-35.000
No No 1 1
1
1
1
1
1
0.5
1
1
1
1
1
1
1
T7
35.000-30.000
No No 1 1
1
1
1
1
1
0.5
1
1
1
1
1
1
1
T8
30.000-25.000
No No 1 1
1
1
1
1
1
0.5
1
1
1
1
1
1
1T9
25.000-20.000
No No 1 1
1
1
1
1
1
0.5
1
1
1
1
1
1
1
T10
20.000-14.000
No No 1 1
1
1
1
1
1
0.5
1
1
1
1
1
1
1
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
7 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
K Factors1
Tower
Elevation
m
Calc
K
Single
Angles
Calc
K
Solid
Rounds
Legs X
Brace
Diags
X
Y
K
Brace
Diags
X
Y
Single
Diags
X
Y
Girts
X
Y
Horiz.
X
Y
Sec.
Horiz.
X
Y
Inner
Brace
X
Y
T1114.000-8.000
No No 0.75 11
11
11
0.51
11
11
11
T128.000-5.000
No No 1 11
11
11
0.251
11
11
11
T13
5.000-0.000
No No 1 1
1
1
1
1
1
0.25
1
1
1
1
1
1
11 Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to
the overall length.
Tower Section Geometry (cont’d)
Tower
Elevation
m
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Net Width
Deduct
mm
U Net Width
Deduct
mm
U Net Width
Deduct
mm
U Net
Width
Deduct
mm
U Net
Width
Deduct
mm
U Net
Width
Deduct
mm
U Net
Width
Deduct
mm
U
T1
60.000-56.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T2
56.000-52.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T3
52.000-50.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T4
50.000-45.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T545.000-40.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T6
40.000-35.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T7
35.000-30.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T830.000-25.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T9
25.000-20.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T1020.000-14.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T11
14.000-8.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T128.000-5.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T13
5.000-0.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
Tower Section Geometry (cont’d)
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
8 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Tower Elevation
m
LegConnection
Type
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No.
T1
60.000-56.000
Sleeve DS 16
A325N
8 16
A325N
2 16
A325N
2 16
A307
1 16
A325N
0 13
A307
1 16
A307
1
T2
56.000-52.000
Sleeve DS 16
A325N
8 16
A325N
2 16
A325N
2 16
A307
1 16
A325N
0 13
A307
1 16
A307
1
T3
52.000-50.000
Sleeve DS 16
A325N
10 16
A325N
2 16
A325N
2 16
A307
1 16
A325N
0 16
A325N
2 16
A307
1
T4
50.000-45.000
Sleeve DS 16
A325N
8 16
A325N
2 16
A325N
2 16
A307
2 16
A325N
0 16
A307
2 16
A307
2
T5
45.000-40.000
Sleeve DS 16
A325N
8 16
A325N
2 16
A325N
2 16
A307
2 16
A325N
0 16
A307
2 16
A307
2
T6
40.000-35.000
Sleeve DS 16
A325N
12 16
A325N
2 16
A325N
2 16
A307
2 16
A325N
0 16
A307
2 16
A307
2
T735.000-30.000
Sleeve DS 16A325N
12 16A325N
2 16A325N
2 16A307
2 16A325N
0 16A307
2 16A307
2
T8
30.000-25.000
Sleeve DS 16
A325N
12 16
A325N
3 16
A325N
2 16
A307
2 16
A325N
0 16
A307
2 16
A307
2
T925.000-20.000
Sleeve DS 16A325N
12 16A325N
2 16A325N
2 16A307
2 16A325N
0 16A307
2 16A307
2
T1020.000-14.000
Sleeve DS 16A325N
16 16A325N
2 16A325N
2 16A307
2 16A325N
0 16A307
2 16A307
2
T1114.000-8.000
Sleeve DS 16A325N
16 16A325N
2 16A325N
2 16A307
2 16A325N
0 16A307
2 16A307
2
T128.000-5.000
Sleeve DS 16A325N
16 16A325N
2 16A325N
2 16A307
2 16A325N
0 16A307
2 16A307
2
T13
5.000-0.000
Sleeve DS 16
A325N
16 16
A325N
2 16
A325N
2 16
A307
2 16
A325N
0 16
A307
2 16
A307
2
Discrete Tower Loads
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
m
m
m
Azimuth
Adjustment
°
Placement
m
C A A A
Front
m2
C A A A
Side
m2
Weight
kg
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.000
0.000
0.0000 61.500 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF0.48x0.983
B From Face 0.0000.000
0.000
0.0000 61.500 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
C From Face 0.000
0.0000.000
0.0000 61.500 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
D From Face 0.000
0.000
0.000
0.0000 61.500 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.0000.000
0.0000 60.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
B From Face 0.000
0.000
0.000
0.0000 60.000 No Ice 0.665 0.363 10.00
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
9 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Description Faceor
Leg
OffsetType
Offsets: Horz
Lateral
Vert
m
m
m
Azimuth Adjustment
°
Placement
m
C A A A Front
m2
C A A A Side
m2
Weight
kg
ANTENA PANEL UHF
0.48x0.983
C From Face 0.000
0.000
0.000
0.0000 60.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF0.48x0.983
D From Face 0.0000.000
0.000
0.0000 60.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.0000.000
0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
B From Face 0.000
0.000
0.000
0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF0.48x0.983
D From Face 0.0000.000
0.000
0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.0000.000
0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF0.48x0.983
B From Face 0.0000.000
0.000
0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
D From Face 0.000
0.0000.000
0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.000
0.000
0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF0.48x0.983
B From Face 0.0000.000
0.000
0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
D From Face 0.000
0.0000.000
0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.000
0.000
0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
B From Face 0.000
0.000
0.000
0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
D From Face 0.000
0.000
0.000
0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.0000.000
0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
B From Face 0.000
0.0000.000
0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
D From Face 0.000
0.000
0.000
0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.000
0.000
0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
B From Face 0.000
0.0000.000
0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00
7/18/2019 Evaluacion Estructura Torre Calatrava
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
10 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Description Faceor
Leg
OffsetType
Offsets: Horz
Lateral
Vert
m
m
m
Azimuth Adjustment
°
Placement
m
C A A A Front
m2
C A A A Side
m2
Weight
kg
ANTENA PANEL UHF
0.48x0.983
D From Face 0.000
0.000
0.000
0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00
ANTENA PANEL FMKATHREIN
A From Face 0.0000.000
0.000
0.0000 50.000 - 48.000 No Ice 0.063 0.063 86.00
ANTENA PANEL FM
KATHREIN
A From Face 0.000
0.0000.000
0.0000 48.000 - 46.000 No Ice 0.063 0.063 86.00
ANTENA PANEL FM
KATHREIN
A From Face 0.000
0.000
0.000
0.0000 46.000 - 44.000 No Ice 0.063 0.063 86.00
ANTENA PANEL FMKATHREIN
A From Face 0.0000.000
0.000
0.0000 44.000 - 42.000 No Ice 0.063 0.063 86.00
ANTENA PANEL FM
KATHREIN
B From Face 0.000
0.0000.000
0.0000 50.000 - 48.000 No Ice 0.063 0.063 86.00
ANTENA PANEL FMKATHREIN
B From Face 0.0000.000
0.000
0.0000 48.000 - 46.000 No Ice 0.063 0.063 86.00
ANTENA PANEL FM
KATHREIN
C From Face 0.000
0.0000.000
0.0000 50.000 - 48.000 No Ice 0.063 0.063 86.00
ANTENA PANEL FM
KATHREIN
C From Face 0.000
0.000
0.000
0.0000 48.000 - 46.000 No Ice 0.063 0.063 86.00
ANTENA PANEL FMKATHREIN
C From Face 0.0000.000
0.000
0.0000 46.000 - 44.000 No Ice 0.063 0.063 86.00
ANTENA PANEL FM
KATHREIN
C From Face 0.000
0.0000.000
0.0000 44.000 - 42.000 No Ice 0.063 0.063 86.00
ANTENA PANEL FM
KATHREIN
D From Face 0.000
0.000
0.000
0.0000 50.000 - 48.000 No Ice 0.063 0.063 86.00
ANTENA PANEL FM
KATHREIN
D From Face 0.000
0.000
0.000
0.0000 48.000 - 46.000 No Ice 0.063 0.063 86.00
ANTENA PANEL FM
KATHREIN
D From Face 0.000
0.000
0.000
0.0000 46.000 - 44.000 No Ice 0.063 0.063 86.00
ANTENA PANEL FM
KATHREIN
D From Face 0.000
0.0000.000
0.0000 44.000 - 42.000 No Ice 0.063 0.063 86.00
(2) ANTENA PANEL FM
KATHREIN
A From Face 0.000
0.0000.000
0.0000 41.800 - 40.800 No Ice 0.063 0.063 86.00
(2) ANTENA PANEL FM
KATHREIN
A From Face 0.000
0.000
0.000
0.0000 40.800 - 39.800 No Ice 0.063 0.063 86.00
(2) ANTENA PANEL FM
KATHREIN
A From Face 0.000
0.000
0.000
0.0000 39.800 - 38.800 No Ice 0.063 0.063 86.00
(2) ANTENA PANEL FM
KATHREIN
A From Face 0.000
0.0000.000
0.0000 38.800 - 37.800 No Ice 0.063 0.063 86.00
7/18/2019 Evaluacion Estructura Torre Calatrava
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
11 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Dishes
Description Face
or
Leg
Dish
Type
Offset
Type
Offsets:
Horz
Lateral
Vert
m
Azimuth
Adjustment
°
3 dB
Beam
Width
°
Elevation
m
Outside
Diameter
m
Aperture
Area
m2
Weight
kg
6 FT DISH D Paraboloid w/o
Radome
From
Face
0.000
0.000
0.000
0.0000 35.000 1.829 No Ice 2.626 64.86
8 FT DISH D Paraboloid w/oRadome
FromFace
0.0000.0000.000
0.0000 31.800 2.438 No Ice 4.673 113.85
8 FT DISH D Paraboloid w/o
Radome
From
Leg
0.000
0.000
0.000
0.0000 31.500 2.438 No Ice 4.673 113.85
HP10-59W A Paraboloid
w/Shroud (HP)
From
Face
0.000
0.0000.000
0.0000 26.500 3.048 No Ice 7.293 182.34
8 FT DISH A Paraboloid w/o
Radome
From
Face
0.000
0.000
0.000
0.0000 23.500 2.438 No Ice 4.673 113.85
8 FT DISH A Paraboloid w/o
Radome
From
Leg
0.000
0.000
0.000
0.0000 19.000 2.438 No Ice 4.673 113.85
HP6-107G C Paraboloid
w/Shroud (HP)
From
Leg
0.000
0.000
0.000
0.0000 13.000 1.829 No Ice 2.626 64.86
Andrew KP4/KP4F B Grid From
Face
0.000
0.000
0.000
0.0000 8.500 1.219 No Ice 1.171 90.72
Tower Pressures - No Ice
G H = 1.115
Section
Elevation
m
z
m
K Z q z
MPa
AG
m2
F
a
c
e
AF
m2
A R
m2
Aleg
m2
Leg
%
C A A A
In
Face
m2
C A A A
Out
Face
m2
T160.000-56.000
58.000 1.65 0.00 2.653 AB
C
D
0.9390.939
0.939
0.939
0.0000.000
0.000
0.000
0.610 64.9164.91
64.91
64.91
0.0000.000
0.000
0.000
0.0000.000
0.000
0.000
T256.000-52.000
54.000 1.616 0.00 2.653 AB
C
D
0.9120.912
0.912
0.912
0.0000.000
0.000
0.000
0.610 66.8866.88
66.88
66.88
0.0000.000
0.000
0.000
0.0000.000
0.000
0.000
T3
52.000-50.000
51.000 1.59 0.00 2.678 A
BC
D
0.869
0.8690.869
0.869
0.000
0.0000.000
0.000
0.448 51.63
51.6351.63
51.63
0.000
0.0000.000
0.000
0.000
0.0000.000
0.000
T4
50.000-45.000
47.500 1.558 0.00 9.912 A
B
1.676
1.676
0.000
0.000
0.760 45.33
45.33
0.000
0.000
0.000
0.000
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
12 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section Elevation
m
z
m
K Z q z
MPa
AG
m2
F a
c
e
AF
m2
A R
m2
Aleg
m2
Leg%
C A A A In
Face
m2
C A A A Out
Face
m2
CD
1.6761.676
0.0000.000
45.3345.33
0.0000.000
0.0000.000
T545.000-40.000
42.500 1.509 0.00 9.912 AB
C
D
1.6801.680
1.680
1.680
0.0000.000
0.000
0.000
0.760 45.2445.24
45.24
45.24
0.0000.000
0.000
0.000
0.0000.000
0.000
0.000
T640.000-35.000
37.500 1.456 0.00 9.912 AB
C
D
1.6801.680
1.680
1.680
0.0000.000
0.000
0.000
0.760 45.2445.24
45.24
45.24
0.0000.000
0.000
0.000
0.0000.000
0.000
0.000
T735.000-30.000
32.500 1.398 0.00 9.912 AB
C
D
1.6831.683
1.683
1.683
0.0000.000
0.000
0.000
0.760 45.1645.16
45.16
45.16
0.0000.000
0.000
0.000
0.0000.000
0.000
0.000
T8
30.000-25.000
27.500 1.333 0.00 11.173 A
BC
D
2.301
2.3012.301
2.301
0.000
0.0000.000
0.000
1.018 44.26
44.2644.26
44.26
0.000
0.0000.000
0.000
0.000
0.0000.000
0.000
T9
25.000-20.000
22.500 1.259 0.00 13.563 A
BC
D
2.425
2.4252.425
2.425
0.000
0.0000.000
0.000
1.018 41.99
41.9941.99
41.99
0.000
0.0000.000
0.000
0.000
0.0000.000
0.000T10
20.000-14.000
17.000 1.162 0.00 19.428 A
B
C
D
2.750
2.750
2.750
2.750
0.000
0.000
0.000
0.000
1.222 44.44
44.44
44.44
44.44
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000T11
14.000-8.000
11.000 1.026 0.00 22.880 A
B
C
D
2.956
2.956
2.956
2.956
0.000
0.000
0.000
0.000
1.222 41.33
41.33
41.33
41.33
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000T12
8.000-5.0006.500 1 0.00 13.385 A
B
C
D
2.2602.260
2.260
2.260
0.0000.000
0.000
0.000
0.618 27.3727.37
27.37
27.37
0.0000.000
0.000
0.000
0.0000.000
0.000
0.000
T135.000-0.000
2.500 1 0.00 27.134 AB
C
D
3.0313.031
3.031
3.031
0.0000.000
0.000
0.000
1.031 34.0134.01
34.01
34.01
0.0000.000
0.000
0.000
0.0000.000
0.000
0.000
Tower Pressure - Service
G H = 1.115
Section
Elevation
m
z
m
K Z q z
MPa
AG
m2
F
a
c
e
AF
m2
A R
m2
Aleg
m2
Leg
%
C A A A
In
Face
m2
C A A A
Out
Face
m2
T1
60.000-56.000
58.000 1.65 0.00 2.653 A
BC
D
0.939
0.9390.939
0.939
0.000
0.0000.000
0.000
0.610 64.91
64.9164.91
64.91
0.000
0.0000.000
0.000
0.000
0.0000.000
0.000
T2
56.000-52.000
54.000 1.616 0.00 2.653 A
BC
D
0.912
0.9120.912
0.912
0.000
0.0000.000
0.000
0.610 66.88
66.8866.88
66.88
0.000
0.0000.000
0.000
0.000
0.0000.000
0.000
T3 51.000 1.59 0.00 2.678 A 0.869 0.000 0.448 51.63 0.000 0.000
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
13 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section Elevation
m
z
m
K Z q z
MPa
AG
m2
F a
c
e
AF
m2
A R
m2
Aleg
m2
Leg%
C A A A In
Face
m2
C A A A Out
Face
m2
52.000-50.000 BC
D
0.8690.869
0.869
0.0000.000
0.000
51.6351.63
51.63
0.0000.000
0.000
0.0000.000
0.000T4
50.000-45.000
47.500 1.558 0.00 9.912 A
B
C
D
1.676
1.676
1.676
1.676
0.000
0.000
0.000
0.000
0.760 45.33
45.33
45.33
45.33
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000T5
45.000-40.000
42.500 1.509 0.00 9.912 A
B
C
D
1.680
1.680
1.680
1.680
0.000
0.000
0.000
0.000
0.760 45.24
45.24
45.24
45.24
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000T6
40.000-35.000
37.500 1.456 0.00 9.912 A
B
C
D
1.680
1.680
1.680
1.680
0.000
0.000
0.000
0.000
0.760 45.24
45.24
45.24
45.24
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
T735.000-30.000
32.500 1.398 0.00 9.912 AB
C
D
1.6831.683
1.683
1.683
0.0000.000
0.000
0.000
0.760 45.1645.16
45.16
45.16
0.0000.000
0.000
0.000
0.0000.000
0.000
0.000
T830.000-25.000
27.500 1.333 0.00 11.173 AB
CD
2.3012.301
2.3012.301
0.0000.000
0.0000.000
1.018 44.2644.26
44.2644.26
0.0000.000
0.0000.000
0.0000.000
0.0000.000
T9
25.000-20.000
22.500 1.259 0.00 13.563 A
B
CD
2.425
2.425
2.4252.425
0.000
0.000
0.0000.000
1.018 41.99
41.99
41.9941.99
0.000
0.000
0.0000.000
0.000
0.000
0.0000.000
T10
20.000-14.000
17.000 1.162 0.00 19.428 A
B
CD
2.750
2.750
2.7502.750
0.000
0.000
0.0000.000
1.222 44.44
44.44
44.4444.44
0.000
0.000
0.0000.000
0.000
0.000
0.0000.000
T11
14.000-8.000
11.000 1.026 0.00 22.880 A
B
C
D
2.956
2.956
2.956
2.956
0.000
0.000
0.000
0.000
1.222 41.33
41.33
41.33
41.33
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000T12
8.000-5.000
6.500 1 0.00 13.385 A
B
C
D
2.260
2.260
2.260
2.260
0.000
0.000
0.000
0.000
0.618 27.37
27.37
27.37
27.37
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000T13
5.000-0.000
2.500 1 0.00 27.134 A
BC
D
3.031
3.0313.031
3.031
0.000
0.0000.000
0.000
1.031 34.01
34.0134.01
34.01
0.000
0.0000.000
0.000
0.000
0.0000.000
0.000
Tower Forces - No Ice - Wind Normal To Face
Section
Elevation
m
Add
Weight
kg
Self
Weight
kg
F
a
c
e
e C F R R DF D R A E
m2
F
kg
w
kglm
Ctrl.
Face
T1
60.000-56.000
3.62 272.42 A
B
C
D
0.354
0.354
0.354
0.354
2.413
2.413
2.413
2.413
0.634
0.634
0.634
0.634
1
1
1
1
1
1
1
1
0.939
0.939
0.939
0.939
289.60 72.40 D
T2
56.000-52.000
3.62 261.19 A
B
C
0.344
0.344
0.344
2.445
2.445
2.445
0.63
0.63
0.63
1
1
1
1
1
1
0.912
0.912
0.912
279.10 69.77 D
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
14 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section Elevation
m
AddWeight
kg
SelfWeight
kg
Fa
c
e
e C F R R DF D R A E
m2
F
kg
w
kglm
Ctrl.Face
D 0.344 2.445 0.63 1 1 0.912T3
52.000-50.000
4.46 314.16 A
BC
D
0.324
0.3240.324
0.324
2.507
2.5072.507
2.507
0.624
0.6240.624
0.624
1
11
1
1
11
1
0.869
0.8690.869
0.869
268.32 134.16 D
T4
50.000-45.000
5.37 818.07 A
BC
D
0.169
0.1690.169
0.169
3.117
3.1173.117
3.117
0.585
0.5850.585
0.585
1
11
1
1
11
1
1.676
1.6761.676
1.676
630.75 126.15 D
T5
45.000-40.000
5.37 698.48 A
BC
D
0.169
0.1690.169
0.169
3.115
3.1153.115
3.115
0.585
0.5850.585
0.585
1
11
1
1
11
1
1.680
1.6801.680
1.680
611.96 122.39 D
T6
40.000-35.000
5.37 698.48 A
B
CD
0.169
0.169
0.1690.169
3.115
3.115
3.1153.115
0.585
0.585
0.5850.585
1
1
11
1
1
11
1.680
1.680
1.6801.680
590.46 118.09 D
T7
35.000-30.000
6.26 698.48 A
B
CD
0.17
0.17
0.170.17
3.114
3.114
3.1143.114
0.585
0.585
0.5850.585
1
1
11
1
1
11
1.683
1.683
1.6831.683
567.57 113.51 D
T830.000-25.000
6.26 755.66 AB
C
D
0.2060.206
0.206
0.206
2.9552.955
2.955
2.955
0.5920.592
0.592
0.592
11
1
1
11
1
1
2.3012.301
2.301
2.301
702.01 140.40 D
T925.000-20.000
7.16 846.07 AB
C
D
0.1790.179
0.179
0.179
3.0733.073
3.073
3.073
0.5860.586
0.586
0.586
11
1
1
11
1
1
2.4252.425
2.425
2.425
726.70 145.34 D
T1020.000-14.000
7.16 1266.51 ABC
D
0.1420.1420.142
0.142
3.2453.2453.245
3.245
0.580.580.58
0.58
111
1
111
1
2.7502.7502.750
2.750
803.22 133.87 D
T11
14.000-8.000
7.16 1655.88 A
BC
D
0.129
0.1290.129
0.129
3.304
3.3043.304
3.304
0.579
0.5790.579
0.579
1
11
1
1
11
1
2.956
2.9562.956
2.956
776.48 129.41 D
T12
8.000-5.000
7.16 968.81 A
BC
D
0.169
0.1690.169
0.169
3.118
3.1183.118
3.118
0.585
0.5850.585
0.585
1
11
1
1
11
1
2.260
2.2602.260
2.260
545.85 181.95 D
T13
5.000-0.000
7.16 1437.44 A
B
C
D
0.112
0.112
0.112
0.112
3.391
3.391
3.391
3.391
0.576
0.576
0.576
0.576
1
1
1
1
1
1
1
1
3.031
3.031
3.031
3.031
796.27 159.25 D
Sum Weight: 76.12 10767.77 OTM 205500
kg-m
7588.30
Tower Forces - No Ice - Wind 45 To Face
Section
Elevation
m
Add
Weight
kg
Self
Weight
kg
F
a
c
e
e C F R R DF D R A E
m2
F
kg
w
kglm
Ctrl.
Face
T1
60.000-56.000
3.62 272.42 A
B
0.354
0.354
2.413
2.413
0.634
0.634
1.2
1.2
1.2
1.2
1.127
1.127
347.52 86.88 D
7/18/2019 Evaluacion Estructura Torre Calatrava
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
15 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section Elevation
m
AddWeight
kg
SelfWeight
kg
Fa
c
e
e C F R R DF D R A E
m2
F
kg
w
kglm
Ctrl.Face
CD
0.3540.354
2.4132.413
0.6340.634
1.21.2
1.21.2
1.1271.127
T256.000-52.000
3.62 261.19 AB
C
D
0.3440.344
0.344
0.344
2.4452.445
2.445
2.445
0.630.63
0.63
0.63
1.21.2
1.2
1.2
1.21.2
1.2
1.2
1.0941.094
1.094
1.094
334.91 83.73 D
T352.000-50.000
4.46 314.16 AB
C
D
0.3240.324
0.324
0.324
2.5072.507
2.507
2.507
0.6240.624
0.624
0.624
1.21.2
1.2
1.2
1.21.2
1.2
1.2
1.0421.042
1.042
1.042
321.99 160.99 D
T450.000-45.000
5.37 818.07 AB
C
D
0.1690.169
0.169
0.169
3.1173.117
3.117
3.117
0.5850.585
0.585
0.585
1.1271.127
1.127
1.127
1.1271.127
1.127
1.127
1.8891.889
1.889
1.889
710.76 142.15 D
T5
45.000-40.000
5.37 698.48 A
BC
D
0.169
0.1690.169
0.169
3.115
3.1153.115
3.115
0.585
0.5850.585
0.585
1.127
1.1271.127
1.127
1.127
1.1271.127
1.127
1.893
1.8931.893
1.893
689.75 137.95 D
T6
40.000-35.000
5.37 698.48 A
BC
D
0.169
0.1690.169
0.169
3.115
3.1153.115
3.115
0.585
0.5850.585
0.585
1.127
1.1271.127
1.127
1.127
1.1271.127
1.127
1.893
1.8931.893
1.893
665.52 133.10 D
T7
35.000-30.000
6.26 698.48 A
B
C
D
0.17
0.17
0.17
0.17
3.114
3.114
3.114
3.114
0.585
0.585
0.585
0.585
1.127
1.127
1.127
1.127
1.127
1.127
1.127
1.127
1.897
1.897
1.897
1.897
639.84 127.97 D
T8
30.000-25.000
6.26 755.66 A
B
C
D
0.206
0.206
0.206
0.206
2.955
2.955
2.955
2.955
0.592
0.592
0.592
0.592
1.154
1.154
1.154
1.154
1.154
1.154
1.154
1.154
2.656
2.656
2.656
2.656
810.42 162.08 D
T925.000-20.000
7.16 846.07 AB
C
D
0.1790.179
0.179
0.179
3.0733.073
3.073
3.073
0.5860.586
0.586
0.586
1.1341.134
1.134
1.134
1.1341.134
1.134
1.134
2.7502.750
2.750
2.750
824.15 164.83 D
T1020.000-14.000
7.16 1266.51 AB
C
D
0.1420.142
0.142
0.142
3.2453.245
3.245
3.245
0.580.58
0.58
0.58
1.1061.106
1.106
1.106
1.1061.106
1.106
1.106
3.0423.042
3.042
3.042
888.49 148.08 D
T1114.000-8.000
7.16 1655.88 AB
CD
0.1290.129
0.1290.129
3.3043.304
3.3043.304
0.5790.579
0.5790.579
1.0971.097
1.0971.097
1.0971.097
1.0971.097
3.2433.243
3.2433.243
851.73 141.96 D
T12
8.000-5.000
7.16 968.81 A
B
CD
0.169
0.169
0.1690.169
3.118
3.118
3.1183.118
0.585
0.585
0.5850.585
1.127
1.127
1.1271.127
1.127
1.127
1.1271.127
2.546
2.546
2.5462.546
614.96 204.99 D
T135.000-0.000
7.16 1437.44 AB
C
D
0.1120.112
0.112
0.112
3.3913.391
3.391
3.391
0.5760.576
0.576
0.576
1.0841.084
1.084
1.084
1.0841.084
1.084
1.084
3.2853.285
3.285
3.285
862.98 172.60 D
Sum Weight: 76.12 10767.77 OTM 234948
kg-m
8563.02
Tower Forces - Service - Wind Normal To Face
7/18/2019 Evaluacion Estructura Torre Calatrava
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
16 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section Elevation
m
AddWeight
kg
SelfWeight
kg
Fa
c
e
e C F R R DF D R A E
m2
F
kg
w
kglm
Ctrl.Face
T160.000-56.000
3.62 272.42 AB
CD
0.3540.354
0.3540.354
2.4132.413
2.4132.413
0.6340.634
0.6340.634
11
11
11
11
0.9390.939
0.9390.939
72.40 18.10 D
T2
56.000-52.000
3.62 261.19 A
B
CD
0.344
0.344
0.3440.344
2.445
2.445
2.4452.445
0.63
0.63
0.630.63
1
1
11
1
1
11
0.912
0.912
0.9120.912
69.77 17.44 D
T3
52.000-50.000
4.46 314.16 A
B
CD
0.324
0.324
0.3240.324
2.507
2.507
2.5072.507
0.624
0.624
0.6240.624
1
1
11
1
1
11
0.869
0.869
0.8690.869
67.08 33.54 D
T4
50.000-45.000
5.37 818.07 A
B
C
D
0.169
0.169
0.169
0.169
3.117
3.117
3.117
3.117
0.585
0.585
0.585
0.585
1
1
1
1
1
1
1
1
1.676
1.676
1.676
1.676
157.69 31.54 D
T5
45.000-40.000
5.37 698.48 A
B
C
D
0.169
0.169
0.169
0.169
3.115
3.115
3.115
3.115
0.585
0.585
0.585
0.585
1
1
1
1
1
1
1
1
1.680
1.680
1.680
1.680
152.99 30.60 D
T6
40.000-35.000
5.37 698.48 A
BC
D
0.169
0.1690.169
0.169
3.115
3.1153.115
3.115
0.585
0.5850.585
0.585
1
11
1
1
11
1
1.680
1.6801.680
1.680
147.62 29.52 D
T7
35.000-30.000
6.26 698.48 A
BC
D
0.17
0.170.17
0.17
3.114
3.1143.114
3.114
0.585
0.5850.585
0.585
1
11
1
1
11
1
1.683
1.6831.683
1.683
141.89 28.38 D
T8
30.000-25.000
6.26 755.66 A
BCD
0.206
0.2060.2060.206
2.955
2.9552.9552.955
0.592
0.5920.5920.592
1
111
1
111
2.301
2.3012.3012.301
175.50 35.10 D
T9
25.000-20.000
7.16 846.07 A
B
CD
0.179
0.179
0.1790.179
3.073
3.073
3.0733.073
0.586
0.586
0.5860.586
1
1
11
1
1
11
2.425
2.425
2.4252.425
181.67 36.33 D
T10
20.000-14.000
7.16 1266.51 A
B
CD
0.142
0.142
0.1420.142
3.245
3.245
3.2453.245
0.58
0.58
0.580.58
1
1
11
1
1
11
2.750
2.750
2.7502.750
200.81 33.47 D
T1114.000-8.000
7.16 1655.88 AB
C
D
0.1290.129
0.129
0.129
3.3043.304
3.304
3.304
0.5790.579
0.579
0.579
11
1
1
11
1
1
2.9562.956
2.956
2.956
194.12 32.35 D
T128.000-5.000
7.16 968.81 AB
CD
0.1690.169
0.1690.169
3.1183.118
3.1183.118
0.5850.585
0.5850.585
11
11
11
11
2.2602.260
2.2602.260
136.46 45.49 D
T13
5.000-0.000
7.16 1437.44 A
BC
D
0.112
0.1120.112
0.112
3.391
3.3913.391
3.391
0.576
0.5760.576
0.576
1
11
1
1
11
1
3.031
3.0313.031
3.031
199.07 39.81 D
Sum Weight: 76.12 10767.77 OTM 51375
kg-m
1897.07
Tower Forces - Service - Wind 45 To Face
7/18/2019 Evaluacion Estructura Torre Calatrava
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
17 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section
Elevation
m
Add
Weight
kg
Self
Weight
kg
F
a
c
e
e C F R R DF D R A E
m2
F
kg
w
kglm
Ctrl.
Face
T1
60.000-56.000
3.62 272.42 A
BC
D
0.354
0.3540.354
0.354
2.413
2.4132.413
2.413
0.634
0.6340.634
0.634
1.2
1.21.2
1.2
1.2
1.21.2
1.2
1.127
1.1271.127
1.127
86.88 21.72 D
T2
56.000-52.000
3.62 261.19 A
BC
D
0.344
0.3440.344
0.344
2.445
2.4452.445
2.445
0.63
0.630.63
0.63
1.2
1.21.2
1.2
1.2
1.21.2
1.2
1.094
1.0941.094
1.094
83.73 20.93 D
T3
52.000-50.000
4.46 314.16 A
BC
D
0.324
0.3240.324
0.324
2.507
2.5072.507
2.507
0.624
0.6240.624
0.624
1.2
1.21.2
1.2
1.2
1.21.2
1.2
1.042
1.0421.042
1.042
80.50 40.25 D
T4
50.000-45.000
5.37 818.07 A
B
CD
0.169
0.169
0.1690.169
3.117
3.117
3.1173.117
0.585
0.585
0.5850.585
1.127
1.127
1.1271.127
1.127
1.127
1.1271.127
1.889
1.889
1.8891.889
177.69 35.54 D
T5
45.000-40.000
5.37 698.48 A
B
CD
0.169
0.169
0.1690.169
3.115
3.115
3.1153.115
0.585
0.585
0.5850.585
1.127
1.127
1.1271.127
1.127
1.127
1.1271.127
1.893
1.893
1.8931.893
172.44 34.49 D
T640.000-35.000
5.37 698.48 AB
C
D
0.1690.169
0.169
0.169
3.1153.115
3.115
3.115
0.5850.585
0.585
0.585
1.1271.127
1.127
1.127
1.1271.127
1.127
1.127
1.8931.893
1.893
1.893
166.38 33.28 D
T735.000-30.000
6.26 698.48 AB
C
D
0.170.17
0.17
0.17
3.1143.114
3.114
3.114
0.5850.585
0.585
0.585
1.1271.127
1.127
1.127
1.1271.127
1.127
1.127
1.8971.897
1.897
1.897
159.96 31.99 D
T830.000-25.000
6.26 755.66 ABC
D
0.2060.2060.206
0.206
2.9552.9552.955
2.955
0.5920.5920.592
0.592
1.1541.1541.154
1.154
1.1541.1541.154
1.154
2.6562.6562.656
2.656
202.61 40.52 D
T9
25.000-20.000
7.16 846.07 A
BC
D
0.179
0.1790.179
0.179
3.073
3.0733.073
3.073
0.586
0.5860.586
0.586
1.134
1.1341.134
1.134
1.134
1.1341.134
1.134
2.750
2.7502.750
2.750
206.04 41.21 D
T10
20.000-14.000
7.16 1266.51 A
BC
D
0.142
0.1420.142
0.142
3.245
3.2453.245
3.245
0.58
0.580.58
0.58
1.106
1.1061.106
1.106
1.106
1.1061.106
1.106
3.042
3.0423.042
3.042
222.12 37.02 D
T11
14.000-8.000
7.16 1655.88 A
B
C
D
0.129
0.129
0.129
0.129
3.304
3.304
3.304
3.304
0.579
0.579
0.579
0.579
1.097
1.097
1.097
1.097
1.097
1.097
1.097
1.097
3.243
3.243
3.243
3.243
212.93 35.49 D
T12
8.000-5.000
7.16 968.81 A
BC
D
0.169
0.1690.169
0.169
3.118
3.1183.118
3.118
0.585
0.5850.585
0.585
1.127
1.1271.127
1.127
1.127
1.1271.127
1.127
2.546
2.5462.546
2.546
153.74 51.25 D
T135.000-0.000
7.16 1437.44 AB
C
D
0.1120.112
0.112
0.112
3.3913.391
3.391
3.391
0.5760.576
0.576
0.576
1.0841.084
1.084
1.084
1.0841.084
1.084
1.084
3.2853.285
3.285
3.285
215.75 43.15 D
Sum Weight: 76.12 10767.77 OTM 58737kg-m
2140.75
7/18/2019 Evaluacion Estructura Torre Calatrava
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18 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Force Totals
Load
Case Vertical
Forces
kg
Sum of
Forces
X
kg
Sum of
Forces
Z
kg
Sum of
Overturning
Moments, M xkg-m
Sum of
Overturning
Moments, M zkg-m
Sum of Torques
kg-m
Leg Weight 4183.67
Bracing Weight 6507.97
Total Member Self-Weight 10691.65 215 1204Gusset Weight 76.12
Total Weight 13777.97 215 1204
Wind 0 deg - No Ice 325.61 -12600.67 -402942 -12122 -1205
Wind 45 deg - No Ice 9712.67 -9767.65 -315661 -297744 -350Wind 90 deg - No Ice 12588.74 26.06 -6699 -386222 395
Wind 180 deg - No Ice 472.10 12130.22 386117 -6264 1121
Total Weight 13777.97 215 1204
Wind 0 deg - Service 81.40 -3150.17 -100574 -2128 -301Wind 45 deg - Service 2428.17 -2441.91 -78754 -73533 -87
Wind 90 deg - Service 3147.18 6.51 -1513 -95652 99Wind 180 deg - Service 118.02 3032.55 96690 -663 280
Load Combinations
Comb.
No.
Description
1 Dead Only
2 Dead+Wind 0 deg - No Ice
3 Dead+Wind 45 deg - No Ice
4 Dead+Wind 90 deg - No Ice5 Dead+Wind 180 deg - No Ice
6 Dead+Wind 0 deg - Service7 Dead+Wind 45 deg - Service
8 Dead+Wind 90 deg - Service
9 Dead+Wind 180 deg - Service
Maximum Member Forces
Section
No.
Elevation
m
Component
Type
Condition Gov.
Load
Comb.
Force
kg
Major Axis
Moment
kg-m
Minor Axis
Moment
kg-m
T1 60 - 56 Leg Max Tension 3 4851.32 6 -1
Max. Compression 3 -5226.41 0 -5
Max. Mx 2 2526.70 12 -3Max. My 5 3103.25 -4 13Max. Vy 5 -150.48 0 0
Max. Vx 2 -172.59 0 0
Diagonal Max Tension 5 1095.67 0 0
Max. Compression 2 -1098.14 0 0
Max. Mx 2 396.24 0 0
Max. My 5 7.76 0 0Max. Vy 2 1.44 0 0
Max. Vx 5 -0.02 0 0
Top Girt Max Tension 5 152.23 0 0
Max. Compression 2 -133.35 0 0
Max. Mx 6 0.52 0 0Max. My 3 107.98 0 0
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19 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. Vy 6 1.40 0 0
Max. Vx 3 -0.00 0 0T2 56 - 52 Leg Max Tension 3 14324.15 -4 10
Max. Compression 3 -14712.75 -30 -29Max. Mx 5 -10082.88 34 -23
Max. My 3 -14712.75 -30 -29
Max. Vy 5 114.96 -23 -24
Max. Vx 5 -41.27 -5 16Diagonal Max Tension 2 1597.63 0 0
Max. Compression 2 -1635.55 0 0
Max. Mx 2 1192.44 0 0
Max. My 5 -63.44 0 0Max. Vy 2 1.43 0 0
Max. Vx 5 -0.02 0 0
T3 52 - 50 Leg Max Tension 3 4854.80 -5 -6
Max. Compression 3 -17053.18 -1 -3
Max. Mx 3 -17032.42 -30 -29Max. My 3 -17032.42 -30 -29
Max. Vy 2 41.71 23 24
Max. Vx 3 38.42 27 27
Diagonal Max Tension 3 7675.07 0 0Horizontal Max Tension 1 0.00 0 0
Max. Compression 2 -5666.37 0 0Max. Mx 5 -5663.88 -1 0
Max. My 2 -5666.37 0 0
Max. Vy 5 3.61 0 0
Max. Vx 2 -1.19 0 0Top Girt Max Tension 1 0.00 0 0
Max. Compression 3 -3837.20 0 0
Max. Mx 5 -971.84 0 0
Max. My 2 -929.32 0 0Max. Vy 5 1.33 0 0Max. Vx 2 -0.44 0 0
Inner Bracing Max Tension 3 81.40 0 0
Max. Compression 3 -1644.99 0 0
Max. Mx 1 48.66 0 0Max. My 5 77.70 0 0
Max. Vy 1 -1.34 0 0
Max. Vx 5 0.00 0 0
T4 50 - 45 Leg Max Tension 3 10199.58 -7 -9Max. Compression 3 -11284.57 6 6
Max. Mx 3 -1076.51 29 -25Max. My 3 -167.94 -26 28
Max. Vy 3 -39.03 29 -25
Max. Vx 3 -37.75 -26 28
Diagonal Max Tension 2 1387.80 0 0Max. Compression 2 -1353.34 0 0
Max. Mx 2 1135.86 -1 0Max. My 2 -132.75 0 0
Max. Vy 2 2.26 0 0
Max. Vx 2 0.05 0 0Horizontal Max Tension 3 53.65 -1 0
Max. Compression 3 -55.55 0 0
Max. Mx 5 44.42 2 0
Max. My 2 44.32 2 0Max. Vy 5 -4.43 2 0
Max. Vx 2 -0.11 2 0Top Girt Max Tension 2 166.19 0 0
Max. Compression 2 -3172.93 0 0
Max. Mx 1 -1498.98 6 0
Max. My 5 -1494.06 0 0
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20 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. Vy 1 -11.54 0 0
Max. Vx 5 0.00 0 0Inner Bracing Max Tension 2 67.31 0 0
Max. Compression 3 -407.05 0 0Max. Mx 1 31.80 3 0
Max. My 4 0.30 0 0
Max. Vy 1 -4.21 0 0
Max. Vx 4 0.06 0 0T5 45 - 40 Leg Max Tension 3 16525.59 -14 -18
Max. Compression 3 -18424.19 10 10
Max. Mx 3 -1410.99 50 -45
Max. My 3 -142.44 -46 48Max. Vy 3 -59.04 50 -45
Max. Vx 3 -57.38 -46 48
Diagonal Max Tension 2 1641.69 0 0
Max. Compression 2 -1684.52 0 0
Max. Mx 2 1474.08 -1 0Max. My 2 89.39 0 0
Max. Vy 2 2.25 0 0
Max. Vx 2 0.05 0 0
Horizontal Max Tension 5 74.26 3 0Max. Compression 3 -86.18 -1 0
Max. Mx 5 74.26 3 0Max. My 5 -23.93 1 -1
Max. Vy 5 -5.58 3 0
Max. Vx 5 0.90 1 -1
Top Girt Max Tension 2 26.63 0 0Max. Compression 2 -86.71 0 0
Max. Mx 1 -19.04 -2 0
Max. My 5 -18.99 0 0
Max. Vy 1 4.39 0 0Max. Vx 5 -0.00 0 0
T6 40 - 35 Leg Max Tension 3 24105.64 -21 -27
Max. Compression 3 -26790.93 15 15
Max. Mx 3 -2141.22 73 -66
Max. My 3 -108.74 -68 71Max. Vy 3 -83.28 73 -66
Max. Vx 2 -82.34 -8 -32
Diagonal Max Tension 2 1919.55 0 0
Max. Compression 2 -1968.63 0 0Max. Mx 2 1760.91 -1 0
Max. My 2 80.21 0 0Max. Vy 2 2.25 0 0
Max. Vx 2 0.04 0 0
Horizontal Max Tension 5 100.23 0 0
Max. Compression 3 -125.60 -2 0Max. Mx 5 97.77 5 0
Max. My 5 -25.33 1 -2Max. Vy 5 6.91 5 0
Max. Vx 5 1.56 0 0
Top Girt Max Tension 5 35.40 0 0Max. Compression 5 -78.44 0 0
Max. Mx 1 3.11 -2 0
Max. My 5 2.63 0 0
Max. Vy 1 4.39 0 0Max. Vx 5 -0.00 0 0
T7 35 - 30 Leg Max Tension 3 34196.00 -8 -34Max. Compression 3 -36860.87 63 61
Max. Mx 3 -2658.72 104 -111
Max. My 3 193.88 -97 118
Max. Vy 3 311.32 -82 -65
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21 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. Vx 2 237.44 -39 -53
Diagonal Max Tension 2 3006.52 0 0Max. Compression 2 -3049.45 0 0
Max. Mx 2 2199.52 -1 0Max. My 2 -36.14 0 0
Max. Vy 2 2.24 0 0
Max. Vx 2 0.04 0 0
Horizontal Max Tension 3 350.49 4 -1Max. Compression 3 -476.69 -2 -1
Max. Mx 5 111.93 5 0
Max. My 2 -340.68 1 -2
Max. Vy 5 7.78 5 0Max. Vx 2 2.41 1 -2
Top Girt Max Tension 2 108.10 0 0
Max. Compression 2 -186.64 0 0
Max. Mx 1 2.46 -2 0
Max. My 5 2.44 0 0Max. Vy 1 4.39 0 0
Max. Vx 5 -0.00 0 0
T8 30 - 25 Leg Max Tension 3 29866.78 -56 -53
Max. Compression 3 -31754.40 57 48Max. Mx 3 -31464.22 112 100
Max. My 2 -21836.43 -31 -102Max. Vy 4 273.57 -97 -31
Max. Vx 3 312.33 -102 -98
Diagonal Max Tension 5 7434.94 9 -8
Max. Compression 2 -8426.88 0 0Max. Mx 3 -4148.49 25 18
Max. My 3 -7778.15 -17 58
Max. Vy 3 -20.08 25 18
Max. Vx 3 41.90 0 0Horizontal Max Tension 3 208.31 2 0
Max. Compression 3 -347.05 2 0
Max. Mx 2 3.41 2 0
Max. My 4 -40.95 2 0
Max. Vy 2 4.22 2 0Max. Vx 4 0.44 2 0
Top Girt Max Tension 2 1780.79 0 0
Max. Compression 2 -1725.63 0 0
Max. Mx 1 43.14 -2 0Max. My 5 33.11 0 0
Max. Vy 1 4.39 0 0Max. Vx 5 -0.21 0 0
Redund Horz 1
Bracing
Max Tension 3 476.86 0 0
Max. Compression 3 -512.24 0 0Max. Mx 1 20.17 0 0
Max. My 3 476.86 0 0Max. Vy 1 0.62 0 0
Max. Vx 3 -0.03 0 0
Redund Diag 1Bracing
Max Tension 3 760.99 0 0
Max. Compression 3 -608.37 0 0
Max. Mx 2 401.43 0 0
Max. My 2 227.77 0 0Max. Vy 2 0.95 0 0
Max. Vx 2 0.12 0 0Redund Hip 1
Bracing
Max Tension 3 16.58 0 0
Max. Compression 3 -65.34 0 0
Max. Mx 1 -0.18 0 0
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22 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. My 2 -3.08 0 0
Max. Vy 1 1.03 0 0Max. Vx 2 0.00 0 0
Inner Bracing Max Tension 3 122.90 0 0Max. Compression 3 -96.55 0 0
Max. Mx 1 48.12 6 0
Max. My 4 37.15 0 0
Max. Vy 1 -8.14 0 0Max. Vx 4 0.07 0 0
T9 25 - 20 Leg Max Tension 3 36392.22 -47 -41
Max. Compression 3 -38920.50 107 92
Max. Mx 3 -38582.04 112 100Max. My 2 -26210.09 -25 -113
Max. Vy 4 -242.56 -109 -25
Max. Vx 3 -285.54 -109 -108
Diagonal Max Tension 3 6187.93 15 -12
Max. Compression 2 -6682.47 0 0Max. Mx 3 -3216.80 20 16
Max. My 3 -6659.87 -15 25
Max. Vy 3 -16.29 20 16
Max. Vx 3 17.31 0 0Horizontal Max Tension 3 206.35 1 0
Max. Compression 3 -347.18 1 0Max. Mx 2 -39.77 2 0
Max. My 3 -249.06 1 0
Max. Vy 2 4.19 2 0
Max. Vx 4 0.35 2 0Top Girt Max Tension 2 5829.14 0 0
Max. Compression 2 -5416.89 0 0
Max. Mx 1 190.57 -3 0
Max. My 5 143.52 0 0Max. Vy 1 5.46 0 0Max. Vx 5 -0.26 0 0
Redund Horz 1
Bracing
Max Tension 3 584.47 0 0
Max. Compression 3 -584.47 0 0Max. Mx 1 24.79 0 0
Max. My 2 -339.96 0 0
Max. Vy 1 0.75 0 0
Max. Vx 2 -0.04 0 0Redund Diag 1
Bracing
Max Tension 3 669.69 0 0
Max. Compression 3 -636.31 0 0
Max. Mx 2 402.38 0 0
Max. My 2 216.00 0 0
Max. Vy 2 1.12 0 0Max. Vx 2 0.12 0 0
Redund Hip 1Bracing
Max Tension 3 16.93 0 0
Max. Compression 3 -46.85 0 0
Max. Mx 1 -0.25 0 0Max. My 2 -23.42 0 0
Max. Vy 1 1.25 0 0
Max. Vx 2 -0.00 0 0
Inner Bracing Max Tension 3 206.26 0 0Max. Compression 2 -114.91 0 0
Max. Mx 1 172.11 7 0Max. My 4 22.63 0 0
Max. Vy 1 -7.74 0 0
Max. Vx 4 0.05 0 0
T10 20 - 14 Leg Max Tension 3 39256.76 -87 -88
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23 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. Compression 3 -41309.35 98 93
Max. Mx 3 -41024.85 107 92Max. My 2 -27508.96 -28 -105
Max. Vy 5 213.69 -105 -19Max. Vx 5 208.12 -48 -102
Diagonal Max Tension 3 7876.48 -12 18
Max. Compression 2 -8760.00 0 0
Max. Mx 3 -4738.63 -16 -23Max. My 3 -8179.13 10 -31
Max. Vy 3 12.82 -16 -23
Max. Vx 3 -18.27 0 0
Horizontal Max Tension 3 80.73 2 0Max. Compression 3 -261.46 2 0
Max. Mx 2 -56.63 2 0
Max. My 5 -90.47 2 0
Max. Vy 2 4.70 2 0
Max. Vx 5 0.31 2 0Top Girt Max Tension 2 6527.50 0 0
Max. Compression 2 -6041.41 0 0
Max. Mx 5 6284.83 -5 0
Max. My 2 388.14 0 0Max. Vy 5 6.54 0 0
Max. Vx 2 -0.31 0 0Redund Horz 1
Bracing
Max Tension 3 620.34 0 0
Max. Compression 3 -620.34 0 0
Max. Mx 1 25.74 0 0Max. My 2 -283.06 0 0
Max. Vy 1 0.90 0 0
Max. Vx 2 -0.04 0 0
Redund Diag 1Bracing
Max Tension 3 676.38 0 0
Max. Compression 3 -676.38 0 0
Max. Mx 2 327.97 -1 0
Max. My 2 206.33 0 0
Max. Vy 2 1.34 0 0Max. Vx 2 0.14 0 0
Redund Hip 1
Bracing
Max Tension 3 17.66 0 0
Max. Compression 3 -57.41 0 0Max. Mx 1 -0.84 0 0
Max. My 2 3.04 0 0Max. Vy 1 1.50 0 0
Max. Vx 2 0.00 0 0
Inner Bracing Max Tension 3 283.56 0 0
Max. Compression 2 -128.16 0 0Max. Mx 1 209.43 9 0
Max. My 4 29.68 0 0Max. Vy 1 -9.26 0 0
Max. Vx 4 0.04 0 0
T11 14 - 8 Leg Max Tension 3 45131.91 -87 -81Max. Compression 3 -46088.80 3 112
Max. Mx 3 -45685.09 98 93
Max. My 3 -46088.80 3 112
Max. Vy 3 162.98 -93 -86Max. Vx 3 -155.23 82 86
Diagonal Max Tension 2 7494.20 -8 -9Max. Compression 3 -9302.38 0 0
Max. Mx 3 -5152.19 -15 -21
Max. My 2 -7731.80 -10 22
Max. Vy 3 13.72 -15 -21
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24 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. Vx 2 13.40 0 0
Horizontal Max Tension 3 65.56 2 0Max. Compression 3 -228.48 2 0
Max. Mx 3 -63.41 2 0Max. My 2 -63.29 2 0
Max. Vy 3 5.43 2 0
Max. Vx 2 0.31 2 0
Top Girt Max Tension 2 7967.97 0 0Max. Compression 2 -7263.17 0 0
Max. Mx 1 298.73 -9 0
Max. My 2 569.82 0 0
Max. Vy 1 9.89 0 0Max. Vx 2 -0.47 0 0
Redund Horz 1
Bracing
Max Tension 3 692.12 0 0
Max. Compression 3 -692.12 0 0
Max. Mx 1 31.49 0 0Max. My 2 -275.18 0 0
Max. Vy 1 1.07 0 0
Max. Vx 2 -0.05 0 0
Redund Diag 1Bracing
Max Tension 3 667.41 0 0
Max. Compression 3 -667.41 0 0Max. Mx 2 273.67 -1 0
Max. My 2 155.77 0 0
Max. Vy 2 1.55 0 0
Max. Vx 2 0.14 0 0Redund Hip 1
Bracing
Max Tension 3 17.17 0 0
Max. Compression 3 -45.16 0 0
Max. Mx 1 -1.27 -1 0Max. My 3 -2.06 0 0Max. Vy 1 2.03 0 0
Max. Vx 3 -0.00 0 0
Inner Bracing Max Tension 3 714.64 0 0
Max. Compression 3 -695.27 0 0Max. Mx 1 229.36 14 0
Max. My 4 21.88 0 0
Max. Vy 1 -11.10 0 0
Max. Vx 4 0.03 0 0T12 8 - 5 Leg Max Tension 3 47873.24 -9 -10
Max. Compression 3 -56415.62 26 28Max. Mx 4 -30890.86 -79 -35
Max. My 3 -55798.73 -64 -152
Max. Vy 4 199.81 -79 -35
Max. Vx 3 348.23 -64 -152Diagonal Max Tension 3 34061.99 0 0
Max. Compression 4 -6484.69 6 5Max. Mx 3 9471.49 -185 214
Max. My 3 -3246.64 -96 338
Max. Vy 3 252.23 43 68Max. Vx 3 -255.66 -39 232
Top Girt Max Tension 4 5254.51 0 0
Max. Compression 2 -5307.57 0 0
Max. Mx 1 382.38 -15 0Max. My 3 -2839.70 0 2
Max. Vy 1 15.11 0 0Max. Vx 3 -1.82 0 0
Redund Horz 1
Bracing
Max Tension 3 39586.79 0 0
Max. Compression 3 -852.27 0 0
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25 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. Mx 3 852.27 0 0
Max. My 4 473.37 0 0Max. Vy 3 1.34 0 0
Max. Vx 4 -0.16 0 0Redund Horz 2
Bracing
Max Tension 3 19363.65 0 0
Max. Compression 3 -852.27 0 0
Max. Mx 2 555.71 -1 0Max. My 4 473.37 0 0
Max. Vy 2 2.68 0 0
Max. Vx 4 -0.32 0 0
Redund Horz 3Bracing
Max Tension 3 4277.63 0 0
Max. Compression 3 -852.27 0 0
Max. Mx 3 852.27 -2 0
Max. My 4 473.37 0 0
Max. Vy 3 4.01 0 0Max. Vx 4 -0.48 0 0
Redund Diag 1
Bracing
Max Tension 3 14084.25 0 0
Max. Compression 3 -730.24 0 0Max. Mx 3 13885.73 0 0
Max. My 3 730.24 0 0Max. Vy 3 1.54 0 0
Max. Vx 3 -0.39 0 0
Redund Diag 2
Bracing
Max Tension 3 12655.80 0 0
Max. Compression 3 -532.25 0 0
Max. Mx 4 51.41 -1 0
Max. My 3 532.25 0 0
Max. Vy 4 2.88 0 0Max. Vx 3 0.51 0 0
Redund Diag 3
Bracing
Max Tension 3 3547.96 0 0
Max. Compression 3 -487.44 0 0
Max. Mx 4 41.93 -2 0Max. My 3 487.44 0 0
Max. Vy 4 4.22 0 0
Max. Vx 3 0.60 0 0
Redund Hip 1Bracing
Max Tension 3 40461.08 0 0
Max. Compression 3 -44.17 0 0Max. Mx 1 -0.13 0 0
Max. My 3 -44.10 0 0
Max. Vy 1 1.91 0 0
Max. Vx 3 0.00 0 0Redund Hip 2
Bracing
Max Tension 3 19724.00 0 0
Max. Compression 4 -173.23 0 0
Max. Mx 1 -6.09 -2 0
Max. My 3 20.55 0 0Max. Vy 1 3.81 0 0
Max. Vx 3 0.00 0 0
T13 5 - 0 Leg Max Tension 3 47572.30 -18 -20
Max. Compression 3 -56973.39 0 0Max. Mx 2 -37139.40 -96 -11
Max. My 5 -34486.09 -6 -92Max. Vy 2 -65.67 -96 -11
Max. Vx 5 -63.42 -6 -92
Diagonal Max Tension 2 6531.09 9 6
Max. Compression 4 -6157.23 -8 28
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
26 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. Mx 3 -321.56 -43 37
Max. My 4 -5872.76 10 -58Max. Vy 3 26.77 0 1
Max. Vx 4 -30.95 0 0Top Girt Max Tension 3 23.28 -1 0
Max. Compression 4 -196.85 0 0
Max. Mx 3 -9.32 20 -3
Max. My 3 -81.65 20 -9Max. Vy 3 19.28 20 -3
Max. Vx 3 5.52 20 -9
Redund Horz 1
Bracing
Max Tension 3 860.71 0 0
Max. Compression 3 -860.71 0 0
Max. Mx 4 523.86 0 0
Max. My 3 860.71 0 0
Max. Vy 4 -0.90 0 0
Max. Vx 3 0.11 0 0Redund Horz 2
Bracing
Max Tension 3 860.71 0 0
Max. Compression 3 -860.71 0 0
Max. Mx 5 521.63 -1 0Max. My 3 -231.61 0 0
Max. Vy 5 2.10 0 0Max. Vx 3 -0.25 0 0
Redund Diag 1
Bracing
Max Tension 3 965.15 0 0
Max. Compression 3 -965.15 0 0Max. Mx 3 965.15 -1 0
Max. My 4 587.42 0 0
Max. Vy 3 1.75 0 0
Max. Vx 4 0.67 0 0Redund Diag 2
BracingMax Tension 3 590.18 0 0
Max. Compression 3 -590.18 0 0
Max. Mx 3 590.18 -2 0
Max. My 4 359.20 0 0Max. Vy 3 3.12 0 0
Max. Vx 4 0.61 0 0
Redund Hip 1
Bracing
Max Tension 3 47.37 0 0
Max. Compression 3 -45.22 0 0
Max. Mx 1 -3.45 -1 0Max. My 4 -23.89 0 0
Max. Vy 1 2.54 0 0
Max. Vx 4 0.00 0 0
Redund Hip 2Bracing
Max Tension 3 12.06 0 0
Max. Compression 4 -57.59 0 0Max. Mx 1 -6.28 -3 0
Max. My 4 -57.58 0 0
Max. Vy 1 5.08 0 0Max. Vx 4 0.00 0 0
Inner Bracing Max Tension 3 241.83 0 0
Max. Compression 3 -250.50 0 0
Max. Mx 1 0.42 -13 0Max. My 2 3.59 0 0
Max. Vy 1 10.78 0 0Max. Vx 2 -0.30 0 0
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
27 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Maximum Reactions
Location Condition Gov.
