ESTACION : LEBRIJA
EVALUACIÓN ESTRUCTURAL
ESTACIÓN LEBRIJA TORRE CUADRADA DE SECCIÓN VARIABLE
ALTURA 50m
DISEÑO: ING. JAIME GUTIERREZ C. MATRICULA No 25202-45957 CND
Enero 24 de 2011 www.instatelcolombia.com.co
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ESPECIFICACION GENERAL INTRODUCCIÓN En el éste documento se describe la memoria de la evaluación estructural de la torre auto soportada cuadrada de sección variable con una altura de 50 m, ubicada en la estación LEBRIJA - RTVC, en el municipio de Lebrija - Santander. 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 LEBRIJA, 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. En su base se encuentra conformada con cuatro patas a partir del nivel +0.00 m arranca con una sección en la base de 6.03 m entre ejes y va reduciendo su sección con una pendiente constante hasta la altura de 5.00 m con una sección de 4.03 m, y a partir de esta altura continua una sección tronco-piramidal hasta una altura de 20.00 m, donde la sección transversal es de 1.33 m entre ejes. A partir de esta altura, la sección de la torre es constante hasta su altura toral de 50 m y con sección constante de 1.33 m. La torre cuenta con la siguiente plataforma de descanso Nivel + 8.00 m Nivel + 20.00 m Nivel + 35.00 m Para el mantenimiento, la estructura cuenta con una escalera de acceso. Tiene una escalera Guía Onda con una ocupación alrededor de 50%
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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 el ESTADO ACTUAL las cargas de la torre están de la siguiente manera: UBICACIÓN CANT.
TIPO DE ANTENA
DIMENSIONES
NIVEL Entre + 49.00m Entre + 47.00m Entre + 47.00m Entre + 47.00m Entre + 44.20m
47.70m
y
45.50m
y
45.50m
y
45.50m
y
42.90m
y
1.25 m X 1.25 m
Entre + 42.50m
37.80m
y
CARA D
1
ANTENA PANEL UHF
1.35 m X 1.30 m
CARA B
1
ANTENA PANEL VHF
1.30 m X 2.90 m
CARA C
1
ANTENA PANEL VHF
1.30 m X 2.90 m
CARA D
1
ANTENA PANEL VHF
1.30 m X 2.90 m
CARA D
1
CARA B
3
ANTENA PANEL VHF BANDA III 2 DIPOLOS ANTENA PANEL VHF BANDA III 2 DIPOLOS
CARA C
3
ANTENA PANEL VHF BANDA III 2 DIPOLOS
1.25 m X 1.25 m
Entre + 42.50m
37.80m
y
CARA D
3
ANTENA PANEL VHF BANDA III 2 DIPOLOS
1.25 m X 1.25 m
Entre + 42.50m
37.80m
y
CARA B
3
1.70 m X 1.70 m
Entre + 33.50m y 37.00m
CARA C
3
1.70 m X 1.70 m
Entre + 33.50m y 37.00m
CARA D
3
1.70 m X 1.70 m
Entre + 33.50m y 37.00m
CARA B
1
ANTENA PANEL FM
1.25 m X 1.25 m
CARA C
1
ANTENA PANEL FM
1.25 m X 1.25 m
CARA D
1
ANTENA PANEL FM
1.25 m X 1.25 m
CARA B
1
ANTENA PARABOLICA MW
Diámetro de 1.80 m
ANTENA PANEL VHF BANDA I 1 DIPOLOS ANTENA PANEL VHF BANDA I 1 DIPOLOS ANTENA PANEL VHF BANDA I 1 DIPOLOS
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1.25 m X 1.25 m
Entre + 15.20 m y 16.50 m Entre + 15.20 m y 16.50 m Entre + 15.20 m y 16.50 m Nivel +12.00 m
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UBICACIÓN CANT.
TIPO DE ANTENA
DIMENSIONES
NIVEL
CARA B
1
ANTENA PARABOLICA MW
Diámetro de 2.70 m
Nivel +10.00 m
CARA C
1
ANTENA PARABOLICA MW
Diámetro de 1.80 m
Nivel +9.00 m
CARA B
1
ANTENA PARABOLICA MW
Diámetro de 2.40 m
Nivel +7.50 m
CARA C
1
ANTENA PARABOLICA MW
Diámetro de 3.60 m
Nivel +7.50 m
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
DIMENSIONES
NIVEL Entre + 49.00m Entre + 47.00m Entre + 47.00m Entre + 47.00m Entre + 44.20m
47.70m
y
45.50m
y
45.50m
y
45.50m
y
42.90m
y
1.25 m X 1.25 m
Entre + 42.50m
37.80m
y
CARA D
1
ANTENA PANEL UHF
1.35 m X 1.30 m
CARA B
1
ANTENA PANEL VHF
1.30 m X 2.90 m
CARA C
1
ANTENA PANEL VHF
1.30 m X 2.90 m
CARA D
1
ANTENA PANEL VHF
1.30 m X 2.90 m
CARA D
1
CARA B
3
ANTENA PANEL VHF BANDA III 2 DIPOLOS ANTENA PANEL VHF BANDA III 2 DIPOLOS
CARA C
3
ANTENA PANEL VHF BANDA III 2 DIPOLOS
1.25 m X 1.25 m
Entre + 42.50m
37.80m
y
CARA D
3
ANTENA PANEL VHF BANDA III 2 DIPOLOS
1.25 m X 1.25 m
Entre + 42.50m
37.80m
y
CARA B
3
1.70 m X 1.70 m
Entre + 33.50m y 37.00m
CARA C
3
1.70 m X 1.70 m
Entre + 33.50m y 37.00m
CARA D
3
1.70 m X 1.70 m
Entre + 33.50m y 37.00m
CARA B
1
ANTENA PANEL FM
1.25 m X 1.25 m
CARA C
1
ANTENA PANEL FM
1.25 m X 1.25 m
CARA D
1
ANTENA PANEL FM
1.25 m X 1.25 m
ANTENA PANEL VHF BANDA I 1 DIPOLOS ANTENA PANEL VHF BANDA I 1 DIPOLOS ANTENA PANEL VHF BANDA I 1 DIPOLOS
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1.25 m X 1.25 m
Entre + 15.20 m y 16.50 m Entre + 15.20 m y 16.50 m Entre + 15.20 m y 16.50 m
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UBICACIÓN CANT.
TIPO DE ANTENA
DIMENSIONES
NIVEL
CARA B
1
ANTENA PARABOLICA MW
Diámetro de 1.80 m
Nivel +12.00 m
CARA B
1
ANTENA PARABOLICA MW
Diámetro de 2.70 m
Nivel +10.00 m
CARA C
1
ANTENA PARABOLICA MW
Diámetro de 1.80 m
Nivel +9.00 m
CARA B
1
ANTENA PARABOLICA MW
Diámetro de 2.40 m
Nivel +7.50 m
CARA C
1
ANTENA PARABOLICA MW
Diámetro de 3.60 m
Nivel +7.50 m
HIPOTESIS 2 (CARGAS ADICIONALES FUTURAS) En esta hipótesis se analizara la torre considerando todas las antenas y equipos existentes e instalados en ella, pero adicionalmente se considera el montaje de 6 antenas con una distribución (2-2-2-0) (Cara A, Cara B y Cara C) banda UHF digital. (futuro) a una altura entre 46 y 50 metros 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
DIMENSIONES
NIVEL Entre + 49.00m Entre + 47.00m Entre + 47.00m Entre + 47.00m Entre + 44.20m
47.70m
y
45.50m
y
45.50m
y
45.50m
y
42.90m
y
1.25 m X 1.25 m
Entre + 42.50m
37.80m
y
CARA D
1
ANTENA PANEL UHF
1.35 m X 1.30 m
CARA B
1
ANTENA PANEL VHF
1.30 m X 2.90 m
CARA C
1
ANTENA PANEL VHF
1.30 m X 2.90 m
CARA D
1
ANTENA PANEL VHF
1.30 m X 2.90 m
CARA D
1
CARA B
3
ANTENA PANEL VHF BANDA III 2 DIPOLOS ANTENA PANEL VHF BANDA III 2 DIPOLOS
CARA C
3
ANTENA PANEL VHF BANDA III 2 DIPOLOS
1.25 m X 1.25 m
Entre + 42.50m
37.80m
y
CARA D
3
ANTENA PANEL VHF BANDA III 2 DIPOLOS
1.25 m X 1.25 m
Entre + 42.50m
37.80m
y
CARA B
3
1.70 m X 1.70 m
Entre + 33.50m y 37.00m
CARA C
3
1.70 m X 1.70 m
Entre + 33.50m y 37.00m
CARA D
3
1.70 m X 1.70 m
Entre + 33.50m y 37.00m
ANTENA PANEL VHF BANDA I 1 DIPOLOS ANTENA PANEL VHF BANDA I 1 DIPOLOS ANTENA PANEL VHF BANDA I 1 DIPOLOS
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1.25 m X 1.25 m
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UBICACIÓN CANT.
TIPO DE ANTENA
DIMENSIONES
NIVEL
CARA B
1
ANTENA PANEL FM
1.25 m X 1.25 m
CARA C
1
ANTENA PANEL FM
1.25 m X 1.25 m
CARA D
1
ANTENA PANEL FM
1.25 m X 1.25 m
CARA B
1
ANTENA PARABOLICA MW
Diámetro de 1.80 m
Entre + 15.20 m y 16.50 m Entre + 15.20 m y 16.50 m Entre + 15.20 m y 16.50 m Nivel +12.00 m
CARA B
1
ANTENA PARABOLICA MW
Diámetro de 2.70 m
Nivel +10.00 m
CARA C
1
ANTENA PARABOLICA MW
Diámetro de 1.80 m
Nivel +9.00 m
CARA B
1
ANTENA PARABOLICA MW
Diámetro de 2.40 m
Nivel +7.50 m
CARA C
1
ANTENA PARABOLICA MW
Diámetro de 3.60 m
Nivel +7.50 m
CARGAS FUTURAS CARA A
2
RYMSA UHF/AT 15-250 TIPO PANEL
0.48mX0.98m
CARA B
2
RYMSA UHF/AT 15-250 TIPO PANEL
0.48mX0.98m
Entre + 48.00m 50.00m Entre + 48.00m y 50.00m
CARA C
2
RYMSA UHF/AT 15-250 TIPO PANEL
0.48mX0.98m
Entre + 48.00m y 50.00m
y
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)
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CARGAS SOBRE LA TORRE CARGAS DE VIENTO Las cargas de viento sobre la estructura fueron evaluadas y aplicadas como fuerzas horizontales concentradas en los nudos superiores e inferiores de cada una de las secciones en que se halla dividida la estructura, las cuales fueron determinadas por el diseñador. El cálculo de las cargas de viento lo realiza el software Risa Tower siguiendo la metodología establecida por la Norma TIA/EIA222-F (Structural Standard for Steel Antenna Towwers and Antenna Supporting Structures1), para lo cual, el diseñador alimenta el programa con los datos de velocidad de viento de diseño, velocidad de viento de operación, tipo de estructura, categoría de la topografía y categoría de exposición. CARGAS DE VIENTO SOBRE ANTENAS Para el cálculo de las cargas de viento sobre antenas y accesorios, es necesario alimentar el programa con la información del tipo y dimensiones de la antena o accesorio y la altura a la que van a estar ubicados para que éste realice los cálculos y aplique las cargas de acuerdo al procedimiento de la norma2. Para el caso de estudio, se utilizó una velocidad de viento de de diseño de 120km/h y una velocidad de operación de 60 km/h. Los coeficientes de forma varían con el ángulo de incidencia del viento sobre la antena y se evalúan con base en los valores máximos indicados en los manuales Parabolic Antennas Andrew y Allen 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.
1
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 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 2
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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
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 www.instatelcolombia.com.co
art. 2.3.5
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Relación de solidez At An Gh Gh
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
Presión Dinámica
q = 0.000048 * vs2 * S4
S1 = 1.00 S2 = 0.99 S3 = 1.05 [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)
5
American National Standard Institute
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Coeficiente de solides de 0.25 Cf= Ae= q=
2.50 Área Frontal efectiva Presión dinámica = 0.4875 KN/m2
La fuerza total del viento sobre la estructura se calculara como: F = Cf x q x Ae Debido a que las fuerzas de viento calculadas con la metodología establecida por la Norma TIA/EIA222-F son superiores a las calculadas mediante las ecuaciones de la Norma NSR-98, para el caso de estudio se va a seguir la metodología de la norma TIA/EIA-222-F El área neta expuesta a la acción del viento incluye la correspondiente a los elementos estructurales, elementos redundantes, platinas, cartelas y a la escalerilla de acceso o la escalerilla para guía de onda. Se asume que una escalera, apantalla la otra. PESO PROPIO DE LA ESTRUCTURA
El peso propio de la estructura corresponde al peso de los elementos estructurales, los cuales son calculados directamente por el software de análisis con base en el peso unitario teórico de cada uno de los perfiles utilizados, multiplicados por su longitud. Para tener en cuenta el peso aportado por elementos no estructurales tales como tornillos, platinas, elementos redundantes eclipsas y cubrejuntas de unión, galvanizado, escaleras, etc., el peso de la estructura se afecta por un factor de multiplicación del peso de 1.25 CARGAS VERTICALES Las cargas verticales aplicadas al modelo matemático corresponden a la carga muerta, que está constituida por los elementos mencionados en el párrafo anterior, más el peso aportado por las antenas, las plataformas de trabajo, las plataformas de descanso y los accesorios que sean 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 www.instatelcolombia.com.co
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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
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 www.instatelcolombia.com.co
Fy = Fy = Fu =
3523 Kg/cm2 2535 Kg/cm2 5415 Kg/cm2
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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 50 M Job: ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
1.33
50.0 m
49 - 33.5 47 44.2 42.5 40.8 39.1 37 35 16.5 12 10 9 7.5 47.7 45.5 35.5 - 15.2 42.9 41.2 39.5 37.8 DESIGNED APPURTENANCE LOADING
T1
403.9
SYRA ANTENA PAR10-59A 6 8 12 FT FTDISH DISH UHF/UTV-01 VHF BAND PANEL VHF 1.25X1.25 PANEL IIII1.30X2.90 12DIPOLO DIPOLOS
L51x51x4.8
45.0 m
ANTENA PANEL VHF 1.30X2.90
47 - 45.5
ANTENA VHF BAND I 1 DIPOLO
37 - 35.5
ANTENA PANEL VHF 1.30X2.90
47 - 45.5
ANTENA VHF BAND I 1 DIPOLO
37 - 35.5
ANTENA PANEL VHF 1.30X2.90
47 - 45.5
ANTENA VHF BAND I 1 DIPOLO
35 - 33.5
ANTENA VHF BAND III 2 DIPOLOS
44.2 - 42.9
ANTENA VHF BAND I 1 DIPOLO
35 - 33.5
ANTENA VHF BAND III 2 DIPOLOS
42.5 - 41.2
ANTENA VHF BAND I 1 DIPOLO
35 - 33.5
ANTENA VHF BAND III 2 DIPOLOS
42.5 - 41.2
ANTENA PANEL 1.25X1.25
16.5 - 15.2
ANTENA VHF BAND III 2 DIPOLOS
42.5 - 41.2
ANTENA PANEL 1.25X1.25
16.5 - 15.2
ANTENA VHF BAND III 2 DIPOLOS
40.8 - 39.5
ANTENA PANEL 1.25X1.25
16.5 - 15.2
ANTENA VHF BAND III 2 DIPOLOS
40.8 - 39.5
6 FT DISH
12
ANTENA VHF BAND III 2 DIPOLOS
40.8 - 39.5
PAR10-59A
10
ANTENA VHF BAND III 2 DIPOLOS
39.1 - 37.8
6 FT DISH
9
ANTENA VHF BAND III 2 DIPOLOS
39.1 - 37.8
8 FT DISH
7.5
ANTENA VHF BAND III 2 DIPOLOS
39.1 - 37.8
12 FT DISH
7.5
Fy 345 MPa
GRADE
Fy
Fu
516.7
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 10. TOWER RATING: 3083%
L51x51x4.8
714.8
L51x51x6.4
Fu 448 MPa
1. 2. 3. 4.
579.6
N.A. N.A.
L38x38x5 L38x38x5
37 - 35.5
GRADE
25.0 m
20.0 m
881.3
L51x51x4.8
L51x51x4.8
ELEVATION
ANTENA VHF BAND I 1 DIPOLO
A572-50
A572-50
T5
L102x102x8 A572-50
T6
L102x102x10
TYPE
49 - 47.7
35.0 m
30.0 m
T7
ELEVATION
SYRA UHF/UTV-01 PANEL
MATERIAL STRENGTH
24 @ 1.25 L51x51x3.2
L51x51x4.8
T4
L102x102x6
L38x38x3.2 N.A. N.A.
403.4
N.A.
L38x38x5
40.0 m
L76x76x6
T3
L38x38x5
T2
403.9
L64x64x5
L51x51x4.8
TYPE
971.2
N.A. L38x38x5 L38x38x5
N.A.
MAX. CORNER REACTIONS AT BASE: DOWN: 25514 kg UPLIFT: -21515 kg SHEAR: 7647 kg
714.2
L51x51x4.8 4.03 3.49
5.0 m
AXIAL 8350 kg 1282.5
1@5
L51x51x4.8 N.A.
L64x64x4.8 N.A.
L64x64x4.8
8.0 m
L76x76x6.4
T9 T10
L127x127x10
T8
N.A.
5@3
2.41
14.0 m
SHEAR 8906 kg
MOMENT 200529 kg-m
Section Legs Leg Grade Diagonals Diagonal Grade Top Girts Horizontals Sec. Horizontals Red. Horizontals Red. Diagonals Red. Hips Inner Bracing Face Width (m) 6.03 # Panels @ (m) Weight (kg) 6871.4
0.0 m
TORQUE 1535 kg-m REACTIONS - 120 kph WIND
INSTATEL COLOMBIA Job: ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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 50 M RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd: Date: Scale: TIA/EIA-222-F 01/12/11 NTS Dwg No. E-1
C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\10 Lebrija TCSV 50 m\Risa Tower Estado Actual\TCSV 50 M LEBRIJA Actual.eri
RESULTADOS HIPOTESIS 1 ESTADO ACTUAL
ESTACION : LEBRIJA Enero 11 de 2011
CONCLUSIONES Y RESULTADOS
ESTADO DE LA ESTRUCTURA PINTURA La pintura de estructura de la torre sucia y en mal estado, ya que en muchas zonas ya esta descascarada y esto esta dejando al descubierto el perfil solo con el galvanizado TORQUEO Se realizo una inspección aleatoria a la torre y se encontró que la tornillería está cumpliendo con el torque solicitado en las norma. TORNILLERIA Se encuentra dentro de los elementos completa ESCALERA DE ACCESO Se encuentra escalera de acceso sin Línea de Vida. PLATAFORMAS DE DESCANSO Las plataformas de descanso instaladas no tienen las barandas de proteccion LUCES DE OBSTRUCCION Las Luces de obstrucción y balizaje se encuentran bien y funcionando. 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 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 está cumpliendo con los parámetros solicitados. 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
DIAGONALES ¾ Del nivel +5.00 al nivel +8.00 m estas diagonales se encuentra trabajando a mas 100% por lo tanto se debe reforzar ¾ Del nivel +8.00 al nivel +14.00 m estas diagonales se encuentra trabajando a mas 100% por lo tanto se debe reforzar ¾ Del nivel +14.00 al nivel +20.00 m estas diagonales se encuentra trabajando a mas 100% por lo tanto se debe reforzar ¾ Del nivel +20.00 al nivel +25.00 m estas diagonales se encuentra trabajando a mas 100% por lo tanto se debe reforzar ¾ Del nivel +25.00 al nivel +30.00 m estas diagonales se encuentra trabajando a mas 100% por lo tanto se debe reforzar ¾ Del nivel +30.00 al nivel +35.00 m estas diagonales se encuentra trabajando a mas 100% por lo tanto se debe reforzar ¾ Del nivel +35.00 al nivel +40.00 m estas diagonales se encuentra trabajando a mas 100% por lo tanto se debe reforzar
HORIZONTALES ¾ La horizontal redundantes que se encuentra instalada en el cruce de la diagonal entre el nivel + 20.00 m al nivel + 25.00 m se encuentra trabajando a mas del 100% 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 La horizontal redundantes que se encuentra instalada en el cruce de la diagonal entre el nivel + 20.00 m al nivel + 25.00 m se encuentra trabajando a mas del 100% por lo tanto se debe reforzar ¾ La horizontal redundantes que se encuentra instalada en el cruce de la diagonal entre el nivel + 20.00 m al nivel + 25.00 m se encuentra trabajando a mas del 100% por lo tanto se debe reforzar Los elementos y tornillería que en la memoria se ven que están trabajando con un porcentaje a mas del 200% estos no se deben tener en cuenta en los cálculos ya que al sobrepase los limites de la elongación del material estos entra a presentar en ese punto a la falla. DEFLEXION DE LA TORRE Luego de análisis de la torre en el estado actual y teniendo en cuenta la velocidad de viento de operación de 60 kph La estructura está trabajando perfectamente dentro de los parámetros de desplazamiento. OK CUMPLE BIEN
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
Maximum Values
TIA/EIA-222-F - Service - 60 kph
Deflection (mm)
Elevation (m)
0 50.000
50
100
Tilt (deg) 150
0
Twist (deg) 0.5
0
0.05
0.1 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
0.000
0
50
100
150
0
0.5
0
0.05
0.1
INSTATEL COLOMBIA Job: ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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 50 M RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd: Date: Scale: TIA/EIA-222-F 01/12/11 NTS Dwg No. E-5
C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\10 Lebrija TCSV 50 m\Risa Tower Estado Actual\TCSV 50 M LEBRIJA Actual.eri
Project: TORRE CUADRADA AUTOSOPORTADA DE 50 M Job: ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA LC:7 Dead+Wind 45 deg - Service Max. Disp.136.44 mm @ 50.000 m Scaling 20
Calculo: Ing. Jaime Gutierrez C:
ESTACION: LEBRIJA
Fecha: Enero 11 de 2011
ESTADO ACTUAL ESTRUCTURA: TORRE CUADRADA 50 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)
25,514 -21,515 -4,493 4,300
-5,374 5,441
CALCULO DE PLACA - BASE PLACA BASE
B
C
t
Dp
cm. 40
cm. 40
cm 2,2
cm 8,0
Dimension pedestal (cm) cm. Bp Cp 17,0 55 55 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 9,0 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 17
Kg / cm² cm
t
1,41
cm
cm
Fp
210
Kg / cm²
2
213 101,063 13,447
Ar
f'c=
Esfuerzo de Flexion por Arranque Distancia al perno
Fb¨ Dp
8
Fuerza en el Perno Momento de Flexion
Pt Mf
4 4,25 25 34,0
Ton - cm
Espesor de la Placa Base Arr
t
2,21
cm
Espesor Minimo Placa Base
t
2,21
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 6,0
Calculo: Ing. Jaime Gutierrez C: Fecha: Enero 11 de 2011
S C O LEBRIJA J ESTACION: ESTADO ACTUAL ESTRUCTURA: TORRE CUADRADA 50 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
0,75
plg
dp
1,91
cm
SAE 1020 CALIBRADO Atp
un cm²
0,85 hp
9
Ap
12,52
cm²
T
25,51
ton
Vux
-4,49
ton
Vuy
5,44
ton
Vu
7,06
ton
Fy
4,20
ton/cm²
Ft
3,36
ton/cm²
Fv
2,24
ton/cm²
Ae
2,09 ,
cm²
Ap
2,85
cm²
At
4,3
cm²
Atm
6,4
cm²
Np
4
un
Pernos a Colocar Diametro del Perno Area Neta de Pernos
6 17,10
Anp
AREA DE PERNOS > AREA REQUERIDA
6
un
19
mm
12,52
cm²
OK CUMPLE
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
1 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL
Client
06:58:27 01/12/11 Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Ing Jaime Gutierrez C.
Tower Input Data The main tower is a 4x free standing tower with an overall height of 50.000 m above the ground line. The base of the tower is set at an elevation of 0.000 m above the ground line. The face width of the tower is 1.330 m at the top and 6.030 m at the base. This tower is designed using the TIA/EIA-222-F standard. The following design criteria apply: Basic wind speed of 120 kph. Deflections calculated using a wind speed of 60 kph. Weld together tower sections have flange connections.. Connections use galvanized A394 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISC Specifications.. Tower members are ''hot dipped'' galvanized in accordance with ASTM A123 and ASTM A153 Standards.. Welds are fabricated with AWS E60XX/E70XX electrodes.. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:1. RF antennas feeders shall be 1-5/8'' and installed 48 feeders per side. MW dishes feeders shall be 1/2'' and installed 8 feeders per side. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1.333. Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.
Options
√ √
√ √ √
Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination
√ √ √ √ √ √ √ √
Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing
√ √ √ √ √
Treat Feedline Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feedline Torque Include Angle Block Shear Check Poles Include Shear-Torsion Interaction Always Use Sub-Critical Flow Use Top Mounted Sockets
RISATower
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TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
2 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL
Client
06:58:27 01/12/11 Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Leg A
Ing Jaime Gutierrez C.
Leg B
Face C
Wind 90
Face A
Face B
X Z
Face D
Leg C
W in d
45
Leg D
Wind 0
Square To wer
Tower Section Geometry Tower Section
Tower Elevation
T1 T2 T3 T4 T5 T6 T7 T8 T9 T10
m 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 1.330 1.330 1.330 1.330 1.330 1.330 1.330 2.410 3.490 4.030
1 1 1 1 1 1 1 1 1 1
Section Length m 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 T7 T8 T9
m 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
m 1.250 1.250 1.250 1.250 1.250 1.250 3.000 3.000 3.000
Double K Double K Double K Double K Double K Double K Double K1 Double K1 K1 Up
Has K Brace End Panels No No No No No No No No No
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
RISATower
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TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
3 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL
Client
06:58:27 01/12/11 Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Tower Section
Tower Elevation
Diagonal Spacing
Bracing Type
T10
m 5.000-0.000
m 5.000
K3 Down
Has K Brace End Panels No
Ing Jaime Gutierrez C.
Has Horizontals
Top Girt Offset
Bottom Girt Offset
Yes
mm 0
mm 0
Tower Section Geometry (cont’d) Tower Elevation m T1 50.000-45.000
Leg Type
Leg Size
Leg Grade
Diagonal Type
Diagonal Size
Diagonal Grade
Equal Angle
L64x64x5
Single Angle
L38x38x5
T2 45.000-40.000
Equal Angle
L64x64x5
Single Angle
L38x38x5
T3 40.000-35.000
Equal Angle
L76x76x6
Single Angle
L38x38x5
T4 35.000-30.000
Equal Angle
L102x102x6
Single Angle
L38x38x5
T5 30.000-25.000
Equal Angle
L102x102x8
Single Angle
L51x51x4.8
T6 25.000-20.000
Equal Angle
L102x102x10
Single Angle
L51x51x4.8
T7 20.000-14.000
Equal Angle
L102x102x10
Single Angle
L51x51x4.8
T8 14.000-8.000
Equal Angle
L127x127x10
Single Angle
L51x51x4.8
T9 8.000-5.000
Equal Angle
L127x127x10
Single Angle
L64x64x4.8
T10 5.000-0.000
Equal Angle
L127x127x10
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)
Tower Section Geometry (cont’d) Tower Top Girt Elevation Type m T1 50.000-45.000 Single Angle
Top Girt Size
Top Girt Grade
Bottom Girt Type
L51x51x4.8
Single Angle
T2 45.000-40.000 Single Angle
L51x51x4.8
T3 40.000-35.000 Single Angle
L38x38x5
T4 35.000-30.000 Single Angle
L51x51x4.8
T5 30.000-25.000 Single Angle
L38x38x5
T6 25.000-20.000 Single Angle
L51x51x6.4
T7 20.000-14.000 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) A572-50 (345 MPa)
T9 8.000-5.000
Single Angle
L64x64x4.8
T10 5.000-0.000
Single Angle
L64x64x4.8
Single Angle Single Angle Single Angle Single Angle Single Angle Solid Round Solid Round Solid Round
Bottom Girt Size
Bottom Girt Grade A570-50 (345 MPa) A570-50 (345 MPa) A570-50 (345 MPa) A570-50 (345 MPa) A570-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
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ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
06:58:27 01/12/11
Client
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Ing Jaime Gutierrez C.
