ESTACION : CALATRAVA
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 www.instatelcolombia.com.co
Instatel Colombia C.I Ltda. NIT 900.006.360-9 PBX: (571) 547 0790 Bogotá - Colombia
ESPECIFICACION GENERAL INTRODUCCIÓN En el éste documento se describe la memoria de la evaluación estructural de la torre auto soportada cuadrada de sección variable con una altura de 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 básicos para el análisis y el diseño, evaluación de cargas, y por último el listado de datos de entrada y de salida del programa RISA Tower. La evaluación estructural fue realiza de acuerdo con los datos de campo levantados en la estación base CALTRAVA, cualquier cambio de cargas a la estructura, genera un estudio diferente. La torre en estudio tiene instaladas antenas para la transmisión de señal de televisión. DESCRIPCIÓN DE LA ESTRUCTURA EXISTENTE La torre actual está conformada por una estructura tronco piramidal de base cuadrada y sección variable. 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 continua reduciendo su sección con una pendiente constante hasta la altura de 30 m, donde la sección transversal es de 1.94 m entre ejes. A partir de esta altura, la torre continúa con sección constante de 1.94 m hasta la altura de 50 m, altura a partir de la cual comienza una transición tronco piramidal de 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 descanso Nivel +14.00 m Nivel + 25.00 m Nivel + 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 de 0.35 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 la estructura actualmente, se le realiza la evaluación estructural en un análisis para una velocidad de viento de diseño de 120 kph. De acuerdo con la hipótesis 1, (estado Actual) las cargas de la torre estan de la siguiente manera: UBICACIÓN CANT.
TIPO DE ANTENA
CARA A
2
CARA B
2
CARA C
2
CARA D
2
CARA A
6
CARA B
6
CARA D
6
CARA A
4
ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA PANEL FM - KATHREIN
CARA B
2
CARA C
DIMENSIONES
NIVEL
1.80m X 1.90 M
Entre + 60.00m 62.00m Entre + 60.00m 62.00m Entre + 60.00m 62.00m Entre + 60.00m 62.00m Entre + 54.00m 60.00m Entre + 54.00m 60.00m Entre + 54.00m 60.00m Entre + 42 m y 50 m
ANTENA PANEL FM - KATHREIN
1.80m X 1.90 M
Entre + 46 m y 50 m
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
CARA D
1
ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA PARABOLICA MW
CARA D
1
CARA A
0.48mX0.98m 0.48mX0.98m 0.48mX0.98m 0.48mX0.98m 0.48mX0.98m 0.48mX0.98m 0.48mX0.98m
y y y y y y y
Diametro de 2.00 m
Entre + 38.80 m y 41.80 m Nivel +35.00 m
ANTENA PARABOLICA MW
Diametro de 2.70 m
Nivel +31.80 m
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 A
1
ANTENA PARABOLICA MW
Diametro de 2.40 m
Nivel +19.00 m
CARA A
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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0.48mX0.98m
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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 del reforzamiento 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
CARA A
2
CARA B
2
CARA C
2
CARA D
2
CARA A
6
CARA B
6
CARA D
6
CARA A
4
ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA PANEL FM - KATHREIN
CARA B
2
CARA C
DIMENSIONES
NIVEL
1.80m X 1.90 M
Entre + 60.00m 62.00m Entre + 60.00m 62.00m Entre + 60.00m 62.00m Entre + 60.00m 62.00m Entre + 54.00m 60.00m Entre + 54.00m 60.00m Entre + 54.00m 60.00m Entre + 42 m y 50 m
ANTENA PANEL FM - KATHREIN
1.80m X 1.90 M
Entre + 46 m y 50 m
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
CARA D
1
ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA PARABOLICA MW
CARA D
1
CARA A
0.48mX0.98m 0.48mX0.98m 0.48mX0.98m 0.48mX0.98m 0.48mX0.98m 0.48mX0.98m 0.48mX0.98m
y y y y y y y
Diametro de 2.00 m
Entre + 38.80 m y 41.80 m Nivel +35.00 m
ANTENA PARABOLICA MW
Diametro de 2.70 m
Nivel +31.80 m
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 A
1
ANTENA PARABOLICA MW
Diametro de 2.40 m
Nivel +19.00 m
CARA A
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
0.48mX0.98m
HIPOTESIS 2 (CARGAS ADICIONALES FUTURAS) En esta hipótesis se analizara la torre considerando todas las antenas y equipos existentes e instalados en ella, se debe montar una sección nueva de torre en la punta de la torre de 6 metros, a fin de montar 16 antenas, con una distribución (4-4-4-4) (cuatro antenas en cada cara) banda UHF digital. (futuro) www.instatelcolombia.com.co
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Con los requerimientos anteriores se realizara los cálculos de la torre el cual quedan sus cargas de la siguiente manera. HIPOTESIS 2 UBICACIÓN CANT.
TIPO DE ANTENA
CARA A
2
CARA B
2
CARA C
2
CARA D
2
CARA A
6
CARA B
6
CARA D
6
CARA A
4
ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA PANEL FM - KATHREIN
CARA B
2
CARA C
DIMENSIONES
NIVEL
1.80m X 1.90 M
Entre + 60.00m 62.00m Entre + 60.00m 62.00m Entre + 60.00m 62.00m Entre + 60.00m 62.00m Entre + 54.00m 60.00m Entre + 54.00m 60.00m Entre + 54.00m 60.00m Entre + 42 m y 50 m
ANTENA PANEL FM - KATHREIN
1.80m X 1.90 M
Entre + 46 m y 50 m
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
CARA D
1
ANTENA BANDA UHF DIGITAL TIPO PANEL ANTENA PARABOLICA MW
CARA D
1
CARA A
0.48mX0.98m 0.48mX0.98m 0.48mX0.98m 0.48mX0.98m 0.48mX0.98m 0.48mX0.98m 0.48mX0.98m
y y y y y y y
Diametro de 2.00 m
Entre + 38.80 m y 41.80 m Nivel +35.00 m
ANTENA PARABOLICA MW
Diametro de 2.70 m
Nivel +31.80 m
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 A
1
ANTENA PARABOLICA MW
Diametro de 2.40 m
Nivel +19.00 m
CARA A
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
0.48mX0.98m
CARGAS FUTURAS CARA A
4
RYMSA UHF/AT 15-250 TIPO PANEL
0.48mX0.98m
CARA B
4
RYMSA UHF/AT 15-250 TIPO PANEL
0.48mX0.98m
CARA C
4
RYMSA UHF/AT 15-250 TIPO PANEL
0.48mX0.98m
CARA D
4
RYMSA UHF/AT 15-250 TIPO PANEL
0.48mX0.98m
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Entre + 66.00m Entre + 66.00m Entre + 66.00m Entre + 66.00m
62.00m
y
62.00m
y
62.00m
y
62.00m
y
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ESPECIFICACIONES TECNICAS MATERIALES Para la evaluación de la torre se tuvieron en cuenta los siguientes materiales: Perfiles Acero ASTM A-36 A-572 GR50 Platinas Acero ASTM A-36 A-572 GR50 Tornillos ASTM A 394 T-0 NORMAS AISC 2010 ASCE, report 52 EIA/TIA Standard, EIA/TIA-222-F (1996) ANSI/ASCE 10-90 (1991) ACI 318 – 08 NSR-98 (1998) CARGAS SOBRE LA TORRE CARGAS DE VIENTO Las cargas de viento sobre la estructura fueron evaluadas y aplicadas como fuerzas horizontales concentradas en los nudos superiores e inferiores de cada una de las secciones en que se halla dividida la estructura, las cuales fueron determinadas por el diseñador. El cálculo de las cargas de viento lo realiza el software Risa Tower siguiendo la metodología establecida por la Norma TIA/EIA222-F (Structural Standard for Steel Antenna Towwers and Antenna Supporting Structures1), para lo cual, el diseñador alimenta el programa con los datos de velocidad de viento de diseño, velocidad de viento de operación, tipo de estructura, categoría de la topografía y categoría de exposición. CARGAS DE VIENTO SEBRE ANTENAS Para el cálculo de las cargas de viento sobre antenas y accesorios, es necesario alimentar el programa con la información del tipo y dimensiones de la antena o accesorio y la altura a la que van a estar ubicados para que éste realice los cálculos y aplique las cargas de acuerdo al procedimiento de la norma2. Para el caso de estudio, se utilizó una velocidad de viento de de diseño de 120km/h y una velocidad de operación de 60 km/h. Los coeficientes de forma varían con el ángulo de incidencia del viento sobre la antena y se evalúan con base en los valores máximos indicados en los manuales Parabolic Antennas Andrew y Allen 1 2
Telecomunications Industry Association, TIA/EIA-222-F (revisión de la EIA/TIA- 222-F), Arlington, 1996 RISA Tecnologies, RISA Tower General Reference, Foothill Ranch, California, 2010
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Telecom Group3. Para propósitos de estas memorias, se supuso que la antena está siempre orientada de tal forma que produce la mayor carga y mayor torsión sobre la estructura. A partir de ensayos en túnel de viento realizados a sus antenas, la firma Andrew propone descomponer las acciones del viento en dos fuerzas y un momento como se muestra en la figura 1. 4
La fuerza Fa que actúa según el eje de la antena La fuerza Fs que actúa perpendicular a ese eje Un momento que se supone aplicado en un plano horizontal y actuando en un vértice.
Figura 1. Acción del viento sobre antenas parabólicas
En todos los casos, el área expuesta es el área proyectada sobre un plano normal al eje de la antena, independientemente del ángulo de incidencia del viento La presión del viento se calculará de acuerdo con los artículos 2.3.2 y 2.3.3 del EIA Standard, es decir: Presión qz = 0.00256*kz*V2 [1b/ft2]; [V en MPH] qz = 0.00483*kz*V2 [kg/m2]; [V en KPH] qz = 69.552*kz [kg/cm2] Donde: kz
= Coeficiente de exposición
3
Andrew Antenna Company, Wind Forces and Loads Produced by Parabolic Antennas, Bulletin 1015D, London, 1988. 4 Valencia Clement Gabriel, Acciones del Viento Sobre las Estructuras, Bogotá, 2002
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Kz
= [z/10](2/7)
z en m
kz < 2.58 < 2.58 Las fuerzas del viento sobre la torre se calcularan según articulo 2.3.2 con la siguiente ecuación: Fuerza del viento
F = qz*Gh*Cf*Ae
(Kg)
Donde: Cf = Coeficiente de forma, según EIA Standard Cf = 4.0*e2 – 5.9*e + 4.0 Relación de solidez At An Gh Gh
art. 2.3.5 e = An/At
= Area perimetral total (m2) = Área neta expuesta (m2) = Factor de respuesta de ráfaga = 0.65 +0.60/(h/10)1/7 art. 2.3.4
1.0 < Gh < 1.25 h
= Altura total de la estructura (m)
Para la incidencia oblicua del viento, según ANSI5, el área neta oblicua será: Anob = Cob*An Donde: Cob = 0.75 para incidencia a 60 grados Cob = 1.00 para incidencia normal CARGAS DE VIENTO SEGUN NORMA NSR-98: Velocidad del viento (B.6.5) Velocidad del viento básico V = 120 Km/h Velocidad de diseño ( B.6.4-2) Vs = V * S1*S2*S3 Donde: S1= S2= S3=
Coeficiente de topografía Coeficiente de rugosidad del terreno (3) Coeficiente de grado de seguridad
S1 = 1.00 S2 = 0.99 S3 = 1.05
5
American National Standard Institute
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Presión Dinámica
q = 0.000048 * vs2 * S4
[KN/m^2]
Donde: S4=
Coeficiente de densidad del aire
S4 = 0.94
Presión ejercida sobre cualquier punto de la estructura P = Cf * q Donde: Cf =
Coeficiente de fuerza (Tabla B.6.8-7 NSR-98)
Coeficiente de solides de 0.25 Cf= Ae= q=
2.50 Área Frontal efectiva Presión dinámica = 0.4875 KN/m2
La fuerza total del viento sobre la estructura se calculara como: F = Cf x q x Ae Debido a que las fuerzas de viento calculadas con la metodología establecida por la Norma TIA/EIA222-F son superiores a las calculadas mediante las ecuaciones de la Norma NSR-98, para el caso de estudio se va a seguir la metodología de la norma TIA/EIA-222-F El área neta expuesta a la acción del viento incluye la correspondiente a los elementos estructurales, elementos redundantes, platinas, cartelas y a la escalerilla de acceso o la escalerilla para guía de onda. Se asume que una escalera, apantalla la otra. PESO PROPIO DE LA ESTRUCTURA
El peso propio de la estructura corresponde al peso de los elementos estructurales, los cuales son calculados directamente por el software de análisis con base en el peso unitario teórico de cada uno de los perfiles utilizados, multiplicados por su longitud. Para tener en cuenta el peso aportado por elementos no estructurales tales como tornillos, platinas, elementos redundantes eclipsas y cubrejuntas de unión, galvanizado, escaleras, etc., el peso de la estructura se afecta por un factor de multiplicación del peso de 1.25 CARGAS VERTICALES Las cargas verticales aplicadas al modelo matemático corresponden a la carga muerta, que está constituida por los elementos mencionados en el párrafo anterior, mas el peso aportado por las antenas, las plataformas de trabajo, las plataformas de descanso y los accesorios que sean www.instatelcolombia.com.co
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instalados en la torre. Otra carga vertical que se tiene en cuenta es la carga viva, correspondiente a 3 operarios que estén trabajando simultáneamente en la estructura, con un peso por operario de 100 kg, que incluye herramienta y elementos de protección. ANALISIS ESTRUCTURAL El análisis y evaluación de la estructura se hará para las condiciones actuales de servicio y para las condiciones finales o proyectadas; para este último caso, se plantean análisis y calculo con modificaciones en la estructura en caso b de ser necesario. El análisis hiperestático de la estructura se realizará por medio del software especializado para el diseño de torres de telecomunicaciones RISA Tower, que realiza de manera no lineal el análisis de primer orden y segundo orden para tener en cuenta los efectos geométricos ocasionados por los desplazamientos de la estructura. El software utiliza para sus cálculos el método de los elementos finitos basado en la solución de ecuaciones diferenciales asociadas a la geometría de la estructura, para determinar los desplazamientos en los nudos, y las fuerzas internas para cada uno de los elementos de acuerdo con las combinaciones de carga establecidas en cada hipótesis de diseño requerida. Para cada una de las hipótesis analizadas, se presentan los listados de datos de entrada (Input) y datos de salida (Output) en el siguiente orden. DATOS DE ENTRADA • • •
Listado de datos generales Listado de la geometría de la estructura (identificación de nudos, grupos de barras, apoyos, materiales, secciones, tornillos). Listado de cargas sobre los nudos de acuerdo con los sistemas de cargas.
RESULTADOS PARA LAS HIPOTESIS CONSIDERADAS • • • •
Listado de fuerzas axiales sobre cada elemento de la estructura. Listado de reacciones en los apoyos. Listado de acciones y cargas admisibles críticas en los miembros típicos. Listado de desplazamientos de los nudos que conforman la estructura.
UNIDADES Las unidades consideradas en los datos de entrada y salida son: • • • • •
Distancias en m, mm. Cargas en Kg Desplazamientos en m. Esfuerzos en Kgf Acciones y reacciones en Kg
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DISEÑO DE LA ESTRUCTURA METALICA El diseño de la estructura metálica se realizará de acuerdo con lo estipulado por las normas ANSI/EIA/TIA aplicables a las cargas de trabajo. Si: Fu = Fy =
resistencia máxima a la tensión esfuerzo de fluencia del material
Perfiles ASTM A-572 GR50 Perfiles ASTM A-36 Tornillo A 394 T-0
Fy = Fy = Fu =
3523 Kg/cm2 2535 Kg/cm2 5415 Kg/cm2
Los esfuerzos admisibles se calcularán de la siguiente manera: Tensión:
Ft = Ft =
0.50 Fu (sobre área neta) 0.60 Fy (sobre área bruta)
Perfiles ASTM A-36 Perfiles ASTM A-572 GR50
Ft = 2277 Kg/cm2 Ft = 3168 Kg/cm2
Flexión:
Fb = 0.60 Fy*1.333
Perfiles ASTM A-36 Perfiles ASTM A-572 GR50
Fb = 2025 Kg/cm2 Fb = 2879 Kg/cm2
Compresión:
Fa, según EIA/TIA/AISC con los factores SF1 y SF2 SF1 Factor d seguridad entre 1.66 y 1.92 SF2 Factor de seguridad igual a 23/12
La longitud efectiva y la relación de esbeltez, se calculan, de acuerdo con lo especificado en ASCE, report 52. Cortante: Aplastamiento:
Tornillo A 325 T-1 Fv = 7385 Kg/cm2 Fp = 1.20 Fu
Perfiles ASTM A-36 Perfiles ASTM A-572 GR50 Tornillo A 394 T-0
Fp = 3795 Kg/cm2 Fp = 5280 Kg/cm2 Fp = 8862 Kg/cm2
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Project: TORRE CUADRADA AUTOSOPORTADA DE 60 M Job: ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
ANTENA (2) 6 HP10-59W 8 HP6-107G Andrew FT ANTENA DISH KP4/KP4F PANEL PANEL UHF FM FM KATHREIN 0.48x0.983 KATHREIN
61.5 60 59 58 57 56 55 50 48 46 44 41.8 40.8 39.8 38.8 35 31.8 31.5 26.5 23.5 19 13 8.5 - 42 59 58 57 56 55 54 48 46 44 - 37.8 40.8 39.8 38.8 DESIGNED APPURTENANCE LOADING
16 @ 0.5
N.A.
56.0 m
264.8
N.A.
T2
TYPE
276.0
L51x51x4.8 N.A.
L51x51x4.8
T1
L76x76x6
0.62
60.0 m
318.6
2@1
823.4
N.A.
45.0 m
40.0 m
703.8
T6
N.A.
16 @ 1.25
L51x51x4.8
2L76x76x6.4
T5
703.8
N.A.
N.A.
50.0 m
1.94
L51x51x3.2
B
C 2L51x51x6
B
A
T4
T3
52.0 m
ELEVATION
ANTENA PANEL FM KATHREIN
50 - 48
ANTENA PANEL UHF 0.48x0.983
61.5
ANTENA PANEL FM KATHREIN
50 - 48
ANTENA PANEL UHF 0.48x0.983
61.5
ANTENA PANEL FM KATHREIN
50 - 48
ANTENA PANEL UHF 0.48x0.983
61.5
ANTENA PANEL FM KATHREIN
50 - 48
ANTENA PANEL UHF 0.48x0.983
60
ANTENA PANEL FM KATHREIN
48 - 46
ANTENA PANEL UHF 0.48x0.983
60
ANTENA PANEL FM KATHREIN
48 - 46
ANTENA PANEL UHF 0.48x0.983
60
ANTENA PANEL FM KATHREIN
48 - 46
ANTENA PANEL UHF 0.48x0.983
60
ANTENA PANEL FM KATHREIN
48 - 46
ANTENA PANEL UHF 0.48x0.983
60 - 59
ANTENA PANEL FM KATHREIN
46 - 44
ANTENA PANEL UHF 0.48x0.983
60 - 59
ANTENA PANEL FM KATHREIN
46 - 44
ANTENA PANEL UHF 0.48x0.983
60 - 59
ANTENA PANEL FM KATHREIN
46 - 44
ANTENA PANEL UHF 0.48x0.983
59 - 58
ANTENA PANEL FM KATHREIN
44 - 42
ANTENA PANEL UHF 0.48x0.983
59 - 58
ANTENA PANEL FM KATHREIN
44 - 42
ANTENA PANEL UHF 0.48x0.983
59 - 58
ANTENA PANEL FM KATHREIN
44 - 42
ANTENA PANEL UHF 0.48x0.983
58 - 57
(2) ANTENA PANEL FM KATHREIN
41.8 - 40.8
ANTENA PANEL UHF 0.48x0.983
58 - 57
(2) ANTENA PANEL FM KATHREIN
40.8 - 39.8
ANTENA PANEL UHF 0.48x0.983
58 - 57
(2) ANTENA PANEL FM KATHREIN
39.8 - 38.8
ANTENA PANEL UHF 0.48x0.983
57 - 56
(2) ANTENA PANEL FM KATHREIN
38.8 - 37.8
ANTENA PANEL UHF 0.48x0.983
57 - 56
6 FT DISH
35
ANTENA PANEL UHF 0.48x0.983
57 - 56
8 FT DISH
31.8
ANTENA PANEL UHF 0.48x0.983
56 - 55
8 FT DISH
31.5
ANTENA PANEL UHF 0.48x0.983
56 - 55
HP10-59W
26.5
ANTENA PANEL UHF 0.48x0.983
56 - 55
8 FT DISH
23.5
ANTENA PANEL UHF 0.48x0.983
55 - 54
8 FT DISH
19
ANTENA PANEL UHF 0.48x0.983
55 - 54
HP6-107G
13
ANTENA PANEL UHF 0.48x0.983
55 - 54
Andrew KP4/KP4F
8.5
SYMBOL LIST A
L102x102x6
B
L51x51x6.4
GRADE A572-50
MARK C
SIZE L51x51x4.8
345 MPa
4 @ 2.5
2.417
Fy
Fu
TOWER DESIGN NOTES 25.0 m
2.894 1273.7
L51x51x4.8
GRADE
Tower designed for a 120 kph basic wind in accordance with the TIA/EIA-222-F Standard. Deflections are based upon a 60 kph wind. Weld together tower sections have flange connections. Connections use galvanized A394 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISC Specifications. 5. Tower members are "hot dipped" galvanized in accordance with ASTM A123 and ASTM A153 Standards. 6. Welds are fabricated with AWS E60XX/E70XX electrodes. 7. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:1 8. RF antennas feeders shall be 1-5/8" and installed 48 feeders per side 9. MW dishes feeders shall be 1/2" and installed 8 feeders per side 10. TOWER RATING: 437.2%
853.2
L44x44x3.2
Fu 448 MPa
1. 2. 3. 4.
20.0 m
L51x51x3.2
L38x38x3.2
Fy
761.9
L51x51x6.4
L51x51x4.8
L51x51x4.8
2L51x51x5
T8
SIZE
MATERIAL STRENGTH 30.0 m
L64x64x4.8
L102x102x8
T9
L102x102x6
A572-50
A572-50
T7
704.7
MARK
T10
ELEVATION
61.5
35.0 m
L102x102x10
TYPE
ANTENA PANEL UHF 0.48x0.983
1663.0
5@3
L51x51x3.2
2L51x51x6
T11
L102x102x13
976.0
4.04
N.A.
MAX. CORNER REACTIONS AT BASE: DOWN: 55845 kg UPLIFT: -47463 kg SHEAR: 9798 kg
5.0 m
AXIAL 13778 kg
1444.6
1@5
4.763
L51x51x4.8
L51x51x4.8 L51x51x6.4
L51x51x4.8
L51x51x4.8 L38x38x3.2
L64x64x6.4 L76x76x6.4
N.A.
L64x64x6.4 L76x76x6.4
8.0 m
T13
T12
L64x64x4.8
3.467
14.0 m
SHEAR 13775 kg
MOMENT 436299 kg-m
10767.8
TORQUE 1221 kg-m REACTIONS - 120 kph WIND
Weight (kg)
# Panels @ (m)
Face Width (m)
Inner Bracing
Red. Hips
Red. Diagonals
Red. Horizontals
Horizontals
Top Girts
Diagonal Grade
Diagonals
Leg Grade
Legs
Section
5.97
0.0 m
INSTATEL COLOMBIA Job: ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Project: TORRE Client: Code: Path:
CUADRADA AUTOSOPORTADA DE 60 M RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd: Date: Scale: TIA/EIA-222-F 12/29/10 NTS Dwg No. E-1
C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\05 Calatrava TCSV 60 m\Risa Tower Actual\TCSV 60 M Calatrava Actual.eri
RESULTADOS ESTADO ACTUAL
ESTACION : CALATRAVA Diciembre 28 de 2010
CONCLUSIONES Y RESULTADOS
ESTADO DE LA ESTRUCTURA PINTURA La pintura de estructura de la torre se encuentra en mal estado, en la sección recta ya esta entrando unos elementos aparentemente a corrosión, para determinar este estado es necesario raspar la pintura existente y verificar si el oxido superpuesto sobre la estructura se encuentra con corrosión. Los elementos redundantes instalados desde el nivel + 0.00 hasta el nivel +14.00 se encuentra sin la proteccion de la pintura TORQUEO Se realizo una inspección aleatoria a la torre y se encontró que la tornillería esta cumpliendo con el torque solicitado en las norma. TORNILLERIA Se encuentra dentro de los elementos completa, la tornillería de la sección recta se encuentra con corrosión en la cabeza y otras en la punta del bastago. ESCALERA DE ACCESO Se encuentra escalera de acceso pero normal cumpliendo con el minimo ancho de la norma 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 www.instatelcolombia.com.co
Instatel Colombia C.I Ltda. NIT 900.006.360-9 PBX: (571) 547 0790 Bogotá - Colombia
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 ¾ Del nivel +0.00 al nivel +5.00 m este elemento se encuentra trabajando al 139,8% por lo tanto se debe reforzar ¾ Del nivel +14.00 al nivel +20.00 m este elemento se encuentra trabajando al 197.6% por lo tanto se debe reforzar ¾ Del nivel +20.00 al nivel +25.00 m este elemento se encuentra trabajando al 120,6% por lo tanto se debe reforzar ¾ Del nivel +25.00 al nivel +30.00 m este elemento se encuentra trabajando al 139,% por lo tanto se debe reforzar ¾ Del nivel +30.00 al nivel +35.00 m este elemento se encuentra trabajando al 115% por lo tanto se debe reforzar
DIAGONALES ¾ Del nivel +0.00 al nivel +5.00 m estas diagonales se encuentra trabajando al 107% por lo tanto se debe reforzar ¾ Del nivel +5.00 al nivel +8.00 m estas diagonales se encuentra trabajando al 230% por lo tanto se debe reforzar ¾ Del nivel +20.00 al nivel +25.00 m estas diagonales se encuentra trabajando al 108% por lo tanto se debe reforzar www.instatelcolombia.com.co
Instatel Colombia C.I Ltda. NIT 900.006.360-9 PBX: (571) 547 0790 Bogotá - Colombia
¾ Del nivel +25.00 al nivel +30.00 m estas diagonales se encuentra trabajando al 127% por lo tanto se debe reforzar ¾ Del nivel +30.00 al nivel +35.00 m estas diagonales se encuentra trabajando al 109% por lo tanto se debe reforzar
HORIZONTALES ¾ La horizontal que se encuentra instalada en el nivel + 8.00 m se encuentra trabajando al 200% por lo tanto se debe reforzar ¾ La horizontal que se encuentra instalada en el nivel + 14.00 m se encuentra trabajando al 258% por lo tanto se debe reforzar ¾ La horizontal que se encuentra instalada en el nivel + 20.00 m se encuentra trabajando al 297% por lo tanto se debe reforzar ¾ 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
www.instatelcolombia.com.co
OK
Instatel Colombia C.I Ltda. NIT 900.006.360-9 PBX: (571) 547 0790 Bogotá - Colombia
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
www.instatelcolombia.com.co
Instatel Colombia C.I Ltda. NIT 900.006.360-9 PBX: (571) 547 0790 Bogotá - Colombia
Project: TORRE CUADRADA AUTOSOPORTADA DE 60 M Job: ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA LC:8 Dead+Wind 90 deg - Service Max. Disp.180.88 mm @ 60.000 m Scaling 40
Calculo: Ing. Jaime Gutierrez C:
ESTACION: CALATRAVA
Fecha: Diciembre 29 de 2010
ESTADO ACTUAL ESTRUCTURA: TORRE CUADRADA 60 m SECCION VARIABLE CARGAS ACTUANTES Tension Maxima Comprexion Maxima Fuerza Longitudinal en X Fuerza Transversal en Y
T C Hx Hy
(ton) (ton) (ton) (ton)
55,845 -47,462 -6,119 5,828
-7,128 6,884
CALCULO DE PLACA - BASE PLACA BASE
B
C
t
Dp
cm. 40
cm. 40
cm 2,2
cm 4,0
Dimension pedestal (cm) cm. Bp Cp 16,0 54 54 m
C P
B
m n t p D Dp
Area Placa Colocada Ac Acero A-36 Fy= Distancia n Area Requerida placa base Apoyo contacto pedestal Presion de Apoyo
1.600 cm2 2.530 Kg /cm² 8,0 cm
Esfuerzo de Flexion por Compresion Esfuerzo de Flexion Distancia al borde Espesor Placa Base C
Concreto.
pp
cm Kg / cm² kg / cm²
Fb Fb m
1.645 16
Kg / cm² cm
t
1,86
cm
cm
Fp
210
Kg / cm²
2
478 99,225 29,664
Ar
f'c=
Esfuerzo de Flexion por Arranque Distancia al perno
Fb¨ Dp
4
Fuerza en el Perno Momento de Flexion
Pt Mf
7 7,98 98 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 Espesor de la Placa Base
B
400
mm
t
22
mm
Acero A-36
Ton
OK CUMPLE
No pernos
un 7,0
Calculo: Ing. Jaime Gutierrez C: Fecha: Diciembre 29 de 2010
ESTACION: S CO C CALATRAVA ESTADO ACTUAL ESTRUCTURA: TORRE CUADRADA 60 m SECCION VARIABLE
DISEÑO DE PERNOS DE ANCLAJE
Diametro de los Pernos Material de los Pernos Cantidad de Pernos Area Total de Pernos Factor de Rosca Numero de Hilos por Pulgada Area Efectiva de Pernos Cargas de Trabajo Fuerza de Arranque Fuerza de Cortante Fuerza de Cortante Fuerza de Cortante Esfuerzo de Fluencia Resistencia a la Tension Resistencia al Corte Area Efectiva de cada Perno Area Total por Perno Area Requerida por Arranque Area Requerida Arranque Diseño Numero de Pernos Minimo
dp
0,88
plg
dp
2,22
cm
SAE 1020 CALIBRADO Atp
un cm²
0,85 hp
8
Ap
20,12
cm²
T
55,85
ton
Vux
-6,12
ton
Vuy
6,88
ton
Vu
9,21
ton
Fy
4,20
ton/cm²
Ft
3,36
ton/cm²
Fv
2,24
ton/cm²
Ae
2,87 ,
cm²
Ap
3,88
cm²
At
10,8
cm²
Atm
16,3
cm²
Np
6
un
Pernos a Colocar Diametro del Perno Area Neta de Pernos
7 27,16
Anp
AREA DE PERNOS > AREA REQUERIDA
7
un
22
mm
20,12
cm²
OK CUMPLE
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
1 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Tower Input Data The main tower is a 4x free standing tower with an overall height of 60.000 m above the ground line. The base of the tower is set at an elevation of 0.000 m above the ground line. The face width of the tower is 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 AISC Specifications.. Tower members are ''hot dipped'' galvanized in accordance with ASTM A123 and ASTM A153 Standards.. Welds are fabricated with AWS E60XX/E70XX electrodes.. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:1. RF antennas feeders shall be 1-5/8'' and installed 48 feeders per side. MW dishes feeders shall be 1/2'' and installed 8 feeders per side. 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.
Options
√ √
√ √ √
Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination
√ √ √ √ √ √ √ √
Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing
√ √ √ √ √
Treat Feedline Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feedline Torque Include Angle Block Shear Check Poles Include Shear-Torsion Interaction Always Use Sub-Critical Flow Use Top Mounted Sockets
RISATower
Page
Job
2 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Leg A
Leg B
Wind 90
Face C
Face A
Face B
X Z
Face D
Leg C
W in d
45
Leg D
Wind 0
Square To wer
Tower Section Geometry Tower Section
Tower Elevation
T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11 T12 T13
m 60.000-56.000 56.000-52.000 52.000-50.000 50.000-45.000 45.000-40.000 40.000-35.000 35.000-30.000 30.000-25.000 25.000-20.000 20.000-14.000 14.000-8.000 8.000-5.000 5.000-0.000
Assembly Database
Description
Section Width
Number of Sections
m 0.620 0.620 0.620 1.940 1.940 1.940 1.940 1.940 2.417 2.894 3.467 4.040 4.763
1 1 1 1 1 1 1 1 1 1 1 1 1
Section Length m 4.000 4.000 2.000 5.000 5.000 5.000 5.000 5.000 5.000 6.000 6.000 3.000 5.000
Tower Section Geometry (cont’d) Tower Section
Tower Elevation
Diagonal Spacing
Bracing Type
T1 T2 T3 T4 T5 T6
m 60.000-56.000 56.000-52.000 52.000-50.000 50.000-45.000 45.000-40.000 40.000-35.000
m 0.500 0.500 1.000 1.250 1.250 1.250
K Brace Left K Brace Left TX Brace Double K Double K Double K
Has K Brace End Panels No No No No No No
Has Horizontals
Top Girt Offset
Bottom Girt Offset
Yes Yes Yes Yes Yes Yes
mm 0 0 0 0 0 0
mm 0 0 0 0 0 0
RISATower
Page
Job
3 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Tower Section
Tower Elevation
Diagonal Spacing
Bracing Type
T7 T8 T9 T10 T11 T12 T13
m 35.000-30.000 30.000-25.000 25.000-20.000 20.000-14.000 14.000-8.000 8.000-5.000 5.000-0.000
m 1.250 2.500 2.500 3.000 3.000 3.000 5.000
Double K Double K1 Double K1 Double K1 Double K1 K3 Up K2 Down
Has K Brace End Panels No No No No No No No
Has Horizontals
Top Girt Offset
Bottom Girt Offset
Yes Yes Yes Yes Yes Yes Yes
mm 0 0 0 0 0 0 0
mm 0 0 0 0 0 0 0
Tower Section Geometry (cont’d) Tower Elevation m T1 60.000-56.000
Leg Type
Leg Size
Leg Grade
Diagonal Type
Diagonal Size
Diagonal Grade
Equal Angle
L76x76x6
Single Angle
L51x51x4.8
T2 56.000-52.000
Equal Angle
L76x76x6
Single Angle
L51x51x4.8
T3 52.000-50.000
Equal Angle
L102x102x6
Single Angle
L51x51x6.4
T4 50.000-45.000
Equal Angle
2L76x76x6.4
Single Angle
L51x51x4.8
T5 45.000-40.000
Equal Angle
2L76x76x6.4
Single Angle
L51x51x4.8
T6 40.000-35.000
Equal Angle
2L76x76x6.4
Single Angle
L51x51x4.8
T7 35.000-30.000
Equal Angle
2L76x76x6.4
Single Angle
L51x51x4.8
T8 30.000-25.000
Equal Angle
L102x102x6
Single Angle
L64x64x4.8
T9 25.000-20.000
Equal Angle
L102x102x8
Single Angle
L64x64x4.8
T10 20.000-14.000 T11 14.000-8.000
Equal Angle
L102x102x10
Double Angle
2L51x51x5
Equal Angle
L102x102x13
Double Angle
2L51x51x6
T12 8.000-5.000
Equal Angle
L102x102x13
Single Angle
L64x64x6.4
T13 5.000-0.000
Equal Angle
L102x102x13
A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Single Angle
L76x76x6.4
A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Tower Section Geometry (cont’d) Tower Top Girt Elevation Type m T1 60.000-56.000 Single Angle
Top Girt Size
Top Girt Grade
Bottom Girt Type
L51x51x4.8
Single Angle
T3 52.000-50.000 Single Angle
L51x51x4.8
T4 50.000-45.000 Double Angle
2L51x51x6
T5 45.000-40.000 Single Angle
L51x51x4.8
A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50
Solid Round Solid Round Solid Round
Bottom Girt Size
Bottom Girt Grade A570-50 (345 MPa) A570-50 (345 MPa) A570-50 (345 MPa) A570-50
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Tower Elevation m
Top Girt Type
4 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Top Girt Size
T6 40.000-35.000 Single Angle
L51x51x4.8
T7 35.000-30.000 Single Angle
L51x51x4.8
T8 30.000-25.000 Single Angle
L51x51x4.8
T9 25.000-20.000 Single Angle
L51x51x4.8
T10 Single Angle 20.000-14.000 T11 14.000-8.000 Single Angle
L51x51x4.8 L64x64x4.8
T12 8.000-5.000
Single Angle
L64x64x6.4
T13 5.000-0.000
Single Angle
L76x76x6.4
Top Girt Grade (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Bottom Girt Type
Bottom Girt Size
Bottom Girt Grade (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Solid Round Solid Round Solid Round Solid Round Solid Round Solid Round Solid Round Solid Round
Tower Section Geometry (cont’d) Tower Elevation
No. of Mid m Girts T3 52.000-50.000 None
Mid Girt Type
T4 50.000-45.000 None
Flat Bar
T5 45.000-40.000 None
Flat Bar
T6 40.000-35.000 None
Flat Bar
T7 35.000-30.000 None
Flat Bar
T8 30.000-25.000 None
Flat Bar
T9 25.000-20.000 None
Flat Bar
T10 None 20.000-14.000 T11 14.000-8.000 None
Flat Bar Flat Bar
T12 8.000-5.000 None
Flat Bar
T13 5.000-0.000 None
Flat Bar
Flat Bar
Mid Girt Size
Mid Girt Grade
Horizontal Type
Horizontal Size
Horizontal Grade
A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa)
Single Angle
L51x51x6.4
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L76x76x6.4
Single Angle
L76x76x6.4
A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Tower Section Geometry (cont’d)
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Tower Elevation
Secondary Horizontal Type
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Secondary Horizontal Size
m T3 52.000-50.000 Single Angle T4 50.000-45.000 Single Angle T8 30.000-25.000 Single Angle T9 25.000-20.000 Single Angle Single Angle T10 20.000-14.000 T11 14.000-8.000 Single Angle T13 5.000-0.000
Single Angle
Secondary Horizontal Grade
Inner Bracing Type
Inner Bracing Size
Inner Bracing Grade
A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Single Angle
L51x51x3.2
Single Angle
L51x51x3.2
Single Angle
L51x51x6.4
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Tower Section Geometry (cont’d) Tower Elevation
Redundant Bracing Grade
m T8 30.000-25.000
A572-50 (345 MPa)
T9 25.000-20.000
A572-50 (345 MPa)
T10 20.000-14.000
A572-50 (345 MPa)
T11 14.000-8.000
A572-50 (345 MPa)
T12 8.000-5.000
A572-50 (345 MPa)
T13 5.000-0.000
A572-50 (345 MPa)
5 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL
Horizontal (1) Diagonal (1) Hip (1) Horizontal (1) Diagonal (1) Hip (1) Horizontal (1) Diagonal (1) Hip (1) Horizontal (1) Diagonal (1) Hip (1) Horizontal (1) Horizontal (2) Horizontal (3) Diagonal (1) Diagonal (2) Diagonal (3) Hip (1) Hip (2) Horizontal (1) Horizontal (2) Diagonal (1) Diagonal (2) Hip (1) Hip (2)
Redundant Type
Redundant Size
K Factor
Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle
L38x38x3.2 L51x51x3.2 L44x44x3.2 L38x38x3.2 L51x51x3.2 L44x44x3.2 L38x38x3.2 L51x51x3.2 L44x44x3.2 L38x38x3.2 L51x51x3.2 L51x51x3.2 L51x51x4.8 L51x51x4.8 L51x51x4.8 L51x51x4.8 L51x51x4.8 L51x51x4.8 L51x51x4.8 L51x51x4.8 L38x38x3.2 L44x44x3.2 L51x51x6.4 L51x51x4.8 L51x51x4.8 L51x51x4.8
1 1 1 1 1 1 1 1 1 1 1 1 1
Single Angle Single Angle Single Angle Single Angle Single Angle
1 1 1 1 1
Tower Section Geometry (cont’d)
Page
Job
RISATower
6 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Tower Elevation
Gusset Area (per face)
Gusset Thickness
m T1 60.000-56.000 T2 56.000-52.000 T3 52.000-50.000 T4 50.000-45.000 T5 45.000-40.000 T6 40.000-35.000 T7 35.000-30.000 T8 30.000-25.000 T9 25.000-20.000 T10 20.000-14.000 T11 14.000-8.000 T12 8.000-5.000 T13 5.000-0.000
m2 0.018
mm 6
0.018
6
0.018
8
0.018
10
0.018
10
0.018
10
0.021
10
0.021
10
0.024
10
0.024
10
0.024
10
0.024
10
0.024
10
Gusset Grade Adjust. Factor Af
A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa)
Adjust. Factor Ar
Weight Mult. Double Angle Double Angle Stitch Bolt Stitch Bolt Spacing Spacing Diagonals Horizontals mm mm 1.25 0 0
1
1
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
Tower Section Geometry (cont’d) Tower Elevation
m T1 60.000-56.000 T2 56.000-52.000 T3 52.000-50.000 T4 50.000-45.000 T5 45.000-40.000 T6 40.000-35.000 T7 35.000-30.000 T8 30.000-25.000 T9 25.000-20.000 T10 20.000-14.000
Calc K Single Angles
Calc K Solid Rounds
Legs
No
No
1
No
No
1
No
No
1
No
No
1
No
No
1
No
No
1
No
No
1
No
No
1
No
No
1
No
No
1
X Brace Diags X Y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
K Brace Diags X Y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
K Factors1 Single Girts Diags X Y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
X Y 1 1 1 1 1 1 0.5 1 0.5 1 0.5 1 0.5 1 0.5 1 0.5 1 0.5 1
Horiz.
Sec. Horiz.
Inner Brace
X Y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
X Y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
X Y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
Page
Job
RISATower
7 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Tower Elevation
Calc K Single Angles
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Calc K Solid Rounds
K Factors1 Single Girts Diags
Legs
X K Horiz. Sec. Inner Brace Brace Horiz. Brace Diags Diags X X X X X X X m Y Y Y Y Y Y Y T11 No No 0.75 1 1 1 0.5 1 1 1 14.000-8.000 1 1 1 1 1 1 1 T12 No No 1 1 1 1 0.25 1 1 1 8.000-5.000 1 1 1 1 1 1 1 T13 No No 1 1 1 1 0.25 1 1 1 5.000-0.000 1 1 1 1 1 1 1 1 Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to the overall length.