Load
Comb.
Vertical
kg
Horizontal, X
kg
Horizontal, Z
kg
Leg D Max. Vert 5 35484.74 6465.58 -3399.04
Max. Hx 5 35484.74 6465.58 -3399.04Max. Hz 3 -47462.74 -6119.21 5827.50
Min. Vert 3 -47462.74 -6119.21 5827.50
Min. Hx 2 -31276.49 -6168.78 2971.08
Min. Hz 5 35484.74 6465.58 -3399.04
Leg C Max. Vert 5 36422.55 -6758.52 -3442.39Max. Hx 2 -29686.82 6201.32 2706.82
Max. Hz 2 -29686.82 6201.32 2706.82
Min. Vert 2 -29686.82 6201.32 2706.82Min. Hx 5 36422.55 -6758.52 -3442.39
Min. Hz 4 34972.24 -3670.45 -6729.65Leg B Max. Vert 3 55844.94 -7127.61 6723.27
Max. Hx 5 -28485.13 5820.40 -2488.88
Max. Hz 4 36929.55 -3622.23 6884.46
Min. Vert 5 -28485.13 5820.40 -2488.88Min. Hx 3 55844.94 -7127.61 6723.27
Min. Hz 5 -28485.13 5820.40 -2488.88
Leg A Max. Vert 2 36131.82 6553.26 3338.43
Max. Hx 2 36131.82 6553.26 3338.43
Max. Hz 2 36131.82 6553.26 3338.43
Min. Vert 5 -29644.20 -5999.82 -2799.73Min. Hx 5 -29644.20 -5999.82 -2799.73
Min. Hz 4 -28909.36 -2775.10 -6002.50
Tower Mast Reaction Summary
Load
Combination Vertical
kg
Shear x
kg
Shear z
kg
Overturning
Moment, M x kg-m
Overturning
Moment, M z kg-m
Torque
kg-m
Dead Only 13777.97 0.32 -0.12 213 1200 0
Dead+Wind 0 deg - No Ice 13777.96 325.25 -12600.46 -405078 -12141 -1221
Dead+Wind 45 deg - No Ice 13777.87 9696.40 -9784.85 -317549 -299198 -390
Dead+Wind 90 deg - No Ice 13777.96 12588.01 26.32 -6753 -388126 385Dead+Wind 180 deg - No Ice 13777.96 472.35 12130.04 388159 -6259 1137
Dead+Wind 0 deg - Service 13777.97 81.40 -3149.86 -101092 -2131 -306
Dead+Wind 45 deg - Service 13777.97 2427.95 -2441.67 -79164 -73884 -90
Dead+Wind 90 deg - Service 13777.97 3146.90 6.52 -1523 -96109 99
Dead+Wind 180 deg - Service 13777.97 118.03 3032.25 97193 -650 285
Solution Summary
Load
Comb.
Sum of Applied Forces Sum of Reactions
% ErrorPX
kg
PY
kg
PZ
kg
PX
kg
PY
kg
PZ
kg
1 0.00 -13777.97 -0.00 -0.32 13777.97 0.12 0.003%
2 325.61 -13777.97 -12600.67 -325.25 13777.96 12600.46 0.002%
3 9712.67 -13777.97 -9767.65 -9696.40 13777.87 9784.85 0.122%
4 12588.74 -13777.97 26.06 -12588.01 13777.96 -26.32 0.004%5 472.10 -13777.97 12130.22 -472.35 13777.96 -12130.04 0.002%
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
28 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Load
Comb.
Sum of Applied Forces Sum of Reactions% ErrorPX
kg
PY
kg
PZ
kg
PX
kg
PY
kg
PZ
kg
6 81.40 -13777.97 -3150.17 -81.40 13777.97 3149.86 0.002%
7 2428.17 -13777.97 -2441.91 -2427.95 13777.97 2441.67 0.002%8 3147.18 -13777.97 6.51 -3146.90 13777.97 -6.52 0.002%
9 118.02 -13777.97 3032.55 -118.03 13777.97 -3032.25 0.002%
Non-Linear Convergence Results
Load
Combination
Converged? Number
of Cycles
Displacement
Tolerance
Force
Tolerance
1 Yes 6 0.00000001 0.000076292 Yes 46 0.00004924 0.000145133 No 200 0.02064293 0.00000000
4 Yes 42 0.00007703 0.00014311
5 Yes 70 0.00004951 0.00013920
6 Yes 16 0.00000001 0.000120747 Yes 16 0.00000001 0.00012023
8 Yes 16 0.00000001 0.00011770
9 Yes 16 0.00000001 0.00012119
Maximum Tower Deflections - Service Wind
Section
No.
Elevation
m
Horz.
Deflection
mm
Gov.
Load
Comb.
Tilt
°
Twist
°
T1 60 - 56 206.20 7 0.4246 0.0301
T2 56 - 52 176.80 7 0.4072 0.0289
T3 52 - 50 150.08 7 0.3381 0.0106
T4 50 - 45 139.12 7 0.3117 0.0103T5 45 - 40 112.10 7 0.2987 0.0101
T6 40 - 35 86.49 7 0.2770 0.0097
T7 35 - 30 63.12 7 0.2453 0.0092
T8 30 - 25 42.88 7 0.2009 0.0084T9 25 - 20 27.19 7 0.1470 0.0054
T10 20 - 14 15.75 7 0.1031 0.0029
T11 14 - 8 6.56 7 0.0635 0.0014
T12 8 - 5 1.13 7 0.0341 0.0007
T13 5 - 0 0.40 7 0.0217 0.0004
Critical Deflections and Radius of Curvature - Service Wind
Elevation
m
Appurtenance Gov.
Load
Comb.
Deflection
mm
Tilt
°
Twist
°
Radius of
Curvature
m
61.500 ANTENA PANEL UHF 0.48x0.983 7 206.20 0.4246 0.0301 2443960.000 ANTENA PANEL UHF 0.48x0.983 7 206.20 0.4246 0.0301 24439
59.500 ANTENA PANEL UHF 0.48x0.983 7 202.49 0.4243 0.0307 2443959.000 ANTENA PANEL UHF 0.48x0.983 7 198.78 0.4238 0.0312 24439
58.500 ANTENA PANEL UHF 0.48x0.983 7 195.08 0.4230 0.0316 24439
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
29 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Elevation
m
Appurtenance Gov. Load
Comb.
Deflection
mm
Tilt
°
Twist
°
Radius ofCurvature
m
58.000 ANTENA PANEL UHF 0.48x0.983 7 191.40 0.4216 0.0318 18622
57.500 ANTENA PANEL UHF 0.48x0.983 7 187.72 0.4195 0.0317 1489857.000 ANTENA PANEL UHF 0.48x0.983 7 184.06 0.4165 0.0312 12269
56.500 ANTENA PANEL UHF 0.48x0.983 7 180.42 0.4125 0.0303 988856.000 ANTENA PANEL UHF 0.48x0.983 7 176.80 0.4072 0.0289 7634
55.500 ANTENA PANEL UHF 0.48x0.983 7 173.21 0.4006 0.0269 5733
55.000 ANTENA PANEL UHF 0.48x0.983 7 169.67 0.3929 0.0245 4384
54.500 ANTENA PANEL UHF 0.48x0.983 7 166.18 0.3843 0.0218 348454.000 ANTENA PANEL UHF 0.48x0.983 7 162.75 0.3751 0.0190 2883
50.000 ANTENA PANEL FM KATHREIN 7 139.12 0.3117 0.0103 80700
49.000 ANTENA PANEL FM KATHREIN 7 133.74 0.3048 0.0107 22689
48.000 ANTENA PANEL FM KATHREIN 7 128.32 0.3014 0.0108 6697947.000 ANTENA PANEL FM KATHREIN 7 122.88 0.3000 0.0106 54746
46.000 ANTENA PANEL FM KATHREIN 7 117.46 0.2996 0.0103 19611
45.000 ANTENA PANEL FM KATHREIN 7 112.10 0.2987 0.0101 13149
44.000 ANTENA PANEL FM KATHREIN 7 106.81 0.2964 0.0099 11865
43.000 ANTENA PANEL FM KATHREIN 7 101.60 0.2927 0.0098 1178642.000 ANTENA PANEL FM KATHREIN 7 96.48 0.2881 0.0098 11755
41.800 (2) ANTENA PANEL FM
KATHREIN
7 95.47 0.2871 0.0098 11748
41.300 (2) ANTENA PANEL FMKATHREIN
7 92.95 0.2844 0.0098 11732
40.800 (2) ANTENA PANEL FMKATHREIN
7 90.45 0.2816 0.0098 11693
40.300 (2) ANTENA PANEL FM
KATHREIN
7 87.97 0.2788 0.0097 11588
39.800 (2) ANTENA PANEL FMKATHREIN
7 85.51 0.2759 0.0097 11377
39.300 (2) ANTENA PANEL FM
KATHREIN
7 83.07 0.2730 0.0097 11064
38.800 (2) ANTENA PANEL FMKATHREIN
7 80.66 0.2701 0.0097 10703
38.300 (2) ANTENA PANEL FM
KATHREIN
7 78.27 0.2671 0.0096 10341
37.800 (2) ANTENA PANEL FM
KATHREIN
7 75.90 0.2640 0.0096 10001
35.000 6 FT DISH 7 63.12 0.2453 0.0092 8243
31.800 8 FT DISH 7 49.70 0.2186 0.0089 5673
31.500 8 FT DISH 7 48.52 0.2158 0.0088 5504
26.500 HP10-59W 7 31.41 0.1628 0.0064 561523.500 8 FT DISH 7 23.34 0.1324 0.0045 6168
19.000 8 FT DISH 7 13.92 0.0957 0.0026 739313.000 HP6-107G 7 5.36 0.0580 0.0012 10830
8.500 Andrew KP4/KP4F 7 1.38 0.0362 0.0008 5675
Maximum Tower Deflections - Design Wind
Section
No.
Elevation
m
Horz.
Deflection
mm
Gov.
Load
Comb.
Tilt
°
Twist
°
T1 60 - 56 862.75 3 1.7571 0.0771
T2 56 - 52 741.10 3 1.6873 0.0720
T3 52 - 50 630.16 3 1.4096 0.0422T4 50 - 45 584.48 3 1.3006 0.0410
T5 45 - 40 471.71 3 1.2484 0.0398
T6 40 - 35 364.64 3 1.1609 0.0386
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
30 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Horz. Deflection
mm
Gov. Load
Comb.
Tilt
°
Twist
°
T7 35 - 30 266.68 3 1.0309 0.0366
T8 30 - 25 181.60 3 0.8486 0.0331T9 25 - 20 115.20 3 0.6276 0.0212
T10 20 - 14 66.20 3 0.4486 0.0122T11 14 - 8 25.83 3 0.2873 0.0062
T12 8 - 5 3.78 4 0.1702 0.0034
T13 5 - 0 1.66 3 0.0970 0.0020
Critical Deflections and Radius of Curvature - Design Wind
Elevation
m
Appurtenance Gov. Load
Comb.
Deflection
mm
Tilt
°
Twist
°
Radius ofCurvature
m
61.500 ANTENA PANEL UHF 0.48x0.983 3 862.75 1.7571 0.0771 6121
60.000 ANTENA PANEL UHF 0.48x0.983 3 862.75 1.7571 0.0771 6121
59.500 ANTENA PANEL UHF 0.48x0.983 3 847.41 1.7557 0.0776 612159.000 ANTENA PANEL UHF 0.48x0.983 3 832.08 1.7537 0.0780 6121
58.500 ANTENA PANEL UHF 0.48x0.983 3 816.78 1.7502 0.0782 6121
58.000 ANTENA PANEL UHF 0.48x0.983 3 801.51 1.7446 0.0781 4664
57.500 ANTENA PANEL UHF 0.48x0.983 3 786.30 1.7362 0.0775 373157.000 ANTENA PANEL UHF 0.48x0.983 3 771.15 1.7243 0.0764 3073
56.500 ANTENA PANEL UHF 0.48x0.983 3 756.08 1.7082 0.0746 2476
56.000 ANTENA PANEL UHF 0.48x0.983 3 741.10 1.6873 0.0720 1912
55.500 ANTENA PANEL UHF 0.48x0.983 3 726.23 1.6610 0.0687 143655.000 ANTENA PANEL UHF 0.48x0.983 3 711.53 1.6302 0.0647 1098
54.500 ANTENA PANEL UHF 0.48x0.983 3 697.05 1.5959 0.0603 872
54.000 ANTENA PANEL UHF 0.48x0.983 3 682.85 1.5592 0.0559 72150.000 ANTENA PANEL FM KATHREIN 3 584.48 1.3006 0.0410 20296
49.000 ANTENA PANEL FM KATHREIN 3 562.06 1.2721 0.0414 5375
48.000 ANTENA PANEL FM KATHREIN 3 539.44 1.2580 0.0413 1516347.000 ANTENA PANEL FM KATHREIN 3 516.75 1.2529 0.0409 13781
46.000 ANTENA PANEL FM KATHREIN 3 494.13 1.2515 0.0403 4913
45.000 ANTENA PANEL FM KATHREIN 3 471.71 1.2484 0.0398 3267
44.000 ANTENA PANEL FM KATHREIN 3 449.61 1.2395 0.0395 2947
43.000 ANTENA PANEL FM KATHREIN 3 427.86 1.2249 0.0392 293342.000 ANTENA PANEL FM KATHREIN 3 406.44 1.2060 0.0390 2930
41.800 (2) ANTENA PANEL FM
KATHREIN
3 402.20 1.2018 0.0390 2930
41.300 (2) ANTENA PANEL FMKATHREIN
3 391.66 1.1910 0.0389 2928
40.800 (2) ANTENA PANEL FMKATHREIN
3 381.20 1.1796 0.0388 2921
40.300 (2) ANTENA PANEL FM
KATHREIN
3 370.82 1.1680 0.0387 2896
39.800 (2) ANTENA PANEL FMKATHREIN
3 360.53 1.1562 0.0385 2842
39.300 (2) ANTENA PANEL FM
KATHREIN
3 350.33 1.1443 0.0384 2762
38.800 (2) ANTENA PANEL FMKATHREIN
3 340.22 1.1323 0.0382 2669
38.300 (2) ANTENA PANEL FM
KATHREIN
3 330.20 1.1201 0.0380 2575
37.800 (2) ANTENA PANEL FM
KATHREIN
3 320.28 1.1077 0.0378 2488
35.000 6 FT DISH 3 266.68 1.0309 0.0366 2043
31.800 8 FT DISH 3 210.29 0.9213 0.0352 1418
31.500 8 FT DISH 3 205.34 0.9097 0.0349 1376
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
31 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Elevation
m
Appurtenance Gov. Load
Comb.
Deflection
mm
Tilt
°
Twist
°
Radius ofCurvature
m
26.500 HP10-59W 3 133.17 0.6924 0.0252 1391
23.500 8 FT DISH 3 98.75 0.5683 0.0176 149619.000 8 FT DISH 3 58.39 0.4178 0.0109 1769
13.000 HP6-107G 3 19.99 0.2670 0.0056 29818.500 Andrew KP4/KP4F 4 4.66 0.1812 0.0037 726
Bolt Design Data
Section
No.
Elevation
m
Component
Type
Bolt
Grade
Bolt Size
mm
Number
Of Bolts
Maximum
Load per Bolt
kg
Allowable
Loadkg
Ratio
Load Allowable
Allowable
Ratio
Criteria
T1 60 Leg A325N 16 8 166.53 5528.160.030
1.333 Bearing
Diagonal A325N 16 2 549.07 2922.370.188
1.333 Bolt Shear
Top Girt A325N 16 2 76.11 2922.370.026
1.333 Bolt Shear
T2 56 Leg A325N 16 8 1551.53 5528.160.281
1.333 Bearing
Diagonal A325N 16 2 817.78 2922.370.280
1.333 Bolt Shear
T3 52 Leg A325N 16 10 3410.64 5528.160.617
1.333 Bearing
Diagonal A325N 16 2 3837.54 2922.371.313
1.333 Bolt Shear
Horizontal A325N 16 2 2833.18 2922.370.969
1.333 Bolt Shear
Top Girt A325N 16 2 1918.60 2922.370.657
1.333 Bolt Shear
T4 50 Leg A325N 16 8 2139.44 5528.16 0.387 1.333 BearingDiagonal A325N 16 2 693.90 2922.37
0.2371.333 Bolt Shear
Horizontal A307 16 2 27.77 1391.600.020
1.333 Bolt Shear
Top Girt A325N 16 2 1586.46 5844.720.271
1.333 Bolt Shear
T5 45 Leg A325N 16 8 3760.93 5528.160.680
1.333 Bearing
Diagonal A325N 16 2 842.26 2922.370.288
1.333 Bolt Shear
Horizontal A307 16 2 43.09 1391.600.031
1.333 Bolt Shear
Top Girt A325N 16 2 43.35 2922.370.015
1.333 Bolt Shear
T6 40 Leg A325N 16 12 3813.86 5528.160.690
1.333 Bearing
Diagonal A325N 16 2 984.32 2922.370.337
1.333 Bolt Shear
Horizontal A307 16 2 62.80 1391.600.045
1.333 Bolt Shear
Top Girt A325N 16 2 39.22 2922.370.013
1.333 Bolt Shear
T7 35 Leg A325N 16 12 5314.43 5528.160.961
1.333 Bearing
Diagonal A325N 16 2 1524.72 2922.370.522
1.333 Bolt Shear
Horizontal A307 16 2 238.35 1391.600.171
1.333 Bolt Shear
Top Girt A325N 16 2 93.32 2922.370.032
1.333 Bolt Shear
T8 30 Leg A325N 16 12 5291.07 5528.160.957
1.333 Bearing
Diagonal A325N 16 3 2808.96 2922.370.961
1.333 Bolt Shear
Horizontal A307 16 2 173.52 1391.600.125
1.333 Bolt Shear
Top Girt A325N 16 2 890.40 2922.370.305
1.333 Bolt Shear
T9 25 Leg A325N 16 12 6433.71 5844.721.101
1.333 Bolt DS
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
32 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
ComponentType
BoltGrade
Bolt Size
mm
Number Of
Bolts
Maximum Load per
Bolt
kg
Allowable Load
kg
Ratio Load
Allowable
Allowable Ratio
Criteria
Diagonal A325N 16 2 3341.23 2922.371.143
1.333 Bolt Shear
Horizontal A307 16 2 173.59 1391.600.125
1.333 Bolt Shear
Top Girt A325N 16 2 2914.57 2922.370.997
1.333 Bolt Shear
T10 20 Leg A325N 16 16 5135.48 5844.720.879
1.333 Bolt DS
Diagonal A325N 16 2 4380.00 5844.720.749
1.333 Bolt Shear
Horizontal A307 16 2 130.73 1391.600.094
1.333 Bolt Shear
Top Girt A325N 16 2 3263.75 2922.371.117
1.333 Bolt Shear
T11 14 Leg A325N 16 16 5717.53 5844.720.978
1.333 Bolt DS
Diagonal A325N 16 2 4651.18 5844.72
0.796
1.333 Bolt Shear
Horizontal A307 16 2 114.24 1391.600.082
1.333 Bolt Shear
Top Girt A325N 16 2 3983.98 2922.37 1.363 1.333 Bolt Shear
T12 8 Leg A325N 16 16 6982.33 5844.721.195
1.333 Bolt DS
Diagonal A325N 16 2 17030.99 2922.37 5.828 1.333 Bolt Shear
Top Girt A325N 16 2 2653.79 2922.370.908
1.333 Bolt Shear
T13 5 Leg A325N 16 16 7067.97 5844.721.209
1.333 Bolt DS
Diagonal A325N 16 2 3265.54 2922.371.117
1.333 Bolt Shear
Top Girt A325N 16 2 98.42 2922.370.034
1.333 Bolt Shear
Compression Checks
Leg Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 60 - 56 L76x76x6 4.000 0.500 44.3K=1.33
174 929 -5226.43 16465.77 0.317
T2 56 - 52 L76x76x6 4.000 0.500 44.3
K=1.33
174 929 -14712.73 16465.77 0.894
T3 52 - 50 L102x102x6 2.207 1.104 54.6
K=1.00
141 1252 -17053.17 17975.92 0.949
T4 50 - 45 2L76x76x6.4 5.000 1.250 83.1
K=1.00
127 1855 -11284.56 23982.34 0.471
T5 45 - 40 2L76x76x6.4 5.000 1.250 83.1
K=1.00
127 1855 -18424.20 23982.34 0.768
T6 40 - 35 2L76x76x6.4 5.000 1.250 83.1
K=1.00
127 1855 -26790.94 23982.34 1.117
T7 35 - 30 2L76x76x6.4 5.000 1.250 83.1
K=1.00
127 1855 -36860.88 23982.34 1.537
H1-3 (1.54 CR) - 265T8 30 - 25 L102x102x6 5.011 1.253 62.0
K=1.00
135 1252 -31754.42 17170.43 1.849
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Page
33 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
H1-3 (1.85 CR) - 313/2
T9 25 - 20 L102x102x8 5.011 1.253 62.4K=1.00
154 1548 -38920.50 24288.34 1.602
H1-3 (1.60 CR) - 388
T10 20 - 14 L102x102x10 6.014 1.503 75.1
K=1.00
138 1845 -41309.35 25908.52 1.594
H1-3 (1.59 CR) - 463T11 14 - 8 L102x102x13 6.014 1.503 56.8
K=0.75
160 2419 -46088.63 39567.33 1.165
T12 8 - 5 L102x102x13 3.043 0.761 38.3
K=1.00
180 2419 -56415.57 44340.62 1.272
T13 5 - 0 L102x102x13 5.072 1.691 85.1
K=1.00
124 2419 -56973.49 30564.33 1.864
H1-3 (1.86 CR) - 689
Diagonal Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 60 - 56 L51x51x4.8 0.796 0.699 69.8
K=1.00
145 461 -1098.14 6802.07 0.161
T2 56 - 52 L51x51x4.8 0.796 0.699 69.8
K=1.00
145 461 -1635.55 6802.07 0.240
T4 50 - 45 L51x51x4.8 1.582 1.520 151.9
K=1.00
45 461 -1353.34 2098.77 0.645
T5 45 - 40 L51x51x4.8 1.582 1.520 151.9
K=1.00
45 461 -1684.52 2098.77 0.803
T6 40 - 35 L51x51x4.8 1.582 1.520 151.9K=1.00
45 461 -1968.63 2098.77 0.938
T7 35 - 30 L51x51x4.8 1.582 1.520 151.9
K=1.00
45 461 -3049.45 2098.77 1.453
H1-3 (1.45 CR) - 281T8 30 - 25 L64x64x4.8 2.779 1.390 110.5
K=1.00
84 582 -8426.89 5001.27 1.685
H1-3 (1.68 CR) - 337
T9 25 - 20 L64x64x4.8 2.891 1.446 115.0
K=1.00
78 582 -6682.46 4622.29 1.446
H1-3 (1.45 CR) - 412
T10 20 - 14 2L51x51x5 3.468 1.734 110.6
K=1.00
84 923 -8760.01 7913.10 1.107
T11 14 - 8 2L51x51x6 3.620 1.810 117.0
K=1.00
75 1213 -9302.37 9303.27 1.000
T12 8 - 5 L64x64x6.4 3.635 0.909 46.5K=1.00
172 768 -6484.69 13431.55 0.483
T13 5 - 0 L76x76x6.4 5.854 1.951 129.8
K=1.00
61 929 -6157.25 5791.11 1.063
Horizontal Design Data (Compression)
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Page
34 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T3 52 - 50 L51x51x6.4 1.280 1.178 118.7K=1.00
73 605 -4436.04 4512.90 0.983*
T4 50 - 45 L51x51x4.8 1.940 0.932 93.1
K=1.00
112 461 -55.55 5272.42 0.011
T5 45 - 40 L51x51x4.8 1.940 1.864 118.9
K=1.00
73 461 -86.18 3423.49 0.025
T6 40 - 35 L51x51x4.8 1.940 1.864 118.9
K=1.00
73 461 -125.60 3423.49 0.037
T7 35 - 30 L51x51x4.8 1.940 1.864 118.9
K=1.00
73 461 -476.69 3423.49 0.139
T8 30 - 25 L51x51x4.8 2.178 1.038 103.8
K=1.00
95 461 -347.05 4482.78 0.077
T9 25 - 20 L51x51x4.8 2.655 1.277 127.6
K=1.00
63 461 -347.18 2974.65 0.117
T10 20 - 14 L51x51x4.8 3.181 1.539 153.8
K=1.00
44 461 -261.46 2046.69 0.128
T11 14 - 8 L51x51x4.8 3.754 1.826 182.5K=1.00
31 461 -228.48 1454.81 0.157
* DL controls
Top Girt Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 60 - 56 L51x51x4.8 0.620 0.544 54.3K=1.00
163 461 -133.35 7673.47 0.017
T3 52 - 50 L51x51x4.8 0.620 0.544 54.3K=1.00
163 461 -3837.20 7673.47 0.500
T4 50 - 45 2L51x51x6 1.940 1.838 85.3
K=1.00
124 1213 -3172.93 15300.22 0.207
T5 45 - 40 L51x51x4.8 1.940 1.864 118.9
K=1.00
73 461 -86.71 3423.49 0.025
T6 40 - 35 L51x51x4.8 1.940 1.864 118.9
K=1.00
73 461 -78.44 3423.49 0.023
T7 35 - 30 L51x51x4.8 1.940 1.864 118.9
K=1.00
73 461 -186.64 3423.49 0.055
T8 30 - 25 L51x51x4.8 1.940 1.864 118.9
K=1.00
73 461 -1725.63 3423.49 0.504
T9 25 - 20 L51x51x4.8 2.417 2.315 147.7
K=1.00
47 461 -5416.89 2218.75 2.441
H1-3 (2.44 CR) - 392
T10 20 - 14 L51x51x4.8 2.894 2.792 178.2K=1.00
32 461 -6041.40 1525.48 3.960
H1-3 (3.96 CR) - 467
T11 14 - 8 L64x64x4.8 3.467 3.365 170.3
K=1.00
35 582 -7263.15 2106.57 3.448
H1-3 (3.45 CR) - 542T12 8 - 5 L64x64x6.4 4.040 3.938 201.6 25 768 -5307.58 1982.64 2.677
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
35 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
K=1.00
KL/R > 200 (C) - 615
T13 5 - 0 L76x76x6.4 4.763 2.331 98.7K=1.00
104 929 -196.85 9806.22 0.020
Redundant Horizontal (1) Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm
2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa T8 30 - 25 L38x38x3.2 0.545 0.494 65.6
K=1.00
150 232 -512.24 3542.46 0.145
T9 25 - 20 L38x38x3.2 0.664 0.613 81.5
K=1.00
129 232 -584.47 3050.35 0.192
T10 20 - 14 L38x38x3.2 0.795 0.744 98.9K=1.00
103 232 -620.35 2437.17 0.255
T11 14 - 8 L38x38x3.2 0.938 0.888 118.0K=1.00
74 232 -692.12 1748.88 0.396
T12 8 - 5 L51x51x4.8 0.595 0.545 54.4
K=1.00
163 461 -852.27 7669.39 0.111
T13 5 - 0 L38x38x3.2 0.794 0.743 98.8
K=1.00
103 232 -860.71 2443.59 0.352
Redundant Horizontal (2) Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T12 8 - 5 L51x51x4.8 1.191 1.140 113.9
K=1.00
79 461 -852.27 3732.60 0.228
T13 5 - 0 L44x44x3.2 1.588 1.537 174.5
K=1.00
34 272 -860.71 938.84 0.917
Redundant Horizontal (3) Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T12 8 - 5 L51x51x4.8 1.786 1.735 173.4
K=1.00
34 461 -852.27 1610.73 0.529
Redundant Diagonal (1) Design Data (Compression)
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
36 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T8 30 - 25 L51x51x3.2 1.390 1.250 123.8K=1.00
67 312 -608.37 2140.51 0.284
T9 25 - 20 L51x51x3.2 1.446 1.329 131.6
K=1.00
59 312 -636.31 1893.32 0.336
T10 20 - 14 L51x51x3.2 1.734 1.617 160.2
K=1.00
40 312 -676.38 1278.76 0.529
T11 14 - 8 L51x51x3.2 1.810 1.708 169.2
K=1.00
36 312 -667.41 1146.08 0.582
T12 8 - 5 L51x51x4.8 1.020 0.945 94.5
K=1.00
110 461 -730.24 5176.94 0.141
T13 5 - 0 L51x51x6.4 1.780 1.636 164.7
K=1.00
38 605 -965.15 2341.94 0.412
Redundant Diagonal (2) Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T12 8 - 5 L51x51x4.8 1.487 1.428 142.7
K=1.00
51 461 -532.25 2377.18 0.224
T13 5 - 0 L51x51x4.8 2.177 2.098 209.7K=1.00
23 461 -590.18 1101.61 0.536
Redundant Diagonal (3) Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T12 8 - 5 L51x51x4.8 2.023 1.968 196.7
K=1.00
27 461 -487.44 1252.18 0.389
Redundant Hip (1) Design Data (Compression)Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T8 30 - 25 L44x44x3.2 0.770 0.770 87.4K=1.00
118 272 -65.34 3278.29 0.020
T9 25 - 20 L44x44x3.2 0.939 0.939 106.6
K=1.00
90 272 -46.85 2510.07 0.019
T10 20 - 14 L44x44x3.2 1.124 1.124 127.6
K=1.00
63 272 -57.41 1753.73 0.033
T11 14 - 8 L51x51x3.2 1.327 1.327 131.4K=1.00
60 312 -45.16 1899.55 0.024
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
37 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
T12 8 - 5 L51x51x4.8 0.842 0.842 84.1
K=1.00
125 461 -44.17 5893.84 0.007
T13 5 - 0 L51x51x4.8 1.123 1.123 112.2
K=1.00
82 461 -45.22 3848.52 0.012
Redundant Hip (2) Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
Pkg
Allow.
Pa kg
Ratio
P
Pa
T12 8 - 5 L51x51x4.8 1.684 1.684 168.3
K=1.00
36 461 -173.23 1710.46 0.101
T13 5 - 0 L51x51x4.8 2.245 2.245 224.4
K=1.00
20 461 -57.59 962.13 0.060
Inner Bracing Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T3 52 - 50 L51x51x3.2 0.877 0.801 79.3
K=1.00
118 312 -1552.85 3769.79 0.412*
T4 50 - 45 L51x51x3.2 2.744 2.642 261.6
K=1.00
15 312 -385.84 479.27 0.805*
KL/R > 250 (C) - 112
T8 30 - 25 L51x51x6.4 2.744 2.668 268.6
K=1.00
14 605 -36.61 880.66 0.042
KL/R > 250 (C) - 315
T9 25 - 20 L51x51x4.8 3.418 3.317 331.4
K=1.00
9 461 -114.91 440.97 0.261
KL/R > 250 (C) - 390
T10 20 - 14 L51x51x4.8 4.093 3.991 398.8
K=1.00
6 461 -128.16 304.50 0.421
KL/R > 250 (C) - 465
T11 14 - 8 L51x51x4.8 2.654 2.553 255.1
K=1.00
16 461 -695.27 744.46 0.934
KL/R > 250 (C) - 580
T13 5 - 0 L51x51x4.8 3.368 3.368 336.5
K=1.00
9 461 -250.50 427.61 0.586
KL/R > 250 (C) - 692
* DL controls
Tension Checks
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
38 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Leg Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 60 - 56 L76x76x6 4.000 0.500 21.2 224 687 4851.31 15699.97 0.309
T2 56 - 52 L76x76x6 4.000 0.500 21.2 224 687 14324.13 15699.97 0.912
T3 52 - 50 L102x102x6 2.207 1.104 34.8 224 1010 4854.80 23070.85 0.210
T4 50 - 45 2L76x76x6.4 5.000 1.250 52.9 224 1613 10199.57 36854.39 0.277
T5 45 - 40 2L76x76x6.4 5.000 1.250 52.9 224 1613 16525.60 36854.39 0.448
T6 40 - 35 2L76x76x6.4 5.000 1.250 52.9 224 1613 24105.63 36854.39 0.654
T7 35 - 30 2L76x76x6.4 5.000 1.250 52.9 224 1613 34196.02 36854.39 0.928
T8 30 - 25 L102x102x6 5.011 1.253 39.5 224 1010 29866.80 23070.85 1.295
T9 25 - 20 L102x102x8 5.011 1.253 39.8 224 1246 36392.23 28470.01 1.278
T10 20 - 14 L102x102x10 6.014 1.503 48.1 224 1482 39256.75 33869.21 1.159
T11 14 - 8 L102x102x13 6.014 1.503 48.5 224 1935 45131.91 44225.27 1.020
T12 8 - 5 L102x102x13 3.043 0.761 24.6 224 1935 47873.06 44225.27 1.082
T13 5 - 0 L102x102x13 5.072 1.691 54.6 224 1935 47572.33 44225.27 1.076
Diagonal Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 60 - 56 L51x51x4.8 0.796 0.699 44.6 224 278 1095.67 6350.48 0.173
T2 56 - 52 L51x51x4.8 0.796 0.699 44.6 224 278 1597.63 6350.48 0.252
T3 52 - 50 L51x51x6.4 1.418 1.299 84.0 224 363 7675.06 8297.75 0.925
T4 50 - 45 L51x51x4.8 1.582 1.520 97.0 224 278 1387.80 6350.48 0.219
T5 45 - 40 L51x51x4.8 1.582 1.520 97.0 224 278 1641.69 6350.48 0.259
T6 40 - 35 L51x51x4.8 1.582 1.520 97.0 224 278 1919.55 6350.48 0.302
T7 35 - 30 L51x51x4.8 1.582 1.520 97.0 224 278 3006.52 6350.48 0.473
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
39 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
H1-3 (1.35 CR) - 282
T8 30 - 25 L64x64x4.8 2.779 1.390 70.3 224 368 7434.92 8418.00 0.883
H1-3 (1.68 CR) - 337
T9 25 - 20 L64x64x4.8 2.891 1.446 73.1 224 368 6187.91 8418.00 0.735
T10 20 - 14 2L51x51x5 3.468 1.734 110.6 224 556 7876.50 12700.95 0.620
T11 14 - 8 2L51x51x6 3.620 1.810 117.0 224 728 7494.21 16639.77 0.450
T12 8 - 5 L64x64x6.4 3.635 0.909 46.5 224 485 34061.98 11083.94 3.073
bolt (5.83 CR) - 620/3T13 5 - 0 L76x76x6.4 5.854 1.951 82.6 224 606 6531.10 13848.04 0.472
Horizontal Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T4 50 - 45 L51x51x4.8 1.940 0.932 59.5 224 278 53.65 6350.48 0.008
T5 45 - 40 L51x51x4.8 1.940 1.864 118.9 224 278 74.26 6350.48 0.012
T6 40 - 35 L51x51x4.8 1.940 1.864 118.9 224 278 100.23 6350.48 0.016
T7 35 - 30 L51x51x4.8 1.940 1.864 118.9 224 278 350.49 6350.48 0.055
T8 30 - 25 L51x51x4.8 2.178 1.038 66.3 224 278 208.31 6350.48 0.033
T9 25 - 20 L51x51x4.8 2.655 1.277 81.5 224 278 206.35 6350.48 0.032
T10 20 - 14 L51x51x4.8 3.181 1.539 98.2 224 278 80.73 6350.48 0.013
T11 14 - 8 L51x51x4.8 3.754 1.826 116.5 224 278 65.56 6350.48 0.010
Top Girt Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 60 - 56 L51x51x4.8 0.620 0.544 34.7 224 278 152.23 6350.48 0.024
T4 50 - 45 2L51x51x6 1.940 1.838 118.8 224 728 166.19 16639.77 0.010
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Page
40 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
T5 45 - 40 L51x51x4.8 1.940 1.864 118.9 224 278 26.63 6350.48 0.004
T6 40 - 35 L51x51x4.8 1.940 1.864 118.9 224 278 35.40 6350.48 0.006
T7 35 - 30 L51x51x4.8 1.940 1.864 118.9 224 278 108.10 6350.48 0.017
T8 30 - 25 L51x51x4.8 1.940 1.864 118.9 224 278 1780.79 6350.48 0.280
T9 25 - 20 L51x51x4.8 2.417 2.315 147.7 224 278 5829.12 6350.48 0.918
H1-3 (2.38 CR) - 394
T10 20 - 14 L51x51x4.8 2.894 2.792 178.2 224 278 6527.51 6350.48 1.028
H1-3 (3.80 CR) - 469
T11 14 - 8 L64x64x4.8 3.467 3.365 170.3 224 368 7967.99 8418.00 0.947
H1-3 (3.30 CR) - 544T12 8 - 5 L64x64x6.4 4.040 3.938 201.6 224 485 5254.51 11083.94 0.474
T13 5 - 0 L76x76x6.4 4.763 2.331 98.7 224 606 23.28 13848.04 0.002
Redundant Horizontal (1) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T8 30 - 25 L38x38x3.2 0.545 0.494 41.8 207 232 476.86 4890.32 0.098
T9 25 - 20 L38x38x3.2 0.664 0.613 51.9 207 232 584.47 4890.32 0.120
T10 20 - 14 L38x38x3.2 0.795 0.744 63.0 207 232 620.35 4890.32 0.127
T11 14 - 8 L38x38x3.2 0.938 0.888 75.1 207 232 692.12 4890.32 0.142
T12 8 - 5 L51x51x4.8 0.595 0.545 34.7 207 461 39586.79 9729.56 4.069
H2-1 (4.07 CR) - 677T13 5 - 0 L38x38x3.2 0.794 0.743 62.9 207 232 860.71 4890.32 0.176
Redundant Horizontal (2) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T12 8 - 5 L51x51x4.8 1.191 1.140 72.7 207 461 19363.64 9729.56 1.990
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Page
41 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
H2-1 (1.99 CR) - 678
T13 5 - 0 L44x44x3.2 1.588 1.537 110.9 207 272 860.71 5740.80 0.150
Redundant Horizontal (3) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm
2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa T12 8 - 5 L51x51x4.8 1.786 1.735 110.7 207 461 4277.63 9729.56 0.440
Redundant Diagonal (1) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T8 30 - 25 L51x51x3.2 1.342 1.203 75.6 207 312 760.99 6591.29 0.115
T9 25 - 20 L51x51x3.2 1.446 1.329 83.6 207 312 669.69 6591.29 0.102
T10 20 - 14 L51x51x3.2 1.734 1.617 101.7 207 312 676.38 6591.29 0.103
T11 14 - 8 L51x51x3.2 1.810 1.708 107.4 207 312 667.41 6591.29 0.101
T12 8 - 5 L51x51x4.8 1.020 0.945 60.3 207 461 14084.23 9729.56 1.448
H2-1 (1.45 CR) - 623
T13 5 - 0 L51x51x6.4 1.780 1.636 105.8 207 605 965.15 12764.09 0.076
Redundant Diagonal (2) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T12 8 - 5 L51x51x4.8 1.487 1.428 91.1 207 461 12655.82 9729.56 1.301
T13 5 - 0 L51x51x4.8 2.177 2.098 133.9 207 461 590.18 9729.56 0.061
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
42 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Redundant Diagonal (3) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T12 8 - 5 L51x51x4.8 2.023 1.968 125.6 207 461 3547.96 9729.56 0.365
Redundant Hip (1) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
Pkg
Allow.
Pa kg
Ratio
PPa
T8 30 - 25 L44x44x3.2 0.770 0.770 55.6 207 272 16.58 5740.80 0.003
T9 25 - 20 L44x44x3.2 0.939 0.939 67.7 207 272 16.93 5740.80 0.003
T10 20 - 14 L44x44x3.2 1.124 1.124 81.1 207 272 17.66 5740.80 0.003
T11 14 - 8 L51x51x3.2 1.327 1.327 83.4 207 312 17.17 6591.29 0.003
T12 8 - 5 L51x51x4.8 0.842 0.842 53.7 207 461 40461.09 9729.56 4.159
H2-1 (4.16 CR) - 685
T13 5 - 0 L51x51x4.8 1.123 1.123 71.6 207 461 47.37 9729.56 0.005
Redundant Hip (2) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T12 8 - 5 L51x51x4.8 1.684 1.684 107.5 207 461 19724.02 9729.56 2.027
H2-1 (2.03 CR) - 686
T13 5 - 0 L51x51x4.8 2.245 2.245 143.3 207 461 12.06 9729.56 0.001
Inner Bracing Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T3 52 - 50 L51x51x3.2 0.877 0.801 50.3 207 312 81.40 6591.29 0.012
T4 50 - 45 L51x51x3.2 2.744 2.642 166.1 207 312 67.31 6591.29 0.010
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
43 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
T8 30 - 25 L51x51x6.4 1.540 1.464 94.7 207 605 122.90 12764.09 0.010
T9 25 - 20 L51x51x4.8 3.418 3.317 211.6 207 461 172.11 9729.56 0.018*
T10 20 - 14 L51x51x4.8 4.093 3.991 254.7 207 461 283.56 9729.56 0.029
T11 14 - 8 L51x51x4.8 2.654 2.553 162.9 207 461 714.64 9729.56 0.073
T13 5 - 0 L51x51x4.8 3.368 3.368 214.9 207 461 241.83 9729.56 0.025
* DL controls
Section Capacity Table
Section
No.
Elevation
m
Component
Type
Size Critical
Element
P
kg
SF*Pallow
kg
%
Capacity
Pass
Fail
T1 60 - 56 Leg L76x76x6 3 -5226.43 21948.87 23.8 Pass
Diagonal L51x51x4.8 12 1095.67 8465.18 12.914.1 (b)
Pass
Top Girt L51x51x4.8 8 152.23 8465.18 1.82.0 (b)
Pass
T2 56 - 52 Leg L76x76x6 41 14324.13 20928.06 68.4 Pass
Diagonal L51x51x4.8 52 1597.63 8465.18 18.9
21.0 (b)
Pass
T3 52 - 50 Leg L102x102x6 79 -17053.17 23961.90 71.2 Pass
Diagonal L51x51x6.4 105 7675.06 11060.90 69.4
98.5 (b)
Pass
Horizontal L51x51x6.4 96 -4436.04 4512.90 98.3 Pass
Top Girt L51x51x4.8 84 -3837.20 10228.73 37.549.3 (b)
Pass
Inner Bracing L51x51x3.2 82 -1552.85 3769.79 41.2 Pass
T4 50 - 45 Leg 2L76x76x6.4 109 -11284.56 31968.46 35.3 Pass
Diagonal L51x51x4.8 127 -1353.34 2797.66 48.4 PassHorizontal L51x51x4.8 117 -55.55 7028.14 0.8
1.5 (b)
Pass
Top Girt 2L51x51x6 113 -3172.93 20395.19 15.6
20.4 (b)
Pass
Inner Bracing L51x51x3.2 112 -385.84 479.27 80.5 Pass
T5 45 - 40 Leg 2L76x76x6.4 169 -18424.20 31968.46 57.6 PassDiagonal L51x51x4.8 185 -1684.52 2797.66 60.2 Pass
Horizontal L51x51x4.8 175 -86.18 4563.51 1.9
2.3 (b)
Pass
Top Girt L51x51x4.8 171 -86.71 4563.51 1.9 PassT6 40 - 35 Leg 2L76x76x6.4 217 -26790.94 31968.46 83.8 Pass
Diagonal L51x51x4.8 233 -1968.63 2797.66 70.4 Pass
Horizontal L51x51x4.8 223 -125.60 4563.51 2.8
3.4 (b)
Pass
Top Girt L51x51x4.8 221 -78.44 4563.51 1.7 PassT7 35 - 30 Leg 2L76x76x6.4 265 -36860.88 31968.46 115.3 Fail
Diagonal L51x51x4.8 281 -3049.45 2797.66 109.0 Fail
Horizontal L51x51x4.8 280 -476.69 4563.51 10.412.8 (b)
Pass
Top Girt L51x51x4.8 267 -186.64 4563.51 4.1 Pass
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
44 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Size Critical Element
Pkg
SF*Pallow
kg%
CapacityPassFail
T8 30 - 25 Leg L102x102x6 313 -31754.42 22888.18 138.7 Fail
Diagonal L64x64x4.8 337 -8426.89 6666.69 126.4 FailHorizontal L51x51x4.8 321 -347.05 5975.55 5.8
9.4 (b)
Pass
Top Girt L51x51x4.8 317 -1725.63 4563.51 37.8 Pass
Redund Horz 1
Bracing
L38x38x3.2 323 -512.24 4722.10 10.8 Pass
Redund Diag 1
Bracing
L51x51x3.2 373 -608.37 2853.30 21.3 Pass
Redund Hip 1
Bracing
L44x44x3.2 385 -65.34 4369.97 1.5 Pass
Inner Bracing L51x51x6.4 315 -36.61 1173.92 3.1 Pass
T9 25 - 20 Leg L102x102x8 388 -38920.50 32376.35 120.2 Fail
Diagonal L64x64x4.8 412 -6682.46 6161.51 108.5FailHorizontal L51x51x4.8 396 -347.18 3965.20 8.8
9.4 (b)
Pass
Top Girt L51x51x4.8 392 -5416.89 2957.60 183.2 Fail
Redund Horz 1
Bracing
L38x38x3.2 408 -584.47 4066.11 14.4 Pass
Redund Diag 1
Bracing
L51x51x3.2 444 -636.31 2523.79 25.2 Pass
Redund Hip 1
Bracing
L44x44x3.2 427 -46.85 3345.93 1.4 Pass
Inner Bracing L51x51x4.8 390 -114.91 587.81 19.5 Pass
T10 20 - 14 Leg L102x102x10 463 -41309.35 34536.06 119.6 Fail
Diagonal 2L51x51x5 487 -8760.01 10548.17 83.0 Pass
Horizontal L51x51x4.8 494 -261.46 2728.23 9.6 PassTop Girt L51x51x4.8 467 -6041.40 2033.46 297.1 Fail
Redund Horz 1
Bracing
L38x38x3.2 483 -620.35 3248.75 19.1 Pass
Redund Diag 1
Bracing
L51x51x3.2 519 -676.38 1704.59 39.7 Pass
Redund Hip 1
Bracing
L44x44x3.2 502 -57.41 2337.73 2.5 Pass
Inner Bracing L51x51x4.8 466 -128.16 405.90 31.6 Pass
T11 14 - 8 Leg L102x102x13 538 -46088.63 52743.24 87.4 PassDiagonal 2L51x51x6 562 -9302.37 12401.26 75.0 Pass
Horizontal L51x51x4.8 546 -228.48 1939.26 11.8 Pass
Top Girt L64x64x4.8 542 -7263.15 2808.06 258.7 FailRedund Horz 1
Bracing
L38x38x3.2 563 -692.12 2331.26 29.7 Pass
Redund Diag 1
Bracing
L51x51x3.2 594 -667.41 1527.72 43.7 Pass
Redund Hip 1Bracing
L51x51x3.2 577 -45.16 2532.11 1.8 Pass
Inner Bracing L51x51x4.8 580 -695.27 992.37 70.1 Pass
T12 8 - 5 Leg L102x102x13 613 -56415.57 59106.04 95.4 Pass
Diagonal L64x64x6.4 620 34061.98 14774.89 230.5
437.2 (b)Fail
Top Girt L64x64x6.4 615 -5307.58 2642.86 200.8 Fail
Redund Horz 1
Bracing
L51x51x4.8 677 39586.79 12969.50 305.2 Fail
Redund Horz 2
Bracing
L51x51x4.8 678 19363.64 12969.50 149.3 Fail
Redund Horz 3
Bracing
L51x51x4.8 656 -852.27 2147.10 39.7 Pass
Redund Diag 1
Bracing
L51x51x4.8 623 14084.23 12969.50 108.6 Fail
Redund Diag 2 L51x51x4.8 625 12655.82 12969.50 97.6 Pass
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
45 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Size Critical Element
Pkg
SF*Pallow
kg%
CapacityPassFail
Bracing
Redund Diag 3
Bracing
L51x51x4.8 648 -487.44 1669.15 29.2 Pass
Redund Hip 1Bracing
L51x51x4.8 685 40461.09 12969.50 312.0 Fail
Redund Hip 2
Bracing
L51x51x4.8 686 19724.02 12969.50 152.1 Fail
T13 5 - 0 Leg L102x102x13 689 -56973.49 40742.25 139.8 FailDiagonal L76x76x6.4 706 -6157.25 7719.54 79.8
83.8 (b)
Pass
Top Girt L76x76x6.4 634 -196.85 13071.69 1.5
2.5 (b)
Pass
Redund Horz 1Bracing
L38x38x3.2 719 -860.71 3257.31 26.4 Pass
Redund Horz 2Bracing
L44x44x3.2 720 -860.71 1251.48 68.8 Pass
Redund Diag 1Bracing
L51x51x6.4 714 -965.15 3121.81 30.9 Pass
Redund Diag 2
Bracing
L51x51x4.8 715 -590.18 1468.44 40.2 Pass
Redund Hip 1Bracing
L51x51x4.8 742 -45.22 5130.08 0.9 Pass
Redund Hip 2
Bracing
L51x51x4.8 729 -57.59 1282.52 4.5 Pass
Inner Bracing L51x51x4.8 692 -250.50 570.01 43.9 Pass
Summary
Leg (T13) 139.8 Fail
Diagonal
(T12)
437.2 Fail
Horizontal(T3)
98.3 Pass
Top Girt
(T10)
297.1 Fail
Redund
Horz 1Bracing
(T12)
305.2 Fail
Redund
Horz 2
Bracing(T12)
149.3 Fail
Redund
Horz 3
Bracing
(T12)
39.7 Pass
Redund
Diag 1
Bracing(T12)
108.6 Fail
Redund
Diag 2
Bracing
(T12)
97.6 Pass
RedundDiag 3
Bracing
(T12)
29.2 Pass
Redund Hip
1 Bracing
(T12)
312.0 Fail
Redund Hip 152.1 Fail
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL
Page
46 of 46
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
11:27:41 12/29/10
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Size Critical Element
Pkg
SF*Pallow
kg%
CapacityPassFail
2 Bracing
(T12)
Inner
Bracing (T4)
80.5 Pass
Bolt Checks 437.2 Fail
RATING = 437.2 Fail
Program Version 5.3.1.0 - 1/16/2009 File:C:/Proyectos 2010/Instatel Colombia - Evaluaciones Estructural/05 Calatrava TCSV 60 m/Risa Tower Actual/TCSV 60
M Calatrava Actual.eri
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RESULTADOS
ESTADO ACTUAL
REFORZADA
ESTACION : CALATRAVA
Diciembre 28 de 2010
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ect: TORRE CUADRADA AUTOSOPORTADA DE 60 M
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA
nt: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
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INSTATEL COLOMBIA
Carrera 124 No 17 - 98
Bogotá - Colombia
Phone: (57-1) 547 07 90FAX: (57-1) 547 07 90
Job:ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL RE
Project: TORRE CUADRADA AUTOSOPORTADA DE 60 M
Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd:
Code:
TIA/EIA-222-FDate:
01/24/11 Scale:
NTSPath:C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\InstatelEvaluaciones Estructural\05 Calatrava TCSV 60 m\Risa Tower Reforzado\TCSV60 M Calatrava Reforzado.eri
Dwg No. E-1
60.0 m
56.0 m
52.0 m
50.0 m
45.0 m
40.0 m
35.0 m
30.0 m
25.0 m
20.0 m
14.0 m
8.0 m
5.0 m
0.0 m
REACTIONS - 120 kph WIND
TORQUE 1342 kg-m
14367 kg
SHEAR462177 kg-m
MOMENT
16202 kg
AXIAL
SHEAR: 12151 kg
UPLIFT: -51599 kg
DOWN: 57866 kg
MAX. CORNER REACTIONS AT BASE:
A 5 7 2 - 5 0
L 5 1 x 5 1 x 4 . 8
B
L 5 1 x 5 1 x 4 . 8
2 L 5 1 x 5 1 x 5
2 L 5 1 x 5 1 x 6
2 L 6 4 x 6 4 x 5
L 7 6 x 7 6 x 7 . 9
A 5 7 2 - 5 0
L 5 1 x 5 1 x 4 . 8
N . A .
C
2 L 5 1 x 5 1 x 6
L
5 1 x 5 1 x 4 . 8
2 L
5 1 x 5 1 x 6
2 L 6 4 x 6 4 x 5
2 L 6 4 x 6 4 x 6
L 7 6 x 7 6 x 6 . 4
N . A .
B
L 5 1 x 5 1 x 4 . 8
N . A .
N . A .
L 3 8 x
3 8 x 3 . 2
L 5 1 x 5 1 x 4 . 8
L 3 8 x 3 8 x 3 . 2
N . A .
L 5 1 x
5 1 x 3 . 2
L 5 1 x 5 1 x 4 . 8
L 5 1 x 5 1 x 6 . 4
N . A .
L 4 4 x 4 4 x 3 . 2
L 5 1 x 5 1 x 3 . 2
L 5 1 x 5 1 x 4 . 8
N . A .
L 5 1 x 5 1 x 3 . 2
N . A .
