Post on 02-Dec-2018
ESTACION : LA POPA
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EVALUACIÓN ESTRUCTURAL
ESTACIÓN LA POPA
TORRE CUADRADA DE SECCIÓN VARIABLE
ALTURA 60m
DISEÑO: ING. JAIME GUTIERREZ C.
MATRICULA No 25202-45957 CND
Enero 7 de 2011
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ESPECIFICACION GENERAL INTRODUCCIÓN En el éste documento se describe la memoria de la evaluación estructural de la torre auto soportada cuadrada de sección variable con una altura de 50 m mas 4 patas variables la cual la más alta es de 10 m para conformar una torre de 60 m, ubicada en la estación LA POPA - RTVC, en Cartagena - Bolivar. Para el análisis se utilizó velocidad de viento de diseño de 120 Km/h. y velocidad de servicio de 60 Km/h En una primera parte se incluye la descripción de la estructura estudiada, luego los criterios básicos para el análisis y el diseño, evaluación de cargas, y por último el listado de datos de entrada y de salida del programa RISA Tower. La evaluación estructural fue realiza de acuerdo con los datos de campo levantados en la estación base LA POPA, cualquier cambio de cargas a la estructura, genera un estudio diferente. La torre en estudio tiene instaladas antenas para la transmisión de señal de televisión. DESCRIPCIÓN DE LA ESTRUCTURA EXISTENTE LA TORRE SE ENCUENTRA A UN NIVEL DE ACCESO A LA TORRE FICTICIO DE +0.00 METROS Y TIENE UNA PLATAFORMA DE ENTRADA, Y COMO EL TERRENO ES PENDIENTE A PARTIR DE ESTE NIVEL ARRANCA LAS PATAS DE LA TORRE CON ALTURAS DIFERENTE. LA TORRE SE CONFORMA DE 50 M MAS SUS PATAS DE ALTURAS VARIABLES Y TIENE UNA MAXIMA DE 10 M Y DE ESTA FORMA SU ALTURA MAXIMA ES DE 60 M. EL ANALISIS ESTRUCTURAL SE REALIZARA CON LA TORRE DE 50 M MAS SU PATA MAS ALTA QUE ES DE 10 M, POR LO TANTO SU CALCULO SE REALIZA PARA UNA TORRE DE 60 METROS QUE ES LA SE CONFORMA MAS CRITICA EN SU ENTORNO. CUMPLIENDO CON ESTE PANORAMA MAS CRITICO ESTA CUMPLE CON LAS DEMAS PATAS DE ALTURAS MENORES La torre actual está conformada por una estructura tronco piramidal de base cuadrada y sección variable. En su base se encuentra conformada con cuatro patas de alturas variables que son, pata A de 3.00 m, pata B de 6.90 m, pata C de 10.00 m y pata D de 5.80 m. A la altura que nivela en la parte superior de cada una de las patas de la torre, se encuentra una plataforma de acceso a la misma y de este nivel arranca una torre de 50 m, con una sección en la base de 7.00 m entre ejes y va reduciendo su sección con una pendiente constante hasta la altura de 8.00 m con una sección de
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3.45 m, y a partir de esta altura continua una sección recta con una altura de 7.50 m, donde la sección transversal es de 3.45 m entre ejes, a partir de la cual comienza una transición tronco piramidal de 2.00 m hasta la altura de 39 m donde la sección transversal es de 2.14 m, A partir de esta altura, la torre continúa con sección constante de 5.00 m hasta la altura de 44 m, a partir de la cual comienza una transición tronco piramidal de 2.00 m hasta la altura de 46 m, donde la sección transversal es de 1.33 m. A partir de esta altura, la sección de la torre es constante de 1.33 m hasta la parte superior a la altura de 60 m. La torre cuenta con la siguiente plataforma de descanso Nivel +10.00 m Nivel + 20.40 m Nivel + 26.40 m Nivel + 35.00 m Nivel + 43.00 m Para el mantenimiento, la estructura cuenta con una escalera de acceso con línea de vida. Tiene una escalera Guía Onda con una ocupación alrededor de 75%
CONDICIONES DE CARGA CARGAS ACTUALES DE LA TORRE HIPOTESIS 1 (ESTADO ACTUAL) De acuerdo con los requerimientos del cliente, la hipótesis de carga en que se encuentra la estructura actualmente, se le realiza la evaluación estructural en un análisis para una velocidad de viento de diseño de 120 kph. De acuerdo con la hipótesis 1, (estado Actual) las cargas de la torre están de la siguiente manera: UBICACIÓN CANT. TIPO DE ANTENA DIMENSIONES NIVEL CARA A 1 ANTENA BANDA UHF DIGITAL TIPO
PANEL 0.48mX0.98m Entre + 60.00m y 61.00m
CARA B 1 ANTENA BANDA UHF DIGITAL TIPO PANEL 0.48mX0.98m Entre + 60.00m y
61.00m
CARA C 1 ANTENA BANDA UHF DIGITAL TIPO PANEL 0.48mX0.98m Entre + 60.00m y
61.00m
CARA D 1 ANTENA BANDA UHF DIGITAL TIPO PANEL 0.48mX0.98m Entre + 60.00m y
61.00m
CARA A 1 ANTENA PANEL BANDA III 4 DIPOLOS 1.30Mx2.80m Entre + 55.80m y
58.00m CARA B 1 ANTENA PANEL BANDA III 4 1.30Mx2.80m Entre + 55.80m y
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UBICACIÓN CANT. TIPO DE ANTENA DIMENSIONES NIVEL DIPOLOS 58.00m
CARA D 1 ANTENA PANEL BANDA III 4 DIPOLOS 1.30Mx2.80m Entre + 55.80m y
58.00m
CARA A 1 ANTENA HARRIS DELTAWIND 3.00m X 3.10 m Entre + 47.00 m y 50.00 m
CARA B 1 ANTENA HARRIS DELTAWIND 3.00m X 3.10 m Entre + 47.00 m y 50.00 m
CARA C 1 ANTENA HARRIS DELTAWIND 3.00m X 3.10 m Entre + 47.00 m y 50.00 m
CARA D 1 ANTENA HARRIS DELTAWIND 3.00m X 3.10 m Entre + 47.00 m y 50.00 m
CARA A 1 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 39.00 m y 43.00 m
CARA B 1 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 39.00 m y 43.00 m
CARA C 1 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 39.00 m y 43.00 m
CARA D 1 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 39.00 m y 43.00 m
CARA C 1 ANTENA PARABOLICA MW Diámetro de 2.40 m Nivel +28.00 m
CARA D 1 ANTENA PARABOLICA MW Diámetro de 2.40 m Nivel +24.00 m
CARA C 1 ANTENA PARABOLICA MW Diámetro de 0.60 m Nivel +20.50 m
HIPOTESIS 2 (CARGAS ADICIONALES FUTURAS) En esta hipótesis se analizara la torre considerando todas las antenas y equipos existentes e instalados en ella, se debe montar una sección nueva de torre en la punta de la torre de 6 metros, con el fin de montar 10 antenas con una distribución (2-4.2-2) (2 cara A, 4 cara B, 2 Cara C y 2 Cara D) banda UHF digital. (futuro) Con los requerimientos anteriores se realizara los cálculos de la torre el cual quedan sus cargas de la siguiente manera.