Tower Section Geometry (cont’d) Tower Elevation m
T1 60.000-56.000 T2 56.000-52.000 T3 52.000-50.000 T4 50.000-45.000 T5 45.000-40.000 T6 40.000-35.000 T7 35.000-30.000 T8 30.000-25.000 T9 25.000-20.000 T10 20.000-14.000 T11 14.000-8.000 T12 8.000-5.000 T13 5.000-0.000
Leg
Diagonal
Top Girt
Bottom Girt
Net Width Deduct mm
U
Net Width Deduct mm
U
Net Width Deduct mm
U
0.75
Net Width Deduct mm 0
0
1
0
0.75
0
0
1
0
0.75
0
0.75
0
1
0
0.75
0
0
1
0
0.75
0
1
0
0
1
0
U
Mid Girt
Long Horizontal
Short Horizontal
0.75
Net Width Deduct mm 0
0.75
0.75
Net Width Deduct mm 0
0.75
Net Width Deduct mm 0
0
0.75
0
0.75
0
0.75
0
0.75
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
1
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
1
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
1
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
1
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
1
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
1
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
1
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
U
Tower Section Geometry (cont’d)
U
U
Page
Job
RISATower
8 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Tower Elevation m
T1 60.000-56.000 T2 56.000-52.000 T3 52.000-50.000 T4 50.000-45.000 T5 45.000-40.000 T6 40.000-35.000 T7 35.000-30.000 T8 30.000-25.000 T9 25.000-20.000 T10 20.000-14.000 T11 14.000-8.000 T12 8.000-5.000 T13 5.000-0.000
Leg Connection Type
Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Leg
Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N
Diagonal
No. 8 8 10 8 8 12 12 12 12 16 16 16 16
Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N
Top Girt
No. 2 2 2 2 2 2 2 3 2 2 2 2 2
Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N
Bottom Girt
No. 2 2 2 2 2 2 2 2 2 2 2 2 2
Bolt Size mm 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307
Mid Girt
No. 1 1 1 2 2 2 2 2 2 2 2 2 2
Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N
Long Horizontal Short Horizontal
No. 0 0 0 0 0 0 0 0 0 0 0 0 0
Bolt Size mm 13 A307 13 A307 16 A325N 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307
No. 1 1 2 2 2 2 2 2 2 2 2 2 2
Bolt Size mm 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307
Discrete Tower Loads Description
Face or Leg
Offset Type
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
ANTENA PANEL UHF 0.48x0.983
C
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
Offsets: Horz Lateral Vert m m m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Azimuth Adjustment
Placement
CAAA Front
CAAA Side
Weight
°
m
m2
m2
kg
0.0000
61.500
No Ice
0.665
0.363
10.00
0.0000
61.500
No Ice
0.665
0.363
10.00
0.0000
61.500
No Ice
0.665
0.363
10.00
0.0000
61.500
No Ice
0.665
0.363
10.00
0.0000
60.000
No Ice
0.665
0.363
10.00
0.0000
60.000
No Ice
0.665
0.363
10.00
No. 1 1 1 2 2 2 2 2 2 2 2 2 2
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Description
Face or Leg
9 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Offset Type
ANTENA PANEL UHF 0.48x0.983
C
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
Offsets: Horz Lateral Vert m m m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Azimuth Adjustment
Placement
CAAA Front
CAAA Side
Weight
°
m
m2
m2
kg
0.0000
60.000
No Ice
0.665
0.363
10.00
0.0000
60.000
No Ice
0.665
0.363
10.00
0.0000
60.000 - 59.000 No Ice
0.665
0.363
10.00
0.0000
60.000 - 59.000 No Ice
0.665
0.363
10.00
0.0000
60.000 - 59.000 No Ice
0.665
0.363
10.00
0.0000
59.000 - 58.000 No Ice
0.665
0.363
10.00
0.0000
59.000 - 58.000 No Ice
0.665
0.363
10.00
0.0000
59.000 - 58.000 No Ice
0.665
0.363
10.00
0.0000
58.000 - 57.000 No Ice
0.665
0.363
10.00
0.0000
58.000 - 57.000 No Ice
0.665
0.363
10.00
0.0000
58.000 - 57.000 No Ice
0.665
0.363
10.00
0.0000
57.000 - 56.000 No Ice
0.665
0.363
10.00
0.0000
57.000 - 56.000 No Ice
0.665
0.363
10.00
0.0000
57.000 - 56.000 No Ice
0.665
0.363
10.00
0.0000
56.000 - 55.000 No Ice
0.665
0.363
10.00
0.0000
56.000 - 55.000 No Ice
0.665
0.363
10.00
0.0000
56.000 - 55.000 No Ice
0.665
0.363
10.00
0.0000
55.000 - 54.000 No Ice
0.665
0.363
10.00
0.0000
55.000 - 54.000 No Ice
0.665
0.363
10.00
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Description
Face or Leg
10 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Offset Type
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL FM KATHREIN
A
From Face
ANTENA PANEL FM KATHREIN
A
From Face
ANTENA PANEL FM KATHREIN
A
From Face
ANTENA PANEL FM KATHREIN
A
From Face
ANTENA PANEL FM KATHREIN
B
From Face
ANTENA PANEL FM KATHREIN
B
From Face
ANTENA PANEL FM KATHREIN
C
From Face
ANTENA PANEL FM KATHREIN
C
From Face
ANTENA PANEL FM KATHREIN
C
From Face
ANTENA PANEL FM KATHREIN
C
From Face
ANTENA PANEL FM KATHREIN
D
From Face
ANTENA PANEL FM KATHREIN
D
From Face
ANTENA PANEL FM KATHREIN
D
From Face
ANTENA PANEL FM KATHREIN
D
From Face
(2) ANTENA PANEL FM KATHREIN
A
From Face
(2) ANTENA PANEL FM KATHREIN
A
From Face
(2) ANTENA PANEL FM KATHREIN
A
From Face
(2) ANTENA PANEL FM KATHREIN
A
From Face
Offsets: Horz Lateral Vert m m m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Azimuth Adjustment
Placement
CAAA Front
CAAA Side
Weight
°
m
m2
m2
kg
0.0000
55.000 - 54.000 No Ice
0.665
0.363
10.00
0.0000
50.000 - 48.000 No Ice
0.063
0.063
86.00
0.0000
48.000 - 46.000 No Ice
0.063
0.063
86.00
0.0000
46.000 - 44.000 No Ice
0.063
0.063
86.00
0.0000
44.000 - 42.000 No Ice
0.063
0.063
86.00
0.0000
50.000 - 48.000 No Ice
0.063
0.063
86.00
0.0000
48.000 - 46.000 No Ice
0.063
0.063
86.00
0.0000
50.000 - 48.000 No Ice
0.063
0.063
86.00
0.0000
48.000 - 46.000 No Ice
0.063
0.063
86.00
0.0000
46.000 - 44.000 No Ice
0.063
0.063
86.00
0.0000
44.000 - 42.000 No Ice
0.063
0.063
86.00
0.0000
50.000 - 48.000 No Ice
0.063
0.063
86.00
0.0000
48.000 - 46.000 No Ice
0.063
0.063
86.00
0.0000
46.000 - 44.000 No Ice
0.063
0.063
86.00
0.0000
44.000 - 42.000 No Ice
0.063
0.063
86.00
0.0000
41.800 - 40.800 No Ice
0.063
0.063
86.00
0.0000
40.800 - 39.800 No Ice
0.063
0.063
86.00
0.0000
39.800 - 38.800 No Ice
0.063
0.063
86.00
0.0000
38.800 - 37.800 No Ice
0.063
0.063
86.00
Page
Job
RISATower
11 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Dishes Description
Face or Leg
Dish Type
Offset Type
6 FT DISH
D
Paraboloid w/o Radome
From Face
8 FT DISH
D
Paraboloid w/o Radome
From Face
8 FT DISH
D
Paraboloid w/o Radome
From Leg
HP10-59W
A
Paraboloid w/Shroud (HP)
From Face
8 FT DISH
A
Paraboloid w/o Radome
From Face
8 FT DISH
A
Paraboloid w/o Radome
From Leg
HP6-107G
C
Paraboloid w/Shroud (HP)
From Leg
Andrew KP4/KP4F
B
Grid
From Face
Offsets: Horz Lateral Vert m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Aperture Area
Weight
No Ice
m2 2.626
kg 64.86
2.438
No Ice
4.673
113.85
31.500
2.438
No Ice
4.673
113.85
0.0000
26.500
3.048
No Ice
7.293
182.34
0.0000
23.500
2.438
No Ice
4.673
113.85
0.0000
19.000
2.438
No Ice
4.673
113.85
0.0000
13.000
1.829
No Ice
2.626
64.86
0.0000
8.500
1.219
No Ice
1.171
90.72
Azimuth Adjustment
3 dB Beam Width
Elevation
Outside Diameter
° 0.0000
°
m 35.000
m 1.829
0.0000
31.800
0.0000
Tower Pressures - No Ice GH = 1.115 Section Elevation
z
KZ
qz
AG
m 58.000
1.65
MPa 0.00
m2 2.653
T2 56.000-52.000
54.000
1.616
0.00
2.653
T3 52.000-50.000
51.000
1.59
0.00
2.678
T4 50.000-45.000
47.500
1.558
0.00
9.912
m T1 60.000-56.000
F a c e A B C D A B C D A B C D A B
AF
AR
Aleg
m2 0.939 0.939 0.939 0.939 0.912 0.912 0.912 0.912 0.869 0.869 0.869 0.869 1.676 1.676
m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
m2 0.610
0.610
0.448
0.760
Leg % 64.91 64.91 64.91 64.91 66.88 66.88 66.88 66.88 51.63 51.63 51.63 51.63 45.33 45.33
CAAA In Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
CAAA Out Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section Elevation
z
m
m
12 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
KZ
qz
AG
MPa
m2
T5 45.000-40.000
42.500
1.509
0.00
9.912
T6 40.000-35.000
37.500
1.456
0.00
9.912
T7 35.000-30.000
32.500
1.398
0.00
9.912
T8 30.000-25.000
27.500
1.333
0.00
11.173
T9 25.000-20.000
22.500
1.259
0.00
13.563
T10 20.000-14.000
17.000
1.162
0.00
19.428
T11 14.000-8.000
11.000
1.026
0.00
22.880
T12 8.000-5.000
6.500
1
0.00
13.385
T13 5.000-0.000
2.500
1
0.00
27.134
F a c e C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D
AF
AR
Aleg
m2 1.676 1.676 1.680 1.680 1.680 1.680 1.680 1.680 1.680 1.680 1.683 1.683 1.683 1.683 2.301 2.301 2.301 2.301 2.425 2.425 2.425 2.425 2.750 2.750 2.750 2.750 2.956 2.956 2.956 2.956 2.260 2.260 2.260 2.260 3.031 3.031 3.031 3.031
m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
m2
Leg % 45.33 45.33 45.24 45.24 45.24 45.24 45.24 45.24 45.24 45.24 45.16 45.16 45.16 45.16 44.26 44.26 44.26 44.26 41.99 41.99 41.99 41.99 44.44 44.44 44.44 44.44 41.33 41.33 41.33 41.33 27.37 27.37 27.37 27.37 34.01 34.01 34.01 34.01
0.760
0.760
0.760
1.018
1.018
1.222
1.222
0.618
1.031
CAAA In Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
CAAA Out Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
CAAA In Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
CAAA Out Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Tower Pressure - Service GH = 1.115 Section Elevation
z
KZ
qz
AG
m 58.000
1.65
MPa 0.00
m2 2.653
T2 56.000-52.000
54.000
1.616
0.00
2.653
T3
51.000
1.59
0.00
2.678
m T1 60.000-56.000
F a c e A B C D A B C D A
AF
AR
Aleg
m2 0.939 0.939 0.939 0.939 0.912 0.912 0.912 0.912 0.869
m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
m2 0.610
0.610
0.448
Leg % 64.91 64.91 64.91 64.91 66.88 66.88 66.88 66.88 51.63
Page
Job
RISATower
13 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Section Elevation
z
qz
AG
m 52.000-50.000
m
MPa
m2
T4 50.000-45.000
47.500
1.558
0.00
9.912
T5 45.000-40.000
42.500
1.509
0.00
9.912
T6 40.000-35.000
37.500
1.456
0.00
9.912
T7 35.000-30.000
32.500
1.398
0.00
9.912
T8 30.000-25.000
27.500
1.333
0.00
11.173
T9 25.000-20.000
22.500
1.259
0.00
13.563
T10 20.000-14.000
17.000
1.162
0.00
19.428
T11 14.000-8.000
11.000
1.026
0.00
22.880
T12 8.000-5.000
6.500
1
0.00
13.385
T13 5.000-0.000
2.500
1
0.00
27.134
KZ
F a c e B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D
AF
AR
Aleg
m2 0.869 0.869 0.869 1.676 1.676 1.676 1.676 1.680 1.680 1.680 1.680 1.680 1.680 1.680 1.680 1.683 1.683 1.683 1.683 2.301 2.301 2.301 2.301 2.425 2.425 2.425 2.425 2.750 2.750 2.750 2.750 2.956 2.956 2.956 2.956 2.260 2.260 2.260 2.260 3.031 3.031 3.031 3.031
m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
m2
CAAA In Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Leg %
0.760
0.760
0.760
0.760
1.018
1.018
1.222
1.222
0.618
1.031
51.63 51.63 51.63 45.33 45.33 45.33 45.33 45.24 45.24 45.24 45.24 45.24 45.24 45.24 45.24 45.16 45.16 45.16 45.16 44.26 44.26 44.26 44.26 41.99 41.99 41.99 41.99 44.44 44.44 44.44 44.44 41.33 41.33 41.33 41.33 27.37 27.37 27.37 27.37 34.01 34.01 34.01 34.01
CAAA Out Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Tower Forces - No Ice - Wind Normal To Face Section Elevation
Add Weight
m
kg
Self Weight
T1 60.000-56.000
3.62
kg 272.42
T2 56.000-52.000
3.62
261.19
F a c e A B C D A B C
e
0.354 0.354 0.354 0.354 0.344 0.344 0.344
CF
RR
2.413 2.413 2.413 2.413 2.445 2.445 2.445
0.634 0.634 0.634 0.634 0.63 0.63 0.63
DF
DR
1 1 1 1 1 1 1
1 1 1 1 1 1 1
AE
F
m2 0.939 0.939 0.939 0.939 0.912 0.912 0.912
kg 289.60
kglm 72.40
D
279.10
69.77
D
w
Ctrl. Face
RISATower
Page
Job
14 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section Elevation
Add Weight
Self Weight
m
kg
kg
T3 52.000-50.000
4.46
314.16
T4 50.000-45.000
5.37
818.07
T5 45.000-40.000
5.37
698.48
T6 40.000-35.000
5.37
698.48
T7 35.000-30.000
6.26
698.48
T8 30.000-25.000
6.26
755.66
T9 25.000-20.000
7.16
846.07
T10 20.000-14.000
7.16
1266.51
T11 14.000-8.000
7.16
1655.88
T12 8.000-5.000
7.16
968.81
T13 5.000-0.000
7.16
1437.44
Sum Weight:
76.12
10767.77
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
F a c e D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D
e
0.344 0.324 0.324 0.324 0.324 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.17 0.17 0.17 0.17 0.206 0.206 0.206 0.206 0.179 0.179 0.179 0.179 0.142 0.142 0.142 0.142 0.129 0.129 0.129 0.129 0.169 0.169 0.169 0.169 0.112 0.112 0.112 0.112
CF
RR
2.445 2.507 2.507 2.507 2.507 3.117 3.117 3.117 3.117 3.115 3.115 3.115 3.115 3.115 3.115 3.115 3.115 3.114 3.114 3.114 3.114 2.955 2.955 2.955 2.955 3.073 3.073 3.073 3.073 3.245 3.245 3.245 3.245 3.304 3.304 3.304 3.304 3.118 3.118 3.118 3.118 3.391 3.391 3.391 3.391
0.63 0.624 0.624 0.624 0.624 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.592 0.592 0.592 0.592 0.586 0.586 0.586 0.586 0.58 0.58 0.58 0.58 0.579 0.579 0.579 0.579 0.585 0.585 0.585 0.585 0.576 0.576 0.576 0.576
DF
DR
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 OTM
AE
F
w
m2 0.912 0.869 0.869 0.869 0.869 1.676 1.676 1.676 1.676 1.680 1.680 1.680 1.680 1.680 1.680 1.680 1.680 1.683 1.683 1.683 1.683 2.301 2.301 2.301 2.301 2.425 2.425 2.425 2.425 2.750 2.750 2.750 2.750 2.956 2.956 2.956 2.956 2.260 2.260 2.260 2.260 3.031 3.031 3.031 3.031 205500 kg-m
kg
kglm
Ctrl. Face
268.32
134.16
D
630.75
126.15
D
611.96
122.39
D
590.46
118.09
D
567.57
113.51
D
702.01
140.40
D
726.70
145.34
D
803.22
133.87
D
776.48
129.41
D
545.85
181.95
D
796.27
159.25
D
7588.30
Tower Forces - No Ice - Wind 45 To Face Section Elevation
Add Weight
m
kg
T1 60.000-56.000
3.62
Self Weight kg 272.42
F a c e A B
e
0.354 0.354
CF
RR
2.413 2.413
0.634 0.634
DF
1.2 1.2
DR
1.2 1.2
AE
F
m2 1.127 1.127
kg 347.52
w
kglm 86.88
Ctrl. Face D
RISATower
Page
Job
15 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Section Elevation
Add Weight
Self Weight
m
kg
kg
T2 56.000-52.000
3.62
261.19
T3 52.000-50.000
4.46
314.16
T4 50.000-45.000
5.37
818.07
T5 45.000-40.000
5.37
698.48
T6 40.000-35.000
5.37
698.48
T7 35.000-30.000
6.26
698.48
T8 30.000-25.000
6.26
755.66
T9 25.000-20.000
7.16
846.07
T10 20.000-14.000
7.16
1266.51
T11 14.000-8.000
7.16
1655.88
T12 8.000-5.000
7.16
968.81
T13 5.000-0.000
7.16
1437.44
Sum Weight:
76.12
10767.77
F a c e C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D
e
0.354 0.354 0.344 0.344 0.344 0.344 0.324 0.324 0.324 0.324 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.17 0.17 0.17 0.17 0.206 0.206 0.206 0.206 0.179 0.179 0.179 0.179 0.142 0.142 0.142 0.142 0.129 0.129 0.129 0.129 0.169 0.169 0.169 0.169 0.112 0.112 0.112 0.112
CF
RR
DF
DR
2.413 2.413 2.445 2.445 2.445 2.445 2.507 2.507 2.507 2.507 3.117 3.117 3.117 3.117 3.115 3.115 3.115 3.115 3.115 3.115 3.115 3.115 3.114 3.114 3.114 3.114 2.955 2.955 2.955 2.955 3.073 3.073 3.073 3.073 3.245 3.245 3.245 3.245 3.304 3.304 3.304 3.304 3.118 3.118 3.118 3.118 3.391 3.391 3.391 3.391
0.634 0.634 0.63 0.63 0.63 0.63 0.624 0.624 0.624 0.624 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.592 0.592 0.592 0.592 0.586 0.586 0.586 0.586 0.58 0.58 0.58 0.58 0.579 0.579 0.579 0.579 0.585 0.585 0.585 0.585 0.576 0.576 0.576 0.576
1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.154 1.154 1.154 1.154 1.134 1.134 1.134 1.134 1.106 1.106 1.106 1.106 1.097 1.097 1.097 1.097 1.127 1.127 1.127 1.127 1.084 1.084 1.084 1.084
1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.154 1.154 1.154 1.154 1.134 1.134 1.134 1.134 1.106 1.106 1.106 1.106 1.097 1.097 1.097 1.097 1.127 1.127 1.127 1.127 1.084 1.084 1.084 1.084 OTM
AE
F
w
m2 1.127 1.127 1.094 1.094 1.094 1.094 1.042 1.042 1.042 1.042 1.889 1.889 1.889 1.889 1.893 1.893 1.893 1.893 1.893 1.893 1.893 1.893 1.897 1.897 1.897 1.897 2.656 2.656 2.656 2.656 2.750 2.750 2.750 2.750 3.042 3.042 3.042 3.042 3.243 3.243 3.243 3.243 2.546 2.546 2.546 2.546 3.285 3.285 3.285 3.285 234948 kg-m
kg
kglm
Ctrl. Face
334.91
83.73
D
321.99
160.99
D
710.76
142.15
D
689.75
137.95
D
665.52
133.10
D
639.84
127.97
D
810.42
162.08
D
824.15
164.83
D
888.49
148.08
D
851.73
141.96
D
614.96
204.99
D
862.98
172.60
D
8563.02
Tower Forces - Service - Wind Normal To Face
Page
Job
RISATower
16 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section Elevation
Add Weight
m
kg
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Self Weight
T1 60.000-56.000
3.62
kg 272.42
T2 56.000-52.000
3.62
261.19
T3 52.000-50.000
4.46
314.16
T4 50.000-45.000
5.37
818.07
T5 45.000-40.000
5.37
698.48
T6 40.000-35.000
5.37
698.48
T7 35.000-30.000
6.26
698.48
T8 30.000-25.000
6.26
755.66
T9 25.000-20.000
7.16
846.07
T10 20.000-14.000
7.16
1266.51
T11 14.000-8.000
7.16
1655.88
T12 8.000-5.000
7.16
968.81
T13 5.000-0.000
7.16
1437.44
Sum Weight:
76.12
10767.77
F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D
e
0.354 0.354 0.354 0.354 0.344 0.344 0.344 0.344 0.324 0.324 0.324 0.324 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.17 0.17 0.17 0.17 0.206 0.206 0.206 0.206 0.179 0.179 0.179 0.179 0.142 0.142 0.142 0.142 0.129 0.129 0.129 0.129 0.169 0.169 0.169 0.169 0.112 0.112 0.112 0.112
CF
RR
2.413 2.413 2.413 2.413 2.445 2.445 2.445 2.445 2.507 2.507 2.507 2.507 3.117 3.117 3.117 3.117 3.115 3.115 3.115 3.115 3.115 3.115 3.115 3.115 3.114 3.114 3.114 3.114 2.955 2.955 2.955 2.955 3.073 3.073 3.073 3.073 3.245 3.245 3.245 3.245 3.304 3.304 3.304 3.304 3.118 3.118 3.118 3.118 3.391 3.391 3.391 3.391
0.634 0.634 0.634 0.634 0.63 0.63 0.63 0.63 0.624 0.624 0.624 0.624 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.592 0.592 0.592 0.592 0.586 0.586 0.586 0.586 0.58 0.58 0.58 0.58 0.579 0.579 0.579 0.579 0.585 0.585 0.585 0.585 0.576 0.576 0.576 0.576
DF
DR
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 OTM
AE
F
m2 0.939 0.939 0.939 0.939 0.912 0.912 0.912 0.912 0.869 0.869 0.869 0.869 1.676 1.676 1.676 1.676 1.680 1.680 1.680 1.680 1.680 1.680 1.680 1.680 1.683 1.683 1.683 1.683 2.301 2.301 2.301 2.301 2.425 2.425 2.425 2.425 2.750 2.750 2.750 2.750 2.956 2.956 2.956 2.956 2.260 2.260 2.260 2.260 3.031 3.031 3.031 3.031 51375 kg-m
kg 72.40
kglm 18.10
D
69.77
17.44
D
67.08
33.54
D
157.69
31.54
D
152.99
30.60
D
147.62
29.52
D
141.89
28.38
D
175.50
35.10
D
181.67
36.33
D
200.81
33.47
D
194.12
32.35
D
136.46
45.49
D
199.07
39.81
D
w
1897.07
Tower Forces - Service - Wind 45 To Face
Ctrl. Face
RISATower
Page
Job
17 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section Elevation
Add Weight
m
kg
Self Weight
T1 60.000-56.000
3.62
kg 272.42
T2 56.000-52.000
3.62
261.19
T3 52.000-50.000
4.46
314.16
T4 50.000-45.000
5.37
818.07
T5 45.000-40.000
5.37
698.48
T6 40.000-35.000
5.37
698.48
T7 35.000-30.000
6.26
698.48
T8 30.000-25.000
6.26
755.66
T9 25.000-20.000
7.16
846.07
T10 20.000-14.000
7.16
1266.51
T11 14.000-8.000
7.16
1655.88
T12 8.000-5.000
7.16
968.81
T13 5.000-0.000
7.16
1437.44
Sum Weight:
76.12
10767.77
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D
e
0.354 0.354 0.354 0.354 0.344 0.344 0.344 0.344 0.324 0.324 0.324 0.324 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.17 0.17 0.17 0.17 0.206 0.206 0.206 0.206 0.179 0.179 0.179 0.179 0.142 0.142 0.142 0.142 0.129 0.129 0.129 0.129 0.169 0.169 0.169 0.169 0.112 0.112 0.112 0.112
CF
2.413 2.413 2.413 2.413 2.445 2.445 2.445 2.445 2.507 2.507 2.507 2.507 3.117 3.117 3.117 3.117 3.115 3.115 3.115 3.115 3.115 3.115 3.115 3.115 3.114 3.114 3.114 3.114 2.955 2.955 2.955 2.955 3.073 3.073 3.073 3.073 3.245 3.245 3.245 3.245 3.304 3.304 3.304 3.304 3.118 3.118 3.118 3.118 3.391 3.391 3.391 3.391
RR
0.634 0.634 0.634 0.634 0.63 0.63 0.63 0.63 0.624 0.624 0.624 0.624 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.592 0.592 0.592 0.592 0.586 0.586 0.586 0.586 0.58 0.58 0.58 0.58 0.579 0.579 0.579 0.579 0.585 0.585 0.585 0.585 0.576 0.576 0.576 0.576
DF
1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.154 1.154 1.154 1.154 1.134 1.134 1.134 1.134 1.106 1.106 1.106 1.106 1.097 1.097 1.097 1.097 1.127 1.127 1.127 1.127 1.084 1.084 1.084 1.084
DR
1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.154 1.154 1.154 1.154 1.134 1.134 1.134 1.134 1.106 1.106 1.106 1.106 1.097 1.097 1.097 1.097 1.127 1.127 1.127 1.127 1.084 1.084 1.084 1.084 OTM
AE
F
m2 1.127 1.127 1.127 1.127 1.094 1.094 1.094 1.094 1.042 1.042 1.042 1.042 1.889 1.889 1.889 1.889 1.893 1.893 1.893 1.893 1.893 1.893 1.893 1.893 1.897 1.897 1.897 1.897 2.656 2.656 2.656 2.656 2.750 2.750 2.750 2.750 3.042 3.042 3.042 3.042 3.243 3.243 3.243 3.243 2.546 2.546 2.546 2.546 3.285 3.285 3.285 3.285 58737 kg-m
kg 86.88
kglm 21.72
D
83.73
20.93
D
80.50
40.25
D
177.69
35.54
D
172.44
34.49
D
166.38
33.28
D
159.96
31.99
D
202.61
40.52
D
206.04
41.21
D
222.12
37.02
D
212.93
35.49
D
153.74
51.25
D
215.75
43.15
D
w
2140.75
Ctrl. Face
Page
Job
RISATower
18 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Force Totals Load Case Leg Weight Bracing Weight Total Member Self-Weight Gusset Weight Total Weight Wind 0 deg - No Ice Wind 45 deg - No Ice Wind 90 deg - No Ice Wind 180 deg - No Ice Total Weight Wind 0 deg - Service Wind 45 deg - Service Wind 90 deg - Service Wind 180 deg - Service
Vertical Forces kg 4183.67 6507.97 10691.65 76.12 13777.97
Sum of Forces X kg
Sum of Forces Z kg
325.61 9712.67 12588.74 472.10
-12600.67 -9767.65 26.06 12130.22
81.40 2428.17 3147.18 118.02
-3150.17 -2441.91 6.51 3032.55
13777.97
Sum of Overturning Moments, Mz kg-m
Sum of Overturning Moments, Mx kg-m 215
1204
215 -402942 -315661 -6699 386117 215 -100574 -78754 -1513 96690
1204 -12122 -297744 -386222 -6264 1204 -2128 -73533 -95652 -663
Sum of Torques
Load Combinations Comb. No. 1 2 3 4 5 6 7 8 9
Description Dead Only Dead+Wind 0 deg - No Ice Dead+Wind 45 deg - No Ice Dead+Wind 90 deg - No Ice Dead+Wind 180 deg - No Ice Dead+Wind 0 deg - Service Dead+Wind 45 deg - Service Dead+Wind 90 deg - Service Dead+Wind 180 deg - Service
Maximum Member Forces Section No.
Elevation m
Component Type
Condition
T1
60 - 56
Leg
Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My
Diagonal
Top Girt
Gov. Load Comb. 3 3 2 5 5 2 5 2 2 5 2 5 5 2 6 3
Force kg 4851.32 -5226.41 2526.70 3103.25 -150.48 -172.59 1095.67 -1098.14 396.24 7.76 1.44 -0.02 152.23 -133.35 0.52 107.98
Major Axis Moment kg-m 6 0 12 -4 0 0 0 0 0 0 0 0 0 0 0 0
Minor Axis Moment kg-m -1 -5 -3 13 0 0 0 0 0 0 0 0 0 0 0 0
kg-m
-1205 -350 395 1121 -301 -87 99 280
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
T2
Elevation m
56 - 52
52 - 50
Component Type
Leg
Leg
Diagonal Horizontal
Top Girt
Inner Bracing
T4
50 - 45
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Diagonal
T3
19 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL
Leg
Diagonal
Horizontal
Top Girt
Condition Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My
Gov. Load Comb. 6 3 3 3 5 3 5 5 2 2 2 5 2 5 3 3 3 3 2 3 3 1 2 5 2 5 2 1 3 5 2 5 2 3 3 1 5 1 5 3 3 3 3 3 3 2 2 2 2 2 2 3 3 5 2 5 2 2 2 1 5
Force kg 1.40 -0.00 14324.15 -14712.75 -10082.88 -14712.75 114.96 -41.27 1597.63 -1635.55 1192.44 -63.44 1.43 -0.02 4854.80 -17053.18 -17032.42 -17032.42 41.71 38.42 7675.07 0.00 -5666.37 -5663.88 -5666.37 3.61 -1.19 0.00 -3837.20 -971.84 -929.32 1.33 -0.44 81.40 -1644.99 48.66 77.70 -1.34 0.00 10199.58 -11284.57 -1076.51 -167.94 -39.03 -37.75 1387.80 -1353.34 1135.86 -132.75 2.26 0.05 53.65 -55.55 44.42 44.32 -4.43 -0.11 166.19 -3172.93 -1498.98 -1494.06
Major Axis Moment kg-m 0 0 -4 -30 34 -30 -23 -5 0 0 0 0 0 0 -5 -1 -30 -30 23 27 0 0 0 -1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -7 6 29 -26 29 -26 0 0 -1 0 0 0 -1 0 2 2 2 2 0 0 6 0
Minor Axis Moment kg-m 0 0 10 -29 -23 -29 -24 16 0 0 0 0 0 0 -6 -3 -29 -29 24 27 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -9 6 -25 28 -25 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
45 - 40
Component Type
Leg
Diagonal
Horizontal
Top Girt
T6
40 - 35
Leg
Diagonal
Horizontal
Top Girt
T7
35 - 30
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Inner Bracing
T5
20 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL
Leg
Condition Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy
Gov. Load Comb. 1 5 2 3 1 4 1 4 3 3 3 3 3 3 2 2 2 2 2 2 5 3 5 5 5 5 2 2 1 5 1 5 3 3 3 3 3 2 2 2 2 2 2 2 5 3 5 5 5 5 5 5 1 5 1 5 3 3 3 3 3
Force kg -11.54 0.00 67.31 -407.05 31.80 0.30 -4.21 0.06 16525.59 -18424.19 -1410.99 -142.44 -59.04 -57.38 1641.69 -1684.52 1474.08 89.39 2.25 0.05 74.26 -86.18 74.26 -23.93 -5.58 0.90 26.63 -86.71 -19.04 -18.99 4.39 -0.00 24105.64 -26790.93 -2141.22 -108.74 -83.28 -82.34 1919.55 -1968.63 1760.91 80.21 2.25 0.04 100.23 -125.60 97.77 -25.33 6.91 1.56 35.40 -78.44 3.11 2.63 4.39 -0.00 34196.00 -36860.87 -2658.72 193.88 311.32
Major Axis Moment kg-m 0 0 0 0 3 0 0 0 -14 10 50 -46 50 -46 0 0 -1 0 0 0 3 -1 3 1 3 1 0 0 -2 0 0 0 -21 15 73 -68 73 -8 0 0 -1 0 0 0 0 -2 5 1 5 0 0 0 -2 0 0 0 -8 63 104 -97 -82
Minor Axis Moment kg-m 0 0 0 0 0 0 0 0 -18 10 -45 48 -45 48 0 0 0 0 0 0 0 0 0 -1 0 -1 0 0 0 0 0 0 -27 15 -66 71 -66 -32 0 0 0 0 0 0 0 0 0 -2 0 0 0 0 0 0 0 0 -34 61 -111 118 -65
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
Component Type
Horizontal
Top Girt
30 - 25
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Diagonal
T8
21 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL
Leg
Diagonal
Horizontal
Top Girt
Redund Horz 1 Bracing
Redund Diag 1 Bracing
Redund Hip 1 Bracing
Condition Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Gov. Load Comb. 2 2 2 2 2 2 2 3 3 5 2 5 2 2 2 1 5 1 5 3 3 3 2 4 3 5 2 3 3 3 3 3 3 2 4 2 4 2 2 1 5 1 5 3
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Force kg 237.44 3006.52 -3049.45 2199.52 -36.14 2.24 0.04 350.49 -476.69 111.93 -340.68 7.78 2.41 108.10 -186.64 2.46 2.44 4.39 -0.00 29866.78 -31754.40 -31464.22 -21836.43 273.57 312.33 7434.94 -8426.88 -4148.49 -7778.15 -20.08 41.90 208.31 -347.05 3.41 -40.95 4.22 0.44 1780.79 -1725.63 43.14 33.11 4.39 -0.21 476.86
Major Axis Moment kg-m -39 0 0 -1 0 0 0 4 -2 5 1 5 1 0 0 -2 0 0 0 -56 57 112 -31 -97 -102 9 0 25 -17 25 0 2 2 2 2 2 2 0 0 -2 0 0 0 0
Minor Axis Moment kg-m -53 0 0 0 0 0 0 -1 -1 0 -2 0 -2 0 0 0 0 0 0 -53 48 100 -102 -31 -98 -8 0 18 58 18 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3 1 3 1 3 3
-512.24 20.17 476.86 0.62 -0.03 760.99
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 2 2 2 2 3
-608.37 401.43 227.77 0.95 0.12 16.58
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx
3 1
-65.34 -0.18
0 0
0 0
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
25 - 20
Component Type
Leg
Diagonal
Horizontal
Top Girt
Redund Horz 1 Bracing
Redund Diag 1 Bracing
Redund Hip 1 Bracing
Inner Bracing
T10
20 - 14
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Inner Bracing
T9
22 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL
Leg
Condition Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Gov. Load Comb. 2 1 2 3 3 1 4 1 4 3 3 3 2 4 3 3 2 3 3 3 3 3 3 2 3 2 4 2 2 1 5 1 5 3
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Force kg -3.08 1.03 0.00 122.90 -96.55 48.12 37.15 -8.14 0.07 36392.22 -38920.50 -38582.04 -26210.09 -242.56 -285.54 6187.93 -6682.47 -3216.80 -6659.87 -16.29 17.31 206.35 -347.18 -39.77 -249.06 4.19 0.35 5829.14 -5416.89 190.57 143.52 5.46 -0.26 584.47
Major Axis Moment kg-m 0 0 0 0 0 6 0 0 0 -47 107 112 -25 -109 -109 15 0 20 -15 20 0 1 1 2 1 2 2 0 0 -3 0 0 0 0
Minor Axis Moment kg-m 0 0 0 0 0 0 0 0 0 -41 92 100 -113 -25 -108 -12 0 16 25 16 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3 1 2 1 2 3
-584.47 24.79 -339.96 0.75 -0.04 669.69
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 2 2 2 2 3
-636.31 402.38 216.00 1.12 0.12 16.93
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 1 2 1 2 3 2 1 4 1 4 3
-46.85 -0.25 -23.42 1.25 -0.00 206.26 -114.91 172.11 22.63 -7.74 0.05 39256.76
0 0 0 0 0 0 0 7 0 0 0 -87
0 0 0 0 0 0 0 0 0 0 0 -88
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
Component Type
Horizontal
Top Girt
Redund Horz 1 Bracing
Redund Diag 1 Bracing
Redund Hip 1 Bracing
Inner Bracing
14 - 8
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Diagonal
T11
23 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL
Leg
Diagonal
Condition Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Gov. Load Comb. 3 3 2 5 5 3 2 3 3 3 3 3 3 2 5 2 5 2 2 5 2 5 2 3
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Force kg -41309.35 -41024.85 -27508.96 213.69 208.12 7876.48 -8760.00 -4738.63 -8179.13 12.82 -18.27 80.73 -261.46 -56.63 -90.47 4.70 0.31 6527.50 -6041.41 6284.83 388.14 6.54 -0.31 620.34
Major Axis Moment kg-m 98 107 -28 -105 -48 -12 0 -16 10 -16 0 2 2 2 2 2 2 0 0 -5 0 0 0 0
Minor Axis Moment kg-m 93 92 -105 -19 -102 18 0 -23 -31 -23 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3 1 2 1 2 3
-620.34 25.74 -283.06 0.90 -0.04 676.38
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 2 2 2 2 3
-676.38 327.97 206.33 1.34 0.14 17.66
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy
3 1 2 1 2 3 2 1 4 1 4 3 3 3 3 3 3 2 3 3 2 3
-57.41 -0.84 3.04 1.50 0.00 283.56 -128.16 209.43 29.68 -9.26 0.04 45131.91 -46088.80 -45685.09 -46088.80 162.98 -155.23 7494.20 -9302.38 -5152.19 -7731.80 13.72
0 0 0 0 0 0 0 9 0 0 0 -87 3 98 3 -93 82 -8 0 -15 -10 -15
0 0 0 0 0 0 0 0 0 0 0 -81 112 93 112 -86 86 -9 0 -21 22 -21
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
Component Type
Top Girt
Redund Horz 1 Bracing
Redund Diag 1 Bracing
Redund Hip 1 Bracing
Inner Bracing
8-5
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Horizontal
T12
24 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL
Leg
Diagonal
Top Girt
Redund Horz 1 Bracing
Condition Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Gov. Load Comb. 2 3 3 3 2 3 2 2 2 1 2 1 2 3
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Force kg 13.40 65.56 -228.48 -63.41 -63.29 5.43 0.31 7967.97 -7263.17 298.73 569.82 9.89 -0.47 692.12
Major Axis Moment kg-m 0 2 2 2 2 2 2 0 0 -9 0 0 0 0
Minor Axis Moment kg-m 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3 1 2 1 2 3
-692.12 31.49 -275.18 1.07 -0.05 667.41
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 2 2 2 2 3
-667.41 273.67 155.77 1.55 0.14 17.17
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 1 3 1 3 3 3 1 4 1 4 3 3 4 3 4 3 3 4 3 3 3 3 4 2 1 3 1 3 3
-45.16 -1.27 -2.06 2.03 -0.00 714.64 -695.27 229.36 21.88 -11.10 0.03 47873.24 -56415.62 -30890.86 -55798.73 199.81 348.23 34061.99 -6484.69 9471.49 -3246.64 252.23 -255.66 5254.51 -5307.57 382.38 -2839.70 15.11 -1.82 39586.79
0 -1 0 0 0 0 0 14 0 0 0 -9 26 -79 -64 -79 -64 0 6 -185 -96 43 -39 0 0 -15 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 -10 28 -35 -152 -35 -152 0 5 214 338 68 232 0 0 0 2 0 0 0
Max. Compression
3
-852.27
0
0
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
Component Type
Redund Horz 3 Bracing
Redund Diag 1 Bracing
Redund Diag 2 Bracing
Redund Diag 3 Bracing
Redund Hip 1 Bracing
Redund Hip 2 Bracing
5-0
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Redund Horz 2 Bracing
T13
25 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL
Leg
Diagonal
Condition Max. Mx Max. My Max. Vy Max. Vx Max Tension
Gov. Load Comb. 3 4 3 4 3
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Force kg 852.27 473.37 1.34 -0.16 19363.65
Major Axis Moment kg-m 0 0 0 0 0
Minor Axis Moment kg-m 0 0 0 0 0
3 2 4 2 4 3
-852.27 555.71 473.37 2.68 -0.32 4277.63
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 3 4 3 4 3
-852.27 852.27 473.37 4.01 -0.48 14084.25
0 -2 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 3 3 3 3 3
-730.24 13885.73 730.24 1.54 -0.39 12655.80
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 4 3 4 3 3
-532.25 51.41 532.25 2.88 0.51 3547.96
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 4 3 4 3 3
-487.44 41.93 487.44 4.22 0.60 40461.08
0 -2 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 1 3 1 3 3
-44.17 -0.13 -44.10 1.91 0.00 19724.00
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression
4 1 3 1 3 3 3 2 5 2 5 2 4
-173.23 -6.09 20.55 3.81 0.00 47572.30 -56973.39 -37139.40 -34486.09 -65.67 -63.42 6531.09 -6157.23
0 -2 0 0 0 -18 0 -96 -6 -96 -6 9 -8
0 0 0 0 0 -20 0 -11 -92 -11 -92 6 28
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
26 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Component Type
Top Girt
Redund Horz 1 Bracing
Redund Horz 2 Bracing
Redund Diag 1 Bracing
Redund Diag 2 Bracing
Redund Hip 1 Bracing
Redund Hip 2 Bracing
Inner Bracing
Condition Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Gov. Load Comb. 3 4 3 4 3 4 3 3 3 3 3
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Force kg -321.56 -5872.76 26.77 -30.95 23.28 -196.85 -9.32 -81.65 19.28 5.52 860.71
Major Axis Moment kg-m -43 10 0 0 -1 0 20 20 20 20 0
Minor Axis Moment kg-m 37 -58 1 0 0 0 -3 -9 -3 -9 0
3 4 3 4 3 3
-860.71 523.86 860.71 -0.90 0.11 860.71
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 5 3 5 3 3
-860.71 521.63 -231.61 2.10 -0.25 965.15
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 3 4 3 4 3
-965.15 965.15 587.42 1.75 0.67 590.18
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 3 4 3 4 3
-590.18 590.18 359.20 3.12 0.61 47.37
0 -2 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 1 4 1 4 3
-45.22 -3.45 -23.89 2.54 0.00 12.06
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx
4 1 4 1 4 3 3 1 2 1 2
-57.59 -6.28 -57.58 5.08 0.00 241.83 -250.50 0.42 3.59 10.78 -0.30
0 -3 0 0 0 0 0 -13 0 0 0
0 0 0 0 0 0 0 0 0 0 0
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
27 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Maximum Reactions Location
Condition
Leg D
Max. Vert Max. Hx Max. Hz Min. Vert Min. Hx Min. Hz Max. Vert Max. Hx Max. Hz Min. Vert Min. Hx Min. Hz Max. Vert Max. Hx Max. Hz Min. Vert Min. Hx Min. Hz Max. Vert Max. Hx Max. Hz Min. Vert Min. Hx Min. Hz
Leg C
Leg B
Leg A
Gov. Load Comb. 5 5 3 3 2 5 5 2 2 2 5 4 3 5 4 5 3 5 2 2 2 5 5 4
Vertical kg
Horizontal, X kg
Horizontal, Z kg
35484.74 35484.74 -47462.74 -47462.74 -31276.49 35484.74 36422.55 -29686.82 -29686.82 -29686.82 36422.55 34972.24 55844.94 -28485.13 36929.55 -28485.13 55844.94 -28485.13 36131.82 36131.82 36131.82 -29644.20 -29644.20 -28909.36
6465.58 6465.58 -6119.21 -6119.21 -6168.78 6465.58 -6758.52 6201.32 6201.32 6201.32 -6758.52 -3670.45 -7127.61 5820.40 -3622.23 5820.40 -7127.61 5820.40 6553.26 6553.26 6553.26 -5999.82 -5999.82 -2775.10
-3399.04 -3399.04 5827.50 5827.50 2971.08 -3399.04 -3442.39 2706.82 2706.82 2706.82 -3442.39 -6729.65 6723.27 -2488.88 6884.46 -2488.88 6723.27 -2488.88 3338.43 3338.43 3338.43 -2799.73 -2799.73 -6002.50
Tower Mast Reaction Summary Load Combination
Vertical
Dead Only Dead+Wind 0 deg - No Ice Dead+Wind 45 deg - No Ice Dead+Wind 90 deg - No Ice Dead+Wind 180 deg - No Ice Dead+Wind 0 deg - Service Dead+Wind 45 deg - Service Dead+Wind 90 deg - Service Dead+Wind 180 deg - Service
kg 13777.97 13777.96 13777.87 13777.96 13777.96 13777.97 13777.97 13777.97 13777.97
Shearx
Shearz
kg
kg
0.32 325.25 9696.40 12588.01 472.35 81.40 2427.95 3146.90 118.03
-0.12 -12600.46 -9784.85 26.32 12130.04 -3149.86 -2441.67 6.52 3032.25
Overturning Moment, Mx kg-m 213 -405078 -317549 -6753 388159 -101092 -79164 -1523 97193
Overturning Moment, Mz kg-m 1200 -12141 -299198 -388126 -6259 -2131 -73884 -96109 -650
Torque kg-m 0 -1221 -390 385 1137 -306 -90 99 285
Solution Summary Load Comb. 1 2 3 4 5
PX kg 0.00 325.61 9712.67 12588.74 472.10
Sum of Applied Forces PY kg -13777.97 -13777.97 -13777.97 -13777.97 -13777.97
PZ kg -0.00 -12600.67 -9767.65 26.06 12130.22
PX kg -0.32 -325.25 -9696.40 -12588.01 -472.35
Sum of Reactions PY kg 13777.97 13777.96 13777.87 13777.96 13777.96
PZ kg 0.12 12600.46 9784.85 -26.32 -12130.04
% Error 0.003% 0.002% 0.122% 0.004% 0.002%
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Load Comb. 6 7 8 9
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Sum of Applied Forces PY kg -13777.97 -13777.97 -13777.97 -13777.97
PX kg 81.40 2428.17 3147.18 118.02
28 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL
PZ kg -3150.17 -2441.91 6.51 3032.55
PX kg -81.40 -2427.95 -3146.90 -118.03
Sum of Reactions PY kg 13777.97 13777.97 13777.97 13777.97
PZ kg 3149.86 2441.67 -6.52 -3032.25
% Error 0.002% 0.002% 0.002% 0.002%
Non-Linear Convergence Results Load Combination 1 2 3 4 5 6 7 8 9
Converged?
Number of Cycles 6 46 200 42 70 16 16 16 16
Yes Yes No Yes Yes Yes Yes Yes Yes
Displacement Tolerance 0.00000001 0.00004924 0.02064293 0.00007703 0.00004951 0.00000001 0.00000001 0.00000001 0.00000001
Force Tolerance 0.00007629 0.00014513 0.00000000 0.00014311 0.00013920 0.00012074 0.00012023 0.00011770 0.00012119
Maximum Tower Deflections - Service Wind Section No. T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11 T12 T13
Elevation m 60 - 56 56 - 52 52 - 50 50 - 45 45 - 40 40 - 35 35 - 30 30 - 25 25 - 20 20 - 14 14 - 8 8-5 5-0
Horz. Deflection mm 206.20 176.80 150.08 139.12 112.10 86.49 63.12 42.88 27.19 15.75 6.56 1.13 0.40
Gov. Load Comb. 7 7 7 7 7 7 7 7 7 7 7 7 7
Tilt
Twist
° 0.4246 0.4072 0.3381 0.3117 0.2987 0.2770 0.2453 0.2009 0.1470 0.1031 0.0635 0.0341 0.0217
° 0.0301 0.0289 0.0106 0.0103 0.0101 0.0097 0.0092 0.0084 0.0054 0.0029 0.0014 0.0007 0.0004
Critical Deflections and Radius of Curvature - Service Wind Elevation
Appurtenance
m 61.500 60.000 59.500 59.000 58.500
ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983
Gov. Load Comb. 7 7 7 7 7
Deflection
Tilt
Twist
mm 206.20 206.20 202.49 198.78 195.08
° 0.4246 0.4246 0.4243 0.4238 0.4230
° 0.0301 0.0301 0.0307 0.0312 0.0316
Radius of Curvature m 24439 24439 24439 24439 24439
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Elevation m 58.000 57.500 57.000 56.500 56.000 55.500 55.000 54.500 54.000 50.000 49.000 48.000 47.000 46.000 45.000 44.000 43.000 42.000 41.800 41.300 40.800 40.300 39.800 39.300 38.800 38.300 37.800 35.000 31.800 31.500 26.500 23.500 19.000 13.000 8.500
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Appurtenance ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN 6 FT DISH 8 FT DISH 8 FT DISH HP10-59W 8 FT DISH 8 FT DISH HP6-107G Andrew KP4/KP4F
Gov. Load Comb. 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7
Deflection
Tilt
Twist
mm 191.40 187.72 184.06 180.42 176.80 173.21 169.67 166.18 162.75 139.12 133.74 128.32 122.88 117.46 112.10 106.81 101.60 96.48 95.47
° 0.4216 0.4195 0.4165 0.4125 0.4072 0.4006 0.3929 0.3843 0.3751 0.3117 0.3048 0.3014 0.3000 0.2996 0.2987 0.2964 0.2927 0.2881 0.2871
° 0.0318 0.0317 0.0312 0.0303 0.0289 0.0269 0.0245 0.0218 0.0190 0.0103 0.0107 0.0108 0.0106 0.0103 0.0101 0.0099 0.0098 0.0098 0.0098
Radius of Curvature m 18622 14898 12269 9888 7634 5733 4384 3484 2883 80700 22689 66979 54746 19611 13149 11865 11786 11755 11748
7
92.95
0.2844
0.0098
11732
7
90.45
0.2816
0.0098
11693
7
87.97
0.2788
0.0097
11588
7
85.51
0.2759
0.0097
11377
7
83.07
0.2730
0.0097
11064
7
80.66
0.2701
0.0097
10703
7
78.27
0.2671
0.0096
10341
7
75.90
0.2640
0.0096
10001
7 7 7 7 7 7 7 7
63.12 49.70 48.52 31.41 23.34 13.92 5.36 1.38
0.2453 0.2186 0.2158 0.1628 0.1324 0.0957 0.0580 0.0362
0.0092 0.0089 0.0088 0.0064 0.0045 0.0026 0.0012 0.0008
8243 5673 5504 5615 6168 7393 10830 5675
Maximum Tower Deflections - Design Wind Section No. T1 T2 T3 T4 T5 T6
Elevation m 60 - 56 56 - 52 52 - 50 50 - 45 45 - 40 40 - 35
29 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL
Horz. Deflection mm 862.75 741.10 630.16 584.48 471.71 364.64
Gov. Load Comb. 3 3 3 3 3 3
Tilt
Twist
° 1.7571 1.6873 1.4096 1.3006 1.2484 1.1609
° 0.0771 0.0720 0.0422 0.0410 0.0398 0.0386
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No. T7 T8 T9 T10 T11 T12 T13
Elevation m 35 - 30 30 - 25 25 - 20 20 - 14 14 - 8 8-5 5-0
30 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Horz. Deflection mm 266.68 181.60 115.20 66.20 25.83 3.78 1.66
Gov. Load Comb. 3 3 3 3 3 4 3
Tilt
Twist
° 1.0309 0.8486 0.6276 0.4486 0.2873 0.1702 0.0970
° 0.0366 0.0331 0.0212 0.0122 0.0062 0.0034 0.0020
Critical Deflections and Radius of Curvature - Design Wind Elevation m 61.500 60.000 59.500 59.000 58.500 58.000 57.500 57.000 56.500 56.000 55.500 55.000 54.500 54.000 50.000 49.000 48.000 47.000 46.000 45.000 44.000 43.000 42.000 41.800 41.300 40.800 40.300 39.800 39.300 38.800 38.300 37.800 35.000 31.800 31.500
Appurtenance ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN 6 FT DISH 8 FT DISH 8 FT DISH
Gov. Load Comb. 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3
Deflection
Tilt
Twist
mm 862.75 862.75 847.41 832.08 816.78 801.51 786.30 771.15 756.08 741.10 726.23 711.53 697.05 682.85 584.48 562.06 539.44 516.75 494.13 471.71 449.61 427.86 406.44 402.20
° 1.7571 1.7571 1.7557 1.7537 1.7502 1.7446 1.7362 1.7243 1.7082 1.6873 1.6610 1.6302 1.5959 1.5592 1.3006 1.2721 1.2580 1.2529 1.2515 1.2484 1.2395 1.2249 1.2060 1.2018
° 0.0771 0.0771 0.0776 0.0780 0.0782 0.0781 0.0775 0.0764 0.0746 0.0720 0.0687 0.0647 0.0603 0.0559 0.0410 0.0414 0.0413 0.0409 0.0403 0.0398 0.0395 0.0392 0.0390 0.0390
Radius of Curvature m 6121 6121 6121 6121 6121 4664 3731 3073 2476 1912 1436 1098 872 721 20296 5375 15163 13781 4913 3267 2947 2933 2930 2930
3
391.66
1.1910
0.0389
2928
3
381.20
1.1796
0.0388
2921
3
370.82
1.1680
0.0387
2896
3
360.53
1.1562
0.0385
2842
3
350.33
1.1443
0.0384
2762
3
340.22
1.1323
0.0382
2669
3
330.20
1.1201
0.0380
2575
3
320.28
1.1077
0.0378
2488
3 3 3
266.68 210.29 205.34
1.0309 0.9213 0.9097
0.0366 0.0352 0.0349
2043 1418 1376
RISATower
Page
Job
31 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Elevation
Appurtenance
m 26.500 23.500 19.000 13.000 8.500
HP10-59W 8 FT DISH 8 FT DISH HP6-107G Andrew KP4/KP4F
Gov. Load Comb. 3 3 3 3 4
Deflection
Tilt
Twist
mm 133.17 98.75 58.39 19.99 4.66
° 0.6924 0.5683 0.4178 0.2670 0.1812
° 0.0252 0.0176 0.0109 0.0056 0.0037
Radius of Curvature m 1391 1496 1769 2981 726
Bolt Design Data Section No.
Elevation
Component Type
Bolt Grade
Leg
A325N
16
8
Maximum Load per Bolt kg 166.53
Diagonal
A325N
16
2
549.07
2922.37
Top Girt
A325N
16
2
76.11
2922.37
Leg
A325N
16
8
1551.53
5528.16
m T1
60
T2
56
T3
52
T4
T5
T6
T7
T8
T9
50
45
40
35
30
25
Bolt Size mm
Number Of Bolts
Allowable Load kg 5528.16
Diagonal
A325N
16
2
817.78
2922.37
Leg
A325N
16
10
3410.64
5528.16
Diagonal
A325N
16
2
3837.54
2922.37
Horizontal
A325N
16
2
2833.18
2922.37
Top Girt
A325N
16
2
1918.60
2922.37
Leg
A325N
16
8
2139.44
5528.16
Diagonal
A325N
16
2
693.90
2922.37
Horizontal
A307
16
2
27.77
1391.60
Top Girt
A325N
16
2
1586.46
5844.72
Leg
A325N
16
8
3760.93
5528.16
Diagonal
A325N
16
2
842.26
2922.37
Horizontal
A307
16
2
43.09
1391.60
Top Girt
A325N
16
2
43.35
2922.37
Leg
A325N
16
12
3813.86
5528.16
Diagonal
A325N
16
2
984.32
2922.37
Horizontal
A307
16
2
62.80
1391.60
Top Girt
A325N
16
2
39.22
2922.37
Leg
A325N
16
12
5314.43
5528.16
Diagonal
A325N
16
2
1524.72
2922.37
Horizontal
A307
16
2
238.35
1391.60
Top Girt
A325N
16
2
93.32
2922.37
Leg
A325N
16
12
5291.07
5528.16
Diagonal
A325N
16
3
2808.96
2922.37
Horizontal
A307
16
2
173.52
1391.60
Top Girt
A325N
16
2
890.40
2922.37
Leg
A325N
16
12
6433.71
5844.72
Ratio Load Allowable 0.030 0.188 0.026 0.281 0.280 0.617 1.313 0.969 0.657 0.387 0.237 0.020 0.271 0.680 0.288 0.031 0.015 0.690 0.337 0.045 0.013 0.961 0.522 0.171 0.032 0.957 0.961 0.125 0.305 1.101
Allowable Ratio
Criteria
1.333
Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bearing
1.333
Bolt Shear
1.333
Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Component Type
Bolt Grade
Diagonal
T11
T12
T13
20
14
8
5
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
m
T10
32 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL
A325N
Bolt Size mm
Number Of Bolts
16
2
Maximum Load per Bolt kg 3341.23
Allowable Load kg 2922.37
Horizontal
A307
16
2
173.59
1391.60
Top Girt
A325N
16
2
2914.57
2922.37
Leg
A325N
16
16
5135.48
5844.72
Diagonal
A325N
16
2
4380.00
5844.72
Horizontal
A307
16
2
130.73
1391.60
Top Girt
A325N
16
2
3263.75
2922.37
Leg
A325N
16
16
5717.53
5844.72
Diagonal
A325N
16
2
4651.18
5844.72
Horizontal
A307
16
2
114.24
1391.60
Top Girt Leg
A325N A325N
16 16
2 16
3983.98 6982.33
2922.37 5844.72
Diagonal Top Girt
A325N A325N
16 16
2 2
17030.99 2653.79
2922.37 2922.37
Leg
A325N
16
16
7067.97
5844.72
Diagonal
A325N
16
2
3265.54
2922.37
Top Girt
A325N
16
2
98.42
2922.37
Ratio Load Allowable 1.143 0.125 0.997 0.879 0.749 0.094 1.117 0.978 0.796 0.082 1.363 1.195 5.828 0.908 1.209 1.117 0.034
Allowable Ratio
Criteria
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
1.333 1.333
Bolt Shear Bolt DS
1.333 1.333
Bolt Shear Bolt Shear
1.333
Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
Compression Checks Leg Design Data (Compression) Section No.