L 5 1 x 5 1 x 6 . 4
L 5 1 x 5 1 x 4 . 8
N . A .
L 5 1 x 5 1 x 4 . 8
2 7 6 . 0
2 6 4 . 8
3 1 8 . 6
8 2 3 . 4
7 0 3 . 8
7 0 3 . 8
1 0 6 1 . 1
1 1 5 4 . 2
1 3 8 0 . 7
1 7 9 4 . 5
1 7 4 1 . 9
1 2 1 0 . 0
1 7 9 8 . 4
0 . 6 2
1 . 9 4
2 . 4 1 7
2 . 8 9 4
3 . 4 6 7
4 . 0 4
4 . 7 6 3
1 6 @ 0 . 5
2 @ 1
1 6 @ 1 . 2 5
4 @ 2 . 5
5 @ 3
1 @ 5
L e g G r a d e
D i a g o n a l s
D i a g o n a l G r a d e
T o p G i r t s
H o r i z o n t a l s
R e d . H o r i z o n t a l s
R e d . D i a g o n a l s
R e d . H i p s
I n n e r B r a c i n g
F a c e W i d t h ( m )
5 . 9 7
# P a n e l s @ ( m )
W e i g h t ( k g )
1 3 2 3 1 . 3
ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 59 - 58 ANTENA PANEL UHF 0.48x0.983 59 - 58 ANTENA PANEL UHF 0.48x0.983 59 - 58 ANTENA PANEL UHF 0.48x0.983 58 - 57 ANTENA PANEL UHF 0.48x0.983 58 - 57 ANTENA PANEL UHF 0.48x0.983 58 - 57 ANTENA PANEL UHF 0.48x0.983 57 - 56 ANTENA PANEL UHF 0.48x0.983 57 - 56 ANTENA PANEL UHF 0.48x0.983 57 - 56 ANTENA PANEL UHF 0.48x0.983 56 - 55 ANTENA PANEL UHF 0.48x0.983 56 - 55 ANTENA PANEL UHF 0.48x0.983 56 - 55 ANTENA PANEL UHF 0.48x0.983 55 - 54 ANTENA PANEL UHF 0.48x0.983 55 - 54 ANTENA PANEL UHF 0.48x0.983 55 - 54 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 46 - 44 ANTENA PANEL FM KATHREIN 46 - 44 ANTENA PANEL FM KATHREIN 46 - 44 ANTENA PANEL FM KATHREIN 44 - 42 ANTENA PANEL FM KATHREIN 44 - 42 ANTENA PANEL FM KATHREIN 44 - 42(2) ANTENA PANEL FM KATHREIN 41.8 - 40.8(2) ANTENA PANEL FM KATHREIN 40.8 - 39.8(2) ANTENA PANEL FM KATHREIN 39.8 - 38.8(2) ANTENA PANEL FM KATHREIN 38.8 - 37.86 FT DISH 358 FT DISH 31.88 FT DISH 31.5HP10-59W 26.58 FT DISH 23.58 FT DISH 19HP6-107G 13 Andrew KP4/KP4F 8.5DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVAT ANTENA PANEL UHF 0.48x0.983 61.5
ANTENA PANEL UHF 0.48x0.983 61.5
ANTENA PANEL UHF 0.48x0.983 61.5
ANTENA PANEL UHF 0.48x0.983 61.5
ANTENA PANEL UHF 0.48x0.983 60
ANTENA PANEL UHF 0.48x0.983 60
ANTENA PANEL UHF 0.48x0.983 60
ANTENA PANEL UHF 0.48x0.983 60
ANTENA PANEL UHF 0.48x0.983 60 - 59
ANTENA PANEL UHF 0.48x0.983 60 - 59
ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 59 - 58
ANTENA PANEL UHF 0.48x0.983 59 - 58
ANTENA PANEL UHF 0.48x0.983 59 - 58
ANTENA PANEL UHF 0.48x0.983 58 - 57
ANTENA PANEL UHF 0.48x0.983 58 - 57
ANTENA PANEL UHF 0.48x0.983 58 - 57
ANTENA PANEL UHF 0.48x0.983 57 - 56
ANTENA PANEL UHF 0.48x0.983 57 - 56
ANTENA PANEL UHF 0.48x0.983 57 - 56
ANTENA PANEL UHF 0.48x0.983 56 - 55
ANTENA PANEL UHF 0.48x0.983 56 - 55
ANTENA PANEL UHF 0.48x0.983 56 - 55
ANTENA PANEL UHF 0.48x0.983 55 - 54
ANTENA PANEL UHF 0.48x0.983 55 - 54
ANTENA PANEL UHF 0.48x0.983 55 - 54
ANTENA PANEL FM KATHREIN 50 - 48
ANTENA PANEL FM KATHREIN 50 - 48
ANTENA PANEL FM KATHREIN 50 - 48
ANTENA PANEL FM KATHREIN 50 - 48
ANTENA PANEL FM KATHREIN 48 - 46
ANTENA PANEL FM KATHREIN 48 - 46
ANTENA PANEL FM KATHREIN 48 - 46
ANTENA PANEL FM KATHREIN 48 - 46
ANTENA PANEL FM KATHREIN 46 - 44
ANTENA PANEL FM KATHREIN 46 - 44
ANTENA PANEL FM KATHREIN 46 - 44 ANTENA PANEL FM KATHREIN 44 - 42
ANTENA PANEL FM KATHREIN 44 - 42
ANTENA PANEL FM KATHREIN 44 - 42
(2) ANTENA PANEL FM KATHREIN 41.8 - 40.8
(2) ANTENA PANEL FM KATHREIN 40.8 - 39.8
(2) ANTENA PANEL FM KATHREIN 39.8 - 38.8
(2) ANTENA PANEL FM KATHREIN 38.8 - 37.8
6 FT DISH 35
8 FT DISH 31.8
8 FT DISH 31.5
HP10-59W 26.5
8 FT DISH 23.5
8 FT DISH 19
HP6-107G 13
Andrew KP4/KP4F 8.5
SYMBOL LIST
MARK MARKSIZE SIZE A L102x102x6
B L51x51x6.4
C L51x51x4.8
MATERIAL STRENGTHGRADE GRADEFy FyFu Fu
A572-50 345 MPa 448 MPa
TOWER DESIGN NOTES1. Tower designed for a 120 kph basic wind in accordance with the TIA/EIA-222-F Stand2. Deflections are based upon a 60 kph wind.3. Weld together tower sections have flange connections.4. Connections use galvanized A394 bolts, nuts and locking devices. Installation per
TIA/EIA-222 and AISC Specifications.5. Tower members are "hot dipped" galvanized in accordance with ASTM A123 and AS
A153 Standards.6. Welds are fabricated with AWS E60XX/E70XX electrodes.7. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:
8. RF antennas feeders shall be 1-5/8" and installed 48 feeders per side9. MW dishes feeders shall be 1/2" and installed 8 feeders per side10. TOWER RATING: 98.6%
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CONCLUSIONES Y RESULTADOS
ESTADO DE LA ESTRUCTURA
PINTURA
A la pintura es necesario e inmediato realizar un mantenimiento inmediato de raspado
general de la estructura y pintar desde base hasta el poliuretano.
TORNILLERIA
Como se encuentra la tornillería en la sección recta desde el nivel + 30 m hasta el nivel +
50 m se deben cambiar ya que se encuentra con corrosion
ESCALERA DE ACCESO
Por seguridad del personal de mantenimiento se debe INSTALAR LINEA DE VIDA. Y es
solicitado por la Norma
PLATAFORMAS DE DESCANSO
Como las plataformas de descanso no tienen barandas de proteccion, por seguridad se
deben instalar barandas de protección en las plataformas de descanso.
LUCES DE OBSTRUCCION
Se debe INSTALAR LUZ DE BALIZAJE. Para cumplir con la norma de la aeronáutica civil
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ESTADO ACTUAL DE LA TORRE
Para cumplir con los requerimiento solicitados de la velocidad de viento de diseño de
120 kph entonces dentro del análisis de calculo la torre se debe reforzar de la siguiente
manera.
MONTANTES
Del nivel +0.00 m a +5.00 m se debe adicionar un Angulo de102x102x12.7
Del nivel +14.00 m a +20.00 m se debe adicionar un Angulo de102x102x9.5
Del nivel +20.00 m a +25.00 m se debe adicionar un Angulo de102x102x7.9
Del nivel +25.00 m a +30.00 m se debe adicionar un Angulo de102x102x6.4
Del nivel +30.00 m a +35.00 m se debe adicionar un Angulo de102x102x6.4 ya se encuentra dos angulos de 76x76x6.4 por lo tanto sedebe reforzar interior o formar en cruz
DIAGONALES
La diagonal del nivel +0.00 m a +5.00 m se le adiciona al existente unangulo espalda con espalda de 76x76x7.9 Con dos tornillos de ¾” encada uno de sus extremos.
La diagonal del nivel +5.00 m a +8.00 m se le adiciona al existente unangulo espalda con espalda de 64x64x6.4
La diagonal del nivel +14.00 m a +20.00 m se le adiciona al existente unangulo espalda con espalda de 64x64x6.4
La diagonal del nivel +20.00 m a +25.00 m se le adiciona al existente unangulo espalda con espalda de 64x64x4.8
La diagonal del nivel +25.00 m a +30.00 m se le adiciona al existente unangulo espalda con espalda de 64x64x4.8
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La diagonal del nivel +30.00 m a +35.00 m se le adiciona al existente unangulo espalda con espalda de 51x51x4.8
HORIZONTALES
Las horizontal del nivel +8.00 m a se le adiciona a la existente espaldacon espalda un Angulo de 64x64x6.4
Las horizontal del nivel +14.00 m a se le adiciona a la existente espaldacon espalda un Angulo de 64x64x6.4
Las horizontal del nivel +20.00 m a se le adiciona a la existente espaldacon espalda un Angulo de 51x51x6.4
Las horizontal del nivel +8.00 m a se le adiciona a la existente espaldacon espalda un Angulo de 51x51x6.4
Del nivel + 5 al nivel +14 los elementos redundantes no tienenelementos de cierre entre diagonales interiores se debe adicionar esteelemento en un angulo de 38x38x3.2 que serán 24 elementos en total eneste tramo
RFUERZO DE LA ESTRUCTURA
EL PESO APROXIMADO DE REFUERZO ES DE 4.780 kg
DEFLEXION DE LA TORRE
Luego de análisis de la torre en el estado actual y teniendo en cuenta la velocidad de
viento de operación de 60 kph verificamos el desplazamiento de la torre.
Desplazamiento máximo= H/200
Dmax= 600/200
Dmax= 300 mm
De los cálculos realizados tenemos.
El desplazamiento presentado en la velocidad de operación tenemos 149.8
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Entonces 149.8 < 300 OK
CIMENTACION
La cimentación según los cálculos realizados se debe adicionar vigas de amarreentre pedestales con una dimensión de 40 cm de ancho por 50 cm de alto.
Estas vigas de amarre en su nivel superior deben estar a nivel del terreno o sea
a nivel +0.00 m
Se anexa las memorias y su planos de construcción
ANEXO SE PRESENTA:
ISOMETRICO TORRE REFORZADA
SILUETA REFORZADA
DEFORMADA TORRE REFORZADA
CALCULO PLACA BASE Y PERNOS REFROZADA
CALCULO ESTRUCTURAL REFORZADA
CALCULO CIMENTACION
PLANO DE CIMENTACION
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ect: TORRE CUADRADA AUTOSOPORTADA DE 60 M
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA
nt: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
8 Dead+Wind 90 deg - Service
. Disp.142.62 mm @ 60.000 m
ling 20
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Calculo: Ing. Jaime Gutierrez C:
Fecha: Diciembre 29 de 2010 ESTACION: CALATRAVA
ESTADO REFORZADOESTRUCTURA: TORRE CUADRADA 60 m SECCION VARIABLE
CARGAS ACTUANTESTension Maxima T (ton) 54,874
Comprexion Maxima C (ton) -48,391
Fuerza Longitudinal en X Hx (ton) -7,215 -8,156
Fuerza Transversal en Y Hy (ton) 6,943 7,752
CALCULO DE PLACA - BASE
PLACA BASE B C t Dp m No pernos
cm. cm. cm cm cm. Bp Cp un
40 40 2,2 4,0 16,0 54 54 7,0
C
P
Dimension pedestal
cm
B m
n
t
p
Dp
Area Placa Colocada Ac 1.600 cm2
Acero A-36 Fy= 2.530 Kg /cm² Concreto. f'c= 210 Kg / cm²
Distancia n 8,0 cm
Area Requerida placa base Ar 488 cm2
Apoyo contacto pedestal Fp 99,225 Kg / cm²
Presion de Apoyo pp 30,244 kg / cm²
Esfuerzo de Flexion por Compresion Fb
Esfuerzo de Flexion Fb 1.645 Kg / cm² Acero A-36
Distancia al borde m 16 cm
Espesor Placa Base C t 1,88 cm
Esfuerzo de Flexion por Arranque Fb¨
Distancia al perno Dp 4 cm
uerza en e erno Pt 7,84 on
Momento de Flexion Mf 31,4 Ton - cm
Espesor de la Placa Base Arr t 2,18 cm
Espesor Minimo Placa Base t 2,18 cm
Lado de la placa Base B 400 mm
Espesor de la Placa Base t 22 mm OK CUMPLE
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Calculo: Ing. Jaime Gutierrez C:
Fecha: Diciembre 29 de 2010
ESTACION: CALATRAVA
ESTADO REFORZADOESTRUCTURA:
DISEÑO DE PERNOS DE ANCLAJE
TORRE CUADRADA 60 m SECCION VARIABLE
Diametro de los Pernos dp 0,88 plg
dp 2,22 cm
Material de los Pernos
Cantidad de Pernos 7 un
Area Total de Pernos Atp 27,16 cm²
Factor de Rosca 0,85
SAE 1020 CALIBRADO
Numero de Hilos por Pulgada hp 8
Area Efectiva de Pernos Ap 20,12 cm²
Cargas de Trabajo
Fuerza de Arranque T 54,87 ton
Fuerza de Cortante Vux -7,22 ton
Fuerza de Cortante Vuy 7,75 tonFuerza de Cortante Vu 10,59 ton
Esfuerzo de Fluencia Fy 4,20 ton/cm²
Resistencia a la Tension Ft 3,36 ton/cm²
Resistencia al Corte Fv 2,24 ton/cm²
Area Efectiva de cada Perno Ae 2,87 cm²
Area Total por Perno Ap 3,88 cm²
Area Requerida por Arranque At 10,2 cm²
Area Requerida Arranque Diseño Atm 15,3 cm²
Numero de Pernos Minimo Np 6 un
Pernos a Colocar 7 un
Diametro del Perno 22 mm
Area Neta de Pernos Anp 20,12 cm²
AREA DE PERNOS > AREA REQUERIDA OK CUMPLE
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
1 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Tower Input Data
The main tower is a 4x free standing tower with an overall height of 60.000 m above the ground line.The base of the tower is set at an elevation of 0.000 m above the ground line.
The face width of the tower is 0.620 m at the top and 5.970 m at the base.
This tower is designed using the TIA/EIA-222-F standard.The following design criteria apply:
Basic wind speed of 120 kph.
Deflections calculated using a wind speed of 60 kph.
Weld together tower sections have flange connections..
Connections use galvanized A394 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISCSpecifications..
Tower members are ''hot dipped'' galvanized in accordance with ASTM A123 and ASTM A153 Standards..
Welds are fabricated with AWS E60XX/E70XX electrodes..All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:1.
RF antennas feeders shall be 1-5/8'' and installed 48 feeders per side.
MW dishes feeders shall be 1/2'' and installed 8 feeders per side.
Tension only take-up is 1 mm.A non-linear (P-delta) analysis was used.
Pressures are calculated at each section.
Stress ratio used in tower member design is 1.333.
Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.
OptionsConsider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder
Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly RulesConsider Moments - Diagonals √ Assume Rigid Index Plate √ Calculate Redundant Bracing Forces
Use Moment Magnification √ Use Clear Spans For Wind Area Ignore Redundant Members in FEA
√ Use Code Stress Ratios √ Use Clear Spans For KL/r √ SR Leg Bolts Resist Compression
√ Use Code Safety Factors - Guys √ Retension Guys To Initial Tension √ All Leg Panels Have Same AllowableEscalate Ice Bypass Mast Stability Checks Offset Girt At Foundation
Always Use Max Kz √ Use Azimuth Dish Coefficients √ Consider Feedline Torque
Use Special Wind Profile √ Project Wind Area of Appurt. √ Include Angle Block Shear Check
√ Include Bolts In Member Capacity √ Autocalc Torque Arm Areas Poles
√ Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction
√ Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow
Use Diamond Inner Bracing (4 Sided) √ Triangulate Diamond Inner Bracing Use Top Mounted Sockets
Add IBC .6D+W Combination
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
2 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Leg CLeg D
F a c e A
Face B
Face D
Square Tower
F a c e C
Wind 0
Wind 90
W i n d
4 5
Leg A Leg B
Z
X
Tower Section Geometry
Tower
Section
Tower
Elevation
m
Assembly
Database
Description Section
Width
m
Number
of
Sections
Section
Length
m
T1 60.000-56.000 0.620 1 4.000T2 56.000-52.000 0.620 1 4.000
T3 52.000-50.000 0.620 1 2.000
T4 50.000-45.000 1.940 1 5.000
T5 45.000-40.000 1.940 1 5.000T6 40.000-35.000 1.940 1 5.000
T7 35.000-30.000 1.940 1 5.000
T8 30.000-25.000 1.940 1 5.000
T9 25.000-20.000 2.417 1 5.000T10 20.000-14.000 2.894 1 6.000
T11 14.000-8.000 3.467 1 6.000T12 8.000-5.000 4.040 1 3.000
T13 5.000-0.000 4.763 1 5.000
Tower Section Geometry (cont’d)
Tower
Section
Tower
Elevation
m
Diagonal
Spacing
m
Bracing
Type
Has
K Brace
End
Panels
Has
Horizontals
Top Girt
Offset
mm
Bottom Girt
Offset
mm
T1 60.000-56.000 0.500 K Brace Left No Yes 0 0
T2 56.000-52.000 0.500 K Brace Left No Yes 0 0T3 52.000-50.000 1.000 TX Brace No Yes 0 0
T4 50.000-45.000 1.250 Double K No Yes 0 0
T5 45.000-40.000 1.250 Double K No Yes 0 0
T6 40.000-35.000 1.250 Double K No Yes 0 0
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
3 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
TowerSection
Tower Elevation
m
DiagonalSpacing
m
BracingType
HasK Brace
End
Panels
Has Horizontals
Top GirtOffset
mm
Bottom GirtOffset
mm
T7 35.000-30.000 1.250 Double K No Yes 0 0T8 30.000-25.000 2.500 Double K1 No Yes 0 0
T9 25.000-20.000 2.500 Double K1 No Yes 0 0T10 20.000-14.000 3.000 Double K1 No Yes 0 0
T11 14.000-8.000 3.000 Double K1 No Yes 0 0
T12 8.000-5.000 3.000 K3 Up No Yes 0 0
T13 5.000-0.000 5.000 K2 Down No Yes 0 0
Tower Section Geometry (cont’d)
Tower
Elevation
m
Leg
Type
Leg
Size
Leg
Grade
Diagonal
Type
Diagonal
Size
Diagonal
Grade
T1 60.000-56.000 Equal Angle L76x76x6 A572-50
(345 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
T2 56.000-52.000 Equal Angle L76x76x6 A572-50(345 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T3 52.000-50.000 Equal Angle L102x102x6 A572-50
(345 MPa)
Single Angle L51x51x6.4 A572-50
(345 MPa)
T4 50.000-45.000 Equal Angle 2L76x76x6.4 A572-50(345 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T5 45.000-40.000 Equal Angle 2L76x76x6.4 A572-50
(345 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
T6 40.000-35.000 Equal Angle 2L76x76x6.4 A572-50
(345 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)T7 35.000-30.000 Equal Angle 2L102x102x6.4 A572-50
(345 MPa)
Double Angle 2L51x51x5 A572-50
(345 MPa)T8 30.000-25.000 Equal Angle 2L102x102x6.4 A572-50
(345 MPa)
Double Angle 2L51x51x5 A572-50
(345 MPa)T9 25.000-20.000 Equal Angle 2L102x102x7.9 A572-50
(345 MPa)
Double Angle 2L51x51x5 A572-50
(345 MPa)T10
20.000-14.000
Equal Angle 2L102x102x9.5 A572-50
(345 MPa)
Double Angle 2L51x51x5 A572-50
(345 MPa)
T11 14.000-8.000 Equal Angle L102x102x13 A572-50
(345 MPa)
Double Angle 2L51x51x6 A572-50
(345 MPa)T12 8.000-5.000 Equal Angle L102x102x13 A572-50
(345 MPa)
Double Angle 2L64x64x5 A572-50
(345 MPa)
T13 5.000-0.000 Equal Angle 2L102x102x9.5 A572-50
(345 MPa)
Single Angle L76x76x7.9 A572-50
(345 MPa)
Tower Section Geometry (cont’d)
Tower
Elevation
m
Top Girt
Type
Top Girt
Size
Top Girt
Grade
Bottom Girt
Type
Bottom Girt
Size
Bottom Girt
Grade
T1 60.000-56.000 Single Angle L51x51x4.8 A572-50
(345 MPa)
Single Angle A570-50
(345 MPa)T3 52.000-50.000 Single Angle L51x51x4.8 A572-50
(345 MPa)
Solid Round A570-50
(345 MPa)
T4 50.000-45.000 Double Angle 2L51x51x6 A572-50
(345 MPa)
Solid Round A570-50
(345 MPa)
T5 45.000-40.000 Single Angle L51x51x4.8 A572-50 Solid Round A570-50
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Page
4 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Tower Elevation
m
Top GirtType
Top GirtSize
Top GirtGrade
Bottom GirtType
Bottom GirtSize
Bottom GirtGrade
(345 MPa) (345 MPa)
T6 40.000-35.000 Single Angle L51x51x4.8 A572-50(345 MPa)
Solid Round A572-50(345 MPa)
T7 35.000-30.000 Single Angle L51x51x4.8 A572-50(345 MPa)
Solid Round A572-50(345 MPa)
T8 30.000-25.000 Single Angle L51x51x4.8 A572-50
(345 MPa)
Solid Round A572-50
(345 MPa)
T9 25.000-20.000 Double Angle 2L51x51x6 A572-50(345 MPa)
Solid Round A572-50(345 MPa)
T10
20.000-14.000
Double Angle 2L51x51x6 A572-50
(345 MPa)
Solid Round A572-50
(345 MPa)
T11 14.000-8.000 Double Angle 2L64x64x5 A572-50(345 MPa)
Solid Round A572-50(345 MPa)
T12 8.000-5.000 Double Angle 2L64x64x6 A572-50
(345 MPa)
Solid Round A572-50
(345 MPa)
T13 5.000-0.000 Single Angle L76x76x6.4 A572-50
(345 MPa)
Solid Round A572-50
(345 MPa)
Tower Section Geometry (cont’d)
Tower
Elevation
m
No.
of
Mid
Girts
Mid Girt
Type
Mid Girt
Size
Mid Girt
Grade
Horizontal
Type
Horizontal
Size
Horizontal
Grade
T3 52.000-50.000 None Flat Bar A36
(248 MPa)
Single Angle L51x51x6.4 A572-50
(345 MPa)
T4 50.000-45.000 None Flat Bar A36
(248 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
T5 45.000-40.000 None Flat Bar A36(248 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T6 40.000-35.000 None Flat Bar A36
(248 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
T7 35.000-30.000 None Flat Bar A36(248 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T8 30.000-25.000 None Flat Bar A36(248 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T9 25.000-20.000 None Flat Bar A36
(248 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
T1020.000-14.000
None Flat Bar A36(248 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T11 14.000-8.000 None Flat Bar A36
(248 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
T12 8.000-5.000 None Flat Bar A36(248 MPa)
Single Angle L76x76x6.4 A572-50(345 MPa)
T13 5.000-0.000 None Flat Bar A36
(248 MPa)
Single Angle L76x76x6.4 A572-50
(345 MPa)
Tower Section Geometry (cont’d)
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
5 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Tower Elevation
m
Secondary Horizontal Type
Secondary HorizontalSize
Secondary Horizontal
Grade
Inner BracingType
Inner Bracing Size Inner BracingGrade
T3 52.000-50.000 Single Angle A572-50(345 MPa)
Single Angle L51x51x3.2 A572-50(345 MPa)
T4 50.000-45.000 Single Angle A572-50(345 MPa)
Single Angle L51x51x3.2 A572-50(345 MPa)
T8 30.000-25.000 Single Angle A572-50
(345 MPa)
Single Angle L51x51x6.4 A572-50
(345 MPa)
T9 25.000-20.000 Single Angle A572-50(345 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T10
20.000-14.000
Single Angle A572-50
(345 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
T11 14.000-8.000 Single Angle A572-50(345 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T13 5.000-0.000 Single Angle A572-50
(345 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
Tower Section Geometry (cont’d)
Tower
Elevation
m
Redundant
Bracing
Grade
Redundant
Type
Redundant
Size
K Factor
T8
30.000-25.000
A572-50
(345 MPa)
Horizontal (1)
Diagonal (1)
Hip (1)
Single Angle
Single Angle
Single Angle
L38x38x3.2
L51x51x3.2
L44x44x3.2
1
1
1T9
25.000-20.000
A572-50
(345 MPa)
Horizontal (1)
Diagonal (1)Hip (1)
Single Angle
Single AngleSingle Angle
L38x38x3.2
L51x51x3.2L44x44x3.2
1
11
T10
20.000-14.000
A572-50
(345 MPa)
Horizontal (1)
Diagonal (1)Hip (1)
Single Angle
Single AngleSingle Angle
L38x38x3.2
L51x51x3.2L44x44x3.2
1
11
T11
14.000-8.000
A572-50
(345 MPa)
Horizontal (1)
Diagonal (1)
Hip (1)
Single Angle
Single Angle
Single Angle
L38x38x3.2
L51x51x3.2
L51x51x3.2
1
1
1T12
8.000-5.000
A572-50
(345 MPa)
Horizontal (1)
Horizontal (2)
Horizontal (3)
Diagonal (1)
Diagonal (2)Diagonal (3)
Hip (1)
Hip (2)
Single Angle
Single Angle
Single Angle
L51x51x4.8
L51x51x4.8
L51x51x4.8
L51x51x4.8
L51x51x4.8L51x51x4.8
L51x51x4.8
L51x51x4.8
1
1
1
T13
5.000-0.000
A572-50
(345 MPa)
Horizontal (1)
Horizontal (2)
Diagonal (1)Diagonal (2)
Hip (1)
Hip (2)
Single Angle
Single Angle
Single Angle
L38x38x3.2
L44x44x3.2
L51x51x6.4L51x51x4.8
L51x51x4.8
L51x51x4.8
1
1
1
Tower Section Geometry (cont’d)
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
6 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Tower Elevation
m
Gusset Area
(per face)
m2
GussetThickness
mm
Gusset Grade Adjust. Factor A f
Adjust.Factor
Ar
Weight Mult. Double AngleStitch Bolt
Spacing
Diagonals
mm
Double AngleStitch Bolt
Spacing
Horizontals
mm
T1
60.000-56.000
0.018 6 A36
(248 MPa)
1 1 1.25 0 0
T2
56.000-52.000
0.018 6 A36
(248 MPa)
1 1 1.25 0 0
T3
52.000-50.000
0.018 8 A36
(248 MPa)
1 1 1.25 0 0
T4
50.000-45.000
0.018 10 A36
(248 MPa)
1 1 1.25 0 0
T5
45.000-40.000
0.018 10 A36
(248 MPa)
1 1 1.25 0 0
T6
40.000-35.000
0.018 10 A36
(248 MPa)
1 1 1.25 0 0
T7
35.000-30.000
0.021 10 A36
(248 MPa)
1 1 1.25 0 0
T830.000-25.000
0.021 10 A36(248 MPa)
1 1 1.25 0 0
T9
25.000-20.000
0.024 10 A36
(248 MPa)
1 1 1.25 0 0
T1020.000-14.000
0.024 10 A36(248 MPa)
1 1 1.25 0 0
T1114.000-8.000
0.024 10 A36(248 MPa)
1 1 1.25 0 0
T12
8.000-5.000
0.024 10 A36
(248 MPa)
1 1 1.25 0 0
T135.000-0.000
0.024 10 A36(248 MPa)
1 1 1.25 0 0
Tower Section Geometry (cont’d)
K Factors1
Tower
Elevation
m
Calc
K
Single
Angles
Calc
K
Solid
Rounds
Legs X
Brace
Diags
X
Y
K
Brace
Diags
X
Y
Single
Diags
X
Y
Girts
X
Y
Horiz.
X
Y
Sec.
Horiz.
X
Y
Inner
Brace
X
Y
T160.000-56.000
No No 1 11
11
11
11
11
11
11
T2
56.000-52.000
No No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T352.000-50.000
No No 1 11
11
11
11
11
11
11
T450.000-45.000
No No 1 11
11
11
0.51
11
11
11
T5
45.000-40.000
No No 1 1
1
1
1
1
1
0.5
1
1
1
1
1
1
1T6
40.000-35.000
No No 1 1
1
1
1
1
1
0.5
1
1
1
1
1
1
1
T7
35.000-30.000
No No 1 1
1
1
1
1
1
0.5
1
1
1
1
1
1
1
T8
30.000-25.000
No No 1 1
1
1
1
1
1
0.5
1
1
1
1
1
1
1T9
25.000-20.000
No No 1 1
1
1
1
1
1
0.5
1
1
1
1
1
1
1
T10
20.000-14.000
No No 1 1
1
1
1
1
1
0.5
1
1
1
1
1
1
1
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
7 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
K Factors1
Tower
Elevation
m
Calc
K
Single
Angles
Calc
K
Solid
Rounds
Legs X
Brace
Diags
X
Y
K
Brace
Diags
X
Y
Single
Diags
X
Y
Girts
X
Y
Horiz.
X
Y
Sec.
Horiz.
X
Y
Inner
Brace
X
Y
T1114.000-8.000
No No 0.75 11
11
11
0.51
11
11
11
T128.000-5.000
No No 1 11
11
11
0.251
11
11
11
T13
5.000-0.000
No No 1 1
1
1
1
1
1
0.25
1
1
1
1
1
1
11 Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to
the overall length.
Tower Section Geometry (cont’d)
Tower
Elevation
m
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Net Width
Deduct
mm
U Net Width
Deduct
mm
U Net Width
Deduct
mm
U Net
Width
Deduct
mm
U Net
Width
Deduct
mm
U Net
Width
Deduct
mm
U Net
Width
Deduct
mm
U
T1
60.000-56.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T2
56.000-52.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T3
52.000-50.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T4
50.000-45.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T545.000-40.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T6
40.000-35.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T7
35.000-30.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T830.000-25.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T9
25.000-20.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T1020.000-14.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T11
14.000-8.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T128.000-5.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T13
5.000-0.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
Tower Section Geometry (cont’d)
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
8 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Tower Elevation
m
LegConnection
Type
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No.
T1
60.000-56.000
Sleeve DS 16
A325N
8 16
A325N
2 16
A325N
2 16
A307
1 16
A325N
0 13
A307
1 16
A307
1
T2
56.000-52.000
Sleeve DS 16
A325N
8 16
A325N
2 16
A325N
2 16
A307
1 16
A325N
0 13
A307
1 16
A307
1
T3
52.000-50.000
Sleeve DS 16
A325N
10 16
A325N
2 16
A325N
2 16
A307
1 16
A325N
0 16
A325N
2 16
A307
1
T4
50.000-45.000
Sleeve DS 16
A325N
8 16
A325N
2 16
A325N
2 16
A307
2 16
A325N
0 16
A307
2 16
A307
2
T5
45.000-40.000
Sleeve DS 16
A325N
8 16
A325N
2 16
A325N
2 16
A307
2 16
A325N
0 16
A307
2 16
A307
2
T6
40.000-35.000
Sleeve DS 16
A325N
12 16
A325N
2 16
A325N
2 16
A307
2 16
A325N
0 16
A307
2 16
A307
2
T735.000-30.000
Sleeve DS 16A325N
12 16A325N
2 16A325N
2 16A307
2 16A325N
0 16A307
2 16A307
2
T8
30.000-25.000
Sleeve DS 16
A325N
12 16
A325N
3 16
A325N
2 16
A307
2 16
A325N
0 16
A307
2 16
A307
2
T925.000-20.000
Sleeve DS 16A325N
12 16A325N
2 16A325N
2 16A307
2 16A325N
0 16A307
2 16A307
2
T1020.000-14.000
Sleeve DS 16A325N
16 16A325N
2 16A325N
2 16A307
2 16A325N
0 16A307
2 16A307
2
T1114.000-8.000
Sleeve DS 16A325N
16 16A325N
2 16A325N
2 16A307
2 16A325N
0 16A307
2 16A307
2
T128.000-5.000
Sleeve DS 16A325N
16 16A325N
2 16A325N
2 16A307
2 16A325N
0 16A307
2 16A307
2
T13
5.000-0.000
Sleeve DS 16
A325N
16 19
A325N
2 16
A325N
2 16
A307
2 16
A325N
0 16
A307
2 16
A307
2
Discrete Tower Loads
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
m
m
m
Azimuth
Adjustment
°
Placement
m
C A A A
Front
m2
C A A A
Side
m2
Weight
kg
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.000
0.000
0.0000 61.500 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF0.48x0.983
B From Face 0.0000.000
0.000
0.0000 61.500 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
C From Face 0.000
0.0000.000
0.0000 61.500 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
D From Face 0.000
0.000
0.000
0.0000 61.500 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.0000.000
0.0000 60.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
B From Face 0.000
0.000
0.000
0.0000 60.000 No Ice 0.665 0.363 10.00
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
9 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Description Faceor
Leg
OffsetType
Offsets: Horz
Lateral
Vert
m
m
m
Azimuth Adjustment
°
Placement
m
C A A A Front
m2
C A A A Side
m2
Weight
kg
ANTENA PANEL UHF
0.48x0.983
C From Face 0.000
0.000
0.000
0.0000 60.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF0.48x0.983
D From Face 0.0000.000
0.000
0.0000 60.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.0000.000
0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
B From Face 0.000
0.000
0.000
0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF0.48x0.983
D From Face 0.0000.000
0.000
0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.0000.000
0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF0.48x0.983
B From Face 0.0000.000
0.000
0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
D From Face 0.000
0.0000.000
0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.000
0.000
0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF0.48x0.983
B From Face 0.0000.000
0.000
0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
D From Face 0.000
0.0000.000
0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.000
0.000
0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
B From Face 0.000
0.000
0.000
0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
D From Face 0.000
0.000
0.000
0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.0000.000
0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
B From Face 0.000
0.0000.000
0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
D From Face 0.000
0.000
0.000
0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.000
0.000
0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
B From Face 0.000
0.0000.000
0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00
7/18/2019 Evaluacion Estructura Torre Calatrava
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
10 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Description Faceor
Leg
OffsetType
Offsets: Horz
Lateral
Vert
m
m
m
Azimuth Adjustment
°
Placement
m
C A A A Front
m2
C A A A Side
m2
Weight
kg
ANTENA PANEL UHF
0.48x0.983
D From Face 0.000
0.000
0.000
0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00
ANTENA PANEL FMKATHREIN
A From Face 0.0000.000
0.000
0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FM
KATHREIN
A From Face 0.000
0.0000.000
0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FM
KATHREIN
A From Face 0.000
0.000
0.000
0.0000 46.000 - 44.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FMKATHREIN
A From Face 0.0000.000
0.000
0.0000 44.000 - 42.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FM
KATHREIN
B From Face 0.000
0.0000.000
0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FMKATHREIN
B From Face 0.0000.000
0.000
0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FM
KATHREIN
C From Face 0.000
0.0000.000
0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FM
KATHREIN
C From Face 0.000
0.000
0.000
0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FMKATHREIN
C From Face 0.0000.000
0.000
0.0000 46.000 - 44.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FM
KATHREIN
C From Face 0.000
0.0000.000
0.0000 44.000 - 42.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FM
KATHREIN
D From Face 0.000
0.000
0.000
0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FM
KATHREIN
D From Face 0.000
0.000
0.000
0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FM
KATHREIN
D From Face 0.000
0.000
0.000
0.0000 46.000 - 44.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FM
KATHREIN
D From Face 0.000
0.0000.000
0.0000 44.000 - 42.000 No Ice 0.378 0.205 84.19
(2) ANTENA PANEL FM
KATHREIN
A From Face 0.000
0.0000.000
0.0000 41.800 - 40.800 No Ice 0.378 0.205 84.19
(2) ANTENA PANEL FM
KATHREIN
A From Face 0.000
0.000
0.000
0.0000 40.800 - 39.800 No Ice 0.378 0.205 84.19
(2) ANTENA PANEL FM
KATHREIN
A From Face 0.000
0.000
0.000
0.0000 39.800 - 38.800 No Ice 0.378 0.205 84.19
(2) ANTENA PANEL FM
KATHREIN
A From Face 0.000
0.0000.000
0.0000 38.800 - 37.800 No Ice 0.378 0.205 84.19
7/18/2019 Evaluacion Estructura Torre Calatrava
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
11 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Dishes
Description Face
or
Leg
Dish
Type
Offset
Type
Offsets:
Horz
Lateral
Vert
m
Azimuth
Adjustment
°
3 dB
Beam
Width
°
Elevation
m
Outside
Diameter
m
Aperture
Area
m2
Weight
kg
6 FT DISH D Paraboloid w/o
Radome
From
Face
0.000
0.000
0.000
0.0000 35.000 1.829 No Ice 2.626 64.86
8 FT DISH D Paraboloid w/oRadome
FromFace
0.0000.0000.000
0.0000 31.800 2.438 No Ice 4.673 113.85
8 FT DISH D Paraboloid w/o
Radome
From
Leg
0.000
0.000
0.000
0.0000 31.500 2.438 No Ice 4.673 113.85
HP10-59W A Paraboloid
w/Shroud (HP)
From
Face
0.000
0.0000.000
0.0000 26.500 3.048 No Ice 7.293 182.34
8 FT DISH A Paraboloid w/o
Radome
From
Face
0.000
0.000
0.000
0.0000 23.500 2.438 No Ice 4.673 113.85
8 FT DISH A Paraboloid w/o
Radome
From
Leg
0.000
0.000
0.000
0.0000 19.000 2.438 No Ice 4.673 113.85
HP6-107G C Paraboloid
w/Shroud (HP)
From
Leg
0.000
0.000
0.000
0.0000 13.000 1.829 No Ice 2.626 64.86
Andrew KP4/KP4F B Grid From
Face
0.000
0.000
0.000
0.0000 8.500 1.219 No Ice 1.171 90.72
Tower Pressures - No Ice
G H = 1.115
Section
Elevation
m
z
m
K Z q z
MPa
AG
m2
F
a
c
e
AF
m2
A R
m2
Aleg
m2
Leg
%
C A A A
In
Face
m2
C A A A
Out
Face
m2
T160.000-56.000
58.000 1.65 0.00 2.653 AB
C
D
0.9390.939
0.939
0.939
0.0000.000
0.000
0.000
0.610 64.9164.91
64.91
64.91
0.0000.000
0.000
0.000
0.0000.000
0.000
0.000
T256.000-52.000
54.000 1.616 0.00 2.653 AB
C
D
0.9120.912
0.912
0.912
0.0000.000
0.000
0.000
0.610 66.8866.88
66.88
66.88
0.0000.000
0.000
0.000
0.0000.000
0.000
0.000
T3
52.000-50.000
51.000 1.59 0.00 2.678 A
BC
D
0.869
0.8690.869
0.869
0.000
0.0000.000
0.000
0.448 51.63
51.6351.63
51.63
0.000
0.0000.000
0.000
0.000
0.0000.000
0.000
T4
50.000-45.000
47.500 1.558 0.00 9.912 A
B
1.676
1.676
0.000
0.000
0.760 45.33
45.33
0.000
0.000
0.000
0.000
7/18/2019 Evaluacion Estructura Torre Calatrava
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
12 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section Elevation
m
z
m
K Z q z
MPa
AG
m2
F a
c
e
AF
m2
A R
m2
Aleg
m2
Leg%
C A A A In
Face
m2
C A A A Out
Face
m2
CD
1.6761.676
0.0000.000
45.3345.33
0.0000.000
0.0000.000
T545.000-40.000
42.500 1.509 0.00 9.912 AB
C
D
1.6801.680
1.680
1.680
0.0000.000
0.000
0.000
0.760 45.2445.24
45.24
45.24
0.0000.000
0.000
0.000
0.0000.000
0.000
0.000
T640.000-35.000
37.500 1.456 0.00 9.912 AB
C
D
1.6801.680
1.680
1.680
0.0000.000
0.000
0.000
0.760 45.2445.24
45.24
45.24
0.0000.000
0.000
0.000
0.0000.000
0.000
0.000
T735.000-30.000
32.500 1.398 0.00 9.981 AB
C
D
1.9341.934
1.934
1.934
0.0000.000
0.000
0.000
1.020 52.7552.75
52.75
52.75
0.0000.000
0.000
0.000
0.0000.000
0.000
0.000
T8
30.000-25.000
27.500 1.333 0.00 11.174 A
BC
D
2.166
2.1662.166
2.166
0.000
0.0000.000
0.000
1.022 47.19
47.1947.19
47.19
0.000
0.0000.000
0.000
0.000
0.0000.000
0.000
T9
25.000-20.000
22.500 1.259 0.00 13.562 A
BC
D
2.286
2.2862.286
2.286
0.000
0.0000.000
0.000
1.018 44.54
44.5444.54
44.54
0.000
0.0000.000
0.000
0.000
0.0000.000
0.000T10
20.000-14.000
17.000 1.162 0.00 19.431 A
B
C
D
2.750
2.750
2.750
2.750
0.000
0.000
0.000
0.000
1.222 44.44
44.44
44.44
44.44
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000T11
14.000-8.000
11.000 1.026 0.00 22.880 A
B
C
D
2.956
2.956
2.956
2.956
0.000
0.000
0.000
0.000
1.222 41.33
41.33
41.33
41.33
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000T12
8.000-5.0006.500 1 0.00 13.385 A
B
C
D
2.2602.260
2.260
2.260
0.0000.000
0.000
0.000
0.618 27.3727.37
27.37
27.37
0.0000.000
0.000
0.000
0.0000.000
0.000
0.000
T135.000-0.000
2.500 1 0.00 27.124 AB
C
D
3.0313.031
3.031
3.031
0.0000.000
0.000
0.000
1.031 34.0134.01
34.01
34.01
0.0000.000
0.000
0.000
0.0000.000
0.000
0.000
Tower Pressure - Service
G H = 1.115
Section
Elevation
m
z
m
K Z q z
MPa
AG
m2
F
a
c
e
AF
m2
A R
m2
Aleg
m2
Leg
%
C A A A
In
Face
m2
C A A A
Out
Face
m2
T1
60.000-56.000
58.000 1.65 0.00 2.653 A
BC
D
0.939
0.9390.939
0.939
0.000
0.0000.000
0.000
0.610 64.91
64.9164.91
64.91
0.000
0.0000.000
0.000
0.000
0.0000.000
0.000
T2
56.000-52.000
54.000 1.616 0.00 2.653 A
BC
D
0.912
0.9120.912
0.912
0.000
0.0000.000
0.000
0.610 66.88
66.8866.88
66.88
0.000
0.0000.000
0.000
0.000
0.0000.000
0.000
T3 51.000 1.59 0.00 2.678 A 0.869 0.000 0.448 51.63 0.000 0.000
7/18/2019 Evaluacion Estructura Torre Calatrava
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
13 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section Elevation
m
z
m
K Z q z
MPa
AG
m2
F a
c
e
AF
m2
A R
m2
Aleg
m2
Leg%
C A A A In
Face
m2
C A A A Out
Face
m2
52.000-50.000 BC
D
0.8690.869
0.869
0.0000.000
0.000
51.6351.63
51.63
0.0000.000
0.000
0.0000.000
0.000T4
50.000-45.000
47.500 1.558 0.00 9.912 A
B
C
D
1.676
1.676
1.676
1.676
0.000
0.000
0.000
0.000
0.760 45.33
45.33
45.33
45.33
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000T5
45.000-40.000
42.500 1.509 0.00 9.912 A
B
C
D
1.680
1.680
1.680
1.680
0.000
0.000
0.000
0.000
0.760 45.24
45.24
45.24
45.24
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000T6
40.000-35.000
37.500 1.456 0.00 9.912 A
B
C
D
1.680
1.680
1.680
1.680
0.000
0.000
0.000
0.000
0.760 45.24
45.24
45.24
45.24
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
T735.000-30.000
32.500 1.398 0.00 9.981 AB
C
D
1.9341.934
1.934
1.934
0.0000.000
0.000
0.000
1.020 52.7552.75
52.75
52.75
0.0000.000
0.000
0.000
0.0000.000
0.000
0.000
T830.000-25.000
27.500 1.333 0.00 11.174 AB
CD
2.1662.166
2.1662.166
0.0000.000
0.0000.000
1.022 47.1947.19
47.1947.19
0.0000.000
0.0000.000
0.0000.000
0.0000.000
T9
25.000-20.000
22.500 1.259 0.00 13.562 A
B
CD
2.286
2.286
2.2862.286
0.000
0.000
0.0000.000
1.018 44.54
44.54
44.5444.54
0.000
0.000
0.0000.000
0.000
0.000
0.0000.000
T10
20.000-14.000
17.000 1.162 0.00 19.431 A
B
CD
2.750
2.750
2.7502.750
0.000
0.000
0.0000.000
1.222 44.44
44.44
44.4444.44
0.000
0.000
0.0000.000
0.000
0.000
0.0000.000
T11
14.000-8.000
11.000 1.026 0.00 22.880 A
B
C
D
2.956
2.956
2.956
2.956
0.000
0.000
0.000
0.000
1.222 41.33
41.33
41.33
41.33
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000T12
8.000-5.000
6.500 1 0.00 13.385 A
B
C
D
2.260
2.260
2.260
2.260
0.000
0.000
0.000
0.000
0.618 27.37
27.37
27.37
27.37
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000T13
5.000-0.000
2.500 1 0.00 27.124 A
BC
D
3.031
3.0313.031
3.031
0.000
0.0000.000
0.000
1.031 34.01
34.0134.01
34.01
0.000
0.0000.000
0.000
0.000
0.0000.000
0.000
Tower Forces - No Ice - Wind Normal To Face
Section
Elevation
m
Add
Weight
kg
Self
Weight
kg
F
a
c
e
e C F R R DF D R A E
m2
F
kg
w
kglm
Ctrl.
Face
T1
60.000-56.000
3.62 272.42 A
B
C
D
0.354
0.354
0.354
0.354
2.413
2.413
2.413
2.413
0.634
0.634
0.634
0.634
1
1
1
1
1
1
1
1
0.939
0.939
0.939
0.939
289.60 72.40 D
T2
56.000-52.000
3.62 261.19 A
B
C
0.344
0.344
0.344
2.445
2.445
2.445
0.63
0.63
0.63
1
1
1
1
1
1
0.912
0.912
0.912
279.10 69.77 D
7/18/2019 Evaluacion Estructura Torre Calatrava
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
14 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section Elevation
m
AddWeight
kg
SelfWeight
kg
Fa
c
e
e C F R R DF D R A E
m2
F
kg
w
kglm
Ctrl.Face
D 0.344 2.445 0.63 1 1 0.912T3
52.000-50.000
4.46 314.16 A
BC
D
0.324
0.3240.324
0.324
2.507
2.5072.507
2.507
0.624
0.6240.624
0.624
1
11
1
1
11
1
0.869
0.8690.869
0.869
268.32 134.16 D
T4
50.000-45.000
5.37 818.07 A
BC
D
0.169
0.1690.169
0.169
3.117
3.1173.117
3.117
0.585
0.5850.585
0.585
1
11
1
1
11
1
1.676
1.6761.676
1.676
630.75 126.15 D
T5
45.000-40.000
5.37 698.48 A
BC
D
0.169
0.1690.169
0.169
3.115
3.1153.115
3.115
0.585
0.5850.585
0.585
1
11
1
1
11
1
1.680
1.6801.680
1.680
611.96 122.39 D
T6
40.000-35.000
5.37 698.48 A
B
CD
0.169
0.169
0.1690.169
3.115
3.115
3.1153.115
0.585
0.585
0.5850.585
1
1
11
1
1
11
1.680
1.680
1.6801.680
590.46 118.09 D
T7
35.000-30.000
6.26 1054.86 A
B
CD
0.194
0.194
0.1940.194
3.007
3.007
3.0073.007
0.589
0.589
0.5890.589
1
1
11
1
1
11
1.934
1.934
1.9341.934
629.87 125.97 D
T830.000-25.000
6.26 1147.90 AB
C
D
0.1940.194
0.194
0.194
3.0063.006
3.006
3.006
0.5890.589
0.589
0.589
11
1
1
11
1
1
2.1662.166
2.166
2.166
672.60 134.52 D
T925.000-20.000
7.16 1373.50 AB
C
D
0.1690.169
0.169
0.169
3.1193.119
3.119
3.119
0.5840.584
0.584
0.584
11
1
1
11
1
1
2.2862.286
2.286
2.286
695.44 139.09 D
T1020.000-14.000
7.16 1787.35 ABC
D
0.1420.1420.142
0.142
3.2453.2453.245
3.245
0.580.580.58
0.58
111
1
111
1
2.7502.7502.750
2.750
803.25 133.87 D
T11
14.000-8.000
7.16 1734.71 A
BC
D
0.129
0.1290.129
0.129
3.304
3.3043.304
3.304
0.579
0.5790.579
0.579
1
11
1
1
11
1
2.956
2.9562.956
2.956
776.48 129.41 D
T12
8.000-5.000
7.16 1202.81 A
BC
D
0.169
0.1690.169
0.169
3.118
3.1183.118
3.118
0.585
0.5850.585
0.585
1
11
1
1
11
1
2.260
2.2602.260
2.260
545.85 181.95 D
T13
5.000-0.000
7.16 1791.24 A
B
C
D
0.112
0.112
0.112
0.112
3.391
3.391
3.391
3.391
0.576
0.576
0.576
0.576
1
1
1
1
1
1
1
1
3.031
3.031
3.031
3.031
796.23 159.25 D
Sum Weight: 76.12 13231.29 OTM 206013
kg-m
7589.91
Tower Forces - No Ice - Wind 45 To Face
Section
Elevation
m
Add
Weight
kg
Self
Weight
kg
F
a
c
e
e C F R R DF D R A E
m2
F
kg
w
kglm
Ctrl.
Face
T1
60.000-56.000
3.62 272.42 A
B
0.354
0.354
2.413
2.413
0.634
0.634
1.2
1.2
1.2
1.2
1.127
1.127
347.52 86.88 D
7/18/2019 Evaluacion Estructura Torre Calatrava
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Page
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Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section Elevation
m
AddWeight
kg
SelfWeight
kg
Fa
c
e
e C F R R DF D R A E
m2
F
kg
w
kglm
Ctrl.Face
CD
0.3540.354
2.4132.413
0.6340.634
1.21.2
1.21.2
1.1271.127
T256.000-52.000
3.62 261.19 AB
C
D
0.3440.344
0.344
0.344
2.4452.445
2.445
2.445
0.630.63
0.63
0.63
1.21.2
1.2
1.2
1.21.2
1.2
1.2
1.0941.094
1.094
1.094
334.91 83.73 D
T352.000-50.000
4.46 314.16 AB
C
D
0.3240.324
0.324
0.324
2.5072.507
2.507
2.507
0.6240.624
0.624
0.624
1.21.2
1.2
1.2
1.21.2
1.2
1.2
1.0421.042
1.042
1.042
321.99 160.99 D
T450.000-45.000
5.37 818.07 AB
C
D
0.1690.169
0.169
0.169
3.1173.117
3.117
3.117
0.5850.585
0.585
0.585
1.1271.127
1.127
1.127
1.1271.127
1.127
1.127
1.8891.889
1.889
1.889
710.76 142.15 D
T5
45.000-40.000
5.37 698.48 A
BC
D
0.169
0.1690.169
0.169
3.115
3.1153.115
3.115
0.585
0.5850.585
0.585
1.127
1.1271.127
1.127
1.127
1.1271.127
1.127
1.893
1.8931.893
1.893
689.75 137.95 D
T6
40.000-35.000
5.37 698.48 A
BC
D
0.169
0.1690.169
0.169
3.115
3.1153.115
3.115
0.585
0.5850.585
0.585
1.127
1.1271.127
1.127
1.127
1.1271.127
1.127
1.893
1.8931.893
1.893
665.52 133.10 D
T7
35.000-30.000
6.26 1054.86 A
B
C
D
0.194
0.194
0.194
0.194
3.007
3.007
3.007
3.007
0.589
0.589
0.589
0.589
1.145
1.145
1.145
1.145
1.145
1.145
1.145
1.145
2.215
2.215
2.215
2.215
721.40 144.28 D
T8
30.000-25.000
6.26 1147.90 A
B
C
D
0.194
0.194
0.194
0.194
3.006
3.006
3.006
3.006
0.589
0.589
0.589
0.589
1.145
1.145
1.145
1.145
1.145
1.145
1.145
1.145
2.481
2.481
2.481
2.481
770.40 154.08 D
T925.000-20.000
7.16 1373.50 AB
C
D
0.1690.169
0.169
0.169
3.1193.119
3.119
3.119
0.5840.584
0.584
0.584
1.1261.126
1.126
1.126
1.1261.126
1.126
1.126
2.5762.576
2.576
2.576
783.37 156.67 D
T1020.000-14.000
7.16 1787.35 AB
C
D
0.1420.142
0.142
0.142
3.2453.245
3.245
3.245
0.580.58
0.58
0.58
1.1061.106
1.106
1.106
1.1061.106
1.106
1.106
3.0423.042
3.042
3.042
888.51 148.08 D
T1114.000-8.000
7.16 1734.71 AB
CD
0.1290.129
0.1290.129
3.3043.304
3.3043.304
0.5790.579
0.5790.579
1.0971.097
1.0971.097
1.0971.097
1.0971.097
3.2433.243
3.2433.243
851.73 141.96 D
T12
8.000-5.000
7.16 1202.81 A
B
CD
0.169
0.169
0.1690.169
3.118
3.118
3.1183.118
0.585
0.585
0.5850.585
1.127
1.127
1.1271.127
1.127
1.127
1.1271.127
2.546
2.546
2.5462.546
614.96 204.99 D
T135.000-0.000
7.16 1791.24 AB
C
D
0.1120.112
0.112
0.112
3.3913.391
3.391
3.391
0.5760.576
0.576
0.576
1.0841.084
1.084
1.084
1.0841.084
1.084
1.084
3.2853.285
3.285
3.285
862.95 172.59 D
Sum Weight: 76.12 13231.29 OTM 235581
kg-m
8563.77
Tower Forces - Service - Wind Normal To Face
7/18/2019 Evaluacion Estructura Torre Calatrava
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
16 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section Elevation
m
AddWeight
kg
SelfWeight
kg
Fa
c
e
e C F R R DF D R A E
m2
F
kg
w
kglm
Ctrl.Face
T160.000-56.000
3.62 272.42 AB
CD
0.3540.354
0.3540.354
2.4132.413
2.4132.413
0.6340.634
0.6340.634
11
11
11
11
0.9390.939
0.9390.939
72.40 18.10 D
T2
56.000-52.000
3.62 261.19 A
B
CD
0.344
0.344
0.3440.344
2.445
2.445
2.4452.445
0.63
0.63
0.630.63
1
1
11
1
1
11
0.912
0.912
0.9120.912
69.77 17.44 D
T3
52.000-50.000
4.46 314.16 A
B
CD
0.324
0.324
0.3240.324
2.507
2.507
2.5072.507
0.624
0.624
0.6240.624
1
1
11
1
1
11
0.869
0.869
0.8690.869
67.08 33.54 D
T4
50.000-45.000
5.37 818.07 A
B
C
D
0.169
0.169
0.169
0.169
3.117
3.117
3.117
3.117
0.585
0.585
0.585
0.585
1
1
1
1
1
1
1
1
1.676
1.676
1.676
1.676
157.69 31.54 D
T5
45.000-40.000
5.37 698.48 A
B
C
D
0.169
0.169
0.169
0.169
3.115
3.115
3.115
3.115
0.585
0.585
0.585
0.585
1
1
1
1
1
1
1
1
1.680
1.680
1.680
1.680
152.99 30.60 D
T6
40.000-35.000
5.37 698.48 A
BC
D
0.169
0.1690.169
0.169
3.115
3.1153.115
3.115
0.585
0.5850.585
0.585
1
11
1
1
11
1
1.680
1.6801.680
1.680
147.62 29.52 D
T7
35.000-30.000
6.26 1054.86 A
BC
D
0.194
0.1940.194
0.194
3.007
3.0073.007
3.007
0.589
0.5890.589
0.589
1
11
1
1
11
1
1.934
1.9341.934
1.934
157.47 31.49 D
T8
30.000-25.000
6.26 1147.90 A
BCD
0.194
0.1940.1940.194
3.006
3.0063.0063.006
0.589
0.5890.5890.589
1
111
1
111
2.166
2.1662.1662.166
168.15 33.63 D
T9
25.000-20.000
7.16 1373.50 A
B
CD
0.169
0.169
0.1690.169
3.119
3.119
3.1193.119
0.584
0.584
0.5840.584
1
1
11
1
1
11
2.286
2.286
2.2862.286
173.86 34.77 D
T10
20.000-14.000
7.16 1787.35 A
B
CD
0.142
0.142
0.1420.142
3.245
3.245
3.2453.245
0.58
0.58
0.580.58
1
1
11
1
1
11
2.750
2.750
2.7502.750
200.81 33.47 D
T1114.000-8.000
7.16 1734.71 AB
C
D
0.1290.129
0.129
0.129
3.3043.304
3.304
3.304
0.5790.579
0.579
0.579
11
1
1
11
1
1
2.9562.956
2.956
2.956
194.12 32.35 D
T128.000-5.000
7.16 1202.81 AB
CD
0.1690.169
0.1690.169
3.1183.118
3.1183.118
0.5850.585
0.5850.585
11
11
11
11
2.2602.260
2.2602.260
136.46 45.49 D
T13
5.000-0.000
7.16 1791.24 A
BC
D
0.112
0.1120.112
0.112
3.391
3.3913.391
3.391
0.576
0.5760.576
0.576
1
11
1
1
11
1
3.031
3.0313.031
3.031
199.06 39.81 D
Sum Weight: 76.12 13231.29 OTM 51503
kg-m
1897.48
Tower Forces - Service - Wind 45 To Face
7/18/2019 Evaluacion Estructura Torre Calatrava
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
17 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section
Elevation
m
Add
Weight
kg
Self
Weight
kg
F
a
c
e
e C F R R DF D R A E
m2
F
kg
w
kglm
Ctrl.