HIPOTESIS 2 UBICACIÓN CANT. TIPO DE ANTENA DIMENSIONES NIVEL CARA A 1 ANTENA BANDA UHF DIGITAL TIPO
PANEL 0.48mX0.98m Entre + 60.00m y 61.00m
CARA B 1 ANTENA BANDA UHF DIGITAL TIPO PANEL 0.48mX0.98m Entre + 60.00m y
61.00m
CARA C 1 ANTENA BANDA UHF DIGITAL TIPO PANEL 0.48mX0.98m Entre + 60.00m y
61.00m
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UBICACIÓN CANT. TIPO DE ANTENA DIMENSIONES NIVEL CARA D 1 ANTENA BANDA UHF DIGITAL TIPO
PANEL 0.48mX0.98m Entre + 60.00m y 61.00m
CARA A 1 ANTENA PANEL BANDA III 4 DIPOLOS 1.30Mx2.80m Entre + 55.80m y
58.00m
CARA B 1 ANTENA PANEL BANDA III 4 DIPOLOS 1.30Mx2.80m Entre + 55.80m y
58.00m
CARA D 1 ANTENA PANEL BANDA III 4 DIPOLOS 1.30Mx2.80m Entre + 55.80m y
58.00m
CARA A 1 ANTENA HARRIS DELTAWIND 3.00m X 3.10 m Entre + 47.00 m y 50.00 m
CARA B 1 ANTENA HARRIS DELTAWIND 3.00m X 3.10 m Entre + 47.00 m y 50.00 m
CARA C 1 ANTENA HARRIS DELTAWIND 3.00m X 3.10 m Entre + 47.00 m y 50.00 m
CARA D 1 ANTENA HARRIS DELTAWIND 3.00m X 3.10 m Entre + 47.00 m y 50.00 m
CARA A 1 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 39.00 m y 43.00 m
CARA B 1 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 39.00 m y 43.00 m
CARA C 1 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 39.00 m y 43.00 m
CARA D 1 ANTENA PANEL FM - KATHREIN 1.80m X 1.90 M Entre + 39.00 m y 43.00 m
CARA C 1 ANTENA PARABOLICA MW Diámetro de 2.40 m Nivel +28.00 m
CARA D 1 ANTENA PARABOLICA MW Diámetro de 2.40 m Nivel +24.00 m
CARA C 1 ANTENA PARABOLICA MW Diámetro de 0.60 m Nivel +20.50 m
CARGAS FUTURAS
CARA A 2 RYMSA UHF/AT 15-250 TIPO PANEL 0.48mX0.98m Entre + 64.00m y 66.00m
CARA B 4 RYMSA UHF/AT 15-250 TIPO PANEL 0.48mX0.98m Entre + 62.00m y 66.00m
CARA C 2 RYMSA UHF/AT 15-250 TIPO PANEL 0.48mX0.98m Entre + 64.00 m y 66.00m
CARA D 2 RYMSA UHF/AT 15-250 TIPO PANEL 0.48mX0.98m Entre + 64.00 m y 66.00m
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ESPECIFICACIONES TECNICAS MATERIALES Para la evaluación de la torre se tuvieron en cuenta los siguientes materiales: Perfiles Acero ASTM A-36 A-572 GR50 Platinas Acero ASTM A-36 A-572 GR50 Tornillos ASTM A 394 T-0 NORMAS AISC 2010 ASCE, report 52 EIA/TIA Standard, EIA/TIA-222-F (1996) ANSI/ASCE 10-90 (1991) ACI 318 – 08 NSR-98 (1998) CARGAS SOBRE LA TORRE CARGAS DE VIENTO Las cargas de viento sobre la estructura fueron evaluadas y aplicadas como fuerzas horizontales concentradas en los nudos superiores e inferiores de cada una de las secciones en que se halla dividida la estructura, las cuales fueron determinadas por el diseñador. El cálculo de las cargas de viento lo realiza el software Risa Tower siguiendo la metodología establecida por la Norma TIA/EIA-222-F (Structural Standard for Steel Antenna Towwers and Antenna Supporting Structures1), para lo cual, el diseñador alimenta el programa con los datos de velocidad de viento de diseño, velocidad de viento de operación, tipo de estructura, categoría de la topografía y categoría de exposición. CARGAS DE VIENTO SOBRE ANTENAS Para el cálculo de las cargas de viento sobre antenas y accesorios, es necesario alimentar el programa con la información del tipo y dimensiones de la antena o accesorio y la altura a la que van a estar ubicados para que éste realice los cálculos y aplique las cargas de acuerdo al procedimiento de la norma2. Para el caso de estudio, se utilizó una velocidad de viento de de diseño de 120km/h y una velocidad de operación de 60 km/h. Los coeficientes de forma varían con el ángulo de incidencia del viento sobre la antena y se evalúan con base en los valores máximos indicados en los manuales Parabolic Antennas Andrew y Allen
1 Telecomunications Industry Association, TIA/EIA-222-F (revisión de la EIA/TIA- 222-F), Arlington, 1996 2 RISA Tecnologies, RISA Tower General Reference, Foothill Ranch, California, 2010
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Telecom Group3. Para propósitos de estas memorias, se supuso que la antena está siempre orientada de tal forma que produce la mayor carga y mayor torsión sobre la estructura. A partir de ensayos en túnel de viento realizados a sus antenas, la firma Andrew propone descomponer las acciones del viento en dos fuerzas y un momento como se muestra en la figura 1. 4 La fuerza Fa que actúa según el eje de la antena La fuerza Fs que actúa perpendicular a ese eje Un momento que se supone aplicado en un plano horizontal y actuando en un vértice.