Tower Section Geometry (cont’d) Tower Elevation
No. of Mid m Girts T1 50.000-45.000 None
Mid Girt Type
T2 45.000-40.000 None
Flat Bar
T3 40.000-35.000 None
Flat Bar
T4 35.000-30.000 None
Flat Bar
T5 30.000-25.000 None
Flat Bar
T6 25.000-20.000 None
Flat Bar
T7 20.000-14.000 None
Flat Bar
T8 14.000-8.000 None
Flat Bar
T9 8.000-5.000
None
Flat Bar
T10 5.000-0.000 None
Flat Bar
Mid Girt Size
Flat Bar
Mid Girt Grade
Horizontal Type
Horizontal Size
Horizontal Grade
A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa)
Single Angle
L38x38x5
Single Angle
L38x38x5
Single Angle
L38x38x5
Single Angle
L38x38x5
Single Angle
L38x38x5
Single Angle
L38x38x5
Single Angle
L38x38x5
Single Angle
L38x38x5
Single Angle
L25x25x3
Single Angle
L25x25x3
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) Secondary Horizontal Size
Secondary Horizontal Grade
Inner Bracing Type
Inner Bracing Size
Inner Bracing Grade
m T1 50.000-45.000 Single Angle
L38x38x3.2
Single Angle
L51x51x4.8
T2 45.000-40.000 Single Angle
L38x38x3.2
Single Angle
L51x51x4.8
T3 40.000-35.000 Single Angle
L38x38x3.2
T4 35.000-30.000 Single Angle
L38x38x3.2
T5 30.000-25.000 Single Angle
L38x38x3.2
T6 25.000-20.000 Single Angle
L38x38x3.2
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) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Tower Elevation
Secondary Horizontal Type
T7 20.000-14.000 Single Angle T9 8.000-5.000
Single Angle
T10 5.000-0.000
Single Angle
Single Angle Single Angle
L51x51x3.2
Single Angle Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
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Job
RISATower
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ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
06:58:27 01/12/11
Client
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Ing Jaime Gutierrez C.
Tower Section Geometry (cont’d) Tower Elevation m T7 20.000-14.000 T8 14.000-8.000 T9 8.000-5.000 T10 5.000-0.000
Redundant Bracing Grade A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Horizontal (1) Diagonal (1) Horizontal (1) Diagonal (1) Horizontal (1) Diagonal (1) Horizontal (1) Horizontal (2) Horizontal (3) Diagonal (1) Diagonal (2) Diagonal (3) Hip (1) Hip (2) Hip (3)
Redundant Type
Redundant Size
K Factor
Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle
L38x38x5 L38x38x5 L38x38x5 L38x38x5 L38x38x5 L38x38x5 L38x38x5 L38x38x5 L38x38x5 L38x38x5 L38x38x5 L51x51x3.2 L51x51x4.8 L51x51x4.8 L51x51x4.8
1 1 1 1 1 1 1
Single Angle Single Angle
1 1
Tower Section Geometry (cont’d) Tower Elevation
Gusset Area (per face)
Gusset Thickness
m T1 50.000-45.000 T2 45.000-40.000 T3 40.000-35.000 T4 35.000-30.000 T5 30.000-25.000 T6 25.000-20.000 T7 20.000-14.000 T8 14.000-8.000 T9 8.000-5.000
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
T10 5.000-0.000
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)
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
Tower Section Geometry (cont’d) K Factors1
Page
Job
RISATower
6 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 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
06:58:27 01/12/11
Client
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Calc K Solid Rounds
Ing Jaime Gutierrez C.
Legs
X K Single Girts Horiz. Sec. Inner Brace Brace Diags Horiz. Brace Diags Diags X X X X X X X m Y Y Y Y Y Y Y T1 No No 1 1 1 1 1 1 1 1 50.000-45.000 1 1 1 1 1 1 1 T2 No No 1 1 1 1 1 1 1 1 45.000-40.000 1 1 1 1 1 1 1 T3 No No 1 1 1 1 1 1 1 1 40.000-35.000 1 1 1 1 1 1 1 T4 No No 1 1 1 1 0.5 1 1 1 35.000-30.000 1 1 1 1 1 1 1 T5 No No 1 1 1 1 0.5 1 1 1 30.000-25.000 1 1 1 1 1 1 1 T6 No No 1 1 1 1 0.5 1 1 1 25.000-20.000 1 1 1 1 1 1 1 T7 No No 1 1 1 1 0.5 1 1 1 20.000-14.000 1 1 1 1 1 1 1 1 0.5 1 1 1 T8 No No 1 1 1 1 1 1 1 1 1 14.000-8.000 1 T9 No No 1 1 1 1 0.5 1 1 1 8.000-5.000 1 1 1 1 1 1 1 T10 No No 1 1 1 1 0.5 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 50.000-45.000 T2 45.000-40.000 T3 40.000-35.000 T4 35.000-30.000 T5 30.000-25.000 T6 25.000-20.000 T7 20.000-14.000 T8 14.000-8.000 T9 8.000-5.000 T10 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 0
1 1
0 0
0.75 0.75
0 0
0.75 0.75
0 0
0.75 0.75
0 0
0.75 0.75
0 0
0.75 0.75
0 0
0.75 0.75
U
U
U
Page
Job
RISATower
7 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
06:58:27 01/12/11
Client
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Ing Jaime Gutierrez C.
Tower Section Geometry (cont’d) Tower Elevation m
T1 50.000-45.000 T2 45.000-40.000 T3 40.000-35.000 T4 35.000-30.000 T5 30.000-25.000 T6 25.000-20.000 T7 20.000-14.000 T8 14.000-8.000 T9 8.000-5.000 T10 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
Leg
Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N
Diagonal
No. 4 4 4 7 8 8 8 8 8 10
Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N
Top Girt
No. 1 1 1 1 1 1 2 2 2 2
Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N
Bottom Girt
No. 1 1 1 1 1 1 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
No. 1 1 1 1 1 1 0 0 0 0
Mid Girt
Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N
Long Horizontal Short Horizontal
No. 0 0 0 0 0 0 0 0 0 0
Bolt Size mm 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307
No. 1 1 1 1 1 1 1 1 1 1
Bolt Size mm 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307
Discrete Tower Loads Description
Face or Leg
Offset Type
SYRA UHF/UTV-01 PANEL
A
From Face
ANTENA PANEL VHF 1.30X2.90
B
From Face
ANTENA PANEL VHF 1.30X2.90
C
From Face
ANTENA PANEL VHF 1.30X2.90
D
From Face
ANTENA VHF BAND III 2 DIPOLOS
D
From Face
ANTENA VHF BAND III 2 DIPOLOS
D
From Face
ANTENA VHF BAND III 2 DIPOLOS
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
Azimuth Adjustment
Placement
CAAA Front
CAAA Side
Weight
°
m
m2
m2
kg
0.0000
49.000 - 47.700 No Ice
0.635
0.395
15.41
0.0000
47.000 - 45.500 No Ice
0.434
0.399
9.53
0.0000
47.000 - 45.500 No Ice
0.434
0.399
9.53
0.0000
47.000 - 45.500 No Ice
0.434
0.399
9.53
0.0000
44.200 - 42.900 No Ice
0.546
0.267
64.95
0.0000
42.500 - 41.200 No Ice
0.546
0.267
64.95
0.0000
42.500 - 41.200 No Ice
0.546
0.267
64.95
No. 1 1 1 2 2 2 2 2 2 2
RISATower
Page
Job
8 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Description
Face or Leg
06:58:27 01/12/11
Client
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Offset Type
ANTENA VHF BAND III 2 DIPOLOS
C
From Face
ANTENA VHF BAND III 2 DIPOLOS
D
From Face
ANTENA VHF BAND III 2 DIPOLOS
B
From Face
ANTENA VHF BAND III 2 DIPOLOS
C
From Face
ANTENA VHF BAND III 2 DIPOLOS
D
From Face
ANTENA VHF BAND III 2 DIPOLOS
B
From Face
ANTENA VHF BAND III 2 DIPOLOS
C
From Face
ANTENA VHF BAND I 1 DIPOLO
D
From Face
ANTENA VHF BAND I 1 DIPOLO
B
From Face
ANTENA VHF BAND I 1 DIPOLO
C
From Face
ANTENA VHF BAND I 1 DIPOLO
D
From Face
ANTENA VHF BAND I 1 DIPOLO
B
From Face
ANTENA VHF BAND I 1 DIPOLO
C
From Face
ANTENA PANEL 1.25X1.25
D
From Face
ANTENA PANEL 1.25X1.25
B
From Face
ANTENA PANEL 1.25X1.25
C
From Face
Offsets: Horz Lateral Vert m m m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
Ing Jaime Gutierrez C.
Azimuth Adjustment
Placement
CAAA Front
CAAA Side
Weight
°
m
m2
m2
kg
0.0000
42.500 - 41.200 No Ice
0.546
0.267
64.95
0.0000
40.800 - 39.500 No Ice
0.546
0.267
64.95
0.0000
40.800 - 39.500 No Ice
0.546
0.267
64.95
0.0000
40.800 - 39.500 No Ice
0.546
0.267
64.95
0.0000
39.100 - 37.800 No Ice
0.546
0.267
64.95
0.0000
39.100 - 37.800 No Ice
0.546
0.267
64.95
0.0000
39.100 - 37.800 No Ice
0.546
0.267
64.95
0.0000
37.000 - 35.500 No Ice
0.500
0.553
21.11
0.0000
37.000 - 35.500 No Ice
0.500
0.553
21.11
0.0000
37.000 - 35.500 No Ice
0.500
0.553
21.11
0.0000
35.000 - 33.500 No Ice
0.500
0.553
21.11
0.0000
35.000 - 33.500 No Ice
0.500
0.553
21.11
0.0000
35.000 - 33.500 No Ice
0.500
0.553
21.11
0.0000
16.500 - 15.200 No Ice
0.327
0.190
7.98
0.0000
16.500 - 15.200 No Ice
0.327
0.190
7.98
0.0000
16.500 - 15.200 No Ice
0.327
0.190
7.98
Dishes
Page
Job
RISATower
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M 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 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL
Client
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Dish Type
Offset Type
6 FT DISH
B
Paraboloid w/o Radome
From Leg
PAR10-59A
B
Paraboloid w/o Radome
From Leg
6 FT DISH
C
Paraboloid w/o Radome
From Leg
8 FT DISH
B
Paraboloid w/o Radome
From Leg
12 FT DISH
C
Paraboloid w/o Radome
From Leg
06:58:27 01/12/11
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
Ing Jaime Gutierrez C.
Azimuth Adjustment
3 dB Beam Width
Elevation
Outside Diameter
Aperture Area
Weight
° 0.0000
°
m 12.000
m 1.829
No Ice
m2 2.626
kg 64.86
0.0000
10.000
3.048
No Ice
7.293
143.79
0.0000
9.000
1.829
No Ice
2.626
64.86
0.0000
7.500
2.438
No Ice
4.673
113.85
0.0000
7.500
3.658
No Ice
10.506
244.94
Tower Pressures - No Ice GH = 1.127 Section Elevation
KZ
qz
m 47.500
1.558
MPa 0.00
m2 6.826
T2 45.000-40.000
42.500
1.509
0.00
6.826
T3 40.000-35.000
37.500
1.456
0.00
6.866
T4 35.000-30.000
32.500
1.398
0.00
6.931
T5 30.000-25.000
27.500
1.333
0.00
6.936
T6 25.000-20.000
22.500
1.259
0.00
6.937
T7 20.000-14.000
17.000
1.162
0.00
11.566
T8 14.000-8.000
11.000
1.026
0.00
18.125
m T1 50.000-45.000
z
AG
F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C
AF
AR
Aleg
m2 1.273 1.273 1.273 1.273 1.273 1.273 1.273 1.273 1.379 1.379 1.379 1.379 1.639 1.639 1.639 1.639 1.753 1.753 1.753 1.753 1.768 1.768 1.768 1.768 2.265 2.265 2.265 2.265 2.659 2.659 2.659
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
m2 0.635
0.635
0.762
1.016
1.016
1.016
1.229
1.536
Leg % 49.88 49.88 49.88 49.88 49.88 49.88 49.88 49.88 55.24 55.24 55.24 55.24 62.00 62.00 62.00 62.00 57.97 57.97 57.97 57.97 57.46 57.46 57.46 57.46 54.26 54.26 54.26 54.26 57.79 57.79 57.79
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
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
Page
Job
RISATower
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 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
10 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL
Client
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
KZ
qz
AG
MPa
m2
06:58:27 01/12/11
T9 8.000-5.000
6.500
1
0.00
11.492
T10 5.000-0.000
2.500
1
0.00
25.510
F a c e D A B C D A B C D
AF
AR
Aleg
m2 2.659 1.640 1.640 1.640 1.640 3.268 3.268 3.268 3.268
m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
m2
Leg % 57.79 46.84 46.84 46.84 46.84 40.39 40.39 40.39 40.39
0.768
1.320
Ing Jaime Gutierrez C.
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
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
Tower Pressure - Service GH = 1.127 Section Elevation
KZ
qz
m 47.500
1.558
MPa 0.00
m2 6.826
T2 45.000-40.000
42.500
1.509
0.00
6.826
T3 40.000-35.000
37.500
1.456
0.00
6.866
T4 35.000-30.000
32.500
1.398
0.00
6.931
T5 30.000-25.000
27.500
1.333
0.00
6.936
T6 25.000-20.000
22.500
1.259
0.00
6.937
T7 20.000-14.000
17.000
1.162
0.00
11.566
T8 14.000-8.000
11.000
1.026
0.00
18.125
T9 8.000-5.000
6.500
1
0.00
11.492
T10 5.000-0.000
2.500
1
0.00
25.510
m T1 50.000-45.000
z
AG
F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B
AF
AR
Aleg
m2 1.273 1.273 1.273 1.273 1.273 1.273 1.273 1.273 1.379 1.379 1.379 1.379 1.639 1.639 1.639 1.639 1.753 1.753 1.753 1.753 1.768 1.768 1.768 1.768 2.265 2.265 2.265 2.265 2.659 2.659 2.659 2.659 1.640 1.640 1.640 1.640 3.268 3.268
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 0.635
0.635
0.762
1.016
1.016
1.016
1.229
1.536
0.768
1.320
Leg % 49.88 49.88 49.88 49.88 49.88 49.88 49.88 49.88 55.24 55.24 55.24 55.24 62.00 62.00 62.00 62.00 57.97 57.97 57.97 57.97 57.46 57.46 57.46 57.46 54.26 54.26 54.26 54.26 57.79 57.79 57.79 57.79 46.84 46.84 46.84 46.84 40.39 40.39
Page
Job
RISATower
11 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 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
06:58:27 01/12/11
Client
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
qz
AG
MPa
m2
KZ
F a c e C D
AF
AR
Aleg
m2 3.268 3.268
m2 0.000 0.000
m2
Ing Jaime Gutierrez C.
CAAA In Face m2 0.000 0.000
Leg % 40.39 40.39
CAAA Out Face m2 0.000 0.000
Tower Forces - No Ice - Wind Normal To Face Section Elevation
Add Weight
m
kg
Self Weight
T1 50.000-45.000
3.62
kg 400.24
T2 45.000-40.000
3.62
400.24
T3 40.000-35.000
4.46
398.92
T4 35.000-30.000
5.37
511.29
T5 30.000-25.000
5.37
574.27
T6 25.000-20.000
5.37
709.45
T7 20.000-14.000
6.26
875.08
T8 14.000-8.000
6.26
964.92
T9 8.000-5.000
7.16
707.02
T10 5.000-0.000
7.16
1275.33
Sum Weight:
54.65
6871.43
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
e
0.186 0.186 0.186 0.186 0.186 0.186 0.186 0.186 0.201 0.201 0.201 0.201 0.236 0.236 0.236 0.236 0.253 0.253 0.253 0.253 0.255 0.255 0.255 0.255 0.196 0.196 0.196 0.196 0.147 0.147 0.147 0.147 0.143 0.143 0.143 0.143 0.128 0.128 0.128 0.128
CF
3.039 3.039 3.039 3.039 3.039 3.039 3.039 3.039 2.976 2.976 2.976 2.976 2.829 2.829 2.829 2.829 2.764 2.764 2.764 2.764 2.756 2.756 2.756 2.756 2.998 2.998 2.998 2.998 3.221 3.221 3.221 3.221 3.24 3.24 3.24 3.24 3.31 3.31 3.31 3.31
RR
0.588 0.588 0.588 0.588 0.588 0.588 0.588 0.588 0.591 0.591 0.591 0.591 0.599 0.599 0.599 0.599 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.59 0.59 0.59 0.59 0.581 0.581 0.581 0.581 0.58 0.58 0.58 0.58 0.578 0.578 0.578 0.578
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 OTM
AE
F
m2 1.273 1.273 1.273 1.273 1.273 1.273 1.273 1.273 1.379 1.379 1.379 1.379 1.639 1.639 1.639 1.639 1.753 1.753 1.753 1.753 1.768 1.768 1.768 1.768 2.265 2.265 2.265 2.265 2.659 2.659 2.659 2.659 1.640 1.640 1.640 1.640 3.268 3.268 3.268 3.268 123545 kg-m
kg 472.17
kglm 94.43
D
457.40
91.48
D
468.34
93.67
D
507.62
101.52
D
505.87
101.17
D
480.46
96.09
D
617.92
102.99
D
688.05
114.67
D
416.13
138.71
D
847.23
169.45
D
5461.18
Tower Forces - No Ice - Wind 45 To Face
w
Ctrl. Face
RISATower
Page
Job
12 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section Elevation
Add Weight
m
kg
06:58:27 01/12/11
Client
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Self Weight
T1 50.000-45.000
3.62
kg 400.24
T2 45.000-40.000
3.62
400.24
T3 40.000-35.000
4.46
398.92
T4 35.000-30.000
5.37
511.29
T5 30.000-25.000
5.37
574.27
T6 25.000-20.000
5.37
709.45
T7 20.000-14.000
6.26
875.08
T8 14.000-8.000
6.26
964.92
T9 8.000-5.000
7.16
707.02
T10 5.000-0.000
7.16
1275.33
Sum Weight:
54.65
6871.43
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
e
0.186 0.186 0.186 0.186 0.186 0.186 0.186 0.186 0.201 0.201 0.201 0.201 0.236 0.236 0.236 0.236 0.253 0.253 0.253 0.253 0.255 0.255 0.255 0.255 0.196 0.196 0.196 0.196 0.147 0.147 0.147 0.147 0.143 0.143 0.143 0.143 0.128 0.128 0.128 0.128
CF
3.039 3.039 3.039 3.039 3.039 3.039 3.039 3.039 2.976 2.976 2.976 2.976 2.829 2.829 2.829 2.829 2.764 2.764 2.764 2.764 2.756 2.756 2.756 2.756 2.998 2.998 2.998 2.998 3.221 3.221 3.221 3.221 3.24 3.24 3.24 3.24 3.31 3.31 3.31 3.31
RR
0.588 0.588 0.588 0.588 0.588 0.588 0.588 0.588 0.591 0.591 0.591 0.591 0.599 0.599 0.599 0.599 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.59 0.59 0.59 0.59 0.581 0.581 0.581 0.581 0.58 0.58 0.58 0.58 0.578 0.578 0.578 0.578
DF
DR
1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.151 1.151 1.151 1.151 1.177 1.177 1.177 1.177 1.19 1.19 1.19 1.19 1.191 1.191 1.191 1.191 1.147 1.147 1.147 1.147 1.11 1.11 1.11 1.11 1.107 1.107 1.107 1.107 1.096 1.096 1.096 1.096
1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.151 1.151 1.151 1.151 1.177 1.177 1.177 1.177 1.19 1.19 1.19 1.19 1.191 1.191 1.191 1.191 1.147 1.147 1.147 1.147 1.11 1.11 1.11 1.11 1.107 1.107 1.107 1.107 1.096 1.096 1.096 1.096 OTM
Ing Jaime Gutierrez C.
AE
F
m2 1.451 1.451 1.451 1.451 1.451 1.451 1.451 1.451 1.587 1.587 1.587 1.587 1.929 1.929 1.929 1.929 2.085 2.085 2.085 2.085 2.106 2.106 2.106 2.106 2.598 2.598 2.598 2.598 2.951 2.951 2.951 2.951 1.815 1.815 1.815 1.815 3.582 3.582 3.582 3.582 142545 kg-m
kg 538.21
kglm 107.64
D
521.37
104.27
D
538.91
107.78
D
597.64
119.53
D
601.74
120.35
D
572.31
114.46
D
708.67
118.11
D
763.74
127.29
D
460.67
153.56
D
928.63
185.73
D
w
Ctrl. Face
6231.89
Tower Forces - Service - Wind Normal To Face Section Elevation
Add Weight
m
kg
Self Weight
T1 50.000-45.000
3.62
kg 400.24
T2 45.000-40.000
3.62
400.24
F a c e A B C D A B
e
0.186 0.186 0.186 0.186 0.186 0.186
CF
RR
3.039 3.039 3.039 3.039 3.039 3.039
0.588 0.588 0.588 0.588 0.588 0.588
DF
DR
1 1 1 1 1 1
1 1 1 1 1 1
AE
F
m2 1.273 1.273 1.273 1.273 1.273 1.273
kg 118.04
kglm 23.61
D
114.35
22.87
D
w
Ctrl. Face
Page
Job
RISATower
13 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 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
06:58:27 01/12/11
Client
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
T3 40.000-35.000
4.46
398.92
T4 35.000-30.000
5.37
511.29
T5 30.000-25.000
5.37
574.27
T6 25.000-20.000
5.37
709.45
T7 20.000-14.000
6.26
875.08
T8 14.000-8.000
6.26
964.92
T9 8.000-5.000
7.16
707.02
T10 5.000-0.000
7.16
1275.33
Sum Weight:
54.65
6871.43
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
e
0.186 0.186 0.201 0.201 0.201 0.201 0.236 0.236 0.236 0.236 0.253 0.253 0.253 0.253 0.255 0.255 0.255 0.255 0.196 0.196 0.196 0.196 0.147 0.147 0.147 0.147 0.143 0.143 0.143 0.143 0.128 0.128 0.128 0.128
CF
RR
3.039 3.039 2.976 2.976 2.976 2.976 2.829 2.829 2.829 2.829 2.764 2.764 2.764 2.764 2.756 2.756 2.756 2.756 2.998 2.998 2.998 2.998 3.221 3.221 3.221 3.221 3.24 3.24 3.24 3.24 3.31 3.31 3.31 3.31
0.588 0.588 0.591 0.591 0.591 0.591 0.599 0.599 0.599 0.599 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.59 0.59 0.59 0.59 0.581 0.581 0.581 0.581 0.58 0.58 0.58 0.58 0.578 0.578 0.578 0.578
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 OTM
Ing Jaime Gutierrez C.
AE
F
w
m2 1.273 1.273 1.379 1.379 1.379 1.379 1.639 1.639 1.639 1.639 1.753 1.753 1.753 1.753 1.768 1.768 1.768 1.768 2.265 2.265 2.265 2.265 2.659 2.659 2.659 2.659 1.640 1.640 1.640 1.640 3.268 3.268 3.268 3.268 30886 kg-m
kg
kglm
Ctrl. Face
117.08
23.42
D
126.90
25.38
D
126.47
25.29
D
120.12
24.02
D
154.48
25.75
D
172.01
28.67
D
104.03
34.68
D
211.81
42.36
D
1365.29
Tower Forces - Service - Wind 45 To Face Section Elevation
Add Weight
m
kg
Self Weight
T1 50.000-45.000
3.62
kg 400.24
T2 45.000-40.000
3.62
400.24
T3 40.000-35.000
4.46
398.92
T4
5.37
511.29
F a c e A B C D A B C D A B C D A
e
0.186 0.186 0.186 0.186 0.186 0.186 0.186 0.186 0.201 0.201 0.201 0.201 0.236
CF
3.039 3.039 3.039 3.039 3.039 3.039 3.039 3.039 2.976 2.976 2.976 2.976 2.829
RR
0.588 0.588 0.588 0.588 0.588 0.588 0.588 0.588 0.591 0.591 0.591 0.591 0.599
DF
1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.151 1.151 1.151 1.151 1.177
DR
1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.151 1.151 1.151 1.151 1.177
AE
F
m2 1.451 1.451 1.451 1.451 1.451 1.451 1.451 1.451 1.587 1.587 1.587 1.587 1.929
kg 134.55
kglm 26.91
D
130.34
26.07
D
134.73
26.95
D
149.41
29.88
D
w
Ctrl. Face
Page
Job
RISATower
14 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
06:58:27 01/12/11
Client
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Section Elevation
Add Weight
Self Weight
m 35.000-30.000
kg
kg
T5 30.000-25.000
5.37
574.27
T6 25.000-20.000
5.37
709.45
T7 20.000-14.000
6.26
875.08
T8 14.000-8.000
6.26
964.92
T9 8.000-5.000
7.16
707.02
T10 5.000-0.000
7.16
1275.33
Sum Weight:
54.65
6871.43
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
e
0.236 0.236 0.236 0.253 0.253 0.253 0.253 0.255 0.255 0.255 0.255 0.196 0.196 0.196 0.196 0.147 0.147 0.147 0.147 0.143 0.143 0.143 0.143 0.128 0.128 0.128 0.128
CF
RR
DF
DR
2.829 2.829 2.829 2.764 2.764 2.764 2.764 2.756 2.756 2.756 2.756 2.998 2.998 2.998 2.998 3.221 3.221 3.221 3.221 3.24 3.24 3.24 3.24 3.31 3.31 3.31 3.31
0.599 0.599 0.599 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.603 0.59 0.59 0.59 0.59 0.581 0.581 0.581 0.581 0.58 0.58 0.58 0.58 0.578 0.578 0.578 0.578
1.177 1.177 1.177 1.19 1.19 1.19 1.19 1.191 1.191 1.191 1.191 1.147 1.147 1.147 1.147 1.11 1.11 1.11 1.11 1.107 1.107 1.107 1.107 1.096 1.096 1.096 1.096
1.177 1.177 1.177 1.19 1.19 1.19 1.19 1.191 1.191 1.191 1.191 1.147 1.147 1.147 1.147 1.11 1.11 1.11 1.11 1.107 1.107 1.107 1.107 1.096 1.096 1.096 1.096 OTM
Ing Jaime Gutierrez C.
AE
F
w
m2 1.929 1.929 1.929 2.085 2.085 2.085 2.085 2.106 2.106 2.106 2.106 2.598 2.598 2.598 2.598 2.951 2.951 2.951 2.951 1.815 1.815 1.815 1.815 3.582 3.582 3.582 3.582 35636 kg-m
kg
kglm
Ctrl. Face
150.44
30.09
D
143.08
28.62
D
177.17
29.53
D
190.93
31.82
D
115.17
38.39
D
232.16
46.43
D
1557.97
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 3064.39 3752.39 6816.78 54.65 8347.83
Sum of Forces X kg
Sum of Forces Z kg
-1096.68 6274.32 8030.10 -1242.04
-8644.29 -6331.96 -5.70 8706.09
-274.17 1568.58 2007.53 -310.51
-2161.07 -1582.99 -1.42 2176.52
8347.83
Sum of Overturning Moments, Mz kg-m
Sum of Overturning Moments, Mx kg-m 70
-1226
70 -185427 -142520 -68 187066 70 -46304 -35577 36 46819
-1226 7234 -141191 -178856 10758 -1226 889 -36218 -45634 1770
Load Combinations
Sum of Torques
kg-m
1500 1048 2 -1485 375 262 1 -371
Page
Job
RISATower
15 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Comb. No. 1 2 3 4 5 6 7 8 9
06:58:27 01/12/11
Client
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
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
50 - 45
Leg
Diagonal
Horizontal
Secondary Horizontal
Top Girt
Inner Bracing
T2
45 - 40
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
Gov. Load Comb. 3 3 2 5 2 5 4 4 5 5 5 5 5 3 5 2 5 5 5
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
3 1 5 1 5 5 3 1 5 1 5 5 3 1 4 1 4 3 3 5 2 5 2
Force kg 340.76 -441.85 -281.68 -281.80 25.63 -25.94 305.92 -345.05 219.41 -75.23 1.16 0.04 91.99 -37.95 36.98 34.71 -1.89 -0.07 84.38
Major Axis Moment kg-m 2 -2 -5 0 -5 0 0 0 0 0 0 0 0 0 1 0 1 0 0
Minor Axis Moment kg-m 2 -1 0 -5 0 -5 0 0 0 0 0 0 0 0 0 0 0 0 0
-24.25 12.78 41.20 1.51 -0.00 59.66 -2.47 0.41 56.74 3.01 -0.00 60.23 -0.80 0.60 33.56 -4.26 0.07 2122.94 -2434.99 1274.06 1241.18 -32.80 -32.82
0 -1 0 0 0 0 0 -1 0 0 0 0 0 2 0 0 0 2 -2 9 -3 8 -3
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 -1 -2 9 -2 8
Ing Jaime Gutierrez C.