Face
T1
60.000-56.000
3.62 272.42 A
BC
D
0.354
0.3540.354
0.354
2.413
2.4132.413
2.413
0.634
0.6340.634
0.634
1.2
1.21.2
1.2
1.2
1.21.2
1.2
1.127
1.1271.127
1.127
86.88 21.72 D
T2
56.000-52.000
3.62 261.19 A
BC
D
0.344
0.3440.344
0.344
2.445
2.4452.445
2.445
0.63
0.630.63
0.63
1.2
1.21.2
1.2
1.2
1.21.2
1.2
1.094
1.0941.094
1.094
83.73 20.93 D
T3
52.000-50.000
4.46 314.16 A
BC
D
0.324
0.3240.324
0.324
2.507
2.5072.507
2.507
0.624
0.6240.624
0.624
1.2
1.21.2
1.2
1.2
1.21.2
1.2
1.042
1.0421.042
1.042
80.50 40.25 D
T4
50.000-45.000
5.37 818.07 A
B
CD
0.169
0.169
0.1690.169
3.117
3.117
3.1173.117
0.585
0.585
0.5850.585
1.127
1.127
1.1271.127
1.127
1.127
1.1271.127
1.889
1.889
1.8891.889
177.69 35.54 D
T5
45.000-40.000
5.37 698.48 A
B
CD
0.169
0.169
0.1690.169
3.115
3.115
3.1153.115
0.585
0.585
0.5850.585
1.127
1.127
1.1271.127
1.127
1.127
1.1271.127
1.893
1.893
1.8931.893
172.44 34.49 D
T640.000-35.000
5.37 698.48 AB
C
D
0.1690.169
0.169
0.169
3.1153.115
3.115
3.115
0.5850.585
0.585
0.585
1.1271.127
1.127
1.127
1.1271.127
1.127
1.127
1.8931.893
1.893
1.893
166.38 33.28 D
T735.000-30.000
6.26 1054.86 AB
C
D
0.1940.194
0.194
0.194
3.0073.007
3.007
3.007
0.5890.589
0.589
0.589
1.1451.145
1.145
1.145
1.1451.145
1.145
1.145
2.2152.215
2.215
2.215
180.35 36.07 D
T830.000-25.000
6.26 1147.90 ABC
D
0.1940.1940.194
0.194
3.0063.0063.006
3.006
0.5890.5890.589
0.589
1.1451.1451.145
1.145
1.1451.1451.145
1.145
2.4812.4812.481
2.481
192.60 38.52 D
T9
25.000-20.000
7.16 1373.50 A
BC
D
0.169
0.1690.169
0.169
3.119
3.1193.119
3.119
0.584
0.5840.584
0.584
1.126
1.1261.126
1.126
1.126
1.1261.126
1.126
2.576
2.5762.576
2.576
195.84 39.17 D
T10
20.000-14.000
7.16 1787.35 A
BC
D
0.142
0.1420.142
0.142
3.245
3.2453.245
3.245
0.58
0.580.58
0.58
1.106
1.1061.106
1.106
1.106
1.1061.106
1.106
3.042
3.0423.042
3.042
222.13 37.02 D
T11
14.000-8.000
7.16 1734.71 A
B
C
D
0.129
0.129
0.129
0.129
3.304
3.304
3.304
3.304
0.579
0.579
0.579
0.579
1.097
1.097
1.097
1.097
1.097
1.097
1.097
1.097
3.243
3.243
3.243
3.243
212.93 35.49 D
T12
8.000-5.000
7.16 1202.81 A
BC
D
0.169
0.1690.169
0.169
3.118
3.1183.118
3.118
0.585
0.5850.585
0.585
1.127
1.1271.127
1.127
1.127
1.1271.127
1.127
2.546
2.5462.546
2.546
153.74 51.25 D
T135.000-0.000
7.16 1791.24 AB
C
D
0.1120.112
0.112
0.112
3.3913.391
3.391
3.391
0.5760.576
0.576
0.576
1.0841.084
1.084
1.084
1.0841.084
1.084
1.084
3.2853.285
3.285
3.285
215.74 43.15 D
Sum Weight: 76.12 13231.29 OTM 58895kg-m
2140.94
7/18/2019 Evaluacion Estructura Torre Calatrava
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
18 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Force Totals
Load
Case Vertical
Forces
kg
Sum of
Forces
X
kg
Sum of
Forces
Z
kg
Sum of
Overturning
Moments, M xkg-m
Sum of
Overturning
Moments, M zkg-m
Sum of Torques
kg-m
Leg Weight 5550.06
Bracing Weight 7605.10
Total Member Self-Weight 13155.17 211 1190Gusset Weight 76.12
Total Weight 16201.65 211 1190
Wind 0 deg - No Ice 325.61 -13094.32 -425450 -12136 -1331
Wind 45 deg - No Ice 10202.60 -10116.11 -331662 -319510 -416Wind 90 deg - No Ice 13282.46 26.06 -6702 -416877 427
Wind 180 deg - No Ice 472.10 12623.87 408618 -6278 1247
Total Weight 16201.65 211 1190
Wind 0 deg - Service 81.40 -3273.58 -106204 -2142 -333Wind 45 deg - Service 2550.65 -2529.03 -82757 -78985 -104
Wind 90 deg - Service 3320.62 6.51 -1517 -103327 107Wind 180 deg - Service 118.02 3155.97 102313 -677 312
Load Combinations
Comb.
No.
Description
1 Dead Only
2 Dead+Wind 0 deg - No Ice
3 Dead+Wind 45 deg - No Ice
4 Dead+Wind 90 deg - No Ice5 Dead+Wind 180 deg - No Ice
6 Dead+Wind 0 deg - Service7 Dead+Wind 45 deg - Service
8 Dead+Wind 90 deg - Service
9 Dead+Wind 180 deg - Service
Maximum Member Forces
Section
No.
Elevation
m
Component
Type
Condition Gov.
Load
Comb.
Force
kg
Major Axis
Moment
kg-m
Minor Axis
Moment
kg-m
T1 60 - 56 Leg Max Tension 3 4866.09 6 -1
Max. Compression 3 -5202.07 0 -5
Max. Mx 2 2522.46 12 -3Max. My 5 3097.51 -4 13Max. Vy 5 -148.78 0 0
Max. Vx 2 -170.80 0 0
Diagonal Max Tension 5 1094.21 0 0
Max. Compression 2 -1096.66 0 0
Max. Mx 2 395.88 0 0
Max. My 5 7.78 0 0Max. Vy 2 1.43 0 0
Max. Vx 5 -0.02 0 0
Top Girt Max Tension 5 150.50 0 0
Max. Compression 2 -134.87 0 0
Max. Mx 6 0.51 0 0Max. My 3 105.96 0 0
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19 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. Vy 6 1.40 0 0
Max. Vx 3 -0.00 0 0T2 56 - 52 Leg Max Tension 3 14342.60 -4 10
Max. Compression 3 -14650.95 -29 -29Max. Mx 3 -1436.91 34 -16
Max. My 3 -14650.95 -29 -29
Max. Vy 5 115.38 -24 -24
Max. Vx 5 -41.21 -5 16Diagonal Max Tension 2 1594.72 0 0
Max. Compression 2 -1633.09 0 0
Max. Mx 2 1190.80 0 0
Max. My 5 -63.45 0 0Max. Vy 2 1.43 0 0
Max. Vx 5 -0.02 0 0
T3 52 - 50 Leg Max Tension 3 4849.82 -6 -6
Max. Compression 3 -16983.51 -1 -3
Max. Mx 3 -16962.67 -29 -29Max. My 3 -16962.67 -29 -29
Max. Vy 2 41.66 23 24
Max. Vx 3 38.66 27 27
Diagonal Max Tension 3 7678.81 0 0Horizontal Max Tension 1 0.00 0 0
Max. Compression 2 -5664.00 0 0Max. Mx 5 -5661.54 -1 0
Max. My 2 -5664.00 0 0
Max. Vy 5 3.61 0 0
Max. Vx 2 -1.19 0 0Top Girt Max Tension 1 0.00 0 0
Max. Compression 3 -3823.18 0 0
Max. Mx 5 -973.70 0 0
Max. My 2 -931.26 0 0Max. Vy 5 1.33 0 0Max. Vx 2 -0.44 0 0
Inner Bracing Max Tension 3 81.10 0 0
Max. Compression 3 -1635.78 0 0
Max. Mx 1 48.66 0 0Max. My 5 77.65 0 0
Max. Vy 1 -1.34 0 0
Max. Vx 5 0.00 0 0
T4 50 - 45 Leg Max Tension 3 10307.44 -6 -8Max. Compression 3 -11389.63 5 5
Max. Mx 3 -1078.09 31 -26Max. My 3 -174.68 -27 30
Max. Vy 3 -45.25 31 -26
Max. Vx 3 -43.96 -27 30
Diagonal Max Tension 2 1478.66 0 0Max. Compression 2 -1443.89 0 0
Max. Mx 2 1145.28 -1 0Max. My 2 -138.31 0 0
Max. Vy 2 2.24 0 0
Max. Vx 2 0.04 0 0Horizontal Max Tension 3 66.30 -1 0
Max. Compression 3 -67.29 0 0
Max. Mx 5 44.96 2 0
Max. My 2 44.95 2 0Max. Vy 5 -4.44 2 0
Max. Vx 2 -0.10 2 0Top Girt Max Tension 2 161.93 0 0
Max. Compression 2 -3167.08 0 0
Max. Mx 1 -1497.72 6 0
Max. My 5 -1493.36 0 0
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Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. Vy 1 -11.54 0 0
Max. Vx 5 0.00 0 0Inner Bracing Max Tension 2 67.18 0 0
Max. Compression 3 -407.39 0 0Max. Mx 1 31.79 3 0
Max. My 4 0.57 0 0
Max. Vy 1 -4.21 0 0
Max. Vx 4 0.04 0 0T5 45 - 40 Leg Max Tension 3 17146.81 -14 -17
Max. Compression 3 -19062.96 10 9
Max. Mx 3 -1375.65 52 -47
Max. My 3 -156.13 -49 51Max. Vy 3 -65.16 52 -47
Max. Vx 3 -63.13 -49 51
Diagonal Max Tension 2 1804.68 0 0
Max. Compression 2 -1846.66 0 0
Max. Mx 2 1582.39 -1 0Max. My 2 -44.71 0 0
Max. Vy 2 2.24 0 0
Max. Vx 2 0.04 0 0
Horizontal Max Tension 5 80.92 3 0Max. Compression 3 -99.64 -1 0
Max. Mx 5 68.12 3 0Max. My 5 -29.50 1 -1
Max. Vy 5 5.67 3 0
Max. Vx 5 1.01 1 -1
Top Girt Max Tension 2 22.06 0 0Max. Compression 2 -83.10 0 0
Max. Mx 1 -20.12 -2 0
Max. My 5 -19.13 0 0
Max. Vy 1 4.39 0 0Max. Vx 5 -0.00 0 0
T6 40 - 35 Leg Max Tension 3 25631.67 -23 -28
Max. Compression 3 -28346.40 17 16
Max. Mx 3 -1952.70 79 -71
Max. My 3 -256.86 -73 76Max. Vy 3 -92.33 79 -71
Max. Vx 2 -89.58 -9 -34
Diagonal Max Tension 2 2136.28 0 0
Max. Compression 2 -2171.09 0 0Max. Mx 2 1948.78 -1 0
Max. My 2 75.88 0 0Max. Vy 2 2.23 0 0
Max. Vx 2 0.03 0 0
Horizontal Max Tension 5 113.76 5 0
Max. Compression 5 -138.81 -3 0Max. Mx 5 113.76 5 0
Max. My 5 -16.95 1 -2Max. Vy 5 7.10 5 0
Max. Vx 5 1.81 0 0
Top Girt Max Tension 5 34.59 0 0Max. Compression 5 -81.36 0 0
Max. Mx 1 3.66 -2 0
Max. My 5 2.08 0 0
Max. Vy 1 4.39 0 0Max. Vx 5 -0.00 0 0
T7 35 - 30 Leg Max Tension 3 36542.07 -36 -66Max. Compression 3 -39292.76 80 78
Max. Mx 3 -2396.80 187 -188
Max. My 3 -202.82 -176 200
Max. Vy 3 366.88 -116 -101
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21 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. Vx 2 322.20 -68 -94
Diagonal Max Tension 2 3260.33 0 0Max. Compression 2 -3331.99 0 0
Max. Mx 2 2423.27 2 0Max. My 2 -149.75 0 0
Max. Vy 2 -4.46 0 0
Max. Vx 2 -0.05 0 0
Horizontal Max Tension 3 462.93 3 -1Max. Compression 3 -552.92 -2 -1
Max. Mx 5 250.54 4 0
Max. My 2 -339.10 1 -2
Max. Vy 5 6.56 4 0Max. Vx 2 2.03 1 -2
Top Girt Max Tension 2 133.33 0 0
Max. Compression 2 -210.20 0 0
Max. Mx 1 -0.25 -2 0
Max. My 5 -5.69 0 0Max. Vy 1 4.39 0 0
Max. Vx 5 -0.00 0 0
T8 30 - 25 Leg Max Tension 3 33692.91 -70 -69
Max. Compression 3 -35787.87 59 49Max. Mx 3 -35591.56 114 98
Max. My 2 -24461.26 -17 -112Max. Vy 4 268.53 -96 -36
Max. Vx 3 313.44 -105 -98
Diagonal Max Tension 5 6780.66 -5 9
Max. Compression 2 -7754.91 0 0Max. Mx 3 -3763.34 -14 -21
Max. My 3 -4753.67 -13 23
Max. Vy 3 12.59 -14 -21
Max. Vx 3 -17.19 0 0Horizontal Max Tension 4 222.41 1 0
Max. Compression 4 -323.19 1 0
Max. Mx 2 27.39 1 0
Max. My 4 -21.24 1 0
Max. Vy 2 3.49 1 0Max. Vx 4 0.39 1 0
Top Girt Max Tension 2 1494.52 0 0
Max. Compression 2 -1455.83 0 0
Max. Mx 1 36.84 -2 0Max. My 5 28.85 0 0
Max. Vy 1 4.39 0 0Max. Vx 5 -0.21 0 0
Redund Horz 1
Bracing
Max Tension 3 537.43 0 0
Max. Compression 3 -537.43 0 0Max. Mx 1 23.43 0 0
Max. My 2 -263.35 0 0Max. Vy 1 0.62 0 0
Max. Vx 2 -0.03 0 0
Redund Diag 1Bracing
Max Tension 3 685.65 0 0
Max. Compression 3 -685.65 0 0
Max. Mx 2 374.05 0 0
Max. My 2 205.40 0 0Max. Vy 2 0.94 0 0
Max. Vx 2 0.12 0 0Redund Hip 1
Bracing
Max Tension 3 31.15 0 0
Max. Compression 3 -53.87 0 0
Max. Mx 1 -0.43 0 0
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Page
22 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. My 3 -3.00 0 0
Max. Vy 1 1.03 0 0Max. Vx 3 -0.00 0 0
Inner Bracing Max Tension 3 107.83 0 0Max. Compression 3 -58.31 0 0
Max. Mx 1 41.43 6 0
Max. My 4 19.84 0 0
Max. Vy 1 -8.14 0 0Max. Vx 4 0.05 0 0
T9 25 - 20 Leg Max Tension 3 39633.07 -48 -40
Max. Compression 3 -42897.47 110 99
Max. Mx 5 -28573.68 -116 -22Max. My 2 -28612.55 -18 -121
Max. Vy 4 -241.99 -116 -21
Max. Vx 3 -284.70 -112 -107
Diagonal Max Tension 3 5933.32 -8 11
Max. Compression 3 -6695.83 0 0Max. Mx 3 -3159.89 -11 -16
Max. My 3 -3496.68 -10 16
Max. Vy 3 10.71 -11 -16
Max. Vx 3 -11.91 0 0Horizontal Max Tension 3 226.80 1 0
Max. Compression 4 -285.90 1 0Max. Mx 2 -0.48 1 0
Max. My 4 -16.35 1 0
Max. Vy 2 3.93 1 0
Max. Vx 4 0.33 1 0Top Girt Max Tension 2 5500.39 0 0
Max. Compression 2 -5016.35 0 0
Max. Mx 5 -4890.84 9 0
Max. My 5 188.27 0 0Max. Vy 5 -14.37 0 0Max. Vx 5 -0.69 0 0
Redund Horz 1
Bracing
Max Tension 3 644.19 0 0
Max. Compression 3 -644.19 0 0Max. Mx 1 29.41 0 0
Max. My 2 -322.59 0 0
Max. Vy 1 0.75 0 0
Max. Vx 2 -0.04 0 0Redund Diag 1
Bracing
Max Tension 3 701.33 0 0
Max. Compression 3 -701.33 0 0
Max. Mx 2 370.15 0 0
Max. My 2 168.99 0 0
Max. Vy 2 1.12 0 0Max. Vx 2 0.12 0 0
Redund Hip 1Bracing
Max Tension 3 23.29 0 0
Max. Compression 3 -37.01 0 0
Max. Mx 1 -0.64 0 0Max. My 3 -2.82 0 0
Max. Vy 1 1.25 0 0
Max. Vx 3 -0.00 0 0
Inner Bracing Max Tension 2 106.41 0 0Max. Compression 2 -106.41 0 0
Max. Mx 1 83.30 7 0Max. My 4 12.44 0 0
Max. Vy 1 -7.74 0 0
Max. Vx 4 0.04 0 0
T10 20 - 14 Leg Max Tension 3 45332.08 -89 -89
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23 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. Compression 3 -49461.58 95 94
Max. Mx 4 -30487.87 -126 -29Max. My 2 -32409.60 -16 -127
Max. Vy 5 241.00 -123 -12Max. Vx 4 237.37 -17 -120
Diagonal Max Tension 3 5457.55 -7 9
Max. Compression 3 -6327.53 0 0
Max. Mx 3 -2331.61 -10 14Max. My 3 -2544.62 -10 -14
Max. Vy 3 9.22 -10 -14
Max. Vx 3 -8.72 0 0
Horizontal Max Tension 3 100.29 2 0Max. Compression 2 -201.04 1 0
Max. Mx 2 -8.92 2 0
Max. My 5 -48.13 2 0
Max. Vy 2 4.69 2 0
Max. Vx 5 0.30 2 0Top Girt Max Tension 2 5196.71 0 0
Max. Compression 2 -4685.57 0 0
Max. Mx 5 5021.41 12 0
Max. My 2 364.79 0 -1Max. Vy 5 -17.20 0 0
Max. Vx 2 0.82 0 0Redund Horz 1
Bracing
Max Tension 3 742.77 0 0
Max. Compression 3 -742.77 0 0
Max. Mx 1 35.74 0 0Max. My 2 -295.62 0 0
Max. Vy 1 0.90 0 0
Max. Vx 2 -0.04 0 0
Redund Diag 1Bracing
Max Tension 3 809.86 0 0
Max. Compression 3 -809.86 0 0
Max. Mx 2 402.03 -1 0
Max. My 2 152.80 0 0
Max. Vy 2 1.34 0 0Max. Vx 2 0.14 0 0
Redund Hip 1
Bracing
Max Tension 3 15.38 0 0
Max. Compression 3 -27.59 0 0Max. Mx 1 -1.08 0 0
Max. My 3 -1.64 0 0Max. Vy 1 1.50 0 0
Max. Vx 3 -0.00 0 0
Inner Bracing Max Tension 2 99.40 0 0
Max. Compression 2 -99.40 0 0Max. Mx 1 89.55 9 0
Max. My 4 11.12 0 0Max. Vy 1 -9.26 0 0
Max. Vx 4 -0.03 0 0
T11 14 - 8 Leg Max Tension 3 45236.38 -84 -75Max. Compression 3 -49475.30 113 112
Max. Mx 3 -49475.30 113 112
Max. My 3 -49475.30 113 112
Max. Vy 2 173.27 -100 -26Max. Vx 5 160.59 -28 -95
Diagonal Max Tension 2 9075.56 -7 -8Max. Compression 2 -10493.30 0 0
Max. Mx 3 -6066.06 -16 22
Max. My 2 -9463.37 -9 25
Max. Vy 3 14.15 -16 22
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24 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. Vx 2 14.94 0 0
Horizontal Max Tension 3 77.76 2 0Max. Compression 3 -221.86 2 0
Max. Mx 2 -48.84 2 0Max. My 2 -50.62 2 0
Max. Vy 2 5.38 2 0
Max. Vx 2 0.31 2 0
Top Girt Max Tension 2 7666.91 0 0Max. Compression 2 -6873.60 0 0
Max. Mx 1 373.73 17 0
Max. My 2 587.87 0 -1
Max. Vy 1 -19.73 0 0Max. Vx 2 0.94 0 0
Redund Horz 1
Bracing
Max Tension 3 742.97 0 0
Max. Compression 3 -742.97 0 0
Max. Mx 1 34.69 0 0Max. My 2 -288.34 0 0
Max. Vy 1 1.07 0 0
Max. Vx 2 -0.05 0 0
Redund Diag 1Bracing
Max Tension 3 716.45 0 0
Max. Compression 3 -716.45 0 0Max. Mx 2 286.23 -1 0
Max. My 2 139.16 0 0
Max. Vy 2 1.55 0 0
Max. Vx 2 0.14 0 0Redund Hip 1
Bracing
Max Tension 3 14.38 0 0
Max. Compression 3 -48.11 0 0
Max. Mx 1 -1.26 -1 0Max. My 2 -24.02 0 0Max. Vy 1 2.03 0 0
Max. Vx 2 -0.00 0 0
Inner Bracing Max Tension 3 160.07 0 0
Max. Compression 2 -145.81 0 0Max. Mx 1 145.18 14 0
Max. My 4 28.74 0 0
Max. Vy 1 -11.10 0 0
Max. Vx 4 0.02 0 0T12 8 - 5 Leg Max Tension 3 46715.77 12 12
Max. Compression 3 -52024.98 -16 -16Max. Mx 3 -51363.49 113 111
Max. My 3 -51363.49 113 111
Max. Vy 3 286.20 -103 -102
Max. Vx 3 283.44 -103 -102Diagonal Max Tension 3 8109.01 0 0
Max. Compression 3 -8840.15 -30 39Max. Mx 3 -8447.91 -30 -39
Max. My 3 -8840.15 -30 39
Max. Vy 3 -38.13 -30 -39Max. Vx 3 43.82 2 0
Top Girt Max Tension 2 7677.09 0 0
Max. Compression 2 -6706.50 0 0
Max. Mx 1 495.64 31 0Max. My 5 528.54 0 -4
Max. Vy 1 -30.21 0 0Max. Vx 5 3.64 0 0
Redund Horz 1
Bracing
Max Tension 3 785.94 0 0
Max. Compression 3 -785.94 0 0
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Page
25 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. Mx 1 39.90 0 0
Max. My 2 -320.14 0 0Max. Vy 1 1.34 0 0
Max. Vx 2 -0.16 0 0Redund Horz 2
Bracing
Max Tension 3 785.94 0 0
Max. Compression 3 -785.94 0 0
Max. Mx 1 39.90 -1 0Max. My 2 -114.46 0 0
Max. Vy 1 2.68 0 0
Max. Vx 2 -0.32 0 0
Redund Horz 3Bracing
Max Tension 3 785.94 0 0
Max. Compression 3 -785.94 0 0
Max. Mx 1 39.90 -2 0
Max. My 3 61.63 0 0
Max. Vy 1 4.01 0 0Max. Vx 3 -0.48 0 0
Redund Diag 1
Bracing
Max Tension 3 673.41 0 0
Max. Compression 3 -673.41 0 0Max. Mx 2 373.43 0 0
Max. My 2 248.42 0 0Max. Vy 2 1.54 0 0
Max. Vx 2 -0.28 0 0
Redund Diag 2
Bracing
Max Tension 3 490.82 0 0
Max. Compression 3 -490.82 0 0
Max. Mx 2 50.39 -1 0
Max. My 2 12.80 0 0
Max. Vy 2 2.88 0 0Max. Vx 2 0.40 0 0
Redund Diag 3
Bracing
Max Tension 3 450.42 0 0
Max. Compression 3 -450.42 0 0
Max. Mx 2 39.21 -2 0Max. My 2 71.11 0 0
Max. Vy 2 4.22 0 0
Max. Vx 2 0.55 0 0
Redund Hip 1Bracing
Max Tension 3 102.27 0 0
Max. Compression 3 -117.75 0 0Max. Mx 1 2.78 0 0
Max. My 3 5.57 0 0
Max. Vy 1 1.91 0 0
Max. Vx 3 -0.00 0 0Redund Hip 2
Bracing
Max Tension 3 38.17 0 0
Max. Compression 3 -71.36 0 0
Max. Mx 1 -8.92 -2 0
Max. My 3 -9.63 0 0Max. Vy 1 3.81 0 0
Max. Vx 3 -0.00 0 0
T13 5 - 0 Leg Max Tension 3 46527.14 -6 -8
Max. Compression 3 -52647.37 0 1Max. Mx 2 -36021.82 -110 19
Max. My 2 -34309.95 22 -110Max. Vy 2 73.49 99 -17
Max. Vx 2 75.87 -26 103
Diagonal Max Tension 2 7410.27 7 5
Max. Compression 3 -8825.18 6 -2
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
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26 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. Mx 3 -3149.70 51 -113
Max. My 3 -3089.38 37 -138Max. Vy 3 -31.52 51 -113
Max. Vx 3 -71.84 0 0Top Girt Max Tension 3 37.07 7 -1
Max. Compression 3 -180.36 7 -1
Max. Mx 2 -37.28 7 -1
Max. My 3 -86.10 5 -1Max. Vy 2 13.70 7 -1
Max. Vx 3 1.88 5 -1
Redund Horz 1
Bracing
Max Tension 3 795.36 0 0
Max. Compression 3 -795.36 0 0
Max. Mx 3 795.36 0 0
Max. My 3 -185.20 0 0
Max. Vy 3 -0.90 0 0
Max. Vx 3 0.11 0 0Redund Horz 2
Bracing
Max Tension 3 795.36 0 0
Max. Compression 3 -795.36 0 0
Max. Mx 3 795.36 -1 0Max. My 2 -115.30 0 0
Max. Vy 3 2.10 0 0Max. Vx 2 -0.25 0 0
Redund Diag 1
Bracing
Max Tension 3 891.87 0 0
Max. Compression 3 -891.87 0 0Max. Mx 2 611.29 -1 0
Max. My 3 891.87 0 0
Max. Vy 2 1.75 0 0
Max. Vx 3 0.72 0 0Redund Diag 2
BracingMax Tension 3 545.37 0 0
Max. Compression 3 -545.37 0 0
Max. Mx 2 373.80 -2 0
Max. My 3 545.37 0 0Max. Vy 2 3.12 0 0
Max. Vx 3 0.65 0 0
Redund Hip 1
Bracing
Max Tension 3 28.01 0 0
Max. Compression 5 -48.85 0 0
Max. Mx 1 -4.40 -1 0Max. My 3 28.01 0 0
Max. Vy 1 2.54 0 0
Max. Vx 3 0.00 0 0
Redund Hip 2Bracing
Max Tension 2 7.46 0 0
Max. Compression 5 -73.16 0 0Max. Mx 1 -6.98 -3 0
Max. My 3 -16.83 0 0
Max. Vy 1 5.08 0 0Max. Vx 3 0.00 0 0
Inner Bracing Max Tension 3 196.65 0 0
Max. Compression 3 -228.28 0 0
Max. Mx 1 0.47 -13 0Max. My 3 195.15 0 0
Max. Vy 1 10.78 0 0Max. Vx 3 -0.04 0 0
7/18/2019 Evaluacion Estructura Torre Calatrava
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
27 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Maximum Reactions
Location Condition Gov.
Load
Comb.
Vertical
kg
Horizontal, X
kg
Horizontal, Z
kg
Leg D Max. Vert 5 37998.54 7794.06 -3939.47
Max. Hx 5 37998.54 7794.06 -3939.47Max. Hz 3 -51598.71 -7852.74 7642.13
Min. Vert 3 -51598.71 -7852.74 7642.13
Min. Hx 3 -51598.71 -7852.74 7642.13
Min. Hz 5 37998.54 7794.06 -3939.47
Leg C Max. Vert 5 38790.74 -8054.44 -3925.43Max. Hx 2 -30749.90 6717.27 2239.09
Max. Hz 2 -30749.90 6717.27 2239.09
Min. Vert 2 -30749.90 6717.27 2239.09Min. Hx 5 38790.74 -8054.44 -3925.43
Min. Hz 4 38620.54 -4025.92 -8057.41Leg B Max. Vert 3 57865.68 -8774.48 8405.71
Max. Hx 5 -29640.32 6320.67 -2200.54
Max. Hz 3 57865.68 -8774.48 8405.71
Min. Vert 5 -29640.32 6320.67 -2200.54Min. Hx 3 57865.68 -8774.48 8405.71
Min. Hz 5 -29640.32 6320.67 -2200.54
Leg A Max. Vert 2 38732.64 8054.83 3864.70
Max. Hx 2 38732.64 8054.83 3864.70
Max. Hz 2 38732.64 8054.83 3864.70
Min. Vert 5 -30948.06 -6532.36 -2559.71Min. Hx 5 -30948.06 -6532.36 -2559.71
Min. Hz 4 -30317.10 -2380.32 -6548.26
Tower Mast Reaction Summary
Load
Combination Vertical
kg
Shear x
kg
Shear z
kg
Overturning
Moment, M x kg-m
Overturning
Moment, M z kg-m
Torque
kg-m
Dead Only 16201.65 0.05 -0.05 211 1189 0
Dead+Wind 0 deg - No Ice 16200.60 325.56 -13096.02 -426977 -12167 -1342
Dead+Wind 45 deg - No Ice 16201.50 10202.78 -10115.54 -332888 -320614 -424
Dead+Wind 90 deg - No Ice 16200.49 13284.28 26.05 -6740 -418298 431Dead+Wind 180 deg - No Ice 16200.89 472.07 12625.14 410072 -6268 1259
Dead+Wind 0 deg - Service 16201.65 81.40 -3273.36 -106580 -2145 -336
Dead+Wind 45 deg - Service 16201.65 2550.49 -2528.85 -83055 -79249 -106
Dead+Wind 90 deg - Service 16201.65 3320.41 6.52 -1525 -103670 107
Dead+Wind 180 deg - Service 16201.65 118.03 3155.75 102677 -669 315
Solution Summary
Load
Comb.
Sum of Applied Forces Sum of Reactions
% ErrorPX
kg
PY
kg
PZ
kg
PX
kg
PY
kg
PZ
kg
1 0.00 -16201.65 -0.00 -0.05 16201.65 0.05 0.000%
2 325.61 -16201.65 -13094.32 -325.56 16200.60 13096.02 0.010%
3 10202.60 -16201.65 -10116.11 -10202.78 16201.50 10115.54 0.003%
4 13282.46 -16201.65 26.06 -13284.28 16200.49 -26.05 0.010%5 472.10 -16201.65 12623.87 -472.07 16200.89 -12625.14 0.007%
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
28 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Load
Comb.
Sum of Applied Forces Sum of Reactions% ErrorPX
kg
PY
kg
PZ
kg
PX
kg
PY
kg
PZ
kg
6 81.40 -16201.65 -3273.58 -81.40 16201.65 3273.36 0.001%
7 2550.65 -16201.65 -2529.03 -2550.49 16201.65 2528.85 0.001%8 3320.62 -16201.65 6.51 -3320.41 16201.65 -6.52 0.001%
9 118.02 -16201.65 3155.97 -118.03 16201.65 -3155.75 0.001%
Non-Linear Convergence Results
Load
Combination
Converged? Number
of Cycles
Displacement
Tolerance
Force
Tolerance
1 Yes 6 0.00000001 0.000042412 Yes 17 0.00012022 0.000123243 Yes 24 0.00004933 0.00014288
4 Yes 17 0.00013609 0.00013814
5 Yes 16 0.00009865 0.00012148
6 Yes 14 0.00000001 0.000107567 Yes 14 0.00000001 0.00010746
8 Yes 14 0.00000001 0.00010593
9 Yes 14 0.00000001 0.00010792
Maximum Tower Deflections - Service Wind
Section
No.
Elevation
m
Horz.
Deflection
mm
Gov.
Load
Comb.
Tilt
°
Twist
°
T1 60 - 56 158.43 7 0.3527 0.0288
T2 56 - 52 134.06 7 0.3353 0.0276
T3 52 - 50 112.35 7 0.2662 0.0093
T4 50 - 45 103.90 7 0.2399 0.0091T5 45 - 40 83.13 7 0.2268 0.0088
T6 40 - 35 63.78 7 0.2045 0.0084
T7 35 - 30 46.75 7 0.1710 0.0075
T8 30 - 25 32.93 7 0.1358 0.0069T9 25 - 20 22.06 7 0.1055 0.0047
T10 20 - 14 13.56 7 0.0816 0.0030
T11 14 - 8 5.77 7 0.0585 0.0013
T12 8 - 5 0.93 7 0.0281 0.0006
T13 5 - 0 0.36 7 0.0151 0.0004
Critical Deflections and Radius of Curvature - Service Wind
Elevation
m
Appurtenance Gov.
Load
Comb.
Deflection
mm
Tilt
°
Twist
°
Radius of
Curvature
m
61.500 ANTENA PANEL UHF 0.48x0.983 7 158.43 0.3527 0.0288 2446760.000 ANTENA PANEL UHF 0.48x0.983 7 158.43 0.3527 0.0288 24467
59.500 ANTENA PANEL UHF 0.48x0.983 7 155.35 0.3524 0.0294 2446759.000 ANTENA PANEL UHF 0.48x0.983 7 152.27 0.3519 0.0299 24467
58.500 ANTENA PANEL UHF 0.48x0.983 7 149.20 0.3511 0.0303 24467
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
29 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Elevation
m
Appurtenance Gov. Load
Comb.
Deflection
mm
Tilt
°
Twist
°
Radius ofCurvature
m
58.000 ANTENA PANEL UHF 0.48x0.983 7 146.14 0.3497 0.0305 18644
57.500 ANTENA PANEL UHF 0.48x0.983 7 143.09 0.3476 0.0304 1491557.000 ANTENA PANEL UHF 0.48x0.983 7 140.06 0.3446 0.0299 12283
56.500 ANTENA PANEL UHF 0.48x0.983 7 137.05 0.3406 0.0290 989956.000 ANTENA PANEL UHF 0.48x0.983 7 134.06 0.3353 0.0276 7642
55.500 ANTENA PANEL UHF 0.48x0.983 7 131.10 0.3287 0.0256 5739
55.000 ANTENA PANEL UHF 0.48x0.983 7 128.18 0.3210 0.0232 4389
54.500 ANTENA PANEL UHF 0.48x0.983 7 125.31 0.3124 0.0205 348854.000 ANTENA PANEL UHF 0.48x0.983 7 122.52 0.3033 0.0177 2886
50.000 ANTENA PANEL FM KATHREIN 7 103.90 0.2399 0.0091 88163
49.000 ANTENA PANEL FM KATHREIN 7 99.77 0.2330 0.0094 22299
48.000 ANTENA PANEL FM KATHREIN 7 95.60 0.2296 0.0095 6553747.000 ANTENA PANEL FM KATHREIN 7 91.41 0.2282 0.0093 54354
46.000 ANTENA PANEL FM KATHREIN 7 87.24 0.2277 0.0090 19415
45.000 ANTENA PANEL FM KATHREIN 7 83.13 0.2268 0.0088 13018
44.000 ANTENA PANEL FM KATHREIN 7 79.09 0.2245 0.0086 11779
43.000 ANTENA PANEL FM KATHREIN 7 75.14 0.2209 0.0085 1174542.000 ANTENA PANEL FM KATHREIN 7 71.27 0.2161 0.0085 11760
41.800 (2) ANTENA PANEL FM
KATHREIN
7 70.50 0.2150 0.0085 11763
41.300 (2) ANTENA PANEL FMKATHREIN
7 68.61 0.2123 0.0085 11769
40.800 (2) ANTENA PANEL FMKATHREIN
7 66.73 0.2094 0.0085 11735
40.300 (2) ANTENA PANEL FM
KATHREIN
7 64.88 0.2063 0.0084 11582
39.800 (2) ANTENA PANEL FMKATHREIN
7 63.05 0.2032 0.0084 11243
39.300 (2) ANTENA PANEL FM
KATHREIN
7 61.24 0.2001 0.0083 10740
38.800 (2) ANTENA PANEL FMKATHREIN
7 59.45 0.1968 0.0083 10175
38.300 (2) ANTENA PANEL FM
KATHREIN
7 57.68 0.1936 0.0082 9630
37.800 (2) ANTENA PANEL FM
KATHREIN
7 55.94 0.1903 0.0081 9138
35.000 6 FT DISH 7 46.75 0.1710 0.0075 7244
31.800 8 FT DISH 7 37.53 0.1482 0.0072 7746
31.500 8 FT DISH 7 36.74 0.1460 0.0072 7812
26.500 HP10-59W 7 25.04 0.1139 0.0054 983323.500 8 FT DISH 7 19.28 0.0976 0.0041 11361
19.000 8 FT DISH 7 12.09 0.0777 0.0027 1430113.000 HP6-107G 7 4.69 0.0538 0.0012 12534
8.500 Andrew KP4/KP4F 7 1.14 0.0306 0.0006 5959
Maximum Tower Deflections - Design Wind
Section
No.
Elevation
m
Horz.
Deflection
mm
Gov.
Load
Comb.
Tilt
°
Twist
°
T1 60 - 56 643.27 3 1.4309 0.0724
T2 56 - 52 544.38 3 1.3611 0.0674
T3 52 - 50 456.21 3 1.0837 0.0375T4 50 - 45 421.88 3 0.9751 0.0364
T5 45 - 40 337.47 3 0.9226 0.0352
T6 40 - 35 258.77 3 0.8323 0.0339
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
30 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Horz. Deflection
mm
Gov. Load
Comb.
Tilt
°
Twist
°
T7 35 - 30 189.54 3 0.6951 0.0304
T8 30 - 25 133.40 3 0.5511 0.0278T9 25 - 20 89.37 3 0.4275 0.0191
T10 20 - 14 55.02 3 0.3302 0.0119T11 14 - 8 23.61 3 0.2362 0.0053
T12 8 - 5 4.10 3 0.1135 0.0025
T13 5 - 0 1.36 2 0.0605 0.0017
Critical Deflections and Radius of Curvature - Design Wind
Elevation
m
Appurtenance Gov. Load
Comb.
Deflection
mm
Tilt
°
Twist
°
Radius ofCurvature
m
61.500 ANTENA PANEL UHF 0.48x0.983 3 643.27 1.4309 0.0724 6124
60.000 ANTENA PANEL UHF 0.48x0.983 3 643.27 1.4309 0.0724 6124
59.500 ANTENA PANEL UHF 0.48x0.983 3 630.77 1.4295 0.0730 612459.000 ANTENA PANEL UHF 0.48x0.983 3 618.29 1.4274 0.0734 6124
58.500 ANTENA PANEL UHF 0.48x0.983 3 605.83 1.4240 0.0736 6124
58.000 ANTENA PANEL UHF 0.48x0.983 3 593.41 1.4184 0.0734 4666
57.500 ANTENA PANEL UHF 0.48x0.983 3 581.05 1.4100 0.0728 373357.000 ANTENA PANEL UHF 0.48x0.983 3 568.74 1.3981 0.0717 3074
56.500 ANTENA PANEL UHF 0.48x0.983 3 556.52 1.3820 0.0699 2478
56.000 ANTENA PANEL UHF 0.48x0.983 3 544.38 1.3611 0.0674 1913
55.500 ANTENA PANEL UHF 0.48x0.983 3 532.36 1.3348 0.0640 143655.000 ANTENA PANEL UHF 0.48x0.983 3 520.50 1.3040 0.0600 1098
54.500 ANTENA PANEL UHF 0.48x0.983 3 508.87 1.2697 0.0557 873
54.000 ANTENA PANEL UHF 0.48x0.983 3 497.52 1.2331 0.0513 72250.000 ANTENA PANEL FM KATHREIN 3 421.88 0.9751 0.0364 22166
49.000 ANTENA PANEL FM KATHREIN 3 405.13 0.9466 0.0367 5306
48.000 ANTENA PANEL FM KATHREIN 3 388.18 0.9325 0.0366 1498247.000 ANTENA PANEL FM KATHREIN 3 371.16 0.9272 0.0362 13706
46.000 ANTENA PANEL FM KATHREIN 3 354.21 0.9257 0.0357 4854
45.000 ANTENA PANEL FM KATHREIN 3 337.47 0.9226 0.0352 3234
44.000 ANTENA PANEL FM KATHREIN 3 321.05 0.9136 0.0349 2930
43.000 ANTENA PANEL FM KATHREIN 3 304.97 0.8989 0.0347 293242.000 ANTENA PANEL FM KATHREIN 3 289.23 0.8797 0.0345 2947
41.800 (2) ANTENA PANEL FM
KATHREIN
3 286.12 0.8754 0.0345 2950
41.300 (2) ANTENA PANEL FMKATHREIN
3 278.42 0.8641 0.0343 2957
40.800 (2) ANTENA PANEL FMKATHREIN
3 270.79 0.8523 0.0342 2953
40.300 (2) ANTENA PANEL FM
KATHREIN
3 263.26 0.8399 0.0340 2915
39.800 (2) ANTENA PANEL FMKATHREIN
3 255.80 0.8272 0.0337 2824
39.300 (2) ANTENA PANEL FM
KATHREIN
3 248.43 0.8143 0.0335 2687
38.800 (2) ANTENA PANEL FMKATHREIN
3 241.16 0.8011 0.0331 2534
38.300 (2) ANTENA PANEL FM
KATHREIN
3 233.98 0.7877 0.0327 2386
37.800 (2) ANTENA PANEL FM
KATHREIN
3 226.91 0.7741 0.0324 2255
35.000 6 FT DISH 3 189.54 0.6951 0.0304 1775
31.800 8 FT DISH 3 152.08 0.6018 0.0292 1925
31.500 8 FT DISH 3 148.86 0.5932 0.0290 1947
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
31 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Elevation
m
Appurtenance Gov. Load
Comb.
Deflection
mm
Tilt
°
Twist
°
Radius ofCurvature
m
26.500 HP10-59W 3 101.45 0.4619 0.0219 2400
23.500 8 FT DISH 3 78.17 0.3954 0.0166 280319.000 8 FT DISH 3 49.09 0.3143 0.0107 3542
13.000 HP6-107G 3 19.34 0.2174 0.0046 30478.500 Andrew KP4/KP4F 3 5.04 0.1235 0.0027 1573
Bolt Design Data
Section
No.
Elevation
m
Component
Type
Bolt
Grade
Bolt Size
mm
Number
Of Bolts
Maximum
Load per Bolt
kg
Allowable
Loadkg
Ratio
Load Allowable
Allowable
Ratio
Criteria
T1 60 Leg A325N 16 8 166.44 5528.160.030
1.333 Bearing
Diagonal A325N 16 2 548.33 2922.370.188
1.333 Bolt Shear
Top Girt A325N 16 2 75.25 2922.370.026
1.333 Bolt Shear
T2 56 Leg A325N 16 8 1544.52 5528.160.279
1.333 Bearing
Diagonal A325N 16 2 816.54 2922.370.279
1.333 Bolt Shear
T3 52 Leg A325N 16 10 3396.70 5528.160.614
1.333 Bearing
Diagonal A325N 16 2 3839.41 2922.371.314
1.333 Bolt Shear
Horizontal A325N 16 2 2832.00 2922.370.969
1.333 Bolt Shear
Top Girt A325N 16 2 1911.59 2922.370.654
1.333 Bolt Shear
T4 50 Leg A325N 16 8 2140.09 5528.16 0.387 1.333 BearingDiagonal A325N 16 2 739.33 2922.37
0.2531.333 Bolt Shear
Horizontal A307 16 2 33.64 1391.600.024
1.333 Bolt Shear
Top Girt A325N 16 2 1583.54 5844.720.271
1.333 Bolt Shear
T5 45 Leg A325N 16 8 3849.99 5528.160.696
1.333 Bearing
Diagonal A325N 16 2 923.33 2922.370.316
1.333 Bolt Shear
Horizontal A307 16 2 49.82 1391.600.036
1.333 Bolt Shear
Top Girt A325N 16 2 41.55 2922.370.014
1.333 Bolt Shear
T6 40 Leg A325N 16 12 3996.28 5528.160.723
1.333 Bearing
Diagonal A325N 16 2 1085.55 2922.370.371
1.333 Bolt Shear
Horizontal A307 16 2 69.40 1391.600.050
1.333 Bolt Shear
Top Girt A325N 16 2 40.68 2922.370.014
1.333 Bolt Shear
T7 35 Leg A325N 16 12 5647.50 5528.161.022
1.333 Bearing
Diagonal A325N 16 2 1666.00 5844.720.285
1.333 Bolt Shear
Horizontal A307 16 2 276.46 1391.600.199
1.333 Bolt Shear
Top Girt A325N 16 2 105.10 2922.370.036
1.333 Bolt Shear
T8 30 Leg A325N 16 12 5962.11 5528.161.079
1.333 Bearing
Diagonal A325N 16 3 2584.97 5844.720.442
1.333 Bolt Shear
Horizontal A307 16 2 161.59 1391.600.116
1.333 Bolt Shear
Top Girt A325N 16 2 747.26 2922.370.256
1.333 Bolt Shear
T9 25 Leg A325N 16 12 7089.33 5844.721.213
1.333 Bolt DS
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
32 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
ComponentType
BoltGrade
Bolt Size
mm
Number Of
Bolts
Maximum Load per
Bolt
kg
Allowable Load
kg
Ratio Load
Allowable
Allowable Ratio
Criteria
Diagonal A325N 16 2 3347.92 5844.720.573
1.333 Bolt Shear
Horizontal A307 16 2 142.95 1391.600.103
1.333 Bolt Shear
Top Girt A325N 16 2 2750.20 5844.720.471
1.333 Bolt Shear
T10 20 Leg A325N 16 16 6144.82 5844.721.051
1.333 Bolt DS
Diagonal A325N 16 2 3163.77 5844.720.541
1.333 Bolt Shear
Horizontal A307 16 2 100.52 1391.600.072
1.333 Bolt Shear
Top Girt A325N 16 2 2598.35 5844.720.445
1.333 Bolt Shear
T11 14 Leg A325N 16 16 6152.80 5844.721.053
1.333 Bolt DS
Diagonal A325N 16 2 5246.66 5844.72
0.898
1.333 Bolt Shear
Horizontal A307 16 2 110.93 1391.600.080
1.333 Bolt Shear
Top Girt A325N 16 2 3833.45 5844.720.656
1.333 Bolt Shear
T12 8 Leg A325N 16 16 6422.87 5844.721.099
1.333 Bolt DS
Diagonal A325N 16 2 4420.08 5844.720.756
1.333 Bolt Shear
Top Girt A325N 16 2 3838.54 5844.720.657
1.333 Bolt Shear
T13 5 Leg A325N 16 16 6544.89 5844.721.120
1.333 Bolt DS
Diagonal A325N 19 2 4412.59 4208.211.049
1.333 Bolt Shear
Top Girt A325N 16 2 90.18 2922.370.031
1.333 Bolt Shear
Compression Checks
Leg Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 60 - 56 L76x76x6 4.000 0.500 44.3K=1.33
174 929 -5202.07 16465.77 0.316
T2 56 - 52 L76x76x6 4.000 0.500 44.3
K=1.33
174 929 -14650.95 16465.77 0.890
T3 52 - 50 L102x102x6 2.207 1.104 54.6K=1.00
141 1252 -16983.50 17975.92 0.945
T4 50 - 45 2L76x76x6.4 5.000 1.250 83.1
K=1.00
127 1855 -11389.62 23982.34 0.475
T5 45 - 40 2L76x76x6.4 5.000 1.250 83.1
K=1.00
127 1855 -19062.95 23982.34 0.795
T6 40 - 35 2L76x76x6.4 5.000 1.250 83.1
K=1.00
127 1855 -28346.40 23982.34 1.182
T7 35 - 30 2L102x102x6.4 5.000 1.250 61.9
K=1.00
134 2503 -39292.77 34249.18 1.147
T8 30 - 25 2L102x102x6.4 5.011 1.253 62.0
K=1.00
134 2503 -35787.86 34217.84 1.046
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Page
33 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
T9 25 - 20 2L102x102x7.9 5.011 1.253 62.4
K=1.00
154 3097 -42897.47 48576.58 0.883
T10 20 - 14 2L102x102x9.5 6.014 1.503 75.1
K=1.00
138 3690 -49461.54 51817.05 0.955
T11 14 - 8 L102x102x13 6.014 1.503 56.8
K=0.75
160 2419 -49475.15 39567.33 1.250
T12 8 - 5 L102x102x13 3.043 0.761 38.3K=1.00
180 2419 -52024.79 44340.62 1.173
T13 5 - 0 2L102x102x9.5 5.072 1.691 84.5K=1.00
125 3690 -52647.57 46969.05 1.121
Diagonal Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 60 - 56 L51x51x4.8 0.796 0.699 69.8
K=1.00
145 461 -1096.66 6802.07 0.161
T2 56 - 52 L51x51x4.8 0.796 0.699 69.8K=1.00
145 461 -1633.09 6802.07 0.240
T4 50 - 45 L51x51x4.8 1.582 1.520 151.9
K=1.00
45 461 -1443.89 2098.77 0.688
T5 45 - 40 L51x51x4.8 1.582 1.520 151.9
K=1.00
45 461 -1846.67 2098.77 0.880
T6 40 - 35 L51x51x4.8 1.582 1.520 151.9
K=1.00
45 461 -2171.09 2098.77 1.034
T7 35 - 30 2L51x51x5 1.582 1.499 95.7
K=1.00
108 923 -3332.00 10181.47 0.327
T8 30 - 25 2L51x51x5 2.779 1.390 88.7
K=1.00
119 923 -7754.89 11170.80 0.694
T9 25 - 20 2L51x51x5 2.891 1.446 92.2
K=1.00
113 923 -6695.84 10671.90 0.627
T10 20 - 14 2L51x51x5 3.468 1.734 110.6
K=1.00
84 923 -6327.52 7913.10 0.800
T11 14 - 8 2L51x51x6 3.620 1.810 117.0
K=1.00
75 1213 -10493.32 9303.27 1.128
T12 8 - 5 2L64x64x5 3.635 0.909 46.0K=1.00
172 1161 -8840.15 20361.95 0.434
T13 5 - 0 L76x76x7.9 5.854 1.951 130.4K=1.00
61 1148 -8825.19 7086.11 1.245
Horizontal Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T3 52 - 50 L51x51x6.4 1.280 1.178 118.7 73 605 -4436.40 4512.90 0.983*
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
34 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
K=1.00
T4 50 - 45 L51x51x4.8 1.940 0.932 93.1
K=1.00
112 461 -67.29 5272.42 0.013
T5 45 - 40 L51x51x4.8 1.940 1.864 118.9
K=1.00
73 461 -99.64 3423.49 0.029
T6 40 - 35 L51x51x4.8 1.940 1.864 118.9
K=1.00
73 461 -138.81 3423.49 0.041
T7 35 - 30 L51x51x4.8 1.940 1.838 117.3
K=1.00
75 461 -552.92 3521.03 0.157
T8 30 - 25 L51x51x4.8 2.178 1.038 103.7
K=1.00
95 461 -323.19 4484.32 0.072
T9 25 - 20 L51x51x4.8 2.655 1.277 127.6
K=1.00
63 461 -285.90 2974.65 0.096
T10 20 - 14 L51x51x4.8 3.181 1.539 153.8K=1.00
44 461 -201.04 2046.69 0.098
T11 14 - 8 L51x51x4.8 3.754 1.826 182.5K=1.00
31 461 -221.86 1454.81 0.152
* DL controls
Top Girt Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
Pkg
Allow.