Figura 1. Acción del viento sobre antenas parabólicas
En todos los casos, el área expuesta es el área proyectada sobre un plano normal al eje de la antena, independientemente del ángulo de incidencia del viento La presión del viento se calculará de acuerdo con los artículos 2.3.2 y 2.3.3 del EIA Standard, es decir: Presión qz = 0.00256*kz*V2 [1b/ft2]; [V en MPH] qz = 0.00483*kz*V2 [kg/m2]; [V en KPH] qz = 69.552*kz [kg/cm2] Donde: kz = Coeficiente de exposición 3 Andrew Antenna Company, Wind Forces and Loads Produced by Parabolic Antennas, Bulletin 1015D, London, 1988. 4 Valencia Clement Gabriel, Acciones del Viento Sobre las Estructuras, Bogotá, 2002
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Kz = [z/10](2/7) z en m kz < 2.58 < 2.58 Las fuerzas del viento sobre la torre se calcularan según articulo 2.3.2 con la siguiente ecuación: Fuerza del viento F = qz*Gh*Cf*Ae (Kg) Donde: Cf = Coeficiente de forma, según EIA Standard Cf = 4.0*e2 – 5.9*e + 4.0 art. 2.3.5 Relación de solidez e = An/At At = Area perimetral total (m2) An = Área neta expuesta (m2) Gh = Factor de respuesta de ráfaga Gh = 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= Coeficiente de topografía S1 = 1.00 S2= Coeficiente de rugosidad del terreno (3) S2 = 0.99 S3= Coeficiente de grado de seguridad S3 = 1.05 5 American National Standard Institute
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Presión Dinámica q = 0.000048 * vs2 * S4 [KN/m^2] Donde: S4= Coeficiente de densidad del aire S4 = 0.94 Presión ejercida sobre cualquier punto de la estructura P = Cf * q Donde: Cf = Coeficiente de fuerza (Tabla B.6.8-7 NSR-98) Coeficiente de solides de 0.25 Cf= 2.50 Ae= Área Frontal efectiva q = Presión dinámica = 0.4875 KN/m2 La fuerza total del viento sobre la estructura se calculara como: F = Cf x q x Ae Debido a que las fuerzas de viento calculadas con la metodología establecida por la Norma TIA/EIA-222-F son superiores a las calculadas mediante las ecuaciones de la Norma NSR-98, para el 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
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instalados en la torre. Otra carga vertical que se tiene en cuenta es la carga viva, correspondiente a 3 operarios que estén trabajando simultáneamente en la estructura, con un peso por operario de 100 kg, que incluye herramienta y elementos de protección. ANALISIS ESTRUCTURAL El análisis y evaluación de la estructura se hará para las condiciones actuales de servicio y para las condiciones finales o proyectadas; para este último caso, se plantean análisis y calculo con modificaciones en la estructura en caso b de ser necesario. El análisis hiperestático de la estructura se realizará por medio del software especializado para el diseño de torres de telecomunicaciones RISA Tower, que realiza de manera no lineal el análisis de primer orden y segundo orden para tener en cuenta los efectos geométricos ocasionados por los desplazamientos de la estructura. El software utiliza para sus cálculos el método de los elementos finitos basado en la solución de ecuaciones diferenciales asociadas a la geometría de la estructura, para determinar los desplazamientos en los nudos, y las fuerzas internas para cada uno de los elementos de acuerdo con las combinaciones de carga establecidas en cada hipótesis de diseño requerida. Para cada una de las hipótesis analizadas, se presentan los listados de datos de entrada (Input) y datos de salida (Output) en el siguiente orden. DATOS DE ENTRADA
• Listado de datos generales • Listado de la geometría de la estructura (identificación de nudos, grupos de barras, apoyos,
materiales, secciones, tornillos). • Listado de cargas sobre los nudos de acuerdo con los sistemas de cargas.
RESULTADOS PARA LAS HIPOTESIS CONSIDERADAS
• Listado de fuerzas axiales sobre cada elemento de la estructura. • Listado de reacciones en los apoyos. • Listado de acciones y cargas admisibles críticas en los miembros típicos. • Listado de desplazamientos de los nudos que conforman la estructura.