Elevation
Size
L
Lu
T1
m 60 - 56
L76x76x6
m 4.000
m 0.500
T2
56 - 52
L76x76x6
4.000
0.500
T3
52 - 50
L102x102x6
2.207
T4
50 - 45
2L76x76x6.4
T5
45 - 40
T6
mm2 929
Actual P kg -5226.43
Allow. Pa kg 16465.77
Ratio P Pa 0.317
174
929
-14712.73
16465.77
0.894
54.6 K=1.00
141
1252
-17053.17
17975.92
0.949
1.250
83.1 K=1.00
127
1855
-11284.56
23982.34
0.471
5.000
1.250
83.1 K=1.00
127
1855
-18424.20
23982.34
0.768
2L76x76x6.4
5.000
1.250
83.1 K=1.00
127
1855
-26790.94
23982.34
1.117
35 - 30
2L76x76x6.4
5.000
1.250
83.1 K=1.00
127
1855
-36860.88
23982.34
1.537
30 - 25
H1-3 (1.54 CR) - 265 L102x102x6
5.011
1.253
62.0 K=1.00
135
1252
-31754.42
17170.43
1.849
Kl/r
Fa
A
MPa 174
44.3 K=1.33
1.104
5.000
2L76x76x6.4
40 - 35
T7 T8
44.3 K=1.33
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
33 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Size
m
L
Lu
m
m
Kl/r
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
Fa
A
MPa
T9
25 - 20
H1-3 (1.85 CR) - 313/2 L102x102x8
5.011
1.253
62.4 K=1.00
154
1548
-38920.50
24288.34
1.602
T10
20 - 14
H1-3 (1.60 CR) - 388 L102x102x10
6.014
1.503
75.1 K=1.00
138
1845
-41309.35
25908.52
1.594
T11
14 - 8
H1-3 (1.59 CR) - 463 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
Allow. Pa kg 6802.07
Ratio P Pa 0.161
H1-3 (1.86 CR) - 689
Diagonal Design Data (Compression) Fa
A
MPa 145
mm2 461
Actual P kg -1098.14
69.8 K=1.00
145
461
-1635.55
6802.07
0.240
1.520
151.9 K=1.00
45
461
-1353.34
2098.77
0.645
1.582
1.520
151.9 K=1.00
45
461
-1684.52
2098.77
0.803
L51x51x4.8
1.582
1.520
151.9 K=1.00
45
461
-1968.63
2098.77
0.938
35 - 30
L51x51x4.8
1.582
1.520
151.9 K=1.00
45
461
-3049.45
2098.77
1.453
T8
30 - 25
H1-3 (1.45 CR) - 281 L64x64x4.8
2.779
1.390
110.5 K=1.00
84
582
-8426.89
5001.27
1.685
T9
25 - 20
H1-3 (1.68 CR) - 337 L64x64x4.8
2.891
1.446
115.0 K=1.00
78
582
-6682.46
4622.29
1.446
T10
20 - 14
H1-3 (1.45 CR) - 412 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
46.5 K=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
Section No.
Elevation
Size
L
Lu
T1
m 60 - 56
L51x51x4.8
m 0.796
m 0.699
T2
56 - 52
L51x51x4.8
0.796
0.699
T4
50 - 45
L51x51x4.8
1.582
T5
45 - 40
L51x51x4.8
T6
40 - 35
T7
Kl/r
69.8 K=1.00
Horizontal Design Data (Compression)
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
mm2 605
Actual P kg -4436.04
Allow. Pa kg 4512.90
Ratio P Pa 0.983*
112
461
-55.55
5272.42
0.011
118.9 K=1.00
73
461
-86.18
3423.49
0.025
1.864
118.9 K=1.00
73
461
-125.60
3423.49
0.037
1.940
1.864
118.9 K=1.00
73
461
-476.69
3423.49
0.139
L51x51x4.8
2.178
1.038
103.8 K=1.00
95
461
-347.05
4482.78
0.077
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
182.5 K=1.00
31
461
-228.48
1454.81
0.157
Allow. Pa kg 7673.47
Ratio P Pa 0.017
Fa
A
MPa 73
93.1 K=1.00
1.864
1.940
L51x51x4.8
30 - 25
T9
Section No.
*
34 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL
Elevation
Size
L
Lu
T3
m 52 - 50
L51x51x6.4
m 1.280
m 1.178
T4
50 - 45
L51x51x4.8
1.940
0.932
T5
45 - 40
L51x51x4.8
1.940
T6
40 - 35
L51x51x4.8
T7
35 - 30
T8
Kl/r
118.7 K=1.00
DL controls
Top Girt Design Data (Compression) Section No.
Elevation
Size
L
Lu
T1
m 60 - 56
L51x51x4.8
m 0.620
m 0.544
T3
52 - 50
L51x51x4.8
0.620
0.544
T4
50 - 45
2L51x51x6
1.940
T5
45 - 40
L51x51x4.8
T6
40 - 35
T7
Fa
A
MPa 163
mm2 461
Actual P kg -133.35
54.3 K=1.00
163
461
-3837.20
7673.47
0.500
1.838
85.3 K=1.00
124
1213
-3172.93
15300.22
0.207
1.940
1.864
118.9 K=1.00
73
461
-86.71
3423.49
0.025
L51x51x4.8
1.940
1.864
118.9 K=1.00
73
461
-78.44
3423.49
0.023
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
T10
20 - 14
H1-3 (2.44 CR) - 392 L51x51x4.8
2.894
2.792
178.2 K=1.00
32
461
-6041.40
1525.48
3.960
T11
14 - 8
H1-3 (3.96 CR) - 467 L64x64x4.8
3.467
3.365
170.3 K=1.00
35
582
-7263.15
2106.57
3.448
T12
8-5
H1-3 (3.45 CR) - 542 L64x64x6.4
4.040
3.938
201.6
25
768
-5307.58
1982.64
2.677
Kl/r
54.3 K=1.00
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
35 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Size
m
L
Lu
m
m
Kl/r
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
929
-196.85
9806.22
0.020
Fa
A
MPa
104
K=1.00 T13
5-0
KL/R > 200 (C) - 615 L76x76x6.4
4.763
2.331
98.7 K=1.00
Redundant Horizontal (1) Design Data (Compression) Section No.
Elevation
mm2 232
Actual P kg -512.24
Allow. Pa kg 3542.46
Ratio P Pa 0.145
129
232
-584.47
3050.35
0.192
98.9 K=1.00
103
232
-620.35
2437.17
0.255
0.888
118.0 K=1.00
74
232
-692.12
1748.88
0.396
0.595
0.545
54.4 K=1.00
163
461
-852.27
7669.39
0.111
0.794
0.743
98.8 K=1.00
103
232
-860.71
2443.59
0.352
Fa
A
MPa 150
81.5 K=1.00
0.744
0.938
L51x51x4.8 L38x38x3.2
Size
L
Lu
T8
m 30 - 25
L38x38x3.2
m 0.545
m 0.494
T9
25 - 20
L38x38x3.2
0.664
0.613
T10
20 - 14
L38x38x3.2
0.795
T11
14 - 8
L38x38x3.2
T12
8-5
T13
5-0
Kl/r
65.6 K=1.00
Redundant Horizontal (2) Design Data (Compression) Section No.
Elevation
Size
L
Lu
T12
m 8-5
L51x51x4.8
m 1.191
m 1.140
T13
5-0
L44x44x3.2
1.588
1.537
Kl/r
113.9 K=1.00 174.5 K=1.00
mm2 461
Actual P kg -852.27
Allow. Pa kg 3732.60
Ratio P Pa 0.228
272
-860.71
938.84
0.917
Fa
A
MPa 79 34
Redundant Horizontal (3) Design Data (Compression) Section No. T12
Elevation
Size
L
Lu
m 8-5
L51x51x4.8
m 1.786
m 1.735
Kl/r
173.4 K=1.00
Fa
A
MPa 34
mm2 461
Actual P kg -852.27
Allow. Pa kg 1610.73
Redundant Diagonal (1) Design Data (Compression)
Ratio P Pa 0.529
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
36 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
mm2 312
Actual P kg -608.37
Allow. Pa kg 2140.51
Ratio P Pa 0.284
59
312
-636.31
1893.32
0.336
160.2 K=1.00
40
312
-676.38
1278.76
0.529
1.708
169.2 K=1.00
36
312
-667.41
1146.08
0.582
1.020
0.945
94.5 K=1.00
110
461
-730.24
5176.94
0.141
1.780
1.636
164.7 K=1.00
38
605
-965.15
2341.94
0.412
Fa
A
MPa 67
131.6 K=1.00
1.617
1.810
L51x51x4.8 L51x51x6.4
Size
L
Lu
T8
m 30 - 25
L51x51x3.2
m 1.390
m 1.250
T9
25 - 20
L51x51x3.2
1.446
1.329
T10
20 - 14
L51x51x3.2
1.734
T11
14 - 8
L51x51x3.2
T12
8-5
T13
5-0
Kl/r
123.8 K=1.00
Redundant Diagonal (2) Design Data (Compression) Section No.
Elevation
Size
L
Lu
T12
m 8-5
L51x51x4.8
m 1.487
m 1.428
T13
5-0
L51x51x4.8
2.177
2.098
Kl/r
142.7 K=1.00 209.7 K=1.00
mm2 461
Actual P kg -532.25
Allow. Pa kg 2377.18
Ratio P Pa 0.224
461
-590.18
1101.61
0.536
Fa
A
MPa 51 23
Redundant Diagonal (3) Design Data (Compression) Section No. T12
Elevation m 8-5
Size
L
Lu
L51x51x4.8
m 2.023
m 1.968
Kl/r
196.7 K=1.00
Fa
A
MPa 27
mm2 461
Actual P kg -487.44
Allow. Pa kg 1252.18
Ratio P Pa 0.389
Allow. Pa kg 3278.29
Ratio P Pa 0.020
Redundant Hip (1) Design Data (Compression) Section No.
Elevation
Size
L
Lu
T8
m 30 - 25
L44x44x3.2
m 0.770
m 0.770
T9
25 - 20
L44x44x3.2
0.939
0.939
T10
20 - 14
L44x44x3.2
1.124
T11
14 - 8
L51x51x3.2
1.327
Fa
A
MPa 118
mm2 272
Actual P kg -65.34
106.6 K=1.00
90
272
-46.85
2510.07
0.019
1.124
127.6 K=1.00
63
272
-57.41
1753.73
0.033
1.327
131.4 K=1.00
60
312
-45.16
1899.55
0.024
Kl/r
87.4 K=1.00
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
37 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Size
m
L
Lu
m
m
Kl/r
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
Fa
A
MPa
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
Allow. Pa kg 1710.46
Ratio P Pa 0.101
962.13
0.060
Allow. Pa kg 3769.79
Ratio P Pa 0.412*
Redundant Hip (2) Design Data (Compression) Section No.
Elevation
Size
L
Lu
T12
m 8-5
L51x51x4.8
m 1.684
m 1.684
T13
5-0
L51x51x4.8
2.245
2.245
Kl/r
168.3 K=1.00 224.4 K=1.00
Fa
A
MPa 36
mm2 461
Actual P kg -173.23
20
461
-57.59
Inner Bracing Design Data (Compression) Section No.
MPa 118
mm 312
Actual P kg -1552.85
261.6 K=1.00
15
312
-385.84
479.27
0.805*
2.668
268.6 K=1.00
14
605
-36.61
880.66
0.042
3.418
3.317
331.4 K=1.00
9
461
-114.91
440.97
0.261
KL/R > 250 (C) - 390 L51x51x4.8
4.093
3.991
398.8 K=1.00
6
461
-128.16
304.50
0.421
14 - 8
KL/R > 250 (C) - 465 L51x51x4.8
2.654
2.553
255.1 K=1.00
16
461
-695.27
744.46
0.934
5-0
KL/R > 250 (C) - 580 L51x51x4.8
3.368
3.368
336.5 K=1.00
9
461
-250.50
427.61
0.586
Elevation
Size
L
Lu
T3
m 52 - 50
L51x51x3.2
m 0.877
m 0.801
T4
50 - 45
L51x51x3.2
2.744
2.642
T8
30 - 25
KL/R > 250 (C) - 112 L51x51x6.4
2.744
T9
25 - 20
KL/R > 250 (C) - 315 L51x51x4.8
T10
20 - 14
T11
T13
Kl/r
79.3 K=1.00
Fa
KL/R > 250 (C) - 692
*
DL controls
Tension Checks
A 2
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
38 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Leg Design Data (Tension) Section No.
Elevation
Size
L
Lu
T1
m 60 - 56
L76x76x6
m 4.000
T2
56 - 52
L76x76x6
T3
52 - 50
T4
mm2 687
Actual P kg 4851.31
Allow. Pa kg 15699.97
Ratio P Pa 0.309
224
687
14324.13
15699.97
0.912
34.8
224
1010
4854.80
23070.85
0.210
1.250
52.9
224
1613
10199.57
36854.39
0.277
5.000
1.250
52.9
224
1613
16525.60
36854.39
0.448
2L76x76x6.4
5.000
1.250
52.9
224
1613
24105.63
36854.39
0.654
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
Allow. Pa kg 6350.48
Ratio P Pa 0.173
Kl/r
Fa
A
m 0.500
21.2
MPa 224
4.000
0.500
21.2
L102x102x6
2.207
1.104
50 - 45
2L76x76x6.4
5.000
T5
45 - 40
2L76x76x6.4
T6
40 - 35
T7
Diagonal Design Data (Tension) Section No.
Elevation
Size
L
Lu
T1
m 60 - 56
L51x51x4.8
m 0.796
T2
56 - 52
L51x51x4.8
T3
52 - 50
T4
Kl/r
Fa
A
m 0.699
44.6
MPa 224
mm2 278
Actual P kg 1095.67
0.796
0.699
44.6
224
278
1597.63
6350.48
0.252
L51x51x6.4
1.418
1.299
84.0
224
363
7675.06
8297.75
0.925
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
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
39 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Size
m
L
Lu
m
m
Kl/r
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
Fa
A
MPa
T8
30 - 25
H1-3 (1.35 CR) - 282 L64x64x4.8
2.779
1.390
70.3
224
368
7434.92
8418.00
0.883
T9
25 - 20
H1-3 (1.68 CR) - 337 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
T13
5-0
bolt (5.83 CR) - 620/3 L76x76x6.4
5.854
1.951
82.6
224
606
6531.10
13848.04
0.472
Allow. Pa kg 6350.48
Ratio P Pa 0.008
Horizontal Design Data (Tension) Kl/r
Fa
A
m 0.932
59.5
MPa 224
mm2 278
Actual P kg 53.65
1.940
1.864
118.9
224
278
74.26
6350.48
0.012
L51x51x4.8
1.940
1.864
118.9
224
278
100.23
6350.48
0.016
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
Allow. Pa kg 6350.48
Ratio P Pa 0.024
16639.77
0.010
Section No.
Elevation
Size
L
Lu
T4
m 50 - 45
L51x51x4.8
m 1.940
T5
45 - 40
L51x51x4.8
T6
40 - 35
T7
Top Girt Design Data (Tension) Section No.
Elevation
Size
L
Lu
Kl/r
Fa
A
T1
m 60 - 56
L51x51x4.8
m 0.620
m 0.544
34.7
MPa 224
mm2 278
Actual P kg 152.23
T4
50 - 45
2L51x51x6
1.940
1.838
118.8
224
728
166.19
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
40 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Size
m
L
Lu
m
m
Kl/r
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
Fa
A
MPa
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
T10
20 - 14
H1-3 (2.38 CR) - 394 L51x51x4.8
2.894
2.792
178.2
224
278
6527.51
6350.48
1.028
T11
14 - 8
H1-3 (3.80 CR) - 469 L64x64x4.8
3.467
3.365
170.3
224
368
7967.99
8418.00
0.947
T12
8-5
H1-3 (3.30 CR) - 544 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
Allow. Pa kg 4890.32
Ratio P Pa 0.098
Redundant Horizontal (1) Design Data (Tension) Section No.
Elevation
Size
L
Lu
Kl/r
Fa
A
T8
m 30 - 25
L38x38x3.2
m 0.545
m 0.494
41.8
MPa 207
mm2 232
Actual P kg 476.86
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
T13
5-0
H2-1 (4.07 CR) - 677 L38x38x3.2
0.794
0.743
62.9
207
232
860.71
4890.32
0.176
Allow. Pa kg 9729.56
Ratio P Pa 1.990
Redundant Horizontal (2) Design Data (Tension) Section No. T12
Elevation m 8-5
Size
L
Lu
L51x51x4.8
m 1.191
m 1.140
Kl/r
Fa
A
72.7
MPa 207
mm2 461
Actual P kg 19363.64
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
5-0
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Size
m
T13
41 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL
H2-1 (1.99 CR) - 678 L44x44x3.2
L
Lu
m
m
1.588
1.537
Kl/r
110.9
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
272
860.71
5740.80
0.150
Allow. Pa kg 9729.56
Ratio P Pa 0.440
Fa
A
MPa
207
Redundant Horizontal (3) Design Data (Tension) Section No. T12
Elevation m 8-5
Size
L
Lu
L51x51x4.8
m 1.786
m 1.735
Kl/r
Fa
A
110.7
MPa 207
mm2 461
Actual P kg 4277.63
Redundant Diagonal (1) Design Data (Tension) Section No.
Elevation
Size
L
Lu
T8
m 30 - 25
L51x51x3.2
m 1.342
m 1.203
75.6
MPa 207
mm 312
Actual P kg 760.99
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
T13
5-0
H2-1 (1.45 CR) - 623 L51x51x6.4
1.780
1.636
105.8
207
605
965.15
12764.09
0.076
Allow. Pa kg 9729.56
Ratio P Pa 1.301
9729.56
0.061
Kl/r
Fa
2
Allow. Pa kg 6591.29
Ratio P Pa 0.115
A
Redundant Diagonal (2) Design Data (Tension) Section No.
Elevation
Size
L
Lu
T12
m 8-5
L51x51x4.8
m 1.487
T13
5-0
L51x51x4.8
2.177
Kl/r
Fa
A
m 1.428
91.1
MPa 207
mm2 461
Actual P kg 12655.82
2.098
133.9
207
461
590.18
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
42 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Redundant Diagonal (3) Design Data (Tension) Section No. T12
Elevation
Size
L
Lu
Kl/r
Fa
A
m 8-5
L51x51x4.8
m 2.023
m 1.968
125.6
MPa 207
mm2 461
Actual P kg 3547.96
Allow. Pa kg 9729.56
Ratio P Pa 0.365
Allow. Pa kg 5740.80
Ratio P Pa 0.003
Redundant Hip (1) Design Data (Tension) Kl/r
Fa
A
m 0.770
55.6
MPa 207
mm2 272
Actual P kg 16.58
0.939
0.939
67.7
207
272
16.93
5740.80
0.003
L44x44x3.2
1.124
1.124
81.1
207
272
17.66
5740.80
0.003
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
T13
5-0
H2-1 (4.16 CR) - 685 L51x51x4.8
1.123
1.123
71.6
207
461
47.37
9729.56
0.005
Allow. Pa kg 9729.56
Ratio P Pa 2.027
Section No.
Elevation
Size
L
Lu
T8
m 30 - 25
L44x44x3.2
m 0.770
T9
25 - 20
L44x44x3.2
T10
20 - 14
T11
Redundant Hip (2) Design Data (Tension) Section No.
Elevation
Kl/r
Fa
A
m 1.684
107.5
MPa 207
mm2 461
Actual P kg 19724.02
2.245
143.3
207
461
12.06
9729.56
0.001
Allow. Pa kg 6591.29
Ratio P Pa 0.012
6591.29
0.010
Size
L
Lu
T12
m 8-5
L51x51x4.8
m 1.684
T13
5-0
H2-1 (2.03 CR) - 686 L51x51x4.8
2.245
Inner Bracing Design Data (Tension) Section No.
Elevation
Size
L
Lu
T3
m 52 - 50
L51x51x3.2
m 0.877
T4
50 - 45
L51x51x3.2
2.744
Kl/r
Fa
A
m 0.801
50.3
MPa 207
mm2 312
Actual P kg 81.40
2.642
166.1
207
312
67.31
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
*
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
mm2 605
Actual P kg 122.90
Allow. Pa kg 12764.09
Ratio P Pa 0.010
207
461
172.11
9729.56
0.018*
254.7
207
461
283.56
9729.56
0.029
2.553
162.9
207
461
714.64
9729.56
0.073
3.368
214.9
207
461
241.83
9729.56
0.025
Kl/r
Fa
A
m 1.464
94.7
MPa 207
3.418
3.317
211.6
L51x51x4.8
4.093
3.991
14 - 8
L51x51x4.8
2.654
5-0
L51x51x4.8
3.368
Elevation
43 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL
Size
L
Lu
T8
m 30 - 25
L51x51x6.4
m 1.540
T9
25 - 20
L51x51x4.8
T10
20 - 14
T11 T13
DL controls
Section Capacity Table Section No. T1
Elevation m
Component Type
Size
Critical Element
P kg
SF*Pallow kg
% Capacity
Pass Fail
60 - 56
Leg Diagonal
L76x76x6 L51x51x4.8
3 12
-5226.43 1095.67
21948.87 8465.18
Pass Pass
Top Girt
L51x51x4.8
8
152.23
8465.18
23.8 12.9 14.1 (b) 1.8 2.0 (b) 68.4 18.9 21.0 (b) 71.2 69.4 98.5 (b) 98.3 37.5 49.3 (b) 41.2 35.3 48.4 0.8 1.5 (b) 15.6 20.4 (b) 80.5 57.6 60.2 1.9 2.3 (b) 1.9 83.8 70.4 2.8 3.4 (b) 1.7 115.3 109.0 10.4 12.8 (b) 4.1
T2
56 - 52
Leg Diagonal
L76x76x6 L51x51x4.8
41 52
14324.13 1597.63
20928.06 8465.18
T3
52 - 50
Leg Diagonal
L102x102x6 L51x51x6.4
79 105
-17053.17 7675.06
23961.90 11060.90
Horizontal Top Girt
L51x51x6.4 L51x51x4.8
96 84
-4436.04 -3837.20
4512.90 10228.73
Inner Bracing Leg Diagonal Horizontal
L51x51x3.2 2L76x76x6.4 L51x51x4.8 L51x51x4.8
82 109 127 117
-1552.85 -11284.56 -1353.34 -55.55
3769.79 31968.46 2797.66 7028.14
Top Girt
2L51x51x6
113
-3172.93
20395.19
Inner Bracing Leg Diagonal Horizontal
L51x51x3.2 2L76x76x6.4 L51x51x4.8 L51x51x4.8
112 169 185 175
-385.84 -18424.20 -1684.52 -86.18
479.27 31968.46 2797.66 4563.51
Top Girt Leg Diagonal Horizontal
L51x51x4.8 2L76x76x6.4 L51x51x4.8 L51x51x4.8
171 217 233 223
-86.71 -26790.94 -1968.63 -125.60
4563.51 31968.46 2797.66 4563.51
Top Girt Leg Diagonal Horizontal
L51x51x4.8 2L76x76x6.4 L51x51x4.8 L51x51x4.8
221 265 281 280
-78.44 -36860.88 -3049.45 -476.69
4563.51 31968.46 2797.66 4563.51
Top Girt
L51x51x4.8
267
-186.64
4563.51
T4
50 - 45
T5
45 - 40
T6
40 - 35
T7
35 - 30
Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Fail Fail Pass Pass
RISATower
Page
Job
44 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No. T8
T9
T10
T11
T12
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Elevation m
Component Type
Size
Critical Element
P kg
SF*Pallow kg
% Capacity
30 - 25
Leg Diagonal Horizontal
L102x102x6 L64x64x4.8 L51x51x4.8
313 337 321
-31754.42 -8426.89 -347.05
22888.18 6666.69 5975.55
Top Girt Redund Horz 1 Bracing Redund Diag 1 Bracing Redund Hip 1 Bracing Inner Bracing Leg Diagonal Horizontal
L51x51x4.8 L38x38x3.2
317 323
-1725.63 -512.24
4563.51 4722.10
138.7 126.4 5.8 9.4 (b) 37.8 10.8
L51x51x3.2
373
-608.37
2853.30
21.3
Pass
L44x44x3.2
385
-65.34
4369.97
1.5
Pass
L51x51x6.4 L102x102x8 L64x64x4.8 L51x51x4.8
315 388 412 396
-36.61 -38920.50 -6682.46 -347.18
1173.92 32376.35 6161.51 3965.20
L51x51x4.8 L38x38x3.2
392 408
-5416.89 -584.47
2957.60 4066.11
3.1 120.2 108.5 8.8 9.4 (b) 183.2 14.4
L51x51x3.2
444
-636.31
2523.79
25.2
Pass
L44x44x3.2
427
-46.85
3345.93
1.4
Pass
L51x51x4.8 L102x102x10 2L51x51x5 L51x51x4.8 L51x51x4.8 L38x38x3.2
390 463 487 494 467 483
-114.91 -41309.35 -8760.01 -261.46 -6041.40 -620.35
587.81 34536.06 10548.17 2728.23 2033.46 3248.75
19.5 119.6 83.0 9.6 297.1 19.1
Pass Fail Pass Pass Fail Pass
L51x51x3.2
519
-676.38
1704.59
39.7
Pass
L44x44x3.2
502
-57.41
2337.73
2.5
Pass
L51x51x4.8 L102x102x13 2L51x51x6 L51x51x4.8 L64x64x4.8 L38x38x3.2
466 538 562 546 542 563
-128.16 -46088.63 -9302.37 -228.48 -7263.15 -692.12
405.90 52743.24 12401.26 1939.26 2808.06 2331.26
31.6 87.4 75.0 11.8 258.7 29.7
Pass Pass Pass Pass Fail Pass
L51x51x3.2
594
-667.41
1527.72
43.7
Pass
L51x51x3.2
577
-45.16
2532.11
1.8
Pass
L51x51x4.8 L102x102x13 L64x64x6.4
580 613 620
-695.27 -56415.57 34061.98
992.37 59106.04 14774.89
L64x64x6.4 L51x51x4.8
615 677
-5307.58 39586.79
2642.86 12969.50
70.1 95.4 230.5 437.2 (b) 200.8 305.2
L51x51x4.8
678
19363.64
12969.50
149.3
L51x51x4.8
656
-852.27
2147.10
39.7
L51x51x4.8
623
14084.23
12969.50
108.6
L51x51x4.8
625
12655.82
12969.50
97.6
25 - 20
20 - 14
14 - 8
8-5
Top Girt Redund Horz 1 Bracing Redund Diag 1 Bracing Redund Hip 1 Bracing Inner Bracing Leg Diagonal Horizontal Top Girt Redund Horz 1 Bracing Redund Diag 1 Bracing Redund Hip 1 Bracing Inner Bracing Leg Diagonal Horizontal Top Girt Redund Horz 1 Bracing Redund Diag 1 Bracing Redund Hip 1 Bracing Inner Bracing Leg Diagonal Top Girt Redund Horz 1 Bracing Redund Horz 2 Bracing Redund Horz 3 Bracing Redund Diag 1 Bracing Redund Diag 2
Pass Fail Fail Fail Pass Pass Pass
Pass Fail Fail Pass Fail Pass
Pass Pass Fail Fail Fail Fail Pass Fail Pass
RISATower
Page
Job
45 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
T13
Elevation m
5-0
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Component Type
Size
Critical Element
P kg
SF*Pallow kg
% Capacity
Pass Fail
L51x51x4.8
648
-487.44
1669.15
29.2
Pass
L51x51x4.8
685
40461.09
12969.50
312.0
Fail Fail
Bracing Redund Diag 3 Bracing Redund Hip 1 Bracing Redund Hip 2 Bracing Leg Diagonal
L51x51x4.8
686
19724.02
12969.50
152.1
L102x102x13 L76x76x6.4
689 706
-56973.49 -6157.25
40742.25 7719.54
Top Girt
L76x76x6.4
634
-196.85
13071.69
Redund Horz 1 Bracing Redund Horz 2 Bracing Redund Diag 1 Bracing Redund Diag 2 Bracing Redund Hip 1 Bracing Redund Hip 2 Bracing Inner Bracing
L38x38x3.2
719
-860.71
3257.31
139.8 79.8 83.8 (b) 1.5 2.5 (b) 26.4
L44x44x3.2
720
-860.71
1251.48
68.8
Pass
L51x51x6.4
714
-965.15
3121.81
30.9
Pass
L51x51x4.8
715
-590.18
1468.44
40.2
Pass
L51x51x4.8
742
-45.22
5130.08
0.9
Pass
L51x51x4.8
729
-57.59
1282.52
4.5
Pass
L51x51x4.8
692
-250.50
570.01
43.9 Summary Leg (T13) 139.8 Diagonal 437.2 (T12) Horizontal 98.3 (T3) Top Girt 297.1 (T10) Redund 305.2 Horz 1 Bracing (T12) Redund 149.3 Horz 2 Bracing (T12) Redund 39.7 Horz 3 Bracing (T12) Redund 108.6 Diag 1 Bracing (T12) Redund 97.6 Diag 2 Bracing (T12) Redund 29.2 Diag 3 Bracing (T12) Redund Hip 312.0 1 Bracing (T12) Redund Hip 152.1
Fail Pass Pass Pass
Pass Fail Fail Pass Fail Fail
Fail
Pass
Fail
Pass
Pass
Fail Fail
RISATower
Page
Job
46 of 46
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
Component Type
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
11:27:41 12/29/10
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Size
Critical Element
P kg
SF*Pallow kg 2 Bracing (T12) Inner Bracing (T4) Bolt Checks RATING =
% Capacity
Pass Fail
80.5
Pass
437.2 437.2
Fail Fail
Program Version 5.3.1.0 - 1/16/2009 File:C:/Proyectos 2010/Instatel Colombia - Evaluaciones Estructural/05 Calatrava TCSV 60 m/Risa Tower Actual/TCSV 60 M Calatrava Actual.eri
RESULTADOS ESTADO ACTUAL REFORZADA
ESTACION : CALATRAVA Diciembre 28 de 2010
Project: TORRE CUADRADA AUTOSOPORTADA DE 60 M Job: ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
ANTENA (2) 6 HP10-59W 8 HP6-107G Andrew FT ANTENA DISH KP4/KP4F PANEL PANEL UHF FM FM KATHREIN 0.48x0.983 KATHREIN
61.5 60 59 58 57 56 55 50 48 46 44 41.8 40.8 39.8 38.8 35 31.8 31.5 26.5 23.5 19 13 8.5 - 42 59 58 57 56 55 54 48 46 44 - 37.8 40.8 39.8 38.8 DESIGNED APPURTENANCE LOADING
16 @ 0.5
N.A.
56.0 m
264.8
N.A.
T2
TYPE
276.0
L51x51x4.8 N.A.
L51x51x4.8
T1
L76x76x6
0.62
60.0 m
318.6
2@1
823.4
N.A.
N.A.
N.A.
45.0 m
40.0 m
L51x51x4.8
703.8
N.A.
16 @ 1.25
703.8
L51x51x4.8
T6
T5
2L76x76x6.4
50.0 m
1.94
L51x51x3.2
B
C 2L51x51x6
B
A
T4
T3
52.0 m
50 - 48
ANTENA PANEL UHF 0.48x0.983
61.5
ANTENA PANEL FM KATHREIN
50 - 48
ANTENA PANEL UHF 0.48x0.983
61.5
ANTENA PANEL FM KATHREIN
50 - 48
ANTENA PANEL UHF 0.48x0.983
61.5
ANTENA PANEL FM KATHREIN
50 - 48
ANTENA PANEL UHF 0.48x0.983
60
ANTENA PANEL FM KATHREIN
48 - 46
ANTENA PANEL UHF 0.48x0.983
60
ANTENA PANEL FM KATHREIN
48 - 46
ANTENA PANEL UHF 0.48x0.983
60
ANTENA PANEL FM KATHREIN
48 - 46
ANTENA PANEL UHF 0.48x0.983
60
ANTENA PANEL FM KATHREIN
48 - 46
ANTENA PANEL UHF 0.48x0.983
60 - 59
ANTENA PANEL FM KATHREIN
46 - 44
ANTENA PANEL UHF 0.48x0.983
60 - 59
ANTENA PANEL FM KATHREIN
46 - 44
ANTENA PANEL UHF 0.48x0.983
60 - 59
ANTENA PANEL FM KATHREIN
46 - 44
ANTENA PANEL UHF 0.48x0.983
59 - 58
ANTENA PANEL FM KATHREIN
44 - 42
ANTENA PANEL UHF 0.48x0.983
59 - 58
ANTENA PANEL FM KATHREIN
44 - 42
ANTENA PANEL UHF 0.48x0.983
59 - 58
ANTENA PANEL FM KATHREIN
44 - 42
ANTENA PANEL UHF 0.48x0.983
58 - 57
(2) ANTENA PANEL FM KATHREIN
41.8 - 40.8
ANTENA PANEL UHF 0.48x0.983
58 - 57
(2) ANTENA PANEL FM KATHREIN
40.8 - 39.8
ANTENA PANEL UHF 0.48x0.983
58 - 57
(2) ANTENA PANEL FM KATHREIN
39.8 - 38.8
ANTENA PANEL UHF 0.48x0.983
57 - 56
(2) ANTENA PANEL FM KATHREIN
38.8 - 37.8
ANTENA PANEL UHF 0.48x0.983
57 - 56
6 FT DISH
35
ANTENA PANEL UHF 0.48x0.983
57 - 56
8 FT DISH
31.8
ANTENA PANEL UHF 0.48x0.983
56 - 55
8 FT DISH
31.5
ANTENA PANEL UHF 0.48x0.983
56 - 55
HP10-59W
26.5
ANTENA PANEL UHF 0.48x0.983
56 - 55
8 FT DISH
23.5
ANTENA PANEL UHF 0.48x0.983
55 - 54
8 FT DISH
19
ANTENA PANEL UHF 0.48x0.983
55 - 54
HP6-107G
13
ANTENA PANEL UHF 0.48x0.983
55 - 54
Andrew KP4/KP4F
8.5
SYMBOL LIST
1061.1
MARK
30.0 m
L51x51x4.8
SIZE
A
L102x102x6
B
L51x51x6.4
MARK C
SIZE L51x51x4.8
345 MPa
2.417
Fy
Fu
TOWER DESIGN NOTES 25.0 m
2.894 1794.5
L51x51x4.8
GRADE
Tower designed for a 120 kph basic wind in accordance with the TIA/EIA-222-F Standard. Deflections are based upon a 60 kph wind. Weld together tower sections have flange connections. Connections use galvanized A394 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISC Specifications. 5. Tower members are "hot dipped" galvanized in accordance with ASTM A123 and ASTM A153 Standards. 6. Welds are fabricated with AWS E60XX/E70XX electrodes. 7. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:1 8. RF antennas feeders shall be 1-5/8" and installed 48 feeders per side 9. MW dishes feeders shall be 1/2" and installed 8 feeders per side 10. TOWER RATING: 98.6%
1380.7
L44x44x3.2
Fu 448 MPa
1. 2. 3. 4.
20.0 m
L51x51x3.2
L38x38x3.2
Fy
1154.2
L51x51x6.4
2L51x51x5 2L51x51x6
GRADE A572-50
4 @ 2.5
A572-50
A572-50
ELEVATION
ANTENA PANEL FM KATHREIN
35.0 m
T7
2L102x102x6.4
TYPE
61.5
MATERIAL STRENGTH
T8
2L102x102x7.9
T9 T10
2L102x102x9.5
ELEVATION
ANTENA PANEL UHF 0.48x0.983
1741.9
5@3
L51x51x3.2
2L64x64x5
2L51x51x6
L102x102x13
1210.0
4.04
N.A.
5.0 m
AXIAL 16202 kg
1798.4
1@5
4.763
L51x51x4.8
L51x51x4.8 L51x51x6.4
L51x51x4.8
L51x51x4.8 L38x38x3.2
2L64x64x6 L76x76x6.4
N.A.
2L64x64x5 L76x76x7.9
2L102x102x9.5
T13
MAX. CORNER REACTIONS AT BASE: DOWN: 57866 kg UPLIFT: -51599 kg SHEAR: 12151 kg
8.0 m
T12
T11
3.467
14.0 m
SHEAR 14367 kg
MOMENT 462177 kg-m
13231.3
TORQUE 1342 kg-m REACTIONS - 120 kph WIND
Weight (kg)
# Panels @ (m)
Face Width (m)
Inner Bracing
Red. Hips
Red. Diagonals
Red. Horizontals
Horizontals
Top Girts
Diagonal Grade
Diagonals
Leg Grade
Legs
Section
5.97
0.0 m
INSTATEL COLOMBIA Job: ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZAD Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Project: TORRE Client: Code: Path:
CUADRADA AUTOSOPORTADA DE 60 M RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd: Date: Scale: TIA/EIA-222-F 01/24/11 NTS Dwg No. E-1
C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\05 Calatrava TCSV 60 m\Risa Tower Reforzado\TCSV 60 M Calatrava Reforzado.eri
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
www.instatelcolombia.com.co
Instatel Colombia C.I Ltda. NIT 900.006.360-9 PBX: (571) 547 0790 Bogotá - Colombia
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 ¾ Del nivel +0.00 m a +5.00 m se debe adicionar un Angulo de 102x102x12.7 ¾ Del nivel +14.00 m a +20.00 m se debe adicionar un Angulo de 102x102x9.5 ¾ Del nivel +20.00 m a +25.00 m se debe adicionar un Angulo de 102x102x7.9 ¾ Del nivel +25.00 m a +30.00 m se debe adicionar un Angulo de 102x102x6.4 ¾ Del nivel +30.00 m a +35.00 m se debe adicionar un Angulo de 102x102x6.4 ya se encuentra dos angulos de 76x76x6.4 por lo tanto se debe reforzar interior o formar en cruz
DIAGONALES ¾ La diagonal del nivel +0.00 m a +5.00 m se le adiciona al existente un angulo espalda con espalda de 76x76x7.9 Con dos tornillos de ¾” en cada uno de sus extremos. ¾ La diagonal del nivel +5.00 m a +8.00 m se le adiciona al existente un angulo espalda con espalda de 64x64x6.4 ¾ La diagonal del nivel +14.00 m a +20.00 m se le adiciona al existente un angulo espalda con espalda de 64x64x6.4 ¾ La diagonal del nivel +20.00 m a +25.00 m se le adiciona al existente un angulo espalda con espalda de 64x64x4.8 ¾ La diagonal del nivel +25.00 m a +30.00 m se le adiciona al existente un angulo espalda con espalda de 64x64x4.8
www.instatelcolombia.com.co
Instatel Colombia C.I Ltda. NIT 900.006.360-9 PBX: (571) 547 0790 Bogotá - Colombia
¾ La diagonal del nivel +30.00 m a +35.00 m se le adiciona al existente un angulo espalda con espalda de 51x51x4.8
HORIZONTALES ¾ Las horizontal del nivel +8.00 m a se le adiciona a la existente espalda con espalda un Angulo de 64x64x6.4 ¾ Las horizontal del nivel +14.00 m a se le adiciona a la existente espalda con espalda un Angulo de 64x64x6.4 ¾ Las horizontal del nivel +20.00 m a se le adiciona a la existente espalda con espalda un Angulo de 51x51x6.4 ¾ Las horizontal del nivel +8.00 m a se le adiciona a la existente espalda con espalda un Angulo de 51x51x6.4
Del nivel + 5 al nivel +14 los elementos redundantes no tienen elementos de cierre entre diagonales interiores se debe adicionar este elemento en un angulo de 38x38x3.2 que serán 24 elementos en total en este 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 www.instatelcolombia.com.co
Instatel Colombia C.I Ltda. NIT 900.006.360-9 PBX: (571) 547 0790 Bogotá - Colombia
Entonces 149.8 < 300 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 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
www.instatelcolombia.com.co
Instatel Colombia C.I Ltda. NIT 900.006.360-9 PBX: (571) 547 0790 Bogotá - Colombia
Project: TORRE CUADRADA AUTOSOPORTADA DE 60 M Job: ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA LC:8 Dead+Wind 90 deg - Service Max. Disp.142.62 mm @ 60.000 m Scaling 20
Calculo: Ing. Jaime Gutierrez C:
ESTACION: CALATRAVA
Fecha: Diciembre 29 de 2010
ESTADO REFORZADO ESTRUCTURA: TORRE CUADRADA 60 m SECCION VARIABLE CARGAS ACTUANTES Tension Maxima Comprexion Maxima Fuerza Longitudinal en X Fuerza Transversal en Y
T C Hx Hy
(ton) (ton) (ton) (ton)
54,874 -48,391 -7,215 6,943
-8,156 7,752
CALCULO DE PLACA - BASE PLACA BASE
B
C
t
Dp
cm. 40
cm. 40
cm 2,2
cm 4,0
Dimension pedestal (cm) cm. Bp Cp 16,0 54 54 m
C P
B
m n t p D Dp
Area Placa Colocada Ac Acero A-36 Fy= Distancia n Area Requerida placa base Apoyo contacto pedestal Presion de Apoyo
1.600 cm2 2.530 Kg /cm² 8,0 cm
Esfuerzo de Flexion por Compresion Esfuerzo de Flexion Distancia al borde Espesor Placa Base C
Concreto.
pp
cm Kg / cm² kg / cm²
Fb Fb m
1.645 16
Kg / cm² cm
t
1,88
cm
cm
Fp
210
Kg / cm²
2
488 99,225 30,244
Ar
f'c=
Esfuerzo de Flexion por Arranque Distancia al perno
Fb¨ Dp
4
Fuerza en el Perno Momento de Flexion
Pt Mf
7 7,84 84 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 Espesor de la Placa Base
B
400
mm
t
22
mm
Acero A-36
Ton
OK CUMPLE
No pernos
un 7,0
Calculo: Ing. Jaime Gutierrez C: Fecha: Diciembre 29 de 2010
ESTACION: CALATRAVA ESTADO REFORZADO ESTRUCTURA: TORRE CUADRADA 60 m SECCION VARIABLE
DISEÑO DE PERNOS DE ANCLAJE
Diametro de los Pernos Material de los Pernos Cantidad de Pernos Area Total de Pernos Factor de Rosca N Numero de d Hilos Hil por Pulgada P l d Area Efectiva de Pernos Cargas de Trabajo Fuerza de Arranque Fuerza de Cortante Fuerza de Cortante Fuerza de Cortante Esfuerzo de Fluencia Resistencia a la Tension Resistencia al Corte Area Efectiva de cada Perno Area Total por Perno Area Requerida por Arranque Area Requerida Arranque Diseño Numero de Pernos Minimo
dp
0,88
plg
dp
2,22
cm
SAE 1020 CALIBRADO Atp
un cm²
0,85 hp
8
Ap
20,12
cm²
T
54,87
ton
Vux
-7,22
ton
Vuy
7,75
ton
Vu
10,59
ton
Fy
4,20
ton/cm²
Ft
3,36
ton/cm²
Fv
2,24
ton/cm²
Ae
2,87
cm²
Ap
3,88
cm²
At
10,2
cm²
Atm
15,3
cm²
Np
6
un
Pernos a Colocar Diametro del Perno Area Neta de Pernos
7 27,16
Anp
AREA DE PERNOS > AREA REQUERIDA
7
un
22
mm
20,12
cm²
OK CUMPLE
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
1 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Tower Input Data The main tower is a 4x free standing tower with an overall height of 60.000 m above the ground line. The base of the tower is set at an elevation of 0.000 m above the ground line. The face width of the tower is 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 AISC Specifications.. Tower members are ''hot dipped'' galvanized in accordance with ASTM A123 and ASTM A153 Standards.. Welds are fabricated with AWS E60XX/E70XX electrodes.. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:1. RF antennas feeders shall be 1-5/8'' and installed 48 feeders per side. MW dishes feeders shall be 1/2'' and installed 8 feeders per side. 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.
Options
√ √
√ √ √
Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination
√ √ √ √ √ √ √ √
Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing
√ √ √ √ √
Treat Feedline Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feedline Torque Include Angle Block Shear Check Poles Include Shear-Torsion Interaction Always Use Sub-Critical Flow Use Top Mounted Sockets
RISATower
Page
Job
2 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Leg A
Leg B
Wind 90
Face C
Face A
Face B
X Z
Face D
Leg C
W in d
45
Leg D
Wind 0
Square To wer
Tower Section Geometry Tower Section
Tower Elevation
T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11 T12 T13
m 60.000-56.000 56.000-52.000 52.000-50.000 50.000-45.000 45.000-40.000 40.000-35.000 35.000-30.000 30.000-25.000 25.000-20.000 20.000-14.000 14.000-8.000 8.000-5.000 5.000-0.000
Assembly Database
Description
Section Width
Number of Sections
m 0.620 0.620 0.620 1.940 1.940 1.940 1.940 1.940 2.417 2.894 3.467 4.040 4.763
1 1 1 1 1 1 1 1 1 1 1 1 1
Section Length m 4.000 4.000 2.000 5.000 5.000 5.000 5.000 5.000 5.000 6.000 6.000 3.000 5.000
Tower Section Geometry (cont’d) Tower Section
Tower Elevation
Diagonal Spacing
Bracing Type
T1 T2 T3 T4 T5 T6
m 60.000-56.000 56.000-52.000 52.000-50.000 50.000-45.000 45.000-40.000 40.000-35.000
m 0.500 0.500 1.000 1.250 1.250 1.250
K Brace Left K Brace Left TX Brace Double K Double K Double K
Has K Brace End Panels No No No No No No
Has Horizontals
Top Girt Offset
Bottom Girt Offset
Yes Yes Yes Yes Yes Yes
mm 0 0 0 0 0 0
mm 0 0 0 0 0 0
RISATower
Page
Job
3 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Tower Section
Tower Elevation
Diagonal Spacing
Bracing Type
T7 T8 T9 T10 T11 T12 T13
m 35.000-30.000 30.000-25.000 25.000-20.000 20.000-14.000 14.000-8.000 8.000-5.000 5.000-0.000
m 1.250 2.500 2.500 3.000 3.000 3.000 5.000
Double K Double K1 Double K1 Double K1 Double K1 K3 Up K2 Down
Has K Brace End Panels No No No No No No No
Has Horizontals
Top Girt Offset
Bottom Girt Offset
Yes Yes Yes Yes Yes Yes Yes
mm 0 0 0 0 0 0 0
mm 0 0 0 0 0 0 0
Tower Section Geometry (cont’d) Tower Elevation m T1 60.000-56.000
Leg Type
Leg Size
Leg Grade
Diagonal Type
Diagonal Size
Diagonal Grade
Equal Angle
L76x76x6
Single Angle
L51x51x4.8
T2 56.000-52.000
Equal Angle
L76x76x6
Single Angle
L51x51x4.8
T3 52.000-50.000
Equal Angle
L102x102x6
Single Angle
L51x51x6.4
T4 50.000-45.000
Equal Angle
2L76x76x6.4
Single Angle
L51x51x4.8
T5 45.000-40.000
Equal Angle
2L76x76x6.4
Single Angle
L51x51x4.8
T6 40.000-35.000
Equal Angle
2L76x76x6.4
Single Angle
L51x51x4.8
T7 35.000-30.000
Equal Angle
2L102x102x6.4
Double Angle
2L51x51x5
T8 30.000-25.000
Equal Angle
2L102x102x6.4
Double Angle
2L51x51x5
T9 25.000-20.000
Equal Angle
2L102x102x7.9
Double Angle
2L51x51x5
T10 20.000-14.000 T11 14.000-8.000
Equal Angle
2L102x102x9.5
Double Angle
2L51x51x5
Equal Angle
L102x102x13
Double Angle
2L51x51x6
T12 8.000-5.000
Equal Angle
L102x102x13
Double Angle
2L64x64x5
T13 5.000-0.000
Equal Angle
2L102x102x9.5
A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Single Angle
L76x76x7.9
A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Tower Section Geometry (cont’d) Tower Top Girt Elevation Type m T1 60.000-56.000 Single Angle
Top Girt Size
Top Girt Grade
Bottom Girt Type
L51x51x4.8
Single Angle
T3 52.000-50.000 Single Angle
L51x51x4.8
T4 50.000-45.000 Double Angle
2L51x51x6
T5 45.000-40.000 Single Angle
L51x51x4.8
A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50
Solid Round Solid Round Solid Round
Bottom Girt Size
Bottom Girt Grade A570-50 (345 MPa) A570-50 (345 MPa) A570-50 (345 MPa) A570-50
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Tower Elevation m
Top Girt Type
4 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Top Girt Size
T6 40.000-35.000 Single Angle
L51x51x4.8
T7 35.000-30.000 Single Angle
L51x51x4.8
T8 30.000-25.000 Single Angle
L51x51x4.8
T9 25.000-20.000 Double Angle
2L51x51x6
T10 Double Angle 20.000-14.000 T11 14.000-8.000 Double Angle
2L51x51x6 2L64x64x5
T12 8.000-5.000
Double Angle
2L64x64x6
T13 5.000-0.000
Single Angle
L76x76x6.4
Top Girt Grade (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Bottom Girt Type
Bottom Girt Size
Bottom Girt Grade (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Solid Round Solid Round Solid Round Solid Round Solid Round Solid Round Solid Round Solid Round
Tower Section Geometry (cont’d) Tower Elevation
No. of Mid m Girts T3 52.000-50.000 None
Mid Girt Type
T4 50.000-45.000 None
Flat Bar
T5 45.000-40.000 None
Flat Bar
T6 40.000-35.000 None
Flat Bar
T7 35.000-30.000 None
Flat Bar
T8 30.000-25.000 None
Flat Bar
T9 25.000-20.000 None
Flat Bar
T10 None 20.000-14.000 T11 14.000-8.000 None
Flat Bar Flat Bar
T12 8.000-5.000 None
Flat Bar
T13 5.000-0.000 None
Flat Bar
Flat Bar
Mid Girt Size
Mid Girt Grade
Horizontal Type
Horizontal Size
Horizontal Grade
A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa)
Single Angle
L51x51x6.4
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L76x76x6.4
Single Angle
L76x76x6.4
A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Tower Section Geometry (cont’d)
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Tower Elevation
Secondary Horizontal Type
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Secondary Horizontal Size
m T3 52.000-50.000 Single Angle T4 50.000-45.000 Single Angle T8 30.000-25.000 Single Angle T9 25.000-20.000 Single Angle Single Angle T10 20.000-14.000 T11 14.000-8.000 Single Angle T13 5.000-0.000
Single Angle
Secondary Horizontal Grade
Inner Bracing Type
Inner Bracing Size
Inner Bracing Grade
A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Single Angle
L51x51x3.2
Single Angle
L51x51x3.2
Single Angle
L51x51x6.4
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Tower Section Geometry (cont’d) Tower Elevation
Redundant Bracing Grade
m T8 30.000-25.000
A572-50 (345 MPa)
T9 25.000-20.000
A572-50 (345 MPa)
T10 20.000-14.000
A572-50 (345 MPa)
T11 14.000-8.000
A572-50 (345 MPa)
T12 8.000-5.000
A572-50 (345 MPa)
T13 5.000-0.000
A572-50 (345 MPa)
5 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA
Horizontal (1) Diagonal (1) Hip (1) Horizontal (1) Diagonal (1) Hip (1) Horizontal (1) Diagonal (1) Hip (1) Horizontal (1) Diagonal (1) Hip (1) Horizontal (1) Horizontal (2) Horizontal (3) Diagonal (1) Diagonal (2) Diagonal (3) Hip (1) Hip (2) Horizontal (1) Horizontal (2) Diagonal (1) Diagonal (2) Hip (1) Hip (2)
Redundant Type
Redundant Size
K Factor
Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle
L38x38x3.2 L51x51x3.2 L44x44x3.2 L38x38x3.2 L51x51x3.2 L44x44x3.2 L38x38x3.2 L51x51x3.2 L44x44x3.2 L38x38x3.2 L51x51x3.2 L51x51x3.2 L51x51x4.8 L51x51x4.8 L51x51x4.8 L51x51x4.8 L51x51x4.8 L51x51x4.8 L51x51x4.8 L51x51x4.8 L38x38x3.2 L44x44x3.2 L51x51x6.4 L51x51x4.8 L51x51x4.8 L51x51x4.8
1 1 1 1 1 1 1 1 1 1 1 1 1
Single Angle Single Angle Single Angle Single Angle Single Angle
1 1 1 1 1
Tower Section Geometry (cont’d)
Page
Job
RISATower
6 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Tower Elevation
Gusset Area (per face)
Gusset Thickness
m T1 60.000-56.000 T2 56.000-52.000 T3 52.000-50.000 T4 50.000-45.000 T5 45.000-40.000 T6 40.000-35.000 T7 35.000-30.000 T8 30.000-25.000 T9 25.000-20.000 T10 20.000-14.000 T11 14.000-8.000 T12 8.000-5.000 T13 5.000-0.000
m2 0.018
mm 6
0.018
6
0.018
8
0.018
10
0.018
10
0.018
10
0.021
10
0.021
10
0.024
10
0.024
10
0.024
10
0.024
10
0.024
10
Gusset Grade Adjust. Factor Af
A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa)
Adjust. Factor Ar
Weight Mult. Double Angle Double Angle Stitch Bolt Stitch Bolt Spacing Spacing Diagonals Horizontals mm mm 1.25 0 0
1
1
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
Tower Section Geometry (cont’d) Tower Elevation
m T1 60.000-56.000 T2 56.000-52.000 T3 52.000-50.000 T4 50.000-45.000 T5 45.000-40.000 T6 40.000-35.000 T7 35.000-30.000 T8 30.000-25.000 T9 25.000-20.000 T10 20.000-14.000
Calc K Single Angles
Calc K Solid Rounds
Legs
No
No
1
No
No
1
No
No
1
No
No
1
No
No
1
No
No
1
No
No
1
No
No
1
No
No
1
No
No
1
X Brace Diags X Y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
K Brace Diags X Y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
K Factors1 Single Girts Diags X Y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
X Y 1 1 1 1 1 1 0.5 1 0.5 1 0.5 1 0.5 1 0.5 1 0.5 1 0.5 1
Horiz.