Pa kg
Ratio
PPa
T1 60 - 56 L51x51x4.8 0.620 0.544 54.3
K=1.00
163 461 -134.87 7673.47 0.018
T3 52 - 50 L51x51x4.8 0.620 0.544 54.3
K=1.00
163 461 -3823.18 7673.47 0.498
T4 50 - 45 2L51x51x6 1.940 1.838 85.3K=1.00
124 1213 -3167.08 15300.22 0.207
T5 45 - 40 L51x51x4.8 1.940 1.864 118.9K=1.00
73 461 -83.10 3423.49 0.024
T6 40 - 35 L51x51x4.8 1.940 1.864 118.9K=1.00
73 461 -81.36 3423.49 0.024
T7 35 - 30 L51x51x4.8 1.940 1.864 118.9
K=1.00
73 461 -210.20 3423.49 0.061
T8 30 - 25 L51x51x4.8 1.940 1.838 117.3
K=1.00
75 461 -1455.83 3521.03 0.413
T9 25 - 20 2L51x51x6 2.417 2.315 107.4
K=1.00
89 1213 -5016.37 11049.83 0.454
T10 20 - 14 2L51x51x6 2.894 2.792 129.5
K=1.00
61 1213 -4685.57 7594.54 0.617
T11 14 - 8 2L64x64x5 3.467 3.365 127.4
K=1.00
63 1161 -6873.60 7511.90 0.915
T12 8 - 5 2L64x64x6 4.040 3.938 147.7
K=1.00
47 1535 -6706.50 7392.65 0.907
T13 5 - 0 L76x76x6.4 4.763 2.331 98.7
K=1.00
104 929 -180.36 9806.22 0.018
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Page
35 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
Redundant Horizontal (1) Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T8 30 - 25 L38x38x3.2 0.545 0.494 65.6
K=1.00
150 232 -537.43 3543.23 0.152
T9 25 - 20 L38x38x3.2 0.664 0.613 81.5
K=1.00
129 232 -644.19 3050.35 0.211
T10 20 - 14 L38x38x3.2 0.795 0.744 98.9K=1.00
103 232 -742.77 2437.17 0.305
T11 14 - 8 L38x38x3.2 0.938 0.888 118.0
K=1.00
74 232 -742.97 1748.88 0.425
T12 8 - 5 L51x51x4.8 0.595 0.545 54.4
K=1.00
163 461 -785.94 7669.39 0.102
T13 5 - 0 L38x38x3.2 0.794 0.743 98.8
K=1.00
103 232 -795.36 2443.59 0.325
Redundant Horizontal (2) Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T12 8 - 5 L51x51x4.8 1.191 1.140 113.9K=1.00
79 461 -785.94 3732.60 0.211
T13 5 - 0 L44x44x3.2 1.588 1.537 174.5
K=1.00
34 272 -795.36 938.84 0.847
Redundant Horizontal (3) Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
Pkg
Allow.
Pa kg
Ratio
PPa
T12 8 - 5 L51x51x4.8 1.786 1.735 173.4K=1.00
34 461 -785.94 1610.73 0.488
Redundant Diagonal (1) Design Data (Compression)
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Page
36 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
T8 30 - 25 L51x51x3.2 1.390 1.250 123.8
K=1.00
67 312 -685.65 2142.39 0.320
T9 25 - 20 L51x51x3.2 1.446 1.329 131.6
K=1.00
59 312 -701.33 1893.32 0.370
T10 20 - 14 L51x51x3.2 1.734 1.617 160.2
K=1.00
40 312 -809.86 1278.76 0.633
T11 14 - 8 L51x51x3.2 1.810 1.708 169.2K=1.00
36 312 -716.45 1146.08 0.625
T12 8 - 5 L51x51x4.8 1.020 0.945 94.5K=1.00
110 461 -673.41 5176.94 0.130
T13 5 - 0 L51x51x6.4 1.780 1.636 164.7
K=1.00
38 605 -891.87 2341.94 0.381
Redundant Diagonal (2) Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T12 8 - 5 L51x51x4.8 1.487 1.428 142.7K=1.00
51 461 -490.82 2377.18 0.206
T13 5 - 0 L51x51x4.8 2.177 2.098 209.7
K=1.00
23 461 -545.37 1101.61 0.495
Redundant Diagonal (3) Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T12 8 - 5 L51x51x4.8 2.023 1.968 196.7
K=1.00
27 461 -450.42 1252.18 0.360
Redundant Hip (1) Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T8 30 - 25 L44x44x3.2 0.770 0.770 87.4
K=1.00
118 272 -53.87 3278.29 0.016
T9 25 - 20 L44x44x3.2 0.939 0.939 106.6
K=1.00
90 272 -37.01 2510.07 0.015
T10 20 - 14 L44x44x3.2 1.124 1.124 127.6
K=1.00
63 272 -27.59 1753.73 0.016
T11 14 - 8 L51x51x3.2 1.327 1.327 131.4
K=1.00
60 312 -48.11 1899.55 0.025
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
37 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
T12 8 - 5 L51x51x4.8 0.842 0.842 84.1
K=1.00
125 461 -117.75 5893.84 0.020
T13 5 - 0 L51x51x4.8 1.123 1.123 112.2
K=1.00
82 461 -48.85 3848.52 0.013
Redundant Hip (2) Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa T12 8 - 5 L51x51x4.8 1.684 1.684 168.3
K=1.0036 461 -71.36 1710.46 0.042
T13 5 - 0 L51x51x4.8 2.245 2.245 224.4
K=1.00
20 461 -73.16 962.13 0.076
Inner Bracing Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T3 52 - 50 L51x51x3.2 0.877 0.801 79.3
K=1.00
118 312 -1552.85 3769.79 0.412*
T4 50 - 45 L51x51x3.2 2.744 2.642 261.6K=1.00
15 312 -385.83 479.27 0.805*
KL/R > 250 (C) - 112T8 30 - 25 L51x51x6.4 2.744 2.642 266.0
K=1.00
15 605 -30.88 898.08 0.034
KL/R > 250 (C) - 315
T9 25 - 20 L51x51x4.8 3.418 3.316 331.4K=1.00
9 461 -106.41 441.08 0.241
KL/R > 250 (C) - 390
T10 20 - 14 L51x51x4.8 4.093 3.991 398.8K=1.00
6 461 -99.40 304.50 0.326
KL/R > 250 (C) - 465
T11 14 - 8 L51x51x4.8 4.903 4.801 479.8
K=1.00
4 461 -145.81 210.39 0.693
KL/R > 250 (C) - 540
T13 5 - 0 L51x51x4.8 3.368 3.368 336.5K=1.00
9 461 -228.28 427.61 0.534
KL/R > 250 (C) - 692
* DL controls
Tension Checks
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
38 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Leg Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 60 - 56 L76x76x6 4.000 0.500 21.2 224 687 4866.10 15699.97 0.310
T2 56 - 52 L76x76x6 4.000 0.500 21.2 224 687 14342.59 15699.97 0.914
T3 52 - 50 L102x102x6 2.207 1.104 34.8 224 1010 4849.81 23070.85 0.210
T4 50 - 45 2L76x76x6.4 5.000 1.250 52.9 224 1613 10307.44 36854.39 0.280
T5 45 - 40 2L76x76x6.4 5.000 1.250 52.9 224 1613 17146.79 36854.39 0.465
T6 40 - 35 2L76x76x6.4 5.000 1.250 52.9 224 1613 25631.70 36854.39 0.695
T7 35 - 30 2L102x102x6.4 5.000 1.250 39.4 224 2261 36542.09 51670.08 0.707
T8 30 - 25 2L102x102x6.4 5.011 1.253 39.5 224 2261 33692.90 51670.08 0.652
T9 25 - 20 2L102x102x7.9 5.011 1.253 39.8 224 2794 39633.05 63850.40 0.621
T10 20 - 14 2L102x102x9.5 6.014 1.503 48.1 224 3327 45332.08 76030.72 0.596
T11 14 - 8 L102x102x13 6.014 1.503 48.5 224 1935 45236.37 44225.27 1.023
T12 8 - 5 L102x102x13 3.043 0.761 24.6 224 1935 46715.94 44225.27 1.056
T13 5 - 0 2L102x102x9.5 5.072 1.691 54.1 224 3327 46527.25 76030.72 0.612
Diagonal Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 60 - 56 L51x51x4.8 0.796 0.699 44.6 224 278 1094.21 6350.48 0.172
T2 56 - 52 L51x51x4.8 0.796 0.699 44.6 224 278 1594.72 6350.48 0.251
T3 52 - 50 L51x51x6.4 1.418 1.299 84.0 224 363 7678.82 8297.75 0.925
T4 50 - 45 L51x51x4.8 1.582 1.520 97.0 224 278 1478.66 6350.48 0.233
T5 45 - 40 L51x51x4.8 1.582 1.520 97.0 224 278 1804.68 6350.48 0.284
T6 40 - 35 L51x51x4.8 1.582 1.520 97.0 224 278 2136.28 6350.48 0.336
T7 35 - 30 2L51x51x5 1.582 1.499 95.7 224 556 3260.33 12700.95 0.257
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
39 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
T8 30 - 25 2L51x51x5 2.779 1.390 88.7 224 556 6780.66 12700.95 0.534
T9 25 - 20 2L51x51x5 2.891 1.446 92.2 224 556 5933.31 12700.95 0.467
T10 20 - 14 2L51x51x5 3.468 1.734 110.6 224 556 5457.53 12700.95 0.430
T11 14 - 8 2L51x51x6 3.620 1.810 117.0 224 728 9075.57 16639.77 0.545
T12 8 - 5 2L64x64x5 3.635 0.909 46.0 224 735 8109.01 16791.77 0.483
T13 5 - 0 L76x76x7.9 5.854 1.951 83.3 224 729 7410.25 16657.05 0.445
Horizontal Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T4 50 - 45 L51x51x4.8 1.940 0.932 59.5 224 278 66.30 6350.48 0.010
T5 45 - 40 L51x51x4.8 1.940 1.864 118.9 224 278 80.92 6350.48 0.013
T6 40 - 35 L51x51x4.8 1.940 1.864 118.9 224 278 113.76 6350.48 0.018
T7 35 - 30 L51x51x4.8 1.940 1.838 117.3 224 278 462.93 6350.48 0.073
T8 30 - 25 L51x51x4.8 2.178 1.038 66.2 224 278 222.42 6350.48 0.035
T9 25 - 20 L51x51x4.8 2.655 1.277 81.5 224 278 226.80 6350.48 0.036
T10 20 - 14 L51x51x4.8 3.181 1.539 98.2 224 278 100.29 6350.48 0.016
T11 14 - 8 L51x51x4.8 3.754 1.826 116.5 224 278 77.76 6350.48 0.012
Top Girt Design Data (Tension)Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 60 - 56 L51x51x4.8 0.620 0.544 34.7 224 278 150.50 6350.48 0.024
T4 50 - 45 2L51x51x6 1.940 1.838 118.8 224 728 161.93 16639.77 0.010
T5 45 - 40 L51x51x4.8 1.940 1.864 118.9 224 278 22.06 6350.48 0.003
T6 40 - 35 L51x51x4.8 1.940 1.864 118.9 224 278 34.59 6350.48 0.005
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
40 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
T7 35 - 30 L51x51x4.8 1.940 1.864 118.9 224 278 133.33 6350.48 0.021
T8 30 - 25 L51x51x4.8 1.940 1.838 117.3 224 278 1494.52 6350.48 0.235
T9 25 - 20 2L51x51x6 2.417 2.315 149.7 224 728 5500.40 16639.77 0.331
T10 20 - 14 2L51x51x6 2.894 2.792 180.5 224 728 5196.72 16639.77 0.312
T11 14 - 8 2L64x64x5 3.467 3.365 170.3 224 735 7666.89 16791.77 0.457
T12 8 - 5 2L64x64x6 4.040 3.938 201.6 224 970 7677.10 22167.93 0.346
T13 5 - 0 L76x76x6.4 4.763 2.331 98.7 224 606 37.07 13848.04 0.003
Redundant Horizontal (1) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T8 30 - 25 L38x38x3.2 0.545 0.494 41.8 207 232 537.43 4890.32 0.110
T9 25 - 20 L38x38x3.2 0.664 0.613 51.9 207 232 644.19 4890.32 0.132
T10 20 - 14 L38x38x3.2 0.795 0.744 63.0 207 232 742.77 4890.32 0.152
T11 14 - 8 L38x38x3.2 0.938 0.888 75.1 207 232 742.97 4890.32 0.152
T12 8 - 5 L51x51x4.8 0.595 0.545 34.7 207 461 785.94 9729.56 0.081
T13 5 - 0 L38x38x3.2 0.794 0.743 62.9 207 232 795.36 4890.32 0.163
Redundant Horizontal (2) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T12 8 - 5 L51x51x4.8 1.191 1.140 72.7 207 461 785.94 9729.56 0.081
T13 5 - 0 L44x44x3.2 1.588 1.537 110.9 207 272 795.36 5740.80 0.139
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Page
41 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Redundant Horizontal (3) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T12 8 - 5 L51x51x4.8 1.786 1.735 110.7 207 461 785.94 9729.56 0.081
Redundant Diagonal (1) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
Pkg
Allow.
Pa kg
Ratio
PPa
T8 30 - 25 L51x51x3.2 1.390 1.250 78.6 207 312 685.65 6591.29 0.104
T9 25 - 20 L51x51x3.2 1.446 1.329 83.6 207 312 701.33 6591.29 0.106
T10 20 - 14 L51x51x3.2 1.734 1.617 101.7 207 312 809.86 6591.29 0.123
T11 14 - 8 L51x51x3.2 1.810 1.708 107.4 207 312 716.45 6591.29 0.109
T12 8 - 5 L51x51x4.8 1.020 0.945 60.3 207 461 673.41 9729.56 0.069
T13 5 - 0 L51x51x6.4 1.780 1.636 105.8 207 605 891.87 12764.09 0.070
Redundant Diagonal (2) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T12 8 - 5 L51x51x4.8 1.487 1.428 91.1 207 461 490.82 9729.56 0.050
T13 5 - 0 L51x51x4.8 2.177 2.098 133.9 207 461 545.37 9729.56 0.056
Redundant Diagonal (3) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T12 8 - 5 L51x51x4.8 2.023 1.968 125.6 207 461 450.42 9729.56 0.046
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
42 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Redundant Hip (1) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T8 30 - 25 L44x44x3.2 0.770 0.770 55.6 207 272 31.15 5740.80 0.005
T9 25 - 20 L44x44x3.2 0.939 0.939 67.7 207 272 23.29 5740.80 0.004
T10 20 - 14 L44x44x3.2 1.124 1.124 81.1 207 272 15.38 5740.80 0.003
T11 14 - 8 L51x51x3.2 1.327 1.327 83.4 207 312 14.38 6591.29 0.002
T12 8 - 5 L51x51x4.8 0.842 0.842 53.7 207 461 102.27 9729.56 0.011
T13 5 - 0 L51x51x4.8 1.123 1.123 71.6 207 461 28.01 9729.56 0.003
Redundant Hip (2) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T12 8 - 5 L51x51x4.8 1.684 1.684 107.5 207 461 38.17 9729.56 0.004
T13 5 - 0 L51x51x4.8 2.245 2.245 143.3 207 461 7.46 9729.56 0.001
Inner Bracing Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T3 52 - 50 L51x51x3.2 0.877 0.801 50.3 207 312 81.10 6591.29 0.012
T4 50 - 45 L51x51x3.2 2.744 2.642 166.1 207 312 67.18 6591.29 0.010
T8 30 - 25 L51x51x6.4 2.744 2.642 170.8 207 605 107.83 12764.09 0.008
T9 25 - 20 L51x51x4.8 3.418 3.316 211.6 207 461 83.30 9729.56 0.009*
T10 20 - 14 L51x51x4.8 4.093 3.991 254.7 207 461 89.55 9729.56 0.009*
T11 14 - 8 L51x51x4.8 4.903 4.801 306.4 207 461 145.18 9729.56 0.015*
T13 5 - 0 L51x51x4.8 3.368 3.368 214.9 207 461 196.65 9729.56 0.020
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Page
43 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
*
DL controls
Section Capacity Table
Section
No.
Elevation
m
Component
Type
Size Critical
Element
P
kg
SF*Pallow
kg
%
Capacity
Pass
Fail
T1 60 - 56 Leg L76x76x6 3 -5202.07 21948.87 23.7 PassDiagonal L51x51x4.8 12 1094.21 8465.18 12.9
14.1 (b)
Pass
Top Girt L51x51x4.8 8 150.50 8465.18 1.8
1.9 (b)
Pass
T2 56 - 52 Leg L76x76x6 41 14342.59 20928.06 68.5 Pass
Diagonal L51x51x4.8 52 1594.72 8465.18 18.8
21.0 (b)
Pass
T3 52 - 50 Leg L102x102x6 79 -16983.50 23961.90 70.9 PassDiagonal L51x51x6.4 105 7678.82 11060.90 69.4
98.6 (b)
Pass
Horizontal L51x51x6.4 96 -4436.40 4512.90 98.3 Pass
Top Girt L51x51x4.8 84 -3823.18 10228.73 37.4
49.1 (b)
Pass
Inner Bracing L51x51x3.2 82 -1552.85 3769.79 41.2 PassT4 50 - 45 Leg 2L76x76x6.4 109 -11389.62 31968.46 35.6 Pass
Diagonal L51x51x4.8 127 -1443.89 2797.66 51.6 Pass
Horizontal L51x51x4.8 117 -67.29 7028.14 1.0
1.8 (b)
Pass
Top Girt 2L51x51x6 113 -3167.08 20395.19 15.520.3 (b)
Pass
Inner Bracing L51x51x3.2 112 -385.83 479.27 80.5 Pass
T5 45 - 40 Leg 2L76x76x6.4 169 -19062.95 31968.46 59.6 Pass
Diagonal L51x51x4.8 185 -1846.67 2797.66 66.0 Pass
Horizontal L51x51x4.8 175 -99.64 4563.51 2.22.7 (b) Pass
Top Girt L51x51x4.8 171 -83.10 4563.51 1.8 Pass
T6 40 - 35 Leg 2L76x76x6.4 217 -28346.40 31968.46 88.7 Pass
Diagonal L51x51x4.8 233 -2171.09 2797.66 77.6 Pass
Horizontal L51x51x4.8 229 -138.81 4563.51 3.03.7 (b)
Pass
Top Girt L51x51x4.8 221 -81.36 4563.51 1.8 Pass
T7 35 - 30 Leg 2L102x102x6.4 265 -39292.77 45654.16 86.1 Pass
Diagonal 2L51x51x5 281 -3332.00 13571.90 24.6 PassHorizontal L51x51x4.8 280 -552.92 4693.53 11.8
14.9 (b)
Pass
Top Girt L51x51x4.8 267 -210.20 4563.51 4.6 Pass
T8 30 - 25 Leg 2L102x102x6.4 313 -35787.86 45612.38 78.5
80.9 (b)
Pass
Diagonal 2L51x51x5 337 -7754.89 14890.68 52.1 Pass
Horizontal L51x51x4.8 321 -323.19 5977.60 5.4
8.7 (b)
Pass
Top Girt L51x51x4.8 317 -1455.83 4693.53 31.0 PassRedund Horz 1
Bracing
L38x38x3.2 338 -537.43 4723.12 11.4 Pass
Redund Diag 1
Bracing
L51x51x3.2 369 -685.65 2855.81 24.0 Pass
Redund Hip 1
Bracing
L44x44x3.2 385 -53.87 4369.97 1.2 Pass
Inner Bracing L51x51x6.4 315 -30.88 1197.14 2.6 Pass
T9 25 - 20 Leg 2L102x102x7.9 388 -42897.47 64752.58 66.2
91.0 (b)
Pass
Diagonal 2L51x51x5 412 -6695.84 14225.64 47.1 Pass
Horizontal L51x51x4.8 396 -285.90 3965.20 7.27.7 (b)
Pass
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
44 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Size Critical Element
Pkg
SF*Pallow
kg%
CapacityPassFail
Top Girt 2L51x51x6 392 -5016.37 14729.42 34.1
35.3 (b)
Pass
Redund Horz 1
Bracing
L38x38x3.2 408 -644.19 4066.11 15.8 Pass
Redund Diag 1
Bracing
L51x51x3.2 448 -701.33 2523.79 27.8 Pass
Redund Hip 1
Bracing
L44x44x3.2 460 -37.01 3345.93 1.1 Pass
Inner Bracing L51x51x4.8 390 -106.41 587.95 18.1 Pass
T10 20 - 14 Leg 2L102x102x9.5 463 -49461.54 69072.12 71.6
78.9 (b)
Pass
Diagonal 2L51x51x5 487 -6327.52 10548.17 60.0 PassHorizontal L51x51x4.8 494 -201.04 2728.23 7.4 Pass
Top Girt 2L51x51x6 467 -4685.57 10123.53 46.3 Pass
Redund Horz 1Bracing L38x38x3.2 488 -742.77 3248.75 22.9 Pass
Redund Diag 1
Bracing
L51x51x3.2 519 -809.86 1704.59 47.5 Pass
Redund Hip 1
Bracing
L44x44x3.2 535 -27.59 2337.73 1.2 Pass
Inner Bracing L51x51x4.8 465 -99.40 405.90 24.5 Pass
T11 14 - 8 Leg L102x102x13 538 -49475.15 52743.24 93.8 Pass
Diagonal 2L51x51x6 562 -10493.32 12401.26 84.6 PassHorizontal L51x51x4.8 546 -221.86 1939.26 11.4 Pass
Top Girt 2L64x64x5 542 -6873.60 10013.36 68.6 Pass
Redund Horz 1
Bracing
L38x38x3.2 558 -742.97 2331.26 31.9 Pass
Redund Diag 1
Bracing
L51x51x3.2 594 -716.45 1527.72 46.9 Pass
Redund Hip 1
Bracing
L51x51x3.2 610 -48.11 2532.11 1.9 Pass
Inner Bracing L51x51x4.8 540 -145.81 280.46 52.0 PassT12 8 - 5 Leg L102x102x13 613 -52024.79 59106.04 88.0 Pass
Diagonal 2L64x64x5 620 8109.01 22383.43 36.2
56.7 (b)
Pass
Top Girt 2L64x64x6 615 -6706.50 9854.40 68.1 Pass
Redund Horz 1Bracing
L51x51x4.8 643 -785.94 10223.29 7.7 Pass
Redund Horz 2
Bracing
L51x51x4.8 644 -785.94 4975.55 15.8 Pass
Redund Horz 3
Bracing
L51x51x4.8 646 -785.94 2147.10 36.6 Pass
Redund Diag 1
Bracing
L51x51x4.8 645 -673.41 6900.86 9.8 Pass
Redund Diag 2
Bracing
L51x51x4.8 647 -490.82 3168.78 15.5 Pass
Redund Diag 3
Bracing
L51x51x4.8 658 -450.42 1669.15 27.0 Pass
Redund Hip 1
Bracing
L51x51x4.8 685 -117.75 7856.49 1.5 Pass
Redund Hip 2
Bracing
L51x51x4.8 667 -71.36 2280.04 3.1 Pass
T13 5 - 0 Leg 2L102x102x9.5 689 -52647.57 62609.74 84.1 Pass
Diagonal L76x76x7.9 723 -8825.19 9445.79 93.4 Pass
Top Girt L76x76x6.4 668 -180.36 13071.69 1.4
2.3 (b)
Pass
Redund Horz 1Bracing
L38x38x3.2 712 -795.36 3257.31 24.4 Pass
Redund Horz 2
Bracing
L44x44x3.2 720 -795.36 1251.48 63.6 Pass
Redund Diag 1 L51x51x6.4 721 -891.87 3121.81 28.6 Pass
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAESTADO ACTUAL REFORZADA
Page
45 of 45
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date
07:43:13 01/24/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Size Critical Element
Pkg
SF*Pallow
kg%
CapacityPassFail
Bracing
Redund Diag 2
Bracing
L51x51x4.8 715 -545.37 1468.44 37.1 Pass
Redund Hip 1Bracing
L51x51x4.8 716 -48.85 5130.08 1.0 Pass
Redund Hip 2
Bracing
L51x51x4.8 717 -73.16 1282.52 5.7 Pass
Inner Bracing L51x51x4.8 692 -228.28 570.01 40.0 PassSummary
Leg (T11) 93.8 Pass
Diagonal
(T3)
98.6 Pass
Horizontal
(T3)
98.3 Pass
Top Girt(T11) 68.6 Pass
Redund
Horz 1Bracing
(T11)
31.9 Pass
Redund
Horz 2
Bracing(T13)
63.6 Pass
Redund
Horz 3
Bracing(T12)
36.6 Pass
Redund
Diag 1
Bracing
(T10)
47.5 Pass
RedundDiag 2
Bracing
(T13)
37.1 Pass
RedundDiag 3
Bracing
(T12)
27.0 Pass
Redund Hip
1 Bracing(T11)
1.9 Pass
Redund Hip
2 Bracing
(T13)
5.7 Pass
Inner
Bracing (T4)
80.5 Pass
Bolt Checks 98.6 Pass
RATING = 98.6 Pass
Program Version 5.3.1.0 - 1/16/2009 File:C:/Proyectos 2010/Instatel Evaluaciones Estructural/05 Calatrava TCSV 60 m/Risa Tower Reforzado/TCSV 60 M
Calatrava Reforzado.eri
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CIMENTACION
ESTACION: CALATRAVA
TORRE CUADRADA DE 60 M
SECCION VARIABLE
Diciembre 29 de 2010
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MEMORIA EVALUACION ESTRUCTURAL CIMENTACION
ESTACION: CALATRAVA
CIUDDAD: BOGOTA D. C.SITIO: LOCALIDAD DE SUBA
TORRE CUADRADA DE 60 MSECCION VARIABLE
CALCULO: ING. JAIME GUTIERREZ C.MATRICULA 25202-45957 CND
Diciembre 28 de 2010
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1.0 INTRODUCCION
1.1 OBJETO
El objeto de este documento es la realización de la evaluacion estructuralde la cimentación para la torre metálica cuadrada autosoportada de 60metros de altura de sección variable y con ancho de pata de 5.97 metros,entre ejes. Que funciona de soporte para la instalación de antenasparabólicas y antenas panel de television para comunicaciones, según loscálculos realizados en la evaluación para la torre triangular, y lasreacciones en los nudos de los soportes de las torre, que son la base de
las cargas para el calculo y evaluacion de la cimentación y son anexos ycomplemento de este documento.
La torre se localiza en la Ciudad de BOGOTA D.C.. esta construida sobreun área de configuración plana, y dadas las condiciones de cargas y desuelo de fundación, la cimentación esta construida en Placa maciza deRigidez (Platea) de la cual arranca sus cuatro pedestales soporte de latorre, en concreto reforzado y a partir de esto se realizara el chequeo quecon las cargas actuales cumpla adecuadamente tanto los requisitos decapacidad portante, como de estabilidad al vuelco y arrancamiento,
generado por las cargas horizontales impuestas.Para efectos del adecuado dimensionamiento y verificación de lacimentación se han tenido en cuenta las cargas provenientes de lasuperestructura; y las recomendaciones y parámetros incluidos en elestudio de suelos realizado para la evaluacion por: SUELOS &CIMIENTOS, que es anexo complementario en este documento.
2.0 CODIGOS Y NORMAS APLICABLES
NSR-98
EIA/TIA 222 F
ANDREWS, Bulletin 1015F
ACI 318 última edición
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3.0 MATERIALES ESTRUCTURALES
En la evaluacion de la cimentación se ha tenido en cuenta en cuenta el
uso de los siguientes materiales:
1- Concreto la zapata - pedestal y vigas de amarre, con una resistencia ala compresión a 28 días, f´c = 210 kg/cm2, 3000psi.
2- Acero de refuerzo Grado 60, con punto de fluencia fy = 4200 kg/cm2,60.000 psi, para varillas con diámetros 1/2” ysuperiores.
3- Acero de refuerzo A-37, con punto de fluencia fy = 2400 kg/cm2,
34.200 psi, para varillas con diámetros 1/4” y 3/8”
4- Materiales granulares para relleno encima de la zapata de cimentación.En general, debe obtenerse una compactaciónmayor o igual al 90% del Proctor Modificado.
4.0 CONCLUSIONES Y RECOMENDACIONES
De los análisis y evaluación anterior pueden extraerse las siguientesconclusiones y recomendaciones:
4.1 PLACA DE FUNDACION
Según los resultados la cimentación esta cumpliendo con la capacidadportante y de vuelco y arracamiento.
La cimentación no tiene vigas de marre entre pedestales y esto genera unmomento y adicional no cumple con los requisitos de sismo.
Por lo tanto se realiza la cimentación con el análisis con vigas de amarre elcual se debe adicionar a la cimentacion
El concreto deberá tener una resistencia mínima de 210 kg/cm^2 (3000 psi)a 28 días.
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VIGA DE AMARRE (ENLACE)
La cimentación Placa- viga de amarre en concreto se comportaráadecuadamente. Para tal efecto, sus dimensiones ancho por alto deberán
cubrir unas dimensiones de 40 cm. x 50 cm. y va amarrada entrepedestales de la cimentación y su nivel superior de la viga debe estar anivel terreno N+ 0.00.
2 – La viga de amarre estará reforzada longitudinalmente con 3 # 6 en elnivel superior y con 3 # 6 en la parte inferior de la sección de la viga (6 # 6en total) y con flejes # 3 espaciados cada 16 cm. en toda su longitud
El concreto deberá tener una resistencia mínima de 210 kg/cm^2 (3000 psi)a 28 días.
4.2 – Todas las obras civiles relacionadas con excavaciones y rellenosdeberán realizarse de modo que no se deteriore el material de fundación.
4.3 – La fabricación del concreto debe hacerse siguiendo estrictas normasde control de calidad, de modo que se garantice la resistencia especificada.
4.4 – Cualquier modificación que se realice, bien sea a los elementos deconcreto, o a la configuración de la cimentación (profundidad, área, peso derellenos, etc.), debe ser notificada al ingeniero calculista, con el objeto derealizar las verificaciones de rigor, y aprobarlas o recomendar.
ANEXOS:
Memoria de Calculo Plano de Cimentación
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Foundation
Tower
CLIENTE: RTVC - TELEFONICA TELECOM E.B. CALATRAVA
ESTRUCTURA: Fecha: Dic. - 29 - 2010
CONDICION: SITIO: LOCALIDAD DE SUBA CIUDAD: BOGOTA D. C. Diseño: Ing. J. G. C.
ITEM SIMBOLO UNIDAD APOYO 1 APOYO 2 APOYO 3 APOYO 4 RESULTANTE
A B C D CIMENTAC.
ACCIONES EN APOYOS (CARGAS DE TRABAJO)
Accion Vert. Z Fz kg 36883 54874 36935 -48391 80301
Accion Hor. X Fx kg 7344 -8156 -7343 -7215 -15370
Accion Hor. Y Fy kg 3722 7752 -7207 6943 11210
ACCIONES EN APOYOS (CARGAS DE DISEÑO)
Accion Vert. Z Fuz kg 51636,2 76823,6 51709 -64360,03 115808,77
Accion Hor. X Fux kg 10281,6 -11418,4 -10280,2 -9595,95 -21012,95
Accion Hor. Y Fuy kg 5210,8 10852,8 -10089,8 9234,19 15207,99
COORDENADAS DE APOYOSCoordenada X X m -2,985 -2,985 2,985 2,985
Coordenada Y Y m -2,985 2,985 2,985 -2,985
Coordenada Z Z m 0,000 0,000 0,000 0,000
ACCIONES TOTALES EN APOYOS (CARGAS DE TRABAJO)
Accion Total Vert. Z Fz kg 80301
Accion Total Hor. X Fx kg -15370
Accion Total Hor. Y Fy kg 11210
Momento resp. Y My kg-m -421216
Momento resp. X Mx kg-m -66817
COORDENADAS DE C.G. DE ACCIONES TOTALES EN APOYOS (CARGAS DE TRABAJO)
Coordenada C.G. X Xcg m -5,25
Coordenada C.G.Y Ycg m -0,83
Coordenada C.G. Z Zcg m 0,00
ACCIONES TOTALES EN APOYOS (CARGAS DE DISEÑO)
Accion Total Vert. Z Fz kg 115808,77
Accion Total Hor. X Fx kg -21012,95
Accion Total Hor. Y Fy kg 15207,99
Momento resp. Y My kg-m -560217
CIMENTACION TORRE EN PLACA
TORRE CUADRADA 60 M SECCION VARIABLE
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Foundation
Tower
CLIENTE: RTVC - TELEFONICA TELECOM E.B. CALATRAVA
ESTRUCTURA: Fecha: Dic. - 29 - 2010
CONDICION: SITIO: LOCALIDAD DE SUBA CIUDAD: BOGOTA D. C. Diseño: Ing. J. G. C.
CIMENTACION TORRE EN PLACA
TORRE CUADRADA 60 M SECCION VARIABLE
Momento resp. X Mx kg-m -88867
COORDENADAS DE C.G. DE ACCIONES TOTAL ES EN APOYOS (CARGAS DE DISEÑO)
Coordenada C.G. X Xcg m -4,84
Coordenada C.G.Y Ycg m -0,77
Coordenada C.G. Z Zcg m 0,00
CARACTERISTICAS DE LOS MATERIALES
Capac. portante suelo So kg/cm2 3,25
Esf. admisible suelo Sa kg/cm2 4,32
Peso unitario suelo Gs kg/m3 1600
Angulo cono β º 24
K pasivo Kp 2,37
K activo Ka 0,35
K efectivo Ke 2,02
Peso unitario concreto Gc kg/m3 2400
Resist. compr. Concreto f'c kg/cm2 210
Esf. fluencia acero fy kg/cm2 4200
GEOMETRIA DE LA CIMENTACION
Lado de Placa A m2 7,20
Area de la placa Ab m2 51,84
Espesor de la placa s m 0,40
Mod. secc. placa Y Zy (min) m3 62,208
Mod. secc. placa X Zx (min) m3 62,208
Dist. X (borde al C.G.) cx (min) m 3,600
Dist. Y(borde al C.G.) cy (min) m 3,600
Lado del pedestal B m 0,27
Alt. enterr. pedestal H2 m 2,80
Alt. superf. Pedestal H3 m 0,20
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Foundation
Tower
CLIENTE: RTVC - TELEFONICA TELECOM E.B. CALATRAVA
ESTRUCTURA: Fecha: Dic. - 29 - 2010
CONDICION: SITIO: LOCALIDAD DE SUBA CIUDAD: BOGOTA D. C. Diseño: Ing. J. G. C.
CIMENTACION TORRE EN PLACA
TORRE CUADRADA 60 M SECCION VARIABLE
Alt. total pedestal Hp m 3,00
Alt. total cimiento H1 m 3,40
Recubr. Concreto d' m 0,075
Alt. efect. placa concret. d m 0,325
VOLUMENES Y PESOS CIMIENTO
Volumen placa cimiento Vz m3 20,736
Volumen pedestales Vp m3 3,50
Volumen de concreto Vc m3 24,24
Peso concreto cimiento Wc kg 58164
Volumen suelo superp. Vs m3 144,54
Peso suelo superp. Ws kg 231263,424
ESFUERZOS ACTUANTES SOBRE EL TERRENO (CARGAS DE TRABAJO)
Carga compr. en base Pb kg 369729
Alt. acc. pas. suelo X hx m 2,80
Accion pasiva suelo X Rpx kg 10268,26
Alt. acc. pas. suelo Y hx m 2,80
Accion pasiva suelo Y Rpy kg 10268,26
Momento Y en base Mby kg-m 459783
Momento X en base Mbx kg-m 91240
Esf. parciales en suelo Sp kg/m2 7132
" Sx kg/m2 7391
" Sy kg/m2 1467
" Ss kg/m2 4461
Esfuerzos sobre suelo S1 kg/m2 11529
" S2 kg/m2 8595
" S3 kg/m2 -2735
" S4 kg/m2 -6187
Verificacion capacidad portante del suelo OK
VERIFICACION AL VOLCAMIENTO
Momento volcamiento Y Mvy kg-m 459783
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Foundation
Tower
CLIENTE: RTVC - TELEFONICA TELECOM E.B. CALATRAVA
ESTRUCTURA: Fecha: Dic. - 29 - 2010
CONDICION: SITIO: LOCALIDAD DE SUBA CIUDAD: BOGOTA D. C. Diseño: Ing. J. G. C.
CIMENTACION TORRE EN PLACA
TORRE CUADRADA 60 M SECCION VARIABLE
Momento volcamiento X Mvx kg-m 91240
Momento volcam. Total Mvt kg-m 468748
Dist. Borde volc. Total ct m 5,09
Momento restaurador Mr kg-m 1882352
F.S. al volcamiento F.S.v 2,68
Verificacion al volcamiento OK
REFUERZO PLACA
Ref. Infer. (malla) Varilla # 4 4
Ref. Super. (malla) Varilla # 4 4
REFUERZO PEDESTAL
Ref. Long 24 # 7
Flejes Varilla #4 c/ 15 cm
ρo de las tablas 0,0050
ρmin 0,01
ρot mayor (ρo, ρmin) 0,0100
As1 m² 72,90
CALCULO DEL PEDESTAL
As cm² 72,90
Varilla No. 8
Area varilla Av cm25,07
Número de varilla n As/Av 16
# varilla A # W
2 2
0,253 0,71 3 0,559
4 1,27 4 0,994
5 1,98 5 1,552
6 2,85 6 2,235
7 3,87 7 3,06
8 5,07 8 3,973
RESUMEN DE CIMENTACION
Cap. portante suel σ Kg/cm23,25
Lado zapata L m 7,20
ESTUDIO DE SUELOS POR: CONCRESUELOS INGENIERIA
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Foundation
Tower
CLIENTE: RTVC - TELEFONICA TELECOM E.B. CALATRAVA
ESTRUCTURA: Fecha: Dic. - 29 - 2010
CONDICION: SITIO: LOCALIDAD DE SUBA CIUDAD: BOGOTA D. C. Diseño: Ing. J. G. C.
CIMENTACION TORRE EN PLACA
TORRE CUADRADA 60 M SECCION VARIABLE
Lado pedestal B m 0,54
Espesor zapata s m 0,40
Profundidad zapat H m 3,20
Alt. ped. sobre su H3 m 0,20
# # Var.en octavos 8
a m 3,20
b m 0,46
Long. 1 m 4,11
a w Kg Peso Unit.Var. 3,973
Ref.Vert. n Cant.Var/Pede 16
Cant.Varillas 64
Pedestales 4 peso/pedest 261,39
Peso 1 Kg 1045,57
# # Estr.en octavo 3c 0,41 c m 0,39
0,10 d m 0,10
0,61 Long. 2 m 1,76
0,559 w Kg Peso Unit.Var. 0,559
6 138 n Cant.Var/Pedes 23
552 Cant.Varillas 92
46,90 Pedestales 4 peso/pedest 22,60
187,61 Peso 2 Kg 90,41
# # Var.en octavos 4
e m 7,10
f m 0,15
Ref. Infer. Long. 3 m 7,40
malla cuadrada w Kg Peso Unit.Var. 0,994n Cant.Varillas 110
Peso 3 Kg 808,68
# # Var.en octavos 4
g m 7,10
h m 0,15
Long. 4 m 7,40
Ref. Sup. w Kg Peso Unit.Var. 0,994
malla cuadrada n Cant.Varillas 110
Peso 4 Kg 808,68
Gancho
RESUMEN DE REFUERZOS CIMENTACION TORRE
d
c
c
ef
h
b
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Foundation
Tower
CLIENTE: RTVC - TELEFONICA TELECOM E.B. CALATRAVA
ESTRUCTURA: Fecha: Dic. - 29 - 2010
CONDICION: SITIO: LOCALIDAD DE SUBA CIUDAD: BOGOTA D. C. Diseño: Ing. J. G. C.
CIMENTACION TORRE EN PLACA
TORRE CUADRADA 60 M SECCION VARIABLE
Excavación Ve m³ 199,07
Relleno Vr m³ 177,51
Concreto Vc m³ 24,24
Acero Refuerzo Peso Total Kg 2940,94
Concreto limpieza m³ 5,18
PERNOS DE ANCLAJE
L= 7,20 m
s= 0,40 m
B= 0,54 m
H= 3,20 m
H H2 B Hp H1 H1= 3,4 m
H2= 2,80 m
H3= 0,20 m
Hp= 3,00 m
s
Solado 0,1
DIMENSIONES DE LA ZAPATA
H3
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Foundation
Tower
CLIENTE: RTVC - TELEFONICA TELECOM E.B. CALATRAVA
ESTRUCTURA: Fecha: Dic. - 29 - 2010
CONDICION: SITIO: LOCALIDAD DE SUBA CIUDAD: BOGOTA D. C. Diseño: Ing. J. G. C.
CIMENTACION TORRE EN PLACA
TORRE CUADRADA 60 M SECCION VARIABLE
L
A= 51,84 m2
b Pter 0,15
FLEXION W= 0,74 t/m
L= 5,97 m
d Mu= 420,25 t-cm
b= 40 cm
d= 50 cm
K= 0,00420
ro= 0,00330
As= 6,60 cm²
colocar 3# 6
CORTANTE
V= 2,200 t
vu= 1,760 kg/cm²
Ø vc= 6,350 kg/cm²
No requiere Refuerzo a cortante
colocar E Ø 3/8" cada 15 cm
CALCULO DE VIGA DE AMARRE
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Foundation
Tower
CLIENTE: RTVC - TELEFONICA TELECOM E.B. CALATRAVA
ESTRUCTURA: Fecha: Dic. - 29 - 2010
CONDICION: SITIO: LOCALIDAD DE SUBA CIUDAD: BOGOTA D. C. Diseño: Ing. J. G. C.
CIMENTACION TORRE EN PLACA
TORRE CUADRADA 60 M SECCION VARIABLE
# # Estr.en octavo 3
b m 0,30
c m 0,40
d m 0,10
Long. 5 m 1,60
w Kg Peso Unit.Var. 0,559
n Cant.Var/Viga 38
Cant.Varillas 152
Vigas 4 peso/Viga 33,94
Peso 5 Kg 135,78
# # Var.en octavos 6
e m 5,70
f m 0,15
Ref. Infer. Long. 6 m 6,00
w Kg Peso Unit.Var. 2,235
n Cant.Varillas 12
Peso 6 Kg 160,92
# # Var.en octavos 6
g m 5,70
h m 0,15
Long. 7 m 6,00
Ref. Sup. w Kg Peso Unit.Var. 2,235
n Cant.Varillas 12
Peso 7 Kg 160,92
Concreto Viga 4,34
Acero de Refuerzo 457,62
Excavación Ve m³ 199,07
Relleno Vr m³ 173,17
Concreto Vc m³ 28,58
Acero Refuerzo Peso Total Kg 3398,56
Concreto limpieza m³ 5,18
RESUMEN DE REFUERZOS VIGA DE AMARRE
CANTIDADES TOTALES
d
b
c
e
f
h
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RESULTADOS HIPOTESIS 2
CARGAS FUTURAS
ESTACION : CALATRAVA
Enero 21 de 2011
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ect: TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
nt: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
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INSTATEL COLOMBIA
Carrera 124 No 17 - 98
Bogotá - Colombia
Phone: (57-1) 547 07 90FAX: (57-1) 547 07 90
Job:ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Project: TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C.
Code:
TIA/EIA-222-FDate:
01/22/11
Path:C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\InstatelEvaluaciones Estructural\05 Calatrava TCSV60 m\Risa Tower Hipotesis 2\TCSV66 M Calatrava Hipotesis 2.eri
66.0 m
60.0 m
56.0 m
52.0 m
50.0 m
45.0 m
40.0 m
35.0 m
30.0 m
25.0 m
20.0 m
14.0 m
8.0 m
5.0 m
0.0 m
REACTIONS - 120 kph WIND
TORQUE 4101 kg-m
22547 kg
SHEAR754227 kg-m
MOMENT
23056 kg
AXIAL
SHEAR: 18261 kg
UPLIFT: -83768 kg
DOWN: 94889 kg
MAX. CORNER REACTIONS AT BASE:
A 5 7 2 - 5 0
L 5 1 x 5 1 x 4 . 8
C
L 5 1 x 5 1 x 4 . 8
L 6 4 x 6 4 x 4 . 8
2 L 5 1 x 5 1 x 5
2 L 5 1 x 5 1 x 6
2 L 6 4 x 6 4 x 5
L 1 0 2 x 1 0 2 x 6
. 4
A 5 7 2 - 5 0
L 5 1 x 5 1 x 4 . 8
D
L 5 1 x 5 1 x 4 . 8
2 L 5 1 x 5 1 x 6
2 L 6 4 x 6 4 x 5
2 L 6 4 x 6 4 x 6
E
L 7 6 x 7 6 x 6 . 4
N . A .
L 5 1 x 5 1 x 4 . 8
N
. A .
N . A .
L 3 8 x 3 8 x 3 . 2
L 5 1 x 5 1 x 4 . 8
L 3 8 x
3 8 x 3 . 2
N . A .
L 5 1 x 5 1 x 3 . 2
L 5 1 x 5 1 x 4 . 8
L 5 1 x
5 1 x 6 . 4
N . A .
L 4 4 x 4 4 x 3 . 2
L 5 1 x 5 1 x 3 . 2
L 5 1 x 5 1 x 4 . 8
N . A .
F
L 6 4 x 6 4 x 6 . 4
N . A .
L 5 1 x 5 1 x 4 . 8
N . A .
4 0 2 . 9
4 1 8 . 8
4 1 9 . 6
5 2 6 . 8
1 0 3 9 . 1
9 4 5 . 8
1 1 2 9 . 9
1 2 9 9 . 1
1 5 3 9 . 2
1 6 1 0 . 3
2 0 8 0 . 0
2 4 5 4 . 5
1 5 7 3 . 3
2 2 5 3 . 8
0 . 6
1 . 9 4
2 . 4 1 7
2 . 8 9 4
3 . 4 6 7
4 . 0 4
4
. 7 6 3
2 8 @ 0 . 5
2 @ 1
1 6 @ 1 . 2 5
4 @ 2 . 5
5 @ 3
1 @ 5
L e g G r a d e
D i a g o n a l s
D i a g o n a l G r a d e
T o p G i r t s
H o r i z o n t a l s
R e d . H o r i z o n t a l s
R e d . D i a g o n a l s
R e d . H i p s
I n n e r B r a c i n g
F a c e W i d t h ( m )
5 . 9 7
# P a n e l s @ ( m )
W e i g h t ( k g )
1 7 6 9 3 . 0
RYMSA UHF/AT15-250 PANEL 66 - 65RYMSA UHF/AT15-250 PANEL 66 - 65RYMSA UHF/AT15-250 PANEL 66 - 65RYMSA UHF/AT15-250 PANEL 66 - 65RYMSA UHF/AT15-250 PANEL 65 - 64RYMSA UHF/AT15-250 PANEL 65 - 64RYMSA UHF/AT15-250 PANEL 65 - 64RYMSA UHF/AT15-250 PANEL 65 - 64RYMSA UHF/AT15-250 PANEL 64 - 63RYMSA UHF/AT15-250 PANEL 64 - 63RYMSA UHF/AT15-250 PANEL 64 - 63RYMSA UHF/AT15-250 PANEL 64 - 63RYMSA UHF/AT15-250 PANEL 63 - 62RYMSA UHF/AT15-250 PANEL 63 - 62RYMSA UHF/AT15-250 PANEL 63 - 62RYMSA UHF/AT15-250 PANEL 63 - 62 ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 61.5 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 60 - 59 ANTENA PANEL UHF 0.48x0.983 59 - 58 ANTENA PANEL UHF 0.48x0.983 59 - 58 ANTENA PANEL UHF 0.48x0.983 59 - 58 ANTENA PANEL UHF 0.48x0.983 58 - 57 ANTENA PANEL UHF 0.48x0.983 58 - 57 ANTENA PANEL UHF 0.48x0.983 58 - 57 ANTENA PANEL UHF 0.48x0.983 57 - 56 ANTENA PANEL UHF 0.48x0.983 57 - 56 ANTENA PANEL UHF 0.48x0.983 57 - 56 ANTENA PANEL UHF 0.48x0.983 56 - 55 ANTENA PANEL UHF 0.48x0.983 56 - 55 ANTENA PANEL UHF 0.48x0.983 56 - 55 ANTENA PANEL UHF 0.48x0.983 55 - 54 ANTENA PANEL UHF 0.48x0.983 55 - 54 ANTENA PANEL UHF 0.48x0.983 55 - 54 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 48 - 46 ANTENA PANEL FM KATHREIN 46 - 44 ANTENA PANEL FM KATHREIN 46 - 44 ANTENA PANEL FM KATHREIN 46 - 44 ANTENA PANEL FM KATHREIN 44 - 42 ANTENA PANEL FM KATHREIN 44 - 42 ANTENA PANEL FM KATHREIN 44 - 42(2) ANTENA PANEL FM KATHREIN 41.8 - 40.8(2) ANTENA PANEL FM KATHREIN 40.8 - 39.8(2) ANTENA PANEL FM KATHREIN 39.8 - 38.8(2) ANTENA PANEL FM KATHREIN 38.8 - 37.86 FT DISH 358 FT DISH 31.88 FT DISH 31.5HP10-59W 26.58 FT DISH 23.58 FT DISH 19HP6-107G 13 Andrew KP4/KP4F 8.5DESIGNED APPURTENANCE LOADING
TYPE TYPEELEVATION ELEVATRYMSA UHF/AT15-250 PANEL 66 - 65
RYMSA UHF/AT15-250 PANEL 66 - 65
RYMSA UHF/AT15-250 PANEL 66 - 65
RYMSA UHF/AT15-250 PANEL 66 - 65
RYMSA UHF/AT15-250 PANEL 65 - 64
RYMSA UHF/AT15-250 PANEL 65 - 64
RYMSA UHF/AT15-250 PANEL 65 - 64
RYMSA UHF/AT15-250 PANEL 65 - 64
RYMSA UHF/AT15-250 PANEL 64 - 63
RYMSA UHF/AT15-250 PANEL 64 - 63
RYMSA UHF/AT15-250 PANEL 64 - 63RYMSA UHF/AT15-250 PANEL 64 - 63
RYMSA UHF/AT15-250 PANEL 63 - 62
RYMSA UHF/AT15-250 PANEL 63 - 62
RYMSA UHF/AT15-250 PANEL 63 - 62
RYMSA UHF/AT15-250 PANEL 63 - 62
ANTENA PANEL UHF 0.48x0.983 61.5
ANTENA PANEL UHF 0.48x0.983 61.5
ANTENA PANEL UHF 0.48x0.983 61.5
ANTENA PANEL UHF 0.48x0.983 61.5
ANTENA PANEL UHF 0.48x0.983 60
ANTENA PANEL UHF 0.48x0.983 60
ANTENA PANEL UHF 0.48x0.983 60
ANTENA PANEL UHF 0.48x0.983 60
ANTENA PANEL UHF 0.48x0.983 60 - 59
ANTENA PANEL UHF 0.48x0.983 60 - 59
ANTENA PANEL UHF 0.48x0.983 60 - 59
ANTENA PANEL UHF 0.48x0.983 59 - 58
ANTENA PANEL UHF 0.48x0.983 59 - 58
ANTENA PANEL UHF 0.48x0.983 59 - 58
ANTENA PANEL UHF 0.48x0.983 58 - 57
ANTENA PANEL UHF 0.48x0.983 58 - 57
ANTENA PANEL UHF 0.48x0.983 58 - 57
ANTENA PANEL UHF 0.48x0.983 57 - 56
ANTENA PANEL UHF 0.48x0.983 57 - 56
ANTENA PANEL UHF 0.48x0.983 57 - 56
ANTENA PANEL UHF 0.48x0.983 56 - 55
ANTENA PANEL UHF 0.48x0.983 56 - 55
ANTENA PANEL UHF 0.48x0.983 56 - 55
ANTENA PANEL UHF 0.48x0.983 55 - 54
ANTENA PANEL UHF 0.48x0.983 55 - 54
ANTENA PANEL UHF 0.48x0.983 55 - 54
ANTENA PANEL FM KATHREIN 50 - 48
ANTENA PANEL FM KATHREIN 50 - 48
ANTENA PANEL FM KATHREIN 50 - 48 ANTENA PANEL FM KATHREIN 50 - 48
ANTENA PANEL FM KATHREIN 48 - 46
ANTENA PANEL FM KATHREIN 48 - 46
ANTENA PANEL FM KATHREIN 48 - 46
ANTENA PANEL FM KATHREIN 48 - 46
ANTENA PANEL FM KATHREIN 46 - 44
ANTENA PANEL FM KATHREIN 46 - 44
ANTENA PANEL FM KATHREIN 46 - 44
ANTENA PANEL FM KATHREIN 44 - 42
ANTENA PANEL FM KATHREIN 44 - 42
ANTENA PANEL FM KATHREIN 44 - 42
(2) ANTENA PANEL FM KATHREIN 41.8 - 40.8
(2) ANTENA PANEL FM KATHREIN 40.8 - 39.8
(2) ANTENA PANEL FM KATHREIN 39.8 - 38.8
(2) ANTENA PANEL FM KATHREIN 38.8 - 37.8
6 FT DISH 35
8 FT DISH 31.8
8 FT DISH 31.5
HP10-59W 26.5
8 FT DISH 23.5
8 FT DISH 19
HP6-107G 13
Andrew KP4/KP4F 8.5
SYMBOL LISTMARK MARKSIZE SIZE
A 2L102x102x6.4
B L102x12.7+L152x12.7
C L76x76x6.4
D 2L51x51x6
E L102x102x6.4
F L64x64x4.8
MATERIAL STRENGTHGRADE GRADEFy FyFu Fu
A572-50 345 MPa 448 MPa
TOWER DESIGN NOTES1. Tower designed for a 120 kph basic wind in accordance with the TIA/EIA-222-F Stand2. Deflections are based upon a 60 kph wind.3. Weld together tower sections have flange connections.4. Connections use galvanized A394 bolts, nuts and locking devices. Installation per
TIA/EIA-222 and AISC Specifications.5. Tower members are "hot dipped" galvanized in accordance with ASTM A123 and AS
A153 Standards.6. Welds are fabricated with AWS E60XX/E70XX electrodes.7. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:8. RF antennas feeders shall be 1-5/8" and installed 48 feeders per side9. MW dishes feeders shall be 1/2" and installed 8 feeders per side10. TOWER RATING: 96.7%
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CONCLUSIONES Y RESULTADOS
HIPOTESIS 2
En esta hipótesis se analizara la torre considerando todas las antenas y equipos existentese instalados en ella, se debe montar una sección nueva de torre en la punta de la torre de6 metros, a fin de montar 16 antenas, con una distribución (4-4-4-4) (cuatro antenas encada cara) banda UHF digital. (futuro)
CON LAS CARGAS A INSTALAR FUTURAS ESTOS SON LOS RESULTADOS DE LA
ESTRUCTURA, Y ADICIONALMENTE REALIZANDO LAS RECOMENDACIONES DE
LOS RESULTADOS DE EL ESTADO DE LA TORRE ACTUAL REFORZADA
ESTADO DE LA ESTRUCTURA
ESTADO ACTUAL DE LA TORRE
Al realizar el análisis de la estructura con la nuevas cargas futuras que se le van a
instalar y adicionando los 60 de estructura en la punta de la torre con una sección
constante de 0.60x0.60 metros a partir del nivel +60 m la estructura no cumple con los
requerimientos establecidos en la norma EIA/TIA-EIA-222-F.
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Antes de instalar cualquier carga adicional a la torre esta estructura se le
debe realizar los reforzamientos solicitados
Para cumplir con el requerimiento solicitados de la velocidad de viento de diseño de
120 kph entonces dentro del análisis de cálculo la torre se debe reforzar de la siguiente
manera.