Page
Job
RISATower
16 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 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
Component Type
Condition
Diagonal
Secondary Horizontal
Top Girt
Inner Bracing
40 - 35
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Horizontal
T3
06:58:27 01/12/11
Leg
Diagonal
Horizontal
Secondary Horizontal
Top Girt
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 5 5 5 5 5 3 5 2 5 5 5
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
Force kg 902.02 -1048.76 394.75 -271.42 1.16 0.04 94.42 -41.70 43.63 39.32 -1.96 -0.08 440.10
Major Axis Moment kg-m 0 0 0 0 0 0 0 0 1 0 1 0 0
Minor Axis Moment kg-m 0 0 0 0 0 0 0 0 0 0 0 0 0
4 1 5 1 5 5 4 1 5 1 5 5 4 1 4 1 4 3 3 5 2 5 2 3 3 5 5 5 5 5 3 5 5 5 5 5
-324.04 44.84 69.58 1.51 -0.00 231.27 -121.54 15.59 71.76 3.01 -0.00 71.23 -2.58 14.76 33.83 -4.26 0.07 6146.03 -6783.57 3860.38 3808.83 43.26 43.09 1627.68 -1810.82 810.96 -661.88 1.16 0.04 110.95 -64.49 45.01 35.47 -2.01 -0.78 843.90
0 -1 0 0 0 0 0 -1 0 0 0 0 0 2 0 0 0 0 1 18 -8 18 -8 0 0 0 0 0 0 0 0 1 0 1 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 -8 18 -8 18 0 0 0 0 0 0 0 0 0 1 0 1 0
4 1 5 1 5 5 4 1 5 1
-669.88 67.09 89.79 1.51 -0.00 629.58 -463.25 58.38 93.43 2.22
0 -1 0 0 0 0 0 -1 0 0
0 0 0 0 0 0 0 0 0 0
Ing Jaime Gutierrez C.
Page
Job
RISATower
17 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No. T4
Elevation m 35 - 30
Client
Component Type Leg
Horizontal
Secondary Horizontal
Top Girt
Inner Bracing
30 - 25
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Diagonal
T5
06:58:27 01/12/11
Leg
Diagonal
Horizontal
Secondary Horizontal
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
Gov. Load Comb. 5 3 3 2 5 5 2 3 3 5 5 5 5 5 4 5 2 5 2 5
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
Force kg -0.00 12686.67 -13574.87 8211.57 8191.00 -61.79 -63.00 2310.62 -2516.82 1263.44 -1176.38 1.15 0.04 132.40 -96.10 59.87 56.15 -2.07 0.14 1283.58
Major Axis Moment kg-m 0 -9 10 46 -23 36 -17 0 0 0 0 0 0 0 0 1 0 1 1 0
Minor Axis Moment kg-m 0 -9 11 -21 46 -16 37 0 0 0 0 0 0 0 0 0 0 0 0 0
5 1 5 1 5 5 4 1 5 1 5 5 3 1 4 1 4 3 3 2 5 2 2 3 3 5 5 5 5 5 4 5 5 5 5 5
-1106.53 72.43 136.04 1.51 -0.00 1079.76 -886.79 49.60 105.46 3.01 -0.00 71.93 -21.08 31.91 24.95 -2.88 0.04 20246.22 -21341.18 13225.40 12957.70 92.28 87.53 3424.02 -3558.67 1576.90 -1995.15 1.56 0.05 134.24 -166.19 49.19 48.37 2.18 -5.64 2165.46
0 -1 0 0 0 0 0 -1 0 0 0 0 0 1 0 0 0 -17 18 74 -37 74 -35 0 0 -1 0 0 0 0 0 1 0 1 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -17 18 -35 74 -35 71 0 0 0 0 0 0 0 0 4 4 4 4 0
5 1 5
-1959.42 92.14 210.98
0 -1 0
0 0 0
Ing Jaime Gutierrez C.
Page
Job
RISATower
18 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 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
25 - 20
Component Type
Leg
Diagonal
Horizontal
Secondary Horizontal
Top Girt
Inner Bracing
T7
20 - 14
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Top Girt
T6
06:58:27 01/12/11
Leg
Diagonal
Horizontal
Condition Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Gov. Load Comb. 1 5 5 5 1 5 1 5 3 3 5 5 5 5 3 3 5 5 5 5 5 4 5 5 5 2 5
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
5 1 5 1 5 5 5 1 5 1 5 5 5 1 4 1 4 3 3 2 5 2 5 2 5 2 2 2 2 5 5 2 5
Force kg 1.51 -0.00 1680.67 -1465.74 80.24 132.78 2.22 -0.00 29865.72 -30826.41 20061.04 18210.58 118.77 133.62 4282.70 -4343.56 1831.65 -2560.76 1.55 0.04 213.41 -186.80 -103.59 90.08 2.67 0.22 2858.94
Major Axis Moment kg-m 0 0 0 0 -1 0 0 0 -23 -5 137 30 -104 -134 0 0 -1 0 0 0 -1 0 1 0 1 1 0
Minor Axis Moment kg-m 0 0 0 0 0 0 0 0 -23 -5 78 161 -146 -121 0 0 0 0 0 0 0 0 0 0 0 0 0
-2636.64 102.44 295.57 1.51 -0.00 2495.05 -2255.97 63.69 166.05 -3.95 0.00 198.16 -73.95 47.00 42.14 -4.26 0.04 30571.87 -32983.04 17301.42 18390.81 -373.19 -494.05 43930.26 -3249.61 43930.26 -2940.73 86.39 -237.19 463.96 -227.48 -79.00 -78.33
0 -1 0 0 0 0 0 -1 0 0 0 0 0 2 0 0 0 20 99 -368 269 169 -31 132 -61 132 -47 132 0 0 0 4 3
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15 112 196 -487 7 229 -234 -361 -234 -365 -234 0 0 0 -2 -2
Ing Jaime Gutierrez C.
Page
Job
RISATower
19 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 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
Component Type
Redund Horz 1 Bracing
Redund Diag 1 Bracing
Inner Bracing
14 - 8
Leg
Diagonal
Horizontal
Redund Horz 1 Bracing
Redund Diag 1 Bracing
T9
8-5
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Top Girt
T8
06:58:27 01/12/11
Leg
Condition Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Gov. Load Comb. 2 5 3 5 5 5 5 5 2
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Force kg 5.30 -2.76 365.55 -613.27 156.44 -73.02 3.00 -0.27 294902.36
Major Axis Moment kg-m 4 3 0 0 -1 0 0 0 0
Minor Axis Moment kg-m -2 -2 0 0 0 0 0 0 0
2 3 5 3 5 2
-649.85 496.73 2800.52 0.78 -0.07 26070.05
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
3 2 2 2 2 5 5 1 5 1 5 3 3 5 2 5 5 5 2 3 2 3 2 5 5 2 2 2 2 3
-861.76 24812.75 560.18 1.01 -0.44 387.55 -568.06 0.27 326.07 -4.26 0.05 26197.48 -29082.62 -19001.27 -20231.97 290.32 309.57 1648.83 -1735.17 -1013.08 -907.48 -4.79 -1.63 214.13 -292.73 -17.20 -165.85 4.40 5.86 437.99
0 0 0 0 0 0 0 2 0 0 0 -162 84 295 -5 295 -3 0 3 5 4 5 0 1 1 3 1 3 0 0
0 0 0 0 0 0 0 0 0 0 0 -166 94 -24 302 -24 299 0 -2 2 -2 2 0 5 8 1 8 1 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 5 2 5 2 3
-437.99 -89.24 290.37 1.23 -0.11 516.84
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
-516.84 253.97 339.43 1.46 -0.27 22222.80
0 -1 0 0 0 -79
0 0 0 0 0 -66
Ing Jaime Gutierrez C.
Page
Job
RISATower
20 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 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
Component Type
Top Girt
Redund Horz 1 Bracing
Redund Diag 1 Bracing
Inner Bracing
5-0
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Diagonal
T10
06:58:27 01/12/11
Leg
Diagonal
Top Girt
Redund Horz 1 Bracing
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
Gov. Load Comb. 3 5 2 5 2 5 2 3 5 3 5 3 5 5 2 5 2 3
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Force kg -24240.00 14306.39 13955.25 -222.87 237.00 3682.26 -4504.76 -2922.19 -4468.68 -6.06 37.27 1723.27 -1636.42 1696.12 439.25 9.92 0.89 365.06
Major Axis Moment kg-m 17 -111 12 104 36 0 0 6 2 6 0 0 0 -9 0 0 0 0
Minor Axis Moment kg-m 17 3 105 3 104 0 0 3 64 3 0 0 0 0 1 0 0 0
3 5 4 5 4 3
-365.06 237.28 236.94 1.67 -0.15 427.78
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
3 2 5 2 5 3 3 1 4 1 4 3 3 5 2 5 2 3 3 3 2 3 2 3 3 5 5 5 5 3
-427.78 305.06 279.27 1.90 0.30 711.26 -771.57 79.33 25.65 -11.17 0.01 22912.77 -25602.52 -17566.92 -17057.68 -111.53 -111.32 5242.59 -5985.80 -369.70 -4538.06 24.70 -21.05 2264.78 -2679.39 -1864.67 -1796.91 7.94 1.75 391.35
0 -1 0 0 0 0 0 14 0 0 0 -11 2 -135 15 -135 15 0 3 -30 1 2 0 0 0 5 5 5 5 0
0 0 0 0 0 0 0 0 0 0 0 -11 0 11 -135 11 -135 0 -1 23 -29 -2 0 0 0 -1 -1 -1 -1 0
Max. Compression Max. Mx Max. My Max. Vy
3 2 3 2
-391.35 -16.68 391.35 0.82
0 0 0 0
0 0 0 0
Ing Jaime Gutierrez C.
RISATower
Page
Job
21 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
06:58:27 01/12/11
Client
Component Type 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
Redund Hip 3 Bracing
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Condition Max. Vx Max Tension
Gov. Load Comb. 3 3
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Force kg -0.16 391.35
Major Axis Moment kg-m 0 0
Minor Axis Moment kg-m 0 0
3 2 6 2 6 3
-391.35 -30.63 82.48 1.65 -0.33 391.35
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 2 5 2 5 3
-391.35 263.57 -133.57 2.47 -0.49 504.88
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 2 3 2 3
-504.88 219.73 340.68 -0.42 -0.43 288.00
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 3 2 3 2 3
-288.00 288.00 63.65 1.24 -0.49 236.89
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
-236.89 236.89 141.50 1.90 -0.54 40.25
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 1 2 1 2 3
-46.64 -3.62 -22.03 1.61 -0.00 19.94
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 1 2 1 2 3
-36.78 -7.47 -35.21 3.22 0.00 4.89
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx
3 1 2 1 2
-17.92 -6.51 -7.29 -4.84 -0.00
0 -3 0 0 0
0 0 0 0 0
Ing Jaime Gutierrez C.
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
22 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL
Client
06:58:27 01/12/11 Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Ing Jaime Gutierrez C.
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 4 2 2 2 5 4 3 5 3 5 3 5 2 2 2 4 5 4
Vertical kg
Horizontal, X kg
Horizontal, Z kg
18530.41 18530.41 -21515.29 -21515.29 -21515.29 18530.41 16957.64 -13923.17 -13923.17 -13923.17 16668.74 16957.64 25514.23 -14317.19 25514.23 -14317.19 25514.23 -14317.19 17995.30 17995.30 17995.30 -12721.30 -12532.18 -12721.30
5235.60 5235.60 -4400.31 -4400.31 -4400.31 5235.60 -2558.39 4000.63 4000.63 4000.63 -4493.28 -2558.39 -5373.80 4073.91 -5373.80 4073.91 -5373.80 4073.91 5162.96 5162.96 5162.96 -1477.64 -3568.05 -1477.64
-2882.10 -2882.10 4300.46 4300.46 4300.46 -2882.10 -4709.97 1816.60 1816.60 1816.60 -2541.88 -4709.97 5440.71 -1933.67 5440.71 -1933.67 5440.71 -1933.67 2740.85 2740.85 2740.85 -3644.09 -1346.89 -3644.09
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 8347.82 8349.95 8346.66 8349.88 8349.79 8347.83 8347.83 8347.83 8347.83
Shearx
Shearz
kg
kg
-0.03 -1090.68 6268.45 8028.74 -1248.18 -274.17 1568.49 2007.41 -310.51
-0.01 -8642.97 -6326.63 -1.42 8704.54 -2160.95 -1582.90 -1.42 2176.40
Overturning Moment, Mx kg-m 71 -185463 -142474 109 187076 -46302 -35578 36 46819
Overturning Moment, Mz kg-m -1225 7006 -141114 -178855 10995 886 -36217 -45629 1768
Torque kg-m 0 1535 1051 30 -1456 376 263 1 -372
Solution Summary Load Comb. 1 2 3 4 5 6
PX kg 0.00 -1096.68 6274.32 8030.10 -1242.04 -274.17
Sum of Applied Forces PY kg -8347.83 -8347.83 -8347.83 -8347.83 -8347.83 -8347.83
PZ kg -0.00 -8644.29 -6331.96 -5.70 8706.09 -2161.07
PX kg 0.03 1090.68 -6268.45 -8028.74 1248.18 274.17
Sum of Reactions PY kg 8347.82 8349.95 8346.66 8349.88 8349.79 8347.83
PZ kg 0.01 8642.97 6326.63 1.42 -8704.54 2160.95
% Error 0.000% 0.054% 0.066% 0.043% 0.055% 0.001%
Page
Job
RISATower
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Load Comb. 7 8 9
Client
06:58:27 01/12/11 Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Sum of Applied Forces PY kg -8347.83 -8347.83 -8347.83
PX kg 1568.58 2007.53 -310.51
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ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL
PZ kg -1582.99 -1.42 2176.52
PX kg -1568.49 -2007.41 310.51
Sum of Reactions PY kg 8347.83 8347.83 8347.83
PZ kg 1582.90 1.42 -2176.40
Ing Jaime Gutierrez C. % Error 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 6 200 200 200 200 15 15 15 15
Yes No No No No Yes Yes Yes Yes
Displacement Tolerance 0.00000001 0.04977959 0.02626904 0.04982101 0.04976754 0.00000001 0.00000001 0.00000001 0.00000001
Force Tolerance 0.00000001 0.00000000 0.00000000 0.00000000 0.00000000 0.00011237 0.00011277 0.00011245 0.00011243
Maximum Tower Deflections - Service Wind Section No. T1 T2 T3 T4 T5 T6 T7 T8 T9 T10
Elevation m 50 - 45 45 - 40 40 - 35 35 - 30 30 - 25 25 - 20 20 - 14 14 - 8 8-5 5-0
Horz. Deflection mm 136.44 111.48 86.82 63.35 42.09 24.40 11.10 4.46 0.77 0.65
Gov. Load Comb. 7 7 7 7 7 7 7 7 9 7
Tilt
Twist
° 0.2855 0.2841 0.2734 0.2516 0.2173 0.1717 0.1146 0.0449 0.0249 0.0179
° 0.0121 0.0123 0.0121 0.0111 0.0090 0.0074 0.0058 0.0029 0.0015 0.0008
Critical Deflections and Radius of Curvature - Service Wind Elevation m 49.000 48.350 47.700 47.000 46.250 45.500 44.200 43.550
Appurtenance SYRA UHF/UTV-01 PANEL SYRA UHF/UTV-01 PANEL SYRA UHF/UTV-01 PANEL ANTENA PANEL VHF 1.30X2.90 ANTENA PANEL VHF 1.30X2.90 ANTENA PANEL VHF 1.30X2.90 ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2
Gov. Load Comb. 7 7 7 7 7 7 7
Deflection
Tilt
Twist
mm 131.45 128.20 124.95 121.46 117.72 113.98 107.50
° 0.2856 0.2856 0.2855 0.2854 0.2851 0.2846 0.2831
° 0.0121 0.0121 0.0122 0.0122 0.0122 0.0123 0.0123
Radius of Curvature m Inf Inf 408996 313574 250140 185719 79260
7
104.27
0.2821
0.0123
55052
Page
Job
RISATower
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Elevation
Client
Appurtenance
42.500 41.850 41.200 40.800 40.150 39.500 39.100 38.450 37.800 37.000 36.250 35.500 35.000 34.250 33.500 16.500 15.850 15.200 12.000 10.000 9.000 7.500
DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND I 1 DIPOLO ANTENA VHF BAND I 1 DIPOLO ANTENA VHF BAND I 1 DIPOLO ANTENA VHF BAND I 1 DIPOLO ANTENA VHF BAND I 1 DIPOLO ANTENA VHF BAND I 1 DIPOLO ANTENA PANEL 1.25X1.25 ANTENA PANEL 1.25X1.25 ANTENA PANEL 1.25X1.25 6 FT DISH PAR10-59A 6 FT DISH 8 FT DISH
T1 T2 T3 T4 T5 T6 T7 T8 T9 T10
Elevation m 50 - 45 45 - 40 40 - 35 35 - 30 30 - 25 25 - 20 20 - 14 14 - 8 8-5 5-0
Horz. Deflection mm 594.28 481.92 370.62 263.59 171.62 95.94 37.76 17.48 3.07 2.51
Ing Jaime Gutierrez C.
Gov. Load Comb.
Deflection
Tilt
Twist
mm
°
°
Radius of Curvature m
7
101.05
0.2809
0.0123
41798
7
99.07
0.2801
0.0123
36405
7
95.86
0.2786
0.0122
30094
7
92.67
0.2769
0.0122
25653
7
90.71
0.2758
0.0122
23553
7
87.55
0.2738
0.0121
20932
7
84.41
0.2717
0.0121
19069
7
82.48
0.2703
0.0120
18170
7
79.38
0.2679
0.0119
16941
7
76.30
0.2653
0.0118
15879
7
72.54
0.2618
0.0117
14743
7
69.06
0.2582
0.0115
13813
7
65.62
0.2544
0.0113
12861
7
63.35
0.2516
0.0111
12094
7
59.98
0.2473
0.0108
10765
7
56.66
0.2426
0.0105
9514
7 7 7 7 7 7 7
6.47 5.91 5.38 2.92 1.57 1.08 0.68
0.0698 0.0624 0.0556 0.0338 0.0283 0.0265 0.0240
0.0040 0.0037 0.0034 0.0023 0.0019 0.0017 0.0014
6697 9822 18233 19940 7481 5748 6341
Maximum Tower Deflections - Design Wind Section No.
06:58:27 01/12/11 Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
m 42.900
24 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL
Gov. Load Comb. 5 5 5 5 3 3 3 3 5 3
Tilt
Twist
° 1.2859 1.2810 1.2416 1.1622 1.0354 0.8664 0.6553 0.1813 0.0979 0.0707
° 0.1565 0.1575 0.1575 0.1543 0.1469 0.1413 0.1355 0.0120 0.0066 0.0033
Page
Job
RISATower
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
25 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL
Client
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Horz. Deflection mm
06:58:27 01/12/11
Gov. Load Comb.
Tilt
Twist
°
°
Ing Jaime Gutierrez C.
Critical Deflections and Radius of Curvature - Design Wind Elevation m 49.000 48.350 47.700 47.000 46.250 45.500 44.200 43.550 42.900 42.500 41.850 41.200 40.800 40.150 39.500 39.100 38.450 37.800 37.000 36.250 35.500 35.000 34.250 33.500 16.500 15.850 15.200 12.000 10.000 9.000 7.500
Appurtenance SYRA UHF/UTV-01 PANEL SYRA UHF/UTV-01 PANEL SYRA UHF/UTV-01 PANEL ANTENA PANEL VHF 1.30X2.90 ANTENA PANEL VHF 1.30X2.90 ANTENA PANEL VHF 1.30X2.90 ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND I 1 DIPOLO ANTENA VHF BAND I 1 DIPOLO ANTENA VHF BAND I 1 DIPOLO ANTENA VHF BAND I 1 DIPOLO ANTENA VHF BAND I 1 DIPOLO ANTENA VHF BAND I 1 DIPOLO ANTENA PANEL 1.25X1.25 ANTENA PANEL 1.25X1.25 ANTENA PANEL 1.25X1.25 6 FT DISH PAR10-59A 6 FT DISH 8 FT DISH
Gov. Load Comb. 5 5 5 5 5 5 5
Deflection
Tilt
Twist
mm 571.80 557.18 542.57 526.84 509.99 493.15 463.97
° 1.2862 1.2863 1.2862 1.2856 1.2845 1.2827 1.2774
° 0.1567 0.1569 0.1570 0.1572 0.1573 0.1575 0.1577
Radius of Curvature m 149712 138280 99201 76054 60672 45150 19433
5
449.41
1.2738
0.1577
13529
5
434.87
1.2694
0.1578
10286
5
425.94
1.2664
0.1578
8963
5
411.47
1.2609
0.1578
7414
5
397.06
1.2547
0.1578
6323
5
388.22
1.2506
0.1577
5811
5
373.91
1.2434
0.1576
5185
5
359.68
1.2355
0.1573
4764
5
350.97
1.2303
0.1572
4570
5
336.88
1.2214
0.1569
4310
5
322.87
1.2117
0.1565
4083
5
305.76
1.1989
0.1560
3834
5
289.84
1.1859
0.1554
3626
5
274.05
1.1720
0.1547
3387
5
263.59
1.1622
0.1543
3165
5
248.02
1.1466
0.1535
2755
3
233.27
1.1299
0.1526
2373
3 3 3 5 5 5 3
22.44 21.08 19.85 14.61 8.45 5.34 2.66
0.3498 0.2927 0.2401 0.1297 0.1085 0.1031 0.0946
0.0622 0.0469 0.0327 0.0027 0.0042 0.0057 0.0069
1577 3167 1050 907 2163 1176 915
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
26 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL
Client
06:58:27 01/12/11 Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Ing Jaime Gutierrez C.
Bolt Design Data Section No.
Elevation
Component Type
Bolt Grade
Leg
A325N
16
4
Maximum Load per Bolt kg 35.25
Diagonal
A325N
16
1
345.05
2922.37
Horizontal
A307
16
1
91.99
1391.60
Secondary Horizontal Top Girt
A307
16
1
84.38
1391.60
A325N
16
1
59.67
2694.43
Leg
A325N
16
4
615.15
4146.12
m T1
T2
T3
T4
T5
T6
T7
50
45
40
35
30
25
20
Bolt Size mm
Number Of Bolts
Allowable Load kg 4146.12
Diagonal
A325N
16
1
1048.76
2922.37
Horizontal
A307
16
1
94.42
1391.60
Secondary Horizontal Top Girt
A307
16
1
440.10
1391.60
A325N
16
1
231.27
2694.43
Leg
A325N
16
4
2253.60
5528.16
Diagonal
A325N
16
1
1810.82
2922.37
Horizontal
A307
16
1
110.95
1391.60
Secondary Horizontal Top Girt
A307
16
1
843.90
1391.60
A325N
16
1
629.58
2694.43
Leg
A325N
16
7
3360.74
5528.16
Diagonal
A325N
16
1
2516.82
2922.37
Horizontal
A307
16
1
132.40
1391.60
Secondary Horizontal Top Girt
A307
16
2
641.79
1391.60
A325N
16
1
1079.76
2694.43
Leg
A325N
16
8
4356.06
5844.72
Diagonal
A325N
16
1
3424.02
2694.43
Horizontal
A307
16
1
166.19
1391.60
Secondary Horizontal Top Girt
A307
16
2
1082.73
1391.60
A325N
16
1
1680.67
2694.43
Leg
A325N
16
8
6618.69
5844.72
Diagonal
A325N
16
1
4282.70
2694.43
Horizontal
A307
16
1
213.41
1391.60
Secondary Horizontal Top Girt
A307
16
2
1429.47
1391.60
A325N
16
1
2495.05
2922.37
Leg Diagonal
A325N A325N
16 16
8 2
8240.46 21965.13
5844.72 2922.37
Ratio Load Allowable 0.009 0.118 0.066 0.061 0.022 0.148 0.359 0.068 0.316 0.086 0.408 0.620 0.080 0.606 0.234 0.608 0.861 0.095 0.461 0.401 0.745 1.271 0.119 0.778 0.624 1.132 1.589 0.153 1.027 0.854 1.410 7.516
Allowable Ratio
Criteria
1.333
Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333 1.333
Member Block Shear Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333 1.333
Member Block Shear Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333 1.333
Member Block Shear Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Member Block Shear Bolt DS
1.333 1.333 1.333
Member Block Shear Bolt Shear
1.333
Bolt Shear
1.333
Member Block Shear Bolt DS
1.333 1.333 1.333
Member Block Shear Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333 1.333
Bolt DS Bolt Shear
Page
Job
RISATower
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
Client
Component Type
Bolt Grade
Horizontal
T9
T10
14
8
5
A307
06:58:27 01/12/11 Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
m
T8
27 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL
Bolt Size mm
Number Of Bolts
16
1
Maximum Load per Bolt kg 463.96
Allowable Load kg 1391.60
Top Girt
A325N
16
2
306.63
2922.37
Leg
A325N
16
8
7175.24
5844.72
Diagonal
A325N
16
2
867.58
2922.37
Horizontal
A307
16
1
292.73
1391.60
Leg
A325N
16
8
6058.27
5844.72
Diagonal
A325N
16
2
2252.38
2922.37
Top Girt
A325N
16
2
861.64
2922.37
Leg
A325N
16
10
5080.60
5844.72
Diagonal
A325N
16
2
2992.90
2922.37
Top Girt
A325N
16
2
1339.69
2922.37
Ratio Load Allowable 0.333 0.105 1.228 0.297 0.210 1.037 0.771 0.295 0.869 1.024 0.458
Ing Jaime Gutierrez C.
Allowable Ratio
Criteria
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
Compression Checks Leg Design Data (Compression) Section No.
Elevation
Size
L
Lu
T1
m 50 - 45
L64x64x5
m 5.000
m 1.250
T2
45 - 40
L64x64x5
5.000
1.250
T3
40 - 35
L76x76x6
5.000
T4
35 - 30
L102x102x6
T5
30 - 25
T6
mm2 582
Actual P kg -441.85
Allow. Pa kg 6070.07
Ratio P Pa 0.073
102
582
-2434.99
6070.07
0.401
83.1 K=1.00
127
929
-6783.57
12005.01
0.565
1.250
61.9 K=1.00
135
1252
-13574.89
17186.21
0.790
5.000
1.250
62.2 K=1.00
154
1548
-21341.16
24315.14
0.878
L102x102x10
5.000
1.250
62.5 K=1.00
154
1845
-30826.42
28922.06
1.066
20 - 14
L102x102x10
6.048
1.512
75.5 K=1.00
137
1845
-32983.02
25799.89
1.278
T8
14 - 8
L127x127x10
6.048
1.512
60.1 K=1.00
156
2329
-29082.63
37128.27
0.783
T9
8-5
L127x127x10
3.024
1.512
60.1 K=1.00
156
2329
-24239.98
37128.27
0.653
T10
5-0
L127x127x10
5.196
1.299
51.7 K=1.00
166
2329
-25602.53
39407.94
0.650
Kl/r
Fa
A
MPa 102
99.4 K=1.00
1.250
5.000
L102x102x8
25 - 20
T7
99.4 K=1.00
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
28 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL
Client
06:58:27 01/12/11 Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Ing Jaime Gutierrez C.