Sec. Horiz.
Inner Brace
X Y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
X Y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
X Y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
Page
Job
RISATower
7 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Tower Elevation
Calc K Single Angles
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Calc K Solid Rounds
K Factors1 Single Girts Diags
Legs
X K Horiz. Sec. Inner Brace Brace Horiz. Brace Diags Diags X X X X X X X m Y Y Y Y Y Y Y T11 No No 0.75 1 1 1 0.5 1 1 1 14.000-8.000 1 1 1 1 1 1 1 T12 No No 1 1 1 1 0.25 1 1 1 8.000-5.000 1 1 1 1 1 1 1 T13 No No 1 1 1 1 0.25 1 1 1 5.000-0.000 1 1 1 1 1 1 1 1 Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to the overall length.
Tower Section Geometry (cont’d) Tower Elevation m
T1 60.000-56.000 T2 56.000-52.000 T3 52.000-50.000 T4 50.000-45.000 T5 45.000-40.000 T6 40.000-35.000 T7 35.000-30.000 T8 30.000-25.000 T9 25.000-20.000 T10 20.000-14.000 T11 14.000-8.000 T12 8.000-5.000 T13 5.000-0.000
Leg
Diagonal
Top Girt
Bottom Girt
Net Width Deduct mm
U
Net Width Deduct mm
U
Net Width Deduct mm
U
0.75
Net Width Deduct mm 0
0
1
0
0.75
0
0
1
0
0.75
0
0.75
0
1
0
0.75
0
0
1
0
0.75
0
1
0
0
1
0
U
Mid Girt
Long Horizontal
Short Horizontal
0.75
Net Width Deduct mm 0
0.75
0.75
Net Width Deduct mm 0
0.75
Net Width Deduct mm 0
0
0.75
0
0.75
0
0.75
0
0.75
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
1
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
1
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
1
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
1
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
1
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
1
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
1
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
U
Tower Section Geometry (cont’d)
U
U
Page
Job
RISATower
8 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Tower Elevation m
T1 60.000-56.000 T2 56.000-52.000 T3 52.000-50.000 T4 50.000-45.000 T5 45.000-40.000 T6 40.000-35.000 T7 35.000-30.000 T8 30.000-25.000 T9 25.000-20.000 T10 20.000-14.000 T11 14.000-8.000 T12 8.000-5.000 T13 5.000-0.000
Leg Connection Type
Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Leg
Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N
Diagonal
No. 8 8 10 8 8 12 12 12 12 16 16 16 16
Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 19 A325N
Top Girt
No. 2 2 2 2 2 2 2 3 2 2 2 2 2
Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N
Bottom Girt
No. 2 2 2 2 2 2 2 2 2 2 2 2 2
Bolt Size mm 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307
Mid Girt
No. 1 1 1 2 2 2 2 2 2 2 2 2 2
Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N
Long Horizontal Short Horizontal
No. 0 0 0 0 0 0 0 0 0 0 0 0 0
Bolt Size mm 13 A307 13 A307 16 A325N 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307
No. 1 1 2 2 2 2 2 2 2 2 2 2 2
Bolt Size mm 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307
Discrete Tower Loads Description
Face or Leg
Offset Type
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
ANTENA PANEL UHF 0.48x0.983
C
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
Offsets: Horz Lateral Vert m m m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Azimuth Adjustment
Placement
CAAA Front
CAAA Side
Weight
°
m
m2
m2
kg
0.0000
61.500
No Ice
0.665
0.363
10.00
0.0000
61.500
No Ice
0.665
0.363
10.00
0.0000
61.500
No Ice
0.665
0.363
10.00
0.0000
61.500
No Ice
0.665
0.363
10.00
0.0000
60.000
No Ice
0.665
0.363
10.00
0.0000
60.000
No Ice
0.665
0.363
10.00
No. 1 1 1 2 2 2 2 2 2 2 2 2 2
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Description
Face or Leg
9 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Offset Type
ANTENA PANEL UHF 0.48x0.983
C
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
Offsets: Horz Lateral Vert m m m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Azimuth Adjustment
Placement
CAAA Front
CAAA Side
Weight
°
m
m2
m2
kg
0.0000
60.000
No Ice
0.665
0.363
10.00
0.0000
60.000
No Ice
0.665
0.363
10.00
0.0000
60.000 - 59.000 No Ice
0.665
0.363
10.00
0.0000
60.000 - 59.000 No Ice
0.665
0.363
10.00
0.0000
60.000 - 59.000 No Ice
0.665
0.363
10.00
0.0000
59.000 - 58.000 No Ice
0.665
0.363
10.00
0.0000
59.000 - 58.000 No Ice
0.665
0.363
10.00
0.0000
59.000 - 58.000 No Ice
0.665
0.363
10.00
0.0000
58.000 - 57.000 No Ice
0.665
0.363
10.00
0.0000
58.000 - 57.000 No Ice
0.665
0.363
10.00
0.0000
58.000 - 57.000 No Ice
0.665
0.363
10.00
0.0000
57.000 - 56.000 No Ice
0.665
0.363
10.00
0.0000
57.000 - 56.000 No Ice
0.665
0.363
10.00
0.0000
57.000 - 56.000 No Ice
0.665
0.363
10.00
0.0000
56.000 - 55.000 No Ice
0.665
0.363
10.00
0.0000
56.000 - 55.000 No Ice
0.665
0.363
10.00
0.0000
56.000 - 55.000 No Ice
0.665
0.363
10.00
0.0000
55.000 - 54.000 No Ice
0.665
0.363
10.00
0.0000
55.000 - 54.000 No Ice
0.665
0.363
10.00
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Description
Face or Leg
10 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Offset Type
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL FM KATHREIN
A
From Face
ANTENA PANEL FM KATHREIN
A
From Face
ANTENA PANEL FM KATHREIN
A
From Face
ANTENA PANEL FM KATHREIN
A
From Face
ANTENA PANEL FM KATHREIN
B
From Face
ANTENA PANEL FM KATHREIN
B
From Face
ANTENA PANEL FM KATHREIN
C
From Face
ANTENA PANEL FM KATHREIN
C
From Face
ANTENA PANEL FM KATHREIN
C
From Face
ANTENA PANEL FM KATHREIN
C
From Face
ANTENA PANEL FM KATHREIN
D
From Face
ANTENA PANEL FM KATHREIN
D
From Face
ANTENA PANEL FM KATHREIN
D
From Face
ANTENA PANEL FM KATHREIN
D
From Face
(2) ANTENA PANEL FM KATHREIN
A
From Face
(2) ANTENA PANEL FM KATHREIN
A
From Face
(2) ANTENA PANEL FM KATHREIN
A
From Face
(2) ANTENA PANEL FM KATHREIN
A
From Face
Offsets: Horz Lateral Vert m m m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Azimuth Adjustment
Placement
CAAA Front
CAAA Side
Weight
°
m
m2
m2
kg
0.0000
55.000 - 54.000 No Ice
0.665
0.363
10.00
0.0000
50.000 - 48.000 No Ice
0.378
0.205
84.19
0.0000
48.000 - 46.000 No Ice
0.378
0.205
84.19
0.0000
46.000 - 44.000 No Ice
0.378
0.205
84.19
0.0000
44.000 - 42.000 No Ice
0.378
0.205
84.19
0.0000
50.000 - 48.000 No Ice
0.378
0.205
84.19
0.0000
48.000 - 46.000 No Ice
0.378
0.205
84.19
0.0000
50.000 - 48.000 No Ice
0.378
0.205
84.19
0.0000
48.000 - 46.000 No Ice
0.378
0.205
84.19
0.0000
46.000 - 44.000 No Ice
0.378
0.205
84.19
0.0000
44.000 - 42.000 No Ice
0.378
0.205
84.19
0.0000
50.000 - 48.000 No Ice
0.378
0.205
84.19
0.0000
48.000 - 46.000 No Ice
0.378
0.205
84.19
0.0000
46.000 - 44.000 No Ice
0.378
0.205
84.19
0.0000
44.000 - 42.000 No Ice
0.378
0.205
84.19
0.0000
41.800 - 40.800 No Ice
0.378
0.205
84.19
0.0000
40.800 - 39.800 No Ice
0.378
0.205
84.19
0.0000
39.800 - 38.800 No Ice
0.378
0.205
84.19
0.0000
38.800 - 37.800 No Ice
0.378
0.205
84.19
Page
Job
RISATower
11 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Dishes Description
Face or Leg
Dish Type
Offset Type
6 FT DISH
D
Paraboloid w/o Radome
From Face
8 FT DISH
D
Paraboloid w/o Radome
From Face
8 FT DISH
D
Paraboloid w/o Radome
From Leg
HP10-59W
A
Paraboloid w/Shroud (HP)
From Face
8 FT DISH
A
Paraboloid w/o Radome
From Face
8 FT DISH
A
Paraboloid w/o Radome
From Leg
HP6-107G
C
Paraboloid w/Shroud (HP)
From Leg
Andrew KP4/KP4F
B
Grid
From Face
Offsets: Horz Lateral Vert m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Aperture Area
Weight
No Ice
m2 2.626
kg 64.86
2.438
No Ice
4.673
113.85
31.500
2.438
No Ice
4.673
113.85
0.0000
26.500
3.048
No Ice
7.293
182.34
0.0000
23.500
2.438
No Ice
4.673
113.85
0.0000
19.000
2.438
No Ice
4.673
113.85
0.0000
13.000
1.829
No Ice
2.626
64.86
0.0000
8.500
1.219
No Ice
1.171
90.72
Azimuth Adjustment
3 dB Beam Width
Elevation
Outside Diameter
° 0.0000
°
m 35.000
m 1.829
0.0000
31.800
0.0000
Tower Pressures - No Ice GH = 1.115 Section Elevation
z
KZ
qz
AG
m 58.000
1.65
MPa 0.00
m2 2.653
T2 56.000-52.000
54.000
1.616
0.00
2.653
T3 52.000-50.000
51.000
1.59
0.00
2.678
T4 50.000-45.000
47.500
1.558
0.00
9.912
m T1 60.000-56.000
F a c e A B C D A B C D A B C D A B
AF
AR
Aleg
m2 0.939 0.939 0.939 0.939 0.912 0.912 0.912 0.912 0.869 0.869 0.869 0.869 1.676 1.676
m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
m2 0.610
0.610
0.448
0.760
Leg % 64.91 64.91 64.91 64.91 66.88 66.88 66.88 66.88 51.63 51.63 51.63 51.63 45.33 45.33
CAAA In Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
CAAA Out Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section Elevation
z
m
m
12 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
KZ
qz
AG
MPa
m2
T5 45.000-40.000
42.500
1.509
0.00
9.912
T6 40.000-35.000
37.500
1.456
0.00
9.912
T7 35.000-30.000
32.500
1.398
0.00
9.981
T8 30.000-25.000
27.500
1.333
0.00
11.174
T9 25.000-20.000
22.500
1.259
0.00
13.562
T10 20.000-14.000
17.000
1.162
0.00
19.431
T11 14.000-8.000
11.000
1.026
0.00
22.880
T12 8.000-5.000
6.500
1
0.00
13.385
T13 5.000-0.000
2.500
1
0.00
27.124
F a c e C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D
AF
AR
Aleg
m2 1.676 1.676 1.680 1.680 1.680 1.680 1.680 1.680 1.680 1.680 1.934 1.934 1.934 1.934 2.166 2.166 2.166 2.166 2.286 2.286 2.286 2.286 2.750 2.750 2.750 2.750 2.956 2.956 2.956 2.956 2.260 2.260 2.260 2.260 3.031 3.031 3.031 3.031
m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
m2
Leg % 45.33 45.33 45.24 45.24 45.24 45.24 45.24 45.24 45.24 45.24 52.75 52.75 52.75 52.75 47.19 47.19 47.19 47.19 44.54 44.54 44.54 44.54 44.44 44.44 44.44 44.44 41.33 41.33 41.33 41.33 27.37 27.37 27.37 27.37 34.01 34.01 34.01 34.01
0.760
0.760
1.020
1.022
1.018
1.222
1.222
0.618
1.031
CAAA In Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
CAAA Out Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
CAAA In Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
CAAA Out Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Tower Pressure - Service GH = 1.115 Section Elevation
z
KZ
qz
AG
m 58.000
1.65
MPa 0.00
m2 2.653
T2 56.000-52.000
54.000
1.616
0.00
2.653
T3
51.000
1.59
0.00
2.678
m T1 60.000-56.000
F a c e A B C D A B C D A
AF
AR
Aleg
m2 0.939 0.939 0.939 0.939 0.912 0.912 0.912 0.912 0.869
m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
m2 0.610
0.610
0.448
Leg % 64.91 64.91 64.91 64.91 66.88 66.88 66.88 66.88 51.63
Page
Job
RISATower
13 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Section Elevation
z
qz
AG
m 52.000-50.000
m
MPa
m2
T4 50.000-45.000
47.500
1.558
0.00
9.912
T5 45.000-40.000
42.500
1.509
0.00
9.912
T6 40.000-35.000
37.500
1.456
0.00
9.912
T7 35.000-30.000
32.500
1.398
0.00
9.981
T8 30.000-25.000
27.500
1.333
0.00
11.174
T9 25.000-20.000
22.500
1.259
0.00
13.562
T10 20.000-14.000
17.000
1.162
0.00
19.431
T11 14.000-8.000
11.000
1.026
0.00
22.880
T12 8.000-5.000
6.500
1
0.00
13.385
T13 5.000-0.000
2.500
1
0.00
27.124
KZ
F a c e B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D
AF
AR
Aleg
m2 0.869 0.869 0.869 1.676 1.676 1.676 1.676 1.680 1.680 1.680 1.680 1.680 1.680 1.680 1.680 1.934 1.934 1.934 1.934 2.166 2.166 2.166 2.166 2.286 2.286 2.286 2.286 2.750 2.750 2.750 2.750 2.956 2.956 2.956 2.956 2.260 2.260 2.260 2.260 3.031 3.031 3.031 3.031
m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
m2
CAAA In Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Leg %
0.760
0.760
0.760
1.020
1.022
1.018
1.222
1.222
0.618
1.031
51.63 51.63 51.63 45.33 45.33 45.33 45.33 45.24 45.24 45.24 45.24 45.24 45.24 45.24 45.24 52.75 52.75 52.75 52.75 47.19 47.19 47.19 47.19 44.54 44.54 44.54 44.54 44.44 44.44 44.44 44.44 41.33 41.33 41.33 41.33 27.37 27.37 27.37 27.37 34.01 34.01 34.01 34.01
CAAA Out Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Tower Forces - No Ice - Wind Normal To Face Section Elevation
Add Weight
m
kg
Self Weight
T1 60.000-56.000
3.62
kg 272.42
T2 56.000-52.000
3.62
261.19
F a c e A B C D A B C
e
0.354 0.354 0.354 0.354 0.344 0.344 0.344
CF
RR
2.413 2.413 2.413 2.413 2.445 2.445 2.445
0.634 0.634 0.634 0.634 0.63 0.63 0.63
DF
DR
1 1 1 1 1 1 1
1 1 1 1 1 1 1
AE
F
m2 0.939 0.939 0.939 0.939 0.912 0.912 0.912
kg 289.60
kglm 72.40
D
279.10
69.77
D
w
Ctrl. Face
RISATower
Page
Job
14 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section Elevation
Add Weight
Self Weight
m
kg
kg
T3 52.000-50.000
4.46
314.16
T4 50.000-45.000
5.37
818.07
T5 45.000-40.000
5.37
698.48
T6 40.000-35.000
5.37
698.48
T7 35.000-30.000
6.26
1054.86
T8 30.000-25.000
6.26
1147.90
T9 25.000-20.000
7.16
1373.50
T10 20.000-14.000
7.16
1787.35
T11 14.000-8.000
7.16
1734.71
T12 8.000-5.000
7.16
1202.81
T13 5.000-0.000
7.16
1791.24
Sum Weight:
76.12
13231.29
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
F a c e D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D
e
0.344 0.324 0.324 0.324 0.324 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.194 0.194 0.194 0.194 0.194 0.194 0.194 0.194 0.169 0.169 0.169 0.169 0.142 0.142 0.142 0.142 0.129 0.129 0.129 0.129 0.169 0.169 0.169 0.169 0.112 0.112 0.112 0.112
CF
RR
2.445 2.507 2.507 2.507 2.507 3.117 3.117 3.117 3.117 3.115 3.115 3.115 3.115 3.115 3.115 3.115 3.115 3.007 3.007 3.007 3.007 3.006 3.006 3.006 3.006 3.119 3.119 3.119 3.119 3.245 3.245 3.245 3.245 3.304 3.304 3.304 3.304 3.118 3.118 3.118 3.118 3.391 3.391 3.391 3.391
0.63 0.624 0.624 0.624 0.624 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.589 0.589 0.589 0.589 0.589 0.589 0.589 0.589 0.584 0.584 0.584 0.584 0.58 0.58 0.58 0.58 0.579 0.579 0.579 0.579 0.585 0.585 0.585 0.585 0.576 0.576 0.576 0.576
DF
DR
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 OTM
AE
F
w
m2 0.912 0.869 0.869 0.869 0.869 1.676 1.676 1.676 1.676 1.680 1.680 1.680 1.680 1.680 1.680 1.680 1.680 1.934 1.934 1.934 1.934 2.166 2.166 2.166 2.166 2.286 2.286 2.286 2.286 2.750 2.750 2.750 2.750 2.956 2.956 2.956 2.956 2.260 2.260 2.260 2.260 3.031 3.031 3.031 3.031 206013 kg-m
kg
kglm
Ctrl. Face
268.32
134.16
D
630.75
126.15
D
611.96
122.39
D
590.46
118.09
D
629.87
125.97
D
672.60
134.52
D
695.44
139.09
D
803.25
133.87
D
776.48
129.41
D
545.85
181.95
D
796.23
159.25
D
7589.91
Tower Forces - No Ice - Wind 45 To Face Section Elevation
Add Weight
m
kg
T1 60.000-56.000
3.62
Self Weight kg 272.42
F a c e A B
e
0.354 0.354
CF
RR
2.413 2.413
0.634 0.634
DF
1.2 1.2
DR
1.2 1.2
AE
F
m2 1.127 1.127
kg 347.52
w
kglm 86.88
Ctrl. Face D
RISATower
Page
Job
15 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Section Elevation
Add Weight
Self Weight
m
kg
kg
T2 56.000-52.000
3.62
261.19
T3 52.000-50.000
4.46
314.16
T4 50.000-45.000
5.37
818.07
T5 45.000-40.000
5.37
698.48
T6 40.000-35.000
5.37
698.48
T7 35.000-30.000
6.26
1054.86
T8 30.000-25.000
6.26
1147.90
T9 25.000-20.000
7.16
1373.50
T10 20.000-14.000
7.16
1787.35
T11 14.000-8.000
7.16
1734.71
T12 8.000-5.000
7.16
1202.81
T13 5.000-0.000
7.16
1791.24
Sum Weight:
76.12
13231.29
F a c e C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D
e
0.354 0.354 0.344 0.344 0.344 0.344 0.324 0.324 0.324 0.324 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.194 0.194 0.194 0.194 0.194 0.194 0.194 0.194 0.169 0.169 0.169 0.169 0.142 0.142 0.142 0.142 0.129 0.129 0.129 0.129 0.169 0.169 0.169 0.169 0.112 0.112 0.112 0.112
CF
RR
DF
DR
2.413 2.413 2.445 2.445 2.445 2.445 2.507 2.507 2.507 2.507 3.117 3.117 3.117 3.117 3.115 3.115 3.115 3.115 3.115 3.115 3.115 3.115 3.007 3.007 3.007 3.007 3.006 3.006 3.006 3.006 3.119 3.119 3.119 3.119 3.245 3.245 3.245 3.245 3.304 3.304 3.304 3.304 3.118 3.118 3.118 3.118 3.391 3.391 3.391 3.391
0.634 0.634 0.63 0.63 0.63 0.63 0.624 0.624 0.624 0.624 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.589 0.589 0.589 0.589 0.589 0.589 0.589 0.589 0.584 0.584 0.584 0.584 0.58 0.58 0.58 0.58 0.579 0.579 0.579 0.579 0.585 0.585 0.585 0.585 0.576 0.576 0.576 0.576
1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.145 1.145 1.145 1.145 1.145 1.145 1.145 1.145 1.126 1.126 1.126 1.126 1.106 1.106 1.106 1.106 1.097 1.097 1.097 1.097 1.127 1.127 1.127 1.127 1.084 1.084 1.084 1.084
1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.145 1.145 1.145 1.145 1.145 1.145 1.145 1.145 1.126 1.126 1.126 1.126 1.106 1.106 1.106 1.106 1.097 1.097 1.097 1.097 1.127 1.127 1.127 1.127 1.084 1.084 1.084 1.084 OTM
AE
F
w
m2 1.127 1.127 1.094 1.094 1.094 1.094 1.042 1.042 1.042 1.042 1.889 1.889 1.889 1.889 1.893 1.893 1.893 1.893 1.893 1.893 1.893 1.893 2.215 2.215 2.215 2.215 2.481 2.481 2.481 2.481 2.576 2.576 2.576 2.576 3.042 3.042 3.042 3.042 3.243 3.243 3.243 3.243 2.546 2.546 2.546 2.546 3.285 3.285 3.285 3.285 235581 kg-m
kg
kglm
Ctrl. Face
334.91
83.73
D
321.99
160.99
D
710.76
142.15
D
689.75
137.95
D
665.52
133.10
D
721.40
144.28
D
770.40
154.08
D
783.37
156.67
D
888.51
148.08
D
851.73
141.96
D
614.96
204.99
D
862.95
172.59
D
8563.77
Tower Forces - Service - Wind Normal To Face
Page
Job
RISATower
16 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section Elevation
Add Weight
m
kg
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Self Weight
T1 60.000-56.000
3.62
kg 272.42
T2 56.000-52.000
3.62
261.19
T3 52.000-50.000
4.46
314.16
T4 50.000-45.000
5.37
818.07
T5 45.000-40.000
5.37
698.48
T6 40.000-35.000
5.37
698.48
T7 35.000-30.000
6.26
1054.86
T8 30.000-25.000
6.26
1147.90
T9 25.000-20.000
7.16
1373.50
T10 20.000-14.000
7.16
1787.35
T11 14.000-8.000
7.16
1734.71
T12 8.000-5.000
7.16
1202.81
T13 5.000-0.000
7.16
1791.24
Sum Weight:
76.12
13231.29
F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D
e
0.354 0.354 0.354 0.354 0.344 0.344 0.344 0.344 0.324 0.324 0.324 0.324 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.194 0.194 0.194 0.194 0.194 0.194 0.194 0.194 0.169 0.169 0.169 0.169 0.142 0.142 0.142 0.142 0.129 0.129 0.129 0.129 0.169 0.169 0.169 0.169 0.112 0.112 0.112 0.112
CF
RR
2.413 2.413 2.413 2.413 2.445 2.445 2.445 2.445 2.507 2.507 2.507 2.507 3.117 3.117 3.117 3.117 3.115 3.115 3.115 3.115 3.115 3.115 3.115 3.115 3.007 3.007 3.007 3.007 3.006 3.006 3.006 3.006 3.119 3.119 3.119 3.119 3.245 3.245 3.245 3.245 3.304 3.304 3.304 3.304 3.118 3.118 3.118 3.118 3.391 3.391 3.391 3.391
0.634 0.634 0.634 0.634 0.63 0.63 0.63 0.63 0.624 0.624 0.624 0.624 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.589 0.589 0.589 0.589 0.589 0.589 0.589 0.589 0.584 0.584 0.584 0.584 0.58 0.58 0.58 0.58 0.579 0.579 0.579 0.579 0.585 0.585 0.585 0.585 0.576 0.576 0.576 0.576
DF
DR
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 OTM
AE
F
m2 0.939 0.939 0.939 0.939 0.912 0.912 0.912 0.912 0.869 0.869 0.869 0.869 1.676 1.676 1.676 1.676 1.680 1.680 1.680 1.680 1.680 1.680 1.680 1.680 1.934 1.934 1.934 1.934 2.166 2.166 2.166 2.166 2.286 2.286 2.286 2.286 2.750 2.750 2.750 2.750 2.956 2.956 2.956 2.956 2.260 2.260 2.260 2.260 3.031 3.031 3.031 3.031 51503 kg-m
kg 72.40
kglm 18.10
D
69.77
17.44
D
67.08
33.54
D
157.69
31.54
D
152.99
30.60
D
147.62
29.52
D
157.47
31.49
D
168.15
33.63
D
173.86
34.77
D
200.81
33.47
D
194.12
32.35
D
136.46
45.49
D
199.06
39.81
D
w
1897.48
Tower Forces - Service - Wind 45 To Face
Ctrl. Face
RISATower
Page
Job
17 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section Elevation
Add Weight
m
kg
Self Weight
T1 60.000-56.000
3.62
kg 272.42
T2 56.000-52.000
3.62
261.19
T3 52.000-50.000
4.46
314.16
T4 50.000-45.000
5.37
818.07
T5 45.000-40.000
5.37
698.48
T6 40.000-35.000
5.37
698.48
T7 35.000-30.000
6.26
1054.86
T8 30.000-25.000
6.26
1147.90
T9 25.000-20.000
7.16
1373.50
T10 20.000-14.000
7.16
1787.35
T11 14.000-8.000
7.16
1734.71
T12 8.000-5.000
7.16
1202.81
T13 5.000-0.000
7.16
1791.24
Sum Weight:
76.12
13231.29
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D
e
0.354 0.354 0.354 0.354 0.344 0.344 0.344 0.344 0.324 0.324 0.324 0.324 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.169 0.194 0.194 0.194 0.194 0.194 0.194 0.194 0.194 0.169 0.169 0.169 0.169 0.142 0.142 0.142 0.142 0.129 0.129 0.129 0.129 0.169 0.169 0.169 0.169 0.112 0.112 0.112 0.112
CF
2.413 2.413 2.413 2.413 2.445 2.445 2.445 2.445 2.507 2.507 2.507 2.507 3.117 3.117 3.117 3.117 3.115 3.115 3.115 3.115 3.115 3.115 3.115 3.115 3.007 3.007 3.007 3.007 3.006 3.006 3.006 3.006 3.119 3.119 3.119 3.119 3.245 3.245 3.245 3.245 3.304 3.304 3.304 3.304 3.118 3.118 3.118 3.118 3.391 3.391 3.391 3.391
RR
0.634 0.634 0.634 0.634 0.63 0.63 0.63 0.63 0.624 0.624 0.624 0.624 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.585 0.589 0.589 0.589 0.589 0.589 0.589 0.589 0.589 0.584 0.584 0.584 0.584 0.58 0.58 0.58 0.58 0.579 0.579 0.579 0.579 0.585 0.585 0.585 0.585 0.576 0.576 0.576 0.576
DF
1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.145 1.145 1.145 1.145 1.145 1.145 1.145 1.145 1.126 1.126 1.126 1.126 1.106 1.106 1.106 1.106 1.097 1.097 1.097 1.097 1.127 1.127 1.127 1.127 1.084 1.084 1.084 1.084
DR
1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.127 1.145 1.145 1.145 1.145 1.145 1.145 1.145 1.145 1.126 1.126 1.126 1.126 1.106 1.106 1.106 1.106 1.097 1.097 1.097 1.097 1.127 1.127 1.127 1.127 1.084 1.084 1.084 1.084 OTM
AE
F
m2 1.127 1.127 1.127 1.127 1.094 1.094 1.094 1.094 1.042 1.042 1.042 1.042 1.889 1.889 1.889 1.889 1.893 1.893 1.893 1.893 1.893 1.893 1.893 1.893 2.215 2.215 2.215 2.215 2.481 2.481 2.481 2.481 2.576 2.576 2.576 2.576 3.042 3.042 3.042 3.042 3.243 3.243 3.243 3.243 2.546 2.546 2.546 2.546 3.285 3.285 3.285 3.285 58895 kg-m
kg 86.88
kglm 21.72
D
83.73
20.93
D
80.50
40.25
D
177.69
35.54
D
172.44
34.49
D
166.38
33.28
D
180.35
36.07
D
192.60
38.52
D
195.84
39.17
D
222.13
37.02
D
212.93
35.49
D
153.74
51.25
D
215.74
43.15
D
w
2140.94
Ctrl. Face
Page
Job
RISATower
18 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Force Totals Load Case Leg Weight Bracing Weight Total Member Self-Weight Gusset Weight Total Weight Wind 0 deg - No Ice Wind 45 deg - No Ice Wind 90 deg - No Ice Wind 180 deg - No Ice Total Weight Wind 0 deg - Service Wind 45 deg - Service Wind 90 deg - Service Wind 180 deg - Service
Vertical Forces kg 5550.06 7605.10 13155.17 76.12 16201.65
Sum of Forces X kg
Sum of Forces Z kg
325.61 10202.60 13282.46 472.10
-13094.32 -10116.11 26.06 12623.87
81.40 2550.65 3320.62 118.02
-3273.58 -2529.03 6.51 3155.97
16201.65
Sum of Overturning Moments, Mz kg-m
Sum of Overturning Moments, Mx kg-m 211
1190
211 -425450 -331662 -6702 408618 211 -106204 -82757 -1517 102313
1190 -12136 -319510 -416877 -6278 1190 -2142 -78985 -103327 -677
Sum of Torques
Load Combinations Comb. No. 1 2 3 4 5 6 7 8 9
Description Dead Only Dead+Wind 0 deg - No Ice Dead+Wind 45 deg - No Ice Dead+Wind 90 deg - No Ice Dead+Wind 180 deg - No Ice Dead+Wind 0 deg - Service Dead+Wind 45 deg - Service Dead+Wind 90 deg - Service Dead+Wind 180 deg - Service
Maximum Member Forces Section No.
Elevation m
Component Type
Condition
T1
60 - 56
Leg
Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My
Diagonal
Top Girt
Gov. Load Comb. 3 3 2 5 5 2 5 2 2 5 2 5 5 2 6 3
Force kg 4866.09 -5202.07 2522.46 3097.51 -148.78 -170.80 1094.21 -1096.66 395.88 7.78 1.43 -0.02 150.50 -134.87 0.51 105.96
Major Axis Moment kg-m 6 0 12 -4 0 0 0 0 0 0 0 0 0 0 0 0
Minor Axis Moment kg-m -1 -5 -3 13 0 0 0 0 0 0 0 0 0 0 0 0
kg-m
-1331 -416 427 1247 -333 -104 107 312
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
T2
Elevation m
56 - 52
52 - 50
Component Type
Leg
Leg
Diagonal Horizontal
Top Girt
Inner Bracing
T4
50 - 45
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Diagonal
T3
19 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA
Leg
Diagonal
Horizontal
Top Girt
Condition Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My
Gov. Load Comb. 6 3 3 3 3 3 5 5 2 2 2 5 2 5 3 3 3 3 2 3 3 1 2 5 2 5 2 1 3 5 2 5 2 3 3 1 5 1 5 3 3 3 3 3 3 2 2 2 2 2 2 3 3 5 2 5 2 2 2 1 5
Force kg 1.40 -0.00 14342.60 -14650.95 -1436.91 -14650.95 115.38 -41.21 1594.72 -1633.09 1190.80 -63.45 1.43 -0.02 4849.82 -16983.51 -16962.67 -16962.67 41.66 38.66 7678.81 0.00 -5664.00 -5661.54 -5664.00 3.61 -1.19 0.00 -3823.18 -973.70 -931.26 1.33 -0.44 81.10 -1635.78 48.66 77.65 -1.34 0.00 10307.44 -11389.63 -1078.09 -174.68 -45.25 -43.96 1478.66 -1443.89 1145.28 -138.31 2.24 0.04 66.30 -67.29 44.96 44.95 -4.44 -0.10 161.93 -3167.08 -1497.72 -1493.36
Major Axis Moment kg-m 0 0 -4 -29 34 -29 -24 -5 0 0 0 0 0 0 -6 -1 -29 -29 23 27 0 0 0 -1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -6 5 31 -27 31 -27 0 0 -1 0 0 0 -1 0 2 2 2 2 0 0 6 0
Minor Axis Moment kg-m 0 0 10 -29 -16 -29 -24 16 0 0 0 0 0 0 -6 -3 -29 -29 24 27 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -8 5 -26 30 -26 30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
45 - 40
Component Type
Leg
Diagonal
Horizontal
Top Girt
T6
40 - 35
Leg
Diagonal
Horizontal
Top Girt
T7
35 - 30
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Inner Bracing
T5
20 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA
Leg
Condition Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy
Gov. Load Comb. 1 5 2 3 1 4 1 4 3 3 3 3 3 3 2 2 2 2 2 2 5 3 5 5 5 5 2 2 1 5 1 5 3 3 3 3 3 2 2 2 2 2 2 2 5 5 5 5 5 5 5 5 1 5 1 5 3 3 3 3 3
Force kg -11.54 0.00 67.18 -407.39 31.79 0.57 -4.21 0.04 17146.81 -19062.96 -1375.65 -156.13 -65.16 -63.13 1804.68 -1846.66 1582.39 -44.71 2.24 0.04 80.92 -99.64 68.12 -29.50 5.67 1.01 22.06 -83.10 -20.12 -19.13 4.39 -0.00 25631.67 -28346.40 -1952.70 -256.86 -92.33 -89.58 2136.28 -2171.09 1948.78 75.88 2.23 0.03 113.76 -138.81 113.76 -16.95 7.10 1.81 34.59 -81.36 3.66 2.08 4.39 -0.00 36542.07 -39292.76 -2396.80 -202.82 366.88
Major Axis Moment kg-m 0 0 0 0 3 0 0 0 -14 10 52 -49 52 -49 0 0 -1 0 0 0 3 -1 3 1 3 1 0 0 -2 0 0 0 -23 17 79 -73 79 -9 0 0 -1 0 0 0 5 -3 5 1 5 0 0 0 -2 0 0 0 -36 80 187 -176 -116
Minor Axis Moment kg-m 0 0 0 0 0 0 0 0 -17 9 -47 51 -47 51 0 0 0 0 0 0 0 0 0 -1 0 -1 0 0 0 0 0 0 -28 16 -71 76 -71 -34 0 0 0 0 0 0 0 0 0 -2 0 0 0 0 0 0 0 0 -66 78 -188 200 -101
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
Component Type
Horizontal
Top Girt
30 - 25
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Diagonal
T8
21 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA
Leg
Diagonal
Horizontal
Top Girt
Redund Horz 1 Bracing
Redund Diag 1 Bracing
Redund Hip 1 Bracing
Condition Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Gov. Load Comb. 2 2 2 2 2 2 2 3 3 5 2 5 2 2 2 1 5 1 5 3 3 3 2 4 3 5 2 3 3 3 3 4 4 2 4 2 4 2 2 1 5 1 5 3
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Force kg 322.20 3260.33 -3331.99 2423.27 -149.75 -4.46 -0.05 462.93 -552.92 250.54 -339.10 6.56 2.03 133.33 -210.20 -0.25 -5.69 4.39 -0.00 33692.91 -35787.87 -35591.56 -24461.26 268.53 313.44 6780.66 -7754.91 -3763.34 -4753.67 12.59 -17.19 222.41 -323.19 27.39 -21.24 3.49 0.39 1494.52 -1455.83 36.84 28.85 4.39 -0.21 537.43
Major Axis Moment kg-m -68 0 0 2 0 0 0 3 -2 4 1 4 1 0 0 -2 0 0 0 -70 59 114 -17 -96 -105 -5 0 -14 -13 -14 0 1 1 1 1 1 1 0 0 -2 0 0 0 0
Minor Axis Moment kg-m -94 0 0 0 0 0 0 -1 -1 0 -2 0 -2 0 0 0 0 0 0 -69 49 98 -112 -36 -98 9 0 -21 23 -21 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3 1 2 1 2 3
-537.43 23.43 -263.35 0.62 -0.03 685.65
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 2 2 2 2 3
-685.65 374.05 205.40 0.94 0.12 31.15
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx
3 1
-53.87 -0.43
0 0
0 0
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
25 - 20
Component Type
Leg
Diagonal
Horizontal
Top Girt
Redund Horz 1 Bracing
Redund Diag 1 Bracing
Redund Hip 1 Bracing
Inner Bracing
T10
20 - 14
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Inner Bracing
T9
22 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA
Leg
Condition Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Gov. Load Comb. 3 1 3 3 3 1 4 1 4 3 3 5 2 4 3 3 3 3 3 3 3 3 4 2 4 2 4 2 2 5 5 5 5 3
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Force kg -3.00 1.03 -0.00 107.83 -58.31 41.43 19.84 -8.14 0.05 39633.07 -42897.47 -28573.68 -28612.55 -241.99 -284.70 5933.32 -6695.83 -3159.89 -3496.68 10.71 -11.91 226.80 -285.90 -0.48 -16.35 3.93 0.33 5500.39 -5016.35 -4890.84 188.27 -14.37 -0.69 644.19
Major Axis Moment kg-m 0 0 0 0 0 6 0 0 0 -48 110 -116 -18 -116 -112 -8 0 -11 -10 -11 0 1 1 1 1 1 1 0 0 9 0 0 0 0
Minor Axis Moment kg-m 0 0 0 0 0 0 0 0 0 -40 99 -22 -121 -21 -107 11 0 -16 16 -16 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3 1 2 1 2 3
-644.19 29.41 -322.59 0.75 -0.04 701.33
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 2 2 2 2 3
-701.33 370.15 168.99 1.12 0.12 23.29
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 1 3 1 3 2 2 1 4 1 4 3
-37.01 -0.64 -2.82 1.25 -0.00 106.41 -106.41 83.30 12.44 -7.74 0.04 45332.08
0 0 0 0 0 0 0 7 0 0 0 -89
0 0 0 0 0 0 0 0 0 0 0 -89
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
Component Type
Horizontal
Top Girt
Redund Horz 1 Bracing
Redund Diag 1 Bracing
Redund Hip 1 Bracing
Inner Bracing
14 - 8
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Diagonal
T11
23 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA
Leg
Diagonal
Condition Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Gov. Load Comb. 3 4 2 5 4 3 3 3 3 3 3 3 2 2 5 2 5 2 2 5 2 5 2 3
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Force kg -49461.58 -30487.87 -32409.60 241.00 237.37 5457.55 -6327.53 -2331.61 -2544.62 9.22 -8.72 100.29 -201.04 -8.92 -48.13 4.69 0.30 5196.71 -4685.57 5021.41 364.79 -17.20 0.82 742.77
Major Axis Moment kg-m 95 -126 -16 -123 -17 -7 0 -10 -10 -10 0 2 1 2 2 2 2 0 0 12 0 0 0 0
Minor Axis Moment kg-m 94 -29 -127 -12 -120 9 0 14 -14 -14 0 0 0 0 0 0 0 0 0 0 -1 0 0 0
3 1 2 1 2 3
-742.77 35.74 -295.62 0.90 -0.04 809.86
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 2 2 2 2 3
-809.86 402.03 152.80 1.34 0.14 15.38
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy
3 1 3 1 3 2 2 1 4 1 4 3 3 3 3 2 5 2 2 3 2 3
-27.59 -1.08 -1.64 1.50 -0.00 99.40 -99.40 89.55 11.12 -9.26 -0.03 45236.38 -49475.30 -49475.30 -49475.30 173.27 160.59 9075.56 -10493.30 -6066.06 -9463.37 14.15
0 0 0 0 0 0 0 9 0 0 0 -84 113 113 113 -100 -28 -7 0 -16 -9 -16
0 0 0 0 0 0 0 0 0 0 0 -75 112 112 112 -26 -95 -8 0 22 25 22
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
Component Type
Top Girt
Redund Horz 1 Bracing
Redund Diag 1 Bracing
Redund Hip 1 Bracing
Inner Bracing
8-5
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Horizontal
T12
24 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA
Leg
Diagonal
Top Girt
Redund Horz 1 Bracing
Condition Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Gov. Load Comb. 2 3 3 2 2 2 2 2 2 1 2 1 2 3
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Force kg 14.94 77.76 -221.86 -48.84 -50.62 5.38 0.31 7666.91 -6873.60 373.73 587.87 -19.73 0.94 742.97
Major Axis Moment kg-m 0 2 2 2 2 2 2 0 0 17 0 0 0 0
Minor Axis Moment kg-m 0 0 0 0 0 0 0 0 0 0 -1 0 0 0
3 1 2 1 2 3
-742.97 34.69 -288.34 1.07 -0.05 716.45
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 2 2 2 2 3
-716.45 286.23 139.16 1.55 0.14 14.38
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 1 2 1 2 3 2 1 4 1 4 3 3 3 3 3 3 3 3 3 3 3 3 2 2 1 5 1 5 3
-48.11 -1.26 -24.02 2.03 -0.00 160.07 -145.81 145.18 28.74 -11.10 0.02 46715.77 -52024.98 -51363.49 -51363.49 286.20 283.44 8109.01 -8840.15 -8447.91 -8840.15 -38.13 43.82 7677.09 -6706.50 495.64 528.54 -30.21 3.64 785.94
0 -1 0 0 0 0 0 14 0 0 0 12 -16 113 113 -103 -103 0 -30 -30 -30 -30 2 0 0 31 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 12 -16 111 111 -102 -102 0 39 -39 39 -39 0 0 0 0 -4 0 0 0
Max. Compression
3
-785.94
0
0
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
Component Type
Redund Horz 3 Bracing
Redund Diag 1 Bracing
Redund Diag 2 Bracing
Redund Diag 3 Bracing
Redund Hip 1 Bracing
Redund Hip 2 Bracing
5-0
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Redund Horz 2 Bracing
T13
25 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA
Leg
Diagonal
Condition Max. Mx Max. My Max. Vy Max. Vx Max Tension
Gov. Load Comb. 1 2 1 2 3
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Force kg 39.90 -320.14 1.34 -0.16 785.94
Major Axis Moment kg-m 0 0 0 0 0
Minor Axis Moment kg-m 0 0 0 0 0
3 1 2 1 2 3
-785.94 39.90 -114.46 2.68 -0.32 785.94
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 1 3 1 3 3
-785.94 39.90 61.63 4.01 -0.48 673.41
0 -2 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 2 2 2 2 3
-673.41 373.43 248.42 1.54 -0.28 490.82
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 2 2 2 2 3
-490.82 50.39 12.80 2.88 0.40 450.42
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 2 2 2 2 3
-450.42 39.21 71.11 4.22 0.55 102.27
0 -2 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 1 3 1 3 3
-117.75 2.78 5.57 1.91 -0.00 38.17
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression
3 1 3 1 3 3 3 2 2 2 2 2 3
-71.36 -8.92 -9.63 3.81 -0.00 46527.14 -52647.37 -36021.82 -34309.95 73.49 75.87 7410.27 -8825.18
0 -2 0 0 0 -6 0 -110 22 99 -26 7 6
0 0 0 0 0 -8 1 19 -110 -17 103 5 -2
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
26 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Component Type
Top Girt
Redund Horz 1 Bracing
Redund Horz 2 Bracing
Redund Diag 1 Bracing
Redund Diag 2 Bracing
Redund Hip 1 Bracing
Redund Hip 2 Bracing
Inner Bracing
Condition Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Gov. Load Comb. 3 3 3 3 3 3 2 3 2 3 3
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Force kg -3149.70 -3089.38 -31.52 -71.84 37.07 -180.36 -37.28 -86.10 13.70 1.88 795.36
Major Axis Moment kg-m 51 37 51 0 7 7 7 5 7 5 0
Minor Axis Moment kg-m -113 -138 -113 0 -1 -1 -1 -1 -1 -1 0
3 3 3 3 3 3
-795.36 795.36 -185.20 -0.90 0.11 795.36
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 3 2 3 2 3
-795.36 795.36 -115.30 2.10 -0.25 891.87
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 2 3 2 3 3
-891.87 611.29 891.87 1.75 0.72 545.37
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 2 3 2 3 3
-545.37 373.80 545.37 3.12 0.65 28.01
0 -2 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
5 1 3 1 3 2
-48.85 -4.40 28.01 2.54 0.00 7.46
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx
5 1 3 1 3 3 3 1 3 1 3
-73.16 -6.98 -16.83 5.08 0.00 196.65 -228.28 0.47 195.15 10.78 -0.04
0 -3 0 0 0 0 0 -13 0 0 0
0 0 0 0 0 0 0 0 0 0 0
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
27 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Maximum Reactions Location
Condition
Leg D
Max. Vert Max. Hx Max. Hz Min. Vert Min. Hx Min. Hz Max. Vert Max. Hx Max. Hz Min. Vert Min. Hx Min. Hz Max. Vert Max. Hx Max. Hz Min. Vert Min. Hx Min. Hz Max. Vert Max. Hx Max. Hz Min. Vert Min. Hx Min. Hz
Leg C
Leg B
Leg A
Gov. Load Comb. 5 5 3 3 3 5 5 2 2 2 5 4 3 5 3 5 3 5 2 2 2 5 5 4
Vertical kg
Horizontal, X kg
Horizontal, Z kg
37998.54 37998.54 -51598.71 -51598.71 -51598.71 37998.54 38790.74 -30749.90 -30749.90 -30749.90 38790.74 38620.54 57865.68 -29640.32 57865.68 -29640.32 57865.68 -29640.32 38732.64 38732.64 38732.64 -30948.06 -30948.06 -30317.10
7794.06 7794.06 -7852.74 -7852.74 -7852.74 7794.06 -8054.44 6717.27 6717.27 6717.27 -8054.44 -4025.92 -8774.48 6320.67 -8774.48 6320.67 -8774.48 6320.67 8054.83 8054.83 8054.83 -6532.36 -6532.36 -2380.32
-3939.47 -3939.47 7642.13 7642.13 7642.13 -3939.47 -3925.43 2239.09 2239.09 2239.09 -3925.43 -8057.41 8405.71 -2200.54 8405.71 -2200.54 8405.71 -2200.54 3864.70 3864.70 3864.70 -2559.71 -2559.71 -6548.26
Tower Mast Reaction Summary Load Combination
Vertical
Dead Only Dead+Wind 0 deg - No Ice Dead+Wind 45 deg - No Ice Dead+Wind 90 deg - No Ice Dead+Wind 180 deg - No Ice Dead+Wind 0 deg - Service Dead+Wind 45 deg - Service Dead+Wind 90 deg - Service Dead+Wind 180 deg - Service
kg 16201.65 16200.60 16201.50 16200.49 16200.89 16201.65 16201.65 16201.65 16201.65
Shearx
Shearz
kg
kg
0.05 325.56 10202.78 13284.28 472.07 81.40 2550.49 3320.41 118.03
-0.05 -13096.02 -10115.54 26.05 12625.14 -3273.36 -2528.85 6.52 3155.75
Overturning Moment, Mx kg-m 211 -426977 -332888 -6740 410072 -106580 -83055 -1525 102677
Overturning Moment, Mz kg-m 1189 -12167 -320614 -418298 -6268 -2145 -79249 -103670 -669
Torque kg-m 0 -1342 -424 431 1259 -336 -106 107 315
Solution Summary Load Comb. 1 2 3 4 5
PX kg 0.00 325.61 10202.60 13282.46 472.10
Sum of Applied Forces PY kg -16201.65 -16201.65 -16201.65 -16201.65 -16201.65
PZ kg -0.00 -13094.32 -10116.11 26.06 12623.87
PX kg -0.05 -325.56 -10202.78 -13284.28 -472.07
Sum of Reactions PY kg 16201.65 16200.60 16201.50 16200.49 16200.89
PZ kg 0.05 13096.02 10115.54 -26.05 -12625.14
% Error 0.000% 0.010% 0.003% 0.010% 0.007%
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Load Comb. 6 7 8 9
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Sum of Applied Forces PY kg -16201.65 -16201.65 -16201.65 -16201.65
PX kg 81.40 2550.65 3320.62 118.02
28 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA
PZ kg -3273.58 -2529.03 6.51 3155.97
PX kg -81.40 -2550.49 -3320.41 -118.03
Sum of Reactions PY kg 16201.65 16201.65 16201.65 16201.65
PZ kg 3273.36 2528.85 -6.52 -3155.75
% Error 0.001% 0.001% 0.001% 0.001%
Non-Linear Convergence Results Load Combination 1 2 3 4 5 6 7 8 9
Converged?