UNIDADES Las unidades consideradas en los datos de entrada y salida son:
• Distancias en m, mm. • Cargas en Kg • Desplazamientos en m. • Esfuerzos en Kgf • Acciones y reacciones en Kg
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DISEÑO DE LA ESTRUCTURA METALICA El diseño de la estructura metálica se realizará de acuerdo con lo estipulado por las normas ANSI/EIA/TIA aplicables a las cargas de trabajo. Si: Fu = resistencia máxima a la tensión Fy = esfuerzo de fluencia del material Perfiles ASTM A-572 GR50 Fy = 3523 Kg/cm2 Perfiles ASTM A-36 Fy = 2535 Kg/cm2 Tornillo A 394 T-0 Fu = 5415 Kg/cm2 Los esfuerzos admisibles se calcularán de la siguiente manera: Tensión: Ft = 0.50 Fu (sobre área neta)
Ft = 0.60 Fy (sobre área bruta)
Perfiles ASTM A-36 Ft = 2277 Kg/cm2 Perfiles ASTM A-572 GR50 Ft = 3168 Kg/cm2 Flexión: Fb = 0.60 Fy*1.333 Perfiles ASTM A-36 Fb = 2025 Kg/cm2 Perfiles ASTM A-572 GR50 Fb = 2879 Kg/cm2
Compresión: Fa, según EIA/TIA/AISC con los factores SF1 y SF2
SF1 Factor d seguridad entre 1.66 y 1.92 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: Tornillo A 325 T-1 Fv = 7385 Kg/cm2 Aplastamiento: Fp = 1.20 Fu Perfiles ASTM A-36 Fp = 3795 Kg/cm2 Perfiles ASTM A-572 GR50 Fp = 5280 Kg/cm2 Tornillo A 394 T-0 Fp = 8862 Kg/cm2
Project: TORRE CUADRADA AUTOSOPORTADA DE 60 MJob: ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUALClient: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
INSTATEL COLOMBIA Carrera 124 No 17 - 98
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Job: ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project: TORRE CUADRADA AUTOSOPORTADA DE 60 M Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd:
Code: TIA/EIA-222-F Date: 01/08/11 Scale: NTS Path:
C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\07 La Popa TCSV 60 m\Risa Tower TCSV 60m ACTUAL\TCSV 60 M LA POPA Actual.eri
Dwg No. E-1
60.0 m
54.4 m
50.2 m
46.0 m
44.0 m
39.0 m
37.0 m
33.5 m
29.5 m
23.5 m
17.5 m
10.0 m
0.0 m
REACTIONS - 120 kph WINDTORQUE 614 kg-m
13983 kgSHEAR
379054 kg-mMOMENT
17322 kgAXIAL
SHEAR: 7458 kgUPLIFT: -26081 kgDOWN: 34693 kg
MAX. CORNER REACTIONS AT BASE:
T1T2
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T5T6
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ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA VHF BAND III 4 DIPO AT13-240
58 - 55.2ANTENA VHF BAND III 4 DIPO AT13-240
58 - 55.2ANTENA VHF BAND III 4 DIPO AT13-240
58 - 55.2ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 40.7 - 39ANTENA PANEL FM KATHREIN 40.7 - 398 FT DISH 288 FT DISH 24Andrew 2' w/Radome 20.5DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION
ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA VHF BAND III 4 DIPO AT13-240
58 - 55.2
ANTENA VHF BAND III 4 DIPO AT13-240
58 - 55.2
ANTENA VHF BAND III 4 DIPO AT13-240
58 - 55.2
ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47
ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 40.7 - 39ANTENA PANEL FM KATHREIN 40.7 - 398 FT DISH 288 FT DISH 24Andrew 2' w/Radome 20.5
SYMBOL LISTMARK MARKSIZE SIZE
A L76x76x6B L76x76x6.4
C L51x51x6.4
MATERIAL STRENGTHGRADE GRADEFy FyFu Fu
A572-50 345 MPa 448 MPa
TOWER DESIGN NOTES1. Tower designed for a 120 kph basic wind in accordance with the TIA/EIA-222-F Standard.2. Deflections are based upon a 60 kph wind.3. Weld together tower sections have flange connections.4. Connections use galvanized A394 bolts, nuts and locking devices. Installation per
TIA/EIA-222 and AISC Specifications.5. Tower members are "hot dipped" galvanized in accordance with ASTM A123 and 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 D1:18. RF antennas feeders shall be 1-5/8" and installed 48 feeders per side9. MW dishes feeders shall be 1/2" and installed 8 feeders per side10. TOWER RATING: 99.4%
RESULTADOS HIPOTESIS 1
ESTADO ACTUAL
ESTACION : LA POPA
Enero 7 de 2011
www.instatelcolombia.com.co Instatel Colombia C.I Ltda. NIT 900.006.360-9
PBX: (571) 547 0790 Bogotá - Colombia
CONCLUSIONES Y RESULTADOS
ESTADO DE LA ESTRUCTURA
PINTURA
La pintura de estructura de la torre desde el nivel +0.00 al nivel +26.40 se encuentra en buen estado, a partir del nivel + 26.40 al nivel 60.00 m la pintura presenta en un 60% niveles de oxidación.
Esta oxidación hay que retirar y verificar que los elementos limpiados no tengan corrosión y hayan atacado el material por eliminar la protección de galvanizado.
Después de la verificación todos los elementos que tengan corrosión se deben reemplazar por el mismo tipo de elemento con la protección de su galvanizado en caliente.
ES IMPORTANTE Y URGENTE REALIZAR ESTE MANTENIMIENTO Y VERIFICACION DE CORROSION DE LOS ELEMENTOS YA QUE UN ELEMENTO CORROIDO ES UN PELIGRO YA QUE NO ESTA TRABAJANDO A SU CAPACIDAD ANALIZADA SINO A UN 50% O MENOS
TORQUEO
Se realizo una inspección aleatoria a la torre y se encontró que la tornillería está cumpliendo con el torque solicitado en las norma.
www.instatelcolombia.com.co Instatel Colombia C.I Ltda. NIT 900.006.360-9
PBX: (571) 547 0790 Bogotá - Colombia
TORNILLERIA
Se encuentra dentro de los elementos completa
En la parte superior de la torre desde el nivel +44 al nivel + 60 m hay un porcentaje de 20% de tronillos que se encuentran con oxidación, se debe realizar la limpieza y verificación de corrosión del mismo.
EN CASO DE ENCONTRAR TORNILLOS CON CORROSION ESTOS SE DEBEN CAMBIAR INMEDIATAMENTE.
ESTE MANTENIMIENTO ES URGENTE DE REALIZAR
ESCALERA DE ACCESO
Se encuentra escalera de acceso con Línea de Vida.
LA ESCALERA DE ACCESO SE ENCUENTRA LA VARILLA EN LA GRAN PARTE DE LA TORRE CON CORROSION Y EL RESTANTE CON OXIDACION.
ES URGENTE EL REEMPLAZO DE LA ESCALERA DE ACCESO, YA QUE ESTO REPRESENTA UN PELIGRO PARA EL PERSONAL DE MANTENIMIENTO.
PLATAFORMAS DE DESCANSO
Las plataformas de descanso instaladas se encuentran con los problemas de oxidación de los elementos se deben realizar la limpieza y mantenimiento según lo so citado para la pintura de la estructura
LUCES DE OBSTRUCCION
Las Luces de obstrucción y balizaje se encuentran bien y funcionando.
ESTADO ACTUAL DE LA TORRE
Al realizar el análisis del cálculo estructural de la torre con las cargas actuales se llego al siguiente resultado:
Para la velocidad de viento solicitada que es a 120 kph la estructura está cumpliendo con los parámetros solicitados. NO ES NECESARIO REFORZAR
Si esta torre se le adiciona alguna carga se debe realizar un nuevo análisis estructural ya que se encuentran unos montantes trabajando al 99.4%
www.instatelcolombia.com.co Instatel Colombia C.I Ltda. NIT 900.006.360-9
PBX: (571) 547 0790 Bogotá - Colombia
DEFLEXION DE LA TORRE
Luego de análisis de la torre en el estado actual y teniendo en cuenta la velocidad de viento de operación de 60 kph La estructura está trabajando perfectamente dentro de los parámetros de desplazamiento.