Diagonal Design Data (Compression) Section No.
Elevation
Size
L
Lu
T1
m 50 - 45
L38x38x5
m 1.416
m 1.348
T2
45 - 40
L38x38x5
1.416
1.348
T3
40 - 35
L38x38x5
1.416
T4
35 - 30
H1-3 (1.63 CR) - 142 L38x38x5
T5
30 - 25
T6
mm2 340
Actual P kg -345.05
Allow. Pa kg 1090.91
Ratio P Pa 0.316
31
340
-1048.76
1090.91
0.961
179.1 K=1.00
32
340
-1810.82
1113.13
1.627
1.308
175.5 K=1.00
33
340
-2516.82
1159.64
2.170
1.416
1.308
130.7 K=1.00
60
461
-3558.66
2836.30
1.255
L51x51x4.8
1.416
1.308
130.7 K=1.00
60
461
-4343.56
2836.30
1.531
20 - 14
H1-3 (1.53 CR) - 312 L51x51x4.8
3.244
3.111
198.5 K=1.00
26
461
-3217.13
1229.22
2.617
T8
14 - 8
H1-3 (2.62 CR) - 393 L51x51x4.8
3.244
3.119
199.0 K=1.00
26
461
-1735.17
1222.71
1.419
T9
8-5
H1-3 (1.42 CR) - 478 L64x64x4.8
3.481
3.356
169.8 K=1.00
36
582
-4504.76
2118.52
2.126
T10
5-0
H1-3 (2.13 CR) - 509 L76x76x6.4
5.924
1.481
62.7 K=1.00
153
929
-5985.79
14534.78
0.412
Allow. Pa kg 4304.82
Ratio P Pa 0.009
Kl/r
Fa
A
MPa 31
181.0 K=1.00
1.335
1.416
H1-3 (2.17 CR) - 196 L51x51x4.8
25 - 20
T7
181.0 K=1.00
Horizontal Design Data (Compression) Section No.
Elevation
Size
L
Lu
T1
m 50 - 45
L38x38x5
m 1.330
m 0.633
T2
45 - 40
L38x38x5
1.330
0.633
T3
40 - 35
L38x38x5
1.330
T4
35 - 30
L38x38x5
T5
30 - 25
T6
Fa
A
MPa 124
mm2 340
Actual P kg -37.95
85.0 K=1.00
124
340
-41.70
4304.82
0.010
1.254
108.1 K=1.00
88
340
-64.49
3057.33
0.021
1.330
0.614
82.4 K=1.00
128
340
-96.10
4430.47
0.022
L38x38x5
1.330
1.228
105.9 K=1.00
92
340
-166.19
3183.80
0.052
25 - 20
L38x38x5
1.330
0.614
82.4 K=1.00
128
340
-186.80
4430.47
0.042
T7
20 - 14
L38x38x5
1.870
0.884
118.7 K=1.00
73
340
-227.48
2536.60
0.090
T8
14 - 8
L38x38x5
2.950
2.823
243.4 K=1.00
17
340
-292.73
603.08
0.485
Kl/r
85.0 K=1.00
RISATower
Page
Job
29 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client
06:58:27 01/12/11 Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Ing Jaime Gutierrez C.
Secondary Horizontal Design Data (Compression) Section No.
Elevation
Size
L
Lu
MPa 36
mm 232
Actual P kg -24.25
168.3 K=1.00
36
232
-324.04
858.93
0.377
1.254
166.7 K=1.00
37
232
-669.88
876.42
0.764
1.330
1.228
163.3 K=1.00
39
232
-1106.53
913.04
1.212
L38x38x3.2
1.330
1.228
163.3 K=1.00
39
232
-1959.42
913.04
2.146
H1-3 (2.15 CR) - 279 L38x38x3.2
1.330
1.228
163.3 K=1.00
39
232
-2636.64
913.04
2.888
Allow. Pa kg 3023.93
Ratio P Pa 0.001
T1
m 50 - 45
L38x38x3.2
m 1.330
m 1.266
T2
45 - 40
L38x38x3.2
1.330
1.266
T3
40 - 35
L38x38x3.2
1.330
T4
35 - 30
L38x38x3.2
T5
30 - 25
T6
25 - 20
Kl/r
168.3 K=1.00
Fa
A 2
Allow. Pa kg 858.93
Ratio P Pa 0.028
H1-3 (2.89 CR) - 338
Top Girt Design Data (Compression) Section No.
Elevation
Size
L
Lu
T1
m 50 - 45
L51x51x4.8
m 1.330
m 1.266
T2
45 - 40
L51x51x4.8
1.330
1.266
T3
40 - 35
L38x38x5
1.330
T4
35 - 30
L51x51x4.8
T5
30 - 25
T6
Fa
A
MPa 64
mm2 461
Actual P kg -2.47
126.6 K=1.00
64
461
-121.54
3023.93
0.040
1.266
170.0 K=1.00
36
340
-463.25
1236.35
0.375
1.330
1.254
80.0 K=1.00
131
461
-886.79
6165.86
0.144
L38x38x5
1.330
1.228
105.9 K=1.00
92
340
-1465.74
3183.80
0.460
25 - 20
L51x51x6.4
1.330
1.228
79.4 K=1.00
132
605
-2255.97
8139.04
0.277
T7
20 - 14
L51x51x4.8
1.330
1.228
78.4 K=1.00
133
461
-613.27
6270.28
0.098
T9
8-5
L64x64x4.8
3.490
3.363
170.2 K=1.00
36
582
-1636.43
2109.58
0.776
T10
5-0
L64x64x4.8
4.030
1.951
98.8 K=1.00
103
582
-2679.39
6132.53
0.437
Kl/r
126.6 K=1.00
Redundant Horizontal (1) Design Data (Compression)
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
30 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL
Client
06:58:27 01/12/11 Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
mm2 340
Actual P kg -649.85
Allow. Pa kg 5597.51
Ratio P Pa 0.116
116
340
-437.99
4028.01
0.109
126.7 K=1.00
64
340
-365.06
2225.40
0.164
59.1 K=1.00
158
340
-391.35
5471.23
0.072
Fa
A
MPa 161
90.5 K=1.00
0.944 0.440
Size
L
Lu
T7
m 20 - 14
L38x38x5
m 0.467
m 0.417
T8
14 - 8
L38x38x5
0.737
0.674
T9
8-5
L38x38x5
1.008
T10
5-0
L38x38x5
0.504
Ing Jaime Gutierrez C.
Kl/r
55.9 K=1.00
Redundant Horizontal (2) Design Data (Compression) Section No. T10
Elevation m 5-0
Size
L
Lu
L38x38x5
m 1.008
m 0.944
Kl/r
126.7 K=1.00
Fa
A
MPa 64
mm2 340
Actual P kg -391.35
Allow. Pa kg 2225.40
Ratio P Pa 0.176
Redundant Horizontal (3) Design Data (Compression) Section No. T10
Elevation
Size
L
Lu
m 5-0
L38x38x5
m 1.511
m 1.448
Kl/r
194.3 K=1.00
Fa
A
MPa 27
mm2 340
Actual P kg -391.35
Allow. Pa kg 946.16
Ratio P Pa 0.414
Redundant Diagonal (1) Design Data (Compression) Section No.
Elevation
mm2 340
Actual P kg -861.76
Allow. Pa kg 1006.37
Ratio P Pa 0.856
23
340
-516.84
800.75
0.645
239.7 K=1.00
18
340
-427.78
621.68
0.688
143.3 K=1.00
50
340
-504.88
1738.43
0.290
Fa
A
MPa 29
211.2 K=1.00
1.786 1.068
Size
L
Lu
T7
m 20 - 14
L38x38x5
m 1.622
m 1.404
T8
14 - 8
H2-1 (3.59 CR) - 415 L38x38x5
1.741
1.574
T9
8-5
L38x38x5
1.890
T10
5-0
L38x38x5
1.300
Kl/r
188.4 K=1.00
Redundant Diagonal (2) Design Data (Compression)
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No. T10
Elevation m 5-0
31 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL
Client
06:58:27 01/12/11 Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Size
L
Lu
L38x38x5
m 1.483
m 1.365
Kl/r
183.2 K=1.00
Fa
A
MPa 31
mm2 340
Actual P kg -288.00
Ing Jaime Gutierrez C. Allow. Pa kg 1064.68
Ratio P Pa 0.271
Redundant Diagonal (3) Design Data (Compression) Section No. T10
Elevation m 5-0
Size
L51x51x3.2
L m 1.793
Lu m 1.705
Kl/r
168.8 K=1.00
Fa MPa 36
A 2
mm 312
Actual P kg -236.89
Allow. Pa kg 1151.18
Ratio P Pa 0.206
Allow. Pa kg 6718.88
Ratio P Pa 0.007
Allow. Pa kg 2389.26
Ratio P Pa 0.015
Allow. Pa kg 1061.89
Ratio P Pa 0.017
Redundant Hip (1) Design Data (Compression) Section No. T10
Elevation
Size
L
Lu
m 5-0
L51x51x4.8
m 0.712
m 0.712
Kl/r
71.2 K=1.00
Fa
A
MPa 143
mm2 461
Actual P kg -46.64
Redundant Hip (2) Design Data (Compression) Section No. T10
Elevation m 5-0
Size
L
Lu
L51x51x4.8
m 1.425
m 1.425
Kl/r
142.4 K=1.00
Fa
A
MPa 51
mm2 461
Actual P kg -36.78
Redundant Hip (3) Design Data (Compression) Section No. T10
Elevation
Size
L
Lu
m 5-0
L51x51x4.8
m 2.137
m 2.137
Kl/r
213.6 K=1.00
Fa
A
MPa 23
mm2 461
Actual P kg -17.92
Inner Bracing Design Data (Compression)
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
32 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL
Client
06:58:27 01/12/11 Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Ing Jaime Gutierrez C.
mm2 461
Actual P kg -0.55
Allow. Pa kg 3023.93
Ratio P Pa 0.000
31
461
-2.58
1468.52
0.002
178.7 K=1.00
32
312
-18.81
1027.12
0.018
1.779
177.8 K=1.00
33
461
-47.86
1532.09
0.031
1.881
1.779
177.8 K=1.00
33
461
-568.06
1532.09
0.371
2.850
2.723
272.1 K=1.00
14
461
-771.57
654.34
1.179
Allow. Pa kg 9150.96
Ratio P Pa 0.037
Fa
A
MPa 64
181.6 K=1.00
1.805
1.881
L51x51x4.8 L51x51x4.8
Size
L
Lu
T1
m 50 - 45
L51x51x4.8
m 1.330
m 1.266
T2
45 - 40
L51x51x4.8
1.881
1.817
T4
35 - 30
L51x51x3.2
1.881
T6
25 - 20
L51x51x4.8
T7
20 - 14
T9
8-5
Kl/r
126.6 K=1.00
KL/R > 250 (C) - 523
Tension Checks Leg Design Data (Tension) Section No.
Elevation
Size
L
Lu
T1
m 50 - 45
L64x64x5
m 5.000
T2
45 - 40
L64x64x5
T3
40 - 35
T4
Kl/r
Fa
A
m 1.250
63.3
MPa 224
mm2 400
Actual P kg 340.76
5.000
1.250
63.3
224
400
2122.94
9150.96
0.232
L76x76x6
5.000
1.250
52.9
224
687
6146.04
15699.97
0.391
35 - 30
L102x102x6
5.000
1.250
39.4
224
1010
12686.67
23070.85
0.550
T5
30 - 25
L102x102x8
5.000
1.250
39.7
224
1246
20246.24
28470.01
0.711
T6
25 - 20
L102x102x10
5.000
1.250
40.0
224
1482
29865.71
33869.21
0.882
T7
20 - 14
L102x102x10
6.048
1.512
48.4
224
1482
30571.86
33869.21
0.903
T8
14 - 8
L127x127x10
6.048
1.512
38.2
224
1966
26197.46
44925.52
0.583
T9
8-5
L127x127x10
3.024
1.512
38.2
224
1966
22222.81
44925.52
0.495
T10
5-0
L127x127x10
5.196
1.299
32.8
224
1966
22912.77
44925.52
0.510
Diagonal Design Data (Tension)
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
33 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL
Client
06:58:27 01/12/11 Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Ing Jaime Gutierrez C.
mm2 187
Actual P kg 305.92
Allow. Pa kg 4275.69
Ratio P Pa 0.072
224
187
902.02
4275.69
0.211
115.1
224
187
1627.68
4275.69
0.381
1.308
112.7
224
187
2310.61
4275.69
0.540
1.416
1.308
83.4
224
278
3424.02
6350.48
0.539
L51x51x4.8
1.416
1.308
83.4
224
278
4282.70
6350.48
0.674
20 - 14
L51x51x4.8
3.085
2.951
188.3
224
278
43930.25
6350.48
6.918
T8
14 - 8
bolt (7.52 CR) - 425 L51x51x4.8
3.244
3.119
199.0
224
278
1648.83
6350.48
0.260
T9
8-5
H1-3 (1.42 CR) - 478 L64x64x4.8
3.481
3.356
169.8
224
368
3682.25
8418.00
0.437
T10
5-0
H1-3 (1.58 CR) - 512 L76x76x6.4
5.924
1.481
62.7
224
606
5242.58
13848.04
0.379
Allow. Pa kg 4275.69
Ratio P Pa 0.022
Kl/r
Fa
A
m 1.348
116.2
MPa 224
1.416
1.348
116.2
L38x38x5
1.416
1.335
35 - 30
L38x38x5
1.416
T5
30 - 25
H1-3 (1.36 CR) - 192 L51x51x4.8
T6
25 - 20
T7
Section No.
Elevation
Size
L
Lu
T1
m 50 - 45
L38x38x5
m 1.416
T2
45 - 40
L38x38x5
T3
40 - 35
T4
Horizontal Design Data (Tension) Section No.
Elevation
Size
L
Lu
Kl/r
Fa
A
T1
m 50 - 45
L38x38x5
m 1.330
m 0.633
54.6
MPa 224
mm2 187
Actual P kg 91.99
T2
45 - 40
L38x38x5
1.330
0.633
54.6
224
187
94.42
4275.69
0.022
T3
40 - 35
L38x38x5
1.330
1.254
108.1
224
187
110.95
4275.69
0.026
T4
35 - 30
L38x38x5
1.330
0.614
53.0
224
187
132.40
4275.69
0.031
T5
30 - 25
L38x38x5
1.330
1.228
105.9
224
187
134.24
4275.69
0.031
T6
25 - 20
L38x38x5
1.330
0.614
53.0
224
187
213.41
4275.69
0.050
T7
20 - 14
L38x38x5
1.870
0.884
76.2
224
187
463.96
4275.69
0.109
T8
14 - 8
L38x38x5
2.950
2.823
243.4
224
187
214.13
4275.69
0.050
Secondary Horizontal Design Data (Tension)
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client
Ing Jaime Gutierrez C.
mm2 129
Actual P kg 84.38
Allow. Pa kg 2936.83
Ratio P Pa 0.029
224
129
440.10
2936.83
0.150
106.1
224
129
843.90
2936.83
0.287
1.228
104.0
224
129
1283.58
2936.83
0.437
1.330
1.228
104.0
224
129
2165.46
2936.83
0.737
1.330
1.228
104.0
224
129
2858.94
2936.83
0.973
Allow. Pa kg 6350.48
Ratio P Pa 0.009
Fa
A
m 1.266
107.2
MPa 224
1.330
1.266
107.2
L38x38x3.2
1.330
1.254
35 - 30
L38x38x3.2
1.330
T5
30 - 25
L38x38x3.2
T6
25 - 20
H1-3 (2.14 CR) - 277 L38x38x3.2
Elevation
06:58:27 01/12/11 Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Kl/r
Section No.
34 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL
Size
L
Lu
T1
m 50 - 45
L38x38x3.2
m 1.330
T2
45 - 40
L38x38x3.2
T3
40 - 35
T4
H1-3 (2.89 CR) - 336
Top Girt Design Data (Tension) Section No.
Elevation
Size
L
Lu
Kl/r
Fa
A
T1
m 50 - 45
L51x51x4.8
m 1.330
m 1.266
80.8
MPa 224
mm2 278
Actual P kg 59.67
T2
45 - 40
L51x51x4.8
1.330
1.266
80.8
224
278
231.27
6350.48
0.036
T3
40 - 35
L38x38x5
1.330
1.266
109.2
224
187
629.58
4275.69
0.147
T4
35 - 30
L51x51x4.8
1.330
1.254
80.0
224
278
1079.76
6350.48
0.170
T5
30 - 25
L38x38x5
1.330
1.228
105.9
224
187
1680.67
4275.69
0.393
T6
25 - 20
L51x51x6.4
1.330
1.228
79.4
224
363
2495.05
8297.75
0.301
T7
20 - 14
L51x51x4.8
1.330
1.228
78.4
224
278
365.55
6350.48
0.058
T9
8-5
L64x64x4.8
3.490
3.363
170.2
224
368
1723.27
8418.00
0.205
T10
5-0
L64x64x4.8
4.030
1.951
98.8
224
368
2264.78
8418.00
0.269
Allow. Pa kg 7175.97
Ratio P Pa 41.096
Redundant Horizontal (1) Design Data (Tension) Section No. T7
Elevation m 20 - 14
Size
L38x38x5 H2-1 (41.10 CR) - 426
L m 0.467
Lu m 0.417
Kl/r
35.9
Fa MPa 207
A 2
mm 340
Actual P kg 294902.26
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
35 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL
Client
06:58:27 01/12/11 Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
mm2 340
Actual P kg 437.99
Allow. Pa kg 7175.97
Ratio P Pa 0.061
207
340
365.06
7175.97
0.051
207
340
391.35
7175.97
0.055
Allow. Pa kg 7175.97
Ratio P Pa 0.055
Allow. Pa kg 7175.97
Ratio P Pa 0.055
Allow. Pa kg 7175.97
Ratio P Pa 3.633
Kl/r
Fa
A
m 0.674
58.1
MPa 207
1.008
0.944
81.4
0.504
0.440
38.0
Size
L
Lu
T8
m 14 - 8
L38x38x5
m 0.737
T9
8-5
L38x38x5
T10
5-0
L38x38x5
Ing Jaime Gutierrez C.
Redundant Horizontal (2) Design Data (Tension) Section No. T10
Elevation m 5-0
Size
L
Lu
L38x38x5
m 1.008
m 0.944
Kl/r
Fa
A
81.4
MPa 207
mm2 340
Actual P kg 391.35
Redundant Horizontal (3) Design Data (Tension) Section No. T10
Elevation m 5-0
Size
L38x38x5
L m 1.511
Lu m 1.448
Kl/r
124.8
Fa MPa 207
A 2
mm 340
Actual P kg 391.35
Redundant Diagonal (1) Design Data (Tension) Section No.
Elevation
Size
L
Lu
T7
m 20 - 14
L38x38x5
m 1.622
T8
14 - 8
H2-1 (3.63 CR) - 427 L38x38x5
T9
8-5
T10
5-0
Kl/r
Fa
A
m 1.404
121.0
MPa 207
mm2 340
Actual P kg 26070.05
1.741
1.574
135.7
207
340
516.84
7175.97
0.072
L38x38x5
1.890
1.786
154.0
207
340
427.78
7175.97
0.060
L38x38x5
1.300
1.068
92.1
207
340
504.88
7175.97
0.070
Redundant Diagonal (2) Design Data (Tension)
RISATower
Page
Job
Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No. T10
Elevation m 5-0
36 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL
Client
06:58:27 01/12/11 Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Size
L
Lu
L38x38x5
m 1.483
m 1.365
Kl/r
Fa
A
117.7
MPa 207
mm2 340
Actual P kg 288.00
Ing Jaime Gutierrez C. Allow. Pa kg 7175.97
Ratio P Pa 0.040
Allow. Pa kg 6591.29
Ratio P Pa 0.036
Allow. Pa kg 9729.56
Ratio P Pa 0.004
Allow. Pa kg 9729.56
Ratio P Pa 0.002
Allow. Pa kg 9729.56
Ratio P Pa 0.001
Redundant Diagonal (3) Design Data (Tension) Section No. T10
Elevation m 5-0
Size
L51x51x3.2
L m 1.793
Lu m 1.705
Kl/r
107.2
Fa MPa 207
A 2
mm 312
Actual P kg 236.89
Redundant Hip (1) Design Data (Tension) Section No. T10
Elevation
Size
L
Lu
Kl/r
Fa
A
m 5-0
L51x51x4.8
m 0.712
m 0.712
45.5
MPa 207
mm2 461
Actual P kg 40.25
Redundant Hip (2) Design Data (Tension) Section No. T10
Elevation m 5-0
Size
L
Lu
L51x51x4.8
m 1.425
m 1.425
Kl/r
Fa
A
90.9
MPa 207
mm2 461
Actual P kg 19.94
Redundant Hip (3) Design Data (Tension) Section No. T10
Elevation
Size
L
Lu
Kl/r
Fa
A
m 5-0
L51x51x4.8
m 2.137
m 2.137
136.4
MPa 207
mm2 461
Inner Bracing Design Data (Tension)
Actual P kg 4.89
Page
Job
RISATower
37 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
mm2 461
Allow. Pa kg 9729.56
Ratio P Pa 0.006
207
461
71.23
9729.56
0.007
113.5
207
312
71.93
6591.29
0.011
0.839
53.5
207
461
198.16
9729.56
0.020
1.881
1.779
113.5
207
461
387.55
9729.56
0.040
2.850
2.723
173.7
207
461
711.26
9729.56
0.073
Fa
A
m 0.877
56.0
MPa 207
1.881
1.817
116.0
L51x51x3.2
1.881
1.805
25 - 20
L51x51x4.8
0.940
T7
20 - 14
L51x51x4.8
T9
8-5
L51x51x4.8
Elevation
Ing Jaime Gutierrez C.
Actual P kg 60.23
Kl/r
Section No.
06:58:27 01/12/11
Size
L
Lu
T1
m 50 - 45
L51x51x4.8
m 0.940
T2
45 - 40
L51x51x4.8
T4
35 - 30
T6
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
50 - 45
Leg Diagonal Horizontal
L64x64x5 L38x38x5 L38x38x5
3 13 14
-441.85 -345.05 91.99
8091.40 1454.19 5699.49
Pass Pass Pass
Secondary Horizontal
L38x38x3.2
40
84.38
3914.80
Top Girt
L51x51x4.8
7
59.67
8465.18
Inner Bracing Leg Diagonal Horizontal
L51x51x4.8 L64x64x5 L38x38x5 L38x38x5
26 71 80 78
60.23 -2434.99 -1048.76 94.42
12969.50 8091.40 1454.19 5699.49
Secondary Horizontal Top Girt
L38x38x3.2 L51x51x4.8
107 31
-324.04 -121.54
1144.96 4030.90
Inner Bracing Leg Diagonal Horizontal
L51x51x4.8 L76x76x6 L38x38x5 L38x38x5
74 135 142 140
71.23 -6783.57 -1810.82 110.95
12969.50 16002.67 1483.80 5699.49
Secondary Horizontal Top Girt Leg Diagonal Horizontal
L38x38x3.2 L38x38x5 L102x102x6 L38x38x5 L38x38x5
164 95 187 196 227
-669.88 -463.25 -13574.89 -2516.82 132.40
1168.27 1648.06 22909.22 1545.80 5699.49
Secondary Horizontal Top Girt
L38x38x3.2 L51x51x4.8
222 149
-1106.53 1079.76
1217.08 8465.18
Inner Bracing Leg Diagonal
L51x51x3.2 L102x102x8 L51x51x4.8
189 251 258
-18.81 -21341.16 -3558.66
1369.16 32412.08 3780.78
Horizontal
L38x38x5
253
-166.19
4244.01
Secondary Horizontal
L38x38x3.2
279
-1959.42
1217.08
5.5 23.7 1.6 5.0 (b) 2.2 4.5 (b) 0.7 1.7 (b) 0.5 30.1 72.1 1.7 5.1 (b) 28.3 3.0 6.4 (b) 0.5 42.4 122.0 1.9 6.0 (b) 57.3 28.1 59.3 162.8 2.3 7.1 (b) 90.9 12.8 30.1 (b) 1.4 65.8 94.1 95.3 (b) 3.9 9.0 (b) 161.0
45 - 40
40 - 35
35 - 30
30 - 25
Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Fail Pass Pass Pass Pass Fail Pass Pass Pass Pass Pass Pass Pass Fail
Page
Job
RISATower
38 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No. T6
T7
T8
T9
T10
06:58:27 01/12/11
Client
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Ing Jaime Gutierrez C.
Component Type
Size
Critical Element
P kg
SF*Pallow kg
% Capacity
Pass Fail
Top Girt
L38x38x5
210
-1465.74
4244.01
Pass
Leg
L102x102x10
303
-30826.42
38553.10
Diagonal
L51x51x4.8
312
-4343.56
3780.78
Horizontal
L38x38x5
313
213.41
5699.49
Secondary Horizontal Top Girt
L38x38x3.2 L51x51x6.4
338 265
-2636.64 2495.05
1217.08 11060.90
Inner Bracing Leg
L51x51x4.8 L102x102x10
306 367
-47.86 -32983.02
2042.27 34391.25
Diagonal
L51x51x4.8
425
43930.25
8465.18
Horizontal
L38x38x5
392
463.96
5699.49
Top Girt
L51x51x4.8
325
-613.27
8358.28
L38x38x5
426
294902.26
9565.57
L38x38x5
427
26070.05
9565.57
272.5
14 - 8
Redund Horz 1 Bracing Redund Diag 1 Bracing Inner Bracing Leg
34.5 46.8 (b) 80.0 85.0 (b) 114.9 119.2 (b) 3.7 11.5 (b) 216.6 22.6 64.0 (b) 2.3 95.9 105.8 (b) 519.0 563.9 (b) 8.1 25.0 (b) 7.3 7.9 (b) 3083.0
L51x51x4.8 L127x127x10
369 430
-568.06 -29082.63
2042.27 49491.98
L51x51x4.8 L38x38x5 L38x38x5
478 439 444
-1735.17 -292.73 -437.99
1629.87 803.91 5369.33
L38x38x5
471
-516.84
1067.41
48.4
Pass
8-5
Diagonal Horizontal Redund Horz 1 Bracing Redund Diag 1 Bracing Leg
27.8 58.8 92.1 (b) 106.5 36.4 8.2
L127x127x10
486
-24239.98
49491.98
Pass
L64x64x4.8 L64x64x4.8 L38x38x5
509 492 506
-4504.76 -1636.43 -365.06
2823.99 2812.07 2966.46
L38x38x5
507
-427.78
828.71
51.6
Pass
5-0
Diagonal Top Girt Redund Horz 1 Bracing Redund Diag 1 Bracing Inner Bracing Leg
49.0 77.8 (b) 159.5 58.2 12.3
L51x51x4.8 L127x127x10
523 529
-771.57 -25602.53
872.23 52530.78
Pass Pass
Diagonal
L76x76x6.4
569
-5985.79
19374.86
Top Girt
L64x64x4.8
508
-2679.39
8174.66
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
L38x38x5
553
-391.35
7293.15
88.5 48.7 65.2 (b) 30.9 76.8 (b) 32.8 34.4 (b) 5.4
Pass
L38x38x5
554
-391.35
2966.46
13.2
Pass
L38x38x5
556
-391.35
1261.23
31.0
Pass
L38x38x5
555
-504.88
2317.33
21.8
Pass
L38x38x5
557
-288.00
1419.21
20.3
Pass
L51x51x3.2
558
-236.89
1534.52
15.4
Pass
L51x51x4.8
596
-46.64
8956.27
0.5
Pass
Elevation m
25 - 20
20 - 14
Pass Fail Pass Fail Pass Pass Fail Fail Pass Pass Fail Fail Pass Pass Fail Pass Pass
Fail Pass Pass
Pass Pass
RISATower
Page
Job
39 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL Project
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation m
06:58:27 01/12/11
Client
Component Type Bracing Redund Hip 2 Bracing Redund Hip 3 Bracing
Designed by
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Ing Jaime Gutierrez C.