Number of Cycles 6 17 24 17 16 14 14 14 14
Yes Yes Yes Yes Yes Yes Yes Yes Yes
Displacement Tolerance 0.00000001 0.00012022 0.00004933 0.00013609 0.00009865 0.00000001 0.00000001 0.00000001 0.00000001
Force Tolerance 0.00004241 0.00012324 0.00014288 0.00013814 0.00012148 0.00010756 0.00010746 0.00010593 0.00010792
Maximum Tower Deflections - Service Wind Section No. T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11 T12 T13
Elevation m 60 - 56 56 - 52 52 - 50 50 - 45 45 - 40 40 - 35 35 - 30 30 - 25 25 - 20 20 - 14 14 - 8 8-5 5-0
Horz. Deflection mm 158.43 134.06 112.35 103.90 83.13 63.78 46.75 32.93 22.06 13.56 5.77 0.93 0.36
Gov. Load Comb. 7 7 7 7 7 7 7 7 7 7 7 7 7
Tilt
Twist
° 0.3527 0.3353 0.2662 0.2399 0.2268 0.2045 0.1710 0.1358 0.1055 0.0816 0.0585 0.0281 0.0151
° 0.0288 0.0276 0.0093 0.0091 0.0088 0.0084 0.0075 0.0069 0.0047 0.0030 0.0013 0.0006 0.0004
Critical Deflections and Radius of Curvature - Service Wind Elevation
Appurtenance
m 61.500 60.000 59.500 59.000 58.500
ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983
Gov. Load Comb. 7 7 7 7 7
Deflection
Tilt
Twist
mm 158.43 158.43 155.35 152.27 149.20
° 0.3527 0.3527 0.3524 0.3519 0.3511
° 0.0288 0.0288 0.0294 0.0299 0.0303
Radius of Curvature m 24467 24467 24467 24467 24467
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Elevation m 58.000 57.500 57.000 56.500 56.000 55.500 55.000 54.500 54.000 50.000 49.000 48.000 47.000 46.000 45.000 44.000 43.000 42.000 41.800 41.300 40.800 40.300 39.800 39.300 38.800 38.300 37.800 35.000 31.800 31.500 26.500 23.500 19.000 13.000 8.500
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Appurtenance ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN 6 FT DISH 8 FT DISH 8 FT DISH HP10-59W 8 FT DISH 8 FT DISH HP6-107G Andrew KP4/KP4F
Gov. Load Comb. 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7
Deflection
Tilt
Twist
mm 146.14 143.09 140.06 137.05 134.06 131.10 128.18 125.31 122.52 103.90 99.77 95.60 91.41 87.24 83.13 79.09 75.14 71.27 70.50
° 0.3497 0.3476 0.3446 0.3406 0.3353 0.3287 0.3210 0.3124 0.3033 0.2399 0.2330 0.2296 0.2282 0.2277 0.2268 0.2245 0.2209 0.2161 0.2150
° 0.0305 0.0304 0.0299 0.0290 0.0276 0.0256 0.0232 0.0205 0.0177 0.0091 0.0094 0.0095 0.0093 0.0090 0.0088 0.0086 0.0085 0.0085 0.0085
Radius of Curvature m 18644 14915 12283 9899 7642 5739 4389 3488 2886 88163 22299 65537 54354 19415 13018 11779 11745 11760 11763
7
68.61
0.2123
0.0085
11769
7
66.73
0.2094
0.0085
11735
7
64.88
0.2063
0.0084
11582
7
63.05
0.2032
0.0084
11243
7
61.24
0.2001
0.0083
10740
7
59.45
0.1968
0.0083
10175
7
57.68
0.1936
0.0082
9630
7
55.94
0.1903
0.0081
9138
7 7 7 7 7 7 7 7
46.75 37.53 36.74 25.04 19.28 12.09 4.69 1.14
0.1710 0.1482 0.1460 0.1139 0.0976 0.0777 0.0538 0.0306
0.0075 0.0072 0.0072 0.0054 0.0041 0.0027 0.0012 0.0006
7244 7746 7812 9833 11361 14301 12534 5959
Maximum Tower Deflections - Design Wind Section No. T1 T2 T3 T4 T5 T6
Elevation m 60 - 56 56 - 52 52 - 50 50 - 45 45 - 40 40 - 35
29 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA
Horz. Deflection mm 643.27 544.38 456.21 421.88 337.47 258.77
Gov. Load Comb. 3 3 3 3 3 3
Tilt
Twist
° 1.4309 1.3611 1.0837 0.9751 0.9226 0.8323
° 0.0724 0.0674 0.0375 0.0364 0.0352 0.0339
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No. T7 T8 T9 T10 T11 T12 T13
Elevation m 35 - 30 30 - 25 25 - 20 20 - 14 14 - 8 8-5 5-0
30 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Horz. Deflection mm 189.54 133.40 89.37 55.02 23.61 4.10 1.36
Gov. Load Comb. 3 3 3 3 3 3 2
Tilt
Twist
° 0.6951 0.5511 0.4275 0.3302 0.2362 0.1135 0.0605
° 0.0304 0.0278 0.0191 0.0119 0.0053 0.0025 0.0017
Critical Deflections and Radius of Curvature - Design Wind Elevation m 61.500 60.000 59.500 59.000 58.500 58.000 57.500 57.000 56.500 56.000 55.500 55.000 54.500 54.000 50.000 49.000 48.000 47.000 46.000 45.000 44.000 43.000 42.000 41.800 41.300 40.800 40.300 39.800 39.300 38.800 38.300 37.800 35.000 31.800 31.500
Appurtenance ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN 6 FT DISH 8 FT DISH 8 FT DISH
Gov. Load Comb. 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3
Deflection
Tilt
Twist
mm 643.27 643.27 630.77 618.29 605.83 593.41 581.05 568.74 556.52 544.38 532.36 520.50 508.87 497.52 421.88 405.13 388.18 371.16 354.21 337.47 321.05 304.97 289.23 286.12
° 1.4309 1.4309 1.4295 1.4274 1.4240 1.4184 1.4100 1.3981 1.3820 1.3611 1.3348 1.3040 1.2697 1.2331 0.9751 0.9466 0.9325 0.9272 0.9257 0.9226 0.9136 0.8989 0.8797 0.8754
° 0.0724 0.0724 0.0730 0.0734 0.0736 0.0734 0.0728 0.0717 0.0699 0.0674 0.0640 0.0600 0.0557 0.0513 0.0364 0.0367 0.0366 0.0362 0.0357 0.0352 0.0349 0.0347 0.0345 0.0345
Radius of Curvature m 6124 6124 6124 6124 6124 4666 3733 3074 2478 1913 1436 1098 873 722 22166 5306 14982 13706 4854 3234 2930 2932 2947 2950
3
278.42
0.8641
0.0343
2957
3
270.79
0.8523
0.0342
2953
3
263.26
0.8399
0.0340
2915
3
255.80
0.8272
0.0337
2824
3
248.43
0.8143
0.0335
2687
3
241.16
0.8011
0.0331
2534
3
233.98
0.7877
0.0327
2386
3
226.91
0.7741
0.0324
2255
3 3 3
189.54 152.08 148.86
0.6951 0.6018 0.5932
0.0304 0.0292 0.0290
1775 1925 1947
RISATower
Page
Job
31 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Elevation
Appurtenance
m 26.500 23.500 19.000 13.000 8.500
HP10-59W 8 FT DISH 8 FT DISH HP6-107G Andrew KP4/KP4F
Gov. Load Comb. 3 3 3 3 3
Deflection
Tilt
Twist
mm 101.45 78.17 49.09 19.34 5.04
° 0.4619 0.3954 0.3143 0.2174 0.1235
° 0.0219 0.0166 0.0107 0.0046 0.0027
Radius of Curvature m 2400 2803 3542 3047 1573
Bolt Design Data Section No.
Elevation
Component Type
Bolt Grade
Leg
A325N
16
8
Maximum Load per Bolt kg 166.44
Diagonal
A325N
16
2
548.33
2922.37
Top Girt
A325N
16
2
75.25
2922.37
Leg
A325N
16
8
1544.52
5528.16
m T1
60
T2
56
T3
52
T4
T5
T6
T7
T8
T9
50
45
40
35
30
25
Bolt Size mm
Number Of Bolts
Allowable Load kg 5528.16
Diagonal
A325N
16
2
816.54
2922.37
Leg
A325N
16
10
3396.70
5528.16
Diagonal
A325N
16
2
3839.41
2922.37
Horizontal
A325N
16
2
2832.00
2922.37
Top Girt
A325N
16
2
1911.59
2922.37
Leg
A325N
16
8
2140.09
5528.16
Diagonal
A325N
16
2
739.33
2922.37
Horizontal
A307
16
2
33.64
1391.60
Top Girt
A325N
16
2
1583.54
5844.72
Leg
A325N
16
8
3849.99
5528.16
Diagonal
A325N
16
2
923.33
2922.37
Horizontal
A307
16
2
49.82
1391.60
Top Girt
A325N
16
2
41.55
2922.37
Leg
A325N
16
12
3996.28
5528.16
Diagonal
A325N
16
2
1085.55
2922.37
Horizontal
A307
16
2
69.40
1391.60
Top Girt
A325N
16
2
40.68
2922.37
Leg
A325N
16
12
5647.50
5528.16
Diagonal
A325N
16
2
1666.00
5844.72
Horizontal
A307
16
2
276.46
1391.60
Top Girt
A325N
16
2
105.10
2922.37
Leg
A325N
16
12
5962.11
5528.16
Diagonal
A325N
16
3
2584.97
5844.72
Horizontal
A307
16
2
161.59
1391.60
Top Girt
A325N
16
2
747.26
2922.37
Leg
A325N
16
12
7089.33
5844.72
Ratio Load Allowable 0.030 0.188 0.026 0.279 0.279 0.614 1.314 0.969 0.654 0.387 0.253 0.024 0.271 0.696 0.316 0.036 0.014 0.723 0.371 0.050 0.014 1.022 0.285 0.199 0.036 1.079 0.442 0.116 0.256 1.213
Allowable Ratio
Criteria
1.333
Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bearing
1.333
Bolt Shear
1.333
Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Component Type
Bolt Grade
Diagonal
T11
T12
T13
20
14
8
5
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
m
T10
32 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA
A325N
Bolt Size mm
Number Of Bolts
16
2
Maximum Load per Bolt kg 3347.92
Allowable Load kg 5844.72
Horizontal
A307
16
2
142.95
1391.60
Top Girt
A325N
16
2
2750.20
5844.72
Leg
A325N
16
16
6144.82
5844.72
Diagonal
A325N
16
2
3163.77
5844.72
Horizontal
A307
16
2
100.52
1391.60
Top Girt
A325N
16
2
2598.35
5844.72
Leg
A325N
16
16
6152.80
5844.72
Diagonal
A325N
16
2
5246.66
5844.72
Horizontal
A307
16
2
110.93
1391.60
Top Girt
A325N
16
2
3833.45
5844.72
Leg
A325N
16
16
6422.87
5844.72
Diagonal
A325N
16
2
4420.08
5844.72
Top Girt
A325N
16
2
3838.54
5844.72
Leg
A325N
16
16
6544.89
5844.72
Diagonal
A325N
19
2
4412.59
4208.21
Top Girt
A325N
16
2
90.18
2922.37
Ratio Load Allowable 0.573 0.103 0.471 1.051 0.541 0.072 0.445 1.053 0.898 0.080 0.656 1.099 0.756 0.657 1.120 1.049 0.031
Allowable Ratio
Criteria
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
Compression Checks Leg Design Data (Compression) Section No.
Elevation
Size
L
Lu
MPa 174
mm 929
Actual P kg -5202.07
44.3 K=1.33
174
929
-14650.95
16465.77
0.890
1.104
54.6 K=1.00
141
1252
-16983.50
17975.92
0.945
5.000
1.250
83.1 K=1.00
127
1855
-11389.62
23982.34
0.475
2L76x76x6.4
5.000
1.250
83.1 K=1.00
127
1855
-19062.95
23982.34
0.795
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
T1
m 60 - 56
L76x76x6
m 4.000
m 0.500
T2
56 - 52
L76x76x6
4.000
0.500
T3
52 - 50
L102x102x6
2.207
T4
50 - 45
2L76x76x6.4
T5
45 - 40
T6
Kl/r
44.3 K=1.33
Fa
A 2
Allow. Pa kg 16465.77
Ratio P Pa 0.316
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
33 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
mm2 3097
Actual P kg -42897.47
Allow. Pa kg 48576.58
Ratio P Pa 0.883
138
3690
-49461.54
51817.05
0.955
56.8 K=0.75
160
2419
-49475.15
39567.33
1.250
0.761
38.3 K=1.00
180
2419
-52024.79
44340.62
1.173
1.691
84.5 K=1.00
125
3690
-52647.57
46969.05
1.121
Fa
A
MPa 154
75.1 K=1.00
1.503
3.043 5.072
Size
L
Lu
T9
m 25 - 20
2L102x102x7.9
m 5.011
m 1.253
T10
20 - 14
2L102x102x9.5
6.014
1.503
T11
14 - 8
L102x102x13
6.014
T12
8-5
L102x102x13
T13
5-0
2L102x102x9.5
Kl/r
62.4 K=1.00
Diagonal Design Data (Compression) Section No.
Elevation
Size
L
Lu
Kl/r
MPa 145
2
mm 461
Actual P kg -1096.66
Allow. Pa kg 6802.07
Ratio P Pa 0.161
Fa
A
T1
m 60 - 56
L51x51x4.8
m 0.796
m 0.699
T2
56 - 52
L51x51x4.8
0.796
0.699
69.8 K=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
46.0 K=1.00
172
1161
-8840.15
20361.95
0.434
T13
5-0
L76x76x7.9
5.854
1.951
130.4 K=1.00
61
1148
-8825.19
7086.11
1.245
Allow. Pa kg 4512.90
Ratio P Pa 0.983*
69.8 K=1.00
Horizontal Design Data (Compression) Section No. T3
Elevation m 52 - 50
Size
L
Lu
L51x51x6.4
m 1.280
m 1.178
Kl/r
Fa
A
118.7
MPa 73
mm2 605
Actual P kg -4436.40
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
34 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Size
m
L
Lu
m
m
Kl/r
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
Fa
A
MPa 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
153.8 K=1.00
44
461
-201.04
2046.69
0.098
T11
14 - 8
L51x51x4.8
3.754
1.826
182.5 K=1.00
31
461
-221.86
1454.81
0.152
Allow. Pa kg 7673.47
Ratio P Pa 0.018
DL controls
Top Girt Design Data (Compression) Section No.
Elevation
Size
L
Lu
T1
m 60 - 56
L51x51x4.8
m 0.620
m 0.544
T3
52 - 50
L51x51x4.8
0.620
0.544
T4
50 - 45
2L51x51x6
1.940
T5
45 - 40
L51x51x4.8
T6
40 - 35
T7
Fa
A
MPa 163
mm2 461
Actual P kg -134.87
54.3 K=1.00
163
461
-3823.18
7673.47
0.498
1.838
85.3 K=1.00
124
1213
-3167.08
15300.22
0.207
1.940
1.864
118.9 K=1.00
73
461
-83.10
3423.49
0.024
L51x51x4.8
1.940
1.864
118.9 K=1.00
73
461
-81.36
3423.49
0.024
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
Kl/r
54.3 K=1.00
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
35 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Size
m
L
Lu
m
m
Kl/r
Fa
A
MPa
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
Redundant Horizontal (1) Design Data (Compression) Section No.
Elevation
Size
L
Lu
T8
m 30 - 25
L38x38x3.2
m 0.545
m 0.494
T9
25 - 20
L38x38x3.2
0.664
0.613
T10
20 - 14
L38x38x3.2
0.795
T11
14 - 8
L38x38x3.2
T12
8-5
T13
5-0
mm2 232
Actual P kg -537.43
Allow. Pa kg 3543.23
Ratio P Pa 0.152
129
232
-644.19
3050.35
0.211
98.9 K=1.00
103
232
-742.77
2437.17
0.305
0.888
118.0 K=1.00
74
232
-742.97
1748.88
0.425
0.595
0.545
54.4 K=1.00
163
461
-785.94
7669.39
0.102
0.794
0.743
98.8 K=1.00
103
232
-795.36
2443.59
0.325
Kl/r
Fa
A
MPa 150
81.5 K=1.00
0.744
0.938
L51x51x4.8 L38x38x3.2
65.6 K=1.00
Redundant Horizontal (2) Design Data (Compression) Section No.
Elevation
Size
L
Lu
T12
m 8-5
L51x51x4.8
m 1.191
m 1.140
T13
5-0
L44x44x3.2
1.588
1.537
Kl/r
113.9 K=1.00 174.5 K=1.00
mm2 461
Actual P kg -785.94
Allow. Pa kg 3732.60
Ratio P Pa 0.211
272
-795.36
938.84
0.847
Fa
A
MPa 79 34
Redundant Horizontal (3) Design Data (Compression) Section No. T12
Elevation
Size
L
Lu
m 8-5
L51x51x4.8
m 1.786
m 1.735
Kl/r
173.4 K=1.00
Fa
A
MPa 34
mm2 461
Actual P kg -785.94
Allow. Pa kg 1610.73
Redundant Diagonal (1) Design Data (Compression)
Ratio P Pa 0.488
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
36 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
mm2 312
Actual P kg -685.65
Allow. Pa kg 2142.39
Ratio P Pa 0.320
59
312
-701.33
1893.32
0.370
160.2 K=1.00
40
312
-809.86
1278.76
0.633
1.708
169.2 K=1.00
36
312
-716.45
1146.08
0.625
1.020
0.945
94.5 K=1.00
110
461
-673.41
5176.94
0.130
1.780
1.636
164.7 K=1.00
38
605
-891.87
2341.94
0.381
Fa
A
MPa 67
131.6 K=1.00
1.617
1.810
L51x51x4.8 L51x51x6.4
Size
L
Lu
T8
m 30 - 25
L51x51x3.2
m 1.390
m 1.250
T9
25 - 20
L51x51x3.2
1.446
1.329
T10
20 - 14
L51x51x3.2
1.734
T11
14 - 8
L51x51x3.2
T12
8-5
T13
5-0
Kl/r
123.8 K=1.00
Redundant Diagonal (2) Design Data (Compression) Section No.
Elevation
Size
L
Lu
T12
m 8-5
L51x51x4.8
m 1.487
m 1.428
T13
5-0
L51x51x4.8
2.177
2.098
Kl/r
142.7 K=1.00 209.7 K=1.00
mm2 461
Actual P kg -490.82
Allow. Pa kg 2377.18
Ratio P Pa 0.206
461
-545.37
1101.61
0.495
Fa
A
MPa 51 23
Redundant Diagonal (3) Design Data (Compression) Section No. T12
Elevation m 8-5
Size
L51x51x4.8
L m 2.023
Lu m 1.968
Kl/r
196.7 K=1.00
Fa MPa 27
A 2
mm 461
Actual P kg -450.42
Allow. Pa kg 1252.18
Ratio P Pa 0.360
Allow. Pa kg 3278.29
Ratio P Pa 0.016
Redundant Hip (1) Design Data (Compression) Section No.
Elevation
Fa
A
MPa 118
mm2 272
Actual P kg -53.87
106.6 K=1.00
90
272
-37.01
2510.07
0.015
1.124
127.6 K=1.00
63
272
-27.59
1753.73
0.016
1.327
131.4 K=1.00
60
312
-48.11
1899.55
0.025
Size
L
Lu
T8
m 30 - 25
L44x44x3.2
m 0.770
m 0.770
T9
25 - 20
L44x44x3.2
0.939
0.939
T10
20 - 14
L44x44x3.2
1.124
T11
14 - 8
L51x51x3.2
1.327
Kl/r
87.4 K=1.00
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
37 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Size
L
Lu
T12
m 8-5
L51x51x4.8
m 0.842
m 0.842
T13
5-0
L51x51x4.8
1.123
1.123
Kl/r
84.1 K=1.00 112.2 K=1.00
mm2 461
Actual P kg -117.75
Allow. Pa kg 5893.84
Ratio P Pa 0.020
461
-48.85
3848.52
0.013
Allow. Pa kg 1710.46
Ratio P Pa 0.042
962.13
0.076
Allow. Pa kg 3769.79
Ratio P Pa 0.412*
Fa
A
MPa 125 82
Redundant Hip (2) Design Data (Compression) Section No.
Elevation
Size
L
Lu
T12
m 8-5
L51x51x4.8
m 1.684
m 1.684
T13
5-0
L51x51x4.8
2.245
2.245
Kl/r
168.3 K=1.00 224.4 K=1.00
Fa
A
MPa 36
mm2 461
Actual P kg -71.36
20
461
-73.16
Inner Bracing Design Data (Compression) Section No.
Elevation
Size
L
Lu
MPa 118
mm 312
Actual P kg -1552.85
261.6 K=1.00
15
312
-385.83
479.27
0.805*
2.642
266.0 K=1.00
15
605
-30.88
898.08
0.034
3.418
3.316
331.4 K=1.00
9
461
-106.41
441.08
0.241
KL/R > 250 (C) - 390 L51x51x4.8
4.093
3.991
398.8 K=1.00
6
461
-99.40
304.50
0.326
14 - 8
KL/R > 250 (C) - 465 L51x51x4.8
4.903
4.801
479.8 K=1.00
4
461
-145.81
210.39
0.693
5-0
KL/R > 250 (C) - 540 L51x51x4.8
3.368
3.368
336.5 K=1.00
9
461
-228.28
427.61
0.534
T3
m 52 - 50
L51x51x3.2
m 0.877
m 0.801
T4
50 - 45
L51x51x3.2
2.744
2.642
T8
30 - 25
KL/R > 250 (C) - 112 L51x51x6.4
2.744
T9
25 - 20
KL/R > 250 (C) - 315 L51x51x4.8
T10
20 - 14
T11
T13
Kl/r
79.3 K=1.00
Fa
KL/R > 250 (C) - 692
*
DL controls
Tension Checks
A 2
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
38 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Leg Design Data (Tension)
T1
m 60 - 56
L76x76x6
m 4.000
m 0.500
21.2
MPa 224
mm 687
Actual P kg 4866.10
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
Allow. Pa kg 6350.48
Ratio P Pa 0.172
Section No.
Elevation
Size
L
Lu
Kl/r
Fa
A 2
Allow. Pa kg 15699.97
Ratio P Pa 0.310
Diagonal Design Data (Tension) Section No.
Elevation
Size
L
Lu
Kl/r
Fa
A
T1
m 60 - 56
L51x51x4.8
m 0.796
m 0.699
44.6
MPa 224
mm2 278
Actual P kg 1094.21
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
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
mm2 556
Actual P kg 6780.66
Allow. Pa kg 12700.95
Ratio P Pa 0.534
224
556
5933.31
12700.95
0.467
110.6
224
556
5457.53
12700.95
0.430
1.810
117.0
224
728
9075.57
16639.77
0.545
3.635
0.909
46.0
224
735
8109.01
16791.77
0.483
5.854
1.951
83.3
224
729
7410.25
16657.05
0.445
Allow. Pa kg 6350.48
Ratio P Pa 0.010
Kl/r
Fa
A
m 1.390
88.7
MPa 224
2.891
1.446
92.2
2L51x51x5
3.468
1.734
14 - 8
2L51x51x6
3.620
T12
8-5
2L64x64x5
T13
5-0
L76x76x7.9
Section No.
Elevation
39 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA
Size
L
Lu
T8
m 30 - 25
2L51x51x5
m 2.779
T9
25 - 20
2L51x51x5
T10
20 - 14
T11
Horizontal Design Data (Tension) Section No.
Elevation
Size
L
Lu
T4
m 50 - 45
L51x51x4.8
m 1.940
T5
45 - 40
L51x51x4.8
T6
40 - 35
T7
Kl/r
Fa
A
m 0.932
59.5
MPa 224
mm2 278
Actual P kg 66.30
1.940
1.864
118.9
224
278
80.92
6350.48
0.013
L51x51x4.8
1.940
1.864
118.9
224
278
113.76
6350.48
0.018
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
2
Allow. Pa kg 6350.48
Ratio P Pa 0.024
Top Girt Design Data (Tension) Section No.
Elevation
Size
L
Lu
T1
m 60 - 56
L51x51x4.8
m 0.620
m 0.544
34.7
MPa 224
mm 278
Actual P kg 150.50
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
Kl/r
Fa
A
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
40 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Size
m
L
Lu
m
m
Kl/r
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
Fa
A
MPa
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
Allow. Pa kg 4890.32
Ratio P Pa 0.110
Redundant Horizontal (1) Design Data (Tension) Kl/r
Fa
A
m 0.494
41.8
MPa 207
mm2 232
Actual P kg 537.43
0.664
0.613
51.9
207
232
644.19
4890.32
0.132
L38x38x3.2
0.795
0.744
63.0
207
232
742.77
4890.32
0.152
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
Allow. Pa kg 9729.56
Ratio P Pa 0.081
5740.80
0.139
Section No.
Elevation
Size
L
Lu
T8
m 30 - 25
L38x38x3.2
m 0.545
T9
25 - 20
L38x38x3.2
T10
20 - 14
T11
Redundant Horizontal (2) Design Data (Tension) Section No.
Elevation
Kl/r
Fa
A
m 1.140
72.7
MPa 207
mm2 461
Actual P kg 785.94
1.537
110.9
207
272
795.36
Size
L
Lu
T12
m 8-5
L51x51x4.8
m 1.191
T13
5-0
L44x44x3.2
1.588
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
41 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Redundant Horizontal (3) Design Data (Tension) Section No. T12
Elevation
Size
L
Lu
Kl/r
Fa
A
m 8-5
L51x51x4.8
m 1.786
m 1.735
110.7
MPa 207
mm2 461
Actual P kg 785.94
Allow. Pa kg 9729.56
Ratio P Pa 0.081
Allow. Pa kg 6591.29
Ratio P Pa 0.104
Redundant Diagonal (1) Design Data (Tension) Kl/r
Fa
A
m 1.250
78.6
MPa 207
mm2 312
Actual P kg 685.65
1.446
1.329
83.6
207
312
701.33
6591.29
0.106
L51x51x3.2
1.734
1.617
101.7
207
312
809.86
6591.29
0.123
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
Allow. Pa kg 9729.56
Ratio P Pa 0.050
9729.56
0.056
Allow. Pa kg 9729.56
Ratio P Pa 0.046
Section No.
Elevation
Size
L
Lu
T8
m 30 - 25
L51x51x3.2
m 1.390
T9
25 - 20
L51x51x3.2
T10
20 - 14
T11
Redundant Diagonal (2) Design Data (Tension) Section No.
Elevation
Kl/r
Fa
A
m 1.428
91.1
MPa 207
mm2 461
Actual P kg 490.82
2.098
133.9
207
461
545.37
Size
L
Lu
T12
m 8-5
L51x51x4.8
m 1.487
T13
5-0
L51x51x4.8
2.177
Redundant Diagonal (3) Design Data (Tension) Section No. T12
Elevation m 8-5
Size
L
Lu
L51x51x4.8
m 2.023
m 1.968
Kl/r
Fa
A
125.6
MPa 207
mm2 461
Actual P kg 450.42
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
42 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Redundant Hip (1) Design Data (Tension) Section No.
Elevation
Size
L
Lu
Kl/r
Fa
A
T8
m 30 - 25
L44x44x3.2
m 0.770
m 0.770
55.6
MPa 207
T9
25 - 20
L44x44x3.2
0.939
0.939
67.7
T10
20 - 14
L44x44x3.2
1.124
1.124
T11
14 - 8
L51x51x3.2
1.327
T12
8-5
L51x51x4.8
T13
5-0
L51x51x4.8
mm2 272
Actual P kg 31.15
Allow. Pa kg 5740.80
Ratio P Pa 0.005
207
272
23.29
5740.80
0.004
81.1
207
272
15.38
5740.80
0.003
1.327
83.4
207
312
14.38
6591.29
0.002
0.842
0.842
53.7
207
461
102.27
9729.56
0.011
1.123
1.123
71.6
207
461
28.01
9729.56
0.003
Allow. Pa kg 9729.56
Ratio P Pa 0.004
Redundant Hip (2) Design Data (Tension) Section No.
Elevation
Size
L
Lu
Kl/r
Fa
A
T12
m 8-5
L51x51x4.8
m 1.684
m 1.684
107.5
MPa 207
mm2 461
Actual P kg 38.17
T13
5-0
L51x51x4.8
2.245
2.245
143.3
207
461
7.46
9729.56
0.001
2
Allow. Pa kg 6591.29
Ratio P Pa 0.012
Inner Bracing Design Data (Tension) Section No.
Elevation
Size
L
Lu
Kl/r
Fa
A
T3
m 52 - 50
L51x51x3.2
m 0.877
m 0.801
50.3
MPa 207
mm 312
Actual P kg 81.10
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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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90 *
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
DL controls
Section Capacity Table Section No. T1
Elevation m
Component Type
Size
Critical Element
P kg
SF*Pallow kg
% Capacity
Pass Fail
60 - 56
Leg Diagonal
L76x76x6 L51x51x4.8
3 12
-5202.07 1094.21
21948.87 8465.18
Pass Pass
Top Girt
L51x51x4.8
8
150.50
8465.18
Pass Pass
T2
56 - 52
Leg Diagonal
L76x76x6 L51x51x4.8
41 52
14342.59 1594.72
20928.06 8465.18
T3
52 - 50
Leg Diagonal
L102x102x6 L51x51x6.4
79 105
-16983.50 7678.82
23961.90 11060.90
Horizontal Top Girt
L51x51x6.4 L51x51x4.8
96 84
-4436.40 -3823.18
4512.90 10228.73
Inner Bracing Leg Diagonal Horizontal
L51x51x3.2 2L76x76x6.4 L51x51x4.8 L51x51x4.8
82 109 127 117
-1552.85 -11389.62 -1443.89 -67.29
3769.79 31968.46 2797.66 7028.14
Top Girt
2L51x51x6
113
-3167.08
20395.19
Inner Bracing Leg Diagonal Horizontal
L51x51x3.2 2L76x76x6.4 L51x51x4.8 L51x51x4.8
112 169 185 175
-385.83 -19062.95 -1846.67 -99.64
479.27 31968.46 2797.66 4563.51
Top Girt Leg Diagonal Horizontal
L51x51x4.8 2L76x76x6.4 L51x51x4.8 L51x51x4.8
171 217 233 229
-83.10 -28346.40 -2171.09 -138.81
4563.51 31968.46 2797.66 4563.51
Top Girt Leg Diagonal Horizontal
L51x51x4.8 2L102x102x6.4 2L51x51x5 L51x51x4.8
221 265 281 280
-81.36 -39292.77 -3332.00 -552.92
4563.51 45654.16 13571.90 4693.53
Top Girt Leg
L51x51x4.8 2L102x102x6.4
267 313
-210.20 -35787.86
4563.51 45612.38
Diagonal Horizontal
2L51x51x5 L51x51x4.8
337 321
-7754.89 -323.19
14890.68 5977.60
Top Girt Redund Horz 1 Bracing Redund Diag 1 Bracing Redund Hip 1 Bracing Inner Bracing Leg
L51x51x4.8 L38x38x3.2
317 338
-1455.83 -537.43
4693.53 4723.12
23.7 12.9 14.1 (b) 1.8 1.9 (b) 68.5 18.8 21.0 (b) 70.9 69.4 98.6 (b) 98.3 37.4 49.1 (b) 41.2 35.6 51.6 1.0 1.8 (b) 15.5 20.3 (b) 80.5 59.6 66.0 2.2 2.7 (b) 1.8 88.7 77.6 3.0 3.7 (b) 1.8 86.1 24.6 11.8 14.9 (b) 4.6 78.5 80.9 (b) 52.1 5.4 8.7 (b) 31.0 11.4
L51x51x3.2
369
-685.65
2855.81
24.0
Pass
L44x44x3.2
385
-53.87
4369.97
1.2
Pass
L51x51x6.4 2L102x102x7.9
315 388
-30.88 -42897.47
1197.14 64752.58
Pass Pass
Diagonal Horizontal
2L51x51x5 L51x51x4.8
412 396
-6695.84 -285.90
14225.64 3965.20
2.6 66.2 91.0 (b) 47.1 7.2 7.7 (b)
T4
50 - 45
T5
45 - 40
T6
40 - 35
T7
35 - 30
T8
30 - 25
T9
25 - 20
Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass
Pass Pass
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44 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
T10
T11
T12
T13
Elevation m
20 - 14
14 - 8
8-5
5-0
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Component Type
Size
Critical Element
P kg
SF*Pallow kg
% Capacity
Pass Fail
Top Girt
2L51x51x6
392
-5016.37
14729.42
Pass
Redund Horz 1 Bracing Redund Diag 1 Bracing Redund Hip 1 Bracing Inner Bracing Leg
L38x38x3.2
408
-644.19
4066.11
34.1 35.3 (b) 15.8
Pass
L51x51x3.2
448
-701.33
2523.79
27.8
Pass
L44x44x3.2
460
-37.01
3345.93
1.1
Pass
L51x51x4.8 2L102x102x9.5
390 463
-106.41 -49461.54
587.95 69072.12
Pass Pass
2L51x51x5 L51x51x4.8 2L51x51x6 L38x38x3.2
487 494 467 488
-6327.52 -201.04 -4685.57 -742.77
10548.17 2728.23 10123.53 3248.75
18.1 71.6 78.9 (b) 60.0 7.4 46.3 22.9
Pass Pass Pass Pass
L51x51x3.2
519
-809.86
1704.59
47.5
Pass
L44x44x3.2
535
-27.59
2337.73
1.2
Pass
L51x51x4.8 L102x102x13 2L51x51x6 L51x51x4.8 2L64x64x5 L38x38x3.2
465 538 562 546 542 558
-99.40 -49475.15 -10493.32 -221.86 -6873.60 -742.97
405.90 52743.24 12401.26 1939.26 10013.36 2331.26
24.5 93.8 84.6 11.4 68.6 31.9
Pass Pass Pass Pass Pass Pass
L51x51x3.2
594
-716.45
1527.72
46.9
Pass
L51x51x3.2
610
-48.11
2532.11
1.9
Pass
L51x51x4.8 L102x102x13 2L64x64x5
540 613 620
-145.81 -52024.79 8109.01
280.46 59106.04 22383.43
Pass Pass Pass
2L64x64x6 L51x51x4.8
615 643
-6706.50 -785.94
9854.40 10223.29
52.0 88.0 36.2 56.7 (b) 68.1 7.7
Pass Pass
L51x51x4.8
644
-785.94
4975.55
15.8
Pass
L51x51x4.8
646
-785.94
2147.10
36.6
Pass
L51x51x4.8
645
-673.41
6900.86
9.8
Pass
L51x51x4.8
647
-490.82
3168.78
15.5
Pass
L51x51x4.8
658
-450.42
1669.15
27.0
Pass
L51x51x4.8
685
-117.75
7856.49
1.5
Pass
L51x51x4.8
667
-71.36
2280.04
3.1
Pass
2L102x102x9.5 L76x76x7.9 L76x76x6.4
689 723 668
-52647.57 -8825.19 -180.36
62609.74 9445.79 13071.69
Pass Pass Pass
L38x38x3.2
712
-795.36
3257.31
84.1 93.4 1.4 2.3 (b) 24.4
Pass
L44x44x3.2
720
-795.36
1251.48
63.6
Pass
L51x51x6.4
721
-891.87
3121.81
28.6
Pass
Diagonal Horizontal Top Girt Redund Horz 1 Bracing Redund Diag 1 Bracing Redund Hip 1 Bracing Inner Bracing Leg Diagonal Horizontal Top Girt Redund Horz 1 Bracing Redund Diag 1 Bracing Redund Hip 1 Bracing Inner Bracing Leg Diagonal Top Girt Redund Horz 1 Bracing Redund Horz 2 Bracing Redund Horz 3 Bracing Redund Diag 1 Bracing Redund Diag 2 Bracing Redund Diag 3 Bracing Redund Hip 1 Bracing Redund Hip 2 Bracing Leg Diagonal Top Girt Redund Horz 1 Bracing Redund Horz 2 Bracing Redund Diag 1
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45 of 45
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA ESTADO ACTUAL REFORZADA Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 M
07:43:13 01/24/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Component Type Bracing Redund Diag 2 Bracing Redund Hip 1 Bracing Redund Hip 2 Bracing Inner Bracing
Size
Critical Element
P kg
SF*Pallow kg
% Capacity
Pass Fail
L51x51x4.8
715
-545.37
1468.44
37.1
Pass
L51x51x4.8
716
-48.85
5130.08
1.0
Pass
L51x51x4.8
717
-73.16
1282.52
5.7
Pass
L51x51x4.8
692
-228.28
570.01
40.0 Summary Leg (T11) 93.8 Diagonal 98.6 (T3) Horizontal 98.3 (T3) Top Girt 68.6 (T11) Redund 31.9 Horz 1 Bracing (T11) Redund 63.6 Horz 2 Bracing (T13) Redund 36.6 Horz 3 Bracing (T12) Redund 47.5 Diag 1 Bracing (T10) Redund 37.1 Diag 2 Bracing (T13) Redund 27.0 Diag 3 Bracing (T12) 1.9 Redund Hip 1 Bracing (T11) 5.7 Redund Hip 2 Bracing (T13) Inner 80.5 Bracing (T4) Bolt Checks 98.6 RATING = 98.6
Pass Pass Pass Pass Pass Pass
Pass
Pass
Pass
Pass
Pass
Pass Pass Pass Pass Pass
Program Version 5.3.1.0 - 1/16/2009 File:C:/Proyectos 2010/Instatel Evaluaciones Estructural/05 Calatrava TCSV 60 m/Risa Tower Reforzado/TCSV 60 M Calatrava Reforzado.eri
CIMENTACION ESTACION: CALATRAVA
TORRE CUADRADA DE 60 M SECCION VARIABLE
Diciembre 29 de 2010
MEMORIA EVALUACION ESTRUCTURAL CIMENTACION
ESTACION: CALATRAVA CIUDDAD: BOGOTA D. C. SITIO: LOCALIDAD DE SUBA
TORRE CUADRADA DE 60 M SECCION VARIABLE
CALCULO: ING. JAIME GUTIERREZ C. MATRICULA 25202-45957 CND
Diciembre 28 de 2010
1.0 INTRODUCCION
1.1 OBJETO El objeto de este documento es la realización de la evaluacion estructural de la cimentación para la torre metálica cuadrada autosoportada de 60 metros de altura de sección variable y con ancho de pata de 5.97 metros, entre ejes. Que funciona de soporte para la instalación de antenas parabólicas y antenas panel de television para comunicaciones, según los cálculos realizados en la evaluación para la torre triangular, y las reacciones 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 y complemento de este documento. La torre se localiza en la Ciudad de BOGOTA D.C.. esta construida sobre un área de configuración plana, y dadas las condiciones de cargas y de suelo de fundación, la cimentación esta construida en Placa maciza de Rigidez (Platea) de la cual arranca sus cuatro pedestales soporte de la torre, en concreto reforzado y a partir de esto se realizara el chequeo que con las cargas actuales cumpla adecuadamente tanto los requisitos de capacidad portante, como de estabilidad al vuelco y arrancamiento, generado por las cargas horizontales impuestas. Para efectos del adecuado dimensionamiento y verificación de cimentación se han tenido en cuenta las cargas provenientes de superestructura; y las recomendaciones y parámetros incluidos en estudio 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
la la el &
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 a la compresión a 28 días, f´c = 210 kg/cm2, 3000 psi. 2- Acero de refuerzo Grado 60, con punto de fluencia fy = 4200 kg/cm2, 60.000 psi, para varillas con diámetros 1/2” y superiores. 3- Acero de refuerzo A-37, con punto de fluencia fy = 2400 kg/cm2, 34.200 psi, para varillas con diámetros 1/4” y 3/8” 4- Materiales granulares para relleno encima de la zapata de cimentación. En general, debe obtenerse una compactación mayor o igual al 90% del Proctor Modificado.
4.0
CONCLUSIONES Y RECOMENDACIONES De los análisis y evaluación anterior pueden extraerse las siguientes conclusiones y recomendaciones: 4.1 PLACA DE FUNDACION Según los resultados la cimentación esta cumpliendo con la capacidad portante y de vuelco y arracamiento. La cimentación no tiene vigas de marre entre pedestales y esto genera un momento y adicional no cumple con los requisitos de sismo. Por lo tanto se realiza la cimentación con el análisis con vigas de amarre el cual se debe adicionar a la cimentacion El concreto deberá tener una resistencia mínima de 210 kg/cm^2 (3000 psi) a 28 días.
VIGA DE AMARRE (ENLACE) La cimentación Placa- viga de amarre en concreto se comportará adecuadamente. Para tal efecto, sus dimensiones ancho por alto deberán cubrir unas dimensiones de 40 cm. x 50 cm. y va amarrada entre pedestales de la cimentación y su nivel superior de la viga debe estar a nivel terreno N+ 0.00. 2 – La viga de amarre estará reforzada longitudinalmente con 3 # 6 en el nivel superior y con 3 # 6 en la parte inferior de la sección de la viga (6 # 6 en 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 rellenos deberán realizarse de modo que no se deteriore el material de fundación. 4.3– La fabricación del concreto debe hacerse siguiendo estrictas normas de control de calidad, de modo que se garantice la resistencia especificada. 4.4 – Cualquier modificación que se realice, bien sea a los elementos de concreto, o a la configuración de la cimentación (profundidad, área, peso de rellenos, etc.), debe ser notificada al ingeniero calculista, con el objeto de realizar las verificaciones de rigor, y aprobarlas o recomendar.
ANEXOS: ¾ Memoria de Calculo ¾ Plano de Cimentación
Foundation Tower CIMENTACION TORRE EN PLACA E.B. CALATRAVA
CLIENTE:
RTVC - TELEFONICA TELECOM
ESTRUCTURA:
TORRE CUADRADA 60 M SECCION VARIABLE
CONDICION:
SITIO: LOCALIDAD DE SUBA
ITEM
SIMBOLO
UNIDAD
Fecha: Dic. - 29 - 2010
CIUDAD: BOGOTA D. C.
Diseño: Ing. J. G. C.
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 APOYOS Coordenada 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
Foundation Tower CIMENTACION TORRE EN PLACA CLIENTE:
RTVC - TELEFONICA TELECOM
ESTRUCTURA:
TORRE CUADRADA 60 M SECCION VARIABLE
CONDICION:
SITIO: LOCALIDAD DE SUBA
Momento resp. X
Mx
CIUDAD: BOGOTA D. C.
kg-m
E.B. CALATRAVA Fecha: Dic. - 29 - 2010 Diseño: Ing. J. G. C. -88867
COORDENADAS DE C.G. DE ACCIONES TOTALES 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
β
º
24
Angulo cono 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
B
m
0,27
Alt. enterr. pedestal
H2
m
2,80
Alt. superf. Pedestal
H3
m
0,20
Lado del pedestal
Foundation Tower CIMENTACION TORRE EN PLACA CLIENTE:
RTVC - TELEFONICA TELECOM
ESTRUCTURA:
TORRE CUADRADA 60 M SECCION VARIABLE
CONDICION:
SITIO: LOCALIDAD DE SUBA
CIUDAD: BOGOTA D. C.
E.B. CALATRAVA Fecha: Dic. - 29 - 2010 Diseño: Ing. J. G. C.
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
Sp
kg/m2
7132
Sx
kg/m2
7391
Esf. parciales en suelo " "
Sy
kg/m2
1467
"
Ss
kg/m2
4461 11529
Esfuerzos sobre suelo
S1
kg/m2
"
S2
kg/m2
8595
"
S3
kg/m2
-2735
"
S4
kg/m2
-6187
Verificacion capacidad portante del suelo
OK
VERIFICACION AL VOLCAMIENTO Momento volcamiento Y
Mvy
kg-m
459783
Foundation Tower CIMENTACION TORRE EN PLACA E.B. CALATRAVA
CLIENTE:
RTVC - TELEFONICA TELECOM
ESTRUCTURA:
TORRE CUADRADA 60 M SECCION VARIABLE
CONDICION:
SITIO: LOCALIDAD DE SUBA
Fecha: Dic. - 29 - 2010
CIUDAD: BOGOTA D. C.
Diseño: Ing. J. G. C.
Momento volcamiento X
Mvx
kg-m
91240
Momento volcam. Total
Mvt
kg-m
468748
Dist. Borde volc. Total
ct
m
5,09
Mr
kg-m
1882352
Momento restaurador 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 Flejes
24 # 7 Varilla #4
c/ 15 cm
ESTUDIO DE SUELOS POR: CONCRESUELOS INGENIERIA ρo
de las tablas
0,0050
mayor (ρo, ρmin)
0,0100
ρmin
0,01
ρot As1
m²
72,90
As
cm²
72,90
Av
cm2
5,07
CALCULO DEL PEDESTAL Varilla No.
8
Area varilla Número de varillas
n
# varilla
A
As/Av # 2
0,25
3
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
2
RESUMEN DE CIMENTACION Cap. portante suel σ Lado zapata L
Kg/cm2 m
16
W
3,25 7,20
Foundation Tower CIMENTACION TORRE EN PLACA CLIENTE:
RTVC - TELEFONICA TELECOM
ESTRUCTURA:
TORRE CUADRADA 60 M SECCION VARIABLE
CONDICION:
SITIO: LOCALIDAD DE SUBA
Gancho
c
6
0,41 0,10 0,61 0,559 138 552 46,90 187,61
CIUDAD: BOGOTA D. C.
E.B. CALATRAVA Fecha: Dic. - 29 - 2010 Diseño: Ing. J. G. C.
Lado pedestal B m 0,54 Espesor zapata s m 0,40 H m 3,20 Profundidad zapat Alt. ped. sobre sue H3 m 0,20 RESUMEN DE REFUERZOS CIMENTACION TORRE 8 # # Var.en octavos a m 3,20 b m 0,46 b 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 octavos 3 c m 0,39 d d m 0,10 Long. 2 m 1,76 c w Kg Peso Unit.Var. 0,559 n Cant.Var/Pedes 23 c Cant.Varillas 92 Pedestales 4 peso/pedest 22,60 Peso 2 Kg 90,41 # # Var.en octavos 4 e m 7,10 e f f m 0,15 Ref. Infer. Long. 3 m 7,40 malla cuadrada w Kg Peso Unit.Var. 0,994 n Cant.Varillas 110 Peso 3 Kg 808,68 # # Var.en octavos 4 g m 7,10 g h m 0,15 h 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
Foundation Tower CIMENTACION TORRE EN PLACA E.B. CALATRAVA
CLIENTE:
RTVC - TELEFONICA TELECOM
ESTRUCTURA:
TORRE CUADRADA 60 M SECCION VARIABLE
CONDICION:
SITIO: LOCALIDAD DE SUBA
Fecha: Dic. - 29 - 2010
CIUDAD: BOGOTA D. C. Excavación Relleno Concreto Acero Refuerzo
Ve Vr Vc Peso Total
Concreto limpieza
Diseño: Ing. J. G. C.
m³ m³ m³ Kg
199,07 177,51 24,24 2940,94
m³
5,18
DIMENSIONES DE LA ZAPATA
PERNOS DE ANCLAJE H3
H
H2
B
Hp
H1
s 0,1
Solado
L
L= s= B= H= H1= H2= H3= Hp=
7,20 0,40 0,54 3,20 3,4 2,80 0,20 3,00
m m m m m m m m
Foundation Tower CIMENTACION TORRE EN PLACA CLIENTE:
RTVC - TELEFONICA TELECOM
ESTRUCTURA:
TORRE CUADRADA 60 M SECCION VARIABLE
CONDICION:
SITIO: LOCALIDAD DE SUBA
CIUDAD: BOGOTA D. C.