MONTANTES
Del nivel +0.00 m a +5.00 m se debe adicionar un Angulo de152x152x12.7 y conexión entre ángulos 12 tornillos 5/8” a corte doble
Del nivel +5.00 m a +8.00 m se debe adicionar un Angulo de102x102x12.7 y conexión entre ángulos 12 tornillos 5/8” a corte doble
Del nivel +8.00 m a +14.00 m se debe adicionar un Angulo de102x102x12.7 y conexión entre ángulos 12 tornillos 5/8” a corte doble
Del nivel +14.00 m a +20.00 m se debe adicionar un Angulo de102x102x12.7 y conexión entre ángulos 12 tornillos 5/8” a corte doble
Del nivel +20.00 m a +25.00 m se debe adicionar un Angulo de127x127x12.7 y conexión entre ángulos 12 tornillos 5/8” a corte doble
Del nivel +25.00 m a +30.00 m se debe adicionar un Angulo de102x102x12.7 y conexión entre ángulos 12 tornillos 5/8” a corte doble
Del nivel +30.00 m a +35.00 m se debe adicionar dos Angulos de2L76x76x6.4 ya se encuentra dos ángulos de 76x76x6.4 por lo tanto sedebe reforzar a sus dos laterales en formar en cruz y conexión entreángulos 8 tornillos 5/8” a corte doble
Del nivel +35.00 m a +40.00 m se debe adicionar dos Angulos de2L76x76x6.4 ya se encuentra dos ángulos de 76x76x6.4 por lo tanto sedebe reforzar a sus dos laterales en formar en cruz y conexión entreángulos 8 tornillos 5/8” a corte doble
Del nivel +40.00 m a +45.00 m se debe adicionar un Angulo de
76x76x6.4 ya se encuentra dos ángulos de 76x76x6.4 por lo tanto sedebe reforzar interior en formar en cruz y conexión entre ángulos 8tornillos 5/8” a corte doble
Del nivel +45.00 m a +50.00 m se debe adicionar un Angulo de76x76x6.4 ya se encuentra dos ángulos de 76x76x6.4 por lo tanto sedebe reforzar interior en formar en cruz y conexión entre ángulos 8tornillos 5/8” a corte doble
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Del nivel +50.00 m a +52.00 m se debe adicionar un Angulo de102x102x6.4 y conexión entre ángulos 8 tornillos 5/8” a corte doble
Del nivel +52.00 m a +56.00 m se debe adicionar un Angulo de76x76x6.4 y conexión entre ángulos 4 tornillos 5/8” a corte doble
Del nivel +52.00 m a +56.00 m se debe adicionar un Angulo de76x76x6.4 y conexión entre ángulos 4 tornillos 5/8” a corte doble
DIAGONALES
La diagonal del nivel +0.00 m a +5.00 m se le adiciona al existente unángulo espalda con espalda de 102x102x6.4
La diagonal del nivel +5.00 m a +8.00 m se le adiciona al existente un
ángulo espalda con espalda de 64x64x6.4
La diagonal del nivel +14.00 m a +20.00 m se le adiciona al existente unángulo espalda con espalda de 64x64x6.4
La diagonal del nivel +20.00 m a +25.00 m se le adiciona al existente unángulo espalda con espalda de 64x64x4.8
La diagonal del nivel +25.00 m a +30.00 m se le adiciona al existente unángulo espalda con espalda de 64x64x4.8
La diagonal del nivel +30.00 m a +35.00 m se le adiciona al existente unángulo espalda con espalda de 51x51x4.8
La diagonal del nivel +35.00 m a +40.00 m se le adiciona al existente unángulo espalda con espalda de 64x64x4.8
La diagonal del nivel +40.00 m a +45.00 m se le adiciona al existente unángulo espalda con espalda de 64x64x4.8
La diagonal del nivel +50.00 m a +52.00 m se le adiciona al existente unángulo espalda con espalda de 102x102x6.4, a este elemento se debecolocar 2 tornillos de ¾” en cada uno de sus extremos.
HORIZONTALES
Las horizontal del nivel +8.00 m a se le adiciona a la existente espaldacon espalda un Angulo de 64x64x6.4
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Las horizontal del nivel +14.00 m a se le adiciona a la existente espaldacon espalda un Angulo de 64x64x6.4
Las horizontal del nivel +20.00 m a se le adiciona a la existente espaldacon espalda un Angulo de 51x51x6.4
Las horizontal del nivel +8.00 m a se le adiciona a la existente espaldacon espalda un Angulo de 51x51x6.4
Las horizontal que comprende entre el nivel +50.00 m al nivel +53.000m se le adiciona a la existente espalda con espalda un Angulo de64x64x6.4
La redundante horizontal que esta en la parte superior del tramo que seencuentra entre el nivel+0.00 al nivel +5.00 m se debe reemplazar porun angulo de 51x51x 4.8
La redundante horizontal que esta en la parte superior del tramo que seencuentra entre el nivel+5.00 al nivel +8.00 m se debe reemplazar porun angulo de 51x51x 3.2
Del nivel + 5 al nivel +14 los elementos redundantes no tienenelementos de cierre entre diagonales interiores se debe adicionar esteelemento en un ángulo de 38x38x3.2 que serán 24 elementos en total eneste tramo
PLACA BASE
La placa base de la torre se debe reforzar, adicionándole una lamina de 31.8
mm de espesor x 80x540 mm a cada lado de la placa existente son cuatro por
pata 16 en total.
Se debe biselar para ser soldada a la existente.
PERNOS DE ANCLAJE
Se debe adicionar cuatro (4) pernos de anclaje de diámetro 25.4 con la longitudde empotramiento mínimo de 1.00 metros, calidad SAE 1020 calibrado, estos
pueden ser colocados en la cuatro esquinas de la lamina que se va adicionar en
la placa base
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REFUERZO DE LA TORRE
Estructura de 6.00 metros de longitud con sección de 0.60x0.60 m, su peso
aproximado es de 670 kg
Refuerzo de la torre:
El peso aproximado para reforzar la estructura es de: 12.340 kg
DEFLEXION DE LA TORRE
Luego de análisis de la torre en el estado actual y teniendo en cuenta la velocidad de
viento de operación de 60 kph verificamos el desplazamiento de la torre.
Desplazamiento máximo= H/200
Dmax= 660/200
Dmax= 330 mm
De los cálculos realizados tenemos.
El desplazamiento presentado en la velocidad de operación tenemos 243 mm
Entonces 243 < 330 OK
CIMENTACION
La cimentación según los cálculos realizados se debe adicionar vigas de amarre
entre pedestales con una dimensión de 40 cm de ancho por 50 cm de alto.
Estas vigas de amarre en su nivel superior deben estar a nivel del terreno o sea
a nivel +0.00 m
Para la hipótesis 2 y según las cargas resultantes de los cálculos arrojados de la
estructura, y los cálculos realizado a la cimentación esta no es necesario
reforzar en su estructura de placa flotante.
Se anexa las memorias de cálculo
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ANEXO SE PRESENTA:
ISOMETRICO TORRE HIPOTESIS 2
SILUETA HIPOTESIS 2
DEFORMADA TORRE HIPOTESIS 2
CALCULO PLACA BASE Y PERNOS HIPOTESIS 2
CALCULO ESTRUCTURAL HIPOTESIS 2
CALCULO CIMENTACION HIPOTESIS 2
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INSTATEL COLOMBIA
Carrera 124 No 17 - 98
Bogotá - Colombia
Phone: (57-1) 547 07 90FAX: (57-1) 547 07 90
Job:ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Project: TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C.
Code:
TIA/EIA-222-FDate:
01/22/11
Path:C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\InstatelEvaluaciones Estructural\05 Calatrava TCSV60 m\Risa Tower Hipotesis 2\TCSV66 M Calatrava Hipotesis 2.eri
Feedline Distribut ion Chart
0.000 - 66.000Round Flat App In Face App Out Face Truss Leg
Face A
60.000
56.000
52.000
50.000
45.000
40.000
35.000
30.000
25.000
20.000
14.000
8.000
5.000
0.000
66.000
E l e v a t i o n ( m )
Face B
60.000
50.000
41.000
35.000
55.000
50.000
C l i m b i n g L a d d e r
Face C
60.000
50.000
41.000
35.000
55.000
50.000
Face D
60.000
50.000
41.000
35.000
55.000
50.000
( 4 ) R F 1 1 / 4 i n c h - 5 0 ( 1 - 1 / 4 F O A M )
( 6 ) R F 1 1 / 4 i n c h - 5 0 ( 1 - 1 / 4 F O A M )
( 3 ) R F 1 1 / 4 i n c h - 5 0
( 1 - 1 / 4 F O A M )
( 2 ) R F 1 1 / 4 i n c h - 5 0 ( 1 - 1 / 4 F O A M )
( 8 ) R F 1 / 2 i n c h - 5 0 ( 1 / 2 F O A M )
F e e d l i n e L a d d e r ( A f )
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ect: TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
nt: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
7 Dead+Wind 45 deg - Service
. Disp.243.03 mm @ 66.000 m
ling 20
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Calculo: Ing. Jaime Gutierrez C:
Fecha: Enero 20 de 2011 ESTACION: CALATRAVA
ESTADO HIPOTESIS 2
ESTRUCTURA: TORRE CUADRADA 60+6 m SECCION VARIABLE
CARGAS ACTUANTESTension Maxima T (ton) 94,883
Comprexion Maxima C (ton) -83,768
Fuerza Longitudinal en X Hx (ton) -11,130 -9,093
Fuerza Transversal en Y Hy (ton) 10,716 12,924
CALCULO DE PLACA - BASE
PLACA BASE B C t Dp m No pernos
cm. cm. cm cm cm. Bp Cp un
40 40 2,2 4,5 16,0 54 54 7,0
C
P
Dimension pedestal
cm
B m
n
t
p
Dp
Area Placa Colocada Ac 1.600 cm2
Acero A-36 Fy= 2.530 Kg /cm² Concreto. f'c= 210 Kg / cm²
Distancia n 7,0 cm
Area Requerida placa base Ar 844 cm2
Apoyo contacto pedestal Fp 99,225 Kg / cm²
Presion de Apoyo pp 52,355 kg / cm²
Esfuerzo de Flexion por Compresion Fb
Esfuerzo de Flexion Fb 1.645 Kg / cm² Acero A-36
Distancia al borde m 16 cm
Espesor Placa Base C t 2,16 cm
Esfuerzo de Flexion por Arranque Fb¨
Distancia al perno Dp 5 cm
uerza en e erno Pt 13,55 on
Momento de Flexion Mf 61,0 Ton - cm
Espesor de la Placa Base Arr t 3,05 cm
Espesor Minimo Placa Base t 3,05 cm
Lado de la placa Base B 400 mm
Espesor de la Placa Base t 22 mm NO CUMPLE
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Calculo: Ing. Jaime Gutierrez C:
Fecha: Enero 20 de 2011
ESTACION: CALATRAVA
ESTADO HIPOTESIS 2ESTRUCTURA:
DISEÑO DE PERNOS DE ANCLAJE
TORRE CUADRADA 60+6 m SECCION VARIABLE
Diametro de los Pernos dp 0,88 plg
dp 2,22 cm
Material de los Pernos
Cantidad de Pernos 7 un
Area Total de Pernos Atp 27,16 cm²
Factor de Rosca 0,85
SAE 1020 CALIBRADO
Numero de Hilos por Pulgada hp 8
Area Efectiva de Pernos Ap 20,12 cm²
Cargas de Trabajo
Fuerza de Arranque T 94,88 ton
Fuerza de Cortante Vux -9,09 ton
Fuerza de Cortante Vuy 12,92 tonFuerza de Cortante Vu 15,80 ton
Esfuerzo de Fluencia Fy 4,20 ton/cm²
Resistencia a la Tension Ft 3,36 ton/cm²
Resistencia al Corte Fv 2,24 ton/cm²
Area Efectiva de cada Perno Ae 2,87 cm²
Area Total por Perno Ap 3,88 cm²
Area Requerida por Arranque At 19,0 cm²
Area Requerida Arranque Diseño Atm 28,4 cm²
Numero de Pernos Minimo Np 10 un
Pernos a Colocar 7 un
Diametro del Perno 22 mm
Area Neta de Pernos Anp 20,12 cm²
AREA DE PERNOS > AREA REQUERIDA FALSO
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
1 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Tower Input Data
The main tower is a 4x free standing tower with an overall height of 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 5.970 m at the base.
This tower is designed using the TIA/EIA-222-F standard.The following design criteria apply:
1. Basic wind speed of 120 kph.
2. Deflections calculated using a wind speed of 60 kph.
3. Weld together tower sections have flange connections..
4. Connections use galvanized A394 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISCSpecifications..
5. Tower members are ''hot dipped'' galvanized in accordance with ASTM A123 and ASTM A153 Standards..
6. Welds are fabricated with AWS E60XX/E70XX electrodes..7. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:1.
8. RF antennas feeders shall be 1-5/8'' and installed 48 feeders per side.
9. MW dishes feeders shall be 1/2'' and installed 8 feeders per side.
10. A non-linear (P-delta) analysis was used.11. Pressures are calculated at each section.
12. Stress ratio used in tower member design is 1.333.
13. Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.
Options
Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder
Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly RulesConsider Moments - Diagonals √ Assume Rigid Index Plate √ Calculate Redundant Bracing Forces
Use Moment Magnification √ Use Clear Spans For Wind Area Ignore Redundant Members in FEA
√ Use Code Stress Ratios √ Use Clear Spans For KL/r √ SR Leg Bolts Resist Compression
√ Use Code Safety Factors - Guys √ Retension Guys To Initial Tension √ All Leg Panels Have Same AllowableEscalate Ice Bypass Mast Stability Checks Offset Girt At Foundation
Always Use Max Kz √ Use Azimuth Dish Coefficients √ Consider Feedline TorqueUse Special Wind Profile √ Project Wind Area of Appurt. √ Include Angle Block Shear Check
√ Include Bolts In Member Capacity √ Autocalc Torque Arm Areas Poles
√ Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction
√ Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical FlowUse Diamond Inner Bracing (4 Sided) √ Triangulate Diamond Inner Bracing Use Top Mounted Sockets
Add IBC .6D+W Combination
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
2 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Leg CLeg D
F a c e A
Face B
Face D
Square Tower
F a c e C
Wind 0
Wind 90
W i n d
4 5
Leg A Leg B
Z
X
Tower Section Geometry
Tower
Section
Tower
Elevation
m
Assembly
Database
Description Section
Width
m
Number
of
Sections
Section
Length
m
T1 66.000-60.000 0.600 1 6.000T2 60.000-56.000 0.600 1 4.000
T3 56.000-52.000 0.600 1 4.000
T4 52.000-50.000 0.600 1 2.000
T5 50.000-45.000 1.940 1 5.000T6 45.000-40.000 1.940 1 5.000
T7 40.000-35.000 1.940 1 5.000
T8 35.000-30.000 1.940 1 5.000
T9 30.000-25.000 1.940 1 5.000T10 25.000-20.000 2.417 1 5.000
T11 20.000-14.000 2.894 1 6.000T12 14.000-8.000 3.467 1 6.000
T13 8.000-5.000 4.040 1 3.000
T14 5.000-0.000 4.763 1 5.000
Tower Section Geometry (cont’d)
Tower
Section
Tower
Elevation
m
Diagonal
Spacing
m
Bracing
Type
Has
K Brace
End
Panels
Has
Horizontals
Top Girt
Offset
mm
Bottom Girt
Offset
mm
T1 66.000-60.000 0.500 K Brace Left No Yes 0 0T2 60.000-56.000 0.500 K Brace Left No Yes 0 0
T3 56.000-52.000 0.500 K Brace Left No Yes 0 0
T4 52.000-50.000 1.000 CX Brace No Yes 0 0
T5 50.000-45.000 1.250 Double K No Yes 0 0
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
3 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
TowerSection
Tower Elevation
m
DiagonalSpacing
m
BracingType
HasK Brace
End
Panels
Has Horizontals
Top GirtOffset
mm
Bottom GirtOffset
mm
T6 45.000-40.000 1.250 Double K No Yes 0 0T7 40.000-35.000 1.250 Double K No Yes 0 0
T8 35.000-30.000 1.250 Double K No Yes 0 0T9 30.000-25.000 2.500 Double K1 No Yes 0 0
T10 25.000-20.000 2.500 Double K1 No Yes 0 0
T11 20.000-14.000 3.000 Double K1 No Yes 0 0
T12 14.000-8.000 3.000 Double K1 No Yes 0 0T13 8.000-5.000 3.000 K3 Up No Yes 0 0
T14 5.000-0.000 5.000 K2 Down No Yes 0 0
Tower Section Geometry (cont’d)
Tower
Elevation
m
Leg
Type
Leg
Size
Leg
Grade
Diagonal
Type
Diagonal
Size
Diagonal
Grade
T1 66.000-60.000 Equal Angle L76x76x6 A572-50(345 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T2 60.000-56.000 Equal Angle 2L76x76x6.4 A572-50
(345 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
T3 56.000-52.000 Equal Angle 2L76x76x6.4 A572-50(345 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T4 52.000-50.000 Equal Angle 2L102x102x6.4 A572-50
(345 MPa)
Single Angle L76x76x6.4 A572-50
(345 MPa)
T5 50.000-45.000 Equal Angle 3L76x76x6.4 A572-50
(345 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)T6 45.000-40.000 Equal Angle 3L76x76x6.4 A572-50
(345 MPa)
Single Angle L64x64x4.8 A572-50
(345 MPa)T7 40.000-35.000 Quad Angle 4L76x76x6 A572-50
(345 MPa)
Single Angle L64x64x4.8 A572-50
(345 MPa)T8 35.000-30.000 Quad Angle 4L76x76x6 A572-50
(345 MPa)
Double Angle 2L51x51x5 A572-50
(345 MPa)T9 30.000-25.000 Equal Angle L102x7.9+L102x12.7 A572-50
(345 MPa)
Double Angle 2L51x51x5 A572-50
(345 MPa)
T10 25.000-
20.000
Equal Angle L102x7.9+L102x12.7 A572-50
(345 MPa)
Double Angle 2L51x51x5 A572-50
(345 MPa)T11 20.000-
14.000
Equal Angle L102x9.5+L127x12.7 A572-50
(345 MPa)
Double Angle 2L51x51x5 A572-50
(345 MPa)
T12 14.000-8.000 Equal Angle 2L102x102x12.7 A572-50
(345 MPa)
Double Angle 2L51x51x6 A572-50
(345 MPa)
T13 8.000-5.000 Equal Angle 2L102x102x12.7 A572-50(345 MPa)
Double Angle 2L64x64x5 A572-50(345 MPa)
T14 5.000-0.000 Equal Angle L102x12.7+L152x12.7 A572-50
(345 MPa)
Single Angle L102x102x6.4 A572-50
(345 MPa)
Tower Section Geometry (cont’d)
Tower
Elevation
m
Top Girt
Type
Top Girt
Size
Top Girt
Grade
Bottom Girt
Type
Bottom Girt
Size
Bottom Girt
Grade
T1 66.000-60.000 Single Angle L51x51x4.8 A572-50
(345 MPa)
Single Angle A570-50
(345 MPa)
T2 60.000-56.000 Single Angle L51x51x4.8 A572-50 Solid Round A570-50
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
4 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Tower Elevation
m
Top GirtType
Top GirtSize
Top GirtGrade
Bottom GirtType
Bottom GirtSize
Bottom GirtGrade
(345 MPa) (345 MPa)
T3 56.000-52.000 Single Angle L51x51x4.8 A572-50(345 MPa)
Solid Round A570-50(345 MPa)
T4 52.000-50.000 Double Angle 2L51x51x6 A572-50(345 MPa)
Solid Round A570-50(345 MPa)
T5 50.000-45.000 Single Angle L51x51x4.8 A572-50
(345 MPa)
Solid Round A570-50
(345 MPa)
T6 45.000-40.000 Single Angle L51x51x4.8 A572-50(345 MPa)
Solid Round A572-50(345 MPa)
T7 40.000-35.000 Single Angle L51x51x4.8 A572-50
(345 MPa)
Solid Round A572-50
(345 MPa)
T8 35.000-30.000 Single Angle L51x51x4.8 A572-50(345 MPa)
Solid Round A572-50(345 MPa)
T9 30.000-25.000 Double Angle 2L51x51x6 A572-50
(345 MPa)
Solid Round A572-50
(345 MPa)
T10 25.000-
20.000
Double Angle 2L51x51x6 A572-50
(345 MPa)
Solid Round A572-50
(345 MPa)T11 20.000-
14.000
Double Angle 2L64x64x5 A572-50
(345 MPa)
Solid Round A572-50
(345 MPa)
T12 14.000-8.000 Double Angle 2L64x64x6 A572-50
(345 MPa)
Solid Round A572-50
(345 MPa)T13 8.000-5.000 Single Angle L102x102x6.4 A572-50
(345 MPa)
Solid Round A572-50
(345 MPa)T14 5.000-0.000 Single Angle L76x76x6.4 A572-50
(345 MPa)
Solid Round A572-50
(345 MPa)
Tower Section Geometry (cont’d)
Tower
Elevation
m
No.
of
Mid
Girts
Mid Girt
Type
Mid Girt
Size
Mid Girt
Grade
Horizontal
Type
Horizontal
Size
Horizontal
Grade
T4 52.000-50.000 None Flat Bar A36(248 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T5 50.000-45.000 None Flat Bar A36(248 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T6 45.000-40.000 None Flat Bar A36
(248 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
T7 40.000-35.000 None Flat Bar A36(248 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T8 35.000-30.000 None Flat Bar A36
(248 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
T9 30.000-25.000 None Flat Bar A36(248 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T10 25.000-
20.000
None Flat Bar A36
(248 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
T11 20.000-
14.000
None Flat Bar A36
(248 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)T12 14.000-8.000 None Flat Bar A36
(248 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
T13 8.000-5.000 None Flat Bar A36
(248 MPa)
Single Angle L76x76x6.4 A572-50
(345 MPa)
T14 5.000-0.000 None Flat Bar A36
(248 MPa)
Single Angle L76x76x6.4 A572-50
(345 MPa)
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
5 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Tower Section Geometry (cont’d)
Tower
Elevation
m
Secondary
Horizontal Type
Secondary Horizontal
Size
Secondary
Horizontal
Grade
Inner Bracing
Type
Inner Bracing Size Inner Bracing
Grade
T4 52.000-50.000 Single Angle A572-50(345 MPa)
Single Angle L64x64x4.8 A572-50(345 MPa)
T5 50.000-45.000 Single Angle A572-50
(345 MPa)
Single Angle L64x64x6.4 A572-50
(345 MPa)
T9 30.000-25.000 Single Angle A572-50(345 MPa)
Single Angle L51x51x4.8 A572-50(345 MPa)
T10 25.000-
20.000
Single Angle A572-50
(345 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)T11 20.000-
14.000Single Angle A572-50
(345 MPa)Single Angle L51x51x4.8 A572-50
(345 MPa)
T12 14.000-8.000 Single Angle A572-50
(345 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
T13 8.000-5.000 Single Angle A572-50
(345 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)T14 5.000-0.000 Single Angle A572-50
(345 MPa)
Single Angle L51x51x4.8 A572-50
(345 MPa)
Tower Section Geometry (cont’d)
Tower Elevation
m
Redundant Bracing
Grade
RedundantType
RedundantSize
K Factor
T9 30.000-
25.000
A572-50
(345 MPa)
Horizontal (1)
Diagonal (1)
Hip (1)
Single Angle
Single Angle
Single Angle
L38x38x3.2
L51x51x3.2
L44x44x3.2
1
1
1
T10 25.000-20.000
A572-50(345 MPa)
Horizontal (1)Diagonal (1)
Hip (1)
Single AngleSingle Angle
Single Angle
L38x38x3.2L51x51x3.2
L44x44x3.2
11
1
T11 20.000-
14.000
A572-50
(345 MPa)
Horizontal (1)
Diagonal (1)Hip (1)
Single Angle
Single AngleSingle Angle
L38x38x3.2
L51x51x3.2L51x51x3.2
1
11
T12 14.000-
8.000
A572-50
(345 MPa)
Horizontal (1)
Diagonal (1)
Hip (1)
Single Angle
Single Angle
Single Angle
L51x51x4.8
L51x51x4.8
L51x51x4.8
1
1
1
T13 8.000-
5.000
A572-50
(345 MPa)
Horizontal (1)
Horizontal (2)Horizontal (3)
Diagonal (1)
Diagonal (2)
Diagonal (3)Hip (1)
Hip (2)
Single Angle
Single Angle
Single Angle
L38x38x3.2
L44x44x3.2L51x51x3.2
L51x51x6.4
L51x51x4.8
L51x51x6.4L51x51x4.8
L51x51x4.8
1
1
1
T14 5.000-
0.000
A572-50
(345 MPa)
Horizontal (1)
Horizontal (2)
Diagonal (1)Diagonal (2)
Hip (1)
Hip (2)
Single Angle
Single Angle
Single Angle
L38x38x3.2
L51x51x3.2
L51x51x6.4L51x51x4.8
L51x51x4.8
L51x51x4.8
1
1
1
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
6 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Tower Section Geometry (cont’d)
Tower
Elevation
m
Gusset
Area
(per face)
m2
Gusset
Thickness
mm
Gusset Grade Adjust. Factor
A f
Adjust.
Factor
Ar
Weight Mult. Double Angle
Stitch Bolt
Spacing
Diagonals
mm
Double Angle
Stitch Bolt
Spacing
Horizontals
mm
T1 66.000-
60.000
0.018 6 A36
(248 MPa)
1 1 1.25 0 0
T2 60.000-56.000
0.018 6 A36(248 MPa)
1 1 1.25 0 0
T3 56.000-
52.000
0.018 8 A36
(248 MPa)
1 1 1.25 0 0
T4 52.000-50.000
0.018 10 A36(248 MPa)
1 1 1.25 0 0
T5 50.000-
45.000
0.018 10 A36
(248 MPa)
1 1 1.25 0 0
T6 45.000-
40.000
0.018 10 A36
(248 MPa)
1 1 1.25 0 0
T7 40.000-
35.000
0.021 10 A36
(248 MPa)
1 1 1.25 0 0
T8 35.000-
30.000
0.021 10 A36
(248 MPa)
1 1 1.25 0 0
T9 30.000-
25.000
0.024 10 A36
(248 MPa)
1 1 1.25 0 0
T10 25.000-
20.000
0.024 10 A36
(248 MPa)
1 1 1.25 0 0
T11 20.000-
14.000
0.024 10 A36
(248 MPa)
1 1 1.25 0 0
T12 14.000-
8.000
0.024 10 A36
(248 MPa)
1 1 1.25 0 0
T13 8.000-
5.000
0.024 10 A36
(248 MPa)
1 1 1.25 0 0
T14 5.000-
0.000
0.024 10 A36
(248 MPa)
1 1 1.25 0 0
Tower Section Geometry (cont’d)
K Factors1
Tower
Elevation
m
Calc
K
Single
Angles
Calc
K
Solid
Rounds
Legs X
Brace
Diags
X
Y
K
Brace
Diags
X
Y
Single
Diags
X
Y
Girts
X
Y
Horiz.
X
Y
Sec.
Horiz.
X
Y
Inner
Brace
X
YT1 66.000-
60.000
No No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1T2 60.000-
56.000
No No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T3 56.000-
52.000
No No 1 1
1
1
1
1
1
1
1
1
1
1
1
1
1
T4 52.000-50.000
No No 1 11
11
11
0.51
11
11
11
T5 50.000-
45.000
No No 1 1
1
1
1
1
1
0.5
1
1
1
1
1
1
1
T6 45.000-40.000
No No 1 11
11
11
0.51
11
11
11
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
7 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
K Factors1
Tower
Elevation
m
Calc
K
Single
Angles
Calc
K
Solid
Rounds
Legs X
Brace
Diags
X
Y
K
Brace
Diags
X
Y
Single
Diags
X
Y
Girts
X
Y
Horiz.
X
Y
Sec.
Horiz.
X
Y
Inner
Brace
X
Y
T7 40.000-35.000
No No 1 11
11
11
0.51
11
11
11
T8 35.000-30.000
No No 1 11
11
11
0.51
11
11
11
T9 30.000-
25.000
No No 1 1
1
1
1
1
1
0.5
1
1
1
1
1
1
1
T10 25.000-20.000
No No 1 11
11
11
0.51
11
11
11
T11 20.000-
14.000
No No 1 1
1
1
1
1
1
0.5
1
1
1
1
1
1
1
T12 14.000-
8.000
No No 0.75 1
1
1
1
1
1
0.25
1
1
1
1
1
1
1T13 8.000-
5.000
No No 1 1
1
1
1
1
1
0.25
1
1
1
1
1
1
1
T14 5.000-
0.000
No No 1 1
1
1
1
1
1
0.25
1
1
1
1
1
1
11 Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to
the overall length.
Tower Section Geometry (cont’d)
Tower
Elevation
m
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Net Width
Deduct
mm
U Net Width
Deduct
mm
U Net Width
Deduct
mm
U Net
Width
Deduct
mm
U Net
Width
Deduct
mm
U Net
Width
Deduct
mm
U Net
Width
Deduct
mm
U
T1 66.000-
60.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T2 60.000-
56.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T3 56.000-52.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T4 52.000-
50.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T5 50.000-45.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T6 45.000-
40.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T7 40.000-35.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T8 35.000-
30.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T9 30.000-
25.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T10 25.000-
20.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T11 20.000-
14.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T12 14.000-
8.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T13 8.000-
5.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
8 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Tower Elevation
m
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Net Width
Deduct
mm
U Net Width
Deduct
mm
U Net Width
Deduct
mm
U Net
Width
Deduct
mm
U Net
Width
Deduct
mm
U Net
Width
Deduct
mm
U Net
Width
Deduct
mm
U
T14 5.000-
0.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
Tower Section Geometry (cont’d)
Tower
Elevation
m
Leg
Connection
Type
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No. Bolt Size
mm
No.
T1 66.000-
60.000
Sleeve DS 16
A325N
8 16
A325N
2 16
A325N
2 16
A307
1 16
A325N
0 13
A307
1 16
A307
1
T2 60.000-
56.000
Sleeve DS 16
A325N
12 16
A325N
2 16
A325N
2 16
A307
1 16
A325N
0 13
A307
1 16
A307
1
T3 56.000-
52.000
Sleeve DS 16
A325N
12 16
A325N
2 16
A325N
2 16
A307
1 16
A325N
0 16
A325N
2 16
A307
1
T4 52.000-
50.000
Sleeve DS 16
A325N
16 19
A325N
2 16
A325N
2 16
A307
2 16
A325N
0 16
A307
2 16
A307
2
T5 50.000-
45.000
Sleeve DS 16
A325N
14 16
A325N
2 16
A325N
2 16
A307
2 16
A325N
0 16
A307
2 16
A307
2
T6 45.000-40.000
Sleeve DS 16A325N
14 16A325N
2 16A325N
2 16A307
2 16A325N
0 16A307
2 16A307
2
T7 40.000-35.000
Sleeve DS 16A325N
20 16A325N
2 16A325N
2 16A307
2 16A325N
0 16A307
2 16A307
2
T8 35.000-30.000
Sleeve DS 16A325N
20 16A325N
3 16A325N
2 16A307
2 16A325N
0 16A307
2 16A307
2
T9 30.000-25.000
Sleeve DS 16A325N
20 16A325N
2 16A325N
2 16A307
2 16A325N
0 16A307
2 16A307
2
T10 25.000-
20.000
Sleeve DS 16
A325N
24 16
A325N
2 16
A325N
2 16
A307
2 16
A325N
0 16
A307
2 16
A307
2
T11 20.000-14.000
Sleeve DS 16A325N
28 16A325N
2 16A325N
2 16A307
2 16A325N
0 16A307
2 16A307
2
T12 14.000-
8.000
Sleeve DS 16
A325N
28 16
A325N
2 16
A325N
2 16
A307
2 16
A325N
0 16
A307
2 16
A307
2
T13 8.000-
5.000
Sleeve DS 16
A325N
28 16
A325N
2 16
A325N
2 16
A307
2 16
A325N
0 16
A307
2 16
A307
2
T14 5.000-
0.000
Sleeve DS 16
A325N
28 19
A325N
3 16
A325N
2 16
A307
2 16
A325N
0 16
A307
2 16
A307
2
Feed Line/Linear Appurtenances - Entered As Round Or Flat
Description Face
or
Leg
Allow
Shield
Component
Type
Placement
m
Total
Number
Number
Per Row
Clear
Spacing
mm
Width or
Diameter
mm
Perimeter
mm
Weight
kglm
RF 1 1/4 inch-50 (1-1/4
FOAM)
D No Ar (CfAe) 66.000 - 0.000 4 4 39 39 1.00
RF 1 1/4 inch-50 (1-1/4
FOAM)
D No Ar (CfAe) 60.000 - 0.000 6 6 39 39 1.00
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
9 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Description Faceor
Leg
AllowShield
ComponentType
Placement
m
Total Number
NumberPer Row
ClearSpacing
mm
Width or Diameter
mm
Perimeter
mm
Weight
kglm
RF 1 1/4 inch-50 (1-1/4
FOAM)
D No Ar (CfAe) 50.000 - 0.000 3 3 39 39 1.00
RF 1 1/4 inch-50 (1-1/4
FOAM)
D No Ar (CfAe) 41.000 - 0.000 2 2 39 39 1.00
RF 1/2 inch-50 (1/2
FOAM)
D No Ar (CfAe) 35.000 - 0.000 8 8 16 16 0.37
Feedline Ladder (Af) D No Af (CfAe) 55.000 - 0.000 1 1 76 76 305 12.50
Feed Line/Linear Appurtenances - Entered As Area
Description Face
or Leg
Allow
Shield
Component
Type
Placement
m
Total
Number
C A A A
m2 /m
Weight
kglm
Climbing Ladder B No CaAa (In Face) 50.000 - 0.000 1 No Ice 0.088 11.76
Feed Line/Linear Appurtenances Section Areas
Tower
Section
Tower
Elevation
m
Face A R
m2
AF
m2
C A A A
In Face
m2
C A A A
Out Face
m2
Weight
kg
T1 66.000-60.000 AB
C
D
0.0000.000
0.000
0.939
0.0000.000
0.000
0.000
0.0000.000
0.000
0.000
0.0000.000
0.000
0.000
0.000.00
0.00
23.93
T2 60.000-56.000 AB
CD
0.0000.000
0.0001.565
0.0000.000
0.0000.000
0.0000.000
0.0000.000
0.0000.000
0.0000.000
0.000.00
0.0039.88
T3 56.000-52.000 A
B
CD
0.000
0.000
0.0001.565
0.000
0.000
0.0000.229
0.000
0.000
0.0000.000
0.000
0.000
0.0000.000
0.00
0.00
0.0077.38
T4 52.000-50.000 A
B
CD
0.000
0.000
0.0000.782
0.000
0.000
0.0000.152
0.000
0.000
0.0000.000
0.000
0.000
0.0000.000
0.00
0.00
0.0044.94
T5 50.000-45.000 A
B
C
D
0.000
0.000
0.000
2.543
0.000
0.000
0.000
0.381
0.000
0.442
0.000
0.000
0.000
0.000
0.000
0.000
0.00
58.78
0.00
127.31
T6 45.000-40.000 A
BC
D
0.000
0.0000.000
2.621
0.000
0.0000.000
0.381
0.000
0.4420.000
0.000
0.000
0.0000.000
0.000
0.00
58.780.00
129.31T7 40.000-35.000 A
BC
D
0.000
0.0000.000
2.934
0.000
0.0000.000
0.381
0.000
0.4420.000
0.000
0.000
0.0000.000
0.000
0.00
58.780.00
137.28
T8 35.000-30.000 A
BC
D
0.000
0.0000.000
3.574
0.000
0.0000.000
0.381
0.000
0.4420.000
0.000
0.000
0.0000.000
0.000
0.00
58.780.00
152.16
T9 30.000-25.000 A
B
C
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.442
0.000
0.000
0.000
0.000
0.00
58.78
0.00
7/18/2019 Evaluacion Estructura Torre Calatrava
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
10 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
TowerSection
Tower Elevation
m
Face A R
m2
AF
m2
C A A A
In Face
m2
C A A A
Out Face
m2
Weight
kg
D 3.574 0.381 0.000 0.000 152.16
T10 25.000-20.000 AB
CD
0.0000.000
0.0003.574
0.0000.000
0.0000.381
0.0000.442
0.0000.000
0.0000.000
0.0000.000
0.0058.78
0.00152.16
T11 20.000-14.000 A
B
CD
0.000
0.000
0.0004.289
0.000
0.000
0.0000.457
0.000
0.530
0.0000.000
0.000
0.000
0.0000.000
0.00
70.54
0.00182.60
T12 14.000-8.000 A
B
CD
0.000
0.000
0.0004.289
0.000
0.000
0.0000.457
0.000
0.530
0.0000.000
0.000
0.000
0.0000.000
0.00
70.54
0.00182.60
T13 8.000-5.000 A
B
C
D
0.000
0.000
0.000
2.144
0.000
0.000
0.000
0.229
0.000
0.265
0.000
0.000
0.000
0.000
0.000
0.000
0.00
35.27
0.00
91.30
T14 5.000-0.000 AB
C
D
0.0000.000
0.000
3.574
0.0000.000
0.000
0.381
0.0000.442
0.000
0.000
0.0000.000
0.000
0.000
0.0058.78
0.00
152.16
Feed Line Center of Pressure
Section Elevation
m
CP X
mm
CP Z
mm
CP X
Ice
mm
CP Z
Ice
mm
T1 66.000-60.000 0 47 0 47T2 60.000-56.000 0 95 0 95
T3 56.000-52.000 0 105 0 105
T4 52.000-50.000 0 122 0 122T5 50.000-45.000 0 217 0 217
T6 45.000-40.000 0 211 0 211
T7 40.000-35.000 0 185 0 185
T8 35.000-30.000 0 225 0 225
T9 30.000-25.000 0 271 0 271T10 25.000-20.000 0 319 0 319
T11 20.000-14.000 0 376 0 376
T12 14.000-8.000 0 424 0 424
T13 8.000-5.000 0 362 0 362T14 5.000-0.000 0 473 0 473
Discrete Tower Loads
Description Face
or
Leg
Offset
Type
Offsets:
Horz
Lateral
Vert
m
m
m
Azimuth
Adjustment
°
Placement
m
C A A A
Front
m2
C A A A
Side
m2
Weight
kg
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.000
0.0000 61.500 No Ice 0.665 0.363 10.00
7/18/2019 Evaluacion Estructura Torre Calatrava
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
11 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Description Faceor
Leg
OffsetType
Offsets: Horz
Lateral
Vert
m
m
m
Azimuth Adjustment
°
Placement
m
C A A A Front
m2
C A A A Side
m2
Weight
kg
0.000
ANTENA PANEL UHF
0.48x0.983
B From Face 0.000
0.000
0.000
0.0000 61.500 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
C From Face 0.000
0.000
0.000
0.0000 61.500 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF0.48x0.983
D From Face 0.0000.000
0.000
0.0000 61.500 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.000
0.000
0.0000 60.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
B From Face 0.000
0.000
0.000
0.0000 60.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF0.48x0.983
C From Face 0.0000.000
0.000
0.0000 60.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
D From Face 0.000
0.000
0.000
0.0000 60.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF0.48x0.983
A From Face 0.0000.000
0.000
0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
B From Face 0.000
0.0000.000
0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
D From Face 0.000
0.000
0.000
0.0000 60.000 - 59.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF0.48x0.983
A From Face 0.0000.000
0.000
0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
B From Face 0.000
0.0000.000
0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
D From Face 0.000
0.000
0.000
0.0000 59.000 - 58.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.0000.000
0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF0.48x0.983
B From Face 0.0000.000
0.000
0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF0.48x0.983
D From Face 0.0000.000
0.000
0.0000 58.000 - 57.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.0000.000
0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
B From Face 0.000
0.000
0.000
0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
D From Face 0.000
0.000
0.0000 57.000 - 56.000 No Ice 0.665 0.363 10.00
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
12 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Description Faceor
Leg
OffsetType
Offsets: Horz
Lateral
Vert
m
m
m
Azimuth Adjustment
°
Placement
m
C A A A Front
m2
C A A A Side
m2
Weight
kg
0.000
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.000
0.000
0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
B From Face 0.000
0.000
0.000
0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF0.48x0.983
D From Face 0.0000.000
0.000
0.0000 56.000 - 55.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
A From Face 0.000
0.000
0.000
0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF
0.48x0.983
B From Face 0.000
0.000
0.000
0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF0.48x0.983
D From Face 0.0000.000
0.000
0.0000 55.000 - 54.000 No Ice 0.665 0.363 10.00
ANTENA PANEL FM
KATHREIN
A From Face 0.000
0.000
0.000
0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FMKATHREIN
A From Face 0.0000.000
0.000
0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FM
KATHREIN
A From Face 0.000
0.0000.000
0.0000 46.000 - 44.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FM
KATHREIN
A From Face 0.000
0.000
0.000
0.0000 44.000 - 42.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FMKATHREIN
B From Face 0.0000.000
0.000
0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FM
KATHREIN
B From Face 0.000
0.0000.000
0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FM
KATHREIN
C From Face 0.000
0.000
0.000
0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FM
KATHREIN
C From Face 0.000
0.0000.000
0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FMKATHREIN
C From Face 0.0000.000
0.000
0.0000 46.000 - 44.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FMKATHREIN
C From Face 0.0000.000
0.000
0.0000 44.000 - 42.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FM
KATHREIN
D From Face 0.000
0.0000.000
0.0000 50.000 - 48.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FM
KATHREIN
D From Face 0.000
0.000
0.000
0.0000 48.000 - 46.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FM
KATHREIN
D From Face 0.000
0.000
0.0000 46.000 - 44.000 No Ice 0.378 0.205 84.19
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
13 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Description Faceor
Leg
OffsetType
Offsets: Horz
Lateral
Vert
m
m
m
Azimuth Adjustment
°
Placement
m
C A A A Front
m2
C A A A Side
m2
Weight
kg
0.000
ANTENA PANEL FM
KATHREIN
D From Face 0.000
0.000
0.000
0.0000 44.000 - 42.000 No Ice 0.378 0.205 84.19
(2) ANTENA PANEL FM
KATHREIN
A From Face 0.000
0.000
0.000
0.0000 41.800 - 40.800 No Ice 0.378 0.205 84.19
(2) ANTENA PANEL FMKATHREIN
A From Face 0.0000.000
0.000
0.0000 40.800 - 39.800 No Ice 0.378 0.205 84.19
(2) ANTENA PANEL FM
KATHREIN
A From Face 0.000
0.000
0.000
0.0000 39.800 - 38.800 No Ice 0.378 0.205 84.19
(2) ANTENA PANEL FM
KATHREIN
A From Face 0.000
0.000
0.000
0.0000 38.800 - 37.800 No Ice 0.378 0.205 84.19
RYMSA UHF/AT15-250PANEL
A From Face 0.0000.000
0.000
0.0000 66.000 - 65.000 No Ice 0.665 0.363 10.00
RYMSA UHF/AT15-250
PANEL
B From Face 0.000
0.000
0.000
0.0000 66.000 - 65.000 No Ice 0.665 0.363 10.00
RYMSA UHF/AT15-250PANEL
C From Face 0.0000.000
0.000
0.0000 66.000 - 65.000 No Ice 0.665 0.363 10.00
RYMSA UHF/AT15-250
PANEL
D From Face 0.000
0.0000.000
0.0000 66.000 - 65.000 No Ice 0.665 0.363 10.00
RYMSA UHF/AT15-250
PANEL
A From Face 0.000
0.000
0.000
0.0000 65.000 - 64.000 No Ice 0.665 0.363 10.00
RYMSA UHF/AT15-250PANEL
B From Face 0.0000.000
0.000
0.0000 65.000 - 64.000 No Ice 0.665 0.363 10.00
RYMSA UHF/AT15-250
PANEL
C From Face 0.000
0.0000.000
0.0000 65.000 - 64.000 No Ice 0.665 0.363 10.00
RYMSA UHF/AT15-250
PANEL
D From Face 0.000
0.000
0.000
0.0000 65.000 - 64.000 No Ice 0.665 0.363 10.00
RYMSA UHF/AT15-250
PANEL
A From Face 0.000
0.0000.000
0.0000 64.000 - 63.000 No Ice 0.665 0.363 10.00
RYMSA UHF/AT15-250PANEL
B From Face 0.0000.000
0.000
0.0000 64.000 - 63.000 No Ice 0.665 0.363 10.00
RYMSA UHF/AT15-250PANEL
C From Face 0.0000.000
0.000
0.0000 64.000 - 63.000 No Ice 0.665 0.363 10.00
RYMSA UHF/AT15-250
PANEL
D From Face 0.000
0.0000.000
0.0000 64.000 - 63.000 No Ice 0.665 0.363 10.00
RYMSA UHF/AT15-250
PANEL
A From Face 0.000
0.000
0.000
0.0000 63.000 - 62.000 No Ice 0.665 0.363 10.00
RYMSA UHF/AT15-250
PANEL
B From Face 0.000
0.000
0.0000 63.000 - 62.000 No Ice 0.665 0.363 10.00
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
14 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Description Faceor
Leg
OffsetType
Offsets: Horz
Lateral
Vert
m
m
m
Azimuth Adjustment
°
Placement
m
C A A A Front
m2
C A A A Side
m2
Weight
kg
0.000
RYMSA UHF/AT15-250
PANEL
C From Face 0.000
0.000
0.000
0.0000 63.000 - 62.000 No Ice 0.665 0.363 10.00
RYMSA UHF/AT15-250
PANEL
D From Face 0.000
0.000
0.000
0.0000 63.000 - 62.000 No Ice 0.665 0.363 10.00
Dishes
Description Face
or
Leg
Dish
Type
Offset
Type
Offsets:
Horz
Lateral
Vert
m
Azimuth
Adjustment
°
3 dB
Beam
Width
°
Elevation
m
Outside
Diameter
m
Aperture
Area
m2
Weight
kg
6 FT DISH D Paraboloid w/o
Radome
From
Face
0.000
0.000
0.000
0.0000 35.000 1.829 No Ice 2.626 64.86
8 FT DISH D Paraboloid w/o
Radome
From
Face
0.000
0.000
0.000
0.0000 31.800 2.438 No Ice 4.673 113.85
8 FT DISH D Paraboloid w/o
Radome
From
Leg
0.000
0.000
0.000
0.0000 31.500 2.438 No Ice 4.673 113.85
HP10-59W A Paraboloid
w/Shroud (HP)
From
Face
0.000
0.000
0.000
0.0000 26.500 3.048 No Ice 7.293 182.34
8 FT DISH A Paraboloid w/o
Radome
From
Face
0.000
0.0000.000
0.0000 23.500 2.438 No Ice 4.673 113.85
8 FT DISH A Paraboloid w/o
Radome
From
Leg
0.000
0.000
0.000
0.0000 19.000 2.438 No Ice 4.673 113.85
HP6-107G C Paraboloid
w/Shroud (HP)
From
Leg
0.000
0.000
0.000
0.0000 13.000 1.829 No Ice 2.626 64.86
Andrew KP4/KP4F B Grid From
Face
0.000
0.0000.000
0.0000 8.500 1.219 No Ice 1.171 90.72
Tower Pressures - No Ice
G H = 1.109
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
15 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section Elevation
m
z
m
K Z q z
MPa
AG
m2
F a
c
e
AF
m2
A R
m2
Aleg
m2
Leg%
C A A A In
Face
m2
C A A A Out
Face
m2
T1 66.000-60.000
63.000 1.689 0.00 3.859 AB
CD
1.3751.375
1.3751.375
0.0000.000
0.0000.939
0.914 66.5266.52
66.5239.53
0.0000.000
0.0000.000
0.0000.000
0.0000.000
T2 60.000-
56.000
58.000 1.65 0.00 2.570 A
B
CD
0.930
0.930
0.9300.930
0.000
0.000
0.0001.565
0.608 65.39
65.39
65.3924.37
0.000
0.000
0.0000.000
0.000
0.000
0.0000.000
T3 56.000-
52.000
54.000 1.616 0.00 2.570 A
B
CD
0.930
0.930
0.9301.158
0.000
0.000
0.0001.565
0.608 65.39
65.39
65.3922.33
0.000
0.000
0.0000.000
0.000
0.000
0.0000.000
T4 52.000-
50.000
51.000 1.59 0.00 2.659 A
B
C
D
1.025
1.025
1.025
1.178
0.000
0.000
0.000
0.782
0.451 44.03
44.03
44.03
23.03
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000T5 50.000-
45.000
47.500 1.558 0.00 9.912 A
B
C
D
1.676
1.676
1.676
2.057
0.000
0.000
0.000
2.543
0.760 45.33
45.33
45.33
16.52
0.000
0.442
0.000
0.000
0.000
0.000
0.000
0.000T6 45.000-
40.000
42.500 1.509 0.00 9.912 A
BC
D
1.834
1.8341.834
2.215
0.000
0.0000.000
2.621
0.760 41.43
41.4341.43
15.72
0.000
0.4420.000
0.000
0.000
0.0000.000
0.000
T7 40.000-
35.000
37.500 1.456 0.00 10.462 A
BC
D
2.601
2.6012.601
2.982
0.000
0.0000.000
2.934
1.524 58.59
58.5958.59
25.76
0.000
0.4420.000
0.000
0.000
0.0000.000
0.000
T8 35.000-
30.000
32.500 1.398 0.00 10.462 A
BCD
2.447
2.4472.4472.828
0.000
0.0000.0003.574
1.524 62.29
62.2962.2923.81
0.000
0.4420.0000.000
0.000
0.0000.0000.000
T9 30.000-
25.000
27.500 1.333 0.00 11.183 A
B
CD
2.170
2.170
2.1702.551
0.000
0.000
0.0003.574
1.018 46.92
46.92
46.9216.62
0.000
0.442
0.0000.000
0.000
0.000
0.0000.000
T10 25.000-
20.000
22.500 1.259 0.00 13.568 A
B
CD
2.287
2.287
2.2872.668
0.000
0.000
0.0003.574
1.018 44.53
44.53
44.5316.32
0.000
0.442
0.0000.000
0.000
0.000
0.0000.000
T11 20.000-14.000
17.000 1.162 0.00 19.446 AB
C
D
2.8002.800
2.800
3.257
0.0000.000
0.000
4.289
1.222 43.6543.65
43.65
16.19
0.0000.530
0.000
0.000
0.0000.000
0.000
0.000
T12 14.000-8.000
11.000 1.026 0.00 22.884 AB
CD
3.0013.001
3.0013.459
0.0000.000
0.0004.289
1.222 40.7140.71
40.7115.77
0.0000.530
0.0000.000
0.0000.000
0.0000.000
T13 8.000-
5.000
6.500 1 0.00 13.387 A
BC
D
2.381
2.3812.381
2.610
0.000
0.0000.000
2.144
0.618 25.97
25.9725.97
13.01
0.000
0.2650.000
0.000
0.000
0.0000.000
0.000
T14 5.000-
0.000
2.500 1 0.00 27.199 A
BC
D
3.590
3.5903.590
3.971
0.000
0.0000.000
3.574
1.288 35.89
35.8935.89
17.08
0.000
0.4420.000
0.000
0.000
0.0000.000
0.000
7/18/2019 Evaluacion Estructura Torre Calatrava
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
16 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Tower Pressure - Service
G H = 1.109
Section
Elevation
m
z
m
K Z q z
MPa
AG
m2
F
a
c
e
AF
m2
A R
m2
Aleg
m2
Leg
%
C A A A
In
Face
m2
C A A A
Out
Face
m2
T1 66.000-
60.000
63.000 1.689 0.00 3.859 A
B
C
D
1.375
1.375
1.375
1.375
0.000
0.000
0.000
0.939
0.914 66.52
66.52
66.52
39.53
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000T2 60.000-
56.000
58.000 1.65 0.00 2.570 A
B
C
D
0.930
0.930
0.930
0.930
0.000
0.000
0.000
1.565
0.608 65.39
65.39
65.39
24.37
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000T3 56.000-
52.00054.000 1.616 0.00 2.570 A
B
C
D
0.9300.930
0.930
1.158
0.0000.000
0.000
1.565
0.608 65.3965.39
65.39
22.33
0.000
0.0000.000
0.000
0.000
0.0000.000
0.000
T4 52.000-
50.000
51.000 1.59 0.00 2.659 A
B
CD
1.025
1.025
1.0251.178
0.000
0.000
0.0000.782
0.451 44.03
44.03
44.0323.03
0.000
0.000
0.0000.000
0.000
0.000
0.0000.000
T5 50.000-
45.000
47.500 1.558 0.00 9.912 A
B
CD
1.676
1.676
1.6762.057
0.000
0.000
0.0002.543
0.760 45.33
45.33
45.3316.52
0.000
0.442
0.0000.000
0.000
0.000
0.0000.000
T6 45.000-
40.000
42.500 1.509 0.00 9.912 A
B
C
D
1.834
1.834
1.834
2.215
0.000
0.000
0.000
2.621
0.760 41.43
41.43
41.43
15.72
0.000
0.442
0.000
0.000
0.000
0.000
0.000
0.000
T7 40.000-35.000
37.500 1.456 0.00 10.462 AB
C
D
2.6012.601
2.601
2.982
0.0000.000
0.000
2.934
1.524 58.5958.59
58.59
25.76
0.0000.442
0.000
0.000
0.0000.000
0.000
0.000T8 35.000-
30.000
32.500 1.398 0.00 10.462 A
BC
D
2.447
2.4472.447
2.828
0.000
0.0000.000
3.574
1.524 62.29
62.2962.29
23.81
0.000
0.4420.000
0.000
0.000
0.0000.000
0.000
T9 30.000-
25.000
27.500 1.333 0.00 11.183 A
BC
D
2.170
2.1702.170
2.551
0.000
0.0000.000
3.574
1.018 46.92
46.9246.92
16.62
0.000
0.4420.000
0.000
0.000
0.0000.000
0.000
T10 25.000-
20.000
22.500 1.259 0.00 13.568 A
BC
D
2.287
2.2872.287
2.668
0.000
0.0000.000
3.574
1.018 44.53
44.5344.53
16.32
0.000
0.4420.000
0.000
0.000
0.0000.000
0.000
T11 20.000-14.000 17.000 1.162 0.00 19.446 AB
CD
2.8002.800
2.8003.257
0.0000.000
0.0004.289
1.222 43.6543.65
43.6516.19
0.0000.530
0.0000.000
0.0000.000
0.0000.000
T12 14.000-
8.000
11.000 1.026 0.00 22.884 A
B
CD
3.001
3.001
3.0013.459
0.000
0.000
0.0004.289
1.222 40.71
40.71
40.71
15.77
0.000
0.530
0.000
0.000
0.000
0.000
0.000
0.000
T13 8.000-5.000
6.500 1 0.00 13.387 AB
C
D
2.3812.381
2.381
2.610
0.0000.000
0.000
2.144
0.618 25.9725.97
25.97
13.01
0.0000.265
0.000
0.000
0.0000.000
0.000
0.000
T14 5.000-0.000
2.500 1 0.00 27.199 AB
3.5903.590
0.0000.000
1.288 35.8935.89
0.0000.442
0.0000.000
7/18/2019 Evaluacion Estructura Torre Calatrava
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
17 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section Elevation
m
z
m
K Z q z
MPa
AG
m2
F a
c
e
AF
m2
A R
m2
Aleg
m2
Leg%
C A A A In
Face
m2
C A A A Out
Face
m2
CD
3.5903.971
0.0003.574
35.8917.08
0.0000.000
0.0000.000
Tower Forces - No Ice - Wind Normal To Face
Section
Elevation
m
Add
Weight
kg
Self
Weight
kg
F
a
c
e
e C F R R DF D R A E
m2
F
kg
w
kglm
Ctrl.