Size
Critical Element
P kg
SF*Pallow kg
% Capacity
Pass Fail
L51x51x4.8
577
-36.78
3184.88
1.2
Pass
L51x51x4.8
598
-17.92
1415.50
1.3
Pass
Summary Leg (T7) 105.8 Diagonal 563.9 (T7) Horizontal 36.4 (T8) Secondary 216.6 Horizontal (T6) Top Girt 64.0 (T6) Redund 3083.0 Horz 1 Bracing (T7) Redund 13.2 Horz 2 Bracing (T10) Redund 31.0 Horz 3 Bracing (T10) Redund 272.5 Diag 1 Bracing (T7) Redund 20.3 Diag 2 Bracing (T10) Redund 15.4 Diag 3 Bracing (T10) Redund Hip 0.5 1 Bracing (T10) Redund Hip 1.2 2 Bracing (T10) Redund Hip 1.3 3 Bracing (T10) Inner 88.5 Bracing (T9) Bolt Checks 563.9 RATING = 3083.0
Fail Fail Pass Fail Pass Fail Pass
Pass
Fail Pass
Pass
Pass Pass Pass Pass Fail Fail
Program Version 5.3.1.0 - 1/16/2009 File:C:/Proyectos 2010/Instatel Evaluaciones Estructural/10 Lebrija TCSV 50 m/Risa Tower Estado Actual/TCSV 50 M LEBRIJA Actual.eri
RESULTADOS ESTADO ACTUAL REFORZADO
ESTACION : LEBRIJA Enero 24 de 2011
Project: TORRE CUADRADA AUTOSOPORTADA DE 50 M Job: ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
1.33
50.0 m
49 - 33.5 47 44.2 42.5 40.8 39.1 37 35 16.5 12 10 9 7.5 47.7 45.5 35.5 - 15.2 42.9 41.2 39.5 37.8 DESIGNED APPURTENANCE LOADING
T1
403.9
SYRA ANTENA PAR10-59A 6 8 12 FT FTDISH DISH UHF/UTV-01 VHF BAND PANEL VHF 1.25X1.25 PANEL IIII1.30X2.90 12DIPOLO DIPOLOS
L51x51x4.8
L51x51x4.8
45.0 m
403.9
T2
L38x38x3.2
L38x38x5
L64x64x5
TYPE
457.2
N.A.
L38x38x5
ANTENA VHF BAND I 1 DIPOLO
37 - 35.5
47 - 45.5
ANTENA VHF BAND I 1 DIPOLO
37 - 35.5
ANTENA PANEL VHF 1.30X2.90
47 - 45.5
ANTENA VHF BAND I 1 DIPOLO
35 - 33.5
ANTENA VHF BAND III 2 DIPOLOS
44.2 - 42.9
ANTENA VHF BAND I 1 DIPOLO
35 - 33.5
ANTENA VHF BAND III 2 DIPOLOS
42.5 - 41.2
ANTENA VHF BAND I 1 DIPOLO
35 - 33.5
ANTENA VHF BAND III 2 DIPOLOS
42.5 - 41.2
ANTENA PANEL 1.25X1.25
16.5 - 15.2
ANTENA VHF BAND III 2 DIPOLOS
42.5 - 41.2
ANTENA PANEL 1.25X1.25
16.5 - 15.2
ANTENA VHF BAND III 2 DIPOLOS
40.8 - 39.5
ANTENA PANEL 1.25X1.25
16.5 - 15.2
ANTENA VHF BAND III 2 DIPOLOS
40.8 - 39.5
6 FT DISH
12
ANTENA VHF BAND III 2 DIPOLOS
40.8 - 39.5
PAR10-59A
10
ANTENA VHF BAND III 2 DIPOLOS
39.1 - 37.8
6 FT DISH
9
ANTENA VHF BAND III 2 DIPOLOS
39.1 - 37.8
8 FT DISH
7.5
ANTENA VHF BAND III 2 DIPOLOS
39.1 - 37.8
12 FT DISH
7.5
Fy 345 MPa
GRADE
Fy
Fu
582.5
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 10. TOWER RATING: 98.7%
780.4
L51x51x6.4
Fu 448 MPa
L51x51x4.8
20.0 m
1113.7
L51x51x4.8
L76x76x6.4
47 - 45.5
ANTENA PANEL VHF 1.30X2.90
1. 2. 3. 4.
645.2
N.A. N.A.
L38x38x5 L38x38x5 L51x51x4.8
T5
ANTENA PANEL VHF 1.30X2.90
A572-50
A572-50 L64x64x4.8 A572-50
L102x102x8
37 - 35.5
GRADE
25.0 m
L102x102x10
T6
ELEVATION
ANTENA VHF BAND I 1 DIPOLO
35.0 m
30.0 m
T7
TYPE
49 - 47.7
MATERIAL STRENGTH
24 @ 1.25 L51x51x3.2
N.A. N.A. L51x51x4.8
T4
L102x102x6
L51x51x4.8
T3
L76x76x6
40.0 m
ELEVATION
SYRA UHF/UTV-01 PANEL
1133.0
5@3 N.A.
N.A. L38x38x5 L38x38x5
N.A.
MAX. CORNER REACTIONS AT BASE: DOWN: 26508 kg UPLIFT: -22148 kg SHEAR: 8236 kg
844.7
L51x51x6.4 4.03 3.49
5.0 m
AXIAL 9123 kg 1282.5
1@5
L64x64x4.8 N.A.
L51x51x4.8 N.A.
T10
L76x76x6.4
T9
8.0 m
L127x127x10
T8
L64x64x6.4
2.41
14.0 m
SHEAR 9214 kg
MOMENT 207464 kg-m
Section Legs Leg Grade Diagonals Diagonal Grade Top Girts Horizontals Sec. Horizontals Red. Horizontals Red. Diagonals Red. Hips Inner Bracing Face Width (m) 6.03 # Panels @ (m) Weight (kg) 7646.9
0.0 m
TORQUE 1503 kg-m REACTIONS - 120 kph WIND
INSTATEL COLOMBIA Job: ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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 50 M RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd: Date: Scale: TIA/EIA-222-F 01/27/11 NTS Dwg No. E-1
C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\10 Lebrija TCSV 50 m\Risa Tower Estado Reforzado\TCSV 50 M LEBRIJA REFORZADO.eri
CONCLUSIONES Y RESULTADOS
ESTADO DE LA ESTRUCTURA PINTURA La pintura de estructura de la torre sucia y en mal estado SE DEBE RASPAR Y VOLVER A PINTAR TORQUEO Como la torre se debe reforzar, por lo tanto tan pronto se termina las labores de reforzamiento, toda la torre se debe realizar el torqueo, y para verificación realizar el protocolo de torque TORNILLERIA En todos los elementos de la torre que se realicen los cambios de perfil se debe reemplazar la tornillería. ESCALERA DE ACCESO POR SEGURIDAD INDUSTRIAL Y PROTECCION DE LA VIDA DEL PERSONAL DE MANTENIMIENTO SE DEBE INSTALAR INMEDIATO LA LINEA DE VIDA A LA ESCALERA DE ACCESO.
www.instatelcolombia.com.co
Instatel Colombia C.I Ltda. NIT 900.006.360-9 PBX: (571) 547 0790 Bogotá - Colombia
PLATAFORMAS DE DESCANSO Por seguridad las plataformas de descanso deben tener barandas de protección cuando estas no están pegadas a diagonales.
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 está cumpliendo con los parámetros solicitados. Para la velocidad de viento solicitada que es a 120 kph la estructura no está cumpliendo ya que unos elementos están trabajando a más del 100%. Para 120 kph la estructura está trabajando a la falla de los siguientes elementos
DIAGONALES ¾ La diagonal del nivel +5.00 m a +8.00 m se retira la existente y se reemplaza por un ángulo de 76x76x6.4 ¾ La diagonal del nivel +8.00 m a +14.00 m se retira la existente y se reemplaza por un ángulo de 64x64x6.4 ¾ La diagonal del nivel +14.00 m a +20.00 m se retira la existente y se reemplaza por un ángulo de 76x76x6.4 ¾ La diagonal del nivel +20.00 m a +25.00 m se retira la existente y se reemplaza por un ángulo de 64x64x4.8 ¾ La diagonal del nivel +25.00 m a +30.00 m se retira la existente y se reemplaza por un ángulo de 64x64x4.8 ¾ La diagonal del nivel +30.00 m a +35.00 m se retira la existente y se reemplaza por un ángulo de 51x51x4.8 ¾ La diagonal del nivel +35.00 m a +40.00 m se retira la existente y se reemplaza por un ángulo de 51x51x4.8
www.instatelcolombia.com.co
Instatel Colombia C.I Ltda. NIT 900.006.360-9 PBX: (571) 547 0790 Bogotá - Colombia
REDUNDANTE HORIZONTAL ¾ La horizontal redundantes que se encuentra instalada en el cruce de la diagonal entre el nivel + 20.00 m al nivel + 25.00 m se retira y se reemplaza por un ángulo de 51x51x4.8 ¾ La horizontal redundantes que se encuentra instalada en el cruce de la diagonal entre el nivel + 25.00 m al nivel + 30.00 m se retira y se reemplaza por un ángulo de 51x51x4.8 ¾ La horizontal redundantes que se encuentra instalada en el cruce de la diagonal entre el nivel + 30.00 m al nivel + 35.00 m se retira y se reemplaza por un ángulo de 51x51x4.8
PESO APROXIMADO DE REFUERZO Materiales comprendidos en ángulos platina y tornillería - peso=3490 Kg
DEFLEXION DE LA TORRE Luego de análisis de la torre en el estado REFORZADO y teniendo en cuenta la velocidad de viento de operación de 60 kph La estructura está trabajando perfectamente dentro de los parámetros de desplazamiento. OK CUMPLE BIEN
CIMENTACION La cimentación según los cálculos realizados 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
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Instatel Colombia C.I Ltda. NIT 900.006.360-9 PBX: (571) 547 0790 Bogotá - Colombia
ANEXO SE PRESENTA: ISOMETRICO TORRE REFORZADO SILUETA ESTADO ACTUAL REFORZADO DEFORMADA ESTADO ACTUAL REFORZADO CALCULO DE PLACA BASE Y PERNOS ANCLAJE ESTADO REFORZADO CALCULO ESTRUCTURAL ESTADO ACTUAL REFORZADO CALCULO CIMENTACION ESTADO ACTUAL PLANO CIMENTACION ESTADO ACTUAL
www.instatelcolombia.com.co
Instatel Colombia C.I Ltda. NIT 900.006.360-9 PBX: (571) 547 0790 Bogotá - Colombia
Maximum Values
TIA/EIA-222-F - Service - 60 kph
Deflection (mm)
Elevation (m)
0 50.000
50
100
Tilt (deg) 150
0
Twist (deg) 0.5
0
0.05
0.1 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
0.000
0
50
100
150
0
0.5
0
0.05
0.1
INSTATEL COLOMBIA Job: ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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 50 M RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd: Date: Scale: TIA/EIA-222-F 01/27/11 NTS Dwg No. E-5
C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\10 Lebrija TCSV 50 m\Risa Tower Estado Reforzado\TCSV 50 M LEBRIJA REFORZADO.eri
Project: TORRE CUADRADA AUTOSOPORTADA DE 50 M Job: ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA LC:8 Dead+Wind 90 deg - Service Max. Disp.118.61 mm @ 50.000 m Scaling 20
Calculo: Ing. Jaime Gutierrez C:
ESTACION: LEBRIJA
Fecha: Enero 11 de 2011
ESTADO ACTUAL REFORZADA ESTRUCTURA: TORRE CUADRADA 50 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)
26,508 -22,148 -4,677 4,578
-5,792 5,855
CALCULO DE PLACA - BASE PLACA BASE
B
C
t
Dp
cm. 40
cm. 40
cm 2,2
cm 8,0
Dimension pedestal (cm) cm. Bp Cp 17,5 55 55 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 9,0 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 18
Kg / cm² cm
t
1,43
cm
cm
Fp
210
Kg / cm²
2
219 101,063 13,843
Ar
f'c=
Esfuerzo de Flexion por Arranque Distancia al perno
Fb¨ Dp
8
Fuerza en el Perno Momento de Flexion
Pt Mf
4 4,42 42 35,3
Ton - cm
Espesor de la Placa Base Arr
t
2,22
cm
Espesor Minimo Placa Base
t
2,22
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 6,0
Calculo: Ing. Jaime Gutierrez C: Fecha: Enero 11 de 2011
S C O LEBRIJA J ESTACION: ESTADO ACTUAL REFORZADA ESTRUCTURA: TORRE CUADRADA 50 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
0,75
plg
dp
1,91
cm
SAE 1020 CALIBRADO Atp
un cm²
0,85 hp
9
Ap
12,52
cm²
T
26,51
ton
Vux
-4,68
ton
Vuy
5,86
ton
Vu
7,49
ton
Fy
4,20
ton/cm²
Ft
3,36
ton/cm²
Fv
2,24
ton/cm²
Ae
2,09 ,
cm²
Ap
2,85
cm²
At
4,4
cm²
Atm
6,7
cm²
Np
4
un
Pernos a Colocar Diametro del Perno Area Neta de Pernos
6 17,10
Anp
AREA DE PERNOS > AREA REQUERIDA
6
un
19
mm
12,52
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 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
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 50.000 m above the ground line. The base of the tower is set at an elevation of 0.000 m above the ground line. The face width of the tower is 1.330 m at the top and 6.030 m at the base. This tower is designed using the TIA/EIA-222-F standard. The following design criteria apply: Basic wind speed of 120 kph. Deflections calculated using a wind speed of 60 kph. Weld together tower sections have flange connections.. Connections use galvanized A394 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISC Specifications.. Tower members are ''hot dipped'' galvanized in accordance with ASTM A123 and ASTM A153 Standards.. Welds are fabricated with AWS E60XX/E70XX electrodes.. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:1. RF antennas feeders shall be 1-5/8'' and installed 48 feeders per side. MW dishes feeders shall be 1/2'' and installed 8 feeders per side. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1.333. Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.
Options
√ √
√ √ √
Consider Moments - Legs Consider Moments - Horizontals Consider Moments - Diagonals Use Moment Magnification Use Code Stress Ratios Use Code Safety Factors - Guys Escalate Ice Always Use Max Kz Use Special Wind Profile Include Bolts In Member Capacity Leg Bolts Are At Top Of Section Secondary Horizontal Braces Leg Use Diamond Inner Bracing (4 Sided) Add IBC .6D+W Combination
√ √ √ √ √ √ √ √
Distribute Leg Loads As Uniform Assume Legs Pinned Assume Rigid Index Plate Use Clear Spans For Wind Area Use Clear Spans For KL/r Retension Guys To Initial Tension Bypass Mast Stability Checks Use Azimuth Dish Coefficients Project Wind Area of Appurt. Autocalc Torque Arm Areas SR Members Have Cut Ends Sort Capacity Reports By Component Triangulate Diamond Inner Bracing
√ √ √ √ √
Treat Feedline Bundles As Cylinder Use ASCE 10 X-Brace Ly Rules Calculate Redundant Bracing Forces Ignore Redundant Members in FEA SR Leg Bolts Resist Compression All Leg Panels Have Same Allowable Offset Girt At Foundation Consider Feedline Torque Include Angle Block Shear Check Poles Include Shear-Torsion Interaction Always Use Sub-Critical Flow Use Top Mounted Sockets
RISATower
Page
Job
2 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Leg A
Leg B
Face C
Wind 90
Face A
Face B
X Z
Face D
Leg C
W in d
45
Leg D
Wind 0
Square To wer
Tower Section Geometry Tower Section
Tower Elevation
T1 T2 T3 T4 T5 T6 T7 T8 T9 T10
m 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 1.330 1.330 1.330 1.330 1.330 1.330 1.330 2.410 3.490 4.030
1 1 1 1 1 1 1 1 1 1
Section Length m 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 T7 T8 T9
m 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
m 1.250 1.250 1.250 1.250 1.250 1.250 3.000 3.000 3.000
Double K Double K Double K Double K Double K Double K Double K1 Double K1 K1 Up
Has K Brace End Panels No No No No No No No No No
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
RISATower
Page
Job
3 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Tower Section
Tower Elevation
Diagonal Spacing
Bracing Type
T10
m 5.000-0.000
m 5.000
K3 Down
Has K Brace End Panels No
Has Horizontals
Top Girt Offset
Bottom Girt Offset
Yes
mm 0
mm 0
Tower Section Geometry (cont’d) Tower Elevation m T1 50.000-45.000
Leg Type
Leg Size
Leg Grade
Diagonal Type
Diagonal Size
Diagonal Grade
Equal Angle
L64x64x5
Single Angle
L38x38x5
T2 45.000-40.000
Equal Angle
L64x64x5
Single Angle
L38x38x5
T3 40.000-35.000
Equal Angle
L76x76x6
Single Angle
L51x51x4.8
T4 35.000-30.000
Equal Angle
L102x102x6
Single Angle
L51x51x4.8
T5 30.000-25.000
Equal Angle
L102x102x8
Single Angle
L64x64x4.8
T6 25.000-20.000
Equal Angle
L102x102x10
Single Angle
L64x64x4.8
T7 20.000-14.000
Equal Angle
L102x102x10
Single Angle
L76x76x6.4
T8 14.000-8.000
Equal Angle
L127x127x10
Single Angle
L64x64x6.4
T9 8.000-5.000
Equal Angle
L127x127x10
Single Angle
L76x76x6.4
T10 5.000-0.000
Equal Angle
L127x127x10
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)
Tower Section Geometry (cont’d) Tower Top Girt Elevation Type m T1 50.000-45.000 Single Angle
Top Girt Size
Top Girt Grade
Bottom Girt Type
L51x51x4.8
Single Angle
T2 45.000-40.000 Single Angle
L51x51x4.8
T3 40.000-35.000 Single Angle
L38x38x5
T4 35.000-30.000 Single Angle
L51x51x4.8
T5 30.000-25.000 Single Angle
L38x38x5
T6 25.000-20.000 Single Angle
L51x51x6.4
T7 20.000-14.000 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) A572-50 (345 MPa)
T9 8.000-5.000
Single Angle
L64x64x4.8
T10 5.000-0.000
Single Angle
L64x64x4.8
Single Angle Single Angle Single Angle Single Angle Single Angle Solid Round Solid Round Solid Round
Bottom Girt Size
Bottom Girt Grade A570-50 (345 MPa) A570-50 (345 MPa) A570-50 (345 MPa) A570-50 (345 MPa) A570-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Page
Job
RISATower
4 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Tower Section Geometry (cont’d) Tower Elevation
No. of Mid m Girts T1 50.000-45.000 None
Mid Girt Type
T2 45.000-40.000 None
Flat Bar
T3 40.000-35.000 None
Flat Bar
T4 35.000-30.000 None
Flat Bar
T5 30.000-25.000 None
Flat Bar
T6 25.000-20.000 None
Flat Bar
T7 20.000-14.000 None
Flat Bar
T8 14.000-8.000 None
Flat Bar
T9 8.000-5.000
None
Flat Bar
T10 5.000-0.000 None
Flat Bar
Mid Girt Size
Flat Bar
Mid Girt Grade
Horizontal Type
Horizontal Size
Horizontal Grade
A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa) A36 (248 MPa)
Single Angle
L38x38x5
Single Angle
L38x38x5
Single Angle
L38x38x5
Single Angle
L38x38x5
Single Angle
L38x38x5
Single Angle
L38x38x5
Single Angle
L38x38x5
Single Angle
L38x38x5
Single Angle
L25x25x3
Single Angle
L25x25x3
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) Secondary Horizontal Size
Secondary Horizontal Grade
Inner Bracing Type
Inner Bracing Size
Inner Bracing Grade
m T1 50.000-45.000 Single Angle
L38x38x3.2
Single Angle
L51x51x4.8
T2 45.000-40.000 Single Angle
L38x38x3.2
Single Angle
L51x51x4.8
T3 40.000-35.000 Single Angle
L38x38x3.2
T4 35.000-30.000 Single Angle
L51x51x4.8
T5 30.000-25.000 Single Angle
L51x51x4.8
T6 25.000-20.000 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) 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 Elevation
Secondary Horizontal Type
T7 20.000-14.000 Single Angle T9 8.000-5.000
Single Angle
T10 5.000-0.000
Single Angle
Single Angle Single Angle
L51x51x3.2
Single Angle Single Angle
L51x51x4.8
Single Angle
L51x51x4.8
Single Angle
L51x51x6.4
Single Angle
L51x51x4.8
Page
Job
RISATower
5 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Tower Section Geometry (cont’d) Tower Elevation m T7 20.000-14.000 T8 14.000-8.000 T9 8.000-5.000 T10 5.000-0.000
Redundant Bracing Grade A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa) A572-50 (345 MPa)
Horizontal (1) Diagonal (1) Horizontal (1) Diagonal (1) Horizontal (1) Diagonal (1) Horizontal (1) Horizontal (2) Horizontal (3) Diagonal (1) Diagonal (2) Diagonal (3) Hip (1) Hip (2) Hip (3)
Redundant Type
Redundant Size
K Factor
Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle Single Angle
L38x38x5 L38x38x5 L38x38x5 L38x38x5 L38x38x5 L38x38x5 L38x38x5 L38x38x5 L38x38x5 L38x38x5 L38x38x5 L51x51x3.2 L51x51x4.8 L51x51x4.8 L51x51x4.8
1 1 1 1 1 1 1
Single Angle Single Angle
1 1
Tower Section Geometry (cont’d) Tower Elevation
Gusset Area (per face)
Gusset Thickness
m T1 50.000-45.000 T2 45.000-40.000 T3 40.000-35.000 T4 35.000-30.000 T5 30.000-25.000 T6 25.000-20.000 T7 20.000-14.000 T8 14.000-8.000 T9 8.000-5.000
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
T10 5.000-0.000
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)
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
Tower Section Geometry (cont’d) K Factors1
Page
Job
RISATower
6 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Calc K Solid Rounds
Legs
X K Single Girts Horiz. Sec. Inner Brace Brace Diags Horiz. Brace Diags Diags X X X X X X X m Y Y Y Y Y Y Y T1 No No 1 1 1 1 1 1 1 1 50.000-45.000 1 1 1 1 1 1 1 T2 No No 1 1 1 1 1 1 1 1 45.000-40.000 1 1 1 1 1 1 1 T3 No No 1 1 1 1 1 1 1 1 40.000-35.000 1 1 1 1 1 1 1 T4 No No 1 1 1 1 0.5 1 1 1 35.000-30.000 1 1 1 1 1 1 1 T5 No No 1 1 1 1 0.5 1 1 1 30.000-25.000 1 1 1 1 1 1 1 T6 No No 1 1 1 1 0.5 1 1 1 25.000-20.000 1 1 1 1 1 1 1 T7 No No 1 1 1 1 0.5 1 1 1 20.000-14.000 1 1 1 1 1 1 1 1 0.5 1 1 1 T8 No No 1 1 1 1 1 1 1 1 1 14.000-8.000 1 T9 No No 1 1 1 1 0.5 1 1 1 8.000-5.000 1 1 1 1 1 1 1 T10 No No 1 1 1 1 0.5 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 50.000-45.000 T2 45.000-40.000 T3 40.000-35.000 T4 35.000-30.000 T5 30.000-25.000 T6 25.000-20.000 T7 20.000-14.000 T8 14.000-8.000 T9 8.000-5.000 T10 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 0
1 1
0 0
0.75 0.75
0 0
0.75 0.75
0 0
0.75 0.75
0 0
0.75 0.75
0 0
0.75 0.75
0 0
0.75 0.75
U
U
U
Page
Job
RISATower
7 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Tower Section Geometry (cont’d) Tower Elevation m
T1 50.000-45.000 T2 45.000-40.000 T3 40.000-35.000 T4 35.000-30.000 T5 30.000-25.000 T6 25.000-20.000 T7 20.000-14.000 T8 14.000-8.000 T9 8.000-5.000 T10 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
Leg
Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N
Diagonal
No. 4 4 4 7 8 8 8 10 12 12
Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N
Top Girt
No. 1 1 1 1 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
Bottom Girt
No. 1 1 1 1 1 1 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
No. 1 1 1 1 1 1 0 0 0 0
Mid Girt
Bolt Size mm 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N 16 A325N
Long Horizontal Short Horizontal
No. 0 0 0 0 0 0 0 0 0 0
Bolt Size mm 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307
No. 1 1 1 1 1 1 1 1 1 1
Bolt Size mm 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307 16 A307
Discrete Tower Loads Description
Face or Leg
Offset Type
SYRA UHF/UTV-01 PANEL
A
From Face
ANTENA PANEL VHF 1.30X2.90
B
From Face
ANTENA PANEL VHF 1.30X2.90
C
From Face
ANTENA PANEL VHF 1.30X2.90
D
From Face
ANTENA VHF BAND III 2 DIPOLOS
D
From Face
ANTENA VHF BAND III 2 DIPOLOS
D
From Face
ANTENA VHF BAND III 2 DIPOLOS
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
Azimuth Adjustment
Placement
CAAA Front
CAAA Side
Weight
°
m
m2
m2
kg
0.0000
49.000 - 47.700 No Ice
0.635
0.395
15.41
0.0000
47.000 - 45.500 No Ice
0.434
0.399
9.53
0.0000
47.000 - 45.500 No Ice
0.434
0.399
9.53
0.0000
47.000 - 45.500 No Ice
0.434
0.399
9.53
0.0000
44.200 - 42.900 No Ice
0.546
0.267
64.95
0.0000
42.500 - 41.200 No Ice
0.546
0.267
64.95
0.0000
42.500 - 41.200 No Ice
0.546
0.267
64.95
No. 1 1 1 2 2 2 2 2 2 2
RISATower
Page
Job
8 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Description
Face or Leg
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Offset Type
ANTENA VHF BAND III 2 DIPOLOS
C
From Face
ANTENA VHF BAND III 2 DIPOLOS
D
From Face
ANTENA VHF BAND III 2 DIPOLOS
B
From Face
ANTENA VHF BAND III 2 DIPOLOS
C
From Face
ANTENA VHF BAND III 2 DIPOLOS
D
From Face
ANTENA VHF BAND III 2 DIPOLOS
B
From Face
ANTENA VHF BAND III 2 DIPOLOS
C
From Face
ANTENA VHF BAND I 1 DIPOLO
D
From Face
ANTENA VHF BAND I 1 DIPOLO
B
From Face
ANTENA VHF BAND I 1 DIPOLO
C
From Face
ANTENA VHF BAND I 1 DIPOLO
D
From Face
ANTENA VHF BAND I 1 DIPOLO
B
From Face
ANTENA VHF BAND I 1 DIPOLO
C
From Face
ANTENA PANEL 1.25X1.25
D
From Face
ANTENA PANEL 1.25X1.25
B
From Face
ANTENA PANEL 1.25X1.25
C
From Face
Offsets: Horz Lateral Vert m m m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 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
42.500 - 41.200 No Ice
0.546
0.267
64.95
0.0000
40.800 - 39.500 No Ice
0.546
0.267
64.95
0.0000
40.800 - 39.500 No Ice
0.546
0.267
64.95
0.0000
40.800 - 39.500 No Ice
0.546
0.267
64.95
0.0000
39.100 - 37.800 No Ice
0.546
0.267
64.95
0.0000
39.100 - 37.800 No Ice
0.546
0.267
64.95
0.0000
39.100 - 37.800 No Ice
0.546
0.267
64.95
0.0000
37.000 - 35.500 No Ice
0.500
0.553
21.11
0.0000
37.000 - 35.500 No Ice
0.500
0.553
21.11
0.0000
37.000 - 35.500 No Ice
0.500
0.553
21.11
0.0000
35.000 - 33.500 No Ice
0.500
0.553
21.11
0.0000
35.000 - 33.500 No Ice
0.500
0.553
21.11
0.0000
35.000 - 33.500 No Ice
0.500
0.553
21.11
0.0000
16.500 - 15.200 No Ice
0.327
0.190
7.98
0.0000
16.500 - 15.200 No Ice
0.327
0.190
7.98
0.0000
16.500 - 15.200 No Ice
0.327
0.190
7.98
Dishes
Page
Job
RISATower
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 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Dish Type
Offset Type
6 FT DISH
B
Paraboloid w/o Radome
From Leg
PAR10-59A
B
Paraboloid w/o Radome
From Leg
6 FT DISH
C
Paraboloid w/o Radome
From Leg
8 FT DISH
B
Paraboloid w/o Radome
From Leg
12 FT DISH
C
Paraboloid w/o Radome
From Leg
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
Azimuth Adjustment
3 dB Beam Width
Elevation
Outside Diameter
Aperture Area
Weight
° 0.0000
°
m 12.000
m 1.829
No Ice
m2 2.626
kg 64.86
0.0000
10.000
3.048
No Ice
7.293
143.79
0.0000
9.000
1.829
No Ice
2.626
64.86
0.0000
7.500
2.438
No Ice
4.673
113.85
0.0000
7.500
3.658
No Ice
10.506
244.94
Tower Pressures - No Ice GH = 1.127 Section Elevation
KZ
qz
m 47.500
1.558
MPa 0.00
m2 6.826
T2 45.000-40.000
42.500
1.509
0.00
6.826
T3 40.000-35.000
37.500
1.456
0.00
6.866
T4 35.000-30.000
32.500
1.398
0.00
6.931
T5 30.000-25.000
27.500
1.333
0.00
6.936
T6 25.000-20.000
22.500
1.259
0.00
6.937
T7 20.000-14.000
17.000
1.162
0.00
11.566
T8 14.000-8.000
11.000
1.026
0.00
18.125
m T1 50.000-45.000
z
AG
F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C
AF
AR
Aleg
m2 1.273 1.273 1.273 1.273 1.273 1.273 1.273 1.273 1.515 1.515 1.515 1.515 1.788 1.788 1.788 1.788 1.901 1.901 1.901 1.901 1.917 1.917 1.917 1.917 2.569 2.569 2.569 2.569 2.823 2.823 2.823
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
m2 0.635
0.635
0.762
1.016
1.016
1.016
1.229
1.536
Leg % 49.88 49.88 49.88 49.88 49.88 49.88 49.88 49.88 50.28 50.28 50.28 50.28 56.83 56.83 56.83 56.83 53.44 53.44 53.44 53.44 53.01 53.01 53.01 53.01 47.85 47.85 47.85 47.85 54.42 54.42 54.42
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
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
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
10 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