CALCULO DE VIGA DE AMARRE
L A= b
51,84 m2
Pter
FLEXION
d
0,15
W=
0,74
t/m
L=
5,97
m
Mu=
420,25 40
cm
d=
50
cm
K=
0,00420
ro=
0,00330
As= colocar
t-cm
b=
3#
6,60
cm²
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
E.B. CALATRAVA Fecha: Dic. - 29 - 2010 Diseño: Ing. J. G. C.
Foundation Tower CIMENTACION TORRE EN PLACA E.B. CALATRAVA
CLIENTE:
RTVC - TELEFONICA TELECOM
ESTRUCTURA:
TORRE CUADRADA 60 M SECCION VARIABLE
CONDICION:
SITIO: LOCALIDAD DE SUBA
Fecha: Dic. - 29 - 2010
CIUDAD: BOGOTA D. C.
d c b
f
e
Ref. Infer.
g h Ref. Sup.
Diseño: Ing. J. G. C.
RESUMEN DE REFUERZOS VIGA DE AMARRE # # Estr.en octavos b m c m d m Long. 5 m w Kg Peso Unit.Var. n Cant.Var/Viga Cant.Varillas Vigas 4 peso/Viga Peso 5 Kg # # Var.en octavos e m f m Long. 6 m w Kg Peso Unit.Var. n Cant.Varillas Peso 6 Kg # # Var.en octavos g m h m Long. 7 m w Kg Peso Unit.Var. n Cant.Varillas Peso 7 Kg
Concreto Viga
3 0,30 0,40 0,10 1,60 0,559 38 152 33,94 135,78 6 5,70 0,15 6,00 2,235 12 160,92 6 5,70 0,15 6,00 2,235 12 160,92 4,34
Acero de Refuerzo
457,62
CANTIDADES TOTALES Excavación
Ve
m³
199,07
Relleno
Vr
m³
173,17
Concreto Acero Refuerzo Concreto limpieza
Vc
m³
28,58
Peso Total
Kg
3398,56
m³
5,18
RESULTADOS HIPOTESIS 2 CARGAS FUTURAS
ESTACION : CALATRAVA Enero 21 de 2011
Project: TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Job: ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
66 - 42 65 64 63 61.5 60 59 58 57 56 55 50 48 46 44 41.8 40.8 39.8 38.8 35 31.8 31.5 26.5 23.5 19 13 8.5 65 64 63 62 59 58 57 56 55 54 48 46 44 - 37.8 40.8 39.8 38.8 DESIGNED APPURTENANCE LOADING
402.9
RYMSA ANTENA (2) 6 HP10-59W 8 HP6-107G Andrew FT ANTENA DISH KP4/KP4F UHF/AT15-250 PANEL PANEL UHF FM FM KATHREIN 0.48x0.983 PANEL KATHREIN
28 @ 0.5
N.A.
60.0 m
418.8
2L76x76x6.4
N.A.
L51x51x4.8
L51x51x4.8
TYPE
T2
T1
L76x76x6
0.6
66.0 m
T3
419.6
56.0 m
526.8
2@1 1.94 16 @ 1.25
L51x51x4.8
1129.9
40.0 m
57 - 56
RYMSA UHF/AT15-250 PANEL
66 - 65
ANTENA PANEL UHF 0.48x0.983
57 - 56
RYMSA UHF/AT15-250 PANEL
66 - 65
ANTENA PANEL UHF 0.48x0.983
56 - 55
RYMSA UHF/AT15-250 PANEL
66 - 65
ANTENA PANEL UHF 0.48x0.983
56 - 55
RYMSA UHF/AT15-250 PANEL
65 - 64
ANTENA PANEL UHF 0.48x0.983
56 - 55
RYMSA UHF/AT15-250 PANEL
65 - 64
ANTENA PANEL UHF 0.48x0.983
55 - 54
RYMSA UHF/AT15-250 PANEL
65 - 64
ANTENA PANEL UHF 0.48x0.983
55 - 54
RYMSA UHF/AT15-250 PANEL
65 - 64
ANTENA PANEL UHF 0.48x0.983
55 - 54
RYMSA UHF/AT15-250 PANEL
64 - 63
ANTENA PANEL FM KATHREIN
50 - 48
RYMSA UHF/AT15-250 PANEL
64 - 63
ANTENA PANEL FM KATHREIN
50 - 48
RYMSA UHF/AT15-250 PANEL
64 - 63
ANTENA PANEL FM KATHREIN
50 - 48
RYMSA UHF/AT15-250 PANEL
64 - 63
ANTENA PANEL FM KATHREIN
50 - 48
RYMSA UHF/AT15-250 PANEL
63 - 62
ANTENA PANEL FM KATHREIN
48 - 46
RYMSA UHF/AT15-250 PANEL
63 - 62
ANTENA PANEL FM KATHREIN
48 - 46
RYMSA UHF/AT15-250 PANEL
63 - 62
ANTENA PANEL FM KATHREIN
48 - 46
RYMSA UHF/AT15-250 PANEL
63 - 62
ANTENA PANEL FM KATHREIN
48 - 46
ANTENA PANEL UHF 0.48x0.983
61.5
ANTENA PANEL FM KATHREIN
46 - 44
ANTENA PANEL UHF 0.48x0.983
61.5
ANTENA PANEL FM KATHREIN
46 - 44
ANTENA PANEL UHF 0.48x0.983
61.5
ANTENA PANEL FM KATHREIN
46 - 44
ANTENA PANEL UHF 0.48x0.983
61.5
ANTENA PANEL FM KATHREIN
44 - 42
ANTENA PANEL UHF 0.48x0.983
60
ANTENA PANEL FM KATHREIN
44 - 42
ANTENA PANEL UHF 0.48x0.983
60
ANTENA PANEL FM KATHREIN
44 - 42
ANTENA PANEL UHF 0.48x0.983
60
(2) ANTENA PANEL FM KATHREIN
41.8 - 40.8
ANTENA PANEL UHF 0.48x0.983
60
(2) ANTENA PANEL FM KATHREIN
40.8 - 39.8
ANTENA PANEL UHF 0.48x0.983
60 - 59
(2) ANTENA PANEL FM KATHREIN
39.8 - 38.8
ANTENA PANEL UHF 0.48x0.983
60 - 59
(2) ANTENA PANEL FM KATHREIN
38.8 - 37.8
ANTENA PANEL UHF 0.48x0.983
60 - 59
6 FT DISH
35
ANTENA PANEL UHF 0.48x0.983
59 - 58
8 FT DISH
31.8
ANTENA PANEL UHF 0.48x0.983
59 - 58
8 FT DISH
31.5
ANTENA PANEL UHF 0.48x0.983
59 - 58
HP10-59W
26.5
ANTENA PANEL UHF 0.48x0.983
58 - 57
8 FT DISH
23.5
ANTENA PANEL UHF 0.48x0.983
58 - 57
8 FT DISH
19
ANTENA PANEL UHF 0.48x0.983
58 - 57
HP6-107G
13
ANTENA PANEL UHF 0.48x0.983
57 - 56
Andrew KP4/KP4F
8.5
SYMBOL LIST
1539.2
4 @ 2.5
2.417
L44x44x3.2
D
2L51x51x6
B
L102x12.7+L152x12.7
E
L102x102x6.4
C
L76x76x6.4
F
L64x64x4.8
MATERIAL STRENGTH A572-50
Fy 345 MPa
2.894 2080.0
L51x51x4.8
2454.5
5@3
3.467
1573.3
4.04
GRADE
Fy
Fu
TOWER DESIGN NOTES Tower designed for a 120 kph basic wind in accordance with the TIA/EIA-222-F Standard. Deflections are based upon a 60 kph wind. Weld together tower sections have flange connections. Connections use galvanized A394 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISC Specifications. 5. Tower members are "hot dipped" galvanized in accordance with ASTM A123 and ASTM A153 Standards. 6. Welds are fabricated with AWS E60XX/E70XX electrodes. 7. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:1 8. RF antennas feeders shall be 1-5/8" and installed 48 feeders per side 9. MW dishes feeders shall be 1/2" and installed 8 feeders per side MAX. CORNER REACTIONS AT BASE: 10. TOWER RATING: 96.7% DOWN: 94889 kg UPLIFT: -83768 kg SHEAR: 18261 kg AXIAL 23056 kg
2253.8
4.763 1@5
Fu 448 MPa
1. 2. 3. 4.
5.0 m
N.A.
SIZE
2L102x102x6.4
GRADE
8.0 m
L51x51x4.8 L51x51x6.4
MARK
A
25.0 m
1610.3
L51x51x3.2 L51x51x4.8
L51x51x4.8 L38x38x3.2
SIZE
20.0 m
L51x51x3.2
L38x38x3.2 2L64x64x5 2L64x64x6 E N.A.
L76x76x6.4
2L51x51x6 2L64x64x5 L102x102x6.4
T12
2L102x102x12.7
ELEVATION
ANTENA PANEL UHF 0.48x0.983
MARK
14.0 m
T13
TYPE
66 - 65
30.0 m
2L51x51x6
2L51x51x5
L102x7.9+L102x12.7
T10 T11
L102x9.5+L127x12.7
T9
L51x51x4.8
1299.1
A572-50
35.0 m A572-50
T8
4L76x76x6
T7
N.A.
L64x64x4.8
T6
945.8
45.0 m
B
T14
50.0 m
1039.1
N.A.
L64x64x6.4
N.A.
N.A.
F
D
C L51x51x4.8
A 3L76x76x6.4
T5
T4
52.0 m
ELEVATION
RYMSA UHF/AT15-250 PANEL
SHEAR 22547 kg
MOMENT 754227 kg-m
17693.0
TORQUE 4101 kg-m REACTIONS - 120 kph WIND
Weight (kg)
# Panels @ (m)
Face Width (m)
Inner Bracing
Red. Hips
Red. Diagonals
Red. Horizontals
Horizontals
Top Girts
Diagonal Grade
Diagonals
Leg Grade
Legs
Section
5.97
0.0 m
INSTATEL COLOMBIA Job: ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Project: TORRE Client: Code: Path:
CUADRADA AUTOSOPORTADA DE 60 + 6 M RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd: Date: Scale: TIA/EIA-222-F 01/22/11 NTS Dwg No. E-1
C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\05 Calatrava TCSV 60 m\Risa Tower Hipotesis 2\TCSV 66 M Calatrava Hipotesis 2.eri
CONCLUSIONES Y RESULTADOS
HIPOTESIS 2 En esta hipótesis se analizara la torre considerando todas las antenas y equipos existentes e instalados en ella, se debe montar una sección nueva de torre en la punta de la torre de 6 metros, a fin de montar 16 antenas, con una distribución (4-4-4-4) (cuatro antenas en cada 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. www.instatelcolombia.com.co
Instatel Colombia C.I Ltda. NIT 900.006.360-9 PBX: (571) 547 0790 Bogotá - Colombia
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 ¾ Del nivel +0.00 m a +5.00 m se debe adicionar un Angulo de 152x152x12.7 y conexión entre ángulos 12 tornillos 5/8” a corte doble ¾ Del nivel +5.00 m a +8.00 m se debe adicionar un Angulo de 102x102x12.7 y conexión entre ángulos 12 tornillos 5/8” a corte doble ¾ Del nivel +8.00 m a +14.00 m se debe adicionar un Angulo de 102x102x12.7 y conexión entre ángulos 12 tornillos 5/8” a corte doble ¾ Del nivel +14.00 m a +20.00 m se debe adicionar un Angulo de 102x102x12.7 y conexión entre ángulos 12 tornillos 5/8” a corte doble ¾ Del nivel +20.00 m a +25.00 m se debe adicionar un Angulo de 127x127x12.7 y conexión entre ángulos 12 tornillos 5/8” a corte doble ¾ Del nivel +25.00 m a +30.00 m se debe adicionar un Angulo de 102x102x12.7 y conexión entre ángulos 12 tornillos 5/8” a corte doble ¾ Del nivel +30.00 m a +35.00 m se debe adicionar dos Angulos de 2L76x76x6.4 ya se encuentra dos ángulos de 76x76x6.4 por lo tanto se debe reforzar a sus dos laterales en formar en cruz y conexión entre ángulos 8 tornillos 5/8” a corte doble ¾ Del nivel +35.00 m a +40.00 m se debe adicionar dos Angulos de 2L76x76x6.4 ya se encuentra dos ángulos de 76x76x6.4 por lo tanto se debe reforzar a sus dos laterales en formar en cruz y conexión entre ángulos 8 tornillos 5/8” a corte doble ¾ 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 se debe reforzar interior en formar en cruz y conexión entre ángulos 8 tornillos 5/8” a corte doble ¾ Del nivel +45.00 m a +50.00 m se debe adicionar un Angulo de 76x76x6.4 ya se encuentra dos ángulos de 76x76x6.4 por lo tanto se debe reforzar interior en formar en cruz y conexión entre ángulos 8 tornillos 5/8” a corte doble www.instatelcolombia.com.co
Instatel Colombia C.I Ltda. NIT 900.006.360-9 PBX: (571) 547 0790 Bogotá - Colombia
¾ Del nivel +50.00 m a +52.00 m se debe adicionar un Angulo de 102x102x6.4 y conexión entre ángulos 8 tornillos 5/8” a corte doble ¾ Del nivel +52.00 m a +56.00 m se debe adicionar un Angulo de 76x76x6.4 y conexión entre ángulos 4 tornillos 5/8” a corte doble ¾ Del nivel +52.00 m a +56.00 m se debe adicionar un Angulo de 76x76x6.4 y conexión entre ángulos 4 tornillos 5/8” a corte doble DIAGONALES ¾ La diagonal del nivel +0.00 m a +5.00 m se le adiciona al existente un ángulo espalda con espalda de 102x102x6.4 ¾ La diagonal del nivel +5.00 m a +8.00 m se le adiciona al existente un ángulo espalda con espalda de 64x64x6.4 ¾ La diagonal del nivel +14.00 m a +20.00 m se le adiciona al existente un ángulo espalda con espalda de 64x64x6.4 ¾ La diagonal del nivel +20.00 m a +25.00 m se le adiciona al existente un ángulo espalda con espalda de 64x64x4.8 ¾ La diagonal del nivel +25.00 m a +30.00 m se le adiciona al existente un ángulo espalda con espalda de 64x64x4.8 ¾ La diagonal del nivel +30.00 m a +35.00 m se le adiciona al existente un ángulo espalda con espalda de 51x51x4.8 ¾ La diagonal del nivel +35.00 m a +40.00 m se le adiciona al existente un ángulo espalda con espalda de 64x64x4.8 ¾ La diagonal del nivel +40.00 m a +45.00 m se le adiciona al existente un ángulo espalda con espalda de 64x64x4.8 ¾ La diagonal del nivel +50.00 m a +52.00 m se le adiciona al existente un ángulo espalda con espalda de 102x102x6.4, a este elemento se debe colocar 2 tornillos de ¾” en cada uno de sus extremos.
HORIZONTALES ¾ Las horizontal del nivel +8.00 m a se le adiciona a la existente espalda con espalda un Angulo de 64x64x6.4 www.instatelcolombia.com.co
Instatel Colombia C.I Ltda. NIT 900.006.360-9 PBX: (571) 547 0790 Bogotá - Colombia
¾ Las horizontal del nivel +14.00 m a se le adiciona a la existente espalda con espalda un Angulo de 64x64x6.4 ¾ Las horizontal del nivel +20.00 m a se le adiciona a la existente espalda con espalda un Angulo de 51x51x6.4 ¾ Las horizontal del nivel +8.00 m a se le adiciona a la existente espalda con espalda un Angulo de 51x51x6.4 ¾ Las horizontal que comprende entre el nivel +50.00 m al nivel +53.000 m se le adiciona a la existente espalda con espalda un Angulo de 64x64x6.4 ¾ La redundante horizontal que esta en la parte superior del tramo que se encuentra entre el nivel+0.00 al nivel +5.00 m se debe reemplazar por un angulo de 51x51x 4.8 ¾ La redundante horizontal que esta en la parte superior del tramo que se encuentra entre el nivel+5.00 al nivel +8.00 m se debe reemplazar por un angulo de 51x51x 3.2
Del nivel + 5 al nivel +14 los elementos redundantes no tienen elementos de cierre entre diagonales interiores se debe adicionar este elemento en un ángulo de 38x38x3.2 que serán 24 elementos en total en este 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 longitud de 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
www.instatelcolombia.com.co
Instatel Colombia C.I Ltda. NIT 900.006.360-9 PBX: (571) 547 0790 Bogotá - Colombia
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
www.instatelcolombia.com.co
Instatel Colombia C.I Ltda. NIT 900.006.360-9 PBX: (571) 547 0790 Bogotá - Colombia
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
www.instatelcolombia.com.co
Instatel Colombia C.I Ltda. NIT 900.006.360-9 PBX: (571) 547 0790 Bogotá - Colombia
Feedline Distribution Chart 0.000 - 66.000 Round
66.000
60.000
Flat
Face A
App In Face
App Out Face
Face B
Truss Leg
Face C
Face D
60.000
60.000
60.000
55.000
55.000
55.000
66.000
60.000
56.000
56.000
52.000 50.000
52.000 50.000
50.000
50.000
50.000
45.000
45.000
41.000
41.000
41.000
20.000
14.000
Feedline Ladder (Af) (8) RF 1/2 inch-50 (1/2 FOAM)
25.000
35.000
(2) RF 1 1/4 inch-50 (1-1/4 FOAM)
30.000
35.000
(3) RF 1 1/4 inch-50 (1-1/4 FOAM)
35.000
(6) RF 1 1/4 inch-50 (1-1/4 FOAM)
35.000
(4) RF 1 1/4 inch-50 (1-1/4 FOAM)
35.000
40.000
Climbing Ladder
Elevation (m)
40.000
30.000
25.000
20.000
14.000
8.000
8.000
5.000
5.000
0.000
0.000
INSTATEL COLOMBIA Job: ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Project: TORRE Client: Code: Path:
CUADRADA AUTOSOPORTADA DE 60 + 6 M RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd: Date: Scale: TIA/EIA-222-F 01/22/11 NTS Dwg No. E-7
C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\05 Calatrava TCSV 60 m\Risa Tower Hipotesis 2\TCSV 66 M Calatrava Hipotesis 2.eri
Project: TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Job: ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA LC:7 Dead+Wind 45 deg - Service Max. Disp.243.03 mm @ 66.000 m Scaling 20
Calculo: Ing. Jaime Gutierrez C:
ESTACION: CALATRAVA
Fecha: Enero 20 de 2011
ESTADO HIPOTESIS 2 ESTRUCTURA: TORRE CUADRADA 60+6 m SECCION VARIABLE CARGAS ACTUANTES Tension Maxima Comprexion Maxima Fuerza Longitudinal en X Fuerza Transversal en Y
T C Hx Hy
(ton) (ton) (ton) (ton)
94,883 -83,768 -11,130 10,716
-9,093 12,924
CALCULO DE PLACA - BASE PLACA BASE
B
C
t
Dp
cm. 40
cm. 40
cm 2,2
cm 4,5
Dimension pedestal (cm) cm. Bp Cp 16,0 54 54 m
C P
B
m n t p D Dp
Area Placa Colocada Ac Acero A-36 Fy= Distancia n Area Requerida placa base Apoyo contacto pedestal Presion de Apoyo
1.600 cm2 2.530 Kg /cm² 7,0 cm
Esfuerzo de Flexion por Compresion Esfuerzo de Flexion Distancia al borde Espesor Placa Base C
Concreto.
pp
cm Kg / cm² kg / cm²
Fb Fb m
1.645 16
Kg / cm² cm
t
2,16
cm
cm
Fp
210
Kg / cm²
2
844 99,225 52,355
Ar
f'c=
Esfuerzo de Flexion por Arranque Distancia al perno
Fb¨ Dp
5
Fuerza en el Perno Momento de Flexion
Pt Mf
13 13,55 55 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 Espesor de la Placa Base
B
400
mm
t
22
mm
Acero A-36
Ton
NO CUMPLE
No pernos
un 7,0
Calculo: Ing. Jaime Gutierrez C: Fecha: Enero 20 de 2011
ESTACION: CALATRAVA ESTADO HIPOTESIS 2 ESTRUCTURA: TORRE CUADRADA 60+6 m SECCION VARIABLE
DISEÑO DE PERNOS DE ANCLAJE
Diametro de los Pernos Material de los Pernos Cantidad de Pernos Area Total de Pernos Factor de Rosca N Numero de d Hilos Hil por Pulgada P l d Area Efectiva de Pernos Cargas de Trabajo Fuerza de Arranque Fuerza de Cortante Fuerza de Cortante Fuerza de Cortante Esfuerzo de Fluencia Resistencia a la Tension Resistencia al Corte Area Efectiva de cada Perno Area Total por Perno Area Requerida por Arranque Area Requerida Arranque Diseño Numero de Pernos Minimo
dp
0,88
plg
dp
2,22
cm
SAE 1020 CALIBRADO Atp
un cm²
0,85 hp
8
Ap
20,12
cm²
T
94,88
ton
Vux
-9,09
ton
Vuy
12,92
ton
Vu
15,80
ton
Fy
4,20
ton/cm²
Ft
3,36
ton/cm²
Fv
2,24
ton/cm²
Ae
2,87
cm²
Ap
3,88
cm²
At
19,0
cm²
Atm
28,4
cm²
Np
10
un
Pernos a Colocar Diametro del Perno Area Neta de Pernos
7 27,16
Anp
AREA DE PERNOS > AREA REQUERIDA
7
un
22
mm
20,12
cm²
FALSO
RISATower
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TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
1 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Tower Input Data The main tower is a 4x free standing tower with an overall height of 66.000 m above the ground line. The base of the tower is set at an elevation of 0.000 m above the ground line. The face width of the tower is 0.600 m at the top and 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 AISC Specifications.. 5. Tower members are ''hot dipped'' galvanized in accordance with ASTM A123 and ASTM A153 Standards.. 6. Welds are fabricated with AWS E60XX/E70XX electrodes.. 7. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:1. 8. RF antennas feeders shall be 1-5/8'' and installed 48 feeders per side. 9. MW dishes feeders shall be 1/2'' and installed 8 feeders per side. 10. 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 Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination
√ √ √ √ √ √ √ √
Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing
√ √ √ √ √
Treat Feedline Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feedline Torque Include Angle Block Shear Check Poles Include Shear-Torsion Interaction Always Use Sub-Critical Flow Use Top Mounted Sockets
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Project
Date
11:06:48 01/22/11
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Leg A
Designed by Ing Jaime Gutierrez C.
Leg B
Wind 90
Face C
Face A
Face B
X Z
Face D
Leg C
W in d
45
Leg D
Wind 0
Square To wer
Tower Section Geometry Tower Section
Tower Elevation
T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11 T12 T13 T14
m 66.000-60.000 60.000-56.000 56.000-52.000 52.000-50.000 50.000-45.000 45.000-40.000 40.000-35.000 35.000-30.000 30.000-25.000 25.000-20.000 20.000-14.000 14.000-8.000 8.000-5.000 5.000-0.000
Assembly Database
Description
Section Width
Number of Sections
m 0.600 0.600 0.600 0.600 1.940 1.940 1.940 1.940 1.940 2.417 2.894 3.467 4.040 4.763
1 1 1 1 1 1 1 1 1 1 1 1 1 1
Section Length m 6.000 4.000 4.000 2.000 5.000 5.000 5.000 5.000 5.000 5.000 6.000 6.000 3.000 5.000
Tower Section Geometry (cont’d) Tower Section
Tower Elevation
Diagonal Spacing
Bracing Type
T1 T2 T3 T4 T5
m 66.000-60.000 60.000-56.000 56.000-52.000 52.000-50.000 50.000-45.000
m 0.500 0.500 0.500 1.000 1.250
K Brace Left K Brace Left K Brace Left CX Brace Double K
Has K Brace End Panels No No No No No
Has Horizontals
Top Girt Offset
Bottom Girt Offset
Yes Yes Yes Yes Yes
mm 0 0 0 0 0
mm 0 0 0 0 0
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Project
Date
11:06:48 01/22/11
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Tower Section
Tower Elevation
Diagonal Spacing
Bracing Type
T6 T7 T8 T9 T10 T11 T12 T13 T14
m 45.000-40.000 40.000-35.000 35.000-30.000 30.000-25.000 25.000-20.000 20.000-14.000 14.000-8.000 8.000-5.000 5.000-0.000
m 1.250 1.250 1.250 2.500 2.500 3.000 3.000 3.000 5.000
Double K Double K Double K Double K1 Double K1 Double K1 Double K1 K3 Up K2 Down
Has K Brace End Panels No No No No No No No No No
Designed by Ing Jaime Gutierrez C.
Has Horizontals
Top Girt Offset
Bottom Girt Offset
Yes Yes Yes Yes Yes Yes Yes Yes Yes
mm 0 0 0 0 0 0 0 0 0
mm 0 0 0 0 0 0 0 0 0
Tower Section Geometry (cont’d) Tower Elevation m T1 66.000-60.000
Leg Type
Leg Size
Leg Grade
Diagonal Type
Diagonal Size
Diagonal Grade
Equal Angle
L76x76x6
Single Angle
L51x51x4.8
T2 60.000-56.000
Equal Angle
2L76x76x6.4
Single Angle
L51x51x4.8
T3 56.000-52.000
Equal Angle
2L76x76x6.4
Single Angle
L51x51x4.8
T4 52.000-50.000
Equal Angle
2L102x102x6.4
Single Angle
L76x76x6.4
T5 50.000-45.000
Equal Angle
3L76x76x6.4
Single Angle
L51x51x4.8
T6 45.000-40.000
Equal Angle
3L76x76x6.4
Single Angle
L64x64x4.8
T7 40.000-35.000
Quad Angle
4L76x76x6
Single Angle
L64x64x4.8
T8 35.000-30.000
Quad Angle
4L76x76x6
Double Angle
2L51x51x5
T9 30.000-25.000
Equal Angle
L102x7.9+L102x12.7
Double Angle
2L51x51x5
T10 25.00020.000 T11 20.00014.000 T12 14.000-8.000
Equal Angle
L102x7.9+L102x12.7
Double Angle
2L51x51x5
Equal Angle
L102x9.5+L127x12.7
Double Angle
2L51x51x5
Equal Angle
2L102x102x12.7
Double Angle
2L51x51x6
T13 8.000-5.000
Equal Angle
2L102x102x12.7
Double Angle
2L64x64x5
T14 5.000-0.000
Equal Angle
L102x12.7+L152x12.7
A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Single Angle
L102x102x6.4
A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Tower Section Geometry (cont’d) Tower Top Girt Elevation Type m T1 66.000-60.000 Single Angle
Top Girt Size
Top Girt Grade
Bottom Girt Type
L51x51x4.8
Single Angle
T2 60.000-56.000 Single Angle
L51x51x4.8
A572-50 (345 MPa) A572-50
Solid Round
Bottom Girt Size
Bottom Girt Grade A570-50 (345 MPa) A570-50
RISATower
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TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Tower Elevation m
Top Girt Type
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Top Girt Size
T3 56.000-52.000 Single Angle
L51x51x4.8
T4 52.000-50.000 Double Angle
2L51x51x6
T5 50.000-45.000 Single Angle
L51x51x4.8
T6 45.000-40.000 Single Angle
L51x51x4.8
T7 40.000-35.000 Single Angle
L51x51x4.8
T8 35.000-30.000 Single Angle
L51x51x4.8
T9 30.000-25.000 Double Angle
2L51x51x6
T10 25.000Double Angle 20.000 T11 20.000Double Angle 14.000 T12 14.000-8.000 Double Angle
2L51x51x6 2L64x64x5 2L64x64x6
T13 8.000-5.000
Single Angle
L102x102x6.4
T14 5.000-0.000
Single Angle
L76x76x6.4
Top Girt Grade (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Bottom Girt Type
Bottom Girt Size
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Bottom Girt Grade (345 MPa) A570-50 (345 MPa) A570-50 (345 MPa) A570-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Solid Round Solid Round Solid Round Solid Round Solid Round Solid Round Solid Round Solid Round Solid Round Solid Round Solid Round Solid Round
Tower Section Geometry (cont’d) Tower Elevation
No. of Mid m Girts T4 52.000-50.000 None
Mid Girt Type
T5 50.000-45.000 None
Flat Bar
T6 45.000-40.000 None
Flat Bar
T7 40.000-35.000 None
Flat Bar
T8 35.000-30.000 None
Flat Bar
T9 30.000-25.000 None
Flat Bar
T10 25.000None 20.000 T11 20.000None 14.000 T12 14.000-8.000 None
Flat Bar
Flat Bar
T13 8.000-5.000 None
Flat Bar
T14 5.000-0.000 None
Flat Bar
Flat Bar
Flat Bar
Mid Girt Size
Mid Girt Grade
Horizontal Type
Horizontal Size
Horizontal Grade
A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa)
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L76x76x6.4
Single Angle
L76x76x6.4
A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
RISATower
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TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
5 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Tower Section Geometry (cont’d) Tower Elevation
Secondary Horizontal Type
Secondary Horizontal Size
m T4 52.000-50.000 Single Angle T5 50.000-45.000 Single Angle T9 30.000-25.000 Single Angle T10 25.000Single Angle 20.000 T11 20.000Single Angle 14.000 T12 14.000-8.000 Single Angle T13 8.000-5.000
Single Angle
T14 5.000-0.000
Single Angle
Secondary Horizontal Grade
Inner Bracing Type
Inner Bracing Size
Inner Bracing Grade
A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Single Angle
L64x64x4.8
Single Angle
L64x64x6.4
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Tower Section Geometry (cont’d) Tower Elevation
Redundant Bracing Grade
m T9 30.00025.000
A572-50 (345 MPa)
T10 25.00020.000
A572-50 (345 MPa)
T11 20.00014.000
A572-50 (345 MPa)
T12 14.0008.000
A572-50 (345 MPa)
T13 8.0005.000
A572-50 (345 MPa)
T14 5.0000.000
A572-50 (345 MPa)
Horizontal (1) Diagonal (1) Hip (1) Horizontal (1) Diagonal (1) Hip (1) Horizontal (1) Diagonal (1) Hip (1) Horizontal (1) Diagonal (1) Hip (1) Horizontal (1) Horizontal (2) Horizontal (3) Diagonal (1) Diagonal (2) Diagonal (3) Hip (1) Hip (2) Horizontal (1) Horizontal (2) Diagonal (1) Diagonal (2) Hip (1) Hip (2)
Redundant Type
Redundant Size
K Factor
Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle
L38x38x3.2 L51x51x3.2 L44x44x3.2 L38x38x3.2 L51x51x3.2 L44x44x3.2 L38x38x3.2 L51x51x3.2 L51x51x3.2 L51x51x4.8 L51x51x4.8 L51x51x4.8 L38x38x3.2 L44x44x3.2 L51x51x3.2 L51x51x6.4 L51x51x4.8 L51x51x6.4 L51x51x4.8 L51x51x4.8 L38x38x3.2 L51x51x3.2 L51x51x6.4 L51x51x4.8 L51x51x4.8 L51x51x4.8
1 1 1 1 1 1 1 1 1 1 1 1 1
Single Angle Single Angle Single Angle Single Angle Single Angle
1 1 1 1 1
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Project
Date
11:06:48 01/22/11
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client
Designed by Ing Jaime Gutierrez C.
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Tower Section Geometry (cont’d) Tower Elevation
Gusset Area (per face)
Gusset Thickness
m T1 66.00060.000 T2 60.00056.000 T3 56.00052.000 T4 52.00050.000 T5 50.00045.000 T6 45.00040.000 T7 40.00035.000 T8 35.00030.000 T9 30.00025.000 T10 25.00020.000 T11 20.00014.000 T12 14.0008.000 T13 8.0005.000 T14 5.0000.000
m2 0.018
mm 6
0.018
6
0.018
8
0.018
10
0.018
10
0.018
10
0.021
10
0.021
10
0.024
10
0.024
10
0.024
10
0.024
10
0.024
10
0.024
10
Gusset Grade Adjust. Factor Af
A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa)
Adjust. Factor Ar
Weight Mult. Double Angle Double Angle Stitch Bolt Stitch Bolt Spacing Spacing Diagonals Horizontals mm mm 1.25 0 0
1
1
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
1
1
1.25
0
0
Tower Section Geometry (cont’d) Tower Elevation
m T1 66.00060.000 T2 60.00056.000 T3 56.00052.000 T4 52.00050.000 T5 50.00045.000 T6 45.00040.000
Calc K Single Angles
Calc K Solid Rounds
Legs
No
No
1
No
No
1
No
No
1
No
No
1
No
No
1
No
No
1
X Brace Diags X Y 1 1 1 1 1 1 1 1 1 1 1 1
K Brace Diags X Y 1 1 1 1 1 1 1 1 1 1 1 1
K Factors1 Single Girts Diags X Y 1 1 1 1 1 1 1 1 1 1 1 1
X Y 1 1 1 1 1 1 0.5 1 0.5 1 0.5 1
Horiz.
Sec. Horiz.
Inner Brace
X Y 1 1 1 1 1 1 1 1 1 1 1 1
X Y 1 1 1 1 1 1 1 1 1 1 1 1
X Y 1 1 1 1 1 1 1 1 1 1 1 1
Page
Job
RISATower
7 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Tower Elevation
Calc K Single Angles
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Calc K Solid Rounds
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
K Factors1 Single Girts Diags
Legs
X K Horiz. Sec. Inner Brace Brace Horiz. Brace Diags Diags X X X X X X X m Y Y Y Y Y Y Y T7 40.000No No 1 1 1 1 0.5 1 1 1 35.000 1 1 1 1 1 1 1 T8 35.000No No 1 1 1 1 0.5 1 1 1 30.000 1 1 1 1 1 1 1 T9 30.000No No 1 1 1 1 0.5 1 1 1 25.000 1 1 1 1 1 1 1 T10 25.000No No 1 1 1 1 0.5 1 1 1 20.000 1 1 1 1 1 1 1 T11 20.000No No 1 1 1 1 0.5 1 1 1 14.000 1 1 1 1 1 1 1 T12 14.000No No 0.75 1 1 1 0.25 1 1 1 8.000 1 1 1 1 1 1 1 T13 8.000No No 1 1 1 1 0.25 1 1 1 5.000 1 1 1 1 1 1 1 1 0.25 1 1 1 T14 5.000No No 1 1 1 1 1 1 1 1 1 0.000 1 1 Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to the overall length.
Tower Section Geometry (cont’d) Tower Elevation m
T1 66.00060.000 T2 60.00056.000 T3 56.00052.000 T4 52.00050.000 T5 50.00045.000 T6 45.00040.000 T7 40.00035.000 T8 35.00030.000 T9 30.00025.000 T10 25.00020.000 T11 20.00014.000 T12 14.0008.000 T13 8.0005.000
Leg
Diagonal
Top Girt
Bottom Girt
Net Width Deduct mm
U
Net Width Deduct mm
U
Net Width Deduct mm
U
0.75
Net Width Deduct mm 0
0
1
0
0.75
0
0
1
0
0.75
0
0.75
0
1
0
0.75
0
0
1
0
0.75
0
1
0
0
1
0
U
Mid Girt
Long Horizontal
Short Horizontal
0.75
Net Width Deduct mm 0
0.75
0.75
Net Width Deduct mm 0
0.75
Net Width Deduct mm 0
0
0.75
0
0.75
0
0.75
0
0.75
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
1
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
1
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
1
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
1
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
1
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
1
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
1
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
0
0.75
U
U
U
Page
Job
RISATower
8 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Project
Date
11:06:48 01/22/11
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Tower Elevation m
Client
Leg
Diagonal
Top Girt
Bottom Girt
Net Width Deduct mm
U
Net Width Deduct mm
U
Net Width Deduct mm
U
0
1
0
0.75
0
0.75
T14 5.0000.000
Designed by Ing Jaime Gutierrez C.
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Net Width Deduct mm 0
U
0.75
Mid Girt
Net Width Deduct mm 0
U
0.75
Long Horizontal
Short Horizontal
Net Width Deduct mm 0
Net Width Deduct mm 0
U
0.75
U
0.75
Tower Section Geometry (cont’d) Tower Elevation m
T1 66.00060.000 T2 60.00056.000 T3 56.00052.000 T4 52.00050.000 T5 50.00045.000 T6 45.00040.000 T7 40.00035.000 T8 35.00030.000 T9 30.00025.000 T10 25.00020.000 T11 20.00014.000 T12 14.0008.000 T13 8.0005.000 T14 5.0000.000
Leg Connection Type
Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS Sleeve DS
Leg
Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N
Diagonal
No. 8 12 12 16 14 14 20 20 20 24 28 28 28 28
Bolt Size mm 16 A325N 16 A325N 16 A325N 19 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 19 A325N
Top Girt
No. 2 2 2 2 2 2 2 3 2 2 2 2 2 3
Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N
Bottom Girt
No. 2 2 2 2 2 2 2 2 2 2 2 2 2 2
Bolt Size mm 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307
Mid Girt
No. 1 1 1 2 2 2 2 2 2 2 2 2 2 2
Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N
Long Horizontal Short Horizontal
No. 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Bolt Size mm 13 A307 13 A307 16 A325N 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307
No. 1 1 2 2 2 2 2 2 2 2 2 2 2 2
Bolt Size mm 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307
Feed Line/Linear Appurtenances - Entered As Round Or Flat Description RF 1 1/4 inch-50 (1-1/4 FOAM) RF 1 1/4 inch-50 (1-1/4 FOAM)
Face Allow or Shield Leg D No D
No
Component Type
Placement
Total Number
Number Per Row
Ar (CfAe)
m 66.000 - 0.000
4
4
Clear Spacing mm 39
Ar (CfAe)
60.000 - 0.000
6
6
39
Width or Perimeter Diameter mm mm 39 39
Weight kglm 1.00 1.00
No. 1 1 1 2 2 2 2 2 2 2 2 2 2 2
RISATower
Page
Job
9 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Project
Date
11:06:48 01/22/11
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Description RF 1 1/4 inch-50 (1-1/4 FOAM) RF 1 1/4 inch-50 (1-1/4 FOAM) RF 1/2 inch-50 (1/2 FOAM) Feedline Ladder (Af)
Client
Designed by Ing Jaime Gutierrez C.
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Face Allow or Shield Leg D No
Component Type
Placement
Total Number
Number Per Row
Ar (CfAe)
m 50.000 - 0.000
3
3
Clear Spacing mm 39
Width or Perimeter Diameter mm mm 39
Climbing Ladder
No
Ar (CfAe)
41.000 - 0.000
2
2
39
39
1.00
D
No
Ar (CfAe)
35.000 - 0.000
8
8
16
16
0.37
D
No
Af (CfAe)
55.000 - 0.000
1
1
76
76
305
Face Allow or Shield Leg B No
Component Type CaAa (In Face)
Placement m 50.000 - 0.000
Total Number 1
No Ice
CAAA
Weight
2
kglm 11.76
m /m 0.088
Feed Line/Linear Appurtenances Section Areas Tower Section T1
Tower Elevation m 66.000-60.000
T2
60.000-56.000
T3
56.000-52.000
T4
52.000-50.000
T5
50.000-45.000
T6
45.000-40.000
T7
40.000-35.000
T8
35.000-30.000
T9
30.000-25.000
kglm 1.00
D
Feed Line/Linear Appurtenances - Entered As Area Description
Weight
Face
AR
AF
A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C
m2 0.000 0.000 0.000 0.939 0.000 0.000 0.000 1.565 0.000 0.000 0.000 1.565 0.000 0.000 0.000 0.782 0.000 0.000 0.000 2.543 0.000 0.000 0.000 2.621 0.000 0.000 0.000 2.934 0.000 0.000 0.000 3.574 0.000 0.000 0.000
m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.229 0.000 0.000 0.000 0.152 0.000 0.000 0.000 0.381 0.000 0.000 0.000 0.381 0.000 0.000 0.000 0.381 0.000 0.000 0.000 0.381 0.000 0.000 0.000
CAAA In Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.442 0.000 0.000 0.000 0.442 0.000 0.000 0.000 0.442 0.000 0.000 0.000 0.442 0.000 0.000 0.000 0.442 0.000
CAAA Out Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Weight kg 0.00 0.00 0.00 23.93 0.00 0.00 0.00 39.88 0.00 0.00 0.00 77.38 0.00 0.00 0.00 44.94 0.00 58.78 0.00 127.31 0.00 58.78 0.00 129.31 0.00 58.78 0.00 137.28 0.00 58.78 0.00 152.16 0.00 58.78 0.00
12.50
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Tower Section
Tower Elevation m
T10
25.000-20.000
T11
20.000-14.000
T12
14.000-8.000
T13
8.000-5.000
T14
5.000-0.000
10 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Face
AR
AF
D A B C D A B C D A B C D A B C D A B C D
m2 3.574 0.000 0.000 0.000 3.574 0.000 0.000 0.000 4.289 0.000 0.000 0.000 4.289 0.000 0.000 0.000 2.144 0.000 0.000 0.000 3.574
m2 0.381 0.000 0.000 0.000 0.381 0.000 0.000 0.000 0.457 0.000 0.000 0.000 0.457 0.000 0.000 0.000 0.229 0.000 0.000 0.000 0.381
CAAA In Face m2 0.000 0.000 0.442 0.000 0.000 0.000 0.530 0.000 0.000 0.000 0.530 0.000 0.000 0.000 0.265 0.000 0.000 0.000 0.442 0.000 0.000
CAAA Out Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Weight kg 152.16 0.00 58.78 0.00 152.16 0.00 70.54 0.00 182.60 0.00 70.54 0.00 182.60 0.00 35.27 0.00 91.30 0.00 58.78 0.00 152.16
Feed Line Center of Pressure Section
Elevation
CPX
CPZ
T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11 T12 T13 T14
m 66.000-60.000 60.000-56.000 56.000-52.000 52.000-50.000 50.000-45.000 45.000-40.000 40.000-35.000 35.000-30.000 30.000-25.000 25.000-20.000 20.000-14.000 14.000-8.000 8.000-5.000 5.000-0.000
mm 0 0 0 0 0 0 0 0 0 0 0 0 0 0
mm 47 95 105 122 217 211 185 225 271 319 376 424 362 473
CPX Ice mm 0 0 0 0 0 0 0 0 0 0 0 0 0 0
CPZ Ice mm 47 95 105 122 217 211 185 225 271 319 376 424 362 473
Discrete Tower Loads Description
ANTENA PANEL UHF 0.48x0.983
Face or Leg
A
Offset Type
From Face
Offsets: Horz Lateral Vert m m m 0.000 0.000
Azimuth Adjustment
Placement
CAAA Front
CAAA Side
Weight
°
m
m2
m2
kg
0.0000
61.500
0.665
0.363
10.00
No Ice
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Description
Face or Leg
11 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Offset Type
ANTENA PANEL UHF 0.48x0.983
B
From Face
ANTENA PANEL UHF 0.48x0.983
C
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
ANTENA PANEL UHF 0.48x0.983
C
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
Offsets: Horz Lateral Vert m m m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Azimuth Adjustment
Placement
CAAA Front
CAAA Side
Weight
°
m
m2
m2
kg
0.0000
61.500
No Ice
0.665
0.363
10.00
0.0000
61.500
No Ice
0.665
0.363
10.00
0.0000
61.500
No Ice
0.665
0.363
10.00
0.0000
60.000
No Ice
0.665
0.363
10.00
0.0000
60.000
No Ice
0.665
0.363
10.00
0.0000
60.000
No Ice
0.665
0.363
10.00
0.0000
60.000
No Ice
0.665
0.363
10.00
0.0000
60.000 - 59.000 No Ice
0.665
0.363
10.00
0.0000
60.000 - 59.000 No Ice
0.665
0.363
10.00
0.0000
60.000 - 59.000 No Ice
0.665
0.363
10.00
0.0000
59.000 - 58.000 No Ice
0.665
0.363
10.00
0.0000
59.000 - 58.000 No Ice
0.665
0.363
10.00
0.0000
59.000 - 58.000 No Ice
0.665
0.363
10.00
0.0000
58.000 - 57.000 No Ice
0.665
0.363
10.00
0.0000
58.000 - 57.000 No Ice
0.665
0.363
10.00
0.0000
58.000 - 57.000 No Ice
0.665
0.363
10.00
0.0000
57.000 - 56.000 No Ice
0.665
0.363
10.00
0.0000
57.000 - 56.000 No Ice
0.665
0.363
10.00
0.0000
57.000 - 56.000 No Ice
0.665
0.363
10.00
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Description
Face or Leg
12 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Offset Type
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL UHF 0.48x0.983
A
From Face
ANTENA PANEL UHF 0.48x0.983
B
From Face
ANTENA PANEL UHF 0.48x0.983
D
From Face
ANTENA PANEL FM KATHREIN
A
From Face
ANTENA PANEL FM KATHREIN
A
From Face
ANTENA PANEL FM KATHREIN
A
From Face
ANTENA PANEL FM KATHREIN
A
From Face
ANTENA PANEL FM KATHREIN
B
From Face
ANTENA PANEL FM KATHREIN
B
From Face
ANTENA PANEL FM KATHREIN
C
From Face
ANTENA PANEL FM KATHREIN
C
From Face
ANTENA PANEL FM KATHREIN
C
From Face
ANTENA PANEL FM KATHREIN
C
From Face
ANTENA PANEL FM KATHREIN
D
From Face
ANTENA PANEL FM KATHREIN
D
From Face
ANTENA PANEL FM KATHREIN
D
From Face
Offsets: Horz Lateral Vert m m m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Azimuth Adjustment
Placement
CAAA Front
CAAA Side
Weight
°
m
m2
m2
kg
0.0000
56.000 - 55.000 No Ice
0.665
0.363
10.00
0.0000
56.000 - 55.000 No Ice
0.665
0.363
10.00
0.0000
56.000 - 55.000 No Ice
0.665
0.363
10.00
0.0000
55.000 - 54.000 No Ice
0.665
0.363
10.00
0.0000
55.000 - 54.000 No Ice
0.665
0.363
10.00
0.0000
55.000 - 54.000 No Ice
0.665
0.363
10.00
0.0000
50.000 - 48.000 No Ice
0.378
0.205
84.19
0.0000
48.000 - 46.000 No Ice
0.378
0.205
84.19
0.0000
46.000 - 44.000 No Ice
0.378
0.205
84.19
0.0000
44.000 - 42.000 No Ice
0.378
0.205
84.19
0.0000
50.000 - 48.000 No Ice
0.378
0.205
84.19
0.0000
48.000 - 46.000 No Ice
0.378
0.205
84.19
0.0000
50.000 - 48.000 No Ice
0.378
0.205
84.19
0.0000
48.000 - 46.000 No Ice
0.378
0.205
84.19
0.0000
46.000 - 44.000 No Ice
0.378
0.205
84.19
0.0000
44.000 - 42.000 No Ice
0.378
0.205
84.19
0.0000
50.000 - 48.000 No Ice
0.378
0.205
84.19
0.0000
48.000 - 46.000 No Ice
0.378
0.205
84.19
0.0000
46.000 - 44.000 No Ice
0.378
0.205
84.19
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Description
Face or Leg
13 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Offset Type
ANTENA PANEL FM KATHREIN
D
From Face
(2) ANTENA PANEL FM KATHREIN
A
From Face
(2) ANTENA PANEL FM KATHREIN
A
From Face
(2) ANTENA PANEL FM KATHREIN
A
From Face
(2) ANTENA PANEL FM KATHREIN
A
From Face
RYMSA UHF/AT15-250 PANEL
A
From Face
RYMSA UHF/AT15-250 PANEL
B
From Face
RYMSA UHF/AT15-250 PANEL
C
From Face
RYMSA UHF/AT15-250 PANEL
D
From Face
RYMSA UHF/AT15-250 PANEL
A
From Face
RYMSA UHF/AT15-250 PANEL
B
From Face
RYMSA UHF/AT15-250 PANEL
C
From Face
RYMSA UHF/AT15-250 PANEL
D
From Face
RYMSA UHF/AT15-250 PANEL
A
From Face
RYMSA UHF/AT15-250 PANEL
B
From Face
RYMSA UHF/AT15-250 PANEL
C
From Face
RYMSA UHF/AT15-250 PANEL
D
From Face
RYMSA UHF/AT15-250 PANEL
A
From Face
RYMSA UHF/AT15-250 PANEL
B
From Face
Offsets: Horz Lateral Vert m m m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Azimuth Adjustment
Placement
CAAA Front
CAAA Side
Weight
°
m
m2
m2
kg
0.0000
44.000 - 42.000 No Ice
0.378
0.205
84.19
0.0000
41.800 - 40.800 No Ice
0.378
0.205
84.19
0.0000
40.800 - 39.800 No Ice
0.378
0.205
84.19
0.0000
39.800 - 38.800 No Ice
0.378
0.205
84.19
0.0000
38.800 - 37.800 No Ice
0.378
0.205
84.19
0.0000
66.000 - 65.000 No Ice
0.665
0.363
10.00
0.0000
66.000 - 65.000 No Ice
0.665
0.363
10.00
0.0000
66.000 - 65.000 No Ice
0.665
0.363
10.00
0.0000
66.000 - 65.000 No Ice
0.665
0.363
10.00
0.0000
65.000 - 64.000 No Ice
0.665
0.363
10.00
0.0000
65.000 - 64.000 No Ice
0.665
0.363
10.00
0.0000
65.000 - 64.000 No Ice
0.665
0.363
10.00
0.0000
65.000 - 64.000 No Ice
0.665
0.363
10.00
0.0000
64.000 - 63.000 No Ice
0.665
0.363
10.00
0.0000
64.000 - 63.000 No Ice
0.665
0.363
10.00
0.0000
64.000 - 63.000 No Ice
0.665
0.363
10.00
0.0000
64.000 - 63.000 No Ice
0.665
0.363
10.00
0.0000
63.000 - 62.000 No Ice
0.665
0.363
10.00
0.0000
63.000 - 62.000 No Ice
0.665
0.363
10.00
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Description
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Face or Leg
14 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Offset Type
RYMSA UHF/AT15-250 PANEL
C
From Face
RYMSA UHF/AT15-250 PANEL
D
From Face
Offsets: Horz Lateral Vert m m m 0.000 0.000 0.000 0.000 0.000 0.000 0.000
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Azimuth Adjustment
Placement
CAAA Front
CAAA Side
Weight
°
m
m2
m2
kg
0.0000
63.000 - 62.000 No Ice
0.665
0.363
10.00
0.0000
63.000 - 62.000 No Ice
0.665
0.363
10.00
Dishes Description
Face or Leg
Dish Type
Offset Type
6 FT DISH
D
Paraboloid w/o Radome
From Face
8 FT DISH
D
Paraboloid w/o Radome
From Face
8 FT DISH
D
Paraboloid w/o Radome
From Leg
HP10-59W
A
Paraboloid w/Shroud (HP)
From Face
8 FT DISH
A
Paraboloid w/o Radome
From Face
8 FT DISH
A
Paraboloid w/o Radome
From Leg
HP6-107G
C
Paraboloid w/Shroud (HP)
From Leg
Andrew KP4/KP4F
B
Grid
From Face
Offsets: Horz Lateral Vert m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Aperture Area
Weight
No Ice
m2 2.626
kg 64.86
2.438
No Ice
4.673
113.85
31.500
2.438
No Ice
4.673
113.85
0.0000
26.500
3.048
No Ice
7.293
182.34
0.0000
23.500
2.438
No Ice
4.673
113.85
0.0000
19.000
2.438
No Ice
4.673
113.85
0.0000
13.000
1.829
No Ice
2.626
64.86
0.0000
8.500
1.219
No Ice
1.171
90.72
Azimuth Adjustment
3 dB Beam Width
Elevation
Outside Diameter
° 0.0000
°
m 35.000
m 1.829
0.0000
31.800
0.0000
Tower Pressures - No Ice GH = 1.109
Page
Job
RISATower
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section Elevation
z
15 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
KZ
qz
AG
m T1 66.00060.000
m 63.000
1.689
MPa 0.00
m2 3.859
T2 60.00056.000
58.000
1.65
0.00
2.570
T3 56.00052.000
54.000
1.616
0.00
2.570
T4 52.00050.000
51.000
1.59
0.00
2.659
T5 50.00045.000
47.500
1.558
0.00
9.912
T6 45.00040.000
42.500
1.509
0.00
9.912
T7 40.00035.000
37.500
1.456
0.00
10.462
T8 35.00030.000
32.500
1.398
0.00
10.462
T9 30.00025.000
27.500
1.333
0.00
11.183
T10 25.00020.000
22.500
1.259
0.00
13.568
T11 20.00014.000
17.000
1.162
0.00
19.446
T12 14.0008.000
11.000
1.026
0.00
22.884
T13 8.0005.000
6.500
1
0.00
13.387
T14 5.0000.000
2.500
1
0.00
27.199
F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D
AF
AR
Aleg
m2 1.375 1.375 1.375 1.375 0.930 0.930 0.930 0.930 0.930 0.930 0.930 1.158 1.025 1.025 1.025 1.178 1.676 1.676 1.676 2.057 1.834 1.834 1.834 2.215 2.601 2.601 2.601 2.982 2.447 2.447 2.447 2.828 2.170 2.170 2.170 2.551 2.287 2.287 2.287 2.668 2.800 2.800 2.800 3.257 3.001 3.001 3.001 3.459 2.381 2.381 2.381 2.610 3.590 3.590 3.590 3.971
m2 0.000 0.000 0.000 0.939 0.000 0.000 0.000 1.565 0.000 0.000 0.000 1.565 0.000 0.000 0.000 0.782 0.000 0.000 0.000 2.543 0.000 0.000 0.000 2.621 0.000 0.000 0.000 2.934 0.000 0.000 0.000 3.574 0.000 0.000 0.000 3.574 0.000 0.000 0.000 3.574 0.000 0.000 0.000 4.289 0.000 0.000 0.000 4.289 0.000 0.000 0.000 2.144 0.000 0.000 0.000 3.574
m2 0.914
0.608
0.608
0.451
0.760
0.760
1.524
1.524
1.018
1.018
1.222
1.222
0.618
1.288
Leg % 66.52 66.52 66.52 39.53 65.39 65.39 65.39 24.37 65.39 65.39 65.39 22.33 44.03 44.03 44.03 23.03 45.33 45.33 45.33 16.52 41.43 41.43 41.43 15.72 58.59 58.59 58.59 25.76 62.29 62.29 62.29 23.81 46.92 46.92 46.92 16.62 44.53 44.53 44.53 16.32 43.65 43.65 43.65 16.19 40.71 40.71 40.71 15.77 25.97 25.97 25.97 13.01 35.89 35.89 35.89 17.08
CAAA In Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.442 0.000 0.000 0.000 0.442 0.000 0.000 0.000 0.442 0.000 0.000 0.000 0.442 0.000 0.000 0.000 0.442 0.000 0.000 0.000 0.442 0.000 0.000 0.000 0.530 0.000 0.000 0.000 0.530 0.000 0.000 0.000 0.265 0.000 0.000 0.000 0.442 0.000 0.000
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
CAAA Out Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Page
Job
RISATower
16 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Tower Pressure - Service GH = 1.109 Section Elevation
z
KZ
qz
AG
m T1 66.00060.000
m 63.000
1.689
MPa 0.00
m2 3.859
T2 60.00056.000
58.000
1.65
0.00
2.570
T3 56.00052.000
54.000
1.616
0.00
2.570
T4 52.00050.000
51.000
1.59
0.00
2.659
T5 50.00045.000
47.500
1.558
0.00
9.912
T6 45.00040.000
42.500
1.509
0.00
9.912
T7 40.00035.000
37.500
1.456
0.00
10.462
T8 35.00030.000
32.500
1.398
0.00
10.462
T9 30.00025.000
27.500
1.333
0.00
11.183
T10 25.00020.000
22.500
1.259
0.00
13.568
T11 20.00014.000
17.000
1.162
0.00
19.446
T12 14.0008.000
11.000
1.026
0.00
22.884
T13 8.0005.000
6.500
1
0.00
13.387
T14 5.0000.000
2.500
1
0.00
27.199
F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B
AF
AR
Aleg
m2 1.375 1.375 1.375 1.375 0.930 0.930 0.930 0.930 0.930 0.930 0.930 1.158 1.025 1.025 1.025 1.178 1.676 1.676 1.676 2.057 1.834 1.834 1.834 2.215 2.601 2.601 2.601 2.982 2.447 2.447 2.447 2.828 2.170 2.170 2.170 2.551 2.287 2.287 2.287 2.668 2.800 2.800 2.800 3.257 3.001 3.001 3.001 3.459 2.381 2.381 2.381 2.610 3.590 3.590
m2 0.000 0.000 0.000 0.939 0.000 0.000 0.000 1.565 0.000 0.000 0.000 1.565 0.000 0.000 0.000 0.782 0.000 0.000 0.000 2.543 0.000 0.000 0.000 2.621 0.000 0.000 0.000 2.934 0.000 0.000 0.000 3.574 0.000 0.000 0.000 3.574 0.000 0.000 0.000 3.574 0.000 0.000 0.000 4.289 0.000 0.000 0.000 4.289 0.000 0.000 0.000 2.144 0.000 0.000
m2 0.914
0.608
0.608
0.451
0.760
0.760
1.524
1.524
1.018
1.018
1.222
1.222
0.618
1.288
Leg % 66.52 66.52 66.52 39.53 65.39 65.39 65.39 24.37 65.39 65.39 65.39 22.33 44.03 44.03 44.03 23.03 45.33 45.33 45.33 16.52 41.43 41.43 41.43 15.72 58.59 58.59 58.59 25.76 62.29 62.29 62.29 23.81 46.92 46.92 46.92 16.62 44.53 44.53 44.53 16.32 43.65 43.65 43.65 16.19 40.71 40.71 40.71 15.77 25.97 25.97 25.97 13.01 35.89 35.89
CAAA In Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.442 0.000 0.000 0.000 0.442 0.000 0.000 0.000 0.442 0.000 0.000 0.000 0.442 0.000 0.000 0.000 0.442 0.000 0.000 0.000 0.442 0.000 0.000 0.000 0.530 0.000 0.000 0.000 0.530 0.000 0.000 0.000 0.265 0.000 0.000 0.000 0.442
CAAA Out Face m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Page
Job
RISATower
17 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Project
Date
11:06:48 01/22/11
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section Elevation
z
m
m
Client
Designed by Ing Jaime Gutierrez C.