OK CUMPLE BIEN
CIMENTACION
La cimentación según los cálculos realizados, están cumpliendo con los requerimientos, cualquier carga adicional que se le imponga a la torre se debe realizar un nuevo análisis para verificar su estado ya que se puede exceder.
No necesita Reforzamiento
Se anexa la memoria y su plano de ubicacion
ANEXO SE PRESENTA:
ISOMETRICO TORRE
SILUETA ESTADO ACTUAL
DEFORMADA ESTADO ACTUAL
CALCULO DE PLACA BASE Y PERNOS ANCLAJE
CALCULO ESTRUCTURAL ESTADO ACTUAL
CALCULO DE LA CIMENATCION
PLANO DE UBICACION
INSTATEL COLOMBIA Carrera 124 No 17 - 98
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Job: ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUAL Project: TORRE CUADRADA AUTOSOPORTADA DE 60 M Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd:
Code: TIA/EIA-222-F Date: 01/08/11 Scale: NTS Path:
C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\07 La Popa TCSV 60 m\Risa Tower TCSV 60m ACTUAL\TCSV 60 M LA POPA Actual.eri
Dwg No. E-5
TIA/EIA-222-F - Service - 60 kph Maximum Values
0
0
50
50
100
100
Deflection (mm)60.000
54.400
50.200
46.000
44.000
39.000
37.000
33.500
29.500
23.500
17.500
10.000
0.000
Elev
atio
n (m
)
0
0
0.05
0.05
0.1
0.1
0.15
0.15
Tilt (deg)
0
0
0.05
0.05
0.1
0.1
Twist (deg)60.000
54.400
50.200
46.000
44.000
39.000
37.000
33.500
29.500
23.500
17.500
10.000
0.000
Project: TORRE CUADRADA AUTOSOPORTADA DE 60 MJob: ESTUDIO ESTRUCTURAL - ESTACION LA POPA ESTADO ACTUALClient: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIALC:7 Dead+Wind 45 deg - ServiceMax. Disp.50.61 mm @ 60.000 mScaling 40
Calculo: Ing. Jaime Gutierrez C:Fecha: Enero 7 de 2011 ESTACION: LA POPA
ESTADO ACTUALESTRUCTURA: TORRE CUADRADA 60 m SECCION VARIABLE
CARGAS ACTUANTESTension Maxima T (ton) 34,693Comprexion Maxima C (ton) -26,081Fuerza Longitudinal en X Hx (ton) -4,091 -5,291Fuerza Transversal en Y Hy (ton) 4,075 5,291
CALCULO DE PLACA - BASE
PLACA BASE B C t Dp m No pernos
cm. cm. cm cm cm. Bp Cp un45 45 3,8 6,0 16,0 60 60 4,0
C
P
Dimension pedestal (cm)
B m n
t
p
D Dp
Area Placa Colocada Ac 2.025 cm2
Acero A-36 Fy= 2.530 Kg /cm² Concreto. f'c= 210 Kg / cm²Distancia n 11,0 cmArea Requerida placa base Ar 266 cm2
Apoyo contacto pedestal Fp 98,000 Kg / cm²Presion de Apoyo pp 12,880 kg / cm²
Esfuerzo de Flexion por Compresion FbEsfuerzo de Flexion Fb 1.645 Kg / cm² Acero A-36 Distancia al borde m 16 cm
Espesor Placa Base C t 1,69 cm
Esfuerzo de Flexion por Arranque Fb¨
Distancia al perno Dp 6 cmFuerza en el Perno Pt 8 67 TonFuerza en el Perno Pt 8,67 TonMomento de Flexion Mf 52,0 Ton - cm
Espesor de la Placa Base Arr t 2,81 cm
Espesor Minimo Placa Base t 2,81 cm
Lado de la placa Base B 450 mmEspesor de la Placa Base t 38 mm OK CUMPLE
Calculo: Ing. Jaime Gutierrez C:Fecha: Enero 7 de 2011
ESTACION: LA POPAS C O O
ESTADO ACTUALESTRUCTURA:
DISEÑO DE PERNOS DE ANCLAJE
TORRE CUADRADA 60 m SECCION VARIABLE
Diametro de los Pernos dp 1,00 plgdp 2,54 cm
Material de los PernosCantidad de Pernos 4 unArea Total de Pernos Atp 20,27 cm²
SAE 1020 CALIBRADO
Factor de Rosca 0,85Numero de Hilos por Pulgada hp 8Area Efectiva de Pernos Ap 15,63 cm²
Cargas de TrabajoFuerza de Arranque T 34,69 tonFuerza de Cortante Vux -4,09 tonFuerza de Cortante Vuy 5,29 tonFuerza de Cortante Vu 6,69 ton
Esfuerzo de Fluencia Fy 4,20 ton/cm²Resistencia a la Tension Ft 3,36 ton/cm²Resistencia al Corte Fv 2,24 ton/cm²Area Efectiva de cada Perno Ae 3,91 cm²,Area Total por Perno Ap 5,07 cm²Area Requerida por Arranque At 6,6 cm²Area Requerida Arranque Diseño Atm 9,9 cm²Numero de Pernos Minimo Np 3 un
Pernos a Colocar 4 unDiametro del Perno 25 mmDiametro del Perno 25 mm
Area Neta de Pernos Anp 15,63 cm²
AREA DE PERNOS > AREA REQUERIDA OK CUMPLE
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 1 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Tower Input Data The main tower is a 4x free standing tower with an overall height of 60.000 m above the ground line. The base of the tower is set at an elevation of 0.000 m above the ground line. The face width of the tower is 1.330 m at the top and 8.820 m at the base. This tower is designed using the TIA/EIA-222-F standard. The following design criteria apply:
Basic wind speed of 120 kph. Deflections calculated using a wind speed of 60 kph. Weld together tower sections have flange connections.. Connections use galvanized A394 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISC
Specifications.. Tower members are ''hot dipped'' galvanized in accordance with ASTM A123 and ASTM A153 Standards.. Welds are fabricated with AWS E60XX/E70XX electrodes.. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:1. RF antennas feeders shall be 1-5/8'' and installed 48 feeders per side. MW dishes feeders shall be 1/2'' and installed 8 feeders per side. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1.333. Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.