KZ
qz
AG
MPa
m2
T9 8.000-5.000
6.500
1
0.00
11.492
T10 5.000-0.000
2.500
1
0.00
25.510
F a c e D A B C D A B C D
AF
AR
Aleg
m2 2.823 1.725 1.725 1.725 1.725 3.268 3.268 3.268 3.268
m2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000
m2
Leg % 54.42 44.53 44.53 44.53 44.53 40.39 40.39 40.39 40.39
0.768
1.320
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
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
Tower Pressure - Service GH = 1.127 Section Elevation
KZ
qz
m 47.500
1.558
MPa 0.00
m2 6.826
T2 45.000-40.000
42.500
1.509
0.00
6.826
T3 40.000-35.000
37.500
1.456
0.00
6.866
T4 35.000-30.000
32.500
1.398
0.00
6.931
T5 30.000-25.000
27.500
1.333
0.00
6.936
T6 25.000-20.000
22.500
1.259
0.00
6.937
T7 20.000-14.000
17.000
1.162
0.00
11.566
T8 14.000-8.000
11.000
1.026
0.00
18.125
T9 8.000-5.000
6.500
1
0.00
11.492
T10 5.000-0.000
2.500
1
0.00
25.510
m T1 50.000-45.000
z
AG
F a c e A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B C D A B
AF
AR
Aleg
m2 1.273 1.273 1.273 1.273 1.273 1.273 1.273 1.273 1.515 1.515 1.515 1.515 1.788 1.788 1.788 1.788 1.901 1.901 1.901 1.901 1.917 1.917 1.917 1.917 2.569 2.569 2.569 2.569 2.823 2.823 2.823 2.823 1.725 1.725 1.725 1.725 3.268 3.268
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 0.635
0.635
0.762
1.016
1.016
1.016
1.229
1.536
0.768
1.320
Leg % 49.88 49.88 49.88 49.88 49.88 49.88 49.88 49.88 50.28 50.28 50.28 50.28 56.83 56.83 56.83 56.83 53.44 53.44 53.44 53.44 53.01 53.01 53.01 53.01 47.85 47.85 47.85 47.85 54.42 54.42 54.42 54.42 44.53 44.53 44.53 44.53 40.39 40.39
Page
Job
RISATower
11 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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
z
m
m
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
qz
AG
MPa
m2
KZ
F a c e C D
AF
AR
Aleg
m2 3.268 3.268
m2 0.000 0.000
m2
CAAA In Face m2 0.000 0.000
Leg % 40.39 40.39
CAAA Out Face m2 0.000 0.000
Tower Forces - No Ice - Wind Normal To Face Section Elevation
Add Weight
m
kg
Self Weight
T1 50.000-45.000
3.62
kg 400.24
T2 45.000-40.000
3.62
400.24
T3 40.000-35.000
4.46
452.74
T4 35.000-30.000
5.37
577.09
T5 30.000-25.000
5.37
639.88
T6 25.000-20.000
5.37
775.06
T7 20.000-14.000
6.26
1107.44
T8 14.000-8.000
6.26
1126.69
T9 8.000-5.000
7.16
837.57
T10 5.000-0.000
7.16
1275.33
Sum Weight:
54.65
7646.93
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
e
0.186 0.186 0.186 0.186 0.186 0.186 0.186 0.186 0.221 0.221 0.221 0.221 0.258 0.258 0.258 0.258 0.274 0.274 0.274 0.274 0.276 0.276 0.276 0.276 0.222 0.222 0.222 0.222 0.156 0.156 0.156 0.156 0.15 0.15 0.15 0.15 0.128 0.128 0.128 0.128
CF
3.039 3.039 3.039 3.039 3.039 3.039 3.039 3.039 2.893 2.893 2.893 2.893 2.744 2.744 2.744 2.744 2.683 2.683 2.683 2.683 2.675 2.675 2.675 2.675 2.887 2.887 2.887 2.887 3.178 3.178 3.178 3.178 3.204 3.204 3.204 3.204 3.31 3.31 3.31 3.31
RR
0.588 0.588 0.588 0.588 0.588 0.588 0.588 0.588 0.595 0.595 0.595 0.595 0.604 0.604 0.604 0.604 0.608 0.608 0.608 0.608 0.609 0.609 0.609 0.609 0.595 0.595 0.595 0.595 0.582 0.582 0.582 0.582 0.581 0.581 0.581 0.581 0.578 0.578 0.578 0.578
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 OTM
AE
F
m2 1.273 1.273 1.273 1.273 1.273 1.273 1.273 1.273 1.515 1.515 1.515 1.515 1.788 1.788 1.788 1.788 1.901 1.901 1.901 1.901 1.917 1.917 1.917 1.917 2.569 2.569 2.569 2.569 2.823 2.823 2.823 2.823 1.725 1.725 1.725 1.725 3.268 3.268 3.268 3.268 128438 kg-m
kg 472.17
kglm 94.43
D
457.40
91.48
D
500.07
100.01
D
537.29
107.46
D
532.60
106.52
D
505.53
101.11
D
674.82
112.47
D
720.92
120.15
D
433.02
144.34
D
847.23
169.45
D
5681.05
Tower Forces - No Ice - Wind 45 To Face
w
Ctrl. Face
RISATower
Page
Job
12 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Self Weight
T1 50.000-45.000
3.62
kg 400.24
T2 45.000-40.000
3.62
400.24
T3 40.000-35.000
4.46
452.74
T4 35.000-30.000
5.37
577.09
T5 30.000-25.000
5.37
639.88
T6 25.000-20.000
5.37
775.06
T7 20.000-14.000
6.26
1107.44
T8 14.000-8.000
6.26
1126.69
T9 8.000-5.000
7.16
837.57
T10 5.000-0.000
7.16
1275.33
Sum Weight:
54.65
7646.93
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
e
0.186 0.186 0.186 0.186 0.186 0.186 0.186 0.186 0.221 0.221 0.221 0.221 0.258 0.258 0.258 0.258 0.274 0.274 0.274 0.274 0.276 0.276 0.276 0.276 0.222 0.222 0.222 0.222 0.156 0.156 0.156 0.156 0.15 0.15 0.15 0.15 0.128 0.128 0.128 0.128
CF
3.039 3.039 3.039 3.039 3.039 3.039 3.039 3.039 2.893 2.893 2.893 2.893 2.744 2.744 2.744 2.744 2.683 2.683 2.683 2.683 2.675 2.675 2.675 2.675 2.887 2.887 2.887 2.887 3.178 3.178 3.178 3.178 3.204 3.204 3.204 3.204 3.31 3.31 3.31 3.31
RR
0.588 0.588 0.588 0.588 0.588 0.588 0.588 0.588 0.595 0.595 0.595 0.595 0.604 0.604 0.604 0.604 0.608 0.608 0.608 0.608 0.609 0.609 0.609 0.609 0.595 0.595 0.595 0.595 0.582 0.582 0.582 0.582 0.581 0.581 0.581 0.581 0.578 0.578 0.578 0.578
DF
DR
1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.166 1.166 1.166 1.166 1.193 1.193 1.193 1.193 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.167 1.167 1.167 1.167 1.117 1.117 1.117 1.117 1.113 1.113 1.113 1.113 1.096 1.096 1.096 1.096
1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.166 1.166 1.166 1.166 1.193 1.193 1.193 1.193 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.167 1.167 1.167 1.167 1.117 1.117 1.117 1.117 1.113 1.113 1.113 1.113 1.096 1.096 1.096 1.096 OTM
AE
F
m2 1.451 1.451 1.451 1.451 1.451 1.451 1.451 1.451 1.766 1.766 1.766 1.766 2.134 2.134 2.134 2.134 2.281 2.281 2.281 2.281 2.300 2.300 2.300 2.300 2.996 2.996 2.996 2.996 3.153 3.153 3.153 3.153 1.919 1.919 1.919 1.919 3.582 3.582 3.582 3.582 149338 kg-m
kg 538.21
kglm 107.64
D
521.37
104.27
D
582.85
116.57
D
641.24
128.25
D
639.12
127.82
D
606.64
121.33
D
787.21
131.20
D
805.12
134.19
D
481.77
160.59
D
928.63
185.73
D
w
Ctrl. Face
6532.17
Tower Forces - Service - Wind Normal To Face Section Elevation
Add Weight
m
kg
Self Weight
T1 50.000-45.000
3.62
kg 400.24
T2 45.000-40.000
3.62
400.24
F a c e A B C D A B
e
0.186 0.186 0.186 0.186 0.186 0.186
CF
RR
3.039 3.039 3.039 3.039 3.039 3.039
0.588 0.588 0.588 0.588 0.588 0.588
DF
DR
1 1 1 1 1 1
1 1 1 1 1 1
AE
F
m2 1.273 1.273 1.273 1.273 1.273 1.273
kg 118.04
kglm 23.61
D
114.35
22.87
D
w
Ctrl. Face
Page
Job
RISATower
13 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
T3 40.000-35.000
4.46
452.74
T4 35.000-30.000
5.37
577.09
T5 30.000-25.000
5.37
639.88
T6 25.000-20.000
5.37
775.06
T7 20.000-14.000
6.26
1107.44
T8 14.000-8.000
6.26
1126.69
T9 8.000-5.000
7.16
837.57
T10 5.000-0.000
7.16
1275.33
Sum Weight:
54.65
7646.93
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
e
0.186 0.186 0.221 0.221 0.221 0.221 0.258 0.258 0.258 0.258 0.274 0.274 0.274 0.274 0.276 0.276 0.276 0.276 0.222 0.222 0.222 0.222 0.156 0.156 0.156 0.156 0.15 0.15 0.15 0.15 0.128 0.128 0.128 0.128
CF
RR
3.039 3.039 2.893 2.893 2.893 2.893 2.744 2.744 2.744 2.744 2.683 2.683 2.683 2.683 2.675 2.675 2.675 2.675 2.887 2.887 2.887 2.887 3.178 3.178 3.178 3.178 3.204 3.204 3.204 3.204 3.31 3.31 3.31 3.31
0.588 0.588 0.595 0.595 0.595 0.595 0.604 0.604 0.604 0.604 0.608 0.608 0.608 0.608 0.609 0.609 0.609 0.609 0.595 0.595 0.595 0.595 0.582 0.582 0.582 0.582 0.581 0.581 0.581 0.581 0.578 0.578 0.578 0.578
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 OTM
AE
F
w
m2 1.273 1.273 1.515 1.515 1.515 1.515 1.788 1.788 1.788 1.788 1.901 1.901 1.901 1.901 1.917 1.917 1.917 1.917 2.569 2.569 2.569 2.569 2.823 2.823 2.823 2.823 1.725 1.725 1.725 1.725 3.268 3.268 3.268 3.268 32109 kg-m
kg
kglm
Ctrl. Face
125.02
25.00
D
134.32
26.86
D
133.15
26.63
D
126.38
25.28
D
168.70
28.12
D
180.23
30.04
D
108.26
36.09
D
211.81
42.36
D
1420.26
Tower Forces - Service - Wind 45 To Face Section Elevation
Add Weight
m
kg
Self Weight
T1 50.000-45.000
3.62
kg 400.24
T2 45.000-40.000
3.62
400.24
T3 40.000-35.000
4.46
452.74
T4
5.37
577.09
F a c e A B C D A B C D A B C D A
e
0.186 0.186 0.186 0.186 0.186 0.186 0.186 0.186 0.221 0.221 0.221 0.221 0.258
CF
3.039 3.039 3.039 3.039 3.039 3.039 3.039 3.039 2.893 2.893 2.893 2.893 2.744
RR
0.588 0.588 0.588 0.588 0.588 0.588 0.588 0.588 0.595 0.595 0.595 0.595 0.604
DF
1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.166 1.166 1.166 1.166 1.193
DR
1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.166 1.166 1.166 1.166 1.193
AE
F
m2 1.451 1.451 1.451 1.451 1.451 1.451 1.451 1.451 1.766 1.766 1.766 1.766 2.134
kg 134.55
kglm 26.91
D
130.34
26.07
D
145.71
29.14
D
160.31
32.06
D
w
Ctrl. Face
Page
Job
RISATower
14 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Section Elevation
Add Weight
Self Weight
m 35.000-30.000
kg
kg
T5 30.000-25.000
5.37
639.88
T6 25.000-20.000
5.37
775.06
T7 20.000-14.000
6.26
1107.44
T8 14.000-8.000
6.26
1126.69
T9 8.000-5.000
7.16
837.57
T10 5.000-0.000
7.16
1275.33
Sum Weight:
54.65
7646.93
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
e
0.258 0.258 0.258 0.274 0.274 0.274 0.274 0.276 0.276 0.276 0.276 0.222 0.222 0.222 0.222 0.156 0.156 0.156 0.156 0.15 0.15 0.15 0.15 0.128 0.128 0.128 0.128
CF
RR
DF
DR
2.744 2.744 2.744 2.683 2.683 2.683 2.683 2.675 2.675 2.675 2.675 2.887 2.887 2.887 2.887 3.178 3.178 3.178 3.178 3.204 3.204 3.204 3.204 3.31 3.31 3.31 3.31
0.604 0.604 0.604 0.608 0.608 0.608 0.608 0.609 0.609 0.609 0.609 0.595 0.595 0.595 0.595 0.582 0.582 0.582 0.582 0.581 0.581 0.581 0.581 0.578 0.578 0.578 0.578
1.193 1.193 1.193 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.167 1.167 1.167 1.167 1.117 1.117 1.117 1.117 1.113 1.113 1.113 1.113 1.096 1.096 1.096 1.096
1.193 1.193 1.193 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.167 1.167 1.167 1.167 1.117 1.117 1.117 1.117 1.113 1.113 1.113 1.113 1.096 1.096 1.096 1.096 OTM
AE
F
w
m2 2.134 2.134 2.134 2.281 2.281 2.281 2.281 2.300 2.300 2.300 2.300 2.996 2.996 2.996 2.996 3.153 3.153 3.153 3.153 1.919 1.919 1.919 1.919 3.582 3.582 3.582 3.582 37334 kg-m
kg
kglm
Ctrl. Face
159.78
31.96
D
151.66
30.33
D
196.80
32.80
D
201.28
33.55
D
120.44
40.15
D
232.16
46.43
D
1633.04
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 3064.39 4527.88 7592.28 54.65 9123.33
Sum of Forces X kg
Sum of Forces Z kg
-1096.68 6486.66 8249.97 -1242.04
-8864.16 -6544.29 -5.70 8925.96
-274.17 1621.66 2062.49 -310.51
-2216.04 -1636.07 -1.42 2231.49
9123.33
Sum of Overturning Moments, Mz kg-m
Sum of Overturning Moments, Mx kg-m 70
-1226
70 -190319 -147323 -68 191958 70 -47527 -36778 36 48042
-1226 7234 -145994 -183749 10758 -1226 889 -37418 -46857 1770
Load Combinations
Sum of Torques
kg-m
1500 1048 2 -1485 375 262 1 -371
Page
Job
RISATower
15 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA Project
Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Comb. No. 1 2 3 4 5 6 7 8 9
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
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
50 - 45
Leg
Diagonal
Horizontal
Secondary Horizontal
Top Girt
Inner Bracing
T2
45 - 40
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
Gov. Load Comb. 3 3 2 5 2 5 4 4 5 5 5 5 5 5 3 2 3 2 4
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
4 1 2 1 2 5 5 1 2 1 2 5 5 1 4 1 4 3 3 5 5 2 5
Force kg 339.98 -441.36 -282.55 -280.93 -25.71 -25.71 298.66 -348.78 208.50 -85.74 1.15 0.03 51.07 -51.04 -36.56 5.48 1.40 0.07 58.90
Major Axis Moment kg-m 2 -2 -5 1 -5 1 0 0 0 0 0 0 0 0 0 0 0 0 0
Minor Axis Moment kg-m 2 -1 1 -5 1 -5 0 0 0 0 0 0 0 0 0 0 0 0 0
-33.96 12.78 13.03 1.51 -0.00 3.78 -3.03 0.41 0.97 3.01 -0.00 1.08 -1.08 0.60 0.45 -4.26 0.05 2124.44 -2438.43 1272.48 -1601.19 32.23 32.27
0 -1 0 0 0 0 0 -1 0 0 0 0 0 2 0 0 0 2 -2 8 1 -8 1
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 -1 -1 -8 1 -8
Page
Job
RISATower
16 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Component Type
Condition
Diagonal
Secondary Horizontal
Top Girt
Inner Bracing
40 - 35
TORRE CUADRADA AUTOSOPORTADA DE 50 M Client
Horizontal
T3
Date
Leg
Diagonal
Horizontal
Secondary Horizontal
Top Girt
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 5 5 5 5 5 5 2 2 2 2 4
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
Force kg 896.01 -1042.49 383.71 -281.97 1.15 0.03 53.01 -54.13 0.41 3.97 1.48 0.07 419.99
Major Axis Moment kg-m 0 0 0 0 0 0 0 0 0 0 0 0 0
Minor Axis Moment kg-m 0 0 0 0 0 0 0 0 0 0 0 0 0
4 1 2 1 2 4 4 1 2 1 2 1 4 1 4 1 4 3 3 5 2 5 5 3 3 5 5 5 5 5 5 5 5 5 5 5
-338.33 44.69 39.38 1.51 -0.00 183.86 -155.15 15.59 15.03 3.01 -0.00 14.76 -3.29 14.76 0.37 -4.26 0.05 5890.69 -6492.92 3686.28 3660.31 39.08 -39.02 1790.21 -2005.95 798.22 -809.96 1.55 0.04 71.24 -79.06 -2.29 -8.71 -1.57 -0.96 992.66
0 -1 0 0 0 0 0 -1 0 0 0 0 0 2 0 0 0 0 1 15 -4 15 3 0 0 -1 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 -4 15 -4 -15 0 0 0 0 0 0 0 0 0 1 0 1 0
5 1 2 1 2 4 4 1 2 1
-840.47 80.58 66.15 1.51 -0.00 655.44 -539.36 63.36 52.26 2.22
0 -1 0 0 0 0 0 -1 0 0
0 0 0 0 0 0 0 0 0 0
Page
Job
RISATower
17 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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. T4
Elevation m 35 - 30
Component Type Leg
Horizontal
Secondary Horizontal
Top Girt
Inner Bracing
30 - 25
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Diagonal
T5
Date
Leg
Diagonal
Horizontal
Secondary Horizontal
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
Gov. Load Comb. 2 3 3 3 3 5 2 3 3 5 5 5 5 5 5 5 2 5 2 5
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
Force kg -0.00 12254.91 -13108.51 -347.01 -567.19 -57.35 -57.23 2660.95 -2915.09 1252.77 -1565.20 1.55 0.04 101.85 -112.65 12.83 20.32 1.58 0.12 1673.90
Major Axis Moment kg-m 0 -8 12 -39 38 32 -11 0 0 -1 0 0 0 0 0 0 0 0 0 0
Minor Axis Moment kg-m 0 -8 12 38 -40 -11 32 0 0 0 0 0 0 0 0 0 0 0 0 0
5 1 2 1 2 5 5 1 2 1 2 3 5 1 4 1 4 3 3 3 3 5 5 3 3 5 5 5 5 3 5 5 5 5 5 5
-1490.58 95.72 130.11 3.01 -0.00 1312.73 -1195.86 62.70 47.81 3.01 -0.00 43.33 -25.37 40.32 1.94 -2.88 0.03 19717.11 -20832.83 -317.44 -739.02 76.14 76.08 3962.80 -4152.37 1550.58 -2558.99 1.95 0.04 133.74 -169.19 -30.87 -30.13 1.45 -8.49 2753.50
0 -1 0 0 0 0 0 -1 0 0 0 0 0 1 0 0 0 -15 19 -64 63 62 -22 0 0 -1 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -14 18 64 -65 -23 62 0 0 0 0 0 0 1 0 6 6 6 6 0
5 1 2
-2521.59 119.14 205.35
0 -1 0
0 0 0
Page
Job
RISATower
18 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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
25 - 20
Component Type
Leg
Diagonal
Horizontal
Secondary Horizontal
Top Girt
Inner Bracing
T7
20 - 14
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Top Girt
T6
Date
Leg
Diagonal
Horizontal
Condition Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Gov. Load Comb. 1 2 5 5 1 2 1 2 3 3 3 3 5 5 3 3 5 2 5 2 3 5 5 5 5 5 5
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
5 1 2 1 2 5 5 1 2 1 2 3 5 1 4 1 4 3 3 5 2 5 2 3 3 3 5 3 2 5 3 5 5
Force kg 3.01 -0.00 2130.32 -1927.56 104.11 89.00 2.22 -0.00 29203.57 -30483.12 -436.11 -1072.99 -102.20 -102.32 5015.68 -5240.73 1744.35 -3420.59 1.94 -0.03 172.30 -231.45 -12.76 21.47 1.95 0.21 3660.44
Major Axis Moment kg-m 0 0 0 0 -1 0 0 0 -23 48 -92 89 -90 25 0 0 -1 0 0 0 0 0 1 0 1 0 0
Minor Axis Moment kg-m 0 0 0 0 0 0 0 0 -23 48 90 -93 26 -89 0 0 0 0 0 0 0 0 0 0 0 0 0
-3386.33 135.86 299.28 3.01 -0.00 3130.51 -2968.61 83.55 70.51 -3.95 0.00 91.81 -62.97 61.68 8.24 -4.26 0.03 27719.19 -29799.41 -19316.71 -19298.41 -255.68 -255.62 5419.63 -5306.29 -595.59 -3455.79 -29.76 -2.93 47.08 -252.02 -142.86 -142.86
0 -1 0 0 0 0 0 -1 0 0 0 0 0 2 0 0 0 -37 59 289 -6 289 -6 0 43 -44 -22 0 0 0 3 3 3
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -37 60 -6 289 -6 289 0 -3 3 4 0 0 0 0 0 0
Page
Job
RISATower
19 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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
Component Type
Redund Horz 1 Bracing
Redund Diag 1 Bracing
Inner Bracing
14 - 8
Leg
Diagonal
Horizontal
Redund Horz 1 Bracing
Redund Diag 1 Bracing
T9
8-5
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Top Girt
T8
Date
Leg
Condition Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Gov. Load Comb. 5 5 5 2 1 2 1 2 3
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Force kg -5.27 0.55 499.25 -481.73 -0.26 496.48 3.00 -0.27 448.78
Major Axis Moment kg-m 3 3 0 0 -1 0 0 0 0
Minor Axis Moment kg-m 0 0 0 0 0 0 0 0 0
3 1 2 1 2 3
-448.78 15.21 303.29 0.78 -0.07 834.96
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 5 2 5 2 3 3 1 4 1 4 3 3 5 2 2 5 5 3 3 3 3 3 5 3 2 5 2 5 3
-778.58 311.62 339.62 1.01 -0.26 71.87 -88.89 0.05 23.09 -4.26 0.02 28798.58 -32368.53 -21076.13 -21067.22 284.32 286.07 2106.30 -1768.84 258.75 -1287.57 -11.84 -2.16 219.19 -317.18 -7.59 3.34 4.50 -24.76 487.47
0 0 0 0 0 0 0 2 0 0 0 -173 97 289 -6 287 -6 0 0 15 14 15 0 3 0 3 -1 3 0 0
0 0 0 0 0 0 0 0 0 0 0 -177 111 -6 289 -6 288 0 0 2 -3 2 0 0 22 0 36 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 1 2 1 2 3
-487.47 23.81 320.08 1.23 -0.11 575.23
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 5 3 5 3
-575.23 496.31 400.60 1.46 0.29 22076.20
0 -1 0 0 0 -89
0 0 0 0 0 -74
Page
Job
RISATower
20 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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
Component Type
Top Girt
Redund Horz 1 Bracing
Redund Diag 1 Bracing
Inner Bracing
5-0
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Diagonal
T10
Date
Leg
Diagonal
Top Girt
Redund Horz 1 Bracing
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
Gov. Load Comb. 3 5 2 2 2 5 5 3 5 3 5 5 5 1 2 1 2 3
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Force kg -24112.30 -15350.44 -15594.35 202.54 260.51 4296.82 -5393.61 -3581.14 -5379.93 -12.13 2.78 1878.50 -1781.43 107.12 161.95 9.92 0.89 363.13
Major Axis Moment kg-m 18 106 29 -94 29 0 0 14 7 14 0 0 0 -9 0 0 0 0
Minor Axis Moment kg-m 18 29 117 3 117 0 0 3 4 3 0 0 0 0 1 0 0 0
3 1 3 1 3 3
-363.13 16.39 98.67 1.67 -0.15 426.42
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension 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 5 5 5 5 3 3 1 4 1 4 3 3 5 2 5 2 3 3 3 2 3 2 3 3 5 5 5 5 3
-426.42 277.39 44.56 1.90 0.29 853.50 -953.80 114.74 25.42 -14.65 0.01 22792.75 -25521.07 -17375.23 -17005.12 -116.01 -115.53 5854.50 -6771.57 -1010.27 -5362.53 24.59 -22.96 2244.82 -2661.61 -1845.45 -1789.51 7.37 1.66 390.11
0 -1 0 0 0 0 0 18 0 0 0 -11 3 -141 25 -141 26 0 4 -28 3 4 0 0 0 3 3 3 3 0
0 0 0 0 0 0 0 0 0 0 0 -11 1 24 -140 24 -140 0 -1 21 -32 -4 0 0 0 -1 -1 -1 -1 0
Max. Compression Max. Mx Max. My Max. Vy
3 2 3 2
-390.11 262.52 390.11 0.82
0 0 0 0
0 0 0 0
RISATower
Page
Job
21 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Component Type 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
Redund Hip 3 Bracing
Condition Max. Vx Max Tension
Gov. Load Comb. 3 3
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
Force kg 0.16 390.11
Major Axis Moment kg-m 0 0
Minor Axis Moment kg-m 0 0
3 2 6 2 6 3
-390.11 -24.81 82.79 1.65 -0.33 390.11
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 5 2 5 3
-390.11 -15.29 -125.97 2.47 -0.49 503.27
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 3 2 3 2 3
-503.27 241.83 338.68 -0.42 0.43 287.08
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
-287.08 287.08 193.19 1.24 0.49 235.65
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 5 2 5 2 3
-235.65 161.07 156.53 1.90 0.54 36.48
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
3 1 2 1 2 3
-46.71 -3.21 8.83 1.61 0.00 19.07
0 0 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx Max Tension
2 1 2 1 2 3
-39.08 -7.45 -39.07 3.22 0.00 4.13
0 -1 0 0 0 0
0 0 0 0 0 0
Max. Compression Max. Mx Max. My Max. Vy Max. Vx
3 1 2 1 2
-18.22 -6.50 -10.80 4.84 0.00
0 -3 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
22 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
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 4 2 2 2 5 4 3 5 3 5 3 5 2 2 2 4 5 4
Vertical kg
Horizontal, X kg
Horizontal, Z kg
19095.86 19095.86 -22148.15 -22148.15 -22148.15 19095.86 17519.05 -14116.45 -14116.45 -14116.45 17309.00 17519.05 26507.70 -14531.68 26507.70 -14531.68 26507.70 -14531.68 18653.74 18653.74 18653.74 -12947.34 -12749.87 -12947.34
5658.75 5658.75 -4677.17 -4677.17 -4677.17 5658.75 -2669.04 4256.93 4256.93 4256.93 -4915.75 -2669.04 -5791.92 4332.03 -5791.92 4332.03 -5791.92 4332.03 5579.34 5579.34 5579.34 -1456.29 -3832.98 -1456.29
-2997.36 -2997.36 4577.71 4577.71 4577.71 -2997.36 -5098.97 1810.46 1810.46 1810.46 -2674.77 -5098.97 5854.90 -1913.04 5854.90 -1913.04 5854.90 -1913.04 2888.28 2888.28 2888.28 -3900.31 -1340.62 -3900.31
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 9123.33 9123.31 9123.30 9123.31 9123.31 9123.32 9123.32 9123.32 9123.32
Shearx
Shearz
kg
kg
-0.02 -1096.68 6486.36 8249.82 -1242.04 -274.17 1621.59 2062.40 -310.51
-0.01 -8863.99 -6543.98 -5.70 8925.79 -2215.94 -1636.00 -1.42 2231.39
Overturning Moment, Mx kg-m 70 -190373 -147368 -67 192015 -47538 -36790 36 48055
Overturning Moment, Mz kg-m -1226 7231 -146027 -183780 10760 886 -37430 -46865 1768
Torque kg-m 0 1503 1051 3 -1489 376 263 1 -372
Solution Summary Load Comb. 1 2 3 4 5 6
PX kg 0.00 -1096.68 6486.66 8249.97 -1242.04 -274.17
Sum of Applied Forces PY kg -9123.33 -9123.33 -9123.33 -9123.33 -9123.33 -9123.33
PZ kg -0.00 -8864.16 -6544.29 -5.70 8925.96 -2216.04
PX kg 0.02 1096.68 -6486.36 -8249.82 1242.04 274.17
Sum of Reactions PY kg 9123.33 9123.31 9123.30 9123.31 9123.31 9123.32
PZ kg 0.01 8863.99 6543.98 5.70 -8925.79 2215.94
% Error 0.000% 0.001% 0.003% 0.001% 0.001% 0.001%
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. 7 8 9
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Sum of Applied Forces PY kg -9123.33 -9123.33 -9123.33
PX kg 1621.66 2062.49 -310.51
23 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA
PZ kg -1636.07 -1.42 2231.49
PX kg -1621.59 -2062.40 310.51
Sum of Reactions PY kg 9123.32 9123.32 9123.32
PZ kg 1636.00 1.42 -2231.39
% Error 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 23 16 23 23 15 15 15 15
Yes Yes Yes Yes Yes Yes Yes Yes Yes
Displacement Tolerance 0.00000001 0.00013510 0.00012402 0.00012709 0.00012839 0.00000001 0.00000001 0.00000001 0.00000001
Force Tolerance 0.00000001 0.00014440 0.00010591 0.00012118 0.00014728 0.00009418 0.00009457 0.00009425 0.00009426
Maximum Tower Deflections - Service Wind Section No. T1 T2 T3 T4 T5 T6 T7 T8 T9 T10
Elevation m 50 - 45 45 - 40 40 - 35 35 - 30 30 - 25 25 - 20 20 - 14 14 - 8 8-5 5-0
Horz. Deflection mm 132.18 108.12 84.36 61.87 41.55 24.64 12.04 4.64 0.74 0.66
Gov. Load Comb. 7 7 7 7 7 7 7 7 7 7
Tilt
Twist
° 0.2752 0.2738 0.2631 0.2422 0.2092 0.1646 0.1085 0.0455 0.0249 0.0180
° 0.0083 0.0085 0.0084 0.0077 0.0061 0.0048 0.0035 0.0021 0.0012 0.0008
Critical Deflections and Radius of Curvature - Service Wind Elevation m 49.000 48.350 47.700 47.000 46.250 45.500 44.200 43.550
Appurtenance SYRA UHF/UTV-01 PANEL SYRA UHF/UTV-01 PANEL SYRA UHF/UTV-01 PANEL ANTENA PANEL VHF 1.30X2.90 ANTENA PANEL VHF 1.30X2.90 ANTENA PANEL VHF 1.30X2.90 ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2
Gov. Load Comb. 7 7 7 7 7 7 7
Deflection
Tilt
Twist
mm 127.37 124.24 121.11 117.74 114.13 110.53 104.28
° 0.2753 0.2753 0.2753 0.2751 0.2748 0.2743 0.2728
° 0.0084 0.0084 0.0084 0.0085 0.0085 0.0085 0.0085
Radius of Curvature m Inf Inf Inf 415094 330628 232592 80683
7
101.16
0.2718
0.0085
53103
Page
Job
RISATower
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Elevation
42.500 41.850 41.200 40.800 40.150 39.500 39.100 38.450 37.800 37.000 36.250 35.500 35.000 34.250 33.500 16.500 15.850 15.200 12.000 10.000 9.000 7.500
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Appurtenance
m 42.900
DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND I 1 DIPOLO ANTENA VHF BAND I 1 DIPOLO ANTENA VHF BAND I 1 DIPOLO ANTENA VHF BAND I 1 DIPOLO ANTENA VHF BAND I 1 DIPOLO ANTENA VHF BAND I 1 DIPOLO ANTENA PANEL 1.25X1.25 ANTENA PANEL 1.25X1.25 ANTENA PANEL 1.25X1.25 6 FT DISH PAR10-59A 6 FT DISH 8 FT DISH
Gov. Load Comb.