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
qz
AG
MPa
m2
KZ
F a c e C D
AF
AR
Aleg
m2 3.590 3.971
m2 0.000 3.574
m2
CAAA In Face m2 0.000 0.000
Leg % 35.89 17.08
CAAA Out Face m2 0.000 0.000
Tower Forces - No Ice - Wind Normal To Face Section Elevation
Add Weight
Self Weight
m T1 66.00060.000
kg 27.55
kg 399.29
T2 60.00056.000
43.50
415.15
T3 56.00052.000
81.85
415.15
T4 52.00050.000
50.31
521.47
T5 50.00045.000
191.46
1033.69
T6 45.00040.000
193.46
940.40
T7 40.00035.000
202.33
1123.65
T8 35.00030.000
217.21
1292.86
T9 30.00025.000
218.11
1532.00
T10 25.00020.000
218.11
1603.17
T11 20.00014.000
260.30
2072.82
T12 14.0008.000
260.30
2447.30
F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D
e
0.356 0.356 0.356 0.599 0.362 0.362 0.362 0.971 0.362 0.362 0.362 1 0.386 0.386 0.386 0.737 0.169 0.169 0.169 0.464 0.185 0.185 0.185 0.488 0.249 0.249 0.249 0.565 0.234 0.234 0.234 0.612 0.194 0.194 0.194 0.548 0.169 0.169 0.169 0.46 0.144 0.144 0.144 0.388 0.131 0.131 0.131 0.339
CF
2.406 2.406 2.406 1.901 2.389 2.389 2.389 2.042 2.389 2.389 2.389 2.1 2.319 2.319 2.319 1.824 3.117 3.117 3.117 2.123 3.045 3.045 3.045 2.074 2.78 2.78 2.78 1.943 2.839 2.839 2.839 1.887 3.006 3.006 3.006 1.968 3.119 3.119 3.119 2.132 3.233 3.233 3.233 2.313 3.295 3.295 3.295 2.461
RR
0.635 0.635 0.635 0.753 0.637 0.637 0.637 1 0.637 0.637 0.637 1 0.646 0.646 0.646 0.847 0.585 0.585 0.585 0.68 0.587 0.587 0.587 0.691 0.602 0.602 0.602 0.733 0.598 0.598 0.598 0.761 0.589 0.589 0.589 0.723 0.584 0.584 0.584 0.678 0.581 0.581 0.581 0.647 0.579 0.579 0.579 0.628
DF
DR
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
AE
F
m2 1.375 1.375 1.375 2.082 0.930 0.930 0.930 2.494 0.930 0.930 0.930 2.723 1.025 1.025 1.025 1.841 1.676 1.676 1.676 3.786 1.834 1.834 1.834 4.027 2.601 2.601 2.601 5.133 2.447 2.447 2.447 5.547 2.170 2.170 2.170 5.135 2.287 2.287 2.287 5.090 2.800 2.800 2.800 6.031 3.001 3.001 3.001 6.154
kg 514.89
kglm 85.81
D
647.37
161.84
D
639.94*
159.99
D
411.38
205.69
D
1018.09
203.62
D
1022.51
204.50
D
1168.46
233.69
D
1175.34
235.07
D
1083.39
216.68
D
1095.35
219.07
D
1295.89
215.98
D
1238.89
206.48
D
w
Ctrl. Face
Page
Job
RISATower
18 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Project
Date
11:06:48 01/22/11
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section Elevation
Add Weight
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Self Weight
m T13 8.0005.000
kg 133.73
kg 1566.11
T14 5.0000.000
218.11
2246.63
Sum Weight:
2316.30
17692.96
F a c e A B C D A B C D
e
0.178 0.178 0.178 0.355 0.132 0.132 0.132 0.277
CF
RR
3.077 3.077 3.077 2.409 3.291 3.291 3.291 2.671 * 2Ag limit
0.586 0.586 0.586 0.634 0.579 0.579 0.579 0.609
DF
DR
1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 OTM
Designed by Ing Jaime Gutierrez C.
AE
F
m2 2.381 2.381 2.381 3.970 3.590 3.590 3.590 6.148 397621 kg-m
kg 757.29
kglm 252.43
D
1299.25
259.85
D
w
Ctrl. Face
13368.04
Tower Forces - No Ice - Wind 45 To Face Section Elevation
Add Weight
Self Weight
m T1 66.00060.000
kg 27.55
kg 399.29
T2 60.00056.000
43.50
415.15
T3 56.00052.000
81.85
415.15
T4 52.00050.000
50.31
521.47
T5 50.00045.000
191.46
1033.69
T6 45.00040.000
193.46
940.40
T7 40.00035.000
202.33
1123.65
T8 35.00030.000
217.21
1292.86
T9 30.00025.000
218.11
1532.00
T10 25.00020.000
218.11
1603.17
F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C
e
0.356 0.356 0.356 0.599 0.362 0.362 0.362 0.971 0.362 0.362 0.362 1 0.386 0.386 0.386 0.737 0.169 0.169 0.169 0.464 0.185 0.185 0.185 0.488 0.249 0.249 0.249 0.565 0.234 0.234 0.234 0.612 0.194 0.194 0.194 0.548 0.169 0.169 0.169
CF
RR
DF
DR
2.406 2.406 2.406 1.901 2.389 2.389 2.389 2.042 2.389 2.389 2.389 2.1 2.319 2.319 2.319 1.824 3.117 3.117 3.117 2.123 3.045 3.045 3.045 2.074 2.78 2.78 2.78 1.943 2.839 2.839 2.839 1.887 3.006 3.006 3.006 1.968 3.119 3.119 3.119
0.635 0.635 0.635 0.753 0.637 0.637 0.637 1 0.637 0.637 0.637 1 0.646 0.646 0.646 0.847 0.585 0.585 0.585 0.68 0.587 0.587 0.587 0.691 0.602 0.602 0.602 0.733 0.598 0.598 0.598 0.761 0.589 0.589 0.589 0.723 0.584 0.584 0.584
1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.127 1.127 1.127 1.2 1.139 1.139 1.139 1.2 1.186 1.186 1.186 1.2 1.175 1.175 1.175 1.2 1.146 1.146 1.146 1.2 1.126 1.126 1.126
1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.127 1.127 1.127 1.2 1.139 1.139 1.139 1.2 1.186 1.186 1.186 1.2 1.175 1.175 1.175 1.2 1.146 1.146 1.146 1.2 1.126 1.126 1.126
AE
F
m2 1.650 1.650 1.650 2.498 1.116 1.116 1.116 2.993 1.116 1.116 1.116 3.268 1.231 1.231 1.231 2.209 1.889 1.889 1.889 4.543 2.089 2.089 2.089 4.833 3.086 3.086 3.086 6.159 2.876 2.876 2.876 6.657 2.486 2.486 2.486 6.162 2.576 2.576 2.576
kg 617.86
kglm 102.98
D
653.14*
163.29
D
639.94*
159.99
D
493.66
246.83
D
1211.09
242.22
D
1216.74
243.35
D
1392.24
278.45
D
1400.89
280.18
D
1290.99
258.20
D
1305.85
261.17
D
w
Ctrl. Face
RISATower
Page
Job
19 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Project
Date
11:06:48 01/22/11
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section Elevation
Add Weight
Self Weight
m
kg
kg
T11 20.00014.000
260.30
2072.82
T12 14.0008.000
260.30
2447.30
T13 8.0005.000
133.73
1566.11
T14 5.0000.000
218.11
2246.63
Sum Weight:
2316.30
17692.96
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
F a c e D A B C D A B C D A B C D A B C D
e
0.46 0.144 0.144 0.144 0.388 0.131 0.131 0.131 0.339 0.178 0.178 0.178 0.355 0.132 0.132 0.132 0.277
CF
RR
DF
DR
2.132 3.233 3.233 3.233 2.313 3.295 3.295 3.295 2.461 3.077 3.077 3.077 2.409 3.291 3.291 3.291 2.671 * 2Ag limit
0.678 0.581 0.581 0.581 0.647 0.579 0.579 0.579 0.628 0.586 0.586 0.586 0.634 0.579 0.579 0.579 0.609
1.2 1.108 1.108 1.108 1.2 1.098 1.098 1.098 1.2 1.133 1.133 1.133 1.2 1.099 1.099 1.099 1.2
1.2 1.108 1.108 1.108 1.2 1.098 1.098 1.098 1.2 1.133 1.133 1.133 1.2 1.099 1.099 1.099 1.2 OTM
Designed by Ing Jaime Gutierrez C.
AE
F
w
m2 6.108 3.102 3.102 3.102 7.237 3.297 3.297 3.297 7.385 2.699 2.699 2.699 4.764 3.945 3.945 3.945 7.378 460698 kg-m
kg
kglm
1545.58
257.60
D
1478.28
246.38
D
904.66
301.55
D
1552.29
310.46
D
Ctrl. Face
15703.22
Tower Forces - Service - Wind Normal To Face Section Elevation
Add Weight
Self Weight
m T1 66.00060.000
kg 27.55
kg 399.29
T2 60.00056.000
43.50
415.15
T3 56.00052.000
81.85
415.15
T4 52.00050.000
50.31
521.47
T5 50.00045.000
191.46
1033.69
T6 45.00040.000
193.46
940.40
T7 40.00035.000
202.33
1123.65
T8 35.00030.000
217.21
1292.86
F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B
e
0.356 0.356 0.356 0.599 0.362 0.362 0.362 0.971 0.362 0.362 0.362 1 0.386 0.386 0.386 0.737 0.169 0.169 0.169 0.464 0.185 0.185 0.185 0.488 0.249 0.249 0.249 0.565 0.234 0.234
CF
2.406 2.406 2.406 1.901 2.389 2.389 2.389 2.042 2.389 2.389 2.389 2.1 2.319 2.319 2.319 1.824 3.117 3.117 3.117 2.123 3.045 3.045 3.045 2.074 2.78 2.78 2.78 1.943 2.839 2.839
RR
0.635 0.635 0.635 0.753 0.637 0.637 0.637 1 0.637 0.637 0.637 1 0.646 0.646 0.646 0.847 0.585 0.585 0.585 0.68 0.587 0.587 0.587 0.691 0.602 0.602 0.602 0.733 0.598 0.598
DF
DR
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
AE
F
m2 1.375 1.375 1.375 2.082 0.930 0.930 0.930 2.494 0.930 0.930 0.930 2.723 1.025 1.025 1.025 1.841 1.676 1.676 1.676 3.786 1.834 1.834 1.834 4.027 2.601 2.601 2.601 5.133 2.447 2.447
kg 128.72
kglm 21.45
D
161.84
40.46
D
159.99*
40.00
D
102.85
51.42
D
254.52
50.90
D
255.63
51.13
D
292.12
58.42
D
293.84
58.77
D
w
Ctrl. Face
Page
Job
RISATower
20 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Project
Date
11:06:48 01/22/11
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section Elevation
Add Weight
Self Weight
m
kg
kg
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
T9 30.00025.000
218.11
1532.00
T10 25.00020.000
218.11
1603.17
T11 20.00014.000
260.30
2072.82
T12 14.0008.000
260.30
2447.30
T13 8.0005.000
133.73
1566.11
T14 5.0000.000
218.11
2246.63
Sum Weight:
2316.30
17692.96
F a c e C D A B C D A B C D A B C D A B C D A B C D A B C D
e
0.234 0.612 0.194 0.194 0.194 0.548 0.169 0.169 0.169 0.46 0.144 0.144 0.144 0.388 0.131 0.131 0.131 0.339 0.178 0.178 0.178 0.355 0.132 0.132 0.132 0.277
CF
RR
2.839 1.887 3.006 3.006 3.006 1.968 3.119 3.119 3.119 2.132 3.233 3.233 3.233 2.313 3.295 3.295 3.295 2.461 3.077 3.077 3.077 2.409 3.291 3.291 3.291 2.671 * 2Ag limit
0.598 0.761 0.589 0.589 0.589 0.723 0.584 0.584 0.584 0.678 0.581 0.581 0.581 0.647 0.579 0.579 0.579 0.628 0.586 0.586 0.586 0.634 0.579 0.579 0.579 0.609
DF
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
DR
AE
F
w
m2 2.447 5.547 2.170 2.170 2.170 5.135 2.287 2.287 2.287 5.090 2.800 2.800 2.800 6.031 3.001 3.001 3.001 6.154 2.381 2.381 2.381 3.970 3.590 3.590 3.590 6.148 99405 kgm
kg
kglm
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 OTM
Designed by Ing Jaime Gutierrez C.
Ctrl. Face
270.85
54.17
D
273.84
54.77
D
323.97
54.00
D
309.72
51.62
D
189.32
63.11
D
324.81
64.96
D
3342.01
Tower Forces - Service - Wind 45 To Face Section Elevation
Add Weight
Self Weight
m T1 66.00060.000
kg 27.55
kg 399.29
T2 60.00056.000
43.50
415.15
T3 56.00052.000
81.85
415.15
T4 52.00050.000
50.31
521.47
T5 50.00045.000
191.46
1033.69
T6 45.000-
193.46
940.40
F a c e A B C D A B C D A B C D A B C D A B C D A
e
0.356 0.356 0.356 0.599 0.362 0.362 0.362 0.971 0.362 0.362 0.362 1 0.386 0.386 0.386 0.737 0.169 0.169 0.169 0.464 0.185
CF
RR
DF
DR
2.406 2.406 2.406 1.901 2.389 2.389 2.389 2.042 2.389 2.389 2.389 2.1 2.319 2.319 2.319 1.824 3.117 3.117 3.117 2.123 3.045
0.635 0.635 0.635 0.753 0.637 0.637 0.637 1 0.637 0.637 0.637 1 0.646 0.646 0.646 0.847 0.585 0.585 0.585 0.68 0.587
1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.127 1.127 1.127 1.2 1.139
1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.127 1.127 1.127 1.2 1.139
AE
F
m2 1.650 1.650 1.650 2.498 1.116 1.116 1.116 2.993 1.116 1.116 1.116 3.268 1.231 1.231 1.231 2.209 1.889 1.889 1.889 4.543 2.089
kg 154.47
kglm 25.74
D
163.29*
40.82
D
159.99*
40.00
D
123.41
61.71
D
302.77
60.55
D
304.18
60.84
D
w
Ctrl. Face
Page
Job
RISATower
21 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Project
Date
11:06:48 01/22/11
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section Elevation m 40.000
Client
Designed by Ing Jaime Gutierrez C.
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Add Weight
Self Weight
kg
kg
T7 40.00035.000
202.33
1123.65
T8 35.00030.000
217.21
1292.86
T9 30.00025.000
218.11
1532.00
T10 25.00020.000
218.11
1603.17
T11 20.00014.000
260.30
2072.82
T12 14.0008.000
260.30
2447.30
T13 8.0005.000
133.73
1566.11
T14 5.0000.000
218.11
2246.63
Sum Weight:
2316.30
17692.96
F a c e B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D
e
0.185 0.185 0.488 0.249 0.249 0.249 0.565 0.234 0.234 0.234 0.612 0.194 0.194 0.194 0.548 0.169 0.169 0.169 0.46 0.144 0.144 0.144 0.388 0.131 0.131 0.131 0.339 0.178 0.178 0.178 0.355 0.132 0.132 0.132 0.277
CF
RR
DF
DR
3.045 3.045 2.074 2.78 2.78 2.78 1.943 2.839 2.839 2.839 1.887 3.006 3.006 3.006 1.968 3.119 3.119 3.119 2.132 3.233 3.233 3.233 2.313 3.295 3.295 3.295 2.461 3.077 3.077 3.077 2.409 3.291 3.291 3.291 2.671 * 2Ag limit
0.587 0.587 0.691 0.602 0.602 0.602 0.733 0.598 0.598 0.598 0.761 0.589 0.589 0.589 0.723 0.584 0.584 0.584 0.678 0.581 0.581 0.581 0.647 0.579 0.579 0.579 0.628 0.586 0.586 0.586 0.634 0.579 0.579 0.579 0.609
1.139 1.139 1.2 1.186 1.186 1.186 1.2 1.175 1.175 1.175 1.2 1.146 1.146 1.146 1.2 1.126 1.126 1.126 1.2 1.108 1.108 1.108 1.2 1.098 1.098 1.098 1.2 1.133 1.133 1.133 1.2 1.099 1.099 1.099 1.2
1.139 1.139 1.2 1.186 1.186 1.186 1.2 1.175 1.175 1.175 1.2 1.146 1.146 1.146 1.2 1.126 1.126 1.126 1.2 1.108 1.108 1.108 1.2 1.098 1.098 1.098 1.2 1.133 1.133 1.133 1.2 1.099 1.099 1.099 1.2 OTM
AE
F
w
m2 2.089 2.089 4.833 3.086 3.086 3.086 6.159 2.876 2.876 2.876 6.657 2.486 2.486 2.486 6.162 2.576 2.576 2.576 6.108 3.102 3.102 3.102 7.237 3.297 3.297 3.297 7.385 2.699 2.699 2.699 4.764 3.945 3.945 3.945 7.378 115174 kg-m
kg
kglm
Ctrl. Face
348.06
69.61
D
350.22
70.04
D
322.75
64.55
D
326.46
65.29
D
386.39
64.40
D
369.57
61.59
D
226.17
75.39
D
388.07
77.61
D
3925.80
Force Totals Load Case Leg Weight Bracing Weight Total Member Self-Weight Gusset Weight Total Weight Wind 0 deg - No Ice Wind 45 deg - No Ice Wind 90 deg - No Ice Wind 180 deg - No Ice Total Weight Wind 0 deg - Service Wind 45 deg - Service
Vertical Forces kg 9344.94 8264.74 17609.68 83.28 23056.34
Sum of Forces X kg
Sum of Forces Z kg
323.77 15987.71 20103.50 469.44
-19916.42 -15901.70 25.91 19448.61
80.94 3996.93
-4979.10 -3975.43
23056.34
Sum of Overturning Moments, Mx kg-m
Sum of Overturning Moments, Mz kg-m
1616
1189
1616 -683221 -537161 -5259 669294 1616 -170998 -134483
1189 -12062 -526476 -676096 -6236 1189 -2123 -130727
Sum of Torques
kg-m
-1320 2660 4087 1238 -330 665
Page
Job
RISATower
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Load Case
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Vertical Forces kg
Wind 90 deg - Service Wind 180 deg - Service
Sum of Forces X kg 5025.87 117.36
Sum of Forces Z kg 6.48 4862.15
Sum of Overturning Moments, Mx kg-m -1507 167131
Description Dead Only Dead+Wind 0 deg - No Ice Dead+Wind 45 deg - No Ice Dead+Wind 90 deg - No Ice Dead+Wind 180 deg - No Ice Dead+Wind 0 deg - Service Dead+Wind 45 deg - Service Dead+Wind 90 deg - Service Dead+Wind 180 deg - Service
Maximum Member Forces Section No.
Elevation m
Component Type
Condition
T1
66 - 60
Leg
Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Diagonal
Top Girt
T2
60 - 56
Leg
Diagonal
Top Girt
Gov. Load Comb. 3 3 3 4 4 4 4 5 2 3 2 3 3 3 1 3 1 3 3 3 3 5 2 5 5 2 2 3 2 3 3
Force kg 7116.57 -7373.08 435.11 2852.24 -72.77 -50.64 1237.04 -1218.77 290.76 -45.48 -1.40 -0.04 14.90 -14.24 0.01 -5.74 1.36 -0.00 20652.23 -20718.32 405.72 10377.74 96.54 94.22 2361.48 -2380.69 1446.37 -1119.42 1.39 -0.03 109.14
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Sum of Sum of Torques Overturning Moments, Mz kg-m kg-m -168132 1022 -667 309
Load Combinations Comb. No. 1 2 3 4 5 6 7 8 9
22 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Major Axis Moment kg-m -2 -12 17 -6 -7 1 0 0 0 0 0 0 0 0 0 0 0 0 2 -34 41 -18 28 7 0 0 0 0 0 0 0
Minor Axis Moment kg-m 3 -1 -10 15 3 8 0 0 0 0 0 0 0 0 0 0 0 0 3 -4 -24 35 -17 8 0 0 0 0 0 0 0
Page
Job
RISATower
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
T3
Elevation m
56 - 52
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Component Type
Leg
Diagonal
Top Girt
T4
52 - 50
Leg
Diagonal
Horizontal
Top Girt
Inner Bracing
T5
50 - 45
23 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Leg
Diagonal
Condition Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression
Gov. Load Comb. 3 1 3 1 3 3 3 3 3 2 3 2 5 2 4 2 4 5 2 1 3 1 3 3 3 3 3 3 3 3 3 2 3 2 3 5 2 4 4 4 4 2 5 4 2 4 2 5 3 1 4 1 4 3 3 5 5 3 3 5 2
Force kg -108.37 2.34 -108.30 1.36 -0.00 41530.40 -39182.30 41518.77 41518.77 -307.84 -115.17 3068.05 -3152.65 2473.16 -221.00 1.39 -0.02 191.46 -192.96 4.34 -162.10 1.36 -0.00 30786.67 -28965.08 30786.67 30786.67 96.52 97.87 10846.91 -10143.91 -3915.35 -3574.65 7.02 2.83 1173.85 -1123.08 1135.75 -1083.77 2.73 -0.91 4772.79 -4937.58 -4790.42 4772.79 -3.39 1.13 104.74 -120.34 1.41 101.62 -2.42 -0.00 23408.19 -24813.25 -17559.90 -17589.58 61.41 -58.50 2565.97 -2626.80
Major Axis Moment kg-m 0 0 0 0 0 -32 -79 94 94 -82 94 0 0 0 0 0 0 0 0 0 0 0 0 93 3 93 93 93 93 0 0 -3 0 0 0 0 0 -1 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 -20 12 39 -5 -32 28 0 0
Minor Axis Moment kg-m 0 0 0 0 0 37 -78 93 93 56 93 0 0 0 0 0 0 0 0 0 0 0 0 93 2 93 93 93 93 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -20 14 -5 39 -31 30 0 0
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Page
Job
RISATower
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Component Type
Horizontal
Top Girt
Inner Bracing
T6
45 - 40
Leg
Diagonal
Horizontal
Top Girt
T7
40 - 35
24 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Leg
Diagonal
Horizontal
Condition Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx
Gov. Load Comb. 2 4 2 4 3 3 5 2 5 2 5 5 1 4 1 4 3 3 1 4 1 4 3 3 5 5 5 2 4 4 2 4 2 4 5 3 5 5 5 5 2 5 1 4 1 4 3 3 3 3 3 3 4 4 2 4 2 4 3 3 5
Force kg 2220.88 331.37 2.25 -0.04 100.89 -131.80 67.19 67.07 -4.76 -0.12 3128.79 -2981.78 84.70 87.68 4.39 -0.00 187.01 -82.60 133.79 1.12 -10.33 0.13 35669.06 -38749.74 -22785.63 -27023.20 93.67 93.08 3166.69 -3220.58 2784.95 28.77 2.83 -0.05 126.49 -197.03 113.72 -72.64 6.66 2.38 142.56 -185.64 8.35 6.89 4.39 -0.00 50298.14 -54472.25 -54393.55 -753.63 -521.55 216.01 3915.76 -4020.26 3176.00 -369.74 2.83 -0.05 557.86 -623.72 532.14
Major Axis Moment kg-m -1 0 0 0 0 1 2 2 2 2 0 0 -2 0 0 0 0 0 7 0 0 0 -36 30 73 -11 -41 -23 0 0 -1 0 0 0 4 -2 4 1 4 1 0 0 -2 0 0 0 271 -142 -323 -15 315 -15 0 0 -1 0 0 0 3 -2 4
Minor Axis Moment kg-m 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -37 30 -11 73 -24 -41 0 0 0 0 0 0 0 -1 0 -2 0 -2 0 0 0 0 0 0 2 -1 -3 -202 0 -202 0 0 0 0 0 0 -1 -1 0
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Page
Job
RISATower
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Component Type
Top Girt
T8
35 - 30
Leg
Diagonal
Horizontal
Top Girt
T9
30 - 25
25 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Leg
Diagonal
Horizontal
Top Girt
Redund Horz 1 Bracing
Condition Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Gov. Load Comb. 4 5 4 5 5 1 4 1 4 3 3 3 3 3 3 2 2 2 4 2 4 3 3 5 4 5 4 4 5 1 4 1 4 3 3 3 2 4 3 5 2 3 3 3 3 3 4 2 4 2 4 2 2 8 4 8 4 3
Max. Compression Max. Mx
3 1
Force kg -255.71 6.39 -2.73 179.60 -255.45 13.34 10.41 4.39 -0.00 68960.87 -73030.47 -72994.31 -1108.44 -989.90 -392.26 5211.20 -5365.68 3796.73 -473.63 -4.47 0.06 1041.55 -1170.39 677.96 -326.66 7.90 -4.58 145.01 -273.60 10.41 4.07 4.39 -0.00 67395.92 -70996.87 -70851.76 -48050.86 326.26 412.89 8122.38 -9025.63 -4565.37 -5954.87 13.88 -19.82 249.33 -427.62 22.80 -8.08 3.72 0.46 1014.29 -1035.33 -217.11 32.91 -11.53 0.55 1066.16
Major Axis Moment kg-m 0 4 0 0 0 -2 0 0 0 379 -248 478 -33 478 -33 0 0 2 0 0 0 4 -3 6 0 6 0 0 0 -2 0 0 0 -145 113 202 -48 -158 -178 -6 0 -16 -15 -16 0 1 1 1 1 1 1 0 0 6 0 0 0 0
Minor Axis Moment kg-m 3 0 0 0 0 0 0 0 0 16 4 -13 -315 -13 -315 0 0 0 0 0 0 -2 -2 1 4 1 0 0 0 0 0 0 0 -143 104 189 -193 -75 -179 9 0 -23 26 -23 0 0 0 0 0 0 0 0 0 0 0 0 0 0
-1066.16 38.71
0 0
0 0
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Page
Job
RISATower
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Component Type
Redund Diag 1 Bracing
Redund Hip 1 Bracing
Inner Bracing
T10
25 - 20
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ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Leg
Diagonal
Horizontal
Top Girt
Redund Horz 1 Bracing
Redund Diag 1 Bracing
Condition Max. My Max. Vy Max. Vx Max Tension
Gov. Load Comb. 4 1 4 3
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Force kg -390.76 0.62 -0.03 1360.21
Major Axis Moment kg-m 0 0 0 0
Minor Axis Moment kg-m 0 0 0 0
3 2 2 2 2 3
-1360.21 622.49 400.67 0.94 0.12 31.58
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 1 3 1 3 3 3 1 4 1 4 3 3 3 5 3 3 3 2 3 3 3 3 3 3 2 4 2 4 2 2 8 4 8 4 3
-61.82 -0.37 0.89 1.03 -0.00 146.94 -142.22 9.75 29.22 -6.21 0.04 73306.90 -78299.98 -77861.92 -51577.69 325.04 -376.20 7981.88 -8381.47 -4202.59 -4951.23 13.10 -16.13 271.77 -404.91 -10.92 -9.95 4.02 0.37 6791.36 -6242.85 1780.87 312.35 -14.37 -0.69 1175.83
0 0 0 0 0 0 0 4 0 0 0 -84 193 202 65 -197 -197 -10 0 -14 -14 -14 0 1 1 1 1 1 1 0 0 9 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 -73 185 189 192 -183 -183 15 0 -20 22 -20 0 0 0 0 0 0 0 0 0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 1 4 1 4 3
-1175.83 45.22 -609.96 0.75 -0.04 1280.12
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx
3 2 2 2 2
-1280.12 597.22 311.42 1.12 0.12
0 0 0 0 0
0 0 0 0 0
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Page
Job
RISATower
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Component Type
Condition
Redund Hip 1 Bracing
Inner Bracing
T11
20 - 14
27 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Leg
Diagonal
Horizontal
Top Girt
Redund Horz 1 Bracing
Redund Diag 1 Bracing
Redund Hip 1 Bracing
Inner Bracing
Force
Max Tension
Gov. Load Comb. 3
kg 27.28
Major Axis Moment kg-m 0
Minor Axis Moment kg-m 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 1 3 1 3 2 2 1 4 1 4 3 3 4 2 4 5 3 3 3 2 3 2 3 4 2 5 2 5 2 2 5 4 5 4 3
-50.86 -0.49 0.84 1.25 -0.00 132.43 -132.43 88.71 23.50 -7.74 0.04 80059.77 -86132.85 -54678.31 -56415.91 339.52 328.66 7705.00 -7979.97 -3599.71 -7463.06 10.83 -11.89 128.36 -300.79 -10.29 -47.96 4.64 0.33 6903.03 -6289.26 -6180.11 387.35 -16.47 -0.79 1293.46
0 0 0 0 0 0 0 7 0 0 0 -157 168 -205 -34 -205 -59 -9 0 -13 -6 -13 0 2 1 2 2 2 2 0 0 12 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 -155 173 -40 -200 -40 -191 12 0 -18 -19 -18 0 0 0 0 0 0 0 0 0 0 -1 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 1 4 1 4 3
-1293.46 53.34 -515.16 0.90 -0.04 1410.30
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 2 2 2 2 3
-1410.30 593.70 254.50 1.34 0.14 16.82
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx
3 1 3 1 3 2 2 1
-37.69 -1.00 -1.01 1.72 -0.00 133.42 -133.42 105.64
0 0 0 0 0 0 0 9
0 0 0 0 0 0 0 0
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Page
Job
RISATower
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
T12
Elevation m
14 - 8
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Component Type
Leg
Diagonal
Horizontal
Top Girt
Redund Horz 1 Bracing
Redund Diag 1 Bracing
Redund Hip 1 Bracing
Inner Bracing
T13
8-5
28 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Leg
Diagonal
Condition Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Gov. Load Comb. 4 1 4 3 3 4 2 2 5 3 2 3 2 3 2 3 3 2 2 2 2 2 2 1 4 1 4 3
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Force kg 21.68 -9.26 0.03 84505.18 -91457.92 -58512.71 -59323.40 270.67 257.78 9025.12 -9790.55 -5048.76 -9235.79 13.73 -13.15 101.35 -286.06 -43.18 -46.72 5.39 0.32 8189.92 -7367.53 387.11 505.95 26.09 1.25 1373.43
Major Axis Moment kg-m 0 0 0 -150 159 -178 -40 -176 -44 -11 0 -15 -8 -15 0 2 2 2 2 2 2 0 0 23 0 0 0 0
Minor Axis Moment kg-m 0 0 0 -133 160 -34 -178 -42 -171 14 0 -20 -22 -20 0 0 0 0 0 0 0 0 0 0 -1 0 0 0
3 1 4 1 4 3
-1373.43 59.57 -423.62 2.12 -0.10 1324.40
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 2 4 2 4 3
-1324.40 454.80 214.49 2.29 -0.21 16.03
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 1 3 1 3 2 2 1 4 1 4 3 3 3 3 3 3 3
-43.53 -1.60 -1.77 3.00 -0.00 156.29 -156.29 110.56 25.07 -11.10 0.02 83087.61 -90611.24 -89799.43 -89799.43 392.86 388.76 10541.88
0 -1 0 0 0 0 0 14 0 0 0 11 -16 159 159 -139 159 0
0 0 0 0 0 0 0 0 0 0 0 13 -16 160 160 -135 160 0
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
29 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Component Type
Top Girt
Redund Horz 1 Bracing
Redund Horz 2 Bracing
Redund Horz 3 Bracing
Redund Diag 1 Bracing
Redund Diag 2 Bracing
Redund Diag 3 Bracing
Redund Hip 1 Bracing
Redund Hip 2
Condition Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Gov. Load Comb. 3 3 3 3 3 2 2 1 4 1 4 3
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Force kg -11454.56 -10801.00 -11454.56 -30.43 -33.23 5468.99 -4856.96 268.12 317.82 -24.63 2.97 1368.86
Major Axis Moment kg-m -22 -22 -22 -22 3 0 0 -25 0 0 0 0
Minor Axis Moment kg-m 29 -28 29 -28 2 0 0 0 3 0 0 0
3 1 4 1 4 3
-1368.86 65.54 -384.42 -0.67 -0.08 1368.86
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 1 3 1 3 3
-1368.86 65.54 80.13 1.58 -0.19 1368.86
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 1 3 1 3 3
-1368.86 65.54 80.13 2.72 -0.33 1172.86
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 2 4 2 4 3
-1172.86 417.63 328.16 2.02 -0.36 854.86
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 2 4 2 4 3
-854.86 60.18 35.27 2.88 0.40 781.14
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 2 4 2 4 3
-781.14 19.43 120.75 5.53 -0.72 71.68
0 -3 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 1 3 1 3 3
-94.41 1.72 2.96 1.91 -0.00 33.09
0 0 0 0 0 0
0 0 0 0 0 0
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Page
Job
RISATower
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Component Type
Condition
Gov. Load Comb.
Force kg
Major Axis Moment kg-m
Minor Axis Moment kg-m
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 1 3 1 3 3 3 1 4 1 4 3 3 2 4 2 2 3 3 3 4 3 4 3 3 2 2 2 3 3
-55.76 -8.25 -9.53 3.81 -0.00 147.13 -119.27 93.73 23.49 -12.93 0.01 82756.80 -91303.07 -61379.68 -60183.43 -179.37 177.81 9908.34 -11170.92 -2775.15 -8796.26 37.00 -31.64 54.13 -258.88 -84.44 -97.21 -13.84 -1.68 1379.34
0 -2 0 0 0 0 0 18 0 0 0 -11 0 -297 46 -297 -60 0 10 -56 5 5 0 6 6 7 7 7 7 0
0 0 0 0 0 0 0 0 0 0 0 -11 0 42 -296 42 274 0 -4 39 -59 -7 0 -1 -1 -1 -1 -1 -1 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 7 3 7 3 3
-1379.34 66.48 1379.34 -0.90 0.11 1379.34
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 4 2 4 2 3
-1379.34 -84.70 -199.11 2.42 -0.29 1546.71
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 4 4 4 4 3
-1546.71 1021.03 535.32 1.75 -0.64 945.80
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 3 4 3 4 3
-945.80 945.80 154.09 3.12 -0.60 52.47
0 -2 0 0 0 0
0 0 0 0 0 0
Max. Compression
3
-69.11
0
0
Bracing
Inner Bracing
T14
5-0
30 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Leg
Diagonal
Top Girt
Redund Horz 1 Bracing
Redund Horz 2 Bracing
Redund Diag 1 Bracing
Redund Diag 2 Bracing
Redund Hip 1 Bracing
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
RISATower
Page
Job
31 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Project
Date
11:06:48 01/22/11
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
Client
Designed by Ing Jaime Gutierrez C.
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Component Type
Condition
Redund Hip 2 Bracing
Max. Mx Max. My Max. Vy Max. Vx Max Tension
Gov. Load Comb. 1 4 1 4 3
Max. Compression Max. Mx Max. My Max. Vy Max. Vx
4 1 2 1 2
Force kg -3.44 -25.28 2.54 0.00 20.18
Major Axis Moment kg-m -1 0 0 0 0
Minor Axis Moment kg-m 0 0 0 0 0
-45.73 -8.16 -44.62 5.08 0.00
0 -3 0 0 0
0 0 0 0 0
Maximum Reactions Location
Condition
Leg D
Max. Vert Max. Hx Max. Hz Min. Vert Min. Hx Min. Hz Max. Vert Max. Hx Max. Hz Min. Vert Min. Hx Min. Hz Max. Vert Max. Hx Max. Hz Min. Vert Min. Hx Min. Hz Max. Vert Max. Hx Max. Hz Min. Vert Min. Hx Min. Hz
Leg C
Leg B
Leg A
Gov. Load Comb. 5 5 3 3 3 5 5 2 2 2 5 4 3 5 3 5 3 5 2 2 2 5 5 4
Vertical kg
Horizontal, X kg
Horizontal, Z kg
61477.87 61477.87 -83768.41 -83768.41 -83768.41 61477.87 62510.64 -50623.66 -50623.66 -50623.66 62510.64 62127.49 94888.72 -49938.72 94888.72 -49938.72 94888.72 -49938.72 62155.28 62155.28 62155.28 -50993.49 -50993.49 -50580.94
10790.24 10790.24 -11129.84 -11129.84 -11129.84 10790.24 -11129.69 9212.53 9212.53 9212.53 -11129.69 -6115.65 -12901.41 8963.56 -12901.41 8963.56 -12901.41 8963.56 11034.39 11034.39 11034.39 -9093.55 -9093.55 -3766.12
-5833.58 -5833.58 10716.34 10716.34 10716.34 -5833.58 -5895.01 3735.06 3735.06 3735.06 -5895.01 -10883.85 12924.18 -3723.37 12924.18 -3723.37 12924.18 -3723.37 5856.74 5856.74 5856.74 -3994.91 -3994.91 -9298.39
Tower Mast Reaction Summary Load Combination Dead Only Dead+Wind 0 deg - No Ice Dead+Wind 45 deg - No Ice Dead+Wind 90 deg - No Ice Dead+Wind 180 deg - No Ice Dead+Wind 0 deg - Service
Vertical kg 23056.34 23056.30 23056.29 23056.30 23056.30 23056.34
Shearx
Shearz
kg
kg
0.08 323.78 15986.31 20101.79 469.43 80.95
-0.09 -19914.65 -15900.24 25.93 19446.87 -4978.67
Overturning Moment, Mx kg-m 1613 -685366 -538679 -5273 671388 -170131
Overturning Moment, Mz kg-m 1188 -12075 -527904 -678142 -6231 -2126
Torque kg-m 0 -1335 2659 4101 1252 -334
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Load Combination
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Vertical
Dead+Wind 45 deg - Service Dead+Wind 90 deg - Service Dead+Wind 180 deg - Service
32 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Shearx
kg 23056.34 23056.34 23056.34
Shearz
kg 3996.61 5025.45 117.36
kg -3975.09 6.48 4861.71
Overturning Moment, Mx kg-m -133462 -102 169077
Overturning Moment, Mz kg-m -131085 -168644 -659
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Torque kg-m 665 1026 313
Solution Summary Load Comb. 1 2 3 4 5 6 7 8 9
Sum of Applied Forces PY kg -23056.34 -23056.34 -23056.34 -23056.34 -23056.34 -23056.34 -23056.34 -23056.34 -23056.34
PX kg 0.00 323.77 15987.71 20103.50 469.44 80.94 3996.93 5025.87 117.36
PZ kg -0.00 -19916.42 -15901.70 25.91 19448.61 -4979.10 -3975.42 6.48 4862.15
PX kg -0.08 -323.78 -15986.31 -20101.79 -469.43 -80.95 -3996.61 -5025.45 -117.36
Sum of Reactions PY kg 23056.34 23056.30 23056.29 23056.30 23056.30 23056.34 23056.34 23056.34 23056.34
PZ kg 0.09 19914.65 15900.24 -25.93 -19446.87 4978.67 3975.09 -6.48 -4861.71
Non-Linear Convergence Results Load Combination 1 2 3 4 5 6 7 8 9
Converged? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Number of Cycles 6 15 15 15 15 15 15 15 15
Displacement Tolerance 0.00000001 0.00008777 0.00009515 0.00008762 0.00008773 0.00000001 0.00000001 0.00000001 0.00000001
Force Tolerance 0.00003342 0.00013883 0.00014954 0.00013824 0.00013922 0.00013283 0.00013270 0.00013214 0.00013353
Maximum Tower Deflections - Service Wind Section No. T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11
Elevation m 66 - 60 60 - 56 56 - 52 52 - 50 50 - 45 45 - 40 40 - 35 35 - 30 30 - 25 25 - 20 20 - 14
Horz. Deflection mm 243.03 189.37 156.27 128.49 118.49 93.83 71.38 51.59 35.37 23.00 13.57
Gov. Load Comb. 7 7 7 7 7 7 7 7 7 7 7
Tilt
Twist
° 0.5172 0.4891 0.4387 0.3273 0.2843 0.2644 0.2333 0.2004 0.1553 0.1195 0.0874
° 0.0303 0.0291 0.0264 0.0203 0.0199 0.0188 0.0173 0.0151 0.0130 0.0086 0.0058
% Error 0.001% 0.006% 0.006% 0.006% 0.006% 0.002% 0.002% 0.002% 0.002%
Page
Job
RISATower
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No. T12 T13 T14
Elevation m 14 - 8 8-5 5-0
33 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Horz. Deflection mm 5.44 0.55 0.61
Gov. Load Comb. 7 7 7
Tilt
Twist
° 0.0570 0.0289 0.0168
° 0.0031 0.0016 0.0011
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Critical Deflections and Radius of Curvature - Service Wind Elevation m 66.000 65.500 65.000 64.500 64.000 63.500 63.000 62.500 62.000 61.500 60.000 59.500 59.000 58.500 58.000 57.500 57.000 56.500 56.000 55.500 55.000 54.500 54.000 50.000 49.000 48.000 47.000 46.000 45.000 44.000 43.000 42.000 41.800 41.300 40.800 40.300 39.800 39.300 38.800 38.300
Appurtenance RYMSA UHF/AT15-250 PANEL RYMSA UHF/AT15-250 PANEL RYMSA UHF/AT15-250 PANEL RYMSA UHF/AT15-250 PANEL RYMSA UHF/AT15-250 PANEL RYMSA UHF/AT15-250 PANEL RYMSA UHF/AT15-250 PANEL RYMSA UHF/AT15-250 PANEL RYMSA UHF/AT15-250 PANEL ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN
Gov. Load Comb. 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7
Deflection
Tilt
Twist
mm 243.03 238.48 233.93 229.39 224.86 220.35 215.85 211.37 206.91 202.48 189.37 185.07 180.81 176.60 172.43 168.31 164.24 160.23 156.27 152.37 148.55 144.83 141.23 118.49 113.62 108.66 103.67 98.70 93.83 89.09 84.49 80.02 79.14
° 0.5172 0.5154 0.5136 0.5117 0.5098 0.5077 0.5056 0.5033 0.5009 0.4982 0.4891 0.4855 0.4815 0.4769 0.4714 0.4651 0.4576 0.4489 0.4387 0.4270 0.4140 0.4000 0.3854 0.2843 0.2731 0.2676 0.2658 0.2654 0.2644 0.2609 0.2553 0.2483 0.2468
° 0.0303 0.0303 0.0302 0.0301 0.0300 0.0299 0.0298 0.0297 0.0296 0.0295 0.0291 0.0290 0.0288 0.0286 0.0283 0.0280 0.0276 0.0270 0.0264 0.0256 0.0248 0.0239 0.0230 0.0199 0.0198 0.0197 0.0194 0.0191 0.0188 0.0185 0.0182 0.0179 0.0179
Radius of Curvature m 25494 25494 25494 25494 19426 15541 12951 11101 9713 8634 6547 6117 5764 5461 5190 4945 4687 4290 3708 3043 2473 2046 1740 405229 11478 30894 34308 11273 7603 7336 8047 8966 9176
7
76.95
0.2430
0.0177
9744
7
74.79
0.2392
0.0176
10319
7
72.65
0.2355
0.0174
10735
7
70.54
0.2319
0.0172
10791
7
68.45
0.2285
0.0170
10454
7
66.38
0.2253
0.0168
9914
7
64.34
0.2222
0.0165
9349
Page
Job
RISATower
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Elevation m 37.800 35.000 31.800 31.500 26.500 23.500 19.000 13.000 8.500
34 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Appurtenance (2) ANTENA PANEL FM KATHREIN 6 FT DISH 8 FT DISH 8 FT DISH HP10-59W 8 FT DISH 8 FT DISH HP6-107G Andrew KP4/KP4F
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Gov. Load Comb. 7
Deflection
Tilt
Twist
mm 62.32
° 0.2191
° 0.0163
Radius of Curvature m 8811
7 7 7 7 7 7 7 7
51.59 40.75 39.82 26.36 19.89 12.01 4.30 0.69
0.2004 0.1717 0.1689 0.1294 0.1096 0.0818 0.0522 0.0311
0.0151 0.0140 0.0139 0.0099 0.0075 0.0054 0.0028 0.0017
6728 6144 6090 8010 9258 10181 12830 4003
Maximum Tower Deflections - Design Wind Section No. T1 T2 T3 T4 T5 T6 T7 T8 T9 T10 T11 T12 T13 T14
Elevation m 66 - 60 60 - 56 56 - 52 52 - 50 50 - 45 45 - 40 40 - 35 35 - 30 30 - 25 25 - 20 20 - 14 14 - 8 8-5 5-0
Horz. Deflection mm 983.57 766.40 632.59 520.32 479.78 379.86 288.85 208.60 142.83 92.80 54.69 21.90 2.17 2.49
Gov. Load Comb. 3 3 3 3 3 3 3 3 3 3 3 3 3 3
Tilt
Twist
° 2.0940 1.9784 1.7736 1.3248 1.1523 1.0720 0.9467 0.8129 0.6297 0.4842 0.3538 0.2303 0.1168 0.0679
° 0.1196 0.1157 0.1050 0.0812 0.0797 0.0754 0.0692 0.0606 0.0523 0.0343 0.0234 0.0125 0.0064 0.0044
Critical Deflections and Radius of Curvature - Design Wind Elevation
Appurtenance
m 66.000 65.500 65.000 64.500 64.000 63.500 63.000 62.500 62.000 61.500 60.000 59.500 59.000 58.500 58.000 57.500
RYMSA UHF/AT15-250 PANEL RYMSA UHF/AT15-250 PANEL RYMSA UHF/AT15-250 PANEL RYMSA UHF/AT15-250 PANEL RYMSA UHF/AT15-250 PANEL RYMSA UHF/AT15-250 PANEL RYMSA UHF/AT15-250 PANEL RYMSA UHF/AT15-250 PANEL RYMSA UHF/AT15-250 PANEL ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983
Gov. Load Comb. 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3
Deflection
Tilt
Twist
mm 983.57 965.16 946.76 928.38 910.05 891.77 873.56 855.42 837.38 819.44 766.40 749.02 731.80 714.77 697.92 681.26
° 2.0940 2.0866 2.0791 2.0713 2.0633 2.0550 2.0461 2.0368 2.0267 2.0160 1.9784 1.9637 1.9472 1.9283 1.9062 1.8804
° 0.1196 0.1194 0.1192 0.1189 0.1187 0.1184 0.1181 0.1178 0.1175 0.1171 0.1157 0.1152 0.1145 0.1137 0.1126 0.1113
Radius of Curvature m 6219 6219 6219 6219 4739 3791 3159 2708 2369 2106 1598 1494 1410 1337 1272 1213
RISATower
Page
Job
35 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Project
Date
11:06:48 01/22/11
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Elevation m 57.000 56.500 56.000 55.500 55.000 54.500 54.000 50.000 49.000 48.000 47.000 46.000 45.000 44.000 43.000 42.000 41.800 41.300 40.800 40.300 39.800 39.300 38.800 38.300 37.800 35.000 31.800 31.500 26.500 23.500 19.000 13.000 8.500
Client
Designed by Ing Jaime Gutierrez C.