Options
Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments - Diagonals √ Assume Rigid Index Plate √ Calculate Redundant Bracing Forces Use Moment Magnification √ Use Clear Spans For Wind Area Ignore Redundant Members in FEA √ Use Code Stress Ratios √ Use Clear Spans For KL/r √ SR Leg Bolts Resist Compression √ Use Code Safety Factors - Guys √ Retension Guys To Initial Tension √ All Leg Panels Have Same Allowable Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz √ Use Azimuth Dish Coefficients √ Consider Feedline Torque Use Special Wind Profile √ Project Wind Area of Appurt. √ Include Angle Block Shear Check √ Include Bolts In Member Capacity √ Autocalc Torque Arm Areas Poles √ Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction √ Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing (4 Sided) √ Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC .6D+W Combination
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 2 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Leg C Leg D Fa
ce A
Face B
Face D
Square Tower
Face C
Wind 0
Wind 90
Wind 45
Leg A Leg B
Z
X
Tower Section Geometry
Tower Section
Tower Elevation
m
Assembly Database
Description Section Width
m
Number of
Sections
Section Length
m
T1 60.000-54.400 1.330 1 5.600 T2 54.400-50.200 1.330 1 4.200 T3 50.200-46.000 1.330 1 4.200 T4 46.000-44.000 1.330 1 2.000 T5 44.000-39.000 2.140 1 5.000 T6 39.000-37.000 2.140 1 2.000 T7 37.000-33.500 3.450 1 3.500 T8 33.500-29.500 3.450 1 4.000 T9 29.500-23.500 3.450 1 6.000
T10 23.500-17.500 4.542 1 6.000 T11 17.500-10.000 5.635 1 7.500 T12 10.000-0.000 7.000 1 10.000
Tower Section Geometry (cont’d)
Tower Section
Tower Elevation
m
Diagonal Spacing
m
Bracing Type
Has K Brace
End Panels
Has Horizontals
Top Girt Offset
mm
Bottom Girt Offset
mm
T1 60.000-54.400 1.400 X Brace No Yes 0 0 T2 54.400-50.200 1.400 X Brace No Yes 0 0 T3 50.200-46.000 1.400 X Brace No Yes 0 0 T4 46.000-44.000 1.000 Double K No Yes 0 0 T5 44.000-39.000 1.250 Double K No Yes 0 0 T6 39.000-37.000 1.000 Double K No Yes 0 0 T7 37.000-33.500 1.750 Double K1 No Yes 0 0
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 3 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Tower Section
Tower Elevation
m
Diagonal Spacing
m
Bracing Type
Has K Brace
End Panels
Has Horizontals
Top Girt Offset
mm
Bottom Girt Offset
mm
T8 33.500-29.500 2.000 Double K1 No Yes 0 0 T9 29.500-23.500 3.000 Double K1 No Yes 0 0
T10 23.500-17.500 3.000 Double K1 No Yes 0 0 T11 17.500-10.000 7.500 K4 Up No Yes 0 0 T12 10.000-0.000 10.000 K4 Down No Yes 0 0
Tower Section Geometry (cont’d)
Tower Elevation
m
Leg Type
Leg Size
Leg Grade
Diagonal Type
Diagonal Size
Diagonal Grade
T1 60.000-54.400 Equal Angle L64x64x6 A572-50 (345 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
T2 54.400-50.200 Equal Angle L64x64x6 A572-50 (345 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
T3 50.200-46.000 Equal Angle L64x64x6 A572-50 (345 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
T4 46.000-44.000 Equal Angle L76x76x6 A572-50 (345 MPa)
Single Angle L76x76x6.4 A572-50 (345 MPa)
T5 44.000-39.000 Equal Angle L102x102x6 A572-50 (345 MPa)
Single Angle L64x64x4.8 A572-50 (345 MPa)
T6 39.000-37.000 Equal Angle L102x102x8 A572-50 (345 MPa)
Single Angle L76x76x6.4 A572-50 (345 MPa)
T7 37.000-33.500 Equal Angle L102x102x8 A572-50 (345 MPa)
Single Angle L76x76x6.4 A572-50 (345 MPa)
T8 33.500-29.500 Equal Angle L102x102x8 A572-50 (345 MPa)
Single Angle L76x76x6.4 A572-50 (345 MPa)
T9 29.500-23.500 Equal Angle 2L102x102x9.5 A572-50 (345 MPa)
Single Angle L76x76x6.4 A572-50 (345 MPa)
T10 23.500-17.500
Equal Angle 2L102x102x9.5 A572-50 (345 MPa)
Single Angle L76x76x6.4 A572-50 (345 MPa)
T11 17.500-10.000
Equal Angle 2L102x102x9.5 A572-50 (345 MPa)
Single Angle L102x102x6.4 A572-50 (345 MPa)
T12 10.000-0.000 Equal Angle 2L102x102x9.5 A572-50 (345 MPa)
Single Angle L76x76x6.4 A572-50 (345 MPa)
Tower Section Geometry (cont’d)
Tower Elevation
m
Top Girt Type
Top Girt Size
Top Girt Grade
Bottom Girt Type
Bottom Girt Size
Bottom Girt Grade
T1 60.000-54.400 Single Angle L51x51x4.8 A572-50 (345 MPa)
Single Angle A570-50 (345 MPa)
T2 54.400-50.200 Single Angle L51x51x4.8 A572-50 (345 MPa)
Solid Round A570-50 (345 MPa)
T3 50.200-46.000 Single Angle L51x51x4.8 A572-50 (345 MPa)
Solid Round A570-50 (345 MPa)
T4 46.000-44.000 Single Angle L51x51x4.8 A572-50 (345 MPa)
Solid Round A570-50 (345 MPa)
T5 44.000-39.000 Single Angle L51x51x4.8 A572-50 (345 MPa)
Solid Round A570-50 (345 MPa)
T6 39.000-37.000 Single Angle L51x51x6.4 A572-50 Solid Round A572-50
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 4 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Tower Elevation
m
Top Girt Type
Top Girt Size
Top Girt Grade
Bottom Girt Type
Bottom Girt Size
Bottom Girt Grade
(345 MPa) (345 MPa) T7 37.000-33.500 Single Angle L102x102x6.4 A572-50