Deflection
Tilt
Twist
mm
°
°
Radius of Curvature m
7
98.06
0.2706
0.0085
39174
7
96.15
0.2697
0.0085
33730
7
93.06
0.2682
0.0085
27515
7
89.99
0.2666
0.0085
23242
7
88.10
0.2655
0.0085
21272
7
85.06
0.2635
0.0084
18930
7
82.04
0.2615
0.0084
17435
7
80.19
0.2601
0.0083
16780
7
77.21
0.2578
0.0083
15927
7
74.26
0.2553
0.0082
15178
7
70.66
0.2519
0.0081
14348
7
67.33
0.2485
0.0079
13646
7
64.04
0.2448
0.0078
12894
7
61.87
0.2422
0.0077
12260
7
58.65
0.2380
0.0075
11109
7
55.48
0.2336
0.0072
9980
7 7 7 7 7 7 7
7.04 6.37 5.73 2.92 1.53 1.05 0.66
0.0679 0.0612 0.0551 0.0348 0.0288 0.0268 0.0239
0.0026 0.0025 0.0023 0.0018 0.0015 0.0014 0.0012
7213 9442 13629 12356 6705 5499 6355
Maximum Tower Deflections - Design Wind Section No. T1 T2 T3 T4 T5 T6 T7 T8 T9 T10
Elevation m 50 - 45 45 - 40 40 - 35 35 - 30 30 - 25 25 - 20 20 - 14 14 - 8 8-5 5-0
24 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA
Horz. Deflection mm 525.55 429.87 335.39 245.96 165.12 97.83 47.70 18.34 2.96 2.57
Gov. Load Comb. 3 3 3 3 3 3 3 3 3 3
Tilt
Twist
° 1.0945 1.0889 1.0456 0.9632 0.8322 0.6551 0.4314 0.1794 0.0979 0.0708
° 0.0335 0.0343 0.0338 0.0308 0.0246 0.0194 0.0143 0.0085 0.0052 0.0034
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 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Horz. Deflection mm
Gov. Load Comb.
Tilt
Twist
°
°
Critical Deflections and Radius of Curvature - Design Wind Elevation m 49.000 48.350 47.700 47.000 46.250 45.500 44.200 43.550 42.900 42.500 41.850 41.200 40.800 40.150 39.500 39.100 38.450 37.800 37.000 36.250 35.500 35.000 34.250 33.500 16.500 15.850 15.200 12.000 10.000 9.000 7.500
Appurtenance SYRA UHF/UTV-01 PANEL SYRA UHF/UTV-01 PANEL SYRA UHF/UTV-01 PANEL ANTENA PANEL VHF 1.30X2.90 ANTENA PANEL VHF 1.30X2.90 ANTENA PANEL VHF 1.30X2.90 ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND III 2 DIPOLOS ANTENA VHF BAND I 1 DIPOLO ANTENA VHF BAND I 1 DIPOLO ANTENA VHF BAND I 1 DIPOLO ANTENA VHF BAND I 1 DIPOLO ANTENA VHF BAND I 1 DIPOLO ANTENA VHF BAND I 1 DIPOLO ANTENA PANEL 1.25X1.25 ANTENA PANEL 1.25X1.25 ANTENA PANEL 1.25X1.25 6 FT DISH PAR10-59A 6 FT DISH 8 FT DISH
Gov. Load Comb. 3 3 3 3 3 3 3
Deflection
Tilt
Twist
mm 506.40 493.95 481.51 468.11 453.76 439.42 414.59
° 1.0949 1.0950 1.0949 1.0943 1.0930 1.0909 1.0849
° 0.0337 0.0338 0.0340 0.0341 0.0342 0.0343 0.0344
Radius of Curvature m 187797 173456 124435 95400 76030 54543 19717
3
402.20
1.0807
0.0344
13132
3
389.84
1.0758
0.0343
9747
3
382.26
1.0724
0.0343
8412
3
369.97
1.0663
0.0342
6881
3
357.75
1.0596
0.0341
5824
3
350.27
1.0552
0.0340
5335
3
338.17
1.0475
0.0338
4755
3
326.16
1.0392
0.0336
4386
3
318.82
1.0338
0.0335
4226
3
306.97
1.0246
0.0332
4019
3
295.23
1.0147
0.0329
3836
3
280.93
1.0015
0.0325
3633
3
267.68
0.9880
0.0319
3460
3
254.59
0.9735
0.0313
3273
3
245.96
0.9632
0.0308
3112
3
233.17
0.9467
0.0300
2816
3
220.57
0.9290
0.0291
2526
3 3 3 3 3 3 3
27.84 25.16 22.66 11.59 6.11 4.18 2.65
0.2688 0.2423 0.2178 0.1368 0.1133 0.1053 0.0941
0.0107 0.0101 0.0095 0.0073 0.0062 0.0057 0.0049
1796 2340 3349 3128 1722 1417 1635
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
26 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Bolt Design Data Section No.
Elevation
Component Type
Bolt Grade
Leg
A325N
16
4
Maximum Load per Bolt kg 35.21
Diagonal
A325N
16
1
348.77
2922.37
Horizontal
A307
16
1
51.07
1391.60
Secondary Horizontal Top Girt
A307
16
1
58.90
1391.60
A325N
16
1
3.78
2694.43
Leg
A325N
16
4
614.18
4146.12
m T1
T2
T3
T4
T5
T6
T7
50
45
40
35
30
25
20
Bolt Size mm
Number Of Bolts
Allowable Load kg 4146.12
Diagonal
A325N
16
1
1042.49
2922.37
Horizontal
A307
16
1
54.13
1391.60
Secondary Horizontal Top Girt
A307
16
1
419.99
1391.60
A325N
16
1
183.86
2694.43
Leg
A325N
16
4
2158.99
5528.16
Diagonal
A325N
16
1
2005.95
2922.37
Horizontal
A307
16
1
79.06
1391.60
Secondary Horizontal Top Girt
A307
16
1
992.66
1391.60
A325N
16
1
655.44
2694.43
Leg
A325N
16
7
3216.52
5528.16
Diagonal
A325N
16
1
2915.09
2922.37
Horizontal
A307
16
1
112.65
1391.60
Secondary Horizontal Top Girt
A307
16
2
836.95
1391.60
A325N
16
1
1312.72
2694.43
Leg
A325N
16
8
4246.24
5844.72
Diagonal
A325N
16
2
2076.18
2922.37
Horizontal
A307
16
1
169.19
1391.60
Secondary Horizontal Top Girt
A307
16
2
1376.75
1391.60
A325N
16
1
2130.32
2694.43
Leg
A325N
16
8
6509.14
5844.72
Diagonal
A325N
16
2
2620.37
2922.37
Horizontal
A307
16
1
231.45
1391.60
Secondary Horizontal Top Girt
A307
16
2
1830.22
1391.60
A325N
16
1
3130.51
2922.37
Leg
A325N
16
8
7445.77
5844.72
Diagonal
A325N
16
2
2709.82
2922.37
Ratio Load Allowable 0.008 0.119 0.037 0.042 0.001 0.148 0.357 0.039 0.302 0.068 0.391 0.686 0.057 0.713 0.243 0.582 0.998 0.081 0.601 0.487 0.727 0.710 0.122 0.989 0.791 1.114 0.897 0.166 1.315 1.071 1.274 0.927
Allowable Ratio
Criteria
1.333
Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333 1.333
Member Block Shear Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333 1.333
Member Block Shear Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333 1.333
Member Block Shear Bearing
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333 1.333
Member Block Shear Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333 1.333
Member Block Shear Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
1.333
Bolt Shear
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
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Component Type
Bolt Grade
Horizontal
T9
T10
14
8
5
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M
m
T8
27 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA
A307
Bolt Size mm
Number Of Bolts
16
1
Maximum Load per Bolt kg 252.02
Allowable Load kg 1391.60
Top Girt
A325N
16
2
249.62
2922.37
Leg
A325N
16
10
6395.97
5844.72
Diagonal
A325N
16
2
1053.15
2922.37
Horizontal
A307
16
1
317.18
1391.60
Leg
A325N
16
12
4018.08
5844.72
Diagonal
A325N
16
2
2696.80
2922.37
Top Girt
A325N
16
2
939.25
2922.37
Leg
A325N
16
12
4220.11
5844.72
Diagonal
A325N
16
2
3385.79
2922.37
Top Girt
A325N
16
2
1330.80
2922.37
Ratio Load Allowable 0.181 0.085 1.094 0.360 0.228 0.687 0.923 0.321 0.722 1.159 0.455
Allowable Ratio
Criteria
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
1.333
Bolt DS
1.333
Bolt Shear
1.333
Bolt Shear
Compression Checks Leg Design Data (Compression) Section No.
Elevation
Size
L
Lu
T1
m 50 - 45
L64x64x5
m 5.000
m 1.250
T2
45 - 40
L64x64x5
5.000
1.250
T3
40 - 35
L76x76x6
5.000
T4
35 - 30
L102x102x6
T5
30 - 25
T6
mm2 582
Actual P kg -441.36
Allow. Pa kg 6070.07
Ratio P Pa 0.073
102
582
-2438.43
6070.07
0.402
83.1 K=1.00
127
929
-6492.90
12005.01
0.541
1.250
61.9 K=1.00
135
1252
-13108.51
17186.21
0.763
5.000
1.250
62.2 K=1.00
154
1548
-20832.82
24315.14
0.857
L102x102x10
5.000
1.250
62.5 K=1.00
154
1845
-30483.14
28922.06
1.054
20 - 14
L102x102x10
6.048
1.512
75.5 K=1.00
137
1845
-29799.39
25799.89
1.155
T8
14 - 8
L127x127x10
6.048
1.512
60.1 K=1.00
156
2329
-32368.54
37128.27
0.872
T9
8-5
L127x127x10
3.024
1.512
60.1 K=1.00
156
2329
-24112.30
37128.27
0.649
T10
5-0
L127x127x10
5.196
1.299
51.7 K=1.00
166
2329
-25521.06
39407.94
0.648
Kl/r
Fa
A
MPa 102
99.4 K=1.00
1.250
5.000
L102x102x8
25 - 20
T7
99.4 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
28 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Diagonal Design Data (Compression) Section No.
Elevation
Size
L
Lu
T1
m 50 - 45
L38x38x5
m 1.416
m 1.348
T2
45 - 40
L38x38x5
1.416
1.348
T3
40 - 35
L51x51x4.8
1.416
T4
35 - 30
L51x51x4.8
T5
30 - 25
T6
mm2 340
Actual P kg -348.77
Allow. Pa kg 1090.91
Ratio P Pa 0.320
31
340
-1042.49
1090.91
0.956
133.4 K=1.00
58
461
-2005.95
2722.54
0.737
1.308
130.7 K=1.00
60
461
-2915.09
2836.30
1.028
1.416
1.308
104.0 K=1.00
95
582
-4152.37
5630.72
0.737
L64x64x4.8
1.416
1.308
104.0 K=1.00
95
582
-5240.72
5630.72
0.931
20 - 14
L76x76x6.4
3.085
2.951
124.9 K=1.00
66
929
-5306.31
6249.05
0.849
T8
14 - 8
L64x64x6.4
3.481
3.356
171.8 K=1.00
35
768
-1574.60
2730.66
0.577
T9
8-5
L76x76x6.4
3.481
3.356
142.1 K=1.00
51
929
-5393.62
4832.76
1.116
T10
5-0
L76x76x6.4
5.924
1.481
62.7 K=1.00
153
929
-6771.59
14534.78
0.466
Allow. Pa kg 4304.82
Ratio P Pa 0.012
Kl/r
Fa
A
MPa 31
181.0 K=1.00
1.335
1.416
L64x64x4.8
25 - 20
T7
181.0 K=1.00
Horizontal Design Data (Compression) Fa
A
MPa 124
mm2 340
Actual P kg -51.04
85.0 K=1.00
124
340
-54.13
4304.82
0.013
1.254
108.1 K=1.00
88
340
-79.06
3057.33
0.026
1.330
0.614
82.4 K=1.00
128
340
-112.65
4430.47
0.025
L38x38x5
1.330
1.228
105.9 K=1.00
92
340
-169.19
3183.80
0.053
25 - 20
L38x38x5
1.330
0.614
82.4 K=1.00
128
340
-231.45
4430.47
0.052
T7
20 - 14
L38x38x5
1.870
0.884
118.7 K=1.00
73
340
-252.02
2536.60
0.099
T8
14 - 8
L38x38x5
2.950
2.823
243.4 K=1.00
17
340
-317.18
603.08
0.526
Section No.
Elevation
Size
L
Lu
T1
m 50 - 45
L38x38x5
m 1.330
m 0.633
T2
45 - 40
L38x38x5
1.330
0.633
T3
40 - 35
L38x38x5
1.330
T4
35 - 30
L38x38x5
T5
30 - 25
T6
Kl/r
85.0 K=1.00
Secondary 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
Section No.
Elevation
29 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
mm2 232
Actual P kg -33.96
Allow. Pa kg 858.93
Ratio P Pa 0.040
36
232
-338.33
858.93
0.394
166.7 K=1.00
37
232
-840.47
876.42
0.959
1.228
122.7 K=1.00
68
461
-1490.57
3214.42
0.464
1.330
1.228
122.7 K=1.00
68
461
-2521.59
3214.42
0.784
1.330
1.228
122.7 K=1.00
68
461
-3386.34
3214.42
1.053
Allow. Pa kg 3023.93
Ratio P Pa 0.001
Fa
A
MPa 36
168.3 K=1.00
1.254
1.330
L51x51x4.8 L51x51x4.8
Size
L
Lu
T1
m 50 - 45
L38x38x3.2
m 1.330
m 1.266
T2
45 - 40
L38x38x3.2
1.330
1.266
T3
40 - 35
L38x38x3.2
1.330
T4
35 - 30
L51x51x4.8
T5
30 - 25
T6
25 - 20
Kl/r
168.3 K=1.00
Top Girt Design Data (Compression) Fa
A
MPa 64
mm2 461
Actual P kg -3.03
126.6 K=1.00
64
461
-155.15
3023.93
0.051
1.266
170.0 K=1.00
36
340
-539.36
1236.35
0.436
1.330
1.254
80.0 K=1.00
131
461
-1195.86
6165.86
0.194
L38x38x5
1.330
1.228
105.9 K=1.00
92
340
-1927.55
3183.80
0.605
25 - 20
L51x51x6.4
1.330
1.228
79.4 K=1.00
132
605
-2968.61
8139.04
0.365
T7
20 - 14
L51x51x4.8
1.330
1.228
78.4 K=1.00
133
461
-481.73
6270.28
0.077
T9
8-5
L64x64x4.8
3.490
3.363
170.2 K=1.00
36
582
-1781.43
2109.58
0.844
T10
5-0
L64x64x4.8
4.030
1.951
98.8 K=1.00
103
582
-2661.61
6132.53
0.434
Section No.
Elevation
Size
L
Lu
T1
m 50 - 45
L51x51x4.8
m 1.330
m 1.266
T2
45 - 40
L51x51x4.8
1.330
1.266
T3
40 - 35
L38x38x5
1.330
T4
35 - 30
L51x51x4.8
T5
30 - 25
T6
Kl/r
126.6 K=1.00
Redundant Horizontal (1) Design Data (Compression) Section No.
Elevation
Size
L
Lu
T7
m 20 - 14
L38x38x5
m 0.467
m 0.417
T8
14 - 8
L38x38x5
0.737
0.674
Kl/r
55.9 K=1.00 90.5 K=1.00
mm2 340
Actual P kg -448.78
Allow. Pa kg 5597.51
Ratio P Pa 0.080
340
-487.48
4028.01
0.121
Fa
A
MPa 161 116
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
30 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Size
L
Lu
T9
m 8-5
L38x38x5
m 1.008
m 0.944
T10
5-0
L38x38x5
0.504
0.440
Kl/r
126.7 K=1.00 59.1 K=1.00
mm2 340
Actual P kg -363.13
Allow. Pa kg 2225.40
Ratio P Pa 0.163
340
-390.11
5471.23
0.071
Fa
A
MPa 64 158
Redundant Horizontal (2) Design Data (Compression) Section No. T10
Elevation
Size
L
Lu
m 5-0
L38x38x5
m 1.008
m 0.944
Kl/r
126.7 K=1.00
Fa
A
MPa 64
mm2 340
Actual P kg -390.11
Allow. Pa kg 2225.40
Ratio P Pa 0.175
Redundant Horizontal (3) Design Data (Compression) Section No. T10
Elevation m 5-0
Size
L
Lu
L38x38x5
m 1.511
m 1.448
Kl/r
194.3 K=1.00
Fa
A
MPa 27
mm2 340
Actual P kg -390.11
Allow. Pa kg 946.16
Ratio P Pa 0.412
Redundant Diagonal (1) Design Data (Compression) Section No.
Elevation
Size
L
Lu
Kl/r
MPa 29
2
mm 340
Actual P kg -778.58
Allow. Pa kg 1006.37
Ratio P Pa 0.774
Fa
A
T7
m 20 - 14
L38x38x5
m 1.622
m 1.404
T8
14 - 8
L38x38x5
1.741
1.574
211.2 K=1.00
23
340
-575.23
800.75
0.718
T9
8-5
L38x38x5
1.890
1.786
239.7 K=1.00
18
340
-426.42
621.68
0.686
T10
5-0
L38x38x5
1.300
1.068
143.3 K=1.00
50
340
-503.27
1738.43
0.289
188.4 K=1.00
Redundant Diagonal (2) Design Data (Compression) Section No. T10
Elevation m 5-0
Size
L
Lu
L38x38x5
m 1.483
m 1.365
Kl/r
183.2 K=1.00
Fa
A
MPa 31
mm2 340
Actual P kg -287.08
Allow. Pa kg 1064.68
Ratio P Pa 0.270
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
31 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
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 Diagonal (3) Design Data (Compression) Section No. T10
Elevation m 5-0
Size
L
Lu
L51x51x3.2
m 1.793
m 1.705
Kl/r
168.8 K=1.00
Fa
A
MPa 36
mm2 312
Actual P kg -235.65
Allow. Pa kg 1151.18
Ratio P Pa 0.205
Allow. Pa kg 6718.88
Ratio P Pa 0.007
Allow. Pa kg 2389.26
Ratio P Pa 0.016
Allow. Pa kg 1061.89
Ratio P Pa 0.017
Allow. Pa kg
Ratio P Pa
Redundant Hip (1) Design Data (Compression) Section No. T10
Elevation m 5-0
Size
L51x51x4.8
L m 0.712
Lu m 0.712
Kl/r
71.2 K=1.00
Fa MPa 143
A 2
mm 461
Actual P kg -46.71
Redundant Hip (2) Design Data (Compression) Section No. T10
Elevation m 5-0
Size
L
Lu
L51x51x4.8
m 1.425
m 1.425
Kl/r
142.4 K=1.00
Fa
A
MPa 51
mm2 461
Actual P kg -39.08
Redundant Hip (3) Design Data (Compression) Section No. T10
Elevation m 5-0
Size
L51x51x4.8
L m 2.137
Lu m 2.137
Kl/r
213.6 K=1.00
Fa MPa 23
A 2
mm 461
Actual P kg -18.22
Inner Bracing Design Data (Compression) Section No.
Elevation m
Size
L
Lu
m
m
Kl/r
Fa
A
MPa
mm2
Actual P kg
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Section No.
Elevation
32 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
mm2 461
Actual P kg -0.67
Allow. Pa kg 3023.93
Ratio P Pa 0.000
31
461
-3.29
1468.52
0.002
178.7 K=1.00
32
312
-25.37
1027.12
0.025
1.779
177.8 K=1.00
33
461
-62.97
1532.09
0.041
1.322
1.221
122.0 K=1.00
69
461
-88.89
3255.16
0.027
2.850
2.723
274.1 K=1.00
14
605
-953.80
845.40
1.128
Allow. Pa kg 9150.96
Ratio P Pa 0.037
Fa
A
MPa 64
181.6 K=1.00
1.805
1.881
L51x51x4.8 L51x51x6.4
Size
L
Lu
T1
m 50 - 45
L51x51x4.8
m 1.330
m 1.266
T2
45 - 40
L51x51x4.8
1.881
1.817
T4
35 - 30
L51x51x3.2
1.881
T6
25 - 20
L51x51x4.8
T7
20 - 14
T9
8-5
Kl/r
126.6 K=1.00
KL/R > 250 (C) - 523
Tension Checks Leg Design Data (Tension) Section No.
Elevation
Size
L
Lu
T1
m 50 - 45
L64x64x5
m 5.000
T2
45 - 40
L64x64x5
T3
40 - 35
T4
Kl/r
Fa
A
m 1.250
63.3
MPa 224
mm2 400
Actual P kg 339.98
5.000
1.250
63.3
224
400
2124.44
9150.96
0.232
L76x76x6
5.000
1.250
52.9
224
687
5890.71
15699.97
0.375
35 - 30
L102x102x6
5.000
1.250
39.4
224
1010
12254.89
23070.85
0.531
T5
30 - 25
L102x102x8
5.000
1.250
39.7
224
1246
19717.12
28470.01
0.693
T6
25 - 20
L102x102x10
5.000
1.250
40.0
224
1482
29203.56
33869.21
0.862
T7
20 - 14
L102x102x10
6.048
1.512
48.4
224
1482
27719.17
33869.21
0.818
T8
14 - 8
L127x127x10
6.048
1.512
38.2
224
1966
28798.59
44925.52
0.641
T9
8-5
L127x127x10
3.024
1.512
38.2
224
1966
22076.21
44925.52
0.491
T10
5-0
L127x127x10
5.196
1.299
32.8
224
1966
22792.75
44925.52
0.507
Diagonal Design Data (Tension)
RISATower
Page
Job
Project Carrera 124 No 17 - 98 Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
33 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
mm2 187
Actual P kg 298.66
Allow. Pa kg 4275.69
Ratio P Pa 0.070
224
187
896.01
4275.69
0.210
85.2
224
278
1790.21
6350.48
0.282
1.308
83.4
224
278
2660.95
6350.48
0.419
1.416
1.308
66.2
224
368
3962.80
8418.00
0.471
L64x64x4.8
1.416
1.308
66.2
224
368
5015.69
8418.00
0.596
20 - 14
L76x76x6.4
3.085
2.951
124.9
224
606
5419.61
13848.04
0.391
T8
14 - 8
L64x64x6.4
3.481
3.356
171.8
224
485
2106.30
11083.94
0.190
T9
8-5
L76x76x6.4
3.481
3.356
142.1
224
606
4296.83
13848.04
0.310
T10
5-0
L76x76x6.4
5.924
1.481
62.7
224
606
5854.52
13848.04
0.423
Allow. Pa kg 4275.69
Ratio P Pa 0.012
Kl/r
Fa
A
m 1.348
116.2
MPa 224
1.416
1.348
116.2
L51x51x4.8
1.416
1.335
35 - 30
L51x51x4.8
1.416
T5
30 - 25
L64x64x4.8
T6
25 - 20
T7
Section No.