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Appurtenance ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL UHF 0.48x0.983 ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN (2) ANTENA PANEL FM KATHREIN 6 FT DISH 8 FT DISH 8 FT DISH HP10-59W 8 FT DISH 8 FT DISH HP6-107G Andrew KP4/KP4F
Gov. Load Comb. 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3
Deflection
Tilt
Twist
mm 664.82 648.59 632.59 616.83 601.39 586.37 571.83 479.78 460.05 439.95 419.73 399.61 379.86 360.66 342.01 323.86 320.29
° 1.8501 1.8147 1.7736 1.7263 1.6738 1.6175 1.5587 1.1523 1.1072 1.0853 1.0780 1.0765 1.0720 1.0580 1.0354 1.0073 1.0013
° 0.1096 0.1075 0.1050 0.1020 0.0987 0.0952 0.0917 0.0797 0.0794 0.0788 0.0778 0.0766 0.0754 0.0743 0.0731 0.0720 0.0717
Radius of Curvature m 1151 1055 914 753 613 508 433 109167 2870 7748 8693 2808 1894 1825 2006 2242 2296
3
311.43
0.9860
0.0711
2442
3
302.67
0.9706
0.0704
2590
3
294.01
0.9554
0.0697
2695
3
285.43
0.9410
0.0689
2704
3
276.95
0.9273
0.0681
2608
3
268.56
0.9142
0.0672
2459
3
260.27
0.9016
0.0663
2307
3
252.09
0.8891
0.0654
2171
3 3 3 3 3 3 3 3
208.60 164.63 160.85 106.39 80.21 48.40 17.27 2.72
0.8129 0.6963 0.6848 0.5244 0.4438 0.3309 0.2109 0.1257
0.0606 0.0562 0.0557 0.0397 0.0302 0.0215 0.0111 0.0068
1660 1521 1511 1972 2285 2505 3191 981
Bolt Design Data Section No.
Elevation
Component Type
Bolt Grade
Leg
A325N
16
8
Maximum Load per Bolt kg 13.82
Diagonal
A325N
16
2
618.52
2922.37
Top Girt
A325N
16
2
7.45
2922.37
Leg
A325N
16
12
1438.50
5528.16
Diagonal
A325N
16
2
1190.34
2922.37
m T1
T2
66
60
Bolt Size mm
Number Of Bolts
Allowable Load kg 5528.16
Ratio Load Allowable 0.002 0.212 0.003 0.260 0.407
Allowable Ratio
Criteria
1.333
Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bearing
1.333
Bolt Shear
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
Component Type
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Bolt Grade
Top Girt
A325N
16
2
Maximum Load per Bolt kg 54.57
m
T3
T4
T5
T6
T7
T8
T9
T10
T11
T12
56
52
50
45
40
35
30
25
20
14
36 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Bolt Size mm
Number Of Bolts
Allowable Load kg 2922.37
Leg
A325N
16
12
3808.57
5528.16
Diagonal
A325N
16
2
1576.32
2922.37
Top Girt
A325N
16
2
96.48
2922.37
Leg
A325N
16
16
3848.33
5528.16
Diagonal
A325N
19
2
5423.47
4208.21
Horizontal
A307
16
2
586.93
1391.60
Top Girt
A325N
16
2
2468.79
5844.72
Leg
A325N
16
14
2871.78
5528.16
Diagonal
A325N
16
2
1313.40
2922.37
Horizontal
A307
16
2
65.90
1391.60
Top Girt
A325N
16
2
1564.40
2922.37
Leg
A325N
16
14
4596.84
5528.16
Diagonal
A325N
16
2
1610.29
2922.37
Horizontal
A307
16
2
98.52
1391.60
Top Girt
A325N
16
2
92.82
2922.37
Leg
A325N
16
20
4659.12
5844.72
Diagonal
A325N
16
2
2010.13
2922.37
Horizontal
A307
16
2
311.86
1391.60
Top Girt
A325N
16
2
127.73
2922.37
Leg
A325N
16
20
6416.66
5844.72
Diagonal
A325N
16
3
1788.56
5844.72
Horizontal
A307
16
2
585.19
1391.60
Top Girt
A325N
16
2
136.80
2922.37
Leg
A325N
16
20
7098.09
5844.72
Diagonal
A325N
16
2
4512.81
5844.72
Horizontal
A307
16
2
213.81
1391.60
Top Girt
A325N
16
2
517.67
5844.72
Leg
A325N
16
24
6492.41
5844.72
Diagonal
A325N
16
2
4190.73
5844.72
Horizontal
A307
16
2
202.45
1391.60
Top Girt
A325N
16
2
3395.68
5844.72
Leg
A325N
16
28
6128.08
5844.72
Diagonal
A325N
16
2
3989.99
5844.72
Horizontal
A307
16
2
150.39
1391.60
Top Girt
A325N
16
2
3451.52
5844.72
Leg
A325N
16
28
6504.79
5844.72
Diagonal
A325N
16
2
4895.26
5844.72
Horizontal
A307
16
2
143.03
1391.60
Top Girt
A325N
16
2
4094.96
5844.72
Ratio Load Allowable 0.019 0.689 0.539 0.033 0.696 1.289 0.422 0.422 0.519 0.449 0.047 0.535 0.832 0.551 0.071 0.032 0.797 0.688 0.224 0.044 1.098 0.306 0.421 0.047 1.214 0.772 0.154 0.089 1.111 0.717 0.145 0.581 1.048 0.683 0.108 0.591 1.113 0.838 0.103 0.701
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Allowable Ratio
Criteria
1.333
Bolt Shear
1.333
Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
Page
Job
RISATower
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Component Type
Bolt Grade
m T13
T14
8
5
37 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Leg
A325N
Bolt Size mm
Number Of Bolts
16
28
Maximum Load per Bolt kg 6416.61
Allowable Load kg 5844.72
Diagonal
A325N
16
2
5727.29
5844.72
Top Girt
A325N
16
2
2734.50
2922.37
Leg
A325N
16
28
6508.78
5844.72
Diagonal
A325N
19
3
3723.64
4208.21
Top Girt
A325N
16
2
129.44
2922.37
Ratio Load Allowable 1.098 0.980 0.936 1.114 0.885 0.044
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Allowable Ratio
Criteria
1.333
Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
Compression Checks Leg Design Data (Compression) mm2 929
Actual P kg -7373.06
Allow. Pa kg 16465.77
Ratio P Pa 0.448
174
1855
-20718.34
32879.79
0.630
44.3 K=1.33
174
1855
-39182.32
32879.79
1.192
1.107
54.8 K=1.00
140
2503
-28965.06
35784.95
0.809
5.000
1.250
83.1 K=1.00
127
2782
-24813.23
35973.51
0.690
3L76x76x6.4
5.000
1.250
83.1 K=1.00
127
2782
-38749.73
35973.51
1.077
40 - 35
4L76x76x6
5.000
1.250
39.4 K=1.00
179
3716
-54472.38
67716.37
0.804
T8
35 - 30
4L76x76x6
5.000
1.250
39.4 K=1.00
179
3716
-73030.66
67716.37
1.078
T9
30 - 25
L102x7.9+L102x12.7
5.011
1.253
62.6 K=1.00
154
4265
-70996.75
66770.18
1.063
T10
25 - 20
L102x7.9+L102x12.7
5.011
1.253
62.6 K=1.00
154
4265
-78300.04
66770.18
1.173
T11
20 - 14
L102x9.5+L127x12.7
6.014
1.503
75.7 K=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
Fa
A
MPa 174
44.3 K=1.33
0.500
2.213
3L76x76x6.4
45 - 40
T7
Section No.
Elevation
Size
L
Lu
T1
m 66 - 60
L76x76x6
m 6.000
m 0.500
T2
60 - 56
2L76x76x6.4
4.000
0.500
T3
56 - 52
2L76x76x6.4
4.000
T4
52 - 50
2L102x102x6.4
T5
50 - 45
T6
Kl/r
44.3 K=1.33
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
38 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Diagonal Design Data (Compression) Section No.
Elevation
Size
L
Lu
Kl/r
MPa 147
2
mm 461
Actual P kg -1218.77
Allow. Pa kg 6901.91
Ratio P Pa 0.177
Fa
A
T1
m 66 - 60
L51x51x4.8
m 0.781
m 0.682
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
151.9 K=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
117.0 K=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
Allow. Pa kg 3555.47
Ratio P Pa 0.316
68.1 K=1.00
Horizontal Design Data (Compression) Section No.
Elevation
Size
L
Lu
T4
m 52 - 50
L51x51x4.8
m 1.270
m 1.168
T5
50 - 45
L51x51x4.8
1.940
0.932
T6
45 - 40
L51x51x4.8
1.940
T7
40 - 35
L51x51x4.8
T8
35 - 30
T9
30 - 25
Fa
A
MPa 76
mm2 461
Actual P kg -1123.08
93.1 K=1.00
112
461
-131.80
5272.42
0.025
1.864
118.9 K=1.00
73
461
-197.03
3423.49
0.058
1.940
1.864
118.9 K=1.00
73
461
-623.72
3424.22
0.182
L51x51x4.8
1.940
1.864
118.9 K=1.00
73
461
-1170.39
3424.22
0.342
L51x51x4.8
2.178
1.038
103.8 K=1.00
95
461
-427.62
4482.78
0.095
Kl/r
116.7 K=1.00
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
39 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Size
L
Lu
T10
m 25 - 20
L51x51x4.8
m 2.655
m 1.277
T11
20 - 14
L51x51x4.8
3.181
1.539
T12
14 - 8
L51x51x4.8
3.754
1.826
Kl/r
Designed by Ing Jaime Gutierrez C.
mm2 461
Actual P kg -404.91
Allow. Pa kg 2974.65
Ratio P Pa 0.136
44
461
-300.79
2046.69
0.147
31
461
-286.06
1454.81
0.197
Allow. Pa kg 7777.75
Ratio P Pa 0.002
Fa
A
MPa 63
153.8 K=1.00 182.5 K=1.00
127.6 K=1.00
11:06:48 01/22/11
Top Girt Design Data (Compression) Section No.
Elevation
Size
L
Lu
T1
m 66 - 60
L51x51x4.8
m 0.600
m 0.524
T2
60 - 56
L51x51x4.8
0.600
0.524
T3
56 - 52
L51x51x4.8
0.600
T4
52 - 50
2L51x51x6
T5
50 - 45
T6
Fa
A
MPa 165
mm2 461
Actual P kg -14.24
52.3 K=1.00
165
461
-108.37
7777.75
0.014
0.524
52.4 K=1.00
165
461
-192.96
7776.71
0.025
0.600
0.524
24.3 K=1.00
192
1213
-4937.58
23731.19
0.208
L51x51x4.8
1.940
1.838
117.3 K=1.00
75
461
-2981.78
3521.03
0.847
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
Kl/r
52.3 K=1.00
Redundant Horizontal (1) Design Data (Compression) Section No. T9
Elevation
Size
L
Lu
Kl/r
Fa
A
m 30 - 25
L38x38x3.2
m 0.545
m 0.494
65.6
MPa 150
mm2 232
Actual P kg -1066.16
Allow. Pa kg 3542.46
Ratio P Pa 0.301
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
40 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Size
m
L
Lu
m
m
Kl/r
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
Fa
A
MPa 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
72.4 K=1.00
141
232
-1368.86
3340.34
0.410
T14
5-0
L38x38x3.2
0.794
0.730
97.1 K=1.00
106
232
-1379.34
2506.32
0.550
Redundant Horizontal (2) Design Data (Compression) Section No.
Elevation
Size
L
Lu
T13
m 8-5
L44x44x3.2
m 1.191
m 1.140
T14
5-0
L51x51x3.2
1.588
1.524
Kl/r
129.4 K=1.00 150.9 K=1.00
mm2 272
Actual P kg -1368.86
Allow. Pa kg 1706.45
Ratio P Pa 0.802
312
-1379.34
1440.02
0.958
Fa
A
MPa 61 45
Redundant Horizontal (3) Design Data (Compression) Section No. T13
Elevation m 8-5
Size
L51x51x3.2
L m 1.786
Lu m 1.735
Kl/r
171.9 K=1.00
Fa MPa 35
A 2
mm 312
Actual P kg -1368.86
Allow. Pa kg 1110.90
Ratio P Pa 1.232
Redundant Diagonal (1) Design Data (Compression) Section No.
Elevation
mm2 312
Actual P kg -1360.21
Allow. Pa kg 2140.51
Ratio P Pa 0.635
59
312
-1280.12
1893.32
0.676
160.2 K=1.00
40
312
-1410.30
1278.76
1.103
1.708
170.7 K=1.00
35
461
-1324.40
1661.74
0.797
0.945
95.2
109
605
-1172.86
6722.83
0.174
Fa
A
MPa 67
131.6 K=1.00
1.617
1.810 1.020
Size
L
Lu
T9
m 30 - 25
L51x51x3.2
m 1.390
m 1.250
T10
25 - 20
L51x51x3.2
1.446
1.329
T11
20 - 14
L51x51x3.2
1.734
T12
14 - 8
L51x51x4.8
T13
8-5
L51x51x6.4
Kl/r
123.8 K=1.00
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
41 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Size
m
L
Lu
m
m
1.780
1.600
Kl/r
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
605
-1546.71
2448.91
0.632
Fa
A
MPa 40
K=1.00 T14
5-0
L51x51x6.4
161.1 K=1.00
Redundant Diagonal (2) Design Data (Compression) Section No.
Elevation
Size
L
Lu
T13
m 8-5
L51x51x4.8
m 1.487
m 1.428
T14
5-0
L51x51x4.8
2.177
2.098
Kl/r
142.7 K=1.00 209.7 K=1.00
MPa 51
2
mm 461
Actual P kg -854.86
Allow. Pa kg 2377.18
Ratio P Pa 0.360
23
461
-945.80
1101.61
0.859
Fa
A
Redundant Diagonal (3) Design Data (Compression) Section No. T13
Elevation m 8-5
Size
L
Lu
L51x51x6.4
m 2.023
m 1.968
Kl/r
198.2 K=1.00
Fa
A
MPa 26
mm2 605
Actual P kg -781.14
Allow. Pa kg 1617.80
Ratio P Pa 0.483
Allow. Pa kg 3278.29
Ratio P Pa 0.019
Redundant Hip (1) Design Data (Compression) Section No.
Elevation
Size
L
Lu
T9
m 30 - 25
L44x44x3.2
m 0.770
m 0.770
T10
25 - 20
L44x44x3.2
0.939
0.939
T11
20 - 14
L51x51x3.2
1.124
T12
14 - 8
L51x51x4.8
T13
8-5
T14
5-0
Fa
A
MPa 118
mm2 272
Actual P kg -61.82
106.6 K=1.00
90
272
-50.86
2510.07
0.020
1.124
111.4 K=1.00
82
312
-37.69
2624.89
0.014
1.327
1.327
132.6 K=1.00
59
461
-43.53
2754.23
0.016
L51x51x4.8
0.842
0.842
84.1 K=1.00
125
461
-94.41
5893.84
0.016
L51x51x4.8
1.123
1.123
112.2 K=1.00
82
461
-69.11
3848.52
0.018
Kl/r
87.4 K=1.00
Redundant Hip (2) Design Data (Compression)
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
42 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Size
L
Lu
T13
m 8-5
L51x51x4.8
m 1.684
m 1.684
T14
5-0
L51x51x4.8
2.245
2.245
Kl/r
168.3 K=1.00
Designed by Ing Jaime Gutierrez C.
mm2 461
Actual P kg -55.76
Allow. Pa kg 1710.46
Ratio P Pa 0.033
461
-45.73
962.13
0.048
Allow. Pa kg 9184.98
Ratio P Pa 0.013
Fa
A
MPa 36 20
224.4 K=1.00
11:06:48 01/22/11
Inner Bracing Design Data (Compression) Section No.
Fa
A
MPa 155
mm2 582
Actual P kg -120.34
211.8 K=1.00
23
768
-63.25
1796.67
0.035
2.667
266.5 K=1.00
14
461
-142.22
681.74
0.209
3.418
3.317
331.4 K=1.00
9
461
-132.43
440.97
0.300
KL/R > 250 (C) - 450 L51x51x4.8
4.093
3.991
398.8 K=1.00
6
461
-133.42
304.50
0.438
14 - 8
KL/R > 250 (C) - 525 L51x51x4.8
4.903
4.801
479.8 K=1.00
4
461
-156.29
210.39
0.743
8-5
KL/R > 250 (C) - 600 L51x51x4.8
5.713
5.612
560.8 K=1.00
3
461
-103.03
154.02
0.669
A
Allow. Pa kg 15699.97
Ratio P Pa 0.453
Elevation
Size
L
Lu
T4
m 52 - 50
L64x64x4.8
m 0.849
m 0.773
T5
50 - 45
L64x64x6.4
2.744
2.642
T9
30 - 25
L51x51x4.8
2.744
T10
25 - 20
KL/R > 250 (C) - 375 L51x51x4.8
T11
20 - 14
T12
T13
Kl/r
61.4 K=1.00
KL/R > 250 (C) - 675
Tension Checks Leg Design Data (Tension) Section No.
Elevation
Size
L
Lu
T1
m 66 - 60
L76x76x6
m 6.000
m 0.500
21.2
MPa 224
mm 687
Actual P kg 7116.55
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
Kl/r
Fa
2
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
43 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
mm2 2540
Actual P kg 23408.18
Allow. Pa kg 58045.78
Ratio P Pa 0.403
224
2540
35669.06
58045.78
0.614
39.4
224
2748
50297.96
62799.88
0.801
1.250
39.4
224
2748
68961.03
62799.88
1.098
5.011
1.253
40.1
224
3902
67396.13
89150.88
0.756
L102x7.9+L102x12.7
5.011
1.253
40.1
224
3902
73306.90
89150.88
0.822
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
Allow. Pa kg 6350.48
Ratio P Pa 0.195
Kl/r
Fa
A
m 1.250
52.9
MPa 224
5.000
1.250
52.9
4L76x76x6
5.000
1.250
35 - 30
4L76x76x6
5.000
T9
30 - 25
L102x7.9+L102x12.7
T10
25 - 20
T11
Section No.
Elevation
Size
L
Lu
T5
m 50 - 45
3L76x76x6.4
m 5.000
T6
45 - 40
3L76x76x6.4
T7
40 - 35
T8
Diagonal Design Data (Tension) Kl/r
Fa
A
m 0.682
43.5
MPa 224
mm2 278
Actual P kg 1237.04
0.781
0.682
43.5
224
278
2361.48
6350.48
0.372
L51x51x4.8
0.781
0.682
43.5
224
278
3068.05
6350.48
0.483
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
Section No.
Elevation
Size
L
Lu
T1
m 66 - 60
L51x51x4.8
m 0.781
T2
60 - 56
L51x51x4.8
T3
56 - 52
T4
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
44 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Size
m
L
Lu
m
m
Kl/r
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
Fa
A
MPa
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
Allow. Pa kg 6350.48
Ratio P Pa 0.185
Horizontal Design Data (Tension) Elevation
Size
L
Lu
Kl/r
Fa
A
T4
m 52 - 50
L51x51x4.8
m 1.270
m 1.168
74.5
MPa 224
mm2 278
Actual P kg 1173.86
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
Allow. Pa kg 6350.48
Ratio P Pa 0.002
Section No.
Top Girt Design Data (Tension) Section No.
Elevation
Size
L
Lu
Kl/r
Fa
A
T1
m 66 - 60
L51x51x4.8
m 0.600
m 0.524
33.4
MPa 224
mm2 278
Actual P kg 14.90
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
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
mm2 278
Actual P kg 179.60
Allow. Pa kg 6350.48
Ratio P Pa 0.028
224
278
145.01
6350.48
0.023
120.5
224
728
1014.29
16639.77
0.061
2.315
149.7
224
728
6791.37
16639.77
0.408
2.894
2.792
141.3
224
735
6903.04
16791.77
0.411
2L64x64x6
3.467
3.365
172.3
224
970
8189.93
22167.93
0.369
8-5
L102x102x6.4
4.040
3.938
124.0
224
848
5469.01
19376.20
0.282
5-0
L76x76x6.4
4.763
2.331
98.7
224
606
54.13
13848.04
0.004
Allow. Pa kg 4890.32
Ratio P Pa 0.218
Kl/r
Fa
A
m 1.864
118.9
MPa 224
1.940
1.864
118.9
2L51x51x6
1.940
1.864
25 - 20
2L51x51x6
2.417
T11
20 - 14
2L64x64x5
T12
14 - 8
T13 T14
Section No.
45 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Elevation
Size
L
Lu
T7
m 40 - 35
L51x51x4.8
m 1.940
T8
35 - 30
L51x51x4.8
T9
30 - 25
T10
Redundant Horizontal (1) Design Data (Tension) Elevation
Size
L
Lu
Kl/r
Fa
A
T9
m 30 - 25
L38x38x3.2
m 0.545
m 0.494
41.8
MPa 207
mm2 232
Actual P kg 1066.16
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
Allow. Pa kg 5740.80
Ratio P Pa 0.238
6591.29
0.209
Section No.
Redundant Horizontal (2) Design Data (Tension) Section No.
Elevation
Size
L
Lu
Kl/r
Fa
A
T13
m 8-5
L44x44x3.2
m 1.191
m 1.140
82.2
MPa 207
mm2 272
Actual P kg 1368.86
T14
5-0
L51x51x3.2
1.588
1.524
95.8
207
312
1379.34
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
46 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Redundant Horizontal (3) Design Data (Tension) Section No. T13
Elevation
Size
L
Lu
Kl/r
Fa
A
m 8-5
L51x51x3.2
m 1.786
m 1.735
109.1
MPa 207
mm2 312
Actual P kg 1368.86
Allow. Pa kg 6591.29
Ratio P Pa 0.208
Allow. Pa kg 6591.29
Ratio P Pa 0.206
Redundant Diagonal (1) Design Data (Tension) Section No.
Elevation
Size
L
Lu
T9
m 30 - 25
L51x51x3.2
m 1.390
T10
25 - 20
L51x51x3.2
T11
20 - 14
T12
Kl/r
Fa
A
m 1.250
78.6
MPa 207
mm2 312
Actual P kg 1360.21
1.446
1.329
83.6
207
312
1280.12
6591.29
0.194
L51x51x3.2
1.734
1.617
101.7
207
312
1410.30
6591.29
0.214
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
Allow. Pa kg 9729.56
Ratio P Pa 0.088
9729.56
0.097
Allow. Pa kg 12764.09
Ratio P Pa 0.061
Redundant Diagonal (2) Design Data (Tension) Section No.
Elevation
Size
L
Lu
T13
m 8-5
L51x51x4.8
m 1.487
T14
5-0
L51x51x4.8
2.177
Kl/r
Fa
A
m 1.428
91.1
MPa 207
mm2 461
Actual P kg 854.86
2.098
133.9
207
461
945.80
Redundant Diagonal (3) Design Data (Tension) Section No. T13
Elevation m 8-5
Size
L
Lu
L51x51x6.4
m 2.023
m 1.968
Kl/r
Fa
A
127.2
MPa 207
mm2 605
Actual P kg 781.14
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
47 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Redundant Hip (1) Design Data (Tension) Section No.
Elevation
Size
L
Lu
Kl/r
Fa
A
T9
m 30 - 25
L44x44x3.2
m 0.770
m 0.770
55.6
MPa 207
T10
25 - 20
L44x44x3.2
0.939
0.939
67.7
T11
20 - 14
L51x51x3.2
1.124
1.124
T12
14 - 8
L51x51x4.8
1.327
T13
8-5
L51x51x4.8
T14
5-0
L51x51x4.8
mm2 272
Actual P kg 31.58
Allow. Pa kg 5740.80
Ratio P Pa 0.006
207
272
27.28
5740.80
0.005
70.7
207
312
16.82
6591.29
0.003
1.327
84.7
207
461
16.03
9729.56
0.002
0.842
0.842
53.7
207
461
71.68
9729.56
0.007
1.123
1.123
71.6
207
461
52.47
9729.56
0.005
Allow. Pa kg 9729.56
Ratio P Pa 0.003
Redundant Hip (2) Design Data (Tension) Section No.
Elevation
Size
L
Lu
Kl/r
Fa
A
T13
m 8-5
L51x51x4.8
m 1.684
m 1.684
107.5
MPa 207
mm2 461
Actual P kg 33.09
T14
5-0
L51x51x4.8
2.245
2.245
143.3
207
461
20.18
9729.56
0.002
Allow. Pa kg 12274.21
Ratio P Pa 0.009
Inner Bracing Design Data (Tension) Section No.
Elevation
Size
L
Lu
Kl/r
Fa
A
T4
m 52 - 50
L64x64x4.8
m 0.849
m 0.773
39.1
MPa 207
mm2 582
Actual P kg 104.74
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
RISATower
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Job
48 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90 *
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
DL controls
Section Capacity Table Section No. T1
T2
T3
T4
T5
Elevation m
Component Type
Size
Critical Element
P kg
SF*Pallow kg
% Capacity
Pass Fail
66 - 60
Leg Diagonal
L76x76x6 L51x51x4.8
1 9
7116.55 1237.04
20928.06 8465.18
Pass Pass
Top Girt
L51x51x4.8
5
14.90
8465.18
Leg Diagonal
2L76x76x6.4 L51x51x4.8
59 68
-20718.34 2361.48
43828.75 8465.18
Top Girt
L51x51x4.8
62
109.14
8465.18
Leg Diagonal
2L76x76x6.4 L51x51x4.8
99 112
-39182.32 3068.05
43828.75 8465.18
Top Girt
L51x51x4.8
101
191.46
8465.18
Leg Diagonal
2L102x102x6.4 L76x76x6.4
139 161
-28965.06 -10143.92
47701.34 15524.89
Horizontal
L51x51x4.8
155
-1123.08
4739.44
Top Girt
2L51x51x6
143
4772.79
22180.81
Inner Bracing Leg Diagonal Horizontal
L64x64x4.8 3L76x76x6.4 L51x51x4.8 L51x51x4.8
142 169 187 202
-120.34 -24813.23 -2626.80 -131.80
12243.57 47952.69 2797.66 7028.14
Top Girt Inner Bracing Leg Diagonal Horizontal
L51x51x4.8 L64x64x6.4 3L76x76x6.4 L64x64x4.8 L51x51x4.8
175 171 229 237 235
-2981.78 -63.25 -38749.73 -3220.58 -197.03
4693.53 2394.96 47952.69 5570.74 4563.51
Top Girt Leg Diagonal Horizontal
L51x51x4.8 4L76x76x6 L64x64x4.8 L51x51x4.8
233 277 285 283
-185.64 -54472.38 -4020.26 -623.72
4563.51 90265.92 5571.93 4564.49
Top Girt Leg Diagonal Horizontal
L51x51x4.8 4L76x76x6 2L51x51x5 L51x51x4.8
281 323 341 340
-255.45 68961.03 -5365.68 -1170.39
4563.51 83712.24 13310.40 4564.49
Top Girt Leg
L51x51x4.8 L102x7.9+L102x12.7
329 373
-273.60 -70996.75
4564.49 89004.64
Diagonal Horizontal
2L51x51x5 L51x51x4.8
397 381
-9025.63 -427.62
14890.68 5975.55
Top Girt
2L51x51x6
377
-1035.33
20115.73
Redund Horz 1 Bracing Redund Diag 1 Bracing
L38x38x3.2
393
-1066.16
4722.10
34.0 14.6 15.9 (b) 0.2 0.2 (b) 47.3 27.9 30.6 (b) 1.3 1.4 (b) 89.4 36.2 40.5 (b) 2.3 2.5 (b) 60.7 65.3 96.7 (b) 23.7 31.6 (b) 21.5 31.7 (b) 1.0 51.7 93.9 1.9 3.6 (b) 63.5 2.6 80.8 57.8 4.3 5.3 (b) 4.1 60.3 72.2 13.7 16.8 (b) 5.6 82.4 40.3 25.6 31.5 (b) 6.0 79.8 91.1 (b) 60.6 7.2 11.5 (b) 5.1 6.6 (b) 22.6
L51x51x3.2
429
-1360.21
2853.30
47.7
Pass
60 - 56
56 - 52
52 - 50
50 - 45
T6
45 - 40
T7
40 - 35
T8
35 - 30
T9
30 - 25
Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass
RISATower
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Job
49 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
T10
T11
T12
T13
Elevation m
25 - 20
20 - 14
14 - 8
8-5
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Component Type
Size
Critical Element
P kg
SF*Pallow kg
% Capacity
Pass Fail
Redund Hip 1 Bracing Inner Bracing Leg Diagonal Horizontal
L44x44x3.2
445
-61.82
4369.97
1.4
Pass
L51x51x4.8 L102x7.9+L102x12.7 2L51x51x5 L51x51x4.8
375 448 472 456
-142.22 -78300.04 -8381.48 -404.91
908.75 89004.64 14225.64 3965.20
Pass Pass Pass Pass
Top Girt
2L51x51x6
452
-6242.84
14724.35
Redund Horz 1 Bracing Redund Diag 1 Bracing Redund Hip 1 Bracing Inner Bracing Leg Diagonal Horizontal Top Girt
L38x38x3.2
473
-1175.83
4066.11
15.6 88.0 58.9 10.2 10.9 (b) 42.4 43.6 (b) 28.9
Pass
L51x51x3.2
504
-1280.12
2523.79
50.7
Pass
L44x44x3.2
520
-50.86
3345.93
1.5
Pass
L51x51x4.8 L102x9.5+L127x12.7 2L51x51x5 L51x51x4.8 2L64x64x5
451 523 547 531 527
-132.43 -86132.68 -7979.96 -300.79 -6289.24
587.81 91382.69 10548.17 2728.23 14535.76
Pass Pass Pass Pass Pass
L38x38x3.2
548
-1293.46
3248.75
22.5 94.3 75.7 11.0 43.3 44.3 (b) 39.8
Pass
L51x51x3.2
579
-1410.30
1704.59
82.7
Pass
L51x51x3.2
595
-37.69
3498.97
1.1
Pass
L51x51x4.8 2L102x102x12.7 2L51x51x6 L51x51x4.8 2L64x64x6 L51x51x4.8
525 598 622 606 602 653
-133.42 -91457.86 -9790.57 -286.06 -7367.52 -1373.43
405.90 105486.49 12401.26 1939.26 13495.72 7443.77
32.9 86.7 78.9 14.8 54.6 18.5
Pass Pass Pass Pass Pass Pass
L51x51x4.8
654
-1324.40
2215.09
59.8
Pass
L51x51x4.8
670
-43.53
3671.38
1.2
Pass
L51x51x4.8 2L102x102x12.7
600 673
-156.29 -90611.45
280.46 118212.32
Pass Pass
Diagonal
2L64x64x5
738
10541.90
22383.43
Top Girt
L102x102x6.4
677
-4856.98
11384.02
Redund Horz 1 Bracing Redund Horz 2 Bracing Redund Horz 3 Bracing Redund Diag 1 Bracing Redund Diag 2 Bracing Redund Diag 3 Bracing Redund Hip 1 Bracing Redund Hip 2 Bracing
L38x38x3.2
705
-1368.86
4452.67
55.7 76.7 82.4 (b) 47.1 73.5 (b) 42.7 70.2 (b) 30.7
Pass
L44x44x3.2
706
-1368.86
2274.69
60.2
Pass
L51x51x3.2
718
-1368.86
1480.83
92.4
Pass
L51x51x6.4
707
-1172.86
8961.53
13.1
Pass
L51x51x4.8
709
-854.86
3168.78
27.0
Pass
L51x51x6.4
710
-781.14
2156.52
36.2
Pass
L51x51x4.8
747
-94.41
7856.49
1.2
Pass
L51x51x4.8
729
-55.76
2280.04
2.4
Pass
Redund Horz 1 Bracing Redund Diag 1 Bracing Redund Hip 1 Bracing Inner Bracing Leg Diagonal Horizontal Top Girt Redund Horz 1 Bracing Redund Diag 1 Bracing Redund Hip 1 Bracing Inner Bracing Leg
Pass
Pass Pass
RISATower
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Job
50 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
Elevation m
Component Type
Size
No.
Critical Element
P kg
SF*Pallow kg
% Capacity
Pass Fail
T14
5-0
Inner Bracing Leg
L51x51x4.8 L102x12.7+L152x12.7
675 756
-103.03 -91303.18
205.31 122675.16
Pass Pass
Diagonal
L102x102x6.4
785
-11170.94
16983.28
Top Girt
L76x76x6.4
681
-258.88
13071.69
Redund Horz 1 Bracing Redund Horz 2 Bracing Redund Diag 1 Bracing Redund Diag 2 Bracing Redund Hip 1 Bracing Redund Hip 2 Bracing
L38x38x3.2
774
-1379.34
3340.93
50.2 74.4 83.5 (b) 65.8 66.4 (b) 2.0 3.3 (b) 41.3
Pass
L51x51x3.2
775
-1379.34
1919.55
71.9
Pass
L51x51x6.4
783
-1546.71
3264.40
47.4
Pass
L51x51x4.8
777
-945.80
1468.44
64.4
Pass
L51x51x4.8
804
-69.11
5130.08
1.3
Pass
L51x51x4.8
791
-45.73
1282.52
3.6
Pass
Summary 94.3 96.7
Pass Pass
31.6
Pass
70.2
Pass
41.3
Pass
71.9
Pass
92.4
Pass
82.7
Pass
64.4
Pass
36.2
Pass
1.5
Pass
3.6
Pass
55.7
Pass
96.7
Pass
Leg (T11) Diagonal (T4) Horizontal (T4) Top Girt (T13) Redund Horz 1 Bracing (T14) Redund Horz 2 Bracing (T14) Redund Horz 3 Bracing (T13) Redund Diag 1 Bracing (T11) Redund Diag 2 Bracing (T14) Redund Diag 3 Bracing (T13) Redund Hip 1 Bracing (T10) Redund Hip 2 Bracing (T14) Inner Bracing (T12) Bolt Checks
Pass Pass
RISATower
Page
Job
51 of 51
ESTUDIO ESTRUCTURAL - ESTACION CALATRAVA HIPOTESIS 2 Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
Component Type
Client
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Size
Critical Element
P kg
11:06:48 01/22/11 Designed by Ing Jaime Gutierrez C.
SF*Pallow kg
% Capacity
Pass Fail
RATING =
96.7
Pass
Program Version 5.3.1.0 - 1/16/2009 File:C:/Proyectos 2010/Instatel Evaluaciones Estructural/05 Calatrava TCSV 60 m/Risa Tower Hipotesis 2/TCSV 66 M Calatrava Hipotesis 2.eri
CIMENTACION ESTACION: CALATRAVA
HIPOTESIS 2 TORRE CUADRADA DE 60 +6 M SECCION VARIABLE Enero 22 de 2011
Foundation Tower
HIPOTESIS 2 CIMENTACION TORRE EN PLACA E.B. CALATRAVA
CLIENTE:
RTVC - TELEFONICA TELECOM
ESTRUCTURA:
TORRE CUADRADA 60 M SECCION VARIABLE
CONDICION:
SITIO: LOCALIDAD DE SUBA
ITEM
SIMBOLO
UNIDAD
Fecha: Enero 22 de 2011
CIUDAD: BOGOTA D. C.
Diseño: Ing. J. G. C.
APOYO 1
APOYO 2
APOYO 3
APOYO 4
RESULTANTE
A
B
C
D
CIMENTAC.
62510
-48391
171163
ACCIONES EN APOYOS (CARGAS DE TRABAJO) Accion Vert. Z
Fz
kg
62155
94889
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 APOYOS Coordenada 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
Foundation Tower
HIPOTESIS 2 CIMENTACION TORRE EN PLACA
CLIENTE:
RTVC - TELEFONICA TELECOM
ESTRUCTURA:
TORRE CUADRADA 60 M SECCION VARIABLE
CONDICION:
SITIO: LOCALIDAD DE SUBA
Momento resp. X
Mx
CIUDAD: BOGOTA D. C.
kg-m
E.B. CALATRAVA Fecha: Enero 22 de 2011 Diseño: Ing. J. G. C. -136125
COORDENADAS DE C.G. DE ACCIONES TOTALES 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
β
º
24
Angulo cono 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
B
m
0,27
Alt. enterr. pedestal
H2
m
2,80
Alt. superf. Pedestal
H3
m
0,20
Lado del pedestal
Foundation Tower
HIPOTESIS 2 CIMENTACION TORRE EN PLACA
CLIENTE:
RTVC - TELEFONICA TELECOM
ESTRUCTURA:
TORRE CUADRADA 60 M SECCION VARIABLE
CONDICION:
SITIO: LOCALIDAD DE SUBA
CIUDAD: BOGOTA D. C.
E.B. CALATRAVA Fecha: Enero 22 de 2011 Diseño: Ing. J. G. C.
Alt. total pedestal
Hp
m
3,00
Alt. total cimiento
H1
m
3,40
Recubr. Concreto
d'
m
0,075
Alt. efect. placa concret.
d
m
0,325
VOLUMENES Y PESOS CIMIENTO Volumen placa cimiento
Vz
m3
20,736
Volumen pedestales
Vp
m3
3,50
Volumen de concreto
Vc
m3
24,24
Peso concreto cimiento
Wc
kg
58164
Volumen suelo superp.
Vs
m3
144,54
Peso suelo superp.
Ws
kg
231263,424
ESFUERZOS ACTUANTES SOBRE EL TERRENO (CARGAS DE TRABAJO) Carga compr. en base
Pb
kg
460591
Alt. acc. pas. suelo X
hx
m
2,80
Accion pasiva suelo X
Rpx
kg
10268,26
Alt. acc. pas. suelo Y
hx
m
2,80
Accion pasiva suelo Y
Rpy
kg
10268,26
Momento Y en base
Mby
kg-m
655513
Momento X en base
Mbx
kg-m
151943
Esf. parciales en suelo "
Sp
kg/m2
8885
Sx
kg/m2
10537
"
Sy
kg/m2
2443
"
Ss
kg/m2
4461
Esfuerzos sobre suelo
S1
kg/m2
17404
"
S2
kg/m2
12519
"
S3
kg/m2
-366
"
S4
kg/m2
-8556
Verificacion capacidad portante del suelo
OK
VERIFICACION AL VOLCAMIENTO Momento volcamiento Y
Mvy
kg-m
655513
Foundation Tower
HIPOTESIS 2 CIMENTACION TORRE EN PLACA E.B. CALATRAVA
CLIENTE:
RTVC - TELEFONICA TELECOM
ESTRUCTURA:
TORRE CUADRADA 60 M SECCION VARIABLE
CONDICION:
SITIO: LOCALIDAD DE SUBA
Fecha: Enero 22 de 2011
CIUDAD: BOGOTA D. C.
Diseño: Ing. J. G. C.
Momento volcamiento X
Mvx
kg-m
151943
Momento volcam. Total
Mvt
kg-m
672892
Dist. Borde volc. Total
ct
m
5,09
Mr
kg-m
2344946
Momento restaurador 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 Flejes
24 # 7 Varilla #4
c/ 15 cm
ESTUDIO DE SUELOS POR: CONCRESUELOS INGENIERIA ρo
de las tablas
0,0050
mayor (ρo, ρmin)
0,0100
ρmin
0,01
ρot As1
m²
72,90
As
cm²
72,90
Av
cm2
5,07
CALCULO DEL PEDESTAL Varilla No.
8
Area varilla Número de varillas
n
# varilla
A
As/Av # 2
0,25
3
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
2
RESUMEN DE CIMENTACION Cap. portante suel σ Lado zapata L
Kg/cm2 m
16
W
3,25 7,20
Foundation Tower
HIPOTESIS 2 CIMENTACION TORRE EN PLACA
CLIENTE:
RTVC - TELEFONICA TELECOM
ESTRUCTURA:
TORRE CUADRADA 60 M SECCION VARIABLE
CONDICION:
SITIO: LOCALIDAD DE SUBA
Gancho
c
6
0,41 0,10 0,61 0,559 138 552 46,90 187,61
CIUDAD: BOGOTA D. C.
E.B. CALATRAVA Fecha: Enero 22 de 2011 Diseño: Ing. J. G. C.
Lado pedestal B m 0,54 Espesor zapata s m 0,40 H m 3,20 Profundidad zapat Alt. ped. sobre sue H3 m 0,20 RESUMEN DE REFUERZOS CIMENTACION TORRE 8 # # Var.en octavos a m 3,20 b m 0,46 b 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 octavos 3 c m 0,39 d d m 0,10 Long. 2 m 1,76 c w Kg Peso Unit.Var. 0,559 n Cant.Var/Pedes 23 c Cant.Varillas 92 Pedestales 4 peso/pedest 22,60 Peso 2 Kg 90,41 # # Var.en octavos 4 e m 7,10 e f f m 0,15 Ref. Infer. Long. 3 m 7,40 malla cuadrada w Kg Peso Unit.Var. 0,994 n Cant.Varillas 110 Peso 3 Kg 808,68 # # Var.en octavos 4 g m 7,10 g h m 0,15 h 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
Foundation Tower
HIPOTESIS 2 CIMENTACION TORRE EN PLACA E.B. CALATRAVA
CLIENTE:
RTVC - TELEFONICA TELECOM
ESTRUCTURA:
TORRE CUADRADA 60 M SECCION VARIABLE
CONDICION:
SITIO: LOCALIDAD DE SUBA
Fecha: Enero 22 de 2011
CIUDAD: BOGOTA D. C. Excavación Relleno Concreto Acero Refuerzo
Ve Vr Vc Peso Total
Concreto limpieza
Diseño: Ing. J. G. C.
m³ m³ m³ Kg
199,07 177,51 24,24 2940,94
m³
5,18
DIMENSIONES DE LA ZAPATA
PERNOS DE ANCLAJE H3
H
H2
B
Hp
H1
s 0,1
Solado
L
L= s= B= H= H1= H2= H3= Hp=
7,20 0,40 0,54 3,20 3,4 2,80 0,20 3,00
m m m m m m m m
Foundation Tower
HIPOTESIS 2 CIMENTACION TORRE EN PLACA
CLIENTE:
RTVC - TELEFONICA TELECOM
ESTRUCTURA:
TORRE CUADRADA 60 M SECCION VARIABLE
CONDICION:
SITIO: LOCALIDAD DE SUBA
CIUDAD: BOGOTA D. C.
CALCULO DE VIGA DE AMARRE
L A= b
51,84 m2
Pter
FLEXION
d
0,22
W=
1,08
t/m
L=
5,97
m
Mu=
617,18 40
cm
d=
50
cm
K=
0,00617
ro=
0,00330
As= colocar
t-cm
b=
3#
6,60
cm²
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
E.B. CALATRAVA Fecha: Enero 22 de 2011 Diseño: Ing. J. G. C.
Foundation Tower
HIPOTESIS 2 CIMENTACION TORRE EN PLACA E.B. CALATRAVA
CLIENTE:
RTVC - TELEFONICA TELECOM
ESTRUCTURA:
TORRE CUADRADA 60 M SECCION VARIABLE
CONDICION:
SITIO: LOCALIDAD DE SUBA
Fecha: Enero 22 de 2011
CIUDAD: BOGOTA D. C.
d c b
f
e
Ref. Infer.
g h Ref. Sup.
Diseño: Ing. J. G. C.
RESUMEN DE REFUERZOS VIGA DE AMARRE # # Estr.en octavos b m c m d m Long. 5 m w Kg Peso Unit.Var. n Cant.Var/Viga Cant.Varillas Vigas 4 peso/Viga Peso 5 Kg # # Var.en octavos e m f m Long. 6 m w Kg Peso Unit.Var. n Cant.Varillas Peso 6 Kg # # Var.en octavos g m h m Long. 7 m w Kg Peso Unit.Var. n Cant.Varillas Peso 7 Kg
Concreto Viga
3 0,30 0,40 0,10 1,60 0,559 38 152 33,94 135,78 6 5,70 0,15 6,00 2,235 12 160,92 6 5,70 0,15 6,00 2,235 12 160,92 4,34
Acero de Refuerzo
457,62
CANTIDADES TOTALES Excavación
Ve
m³
199,07
Relleno
Vr
m³
173,17
Concreto Acero Refuerzo Concreto limpieza
Vc
m³
28,58
Peso Total
Kg
3398,56
m³
5,18