Face
T1 66.000-
60.000
27.55 399.29 A
BC
D
0.356
0.3560.356
0.599
2.406
2.4062.406
1.901
0.635
0.6350.635
0.753
1
11
1
1
11
1
1.375
1.3751.375
2.082
514.89 85.81 D
T2 60.000-
56.000
43.50 415.15 A
B
CD
0.362
0.362
0.3620.971
2.389
2.389
2.3892.042
0.637
0.637
0.6371
1
1
11
1
1
11
0.930
0.930
0.9302.494
647.37 161.84 D
T3 56.000-
52.000
81.85 415.15 A
B
CD
0.362
0.362
0.3621
2.389
2.389
2.3892.1
0.637
0.637
0.6371
1
1
11
1
1
11
0.930
0.930
0.9302.723
639.94* 159.99 D
T4 52.000-
50.000
50.31 521.47 A
B
CD
0.386
0.386
0.3860.737
2.319
2.319
2.3191.824
0.646
0.646
0.6460.847
1
1
11
1
1
11
1.025
1.025
1.0251.841
411.38 205.69 D
T5 50.000-
45.000
191.46 1033.69 A
BC
D
0.169
0.1690.169
0.464
3.117
3.1173.117
2.123
0.585
0.5850.585
0.68
1
11
1
1
11
1
1.676
1.6761.676
3.786
1018.09 203.62 D
T6 45.000-40.000
193.46 940.40 AB
C
D
0.1850.185
0.185
0.488
3.0453.045
3.045
2.074
0.5870.587
0.587
0.691
11
1
1
11
1
1
1.8341.834
1.834
4.027
1022.51 204.50 D
T7 40.000-
35.000
202.33 1123.65 A
BC
D
0.249
0.2490.249
0.565
2.78
2.782.78
1.943
0.602
0.6020.602
0.733
1
11
1
1
11
1
2.601
2.6012.601
5.133
1168.46 233.69 D
T8 35.000-
30.000
217.21 1292.86 A
BC
D
0.234
0.2340.234
0.612
2.839
2.8392.839
1.887
0.598
0.5980.598
0.761
1
11
1
1
11
1
2.447
2.4472.447
5.547
1175.34 235.07 D
T9 30.000-
25.000
218.11 1532.00 A
B
CD
0.194
0.194
0.1940.548
3.006
3.006
3.0061.968
0.589
0.589
0.5890.723
1
1
11
1
1
11
2.170
2.170
2.1705.135
1083.39 216.68 D
T10 25.000-
20.000
218.11 1603.17 A
B
C
D
0.169
0.169
0.169
0.46
3.119
3.119
3.119
2.132
0.584
0.584
0.584
0.678
1
1
1
1
1
1
1
1
2.287
2.287
2.287
5.090
1095.35 219.07 D
T11 20.000-
14.000
260.30 2072.82 A
B
C
D
0.144
0.144
0.144
0.388
3.233
3.233
3.233
2.313
0.581
0.581
0.581
0.647
1
1
1
1
1
1
1
1
2.800
2.800
2.800
6.031
1295.89 215.98 D
T12 14.000-8.000
260.30 2447.30 AB
C
D
0.1310.131
0.131
0.339
3.2953.295
3.295
2.461
0.5790.579
0.579
0.628
11
1
1
11
1
1
3.0013.001
3.001
6.154
1238.89 206.48 D
7/18/2019 Evaluacion Estructura Torre Calatrava
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
18 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section Elevation
m
AddWeight
kg
SelfWeight
kg
Fa
c
e
e C F R R DF D R A E
m2
F
kg
w
kglm
Ctrl.Face
T13 8.000-5.000
133.73 1566.11 AB
CD
0.1780.178
0.1780.355
3.0773.077
3.0772.409
0.5860.586
0.5860.634
11
11
11
11
2.3812.381
2.3813.970
757.29 252.43 D
T14 5.000-
0.000
218.11 2246.63 A
B
CD
0.132
0.132
0.1320.277
3.291
3.291
3.2912.671
0.579
0.579
0.5790.609
1
1
11
1
1
11
3.590
3.590
3.5906.148
1299.25 259.85 D
Sum Weight: 2316.30 17692.96 *2Ag
limit
OTM 397621
kg-m
13368.04
Tower Forces - No Ice - Wind 45 To Face
Section
Elevation
m
Add
Weight
kg
Self
Weight
kg
F
a
c
e
e C F R R DF D R A E
m2
F
kg
w
kglm
Ctrl.
Face
T1 66.000-
60.000
27.55 399.29 A
BC
D
0.356
0.3560.356
0.599
2.406
2.4062.406
1.901
0.635
0.6350.635
0.753
1.2
1.21.2
1.2
1.2
1.21.2
1.2
1.650
1.6501.650
2.498
617.86 102.98 D
T2 60.000-
56.000
43.50 415.15 A
B
CD
0.362
0.362
0.3620.971
2.389
2.389
2.3892.042
0.637
0.637
0.6371
1.2
1.2
1.21.2
1.2
1.2
1.21.2
1.116
1.116
1.1162.993
653.14* 163.29 D
T3 56.000-52.000
81.85 415.15 AB
CD
0.3620.362
0.3621
2.3892.389
2.3892.1
0.6370.637
0.6371
1.21.2
1.21.2
1.21.2
1.21.2
1.1161.116
1.1163.268
639.94*
159.99 D
T4 52.000-
50.000
50.31 521.47 A
B
C
D
0.386
0.386
0.386
0.737
2.319
2.319
2.319
1.824
0.6460.646
0.646
0.847
1.21.2
1.2
1.2
1.21.2
1.2
1.2
1.2311.231
1.231
2.209
493.66 246.83 D
T5 50.000-45.000
191.46 1033.69 AB
C
D
0.1690.169
0.169
0.464
3.1173.117
3.117
2.123
0.5850.585
0.585
0.68
1.1271.127
1.127
1.2
1.1271.127
1.127
1.2
1.8891.889
1.889
4.543
1211.09 242.22 D
T6 45.000-
40.000
193.46 940.40 A
BC
D
0.185
0.1850.185
0.488
3.045
3.0453.045
2.074
0.587
0.5870.587
0.691
1.139
1.1391.139
1.2
1.139
1.1391.139
1.2
2.089
2.0892.089
4.833
1216.74 243.35 D
T7 40.000-
35.000
202.33 1123.65 A
BC
D
0.249
0.2490.249
0.565
2.78
2.782.78
1.943
0.602
0.6020.602
0.733
1.186
1.1861.186
1.2
1.186
1.1861.186
1.2
3.086
3.0863.086
6.159
1392.24 278.45 D
T8 35.000-
30.000
217.21 1292.86 A
BC
D
0.234
0.2340.234
0.612
2.839
2.8392.839
1.887
0.598
0.5980.598
0.761
1.175
1.1751.175
1.2
1.175
1.1751.175
1.2
2.876
2.8762.876
6.657
1400.89 280.18 D
T9 30.000-
25.000
218.11 1532.00 A
B
C
D
0.194
0.194
0.194
0.548
3.006
3.006
3.006
1.968
0.589
0.589
0.589
0.723
1.146
1.146
1.146
1.2
1.146
1.146
1.146
1.2
2.486
2.486
2.486
6.162
1290.99 258.20 D
T10 25.000-
20.000
218.11 1603.17 A
B
C
0.169
0.169
0.169
3.119
3.119
3.119
0.584
0.584
0.584
1.126
1.126
1.126
1.126
1.126
1.126
2.576
2.576
2.576
1305.85 261.17 D
7/18/2019 Evaluacion Estructura Torre Calatrava
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
19 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section Elevation
m
AddWeight
kg
SelfWeight
kg
Fa
c
e
e C F R R DF D R A E
m2
F
kg
w
kglm
Ctrl.Face
D 0.46 2.132 0.678 1.2 1.2 6.108T11 20.000-
14.000
260.30 2072.82 A
BC
D
0.144
0.1440.144
0.388
3.233
3.2333.233
2.313
0.581
0.5810.581
0.647
1.108
1.1081.108
1.2
1.108
1.1081.108
1.2
3.102
3.1023.102
7.237
1545.58 257.60 D
T12 14.000-
8.000
260.30 2447.30 A
BC
D
0.131
0.1310.131
0.339
3.295
3.2953.295
2.461
0.579
0.5790.579
0.628
1.098
1.0981.098
1.2
1.098
1.0981.098
1.2
3.297
3.2973.297
7.385
1478.28 246.38 D
T13 8.000-
5.000
133.73 1566.11 A
BC
D
0.178
0.1780.178
0.355
3.077
3.0773.077
2.409
0.586
0.5860.586
0.634
1.133
1.1331.133
1.2
1.133
1.1331.133
1.2
2.699
2.6992.699
4.764
904.66 301.55 D
T14 5.000-
0.000
218.11 2246.63 A
B
CD
0.132
0.132
0.1320.277
3.291
3.291
3.2912.671
0.579
0.579
0.5790.609
1.099
1.099
1.0991.2
1.099
1.099
1.0991.2
3.945
3.945
3.9457.378
1552.29 310.46 D
Sum Weight: 2316.30 17692.96 *2Ag
limit
OTM 460698
kg-m
15703.22
Tower Forces - Service - Wind Normal To Face
Section
Elevation
m
Add
Weight
kg
Self
Weight
kg
F
a
c
e
e C F R R DF D R A E
m2
F
kg
w
kglm
Ctrl.
Face
T1 66.000-
60.000
27.55 399.29 A
BC
D
0.356
0.3560.356
0.599
2.406
2.4062.406
1.901
0.635
0.6350.635
0.753
1
11
1
1
11
1
1.375
1.3751.375
2.082
128.72 21.45 D
T2 60.000-
56.000
43.50 415.15 A
B
C
D
0.362
0.362
0.362
0.971
2.389
2.389
2.389
2.042
0.637
0.637
0.637
1
1
1
1
1
1
1
1
1
0.930
0.930
0.930
2.494
161.84 40.46 D
T3 56.000-
52.000
81.85 415.15 A
B
C
D
0.362
0.362
0.362
1
2.389
2.389
2.389
2.1
0.637
0.637
0.637
1
1
1
1
1
1
1
1
1
0.930
0.930
0.930
2.723
159.99* 40.00 D
T4 52.000-50.000
50.31 521.47 AB
C
D
0.3860.386
0.386
0.737
2.3192.319
2.319
1.824
0.6460.646
0.646
0.847
11
1
1
11
1
1
1.0251.025
1.025
1.841
102.85 51.42 D
T5 50.000-45.000
191.46 1033.69 AB
C
D
0.1690.169
0.169
0.464
3.1173.117
3.117
2.123
0.5850.585
0.585
0.68
11
1
1
11
1
1
1.6761.676
1.676
3.786
254.52 50.90 D
T6 45.000-40.000
193.46 940.40 AB
C
D
0.1850.185
0.185
0.488
3.0453.045
3.0452.074
0.5870.587
0.5870.691
11
11
11
11
1.8341.834
1.8344.027
255.63 51.13 D
T7 40.000-
35.000
202.33 1123.65 A
B
CD
0.249
0.249
0.2490.565
2.78
2.78
2.781.943
0.602
0.602
0.6020.733
1
1
11
1
1
11
2.601
2.601
2.6015.133
292.12 58.42 D
T8 35.000-
30.000
217.21 1292.86 A
B
0.234
0.234
2.839
2.839
0.598
0.598
1
1
1
1
2.447
2.447
293.84 58.77 D
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Page
20 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section Elevation
m
AddWeight
kg
SelfWeight
kg
Fa
c
e
e C F R R DF D R A E
m2
F
kg
w
kglm
Ctrl.Face
CD
0.2340.612
2.8391.887
0.5980.761
11
11
2.4475.547
T9 30.000-25.000
218.11 1532.00 AB
C
D
0.1940.194
0.194
0.548
3.0063.006
3.006
1.968
0.5890.589
0.589
0.723
11
1
1
11
1
1
2.1702.170
2.170
5.135
270.85 54.17 D
T10 25.000-20.000
218.11 1603.17 AB
C
D
0.1690.169
0.169
0.46
3.1193.119
3.119
2.132
0.5840.584
0.584
0.678
11
1
1
11
1
1
2.2872.287
2.287
5.090
273.84 54.77 D
T11 20.000-14.000
260.30 2072.82 AB
C
D
0.1440.144
0.144
0.388
3.2333.233
3.233
2.313
0.5810.581
0.581
0.647
11
1
1
11
1
1
2.8002.800
2.800
6.031
323.97 54.00 D
T12 14.000-
8.000
260.30 2447.30 A
BC
D
0.131
0.1310.131
0.339
3.295
3.2953.295
2.461
0.579
0.5790.579
0.628
1
11
1
1
11
1
3.001
3.0013.001
6.154
309.72 51.62 D
T13 8.000-
5.000
133.73 1566.11 A
BC
D
0.178
0.1780.178
0.355
3.077
3.0773.077
2.409
0.586
0.5860.586
0.634
1
11
1
1
11
1
2.381
2.3812.381
3.970
189.32 63.11 D
T14 5.000-
0.000
218.11 2246.63 A
B
C
D
0.132
0.132
0.132
0.277
3.291
3.291
3.291
2.671
0.579
0.579
0.579
0.609
1
1
1
1
1
1
1
1
3.590
3.590
3.590
6.148
324.81 64.96 D
Sum Weight: 2316.30 17692.96 *2Ag
limit
OTM 99405 kg-
m
3342.01
Tower Forces - Service - Wind 45 To Face
Section
Elevation
m
Add
Weight
kg
Self
Weight
kg
F
a
c
e
e C F R R DF D R A E
m2
F
kg
w
kglm
Ctrl.
Face
T1 66.000-
60.000
27.55 399.29 A
B
C
D
0.356
0.356
0.356
0.599
2.406
2.406
2.406
1.901
0.635
0.635
0.635
0.753
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.650
1.650
1.650
2.498
154.47 25.74 D
T2 60.000-
56.000
43.50 415.15 A
B
C
D
0.362
0.362
0.362
0.971
2.389
2.389
2.389
2.042
0.637
0.637
0.637
1
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.116
1.116
1.116
2.993
163.29* 40.82 D
T3 56.000-
52.000
81.85 415.15 A
B
C
D
0.362
0.362
0.362
1
2.389
2.389
2.389
2.1
0.637
0.637
0.637
1
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.116
1.116
1.116
3.268
159.99* 40.00 D
T4 52.000-
50.000
50.31 521.47 A
B
C
D
0.386
0.386
0.386
0.737
2.319
2.3192.319
1.824
0.646
0.6460.646
0.847
1.2
1.21.2
1.2
1.2
1.21.2
1.2
1.231
1.2311.231
2.209
123.41 61.71 D
T5 50.000-
45.000
191.46 1033.69 A
BC
D
0.169
0.1690.169
0.464
3.117
3.1173.117
2.123
0.585
0.5850.585
0.68
1.127
1.1271.127
1.2
1.127
1.1271.127
1.2
1.889
1.8891.889
4.543
302.77 60.55 D
T6 45.000- 193.46 940.40 A 0.185 3.045 0.587 1.139 1.139 2.089 304.18 60.84 D
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
21 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section Elevation
m
AddWeight
kg
SelfWeight
kg
Fa
c
e
e C F R R DF D R A E
m2
F
kg
w
kglm
Ctrl.Face
40.000 BC
D
0.1850.185
0.488
3.0453.045
2.074
0.5870.587
0.691
1.1391.139
1.2
1.1391.139
1.2
2.0892.089
4.833T7 40.000-
35.000
202.33 1123.65 A
B
C
D
0.249
0.249
0.249
0.565
2.78
2.78
2.78
1.943
0.602
0.602
0.602
0.733
1.186
1.186
1.186
1.2
1.186
1.186
1.186
1.2
3.086
3.086
3.086
6.159
348.06 69.61 D
T8 35.000-
30.000
217.21 1292.86 A
B
C
D
0.234
0.234
0.234
0.612
2.839
2.839
2.839
1.887
0.598
0.598
0.598
0.761
1.175
1.175
1.175
1.2
1.175
1.175
1.175
1.2
2.876
2.876
2.876
6.657
350.22 70.04 D
T9 30.000-
25.000
218.11 1532.00 A
B
C
D
0.194
0.194
0.194
0.548
3.006
3.006
3.006
1.968
0.589
0.589
0.589
0.723
1.146
1.146
1.146
1.2
1.146
1.146
1.146
1.2
2.486
2.486
2.486
6.162
322.75 64.55 D
T10 25.000-20.000
218.11 1603.17 AB
C
D
0.1690.169
0.169
0.46
3.1193.119
3.119
2.132
0.5840.584
0.584
0.678
1.1261.126
1.126
1.2
1.1261.126
1.126
1.2
2.5762.576
2.576
6.108
326.46 65.29 D
T11 20.000-14.000
260.30 2072.82 AB
CD
0.1440.144
0.1440.388
3.2333.233
3.2332.313
0.5810.581
0.5810.647
1.1081.108
1.1081.2
1.1081.108
1.1081.2
3.1023.102
3.1027.237
386.39 64.40 D
T12 14.000-
8.000
260.30 2447.30 A
B
CD
0.131
0.131
0.1310.339
3.295
3.295
3.2952.461
0.579
0.579
0.5790.628
1.098
1.098
1.0981.2
1.098
1.098
1.0981.2
3.297
3.297
3.2977.385
369.57 61.59 D
T13 8.000-
5.000
133.73 1566.11 A
B
CD
0.178
0.178
0.1780.355
3.077
3.077
3.0772.409
0.586
0.586
0.5860.634
1.133
1.133
1.1331.2
1.133
1.133
1.1331.2
2.699
2.699
2.6994.764
226.17 75.39 D
T14 5.000-
0.000
218.11 2246.63 A
B
C
D
0.132
0.132
0.132
0.277
3.291
3.291
3.291
2.671
0.579
0.579
0.579
0.609
1.099
1.099
1.099
1.2
1.099
1.099
1.099
1.2
3.945
3.945
3.945
7.378
388.07 77.61 D
Sum Weight: 2316.30 17692.96 *2Ag
limit
OTM 115174
kg-m
3925.80
Force Totals
Load
Case Vertical
Forces
kg
Sum of
Forces
Xkg
Sum of
Forces
Zkg
Sum of
Overturning
Moments, M xkg-m
Sum of
Overturning
Moments, M zkg-m
Sum of Torques
kg-m
Leg Weight 9344.94
Bracing Weight 8264.74
Total Member Self-Weight 17609.68 1616 1189Gusset Weight 83.28
Total Weight 23056.34 1616 1189
Wind 0 deg - No Ice 323.77 -19916.42 -683221 -12062 -1320
Wind 45 deg - No Ice 15987.71 -15901.70 -537161 -526476 2660
Wind 90 deg - No Ice 20103.50 25.91 -5259 -676096 4087
Wind 180 deg - No Ice 469.44 19448.61 669294 -6236 1238Total Weight 23056.34 1616 1189
Wind 0 deg - Service 80.94 -4979.10 -170998 -2123 -330
Wind 45 deg - Service 3996.93 -3975.43 -134483 -130727 665
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
22 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
LoadCase
VerticalForces
kg
Sum ofForces
X
kg
Sum ofForces
Z
kg
Sum ofOverturning
Moments, M xkg-m
Sum ofOverturning
Moments, M zkg-m
Sum of Torques
kg-m
Wind 90 deg - Service 5025.87 6.48 -1507 -168132 1022Wind 180 deg - Service 117.36 4862.15 167131 -667 309
Load Combinations
Comb.
No.
Description
1 Dead Only
2 Dead+Wind 0 deg - No Ice3 Dead+Wind 45 deg - No Ice
4 Dead+Wind 90 deg - No Ice
5 Dead+Wind 180 deg - No Ice
6 Dead+Wind 0 deg - Service
7 Dead+Wind 45 deg - Service
8 Dead+Wind 90 deg - Service9 Dead+Wind 180 deg - Service
Maximum Member Forces
Section
No.
Elevation
m
Component
Type
Condition Gov.
Load
Comb.
Force
kg
Major Axis
Moment
kg-m
Minor Axis
Moment
kg-m
T1 66 - 60 Leg Max Tension 3 7116.57 -2 3Max. Compression 3 -7373.08 -12 -1
Max. Mx 3 435.11 17 -10
Max. My 4 2852.24 -6 15
Max. Vy 4 -72.77 -7 3
Max. Vx 4 -50.64 1 8Diagonal Max Tension 4 1237.04 0 0
Max. Compression 5 -1218.77 0 0
Max. Mx 2 290.76 0 0
Max. My 3 -45.48 0 0Max. Vy 2 -1.40 0 0
Max. Vx 3 -0.04 0 0Top Girt Max Tension 3 14.90 0 0
Max. Compression 3 -14.24 0 0
Max. Mx 1 0.01 0 0
Max. My 3 -5.74 0 0Max. Vy 1 1.36 0 0
Max. Vx 3 -0.00 0 0T2 60 - 56 Leg Max Tension 3 20652.23 2 3
Max. Compression 3 -20718.32 -34 -4
Max. Mx 3 405.72 41 -24Max. My 5 10377.74 -18 35
Max. Vy 2 96.54 28 -17
Max. Vx 5 94.22 7 8
Diagonal Max Tension 5 2361.48 0 0Max. Compression 2 -2380.69 0 0
Max. Mx 2 1446.37 0 0Max. My 3 -1119.42 0 0
Max. Vy 2 1.39 0 0
Max. Vx 3 -0.03 0 0
Top Girt Max Tension 3 109.14 0 0
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
23 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. Compression 3 -108.37 0 0
Max. Mx 1 2.34 0 0Max. My 3 -108.30 0 0
Max. Vy 1 1.36 0 0Max. Vx 3 -0.00 0 0
T3 56 - 52 Leg Max Tension 3 41530.40 -32 37
Max. Compression 3 -39182.30 -79 -78
Max. Mx 3 41518.77 94 93Max. My 3 41518.77 94 93
Max. Vy 2 -307.84 -82 56
Max. Vx 3 -115.17 94 93
Diagonal Max Tension 2 3068.05 0 0Max. Compression 5 -3152.65 0 0
Max. Mx 2 2473.16 0 0
Max. My 4 -221.00 0 0
Max. Vy 2 1.39 0 0
Max. Vx 4 -0.02 0 0Top Girt Max Tension 5 191.46 0 0
Max. Compression 2 -192.96 0 0
Max. Mx 1 4.34 0 0
Max. My 3 -162.10 0 0Max. Vy 1 1.36 0 0
Max. Vx 3 -0.00 0 0T4 52 - 50 Leg Max Tension 3 30786.67 93 93
Max. Compression 3 -28965.08 3 2
Max. Mx 3 30786.67 93 93
Max. My 3 30786.67 93 93Max. Vy 3 96.52 93 93
Max. Vx 3 97.87 93 93
Diagonal Max Tension 3 10846.91 0 0
Max. Compression 3 -10143.91 0 0Max. Mx 2 -3915.35 -3 0Max. My 3 -3574.65 0 1
Max. Vy 2 7.02 0 0
Max. Vx 3 2.83 0 0
Horizontal Max Tension 5 1173.85 0 0Max. Compression 2 -1123.08 0 0
Max. Mx 4 1135.75 -1 0
Max. My 4 -1083.77 0 0
Max. Vy 4 2.73 0 0Max. Vx 4 -0.91 0 0
Top Girt Max Tension 2 4772.79 0 0Max. Compression 5 -4937.58 0 0
Max. Mx 4 -4790.42 1 0
Max. My 2 4772.79 0 0
Max. Vy 4 -3.39 0 0Max. Vx 2 1.13 0 0
Inner Bracing Max Tension 5 104.74 0 0Max. Compression 3 -120.34 0 0
Max. Mx 1 1.41 1 0
Max. My 4 101.62 0 0Max. Vy 1 -2.42 0 0
Max. Vx 4 -0.00 0 0
T5 50 - 45 Leg Max Tension 3 23408.19 -20 -20
Max. Compression 3 -24813.25 12 14Max. Mx 5 -17559.90 39 -5
Max. My 5 -17589.58 -5 39Max. Vy 3 61.41 -32 -31
Max. Vx 3 -58.50 28 30
Diagonal Max Tension 5 2565.97 0 0
Max. Compression 2 -2626.80 0 0
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
24 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. Mx 2 2220.88 -1 0
Max. My 4 331.37 0 0Max. Vy 2 2.25 0 0
Max. Vx 4 -0.04 0 0Horizontal Max Tension 3 100.89 0 0
Max. Compression 3 -131.80 1 0
Max. Mx 5 67.19 2 0
Max. My 2 67.07 2 0Max. Vy 5 -4.76 2 0
Max. Vx 2 -0.12 2 0
Top Girt Max Tension 5 3128.79 0 0
Max. Compression 5 -2981.78 0 0Max. Mx 1 84.70 -2 0
Max. My 4 87.68 0 0
Max. Vy 1 4.39 0 0
Max. Vx 4 -0.00 0 0
Inner Bracing Max Tension 3 187.01 0 0Max. Compression 3 -82.60 0 0
Max. Mx 1 133.79 7 0
Max. My 4 1.12 0 0
Max. Vy 1 -10.33 0 0Max. Vx 4 0.13 0 0
T6 45 - 40 Leg Max Tension 3 35669.06 -36 -37Max. Compression 3 -38749.74 30 30
Max. Mx 5 -22785.63 73 -11
Max. My 5 -27023.20 -11 73
Max. Vy 5 93.67 -41 -24Max. Vx 2 93.08 -23 -41
Diagonal Max Tension 4 3166.69 0 0
Max. Compression 4 -3220.58 0 0
Max. Mx 2 2784.95 -1 0Max. My 4 28.77 0 0Max. Vy 2 2.83 0 0
Max. Vx 4 -0.05 0 0
Horizontal Max Tension 5 126.49 4 0
Max. Compression 3 -197.03 -2 -1Max. Mx 5 113.72 4 0
Max. My 5 -72.64 1 -2
Max. Vy 5 6.66 4 0
Max. Vx 5 2.38 1 -2Top Girt Max Tension 2 142.56 0 0
Max. Compression 5 -185.64 0 0Max. Mx 1 8.35 -2 0
Max. My 4 6.89 0 0
Max. Vy 1 4.39 0 0
Max. Vx 4 -0.00 0 0T7 40 - 35 Leg Max Tension 3 50298.14 271 2
Max. Compression 3 -54472.25 -142 -1Max. Mx 3 -54393.55 -323 -3
Max. My 3 -753.63 -15 -202
Max. Vy 3 -521.55 315 0Max. Vx 3 216.01 -15 -202
Diagonal Max Tension 4 3915.76 0 0
Max. Compression 4 -4020.26 0 0
Max. Mx 2 3176.00 -1 0Max. My 4 -369.74 0 0
Max. Vy 2 2.83 0 0Max. Vx 4 -0.05 0 0
Horizontal Max Tension 3 557.86 3 -1
Max. Compression 3 -623.72 -2 -1
Max. Mx 5 532.14 4 0
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
25 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. My 4 -255.71 0 3
Max. Vy 5 6.39 4 0Max. Vx 4 -2.73 0 0
Top Girt Max Tension 5 179.60 0 0Max. Compression 5 -255.45 0 0
Max. Mx 1 13.34 -2 0
Max. My 4 10.41 0 0
Max. Vy 1 4.39 0 0Max. Vx 4 -0.00 0 0
T8 35 - 30 Leg Max Tension 3 68960.87 379 16
Max. Compression 3 -73030.47 -248 4
Max. Mx 3 -72994.31 478 -13Max. My 3 -1108.44 -33 -315
Max. Vy 3 -989.90 478 -13
Max. Vx 3 -392.26 -33 -315
Diagonal Max Tension 2 5211.20 0 0
Max. Compression 2 -5365.68 0 0Max. Mx 2 3796.73 2 0
Max. My 4 -473.63 0 0
Max. Vy 2 -4.47 0 0
Max. Vx 4 0.06 0 0Horizontal Max Tension 3 1041.55 4 -2
Max. Compression 3 -1170.39 -3 -2Max. Mx 5 677.96 6 1
Max. My 4 -326.66 0 4
Max. Vy 5 7.90 6 1
Max. Vx 4 -4.58 0 0Top Girt Max Tension 4 145.01 0 0
Max. Compression 5 -273.60 0 0
Max. Mx 1 10.41 -2 0
Max. My 4 4.07 0 0Max. Vy 1 4.39 0 0Max. Vx 4 -0.00 0 0
T9 30 - 25 Leg Max Tension 3 67395.92 -145 -143
Max. Compression 3 -70996.87 113 104
Max. Mx 3 -70851.76 202 189Max. My 2 -48050.86 -48 -193
Max. Vy 4 326.26 -158 -75
Max. Vx 3 412.89 -178 -179
Diagonal Max Tension 5 8122.38 -6 9Max. Compression 2 -9025.63 0 0
Max. Mx 3 -4565.37 -16 -23Max. My 3 -5954.87 -15 26
Max. Vy 3 13.88 -16 -23
Max. Vx 3 -19.82 0 0
Horizontal Max Tension 3 249.33 1 0Max. Compression 4 -427.62 1 0
Max. Mx 2 22.80 1 0Max. My 4 -8.08 1 0
Max. Vy 2 3.72 1 0
Max. Vx 4 0.46 1 0Top Girt Max Tension 2 1014.29 0 0
Max. Compression 2 -1035.33 0 0
Max. Mx 8 -217.11 6 0
Max. My 4 32.91 0 0Max. Vy 8 -11.53 0 0
Max. Vx 4 0.55 0 0Redund Horz 1
Bracing
Max Tension 3 1066.16 0 0
Max. Compression 3 -1066.16 0 0
Max. Mx 1 38.71 0 0
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
26 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. My 4 -390.76 0 0
Max. Vy 1 0.62 0 0Max. Vx 4 -0.03 0 0
Redund Diag 1Bracing
Max Tension 3 1360.21 0 0
Max. Compression 3 -1360.21 0 0
Max. Mx 2 622.49 0 0
Max. My 2 400.67 0 0Max. Vy 2 0.94 0 0
Max. Vx 2 0.12 0 0
Redund Hip 1
Bracing
Max Tension 3 31.58 0 0
Max. Compression 3 -61.82 0 0
Max. Mx 1 -0.37 0 0
Max. My 3 0.89 0 0
Max. Vy 1 1.03 0 0
Max. Vx 3 -0.00 0 0Inner Bracing Max Tension 3 146.94 0 0
Max. Compression 3 -142.22 0 0
Max. Mx 1 9.75 4 0
Max. My 4 29.22 0 0Max. Vy 1 -6.21 0 0
Max. Vx 4 0.04 0 0T10 25 - 20 Leg Max Tension 3 73306.90 -84 -73
Max. Compression 3 -78299.98 193 185
Max. Mx 3 -77861.92 202 189
Max. My 5 -51577.69 65 192Max. Vy 3 325.04 -197 -183
Max. Vx 3 -376.20 -197 -183
Diagonal Max Tension 3 7981.88 -10 15
Max. Compression 2 -8381.47 0 0Max. Mx 3 -4202.59 -14 -20Max. My 3 -4951.23 -14 22
Max. Vy 3 13.10 -14 -20
Max. Vx 3 -16.13 0 0
Horizontal Max Tension 3 271.77 1 0Max. Compression 3 -404.91 1 0
Max. Mx 2 -10.92 1 0
Max. My 4 -9.95 1 0
Max. Vy 2 4.02 1 0Max. Vx 4 0.37 1 0
Top Girt Max Tension 2 6791.36 0 0Max. Compression 2 -6242.85 0 0
Max. Mx 8 1780.87 9 0
Max. My 4 312.35 0 0
Max. Vy 8 -14.37 0 0Max. Vx 4 -0.69 0 0
Redund Horz 1Bracing
Max Tension 3 1175.83 0 0
Max. Compression 3 -1175.83 0 0
Max. Mx 1 45.22 0 0Max. My 4 -609.96 0 0
Max. Vy 1 0.75 0 0
Max. Vx 4 -0.04 0 0
Redund Diag 1Bracing
Max Tension 3 1280.12 0 0
Max. Compression 3 -1280.12 0 0Max. Mx 2 597.22 0 0
Max. My 2 311.42 0 0
Max. Vy 2 1.12 0 0
Max. Vx 2 0.12 0 0
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
27 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Redund Hip 1
Bracing
Max Tension 3 27.28 0 0
Max. Compression 3 -50.86 0 0
Max. Mx 1 -0.49 0 0Max. My 3 0.84 0 0
Max. Vy 1 1.25 0 0
Max. Vx 3 -0.00 0 0
Inner Bracing Max Tension 2 132.43 0 0Max. Compression 2 -132.43 0 0
Max. Mx 1 88.71 7 0
Max. My 4 23.50 0 0
Max. Vy 1 -7.74 0 0Max. Vx 4 0.04 0 0
T11 20 - 14 Leg Max Tension 3 80059.77 -157 -155
Max. Compression 3 -86132.85 168 173
Max. Mx 4 -54678.31 -205 -40
Max. My 2 -56415.91 -34 -200Max. Vy 4 339.52 -205 -40
Max. Vx 5 328.66 -59 -191
Diagonal Max Tension 3 7705.00 -9 12
Max. Compression 3 -7979.97 0 0Max. Mx 3 -3599.71 -13 -18
Max. My 2 -7463.06 -6 -19Max. Vy 3 10.83 -13 -18
Max. Vx 2 -11.89 0 0
Horizontal Max Tension 3 128.36 2 0
Max. Compression 4 -300.79 1 0Max. Mx 2 -10.29 2 0
Max. My 5 -47.96 2 0
Max. Vy 2 4.64 2 0
Max. Vx 5 0.33 2 0Top Girt Max Tension 2 6903.03 0 0
Max. Compression 2 -6289.26 0 0
Max. Mx 5 -6180.11 12 0
Max. My 4 387.35 0 -1
Max. Vy 5 -16.47 0 0Max. Vx 4 -0.79 0 0
Redund Horz 1
Bracing
Max Tension 3 1293.46 0 0
Max. Compression 3 -1293.46 0 0Max. Mx 1 53.34 0 0
Max. My 4 -515.16 0 0Max. Vy 1 0.90 0 0
Max. Vx 4 -0.04 0 0
Redund Diag 1
Bracing
Max Tension 3 1410.30 0 0
Max. Compression 3 -1410.30 0 0
Max. Mx 2 593.70 -1 0Max. My 2 254.50 0 0
Max. Vy 2 1.34 0 0
Max. Vx 2 0.14 0 0Redund Hip 1
Bracing
Max Tension 3 16.82 0 0
Max. Compression 3 -37.69 0 0
Max. Mx 1 -1.00 0 0Max. My 3 -1.01 0 0
Max. Vy 1 1.72 0 0Max. Vx 3 -0.00 0 0
Inner Bracing Max Tension 2 133.42 0 0
Max. Compression 2 -133.42 0 0
Max. Mx 1 105.64 9 0
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
28 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. My 4 21.68 0 0
Max. Vy 1 -9.26 0 0Max. Vx 4 0.03 0 0
T12 14 - 8 Leg Max Tension 3 84505.18 -150 -133Max. Compression 3 -91457.92 159 160
Max. Mx 4 -58512.71 -178 -34
Max. My 2 -59323.40 -40 -178
Max. Vy 2 270.67 -176 -42Max. Vx 5 257.78 -44 -171
Diagonal Max Tension 3 9025.12 -11 14
Max. Compression 2 -9790.55 0 0
Max. Mx 3 -5048.76 -15 -20Max. My 2 -9235.79 -8 -22
Max. Vy 3 13.73 -15 -20
Max. Vx 2 -13.15 0 0
Horizontal Max Tension 3 101.35 2 0
Max. Compression 3 -286.06 2 0Max. Mx 2 -43.18 2 0
Max. My 2 -46.72 2 0
Max. Vy 2 5.39 2 0
Max. Vx 2 0.32 2 0Top Girt Max Tension 2 8189.92 0 0
Max. Compression 2 -7367.53 0 0Max. Mx 1 387.11 23 0
Max. My 4 505.95 0 -1
Max. Vy 1 26.09 0 0
Max. Vx 4 1.25 0 0Redund Horz 1
Bracing
Max Tension 3 1373.43 0 0
Max. Compression 3 -1373.43 0 0
Max. Mx 1 59.57 0 0Max. My 4 -423.62 0 0Max. Vy 1 2.12 0 0
Max. Vx 4 -0.10 0 0
Redund Diag 1
Bracing
Max Tension 3 1324.40 0 0
Max. Compression 3 -1324.40 0 0
Max. Mx 2 454.80 -1 0
Max. My 4 214.49 0 0
Max. Vy 2 2.29 0 0Max. Vx 4 -0.21 0 0
Redund Hip 1Bracing
Max Tension 3 16.03 0 0
Max. Compression 3 -43.53 0 0
Max. Mx 1 -1.60 -1 0
Max. My 3 -1.77 0 0Max. Vy 1 3.00 0 0
Max. Vx 3 -0.00 0 0Inner Bracing Max Tension 2 156.29 0 0
Max. Compression 2 -156.29 0 0
Max. Mx 1 110.56 14 0Max. My 4 25.07 0 0
Max. Vy 1 -11.10 0 0
Max. Vx 4 0.02 0 0
T13 8 - 5 Leg Max Tension 3 83087.61 11 13Max. Compression 3 -90611.24 -16 -16
Max. Mx 3 -89799.43 159 160Max. My 3 -89799.43 159 160
Max. Vy 3 392.86 -139 -135
Max. Vx 3 388.76 159 160
Diagonal Max Tension 3 10541.88 0 0
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
29 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. Compression 3 -11454.56 -22 29
Max. Mx 3 -10801.00 -22 -28Max. My 3 -11454.56 -22 29
Max. Vy 3 -30.43 -22 -28Max. Vx 3 -33.23 3 2
Top Girt Max Tension 2 5468.99 0 0
Max. Compression 2 -4856.96 0 0
Max. Mx 1 268.12 -25 0Max. My 4 317.82 0 3
Max. Vy 1 -24.63 0 0
Max. Vx 4 2.97 0 0
Redund Horz 1Bracing
Max Tension 3 1368.86 0 0
Max. Compression 3 -1368.86 0 0
Max. Mx 1 65.54 0 0
Max. My 4 -384.42 0 0
Max. Vy 1 -0.67 0 0Max. Vx 4 -0.08 0 0
Redund Horz 2
Bracing
Max Tension 3 1368.86 0 0
Max. Compression 3 -1368.86 0 0Max. Mx 1 65.54 0 0
Max. My 3 80.13 0 0Max. Vy 1 1.58 0 0
Max. Vx 3 -0.19 0 0
Redund Horz 3
Bracing
Max Tension 3 1368.86 0 0
Max. Compression 3 -1368.86 0 0
Max. Mx 1 65.54 -1 0
Max. My 3 80.13 0 0
Max. Vy 1 2.72 0 0Max. Vx 3 -0.33 0 0
Redund Diag 1
Bracing
Max Tension 3 1172.86 0 0
Max. Compression 3 -1172.86 0 0
Max. Mx 2 417.63 -1 0Max. My 4 328.16 0 0
Max. Vy 2 2.02 0 0
Max. Vx 4 -0.36 0 0
Redund Diag 2Bracing
Max Tension 3 854.86 0 0
Max. Compression 3 -854.86 0 0Max. Mx 2 60.18 -1 0
Max. My 4 35.27 0 0
Max. Vy 2 2.88 0 0
Max. Vx 4 0.40 0 0Redund Diag 3
Bracing
Max Tension 3 781.14 0 0
Max. Compression 3 -781.14 0 0
Max. Mx 2 19.43 -3 0
Max. My 4 120.75 0 0Max. Vy 2 5.53 0 0
Max. Vx 4 -0.72 0 0
Redund Hip 1
Bracing
Max Tension 3 71.68 0 0
Max. Compression 3 -94.41 0 0
Max. Mx 1 1.72 0 0Max. My 3 2.96 0 0
Max. Vy 1 1.91 0 0
Max. Vx 3 -0.00 0 0
Redund Hip 2 Max Tension 3 33.09 0 0
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
30 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Bracing
Max. Compression 3 -55.76 0 0Max. Mx 1 -8.25 -2 0
Max. My 3 -9.53 0 0Max. Vy 1 3.81 0 0
Max. Vx 3 -0.00 0 0
Inner Bracing Max Tension 3 147.13 0 0
Max. Compression 3 -119.27 0 0Max. Mx 1 93.73 18 0
Max. My 4 23.49 0 0
Max. Vy 1 -12.93 0 0
Max. Vx 4 0.01 0 0T14 5 - 0 Leg Max Tension 3 82756.80 -11 -11
Max. Compression 3 -91303.07 0 0
Max. Mx 2 -61379.68 -297 42
Max. My 4 -60183.43 46 -296
Max. Vy 2 -179.37 -297 42Max. Vx 2 177.81 -60 274
Diagonal Max Tension 3 9908.34 0 0
Max. Compression 3 -11170.92 10 -4
Max. Mx 3 -2775.15 -56 39Max. My 4 -8796.26 5 -59
Max. Vy 3 37.00 5 -7Max. Vx 4 -31.64 0 0
Top Girt Max Tension 3 54.13 6 -1
Max. Compression 3 -258.88 6 -1
Max. Mx 2 -84.44 7 -1Max. My 2 -97.21 7 -1
Max. Vy 2 -13.84 7 -1
Max. Vx 3 -1.68 7 -1
Redund Horz 1Bracing
Max Tension 3 1379.34 0 0
Max. Compression 3 -1379.34 0 0
Max. Mx 7 66.48 0 0
Max. My 3 1379.34 0 0
Max. Vy 7 -0.90 0 0Max. Vx 3 0.11 0 0
Redund Horz 2
Bracing
Max Tension 3 1379.34 0 0
Max. Compression 3 -1379.34 0 0Max. Mx 4 -84.70 -1 0
Max. My 2 -199.11 0 0Max. Vy 4 2.42 0 0
Max. Vx 2 -0.29 0 0
Redund Diag 1
Bracing
Max Tension 3 1546.71 0 0
Max. Compression 3 -1546.71 0 0
Max. Mx 4 1021.03 -1 0Max. My 4 535.32 0 0
Max. Vy 4 1.75 0 0
Max. Vx 4 -0.64 0 0Redund Diag 2
Bracing
Max Tension 3 945.80 0 0
Max. Compression 3 -945.80 0 0
Max. Mx 3 945.80 -2 0Max. My 4 154.09 0 0
Max. Vy 3 3.12 0 0Max. Vx 4 -0.60 0 0
Redund Hip 1
Bracing
Max Tension 3 52.47 0 0
Max. Compression 3 -69.11 0 0
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
31 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m
Max. Mx 1 -3.44 -1 0
Max. My 4 -25.28 0 0Max. Vy 1 2.54 0 0
Max. Vx 4 0.00 0 0Redund Hip 2
Bracing
Max Tension 3 20.18 0 0
Max. Compression 4 -45.73 0 0
Max. Mx 1 -8.16 -3 0Max. My 2 -44.62 0 0
Max. Vy 1 5.08 0 0
Max. Vx 2 0.00 0 0
Maximum Reactions
Location Condition Gov.
Load
Comb.
Vertical
kg
Horizontal, X
kg
Horizontal, Z
kg
Leg D Max. Vert 5 61477.87 10790.24 -5833.58
Max. Hx 5 61477.87 10790.24 -5833.58
Max. Hz 3 -83768.41 -11129.84 10716.34Min. Vert 3 -83768.41 -11129.84 10716.34
Min. Hx 3 -83768.41 -11129.84 10716.34
Min. Hz 5 61477.87 10790.24 -5833.58
Leg C Max. Vert 5 62510.64 -11129.69 -5895.01Max. Hx 2 -50623.66 9212.53 3735.06
Max. Hz 2 -50623.66 9212.53 3735.06
Min. Vert 2 -50623.66 9212.53 3735.06Min. Hx 5 62510.64 -11129.69 -5895.01
Min. Hz 4 62127.49 -6115.65 -10883.85
Leg B Max. Vert 3 94888.72 -12901.41 12924.18Max. Hx 5 -49938.72 8963.56 -3723.37
Max. Hz 3 94888.72 -12901.41 12924.18
Min. Vert 5 -49938.72 8963.56 -3723.37
Min. Hx 3 94888.72 -12901.41 12924.18
Min. Hz 5 -49938.72 8963.56 -3723.37Leg A Max. Vert 2 62155.28 11034.39 5856.74
Max. Hx 2 62155.28 11034.39 5856.74
Max. Hz 2 62155.28 11034.39 5856.74
Min. Vert 5 -50993.49 -9093.55 -3994.91Min. Hx 5 -50993.49 -9093.55 -3994.91
Min. Hz 4 -50580.94 -3766.12 -9298.39
Tower Mast Reaction Summary
Load
Combination
Vertical
kg
Shear x
kg
Shear z
kg
Overturning
Moment, M x kg-m
Overturning
Moment, M z kg-m
Torque
kg-m
Dead Only 23056.34 0.08 -0.09 1613 1188 0Dead+Wind 0 deg - No Ice 23056.30 323.78 -19914.65 -685366 -12075 -1335
Dead+Wind 45 deg - No Ice 23056.29 15986.31 -15900.24 -538679 -527904 2659
Dead+Wind 90 deg - No Ice 23056.30 20101.79 25.93 -5273 -678142 4101
Dead+Wind 180 deg - No Ice 23056.30 469.43 19446.87 671388 -6231 1252
Dead+Wind 0 deg - Service 23056.34 80.95 -4978.67 -170131 -2126 -334
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
32 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
LoadCombination
Vertical
kg
Shear x
kg
Shear z
kg
Overturning Moment, M x
kg-m
Overturning Moment, M z
kg-m
Torque
kg-m
Dead+Wind 45 deg - Service 23056.34 3996.61 -3975.09 -133462 -131085 665
Dead+Wind 90 deg - Service 23056.34 5025.45 6.48 -102 -168644 1026Dead+Wind 180 deg - Service 23056.34 117.36 4861.71 169077 -659 313
Solution Summary
Load
Comb.
Sum of Applied Forces Sum of Reactions
% ErrorPX
kg
PY
kg
PZ
kg
PX
kg
PY
kg
PZ
kg
1 0.00 -23056.34 -0.00 -0.08 23056.34 0.09 0.001%
2 323.77 -23056.34 -19916.42 -323.78 23056.30 19914.65 0.006%
3 15987.71 -23056.34 -15901.70 -15986.31 23056.29 15900.24 0.006%4 20103.50 -23056.34 25.91 -20101.79 23056.30 -25.93 0.006%
5 469.44 -23056.34 19448.61 -469.43 23056.30 -19446.87 0.006%
6 80.94 -23056.34 -4979.10 -80.95 23056.34 4978.67 0.002%
7 3996.93 -23056.34 -3975.42 -3996.61 23056.34 3975.09 0.002%
8 5025.87 -23056.34 6.48 -5025.45 23056.34 -6.48 0.002%9 117.36 -23056.34 4862.15 -117.36 23056.34 -4861.71 0.002%
Non-Linear Convergence Results
Load
Combination
Converged? Number
of Cycles
Displacement
Tolerance
Force
Tolerance
1 Yes 6 0.00000001 0.000033422 Yes 15 0.00008777 0.00013883
3 Yes 15 0.00009515 0.00014954
4 Yes 15 0.00008762 0.00013824
5 Yes 15 0.00008773 0.00013922
6 Yes 15 0.00000001 0.00013283
7 Yes 15 0.00000001 0.000132708 Yes 15 0.00000001 0.00013214
9 Yes 15 0.00000001 0.00013353
Maximum Tower Deflections - Service Wind
Section No. Elevation
m
Horz. Deflection
mm
Gov. Load
Comb.
Tilt
°
Twist
°
T1 66 - 60 243.03 7 0.5172 0.0303
T2 60 - 56 189.37 7 0.4891 0.0291
T3 56 - 52 156.27 7 0.4387 0.0264T4 52 - 50 128.49 7 0.3273 0.0203
T5 50 - 45 118.49 7 0.2843 0.0199
T6 45 - 40 93.83 7 0.2644 0.0188
T7 40 - 35 71.38 7 0.2333 0.0173T8 35 - 30 51.59 7 0.2004 0.0151
T9 30 - 25 35.37 7 0.1553 0.0130T10 25 - 20 23.00 7 0.1195 0.0086
T11 20 - 14 13.57 7 0.0874 0.0058
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
33 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Horz. Deflection
mm
Gov. Load
Comb.
Tilt
°
Twist
°
T12 14 - 8 5.44 7 0.0570 0.0031
T13 8 - 5 0.55 7 0.0289 0.0016T14 5 - 0 0.61 7 0.0168 0.0011
Critical Deflections and Radius of Curvature - Service Wind
Elevation
m
Appurtenance Gov.
Load
Comb.
Deflection
mm
Tilt
°
Twist
°
Radius of
Curvature
m
66.000 RYMSA UHF/AT15-250 PANEL 7 243.03 0.5172 0.0303 25494
65.500 RYMSA UHF/AT15-250 PANEL 7 238.48 0.5154 0.0303 2549465.000 RYMSA UHF/AT15-250 PANEL 7 233.93 0.5136 0.0302 25494
64.500 RYMSA UHF/AT15-250 PANEL 7 229.39 0.5117 0.0301 25494
64.000 RYMSA UHF/AT15-250 PANEL 7 224.86 0.5098 0.0300 19426
63.500 RYMSA UHF/AT15-250 PANEL 7 220.35 0.5077 0.0299 15541
63.000 RYMSA UHF/AT15-250 PANEL 7 215.85 0.5056 0.0298 1295162.500 RYMSA UHF/AT15-250 PANEL 7 211.37 0.5033 0.0297 11101
62.000 RYMSA UHF/AT15-250 PANEL 7 206.91 0.5009 0.0296 9713
61.500 ANTENA PANEL UHF 0.48x0.983 7 202.48 0.4982 0.0295 8634
60.000 ANTENA PANEL UHF 0.48x0.983 7 189.37 0.4891 0.0291 654759.500 ANTENA PANEL UHF 0.48x0.983 7 185.07 0.4855 0.0290 6117
59.000 ANTENA PANEL UHF 0.48x0.983 7 180.81 0.4815 0.0288 5764
58.500 ANTENA PANEL UHF 0.48x0.983 7 176.60 0.4769 0.0286 5461
58.000 ANTENA PANEL UHF 0.48x0.983 7 172.43 0.4714 0.0283 519057.500 ANTENA PANEL UHF 0.48x0.983 7 168.31 0.4651 0.0280 4945
57.000 ANTENA PANEL UHF 0.48x0.983 7 164.24 0.4576 0.0276 4687
56.500 ANTENA PANEL UHF 0.48x0.983 7 160.23 0.4489 0.0270 429056.000 ANTENA PANEL UHF 0.48x0.983 7 156.27 0.4387 0.0264 3708
55.500 ANTENA PANEL UHF 0.48x0.983 7 152.37 0.4270 0.0256 3043
55.000 ANTENA PANEL UHF 0.48x0.983 7 148.55 0.4140 0.0248 247354.500 ANTENA PANEL UHF 0.48x0.983 7 144.83 0.4000 0.0239 2046
54.000 ANTENA PANEL UHF 0.48x0.983 7 141.23 0.3854 0.0230 1740
50.000 ANTENA PANEL FM KATHREIN 7 118.49 0.2843 0.0199 405229
49.000 ANTENA PANEL FM KATHREIN 7 113.62 0.2731 0.0198 11478
48.000 ANTENA PANEL FM KATHREIN 7 108.66 0.2676 0.0197 3089447.000 ANTENA PANEL FM KATHREIN 7 103.67 0.2658 0.0194 34308
46.000 ANTENA PANEL FM KATHREIN 7 98.70 0.2654 0.0191 11273
45.000 ANTENA PANEL FM KATHREIN 7 93.83 0.2644 0.0188 7603
44.000 ANTENA PANEL FM KATHREIN 7 89.09 0.2609 0.0185 733643.000 ANTENA PANEL FM KATHREIN 7 84.49 0.2553 0.0182 8047
42.000 ANTENA PANEL FM KATHREIN 7 80.02 0.2483 0.0179 896641.800 (2) ANTENA PANEL FM
KATHREIN
7 79.14 0.2468 0.0179 9176
41.300 (2) ANTENA PANEL FMKATHREIN
7 76.95 0.2430 0.0177 9744
40.800 (2) ANTENA PANEL FM
KATHREIN
7 74.79 0.2392 0.0176 10319
40.300 (2) ANTENA PANEL FM
KATHREIN
7 72.65 0.2355 0.0174 10735
39.800 (2) ANTENA PANEL FM
KATHREIN
7 70.54 0.2319 0.0172 10791
39.300 (2) ANTENA PANEL FM
KATHREIN
7 68.45 0.2285 0.0170 10454
38.800 (2) ANTENA PANEL FMKATHREIN
7 66.38 0.2253 0.0168 9914
38.300 (2) ANTENA PANEL FM
KATHREIN
7 64.34 0.2222 0.0165 9349
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
34 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Elevation
m
Appurtenance Gov. Load
Comb.
Deflection
mm
Tilt
°
Twist
°
Radius ofCurvature
m
37.800 (2) ANTENA PANEL FM
KATHREIN
7 62.32 0.2191 0.0163 8811
35.000 6 FT DISH 7 51.59 0.2004 0.0151 6728
31.800 8 FT DISH 7 40.75 0.1717 0.0140 614431.500 8 FT DISH 7 39.82 0.1689 0.0139 6090
26.500 HP10-59W 7 26.36 0.1294 0.0099 8010
23.500 8 FT DISH 7 19.89 0.1096 0.0075 9258
19.000 8 FT DISH 7 12.01 0.0818 0.0054 1018113.000 HP6-107G 7 4.30 0.0522 0.0028 12830
8.500 Andrew KP4/KP4F 7 0.69 0.0311 0.0017 4003
Maximum Tower Deflections - Design Wind
Section
No.
Elevation
m
Horz.
Deflection
mm
Gov.
Load
Comb.
Tilt
°
Twist
°
T1 66 - 60 983.57 3 2.0940 0.1196
T2 60 - 56 766.40 3 1.9784 0.1157
T3 56 - 52 632.59 3 1.7736 0.1050T4 52 - 50 520.32 3 1.3248 0.0812
T5 50 - 45 479.78 3 1.1523 0.0797
T6 45 - 40 379.86 3 1.0720 0.0754
T7 40 - 35 288.85 3 0.9467 0.0692
T8 35 - 30 208.60 3 0.8129 0.0606
T9 30 - 25 142.83 3 0.6297 0.0523T10 25 - 20 92.80 3 0.4842 0.0343
T11 20 - 14 54.69 3 0.3538 0.0234T12 14 - 8 21.90 3 0.2303 0.0125
T13 8 - 5 2.17 3 0.1168 0.0064
T14 5 - 0 2.49 3 0.0679 0.0044
Critical Deflections and Radius of Curvature - Design Wind
Elevation
m
Appurtenance Gov.
Load
Comb.