(345 MPa) Solid Round A572-50
(345 MPa) T9 29.500-23.500 Single Angle L64x64x4.8 A572-50
(345 MPa) Solid Round A572-50
(345 MPa) T11
17.500-10.000 Single Angle L76x76x6.4 A572-50
(345 MPa) Solid Round A572-50
(345 MPa) T12 10.000-0.000 Single Angle L102x102x6.4 A572-50
(345 MPa) Solid Round A572-50
(345 MPa)
Tower Section Geometry (cont’d)
Tower Elevation
m
No. of
Mid Girts
Mid Girt Type
Mid Girt Size
Mid Girt Grade
Horizontal Type
Horizontal Size
Horizontal Grade
T4 46.000-44.000 None Flat Bar A36 (248 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
T5 44.000-39.000 None Flat Bar A36 (248 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
T6 39.000-37.000 None Flat Bar A36 (248 MPa)
Single Angle L51x51x6.4 A572-50 (345 MPa)
T7 37.000-33.500 None Flat Bar A36 (248 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
T8 33.500-29.500 None Flat Bar A36 (248 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
T9 29.500-23.500 None Flat Bar A36 (248 MPa)
Single Angle L76x76x6.4 A572-50 (345 MPa)
T10 23.500-17.500
None Flat Bar A36 (248 MPa)
Single Angle L76x76x6.4 A572-50 (345 MPa)
T11 17.500-10.000
None Flat Bar A36 (248 MPa)
Single Angle L64x64x6.4 A572-50 (345 MPa)
T12 10.000-0.000 None Flat Bar A36 (248 MPa)
Single Angle L64x64x6.4 A572-50 (345 MPa)
Tower Section Geometry (cont’d)
Tower Elevation
m
Secondary Horizontal Type
Secondary Horizontal Size
Secondary Horizontal
Grade
Inner Bracing Type
Inner Bracing Size
Inner Bracing Grade
T3 50.200-46.000 Single Angle A572-50 (345 MPa)
Single Angle L51x51x3.2 A572-50 (345 MPa)
T4 46.000-44.000 Single Angle A572-50 (345 MPa)
Single Angle L51x51x3.2 A572-50 (345 MPa)
T8 33.500-29.500 Single Angle A572-50 (345 MPa)
Single Angle L51x51x6.4 A572-50 (345 MPa)
T9 29.500-23.500 Single Angle A572-50 (345 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
T10 23.500-17.500
Single Angle A572-50 (345 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 5 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Tower Elevation
m
Secondary Horizontal Type
Secondary Horizontal Size
Secondary Horizontal
Grade
Inner Bracing Type
Inner Bracing Size
Inner Bracing Grade
T11 17.500-10.000
Single Angle A572-50 (345 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
T12 10.000-0.000 Single Angle A572-50 (345 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
Tower Section Geometry (cont’d)
Tower Elevation
m
Redundant Bracing Grade
Redundant Type
Redundant Size
K Factor
T7 37.000-33.500
A572-50 (345 MPa)
Horizontal (1) Diagonal (1)
Single Angle Single Angle
L38x38x3.2 L38x38x3.2
1 1
T8 33.500-29.500
A572-50 (345 MPa)
Horizontal (1) Diagonal (1)
Hip (1)
Single Angle Single Angle Single Angle
L38x38x3.2 L51x51x3.2 L44x44x3.2
1 1 1
T9 29.500-23.500
A572-50 (345 MPa)
Horizontal (1) Diagonal (1)
Hip (1)
Single Angle Single Angle Single Angle
L38x38x3.2 L51x51x3.2 L44x44x3.2
1 1 1
T10 23.500-17.500
A572-50 (345 MPa)
Horizontal (1) Diagonal (1)
Hip (1)
Single Angle Single Angle Single Angle
L38x38x3.2 L51x51x3.2 L44x44x3.2
1 1 1
T11 17.500-10.000
A572-50 (345 MPa)
Horizontal (1) Horizontal (2) Horizontal (3) Horizontal (4) Diagonal (1) Diagonal (2) Diagonal (3) Diagonal (4)
Hip (1) Hip (2) Hip (3) Hip (4)
Hip Diagonal
Single Angle
Single Angle
Single Angle
L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L51x51x4.8 L51x51x4.8 L51x51x4.8 L51x51x4.8 L64x64x4.8
1 1 1 1
T12 10.000-0.000
A572-50 (345 MPa)
Horizontal (1) Horizontal (2) Horizontal (3) Horizontal (4) Diagonal (1) Diagonal (2) Diagonal (3) Diagonal (4)
Hip (1) Hip (2) Hip (3) Hip (4)
Hip Diagonal
Single Angle
Single Angle
Single Angle
L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L76x76x6.4
1 1 1 1
Tower Section Geometry (cont’d)
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 6 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Tower Elevation
m
Gusset Area
(per face)
m2
Gusset Thickness
mm
Gusset Grade Adjust. FactorAf
Adjust. Factor
Ar
Weight Mult.
Double Angle Stitch Bolt Spacing
Diagonals mm
Double Angle Stitch Bolt Spacing
Horizontals mm
T1 60.000-54.400
0.018 6 A36 (248 MPa)
1 1 1.25 0 0
T2 54.400-50.200
0.018 6 A36 (248 MPa)
1 1 1.25 0 0
T3 50.200-46.000
0.018 8 A36 (248 MPa)
1 1 1.25 0 0
T4 46.000-44.000
0.018 10 A36 (248 MPa)
1 1 1.25 0 0
T5 44.000-39.000
0.018 10 A36 (248 MPa)
1 1 1.25 0 0
T6 39.000-37.000
0.018 10 A36 (248 MPa)
1 1 1.25 0 0
T7 37.000-33.500
0.021 10 A36 (248 MPa)
1 1 1.25 0 0
T8 33.500-29.500
0.021 10 A36 (248 MPa)
1 1 1.25 0 0
T9 29.500-23.500
0.024 10 A36 (248 MPa)
1 1 1.25 0 0
T10 23.500-17.500
0.024 10 A36 (248 MPa)
1 1 1.25 0 0
T11 17.500-10.000
0.024 10 A36 (248 MPa)
1 1 1.25 0 0
T12 10.000-0.000
0.024 10 A36 (248 MPa)
1 1 1.25 0 0
Tower Section Geometry (cont’d)
K Factors1
Tower Elevation
m
Calc K
Single Angles
Calc K
Solid Rounds
Legs X Brace Diags
X Y
K Brace Diags
X Y
Single Diags
X Y
Girts
X Y
Horiz.