Elevation
Size
L
Lu
T1
m 50 - 45
L38x38x5
m 1.416
T2
45 - 40
L38x38x5
T3
40 - 35
T4
Horizontal Design Data (Tension) Kl/r
Fa
A
m 0.633
54.6
MPa 224
mm2 187
Actual P kg 51.07
1.330
0.633
54.6
224
187
53.01
4275.69
0.012
L38x38x5
1.330
1.254
108.1
224
187
71.24
4275.69
0.017
35 - 30
L38x38x5
1.330
0.614
53.0
224
187
101.85
4275.69
0.024
T5
30 - 25
L38x38x5
1.330
1.228
105.9
224
187
133.74
4275.69
0.031
T6
25 - 20
L38x38x5
1.330
0.614
53.0
224
187
172.30
4275.69
0.040
T7
20 - 14
L38x38x5
1.870
0.884
76.2
224
187
47.08
4275.69
0.011
T8
14 - 8
L38x38x5
2.950
2.823
243.4
224
187
219.19
4275.69
0.051
Section No.
Elevation
Size
L
Lu
T1
m 50 - 45
L38x38x5
m 1.330
T2
45 - 40
L38x38x5
T3
40 - 35
T4
Secondary Horizontal Design Data (Tension)
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 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
mm2 129
Actual P kg 58.90
Allow. Pa kg 2936.83
Ratio P Pa 0.020
224
129
419.99
2936.83
0.143
106.1
224
129
992.66
2936.83
0.338
1.228
78.4
224
278
1673.90
6350.48
0.264
1.330
1.228
78.4
224
278
2753.50
6350.48
0.434
1.330
1.228
78.4
224
278
3660.44
6350.48
0.576
Allow. Pa kg 6350.48
Ratio P Pa 0.001
Kl/r
Fa
A
m 1.266
107.2
MPa 224
1.330
1.266
107.2
L38x38x3.2
1.330
1.254
35 - 30
L51x51x4.8
1.330
T5
30 - 25
L51x51x4.8
T6
25 - 20
L51x51x4.8
Section No.
Elevation
34 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA
Size
L
Lu
T1
m 50 - 45
L38x38x3.2
m 1.330
T2
45 - 40
L38x38x3.2
T3
40 - 35
T4
Top Girt Design Data (Tension) Section No.
Elevation
Size
L
Lu
T1
m 50 - 45
L51x51x4.8
m 1.330
T2
45 - 40
L51x51x4.8
T3
40 - 35
T4
Kl/r
Fa
A
m 1.266
80.8
MPa 224
mm2 278
Actual P kg 3.78
1.330
1.266
80.8
224
278
183.86
6350.48
0.029
L38x38x5
1.330
1.266
109.2
224
187
655.44
4275.69
0.153
35 - 30
L51x51x4.8
1.330
1.254
80.0
224
278
1312.72
6350.48
0.207
T5
30 - 25
L38x38x5
1.330
1.228
105.9
224
187
2130.32
4275.69
0.498
T6
25 - 20
L51x51x6.4
1.330
1.228
79.4
224
363
3130.51
8297.75
0.377
T7
20 - 14
L51x51x4.8
1.330
1.228
78.4
224
278
499.25
6350.48
0.079
T9
8-5
L64x64x4.8
3.490
3.363
170.2
224
368
1878.50
8418.00
0.223
T10
5-0
L64x64x4.8
4.030
1.951
98.8
224
368
2244.82
8418.00
0.267
Allow. Pa kg 7175.97
Ratio P Pa 0.063
Redundant Horizontal (1) Design Data (Tension) Section No.
Elevation
Size
L
Lu
Kl/r
Fa
A
T7
m 20 - 14
L38x38x5
m 0.467
m 0.417
35.9
MPa 207
mm2 340
Actual P kg 448.78
T8
14 - 8
L38x38x5
0.737
0.674
58.1
207
340
487.48
7175.97
0.068
T9
8-5
L38x38x5
1.008
0.944
81.4
207
340
363.13
7175.97
0.051
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 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Size
m T10
35 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA
L38x38x5
L
Lu
m
m
0.504
0.440
Kl/r
38.0
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
340
390.11
7175.97
0.054
Allow. Pa kg 7175.97
Ratio P Pa 0.054
Allow. Pa kg 7175.97
Ratio P Pa 0.054
Allow. Pa kg 7175.97
Ratio P Pa 0.116
Fa
A
MPa 207
Redundant Horizontal (2) Design Data (Tension) Section No. T10
Elevation m 5-0
Size
L38x38x5
L m 1.008
Lu m 0.944
Kl/r
81.4
Fa MPa 207
A 2
mm 340
Actual P kg 390.11
Redundant Horizontal (3) Design Data (Tension) Section No. T10
Elevation
Size
L
Lu
Kl/r
Fa
A
m 5-0
L38x38x5
m 1.511
m 1.448
124.8
MPa 207
mm2 340
Actual P kg 390.11
Redundant Diagonal (1) Design Data (Tension) Section No.
Elevation
Kl/r
Fa
A
m 1.324
114.1
MPa 207
mm2 340
Actual P kg 834.96
1.741
1.574
135.7
207
340
575.23
7175.97
0.080
L38x38x5
1.890
1.786
154.0
207
340
426.42
7175.97
0.059
L38x38x5
1.300
1.068
92.1
207
340
503.27
7175.97
0.070
Allow. Pa kg 7175.97
Ratio P Pa 0.040
Size
L
Lu
T7
m 20 - 14
L38x38x5
m 1.542
T8
14 - 8
L38x38x5
T9
8-5
T10
5-0
Redundant Diagonal (2) Design Data (Tension) Section No. T10
Elevation m 5-0
Size
L38x38x5
L m 1.483
Lu m 1.365
Kl/r
117.7
Fa MPa 207
A 2
mm 340
Actual P kg 287.08
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 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA ESTADO ACTUAL - REFORZADA Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Size
m
L
Lu
m
m
Kl/r
Fa
A
MPa
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
Allow. Pa kg 6591.29
Ratio P Pa 0.036
Allow. Pa kg 9729.56
Ratio P Pa 0.004
Allow. Pa kg 9729.56
Ratio P Pa 0.002
Actual P kg 4.13
Allow. Pa kg 9729.56
Ratio P Pa 0.000
Actual P kg 1.08
Allow. Pa kg 9729.56
Ratio P Pa 0.000
Redundant Diagonal (3) Design Data (Tension) Section No. T10
Elevation m 5-0
Size
L
Lu
L51x51x3.2
m 1.793
m 1.705
Kl/r
Fa
A
107.2
MPa 207
mm2 312
Actual P kg 235.65
Redundant Hip (1) Design Data (Tension) Section No. T10
Elevation m 5-0
Size
L51x51x4.8
L m 0.712
Lu m 0.712
Kl/r
45.5
Fa MPa 207
A 2
mm 461
Actual P kg 36.48
Redundant Hip (2) Design Data (Tension) Section No. T10
Elevation m 5-0
Size
L
Lu
L51x51x4.8
m 1.425
m 1.425
Kl/r
Fa
A
90.9
MPa 207
mm2 461
Actual P kg 19.07
Redundant Hip (3) Design Data (Tension) Section No. T10
Elevation m 5-0
Size
L51x51x4.8
L m 2.137
Lu m 2.137
Kl/r
136.4
Fa MPa 207
A 2
mm 461
Inner Bracing Design Data (Tension) Section No. T1
Elevation m 50 - 45
Size
L
Lu
L51x51x4.8
m 0.940
m 0.877
Kl/r
Fa
A
56.0
MPa 207
mm2 461
Page
Job
RISATower
37 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Size
m
*
Date
L
Lu
m
m
Kl/r
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
Fa
A
MPa
T2
45 - 40
L51x51x4.8
1.881
1.817
116.0
207
461
14.76
9729.56
0.002*
T4
35 - 30
L51x51x3.2
1.881
1.805
113.5
207
312
40.32
6591.29
0.006*
T6
25 - 20
L51x51x4.8
1.881
1.779
113.5
207
461
91.81
9729.56
0.009
T7
20 - 14
L51x51x4.8
1.322
1.221
77.9
207
461
71.87
9729.56
0.007
T9
8-5
L51x51x6.4
2.850
2.723
176.0
207
605
853.50
12764.09
0.067
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
50 - 45
Leg Diagonal Horizontal
L64x64x5 L38x38x5 L38x38x5
3 18 14
-441.36 -348.77 51.07
8091.40 1454.19 5699.49
Pass Pass Pass
Secondary Horizontal
L38x38x3.2
43
-33.96
1144.96
Top Girt
L51x51x4.8
9
-3.03
4030.90
Inner Bracing Leg Diagonal Horizontal
L51x51x4.8 L64x64x5 L38x38x5 L38x38x5
5 71 80 78
0.60 -2438.43 -1042.49 -54.13
9729.56 8091.40 1454.19 5738.32
Secondary Horizontal Top Girt
L38x38x3.2 L51x51x4.8
107 31
-338.33 -155.15
1144.96 4030.90
Inner Bracing Leg Diagonal Horizontal
L51x51x4.8 L76x76x6 L51x51x4.8 L38x38x5
74 135 142 140
-3.29 -6492.90 -2005.95 -79.06
1957.54 16002.67 3629.15 4075.42
Secondary Horizontal Top Girt Leg Diagonal Horizontal
L38x38x3.2 L38x38x5 L102x102x6 L51x51x4.8 L38x38x5
163 95 187 196 227
-840.47 -539.36 -13108.51 -2915.09 -112.65
1168.27 1648.06 22909.22 3780.78 5905.82
Secondary Horizontal
L51x51x4.8
222
-1490.57
4284.83
Top Girt
L51x51x4.8
149
1312.72
8465.18
Inner Bracing Leg Diagonal Horizontal
L51x51x3.2 L102x102x8 L64x64x4.8 L38x38x5
189 251 258 262
-25.37 -20832.82 -4152.37 -169.19
1369.16 32412.08 7505.74 4244.01
5.5 24.0 0.9 2.8 (b) 3.0 3.2 (b) 0.1 0.1 (b) 0.1 30.1 71.7 0.9 2.9 (b) 29.5 3.8 5.1 (b) 0.2 40.6 55.3 1.9 4.3 (b) 71.9 32.7 57.2 77.1 1.9 6.1 (b) 34.8 45.1 (b) 15.5 36.5 (b) 1.9 64.3 55.3 4.0 9.1 (b)
45 - 40
40 - 35
35 - 30
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
Page
Job
RISATower
38 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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.
T6
T7
T8
T9
T10
Date
TORRE CUADRADA AUTOSOPORTADA DE 50 M
14:56:26 01/27/11
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
Secondary Horizontal
L51x51x4.8
279
-2521.59
4284.83
Pass
Top Girt
L38x38x5
210
-1927.55
4244.01
Leg
L102x102x10
303
-30483.14
38553.10
Diagonal Horizontal
L64x64x4.8 L38x38x5
312 316
-5240.72 -231.45
7505.74 5905.82
Secondary Horizontal
L51x51x4.8
338
-3386.34
4284.83
Top Girt
L51x51x6.4
265
3130.51
11060.90
Inner Bracing Leg
L51x51x4.8 L102x102x10
305 367
-62.97 -29799.39
2042.27 34391.25
Diagonal
L76x76x6.4
416
-5306.31
8329.99
Horizontal
L38x38x5
371
-252.02
3381.29
Top Girt
L51x51x4.8
324
499.25
8465.18
L38x38x5
387
-448.78
7461.48
Pass
L38x38x5
415
-778.58
1341.49
58.0
Pass
14 - 8
Redund Horz 1 Bracing Redund Diag 1 Bracing Inner Bracing Leg
58.8 74.2 (b) 45.4 59.3 (b) 79.1 83.5 (b) 69.8 3.9 12.5 (b) 79.0 98.7 (b) 28.3 80.4 (b) 3.1 86.6 95.6 (b) 63.7 69.6 (b) 7.5 13.6 (b) 5.9 6.4 (b) 6.0
L51x51x4.8 L127x127x10
399 430
-88.89 -32368.54
4339.13 49491.98
Pass Pass
L64x64x6.4 L38x38x5 L38x38x5
450 432 448
-1574.60 -317.18 -487.48
3639.97 803.91 5369.33
Pass Pass Pass
L38x38x5
471
-575.23
1067.41
53.9
Pass
8-5
Diagonal Horizontal Redund Horz 1 Bracing Redund Diag 1 Bracing Leg
2.0 65.4 82.1 (b) 43.3 39.5 9.1
L127x127x10
486
-24112.30
49491.98
Pass
L76x76x6.4 L64x64x4.8 L38x38x5
498 492 506
-5393.62 -1781.43 -363.13
6442.06 2812.07 2966.46
Pass Pass Pass
L38x38x5
507
-426.42
828.71
51.5
Pass
5-0
Diagonal Top Girt Redund Horz 1 Bracing Redund Diag 1 Bracing Inner Bracing Leg
48.7 51.6 (b) 83.7 63.3 12.2
L51x51x6.4 L127x127x10
523 529
-953.80 -25521.06
1126.91 52530.78
Pass Pass
Diagonal
L76x76x6.4
569
-6771.59
19374.86
Top Girt
L64x64x4.8
508
-2661.61
8174.66
Redund Horz 1 Bracing Redund Horz 2 Bracing Redund Horz 3 Bracing Redund Diag 1 Bracing Redund Diag 2 Bracing Redund Diag 3
L38x38x5
553
-390.11
7293.15
84.6 48.6 54.2 (b) 35.0 86.9 (b) 32.6 34.2 (b) 5.3
Pass
L38x38x5
554
-390.11
2966.46
13.2
Pass
L38x38x5
556
-390.11
1261.23
30.9
Pass
L38x38x5
565
-503.27
2317.33
21.7
Pass
L38x38x5
567
-287.08
1419.21
20.2
Pass
L51x51x3.2
558
-235.65
1534.52
15.4
Pass
Elevation m
25 - 20
20 - 14
Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass Pass
Pass Pass
RISATower
Page
Job
39 of 39
ESTUDIO ESTRUCTURAL - ESTACION LEBRIJA 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 50 M
14:56:26 01/27/11
RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Client
Component Type Bracing Redund Hip 1 Bracing Redund Hip 2 Bracing Redund Hip 3 Bracing
Size
Critical Element
P kg
SF*Pallow kg
% Capacity
Pass Fail
L51x51x4.8
596
-46.71
8956.27
0.5
Pass
L51x51x4.8
594
-39.08
3184.88
1.2
Pass
L51x51x4.8
598
-18.22
1415.50
1.3
Pass
Summary 95.6 86.9
Pass Pass
39.5
Pass
98.7
Pass
80.4
Pass
12.2
Pass
13.2
Pass
30.9
Pass
58.0
Pass
20.2
Pass
15.4
Pass
0.5
Pass
1.2
Pass
1.3
Pass
84.6
Pass
98.7 98.7
Pass Pass
Leg (T7) Diagonal (T10) Horizontal (T8) Secondary Horizontal (T6) Top Girt (T6) Redund Horz 1 Bracing (T9) Redund Horz 2 Bracing (T10) Redund Horz 3 Bracing (T10) Redund Diag 1 Bracing (T7) Redund Diag 2 Bracing (T10) Redund Diag 3 Bracing (T10) Redund Hip 1 Bracing (T10) Redund Hip 2 Bracing (T10) Redund Hip 3 Bracing (T10) Inner Bracing (T9) Bolt Checks RATING =
Program Version 5.3.1.0 - 1/16/2009 File:C:/Proyectos 2010/Instatel Evaluaciones Estructural/10 Lebrija TCSV 50 m/Risa Tower Estado Reforzado/TCSV 50 M LEBRIJA REFORZADO.eri
CIMENTACION ESTACION: LEBRIJA
TORRE CUADRADA DE 50 M SECCION VARIABLE
Enero 24 de 2011
MEMORIA EVALUACION ESTRUCTURAL CIMENTACION
ESTACION: LEBRIJA MINICIPIO: LEBRIJA - SANTANDER SITIO: CERRO LA TRINIDAD
TORRE CUADRADA DE 50 M SECCION VARIABLE
CALCULO: ING. JAIME GUTIERREZ C. MATRICULA 25202-45957 CND
Enero 24 de 2011
1.0 INTRODUCCION
1.1 OBJETO El objeto de este documento es la realización la evaluacion estructural de la cimentación de la torre metálica cuadrada autosoportada de sección variable de 50 metros de altura. Que sirve de soporte para la instalación únicamente de antenas parabólicas y tipo panel, según los cálculos de la evaluación para la torre cuadrada modular, y las reacciones en los nudos de los soportes de la torre, que son las cargas base para la evaluacion de la cimentación y anexo complementario en este documento. La torre se localiza en el municipio de LEBRIJA - SANTANDER. Esta construida sobre un área de configuración plana, y dadas las condiciones de cargas y de suelo de fundación, una cimentación tipo zapata aisladas y no se encuentran con vigas de rigidez en concreto reforzado el cual se deben adicionar para cumplir adecuadamente tanto los requisitos de capacidad portante, como de estabilidad al vuelco y arrancamiento, generado por las cargas horizontales impuestas. Para efectos del adecuado dimensionamiento y verificación de la cimentación se han tenido en cuenta las cargas provenientes de la superestructura; y las recomendaciones y parámetros incluidos en el estudio de suelos realizado para la obra por: SUELOS & CIMIENTOS LTDA, que es anexo complementario en este documento.
2.0
CODIGOS Y NORMAS APLICABLES NSR-98 EIA/TIA 222 F ANDREWS, Bulletin 1015F ACI 318 última edición
3.0
MATERIALES ESTRUCTURALES En el diseño 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 diseños anteriores pueden extraerse las siguientes conclusiones y recomendaciones: 4.1 ZAPATA 1 – La cimentación zapata - pedestal en concreto se comporta adecuadamente. Para tal efecto, sus dimensiones en planta tiene un área de 3.00 x 3.00 metros en cada dirección principal, y su profundidad esta en 3.00 metros bajo la cota +0.00 de la superficie del terreno de la estación existente. 2 – El espesor de la zapata tiene un espesor de 40 cm., De la zapata arrancará 1 pedestal único en concreto reforzado con una altura de 2.95 m (sobresale 35 cm. del terreno) con un lado de 0.55 metros, El concreto deberá tener una resistencia mínima de 210 kg/cm^2 (3000 psi) a 28 días.
4.2 VIGA DE AMARRE (ENLACE) LA CIMENTACION NO TIENE VIGA DE AMARRE, Y PARA CUMPLIR CON LOS REQUERMIENTOS DE VUELCO Y ARRANCAMIENTO SE LE ADICIONA CON LAS SIGUIENTE CARACTERISTICAS 1 – La cimentación zapata 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. 4.3 – Todas las obras civiles relacionadas con excavaciones y rellenos deberán realizarse de modo que no se deteriore el material de fundación, y garantice que el relleno sobre la losa tenga una compactación de 95% del Proctor Modificado. 4.4– La fabricación del concreto debe hacerse siguiendo estrictas normas de control de calidad, de modo que se garantice la resistencia especificada. 4.5 – 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 Memorias de Calculo ¾ Plano Cimentación
Foundation Tower DISEÑO CIMENTACION DE TORRES Cliente: RTVC - TELEFONICA TELECOM Estructura: EVALUACION TORRE CUADRADA 50 M
Municipio : LEBRIJA - SANTANDER
CALCULO: Ing. Jaime Gutierrez C.
Sitio: CERRO LA TRINIDAD
Enero 24 DE 2011
ITEM
EB LEBRIJA
Sim.
Un.
0,00437886
REACCIONES MAXIMAS DE TRABAJO Compresión (-) Fz Corte l Fx Corte t Fy Traccion (+) Fza Corte l Fxa Corte t Fya
Kg Kg Kg Kg Kg Kg
-21.515,00 -4.493,00 4.300,00 25.514,00 -5.374,00 5.441,00
REACCIONES MAXIMAS ULTIMAS Compresión (-) Fz' Corte l Fx' Corte t Fy' Arranque (+) Fza' Corte l Fxa' Corte t Fya'
Kg Kg Kg Kg Kg Kg
-28.614,95 -5.975,69 5.719,00 33.933,62 -7.147,42 7.236,53
ACCIONES MAXIMAS DE TRABAJO SEGÚN EJE DEL MONTANTE Compresión (-) Fc Kg Corte l Ft Kg Corte t Fl Kg Arranque (+) Fa Kg Corte l Fta Kg Corte t Fla Kg
21.555,37 3.560,57 5.232,43 25.561,88 4.268,26 6.546,74
ACCIONES MAXIMAS ULTIMAS SEGUN EJE DEL MONTANTE Compresión (-) Fc' Kg Corte l Ft' Kg Corte t Fl' Kg Arranque (+) Fa' Kg Corte l Fta' Kg Corte t Fla' Kg
28.668,64 4.735,56 6.959,13 33.997,30 5.676,79 8.707,16
CARACTERISTICAS DE LOS MATERIALES Cap. portante suelo σ σa γs Peso unit. suelo Angulo cono β K pasivo Kp' K activo Ka K pe Kp γc Peso unit. concreto Resis.Comp.Concreto f'c Esf. Fluencia Acero fy
Kg/cm2 Kg/cm2 Kg/m3 º
Kg/m3 Kg/cm2 Kg/cm2
3,12 3,90 1600 25,0 2,46 0,24 2,22 2.400 210 4.200
GEOMETRIA Angulo montante
φ
º
3,5073
Lado zapata
L
m
3,00
Lado pedestal
B
m
0,55
Foundation Tower DISEÑO CIMENTACION DE TORRES Cliente: RTVC - TELEFONICA TELECOM Estructura: EVALUACION TORRE CUADRADA 50 M
Municipio : LEBRIJA - SANTANDER
CALCULO: Ing. Jaime Gutierrez C.
Sitio: CERRO LA TRINIDAD
Enero 24 DE 2011
ITEM
EB LEBRIJA
Sim.
Un.
Espesor zapata
s
m
0,40
Profundidad zapata
H
m
3,00
Alt. ped. sobre suelo
H3
m
0,35
Alt. ped. enterrada
H2
m
2,60
Altura total cimiento
H1
m
3,35
Altura pedestal
Hp
m
2,95
Recubrimiento
a
m
0,070
Altura efec. concreto
d
m
0,330
0,00437886
VOLUMENES Y PESOS Volumen zapata
Vz
m³ m
3,60
Volumen pedestal
Vp
m³
0,89
Volumen Concreto
Vc
m³
4,49
Peso concreto
Wc
Kg
10786
Volumen suelo 1
Vs1
m³
22,61
Volumen suelo 2
Vs2
m³
25,18
Volumen suelo 3
Vs3
m³
6,15
Volumen total suelo
Vs
m³
53,94
Peso suelo
Ws
Kg
86305
ARRANCAMIENTO Hipotesis crítica F.S. Arrancamiento
FSa
Checheo Arrancam.
(Wc+Ws)/Fa
3,80
FSa > 1.50
O.K.
ESFUERZOS ACTUANTES SOBRE EL SUELO (CARGAS DE TRABAJO) Hipotesis crítica Compresión
P
Kg
68480
ht
m
1,91
Rt
Kg
3561
hl
m
2,31
Rl
Kg
5232
Momento transversal
MT
Kg*m
9898
Momento longitudinal
ML
Kg*m
5774
σp
Kg/m2
7609
σt
Kg/m2
1283
σl
Kg/m2
2199
σs
Kg/m2
4800
1
Kg/m2
6292
Foundation Tower DISEÑO CIMENTACION DE TORRES Cliente: RTVC - TELEFONICA TELECOM Estructura: EVALUACION TORRE CUADRADA 50 M
Municipio : LEBRIJA - SANTANDER
CALCULO: Ing. Jaime Gutierrez C.
Sitio: CERRO LA TRINIDAD
Enero 24 DE 2011
ITEM
EB LEBRIJA
Sim.
Un.
0,00437886
2
Kg/m2
1893
3
Kg/m2
3725
4
Kg/m2
σmax
Kg/m2
mayor 1, 2, 3, 4
6292
σmin
Kg/m2
menor 1, 2, 3, 4
-674
σmax < σa
O.K.
Checheo Capacidad
-674
CHEQUEO AL VOLCAMIENTO Hipotesis crítica COMPRESION
MR1
Kg-m
102720
Momento trans. 1
MT1
Kg*m
17529
Momento long. 1
ML1
Kg*m
11928
Momento trans. 2
MT2
Kg*m
7631
Momento long. 2
ML2
Kg*m
6154
Mom. restaur. trans.
MRT
Kg*m
110351
Mom. restaur. long.
MRL
Kg*m
108874
Momento restaurador
MRc
Kg-m
155019
Mv
Kg-m
Momento al vuelco F.S. vuelco compres.
FSvc
63606 MRc/Mv
2,44
Hipotesis crítica TRACCION
MR1
Kg-m
145636
ht
m
2,09
Rt
Kg
4268
hl
m
2,59
Rl
Kg
6547
MT1
Kg-m
21932
ML1
Kg-m
14299
MT2
Kg-m
8351
ML2
Kg-m
6862
Mom. restaur. trans.
MRT
Kg*m
153987
Mom. restaur. long.
MRL
Kg*m
152498
Momento restaurador
MRa
Kg-m
216720
Momento vuelco 1
Mv1
Kg-m
38271
Mom. vuelco trans.
Mvt
Kg-m
60203
Mom. vuelco long.
Mvl
Kg-m
52570
Foundation Tower DISEÑO CIMENTACION DE TORRES Cliente: RTVC - TELEFONICA TELECOM Estructura: EVALUACION TORRE CUADRADA 50 M
Municipio : LEBRIJA - SANTANDER
CALCULO: Ing. Jaime Gutierrez C.
Sitio: CERRO LA TRINIDAD
Enero 24 DE 2011
ITEM
EB LEBRIJA
Sim.
Un.
Momento vuelvo
Mva
Kg-m
F.S. vuelco tracción
FSvt
MRa/Mva
2,71
F.S. volcamiento
FSv
menor FSvc, FSv
2,44
FSv > 1.50
O.K.
Checheo Volcam.
0,00437886 79924
ESFUERZOS ACTUANTES MAYORADOS (CARGAS DE DISEÑO) Hipotesis crítica P'
Kg
ht'
m
2,20
Rt'
Kg
4736
hl'
m
2,60
Rl'
Kg
6615
Mom. mayorado trans.
MT'
Kg*m
14934
Mom. mayorado long.
ML'
Kg*m
8603
σp'
Kg/m2
0
σt'
Kg/m2
1912
σl'
Kg/m2
3319
1
Kg/m2
-1490
2
Kg/m2
-8127
3
Kg/m2
-5313
4
Kg/m2
σm
Kg/m2
mayor 1, 2, 3, 4
σm'
Kg/m2
2º mayor 1, 2, 3, 4
-5313
Esf. último diseño
σud
Kg/m2
(σm+σm')/2
-3401
Esf. último punzonam.
σup
Kg/m2
Prom (1, 2, 3, 4)
-6720
L'(d)
m
-11950 -1490
CHEQUEO AL CORTE 0,90
Φ
0,85
V
Kg
-9132
ΦVc
Kg
64631
Chequeo al corte
V