Deflection
mm
Tilt
°
Twist
°
Radius of
Curvature
m
66.000 RYMSA UHF/AT15-250 PANEL 3 983.57 2.0940 0.1196 621965.500 RYMSA UHF/AT15-250 PANEL 3 965.16 2.0866 0.1194 6219
65.000 RYMSA UHF/AT15-250 PANEL 3 946.76 2.0791 0.1192 6219
64.500 RYMSA UHF/AT15-250 PANEL 3 928.38 2.0713 0.1189 6219
64.000 RYMSA UHF/AT15-250 PANEL 3 910.05 2.0633 0.1187 4739
63.500 RYMSA UHF/AT15-250 PANEL 3 891.77 2.0550 0.1184 3791
63.000 RYMSA UHF/AT15-250 PANEL 3 873.56 2.0461 0.1181 315962.500 RYMSA UHF/AT15-250 PANEL 3 855.42 2.0368 0.1178 2708
62.000 RYMSA UHF/AT15-250 PANEL 3 837.38 2.0267 0.1175 2369
61.500 ANTENA PANEL UHF 0.48x0.983 3 819.44 2.0160 0.1171 2106
60.000 ANTENA PANEL UHF 0.48x0.983 3 766.40 1.9784 0.1157 1598
59.500 ANTENA PANEL UHF 0.48x0.983 3 749.02 1.9637 0.1152 149459.000 ANTENA PANEL UHF 0.48x0.983 3 731.80 1.9472 0.1145 1410
58.500 ANTENA PANEL UHF 0.48x0.983 3 714.77 1.9283 0.1137 1337
58.000 ANTENA PANEL UHF 0.48x0.983 3 697.92 1.9062 0.1126 1272
57.500 ANTENA PANEL UHF 0.48x0.983 3 681.26 1.8804 0.1113 1213
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
35 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Elevation
m
Appurtenance Gov. Load
Comb.
Deflection
mm
Tilt
°
Twist
°
Radius ofCurvature
m
57.000 ANTENA PANEL UHF 0.48x0.983 3 664.82 1.8501 0.1096 1151
56.500 ANTENA PANEL UHF 0.48x0.983 3 648.59 1.8147 0.1075 105556.000 ANTENA PANEL UHF 0.48x0.983 3 632.59 1.7736 0.1050 914
55.500 ANTENA PANEL UHF 0.48x0.983 3 616.83 1.7263 0.1020 75355.000 ANTENA PANEL UHF 0.48x0.983 3 601.39 1.6738 0.0987 613
54.500 ANTENA PANEL UHF 0.48x0.983 3 586.37 1.6175 0.0952 508
54.000 ANTENA PANEL UHF 0.48x0.983 3 571.83 1.5587 0.0917 433
50.000 ANTENA PANEL FM KATHREIN 3 479.78 1.1523 0.0797 10916749.000 ANTENA PANEL FM KATHREIN 3 460.05 1.1072 0.0794 2870
48.000 ANTENA PANEL FM KATHREIN 3 439.95 1.0853 0.0788 7748
47.000 ANTENA PANEL FM KATHREIN 3 419.73 1.0780 0.0778 8693
46.000 ANTENA PANEL FM KATHREIN 3 399.61 1.0765 0.0766 280845.000 ANTENA PANEL FM KATHREIN 3 379.86 1.0720 0.0754 1894
44.000 ANTENA PANEL FM KATHREIN 3 360.66 1.0580 0.0743 1825
43.000 ANTENA PANEL FM KATHREIN 3 342.01 1.0354 0.0731 2006
42.000 ANTENA PANEL FM KATHREIN 3 323.86 1.0073 0.0720 2242
41.800 (2) ANTENA PANEL FMKATHREIN
3 320.29 1.0013 0.0717 2296
41.300 (2) ANTENA PANEL FM
KATHREIN
3 311.43 0.9860 0.0711 2442
40.800 (2) ANTENA PANEL FMKATHREIN
3 302.67 0.9706 0.0704 2590
40.300 (2) ANTENA PANEL FMKATHREIN
3 294.01 0.9554 0.0697 2695
39.800 (2) ANTENA PANEL FM
KATHREIN
3 285.43 0.9410 0.0689 2704
39.300 (2) ANTENA PANEL FMKATHREIN
3 276.95 0.9273 0.0681 2608
38.800 (2) ANTENA PANEL FM
KATHREIN
3 268.56 0.9142 0.0672 2459
38.300 (2) ANTENA PANEL FMKATHREIN
3 260.27 0.9016 0.0663 2307
37.800 (2) ANTENA PANEL FM
KATHREIN
3 252.09 0.8891 0.0654 2171
35.000 6 FT DISH 3 208.60 0.8129 0.0606 1660
31.800 8 FT DISH 3 164.63 0.6963 0.0562 152131.500 8 FT DISH 3 160.85 0.6848 0.0557 1511
26.500 HP10-59W 3 106.39 0.5244 0.0397 1972
23.500 8 FT DISH 3 80.21 0.4438 0.0302 2285
19.000 8 FT DISH 3 48.40 0.3309 0.0215 250513.000 HP6-107G 3 17.27 0.2109 0.0111 3191
8.500 Andrew KP4/KP4F 3 2.72 0.1257 0.0068 981
Bolt Design Data
Section
No.
Elevation
m
Component
Type
Bolt
Grade
Bolt Size
mm
Number
Of
Bolts
Maximum
Load per
Bolt
kg
Allowable
Load
kg
Ratio
Load
Allowable
Allowable
Ratio
Criteria
T1 66 Leg A325N 16 8 13.82 5528.160.002
1.333 Bearing
Diagonal A325N 16 2 618.52 2922.370.212
1.333 Bolt Shear
Top Girt A325N 16 2 7.45 2922.370.003
1.333 Bolt Shear
T2 60 Leg A325N 16 12 1438.50 5528.160.260
1.333 Bearing
Diagonal A325N 16 2 1190.34 2922.370.407
1.333 Bolt Shear
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
36 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
ComponentType
BoltGrade
Bolt Size
mm
Number Of
Bolts
Maximum Load per
Bolt
kg
Allowable Load
kg
Ratio Load
Allowable
Allowable Ratio
Criteria
Top Girt A325N 16 2 54.57 2922.370.019
1.333 Bolt Shear
T3 56 Leg A325N 16 12 3808.57 5528.160.689
1.333 Bearing
Diagonal A325N 16 2 1576.32 2922.370.539
1.333 Bolt Shear
Top Girt A325N 16 2 96.48 2922.370.033
1.333 Bolt Shear
T4 52 Leg A325N 16 16 3848.33 5528.160.696
1.333 Bearing
Diagonal A325N 19 2 5423.47 4208.211.289
1.333 Bolt Shear
Horizontal A307 16 2 586.93 1391.600.422
1.333 Bolt Shear
Top Girt A325N 16 2 2468.79 5844.720.422
1.333 Bolt Shear
T5 50 Leg A325N 16 14 2871.78 5528.160.519
1.333 Bearing
Diagonal A325N 16 2 1313.40 2922.370.449
1.333 Bolt Shear
Horizontal A307 16 2 65.90 1391.600.047
1.333 Bolt Shear
Top Girt A325N 16 2 1564.40 2922.370.535
1.333 Bolt Shear
T6 45 Leg A325N 16 14 4596.84 5528.160.832
1.333 Bearing
Diagonal A325N 16 2 1610.29 2922.370.551
1.333 Bolt Shear
Horizontal A307 16 2 98.52 1391.600.071
1.333 Bolt Shear
Top Girt A325N 16 2 92.82 2922.370.032
1.333 Bolt Shear
T7 40 Leg A325N 16 20 4659.12 5844.720.797
1.333 Bolt DS
Diagonal A325N 16 2 2010.13 2922.370.688
1.333 Bolt Shear
Horizontal A307 16 2 311.86 1391.600.224
1.333 Bolt Shear
Top Girt A325N 16 2 127.73 2922.37
0.044
1.333 Bolt Shear
T8 35 Leg A325N 16 20 6416.66 5844.721.098
1.333 Bolt DS
Diagonal A325N 16 3 1788.56 5844.720.306
1.333 Bolt Shear
Horizontal A307 16 2 585.19 1391.600.421
1.333 Bolt Shear
Top Girt A325N 16 2 136.80 2922.370.047
1.333 Bolt Shear
T9 30 Leg A325N 16 20 7098.09 5844.721.214
1.333 Bolt DS
Diagonal A325N 16 2 4512.81 5844.720.772
1.333 Bolt Shear
Horizontal A307 16 2 213.81 1391.600.154
1.333 Bolt Shear
Top Girt A325N 16 2 517.67 5844.720.089
1.333 Bolt Shear
T10 25 Leg A325N 16 24 6492.41 5844.721.111
1.333 Bolt DS
Diagonal A325N 16 2 4190.73 5844.720.717
1.333 Bolt Shear
Horizontal A307 16 2 202.45 1391.60
0.145
1.333 Bolt Shear
Top Girt A325N 16 2 3395.68 5844.720.581
1.333 Bolt Shear
T11 20 Leg A325N 16 28 6128.08 5844.721.048
1.333 Bolt DS
Diagonal A325N 16 2 3989.99 5844.720.683
1.333 Bolt Shear
Horizontal A307 16 2 150.39 1391.600.108
1.333 Bolt Shear
Top Girt A325N 16 2 3451.52 5844.720.591
1.333 Bolt Shear
T12 14 Leg A325N 16 28 6504.79 5844.721.113
1.333 Bolt DS
Diagonal A325N 16 2 4895.26 5844.720.838
1.333 Bolt Shear
Horizontal A307 16 2 143.03 1391.600.103
1.333 Bolt Shear
Top Girt A325N 16 2 4094.96 5844.720.701
1.333 Bolt Shear
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
37 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
ComponentType
BoltGrade
Bolt Size
mm
Number Of
Bolts
Maximum Load per
Bolt
kg
Allowable Load
kg
Ratio Load
Allowable
Allowable Ratio
Criteria
T13 8 Leg A325N 16 28 6416.61 5844.721.098
1.333 Bolt DS
Diagonal A325N 16 2 5727.29 5844.720.980
1.333 Bolt Shear
Top Girt A325N 16 2 2734.50 2922.370.936
1.333 Bolt Shear
T14 5 Leg A325N 16 28 6508.78 5844.721.114
1.333 Bolt DS
Diagonal A325N 19 3 3723.64 4208.210.885
1.333 Bolt Shear
Top Girt A325N 16 2 129.44 2922.370.044
1.333 Bolt Shear
Compression Checks
Leg Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 66 - 60 L76x76x6 6.000 0.500 44.3
K=1.33
174 929 -7373.06 16465.77 0.448
T2 60 - 56 2L76x76x6.4 4.000 0.500 44.3
K=1.33
174 1855 -20718.34 32879.79 0.630
T3 56 - 52 2L76x76x6.4 4.000 0.500 44.3K=1.33
174 1855 -39182.32 32879.79 1.192
T4 52 - 50 2L102x102x6.4 2.213 1.107 54.8K=1.00
140 2503 -28965.06 35784.95 0.809
T5 50 - 45 3L76x76x6.4 5.000 1.250 83.1K=1.00
127 2782 -24813.23 35973.51 0.690
T6 45 - 40 3L76x76x6.4 5.000 1.250 83.1K=1.00
127 2782 -38749.73 35973.51 1.077
T7 40 - 35 4L76x76x6 5.000 1.250 39.4K=1.00
179 3716 -54472.38 67716.37 0.804
T8 35 - 30 4L76x76x6 5.000 1.250 39.4K=1.00
179 3716 -73030.66 67716.37 1.078
T9 30 - 25 L102x7.9+L102x12.7 5.011 1.253 62.6K=1.00
154 4265 -70996.75 66770.18 1.063
T10 25 - 20 L102x7.9+L102x12.7 5.011 1.253 62.6K=1.00
154 4265 -78300.04 66770.18 1.173
T11 20 - 14 L102x9.5+L127x12.7 6.014 1.503 75.7K=1.00
137 4910 -86132.68 68554.16 1.256
T12 14 - 8 2L102x102x12.7 6.014 1.503 56.8
K=0.75
160 4839 -91457.86 79134.65 1.156
T13 8 - 5 2L102x102x12.7 3.043 0.761 38.3
K=1.00
180 4839 -90611.45 88681.42 1.022
T14 5 - 0 L102x12.7+L152x12.7 5.072 1.691 67.7
K=1.00
147 6129 -91303.18 92029.38 0.992
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
38 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Diagonal Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 66 - 60 L51x51x4.8 0.781 0.682 68.1
K=1.00
147 461 -1218.77 6901.91 0.177
T2 60 - 56 L51x51x4.8 0.781 0.682 68.2
K=1.00
147 461 -2380.69 6900.37 0.345
T3 56 - 52 L51x51x4.8 0.781 0.682 68.2
K=1.00
147 461 -3152.65 6900.37 0.457
T4 52 - 50 L76x76x6.4 1.409 1.290 85.8
K=1.00
123 929 -10143.92 11646.58 0.871
T5 50 - 45 L51x51x4.8 1.582 1.520 151.9K=1.00
45 461 -2626.80 2098.77 1.252
T6 45 - 40 L64x64x4.8 1.582 1.520 120.9
K=1.00
70 582 -3220.58 4179.10 0.771
T7 40 - 35 L64x64x4.8 1.582 1.520 120.9
K=1.00
70 582 -4020.26 4180.00 0.962
T8 35 - 30 2L51x51x5 1.582 1.520 97.0
K=1.00
106 923 -5365.68 9985.29 0.537
T9 30 - 25 2L51x51x5 2.779 1.390 88.7
K=1.00
119 923 -9025.63 11170.80 0.808
T10 25 - 20 2L51x51x5 2.891 1.446 92.2
K=1.00
113 923 -8381.48 10671.90 0.785
T11 20 - 14 2L51x51x5 3.468 1.734 110.6
K=1.00
84 923 -7979.96 7913.10 1.008
T12 14 - 8 2L51x51x6 3.620 1.810 117.0K=1.00 75 1213 -9790.57 9303.27 1.052
T13 8 - 5 2L64x64x5 3.635 0.909 46.0
K=1.00
172 1161 -11454.57 20361.95 0.563
T14 5 - 0 L102x102x6.4 5.854 1.951 96.6
K=1.00
100 1252 -11170.94 12740.64 0.877
Horizontal Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T4 52 - 50 L51x51x4.8 1.270 1.168 116.7K=1.00
76 461 -1123.08 3555.47 0.316
T5 50 - 45 L51x51x4.8 1.940 0.932 93.1
K=1.00
112 461 -131.80 5272.42 0.025
T6 45 - 40 L51x51x4.8 1.940 1.864 118.9
K=1.00
73 461 -197.03 3423.49 0.058
T7 40 - 35 L51x51x4.8 1.940 1.864 118.9
K=1.00
73 461 -623.72 3424.22 0.182
T8 35 - 30 L51x51x4.8 1.940 1.864 118.9K=1.00
73 461 -1170.39 3424.22 0.342
T9 30 - 25 L51x51x4.8 2.178 1.038 103.8K=1.00
95 461 -427.62 4482.78 0.095
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
39 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
T10 25 - 20 L51x51x4.8 2.655 1.277 127.6
K=1.00
63 461 -404.91 2974.65 0.136
T11 20 - 14 L51x51x4.8 3.181 1.539 153.8
K=1.00
44 461 -300.79 2046.69 0.147
T12 14 - 8 L51x51x4.8 3.754 1.826 182.5
K=1.00
31 461 -286.06 1454.81 0.197
Top Girt Design Data (Compression)
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
T1 66 - 60 L51x51x4.8 0.600 0.524 52.3
K=1.00
165 461 -14.24 7777.75 0.002
T2 60 - 56 L51x51x4.8 0.600 0.524 52.3
K=1.00
165 461 -108.37 7777.75 0.014
T3 56 - 52 L51x51x4.8 0.600 0.524 52.4
K=1.00
165 461 -192.96 7776.71 0.025
T4 52 - 50 2L51x51x6 0.600 0.524 24.3
K=1.00
192 1213 -4937.58 23731.19 0.208
T5 50 - 45 L51x51x4.8 1.940 1.838 117.3
K=1.00
75 461 -2981.78 3521.03 0.847
T6 45 - 40 L51x51x4.8 1.940 1.864 118.9
K=1.00
73 461 -185.64 3423.49 0.054
T7 40 - 35 L51x51x4.8 1.940 1.864 118.9
K=1.00
73 461 -255.45 3423.49 0.075
T8 35 - 30 L51x51x4.8 1.940 1.864 118.9
K=1.00
73 461 -273.60 3424.22 0.080
T9 30 - 25 2L51x51x6 1.940 1.864 86.4
K=1.00
122 1213 -1035.33 15090.57 0.069
T10 25 - 20 2L51x51x6 2.417 2.315 107.4
K=1.00
89 1213 -6242.84 11046.02 0.565
T11 20 - 14 2L64x64x5 2.894 2.792 105.7
K=1.00
92 1161 -6289.24 10904.55 0.577
T12 14 - 8 2L64x64x6 3.467 3.365 126.2
K=1.00
65 1535 -7367.52 10124.32 0.728
T13 8 - 5 L102x102x6.4 4.040 3.938 124.0
K=1.00
67 1252 -4856.98 8540.15 0.569
T14 5 - 0 L76x76x6.4 4.763 2.331 98.7
K=1.00
104 929 -258.88 9806.22 0.026
Redundant Horizontal (1) Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T9 30 - 25 L38x38x3.2 0.545 0.494 65.6 150 232 -1066.16 3542.46 0.301
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
40 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
K=1.00
T10 25 - 20 L38x38x3.2 0.664 0.613 81.5
K=1.00
129 232 -1175.83 3050.35 0.385
T11 20 - 14 L38x38x3.2 0.795 0.744 98.9
K=1.00
103 232 -1293.46 2437.17 0.531
T12 14 - 8 L51x51x4.8 0.938 0.888 88.7
K=1.00
119 461 -1373.43 5584.22 0.246
T13 8 - 5 L38x38x3.2 0.595 0.545 72.4K=1.00
141 232 -1368.86 3340.34 0.410
T14 5 - 0 L38x38x3.2 0.794 0.730 97.1K=1.00
106 232 -1379.34 2506.32 0.550
Redundant Horizontal (2) Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T13 8 - 5 L44x44x3.2 1.191 1.140 129.4
K=1.00
61 272 -1368.86 1706.45 0.802
T14 5 - 0 L51x51x3.2 1.588 1.524 150.9
K=1.00
45 312 -1379.34 1440.02 0.958
Redundant Horizontal (3) Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T13 8 - 5 L51x51x3.2 1.786 1.735 171.9
K=1.00
35 312 -1368.86 1110.90 1.232
Redundant Diagonal (1) Design Data (Compression)
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
T9 30 - 25 L51x51x3.2 1.390 1.250 123.8
K=1.00
67 312 -1360.21 2140.51 0.635
T10 25 - 20 L51x51x3.2 1.446 1.329 131.6
K=1.00
59 312 -1280.12 1893.32 0.676
T11 20 - 14 L51x51x3.2 1.734 1.617 160.2
K=1.00
40 312 -1410.30 1278.76 1.103
T12 14 - 8 L51x51x4.8 1.810 1.708 170.7
K=1.00
35 461 -1324.40 1661.74 0.797
T13 8 - 5 L51x51x6.4 1.020 0.945 95.2 109 605 -1172.86 6722.83 0.174
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
41 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
K=1.00
T14 5 - 0 L51x51x6.4 1.780 1.600 161.1
K=1.00
40 605 -1546.71 2448.91 0.632
Redundant Diagonal (2) Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T13 8 - 5 L51x51x4.8 1.487 1.428 142.7K=1.00
51 461 -854.86 2377.18 0.360
T14 5 - 0 L51x51x4.8 2.177 2.098 209.7
K=1.00
23 461 -945.80 1101.61 0.859
Redundant Diagonal (3) Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T13 8 - 5 L51x51x6.4 2.023 1.968 198.2K=1.00
26 605 -781.14 1617.80 0.483
Redundant Hip (1) Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T9 30 - 25 L44x44x3.2 0.770 0.770 87.4
K=1.00
118 272 -61.82 3278.29 0.019
T10 25 - 20 L44x44x3.2 0.939 0.939 106.6K=1.00
90 272 -50.86 2510.07 0.020
T11 20 - 14 L51x51x3.2 1.124 1.124 111.4
K=1.00
82 312 -37.69 2624.89 0.014
T12 14 - 8 L51x51x4.8 1.327 1.327 132.6
K=1.00
59 461 -43.53 2754.23 0.016
T13 8 - 5 L51x51x4.8 0.842 0.842 84.1
K=1.00
125 461 -94.41 5893.84 0.016
T14 5 - 0 L51x51x4.8 1.123 1.123 112.2
K=1.00
82 461 -69.11 3848.52 0.018
Redundant Hip (2) Design Data (Compression)
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
42 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T13 8 - 5 L51x51x4.8 1.684 1.684 168.3K=1.00
36 461 -55.76 1710.46 0.033
T14 5 - 0 L51x51x4.8 2.245 2.245 224.4K=1.00
20 461 -45.73 962.13 0.048
Inner Bracing Design Data (Compression)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
Pkg
Allow.
Pa kg
Ratio
PPa
T4 52 - 50 L64x64x4.8 0.849 0.773 61.4K=1.00
155 582 -120.34 9184.98 0.013
T5 50 - 45 L64x64x6.4 2.744 2.642 211.8K=1.00
23 768 -63.25 1796.67 0.035
T9 30 - 25 L51x51x4.8 2.744 2.667 266.5K=1.00
14 461 -142.22 681.74 0.209
KL/R > 250 (C) - 375T10 25 - 20 L51x51x4.8 3.418 3.317 331.4
K=1.00
9 461 -132.43 440.97 0.300
KL/R > 250 (C) - 450
T11 20 - 14 L51x51x4.8 4.093 3.991 398.8
K=1.00
6 461 -133.42 304.50 0.438
KL/R > 250 (C) - 525
T12 14 - 8 L51x51x4.8 4.903 4.801 479.8K=1.00
4 461 -156.29 210.39 0.743
KL/R > 250 (C) - 600
T13 8 - 5 L51x51x4.8 5.713 5.612 560.8K=1.00
3 461 -103.03 154.02 0.669
KL/R > 250 (C) - 675
Tension Checks
Leg Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 66 - 60 L76x76x6 6.000 0.500 21.2 224 687 7116.55 15699.97 0.453
T2 60 - 56 2L76x76x6.4 4.000 0.500 21.2 224 1613 20652.25 36854.39 0.560
T3 56 - 52 2L76x76x6.4 4.000 0.500 21.2 224 1613 41530.38 36854.39 1.127
T4 52 - 50 2L102x102x6.4 2.213 1.107 34.9 224 2261 30786.68 51670.08 0.596
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
43 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
T5 50 - 45 3L76x76x6.4 5.000 1.250 52.9 224 2540 23408.18 58045.78 0.403
T6 45 - 40 3L76x76x6.4 5.000 1.250 52.9 224 2540 35669.06 58045.78 0.614
T7 40 - 35 4L76x76x6 5.000 1.250 39.4 224 2748 50297.96 62799.88 0.801
T8 35 - 30 4L76x76x6 5.000 1.250 39.4 224 2748 68961.03 62799.88 1.098
T9 30 - 25 L102x7.9+L102x12.7 5.011 1.253 40.1 224 3902 67396.13 89150.88 0.756
T10 25 - 20 L102x7.9+L102x12.7 5.011 1.253 40.1 224 3902 73306.90 89150.88 0.822
T11 20 - 14 L102x9.5+L127x12.7 6.014 1.503 48.5 224 4426 80059.98 101128.45 0.792
T12 14 - 8 2L102x102x12.7 6.014 1.503 48.5 224 4355 84505.19 99506.85 0.849
T13 8 - 5 2L102x102x12.7 3.043 0.761 24.6 224 4355 83087.71 99506.85 0.835
T14 5 - 0 L102x12.7+L152x12.7 5.072 1.691 43.2 224 5645 82756.59 128990.37 0.642
Diagonal Design Data (Tension)
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
T1 66 - 60 L51x51x4.8 0.781 0.682 43.5 224 278 1237.04 6350.48 0.195
T2 60 - 56 L51x51x4.8 0.781 0.682 43.5 224 278 2361.48 6350.48 0.372
T3 56 - 52 L51x51x4.8 0.781 0.682 43.5 224 278 3068.05 6350.48 0.483
T4 52 - 50 L76x76x6.4 1.409 1.290 54.6 224 591 10846.89 13502.54 0.803
T5 50 - 45 L51x51x4.8 1.582 1.520 97.0 224 278 2565.96 6350.48 0.404
T6 45 - 40 L64x64x4.8 1.582 1.520 76.9 224 368 3166.69 8418.00 0.376
T7 40 - 35 L64x64x4.8 1.582 1.520 76.9 224 368 3915.76 8418.00 0.465
T8 35 - 30 2L51x51x5 1.582 1.520 97.0 224 556 5211.19 12700.95 0.410
T9 30 - 25 2L51x51x5 2.779 1.390 88.7 224 556 8122.39 12700.95 0.640
T10 25 - 20 2L51x51x5 2.891 1.446 92.2 224 556 7981.87 12700.95 0.628
T11 20 - 14 2L51x51x5 3.468 1.734 110.6 224 556 7704.99 12700.95 0.607
T12 14 - 8 2L51x51x6 3.620 1.810 117.0 224 728 9025.13 16639.77 0.542
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
44 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
T13 8 - 5 2L64x64x5 3.635 0.909 46.0 224 735 10541.90 16791.77 0.628
T14 5 - 0 L102x102x6.4 5.854 1.951 61.5 224 833 9908.36 19030.70 0.521
Horizontal Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
Pkg
Allow.
Pa kg
Ratio
P
Pa
T4 52 - 50 L51x51x4.8 1.270 1.168 74.5 224 278 1173.86 6350.48 0.185
T5 50 - 45 L51x51x4.8 1.940 0.932 59.5 224 278 100.89 6350.48 0.016
T6 45 - 40 L51x51x4.8 1.940 1.864 118.9 224 278 126.49 6350.48 0.020
T7 40 - 35 L51x51x4.8 1.940 1.864 118.9 224 278 557.86 6350.48 0.088
T8 35 - 30 L51x51x4.8 1.940 1.864 118.9 224 278 1041.55 6350.48 0.164
T9 30 - 25 L51x51x4.8 2.178 1.038 66.3 224 278 249.33 6350.48 0.039
T10 25 - 20 L51x51x4.8 2.655 1.277 81.5 224 278 271.77 6350.48 0.043
T11 20 - 14 L51x51x4.8 3.181 1.539 98.2 224 278 128.36 6350.48 0.020
T12 14 - 8 L51x51x4.8 3.754 1.826 116.5 224 278 101.35 6350.48 0.016
Top Girt Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T1 66 - 60 L51x51x4.8 0.600 0.524 33.4 224 278 14.90 6350.48 0.002
T2 60 - 56 L51x51x4.8 0.600 0.524 33.4 224 278 109.14 6350.48 0.017
T3 56 - 52 L51x51x4.8 0.600 0.524 33.4 224 278 191.46 6350.48 0.030
T4 52 - 50 2L51x51x6 0.600 0.524 33.9 224 728 4772.79 16639.77 0.287
T5 50 - 45 L51x51x4.8 1.940 1.838 117.3 224 278 3128.79 6350.48 0.493
T6 45 - 40 L51x51x4.8 1.940 1.864 118.9 224 278 142.56 6350.48 0.022
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
45 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
ActualP
kg
Allow.Pa
kg
RatioP
Pa
T7 40 - 35 L51x51x4.8 1.940 1.864 118.9 224 278 179.60 6350.48 0.028
T8 35 - 30 L51x51x4.8 1.940 1.864 118.9 224 278 145.01 6350.48 0.023
T9 30 - 25 2L51x51x6 1.940 1.864 120.5 224 728 1014.29 16639.77 0.061
T10 25 - 20 2L51x51x6 2.417 2.315 149.7 224 728 6791.37 16639.77 0.408
T11 20 - 14 2L64x64x5 2.894 2.792 141.3 224 735 6903.04 16791.77 0.411
T12 14 - 8 2L64x64x6 3.467 3.365 172.3 224 970 8189.93 22167.93 0.369
T13 8 - 5 L102x102x6.4 4.040 3.938 124.0 224 848 5469.01 19376.20 0.282
T14 5 - 0 L76x76x6.4 4.763 2.331 98.7 224 606 54.13 13848.04 0.004
Redundant Horizontal (1) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T9 30 - 25 L38x38x3.2 0.545 0.494 41.8 207 232 1066.16 4890.32 0.218
T10 25 - 20 L38x38x3.2 0.664 0.613 51.9 207 232 1175.83 4890.32 0.240
T11 20 - 14 L38x38x3.2 0.795 0.744 63.0 207 232 1293.46 4890.32 0.264
T12 14 - 8 L51x51x4.8 0.938 0.888 56.6 207 461 1373.43 9729.56 0.141
T13 8 - 5 L38x38x3.2 0.595 0.545 46.1 207 232 1368.86 4890.32 0.280
T14 5 - 0 L38x38x3.2 0.794 0.730 61.8 207 232 1379.34 4890.32 0.282
Redundant Horizontal (2) Design Data (Tension)Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T13 8 - 5 L44x44x3.2 1.191 1.140 82.2 207 272 1368.86 5740.80 0.238
T14 5 - 0 L51x51x3.2 1.588 1.524 95.8 207 312 1379.34 6591.29 0.209
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
46 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Redundant Horizontal (3) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T13 8 - 5 L51x51x3.2 1.786 1.735 109.1 207 312 1368.86 6591.29 0.208
Redundant Diagonal (1) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
Pkg
Allow.
Pa kg
Ratio
PPa
T9 30 - 25 L51x51x3.2 1.390 1.250 78.6 207 312 1360.21 6591.29 0.206
T10 25 - 20 L51x51x3.2 1.446 1.329 83.6 207 312 1280.12 6591.29 0.194
T11 20 - 14 L51x51x3.2 1.734 1.617 101.7 207 312 1410.30 6591.29 0.214
T12 14 - 8 L51x51x4.8 1.810 1.708 109.0 207 461 1324.40 9729.56 0.136
T13 8 - 5 L51x51x6.4 1.020 0.945 61.1 207 605 1172.86 12764.09 0.092
T14 5 - 0 L51x51x6.4 1.780 1.600 103.4 207 605 1546.71 12764.09 0.121
Redundant Diagonal (2) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T13 8 - 5 L51x51x4.8 1.487 1.428 91.1 207 461 854.86 9729.56 0.088
T14 5 - 0 L51x51x4.8 2.177 2.098 133.9 207 461 945.80 9729.56 0.097
Redundant Diagonal (3) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T13 8 - 5 L51x51x6.4 2.023 1.968 127.2 207 605 781.14 12764.09 0.061
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
47 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Redundant Hip (1) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T9 30 - 25 L44x44x3.2 0.770 0.770 55.6 207 272 31.58 5740.80 0.006
T10 25 - 20 L44x44x3.2 0.939 0.939 67.7 207 272 27.28 5740.80 0.005
T11 20 - 14 L51x51x3.2 1.124 1.124 70.7 207 312 16.82 6591.29 0.003
T12 14 - 8 L51x51x4.8 1.327 1.327 84.7 207 461 16.03 9729.56 0.002
T13 8 - 5 L51x51x4.8 0.842 0.842 53.7 207 461 71.68 9729.56 0.007
T14 5 - 0 L51x51x4.8 1.123 1.123 71.6 207 461 52.47 9729.56 0.005
Redundant Hip (2) Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T13 8 - 5 L51x51x4.8 1.684 1.684 107.5 207 461 33.09 9729.56 0.003
T14 5 - 0 L51x51x4.8 2.245 2.245 143.3 207 461 20.18 9729.56 0.002
Inner Bracing Design Data (Tension)
Section
No.
Elevation
m
Size L
m
Lu
m
Kl/r F a
MPa
A
mm2
Actual
P
kg
Allow.
Pa
kg
Ratio
P
Pa
T4 52 - 50 L64x64x4.8 0.849 0.773 39.1 207 582 104.74 12274.21 0.009
T5 50 - 45 L64x64x6.4 2.744 2.642 135.2 207 768 187.01 16193.25 0.012
T9 30 - 25 L51x51x4.8 2.744 2.667 170.2 207 461 146.94 9729.56 0.015
T10 25 - 20 L51x51x4.8 3.418 3.317 211.6 207 461 132.43 9729.56 0.014
T11 20 - 14 L51x51x4.8 4.093 3.991 254.7 207 461 105.64 9729.56 0.011*
T12 14 - 8 L51x51x4.8 4.903 4.801 306.4 207 461 156.29 9729.56 0.016
T13 8 - 5 L51x51x4.8 5.713 5.612 358.1 207 461 147.13 9729.56 0.015
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
48 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
*
DL controls
Section Capacity Table
Section
No.
Elevation
m
Component
Type
Size Critical
Element
P
kg
SF*Pallow
kg
%
Capacity
Pass
Fail
T1 66 - 60 Leg L76x76x6 1 7116.55 20928.06 34.0 PassDiagonal L51x51x4.8 9 1237.04 8465.18 14.6
15.9 (b)
Pass
Top Girt L51x51x4.8 5 14.90 8465.18 0.2
0.2 (b)
Pass
T2 60 - 56 Leg 2L76x76x6.4 59 -20718.34 43828.75 47.3 Pass
Diagonal L51x51x4.8 68 2361.48 8465.18 27.9
30.6 (b)
Pass
Top Girt L51x51x4.8 62 109.14 8465.18 1.31.4 (b)
Pass
T3 56 - 52 Leg 2L76x76x6.4 99 -39182.32 43828.75 89.4 PassDiagonal L51x51x4.8 112 3068.05 8465.18 36.2
40.5 (b)
Pass
Top Girt L51x51x4.8 101 191.46 8465.18 2.3
2.5 (b)
Pass
T4 52 - 50 Leg 2L102x102x6.4 139 -28965.06 47701.34 60.7 Pass
Diagonal L76x76x6.4 161 -10143.92 15524.89 65.3
96.7 (b)
Pass
Horizontal L51x51x4.8 155 -1123.08 4739.44 23.7
31.6 (b)
Pass
Top Girt 2L51x51x6 143 4772.79 22180.81 21.5
31.7 (b)
Pass
Inner Bracing L64x64x4.8 142 -120.34 12243.57 1.0 Pass
T5 50 - 45 Leg 3L76x76x6.4 169 -24813.23 47952.69 51.7 Pass
Diagonal L51x51x4.8 187 -2626.80 2797.66 93.9 PassHorizontal L51x51x4.8 202 -131.80 7028.14 1.93.6 (b)
Pass
Top Girt L51x51x4.8 175 -2981.78 4693.53 63.5 Pass
Inner Bracing L64x64x6.4 171 -63.25 2394.96 2.6 Pass
T6 45 - 40 Leg 3L76x76x6.4 229 -38749.73 47952.69 80.8 PassDiagonal L64x64x4.8 237 -3220.58 5570.74 57.8 Pass
Horizontal L51x51x4.8 235 -197.03 4563.51 4.3
5.3 (b)
Pass
Top Girt L51x51x4.8 233 -185.64 4563.51 4.1 PassT7 40 - 35 Leg 4L76x76x6 277 -54472.38 90265.92 60.3 Pass
Diagonal L64x64x4.8 285 -4020.26 5571.93 72.2 Pass
Horizontal L51x51x4.8 283 -623.72 4564.49 13.7
16.8 (b)
Pass
Top Girt L51x51x4.8 281 -255.45 4563.51 5.6 PassT8 35 - 30 Leg 4L76x76x6 323 68961.03 83712.24 82.4 Pass
Diagonal 2L51x51x5 341 -5365.68 13310.40 40.3 Pass
Horizontal L51x51x4.8 340 -1170.39 4564.49 25.631.5 (b)
Pass
Top Girt L51x51x4.8 329 -273.60 4564.49 6.0 Pass
T9 30 - 25 Leg L102x7.9+L102x12.7 373 -70996.75 89004.64 79.891.1 (b)
Pass
Diagonal 2L51x51x5 397 -9025.63 14890.68 60.6 Pass
Horizontal L51x51x4.8 381 -427.62 5975.55 7.2
11.5 (b)
Pass
Top Girt 2L51x51x6 377 -1035.33 20115.73 5.1
6.6 (b)
Pass
Redund Horz 1
Bracing
L38x38x3.2 393 -1066.16 4722.10 22.6 Pass
Redund Diag 1Bracing
L51x51x3.2 429 -1360.21 2853.30 47.7 Pass
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
49 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Size Critical Element
Pkg
SF*Pallow
kg%
CapacityPassFail
Redund Hip 1
Bracing
L44x44x3.2 445 -61.82 4369.97 1.4 Pass
Inner Bracing L51x51x4.8 375 -142.22 908.75 15.6 Pass
T10 25 - 20 Leg L102x7.9+L102x12.7 448 -78300.04 89004.64 88.0 PassDiagonal 2L51x51x5 472 -8381.48 14225.64 58.9 Pass
Horizontal L51x51x4.8 456 -404.91 3965.20 10.2
10.9 (b)
Pass
Top Girt 2L51x51x6 452 -6242.84 14724.35 42.443.6 (b)
Pass
Redund Horz 1
Bracing
L38x38x3.2 473 -1175.83 4066.11 28.9 Pass
Redund Diag 1Bracing
L51x51x3.2 504 -1280.12 2523.79 50.7 Pass
Redund Hip 1
Bracing
L44x44x3.2 520 -50.86 3345.93 1.5 Pass
Inner Bracing L51x51x4.8 451 -132.43 587.81 22.5 Pass
T11 20 - 14 Leg L102x9.5+L127x12.7 523 -86132.68 91382.69 94.3 Pass
Diagonal 2L51x51x5 547 -7979.96 10548.17 75.7 PassHorizontal L51x51x4.8 531 -300.79 2728.23 11.0 Pass
Top Girt 2L64x64x5 527 -6289.24 14535.76 43.3
44.3 (b)
Pass
Redund Horz 1
Bracing
L38x38x3.2 548 -1293.46 3248.75 39.8 Pass
Redund Diag 1
Bracing
L51x51x3.2 579 -1410.30 1704.59 82.7 Pass
Redund Hip 1
Bracing
L51x51x3.2 595 -37.69 3498.97 1.1 Pass
Inner Bracing L51x51x4.8 525 -133.42 405.90 32.9 Pass
T12 14 - 8 Leg 2L102x102x12.7 598 -91457.86 105486.49 86.7 Pass
Diagonal 2L51x51x6 622 -9790.57 12401.26 78.9 Pass
Horizontal L51x51x4.8 606 -286.06 1939.26 14.8 Pass
Top Girt 2L64x64x6 602 -7367.52 13495.72 54.6 PassRedund Horz 1
BracingL51x51x4.8 653 -1373.43 7443.77 18.5 Pass
Redund Diag 1
Bracing
L51x51x4.8 654 -1324.40 2215.09 59.8 Pass
Redund Hip 1Bracing
L51x51x4.8 670 -43.53 3671.38 1.2 Pass
Inner Bracing L51x51x4.8 600 -156.29 280.46 55.7 Pass
T13 8 - 5 Leg 2L102x102x12.7 673 -90611.45 118212.32 76.7
82.4 (b)
Pass
Diagonal 2L64x64x5 738 10541.90 22383.43 47.173.5 (b)
Pass
Top Girt L102x102x6.4 677 -4856.98 11384.02 42.7
70.2 (b)
Pass
Redund Horz 1Bracing
L38x38x3.2 705 -1368.86 4452.67 30.7 Pass
Redund Horz 2
Bracing
L44x44x3.2 706 -1368.86 2274.69 60.2 Pass
Redund Horz 3
Bracing
L51x51x3.2 718 -1368.86 1480.83 92.4 Pass
Redund Diag 1Bracing
L51x51x6.4 707 -1172.86 8961.53 13.1 Pass
Redund Diag 2
Bracing
L51x51x4.8 709 -854.86 3168.78 27.0 Pass
Redund Diag 3
Bracing
L51x51x6.4 710 -781.14 2156.52 36.2 Pass
Redund Hip 1
Bracing
L51x51x4.8 747 -94.41 7856.49 1.2 Pass
Redund Hip 2
Bracing
L51x51x4.8 729 -55.76 2280.04 2.4 Pass
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
50 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Size Critical Element
Pkg
SF*Pallow
kg%
CapacityPassFail
Inner Bracing L51x51x4.8 675 -103.03 205.31 50.2 Pass
T14 5 - 0 Leg L102x12.7+L152x12.7 756 -91303.18 122675.16 74.4
83.5 (b)
Pass
Diagonal L102x102x6.4 785 -11170.94 16983.28 65.866.4 (b)
Pass
Top Girt L76x76x6.4 681 -258.88 13071.69 2.0
3.3 (b)
Pass
Redund Horz 1Bracing
L38x38x3.2 774 -1379.34 3340.93 41.3 Pass
Redund Horz 2
Bracing
L51x51x3.2 775 -1379.34 1919.55 71.9 Pass
Redund Diag 1Bracing
L51x51x6.4 783 -1546.71 3264.40 47.4 Pass
Redund Diag 2
Bracing
L51x51x4.8 777 -945.80 1468.44 64.4 Pass
Redund Hip 1
Bracing
L51x51x4.8 804 -69.11 5130.08 1.3 Pass
Redund Hip 2Bracing
L51x51x4.8 791 -45.73 1282.52 3.6 Pass
Summary
Leg (T11) 94.3 Pass
Diagonal
(T4)
96.7 Pass
Horizontal
(T4)
31.6 Pass
Top Girt
(T13)
70.2 Pass
Redund
Horz 1
Bracing
(T14)
41.3 Pass
RedundHorz 2Bracing
(T14)
71.9 Pass
Redund
Horz 3Bracing
(T13)
92.4 Pass
Redund
Diag 1
Bracing(T11)
82.7 Pass
Redund
Diag 2
Bracing(T14)
64.4 Pass
RedundDiag 3
Bracing
(T13)
36.2 Pass
Redund Hip1 Bracing
(T10)
1.5 Pass
Redund Hip
2 Bracing
(T14)
3.6 Pass
Inner
Bracing
(T12)
55.7 Pass
Bolt Checks 96.7 Pass
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R R I I SS A AT T o owwee r r Job
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVAHIPOTESIS 2
Page
51 of 51
Carrera 124 No 17 - 98
Project
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date
11:06:48 01/22/11
Bogotá - Colombia
Phone: (57-1) 547 07 90
FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIADesigned by
Ing Jaime Gutierrez C.
Section No.
Elevationm
ComponentType
Size Critical Element
Pkg
SF*Pallow
kg%
CapacityPassFail
RATING = 96.7 Pass
Program Version 5.3.1.0 - 1/16/2009 File:C:/Proyectos 2010/Instatel Evaluaciones Estructural/05 Calatrava TCSV 60 m/Risa Tower Hipotesis 2/TCSV 66 M
Calatrava Hipotesis 2.eri
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CIMENTACION
ESTACION: CALATRAVA
HIPOTESIS 2
TORRE CUADRADA DE 60 +6 M
SECCION VARIABLE
Enero 22 de 2011
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Foundation
Tower HIPOTESIS 2
CLIENTE: RTVC - TELEFONICA TELECOM E.B. CALATRAVA
ESTRUCTURA: Fecha: Enero 22 de 2011
CONDICION: SITIO: LOCALIDAD DE SUBA CIUDAD: BOGOTA D. C. Diseño: Ing. J. G. C.
ITEM SIMBOLO UNIDAD APOYO 1 APOYO 2 APOYO 3 APOYO 4 RESULTANTE
A B C D CIMENTAC.
ACCIONES EN APOYOS (CARGAS DE TRABAJO)
Accion Vert. Z Fz kg 62155 94889 62510 -48391 171163
Accion Hor. X Fx kg 11034 -12901 -11130 -11130 -24127
Accion Hor. Y Fy kg 5857 12924 -10884 10716 18613
ACCIONES EN APOYOS (CARGAS DE DISEÑO)
Accion Vert. Z Fuz kg 87017 132844,6 87514 -64360,03 243015,57
Accion Hor. X Fux kg 15447,6 -18061,4 -15582 -14802,9 -32998,7
Accion Hor. Y Fuy kg 8199,8 18093,6 -15237,6 14252,28 25308,08
COORDENADAS DE APOYOSCoordenada X X m -2,985 -2,985 2,985 2,985
Coordenada Y Y m -2,985 2,985 2,985 -2,985
Coordenada Z Z m 0,000 0,000 0,000 0,000
ACCIONES TOTALES EN APOYOS (CARGAS DE TRABAJO)
Accion Total Vert. Z Fz kg 171163
Accion Total Hor. X Fx kg -24127
Accion Total Hor. Y Fy kg 18613
Momento resp. Y My kg-m -587172
Momento resp. X Mx kg-m -102350
COORDENADAS DE C.G. DE ACCIONES TOTALES EN APOYOS (CARGAS DE TRABAJO)
Coordenada C.G. X Xcg m -3,43
Coordenada C.G.Y Ycg m -0,60
Coordenada C.G. Z Zcg m 0,00
ACCIONES TOTALES EN APOYOS (CARGAS DE DISEÑO)
Accion Total Vert. Z Fz kg 243015,57
Accion Total Hor. X Fx kg -32998,7
Accion Total Hor. Y Fy kg 25308,08
Momento resp. Y My kg-m -780939
CIMENTACION TORRE EN PLACA
TORRE CUADRADA 60 M SECCION VARIABLE
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Foundation
Tower HIPOTESIS 2
CLIENTE: RTVC - TELEFONICA TELECOM E.B. CALATRAVA
ESTRUCTURA: Fecha: Enero 22 de 2011
CONDICION: SITIO: LOCALIDAD DE SUBA CIUDAD: BOGOTA D. C. Diseño: Ing. J. G. C.
CIMENTACION TORRE EN PLACA
TORRE CUADRADA 60 M SECCION VARIABLE
Momento resp. X Mx kg-m -136125
COORDENADAS DE C.G. DE ACCIONES TOTAL ES EN APOYOS (CARGAS DE DISEÑO)
Coordenada C.G. X Xcg m -3,21
Coordenada C.G.Y Ycg m -0,56
Coordenada C.G. Z Zcg m 0,00
CARACTERISTICAS DE LOS MATERIALES
Capac. portante suelo So kg/cm2 3,25
Esf. admisible suelo Sa kg/cm2 4,32
Peso unitario suelo Gs kg/m3 1600
Angulo cono β º 24
K pasivo Kp 2,37
K activo Ka 0,35
K efectivo Ke 2,02
Peso unitario concreto Gc kg/m3 2400
Resist. compr. Concreto f'c kg/cm2 210
Esf. fluencia acero fy kg/cm2 4200
GEOMETRIA DE LA CIMENTACION
Lado de Placa A m2 7,20
Area de la placa Ab m2 51,84
Espesor de la placa s m 0,40
Mod. secc. placa Y Zy (min) m3 62,208
Mod. secc. placa X Zx (min) m3 62,208
Dist. X (borde al C.G.) cx (min) m 3,600
Dist. Y(borde al C.G.) cy (min) m 3,600
Lado del pedestal B m 0,27
Alt. enterr. pedestal H2 m 2,80
Alt. superf. Pedestal H3 m 0,20
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Foundation
Tower HIPOTESIS 2
CLIENTE: RTVC - TELEFONICA TELECOM E.B. CALATRAVA
ESTRUCTURA: Fecha: Enero 22 de 2011
CONDICION: SITIO: LOCALIDAD DE SUBA CIUDAD: BOGOTA D. C. Diseño: Ing. J. G. C.
CIMENTACION TORRE EN PLACA
TORRE CUADRADA 60 M SECCION VARIABLE
Alt. total pedestal Hp m 3,00
Alt. total cimiento H1 m 3,40
Recubr. Concreto d' m 0,075
Alt. efect. placa concret. d m 0,325
VOLUMENES Y PESOS CIMIENTO
Volumen placa cimiento Vz m3 20,736
Volumen pedestales Vp m3 3,50
Volumen de concreto Vc m3 24,24
Peso concreto cimiento Wc kg 58164
Volumen suelo superp. Vs m3 144,54
Peso suelo superp. Ws kg 231263,424
ESFUERZOS ACTUANTES SOBRE EL TERRENO (CARGAS DE TRABAJO)
Carga compr. en base Pb kg 460591
Alt. acc. pas. suelo X hx m 2,80
Accion pasiva suelo X Rpx kg 10268,26
Alt. acc. pas. suelo Y hx m 2,80
Accion pasiva suelo Y Rpy kg 10268,26
Momento Y en base Mby kg-m 655513
Momento X en base Mbx kg-m 151943
Esf. parciales en suelo Sp kg/m2 8885
" Sx kg/m2 10537
" Sy kg/m2 2443
" Ss kg/m2 4461
Esfuerzos sobre suelo S1 kg/m2 17404
" S2 kg/m2 12519
" S3 kg/m2 -366
" S4 kg/m2 -8556
Verificacion capacidad portante del suelo OK
VERIFICACION AL VOLCAMIENTO
Momento volcamiento Y Mvy kg-m 655513
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Foundation
Tower HIPOTESIS 2
CLIENTE: RTVC - TELEFONICA TELECOM E.B. CALATRAVA
ESTRUCTURA: Fecha: Enero 22 de 2011
CONDICION: SITIO: LOCALIDAD DE SUBA CIUDAD: BOGOTA D. C. Diseño: Ing. J. G. C.
CIMENTACION TORRE EN PLACA
TORRE CUADRADA 60 M SECCION VARIABLE
Momento volcamiento X Mvx kg-m 151943
Momento volcam. Total Mvt kg-m 672892
Dist. Borde volc. Total ct m 5,09
Momento restaurador Mr kg-m 2344946
F.S. al volcamiento F.S.v 2,32
Verificacion al volcamiento OK
REFUERZO PLACA
Ref. Infer. (malla) Varilla # 4 4
Ref. Super. (malla) Varilla # 4 4
REFUERZO PEDESTAL
Ref. Long 24 # 7
Flejes Varilla #4 c/ 15 cm
ρo de las tablas 0,0050
ρmin 0,01
ρot mayor (ρo, ρmin) 0,0100
As1 m² 72,90
CALCULO DEL PEDESTAL
As cm² 72,90
Varilla No. 8
Area varilla Av cm25,07
Número de varilla n As/Av 16
# varilla A # W
2 2
0,253 0,71 3 0,559
4 1,27 4 0,994
5 1,98 5 1,552
6 2,85 6 2,235
7 3,87 7 3,06
8 5,07 8 3,973
RESUMEN DE CIMENTACION
Cap. portante suel σ Kg/cm23,25
Lado zapata L m 7,20
ESTUDIO DE SUELOS POR: CONCRESUELOS INGENIERIA
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Foundation
Tower HIPOTESIS 2
CLIENTE: RTVC - TELEFONICA TELECOM E.B. CALATRAVA
ESTRUCTURA: Fecha: Enero 22 de 2011
CONDICION: SITIO: LOCALIDAD DE SUBA CIUDAD: BOGOTA D. C. Diseño: Ing. J. G. C.
CIMENTACION TORRE EN PLACA
TORRE CUADRADA 60 M SECCION VARIABLE
Lado pedestal B m 0,54
Espesor zapata s m 0,40
Profundidad zapat H m 3,20
Alt. ped. sobre su H3 m 0,20
# # Var.en octavos 8
a m 3,20
b m 0,46
Long. 1 m 4,11
a w Kg Peso Unit.Var. 3,973
Ref.Vert. n Cant.Var/Pede 16
Cant.Varillas 64
Pedestales 4 peso/pedest 261,39
Peso 1 Kg 1045,57
# # Estr.en octavo 3c 0,41 c m 0,39
0,10 d m 0,10
0,61 Long. 2 m 1,76
0,559 w Kg Peso Unit.Var. 0,559
6 138 n Cant.Var/Pedes 23
552 Cant.Varillas 92
46,90 Pedestales 4 peso/pedest 22,60
187,61 Peso 2 Kg 90,41
# # Var.en octavos 4
e m 7,10
f m 0,15
Ref. Infer. Long. 3 m 7,40
malla cuadrada w Kg Peso Unit.Var. 0,994n Cant.Varillas 110
Peso 3 Kg 808,68
# # Var.en octavos 4
g m 7,10
h m 0,15
Long. 4 m 7,40
Ref. Sup. w Kg Peso Unit.Var. 0,994
malla cuadrada n Cant.Varillas 110
Peso 4 Kg 808,68
Gancho
RESUMEN DE REFUERZOS CIMENTACION TORRE
d
c
c
ef
h
b
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Foundation
Tower HIPOTESIS 2
CLIENTE: RTVC - TELEFONICA TELECOM E.B. CALATRAVA
ESTRUCTURA: Fecha: Enero 22 de 2011
CONDICION: SITIO: LOCALIDAD DE SUBA CIUDAD: BOGOTA D. C. Diseño: Ing. J. G. C.
CIMENTACION TORRE EN PLACA
TORRE CUADRADA 60 M SECCION VARIABLE
Excavación Ve m³ 199,07
Relleno Vr m³ 177,51
Concreto Vc m³ 24,24
Acero Refuerzo Peso Total Kg 2940,94
Concreto limpieza m³ 5,18
PERNOS DE ANCLAJE
L= 7,20 m
s= 0,40 m
B= 0,54 m
H= 3,20 m
H H2 B Hp H1 H1= 3,4 m
H2= 2,80 m
H3= 0,20 m
Hp= 3,00 m
s
Solado 0,1
DIMENSIONES DE LA ZAPATA
H3
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Foundation
Tower HIPOTESIS 2
CLIENTE: RTVC - TELEFONICA TELECOM E.B. CALATRAVA
ESTRUCTURA: Fecha: Enero 22 de 2011
CONDICION: SITIO: LOCALIDAD DE SUBA CIUDAD: BOGOTA D. C. Diseño: Ing. J. G. C.
CIMENTACION TORRE EN PLACA
TORRE CUADRADA 60 M SECCION VARIABLE
L
A= 51,84 m2
b Pter 0,22
FLEXION W= 1,08 t/m
L= 5,97 m
d Mu= 617,18 t-cm
b= 40 cm
d= 50 cm
K= 0,00617
ro= 0,00330
As= 6,60 cm²
colocar 3# 6
CORTANTE
V= 3,231 t
vu= 2,585 kg/cm²
Ø vc= 6,350 kg/cm²
No requiere Refuerzo a cortante
colocar E Ø 3/8" cada 15 cm
CALCULO DE VIGA DE AMARRE
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Foundation
Tower HIPOTESIS 2
CLIENTE: RTVC - TELEFONICA TELECOM E.B. CALATRAVA
ESTRUCTURA: Fecha: Enero 22 de 2011
CONDICION: SITIO: LOCALIDAD DE SUBA CIUDAD: BOGOTA D. C. Diseño: Ing. J. G. C.
CIMENTACION TORRE EN PLACA
TORRE CUADRADA 60 M SECCION VARIABLE
# # Estr.en octavo 3
b m 0,30
c m 0,40
d m 0,10
Long. 5 m 1,60
w Kg Peso Unit.Var. 0,559
n Cant.Var/Viga 38
Cant.Varillas 152
Vigas 4 peso/Viga 33,94
Peso 5 Kg 135,78
# # Var.en octavos 6
e m 5,70
f m 0,15
Ref. Infer. Long. 6 m 6,00
w Kg Peso Unit.Var. 2,235
n Cant.Varillas 12
Peso 6 Kg 160,92
# # Var.en octavos 6
g m 5,70
h m 0,15
Long. 7 m 6,00
Ref. Sup. w Kg Peso Unit.Var. 2,235
n Cant.Varillas 12
Peso 7 Kg 160,92
Concreto Viga 4,34
Acero de Refuerzo 457,62
Excavación Ve m³ 199,07
Relleno Vr m³ 173,17
Concreto Vc m³ 28,58
Acero Refuerzo Peso Total Kg 3398,56
Concreto limpieza m³ 5,18
RESUMEN DE REFUERZOS VIGA DE AMARRE
CANTIDADES TOTALES
d
b
c
e
f
h
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