X Y
Sec. Horiz.
X Y
Inner Brace
X Y
T1 60.000-54.400
No No 1 1 1
1 1
1 1
1 1
1 1
1 1
1 1
T2 54.400-50.200
No No 1 1 1
1 1
1 1
1 1
1 1
1 1
1 1
T3 50.200-46.000
No No 1 1 1
1 1
1 1
1 1
1 1
1 1
1 1
T4 46.000-44.000
No No 1 1 1
1 1
1 1
0.5 1
1 1
1 1
1 1
T5 44.000-39.000
No No 1 1 1
1 1
1 1
0.5 1
1 1
1 1
1 1
T6 39.000-37.000
No No 1 1 1
1 1
1 1
0.5 1
1 1
1 1
1 1
T7 37.000-33.500
No No 1 1 1
1 1
1 1
0.5 1
1 1
1 1
1 1
T8 33.500-29.500
No No 1 1 1
1 1
1 1
0.5 1
1 1
1 1
1 1
T9 29.500-23.500
No No 1 1 1
1 1
1 1
0.5 1
1 1
1 1
1 1
T10 23.500-17.500
No No 1 1 1
1 1
1 1
0.5 1
1 1
1 1
1 1
T11 17.500-10.000
No No 0.75 1 1
1 1
1 1
0.5 1
1 1
1 1
1 1
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 7 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
K Factors1
Tower Elevation
m
Calc K
Single Angles
Calc K
Solid Rounds
Legs X Brace Diags
X Y
K Brace Diags
X Y
Single Diags
X Y
Girts
X Y
Horiz.
X Y
Sec. Horiz.
X Y
Inner Brace
X Y
T12 10.000-0.000
No No 0.75 1 1
1 1
1 1
0.5 1
1 1
1 1
1 1
1Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to the overall length.
Tower Section Geometry (cont’d)
Tower Elevation
m
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Net Width Deduct
mm
U
Net Width Deduct
mm
U
Net WidthDeduct
mm
U
Net Width
Deduct mm
U
Net Width
Deduct mm
U
Net Width
Deduct mm
U
Net Width
Deduct mm
U
T1 60.000-54.400
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T2 54.400-50.200
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T3 50.200-46.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T4 46.000-44.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T5 44.000-39.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T6 39.000-37.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T7 37.000-33.500
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T8 33.500-29.500
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T9 29.500-23.500
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T10 23.500-17.500
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T11 17.500-10.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T12 10.000-0.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
Tower Section Geometry (cont’d)
Tower Elevation
m
Leg Connection
Type
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Bolt Size mm
No. Bolt Size mm
No. Bolt Sizemm
No. Bolt Sizemm
No. Bolt Sizemm
No. Bolt Size mm
No. Bolt Sizemm
No.
T1 60.000-54.400
Sleeve DS 16 A325N
8 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 13 A307
1 16 A307
1
T2 54.400-50.200
Sleeve DS 16 A325N
8 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 13 A307
1 16 A307
1
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 8 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Tower Elevation
m
Leg Connection
Type
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Bolt Size mm
No. Bolt Size mm
No. Bolt Sizemm
No. Bolt Sizemm
No. Bolt Sizemm
No. Bolt Size mm
No. Bolt Sizemm
No.
T3 50.200-46.000
Sleeve DS 16 A325N
8 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 16 A307
2 16 A307
1
T4 46.000-44.000
Sleeve DS 19 A325N
12 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 16 A307
2 16 A307
2
T5 44.000-39.000
Sleeve DS 19 A325N
12 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 16 A307
2 16 A307
2
T6 39.000-37.000
Sleeve DS 19 A325N
12 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 16 A307
2 16 A307
2
T7 37.000-33.500
Sleeve DS 19 A325N
12 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 16 A307
2 16 A307
2
T8 33.500-29.500
Sleeve DS 19 A325N
12 16 A325N
3 16 A325N
2 16 A307
0 16 A325N
0 16 A307
2 16 A307
2
T9 29.500-23.500
Sleeve DS 19 A325N
16 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 16 A307
2 16 A307
2
T10 23.500-17.500
Sleeve DS 19 A325N
16 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 16 A307
2 16 A307
2
T11 17.500-10.000
Sleeve DS 19 A325N
12 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 16 A307
2 16 A307
2
T12 10.000-0.000
Sleeve DS 19 A325N
12 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 16 A307
2 16 A307
2
Discrete Tower Loads
Description Face or
Leg
Offset Type
Offsets: Horz
Lateral Vert
m m m
Azimuth Adjustment
°
Placement
m
CAAA Front
m2
CAAA Side
m2
Weight
kg
ANTENA PANEL UHF 0.48x0.983
A From Face 0.000 0.000 0.000
0.0000 60.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF 0.48x0.983
B From Face 0.000 0.000 0.000
0.0000 60.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF 0.48x0.983
C From Face 0.000 0.000 0.000
0.0000 60.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF 0.48x0.983
D From Face 0.000 0.000 0.000
0.0000 60.000 No Ice 0.665 0.363 10.00
ANTENA VHF BAND III 4 DIPO AT13-240
A From Face 0.000 0.000 0.000
0.0000 58.000 - 55.200 No Ice 0.546 0.267 64.95
ANTENA VHF BAND III 4 DIPO AT13-240
B From Face 0.000 0.000 0.000
0.0000 58.000 - 55.200 No Ice 0.546 0.267 64.95
ANTENA VHF BAND III 4 DIPO AT13-240
C From Face 0.000 0.000 0.000
0.0000 58.000 - 55.200 No Ice 0.546 0.267 64.95
ANTENA HARRIS DELTAWIND
A From Face 0.000 0.000 0.000
0.0000 50.000 - 47.000 No Ice 0.524 0.323 56.97
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 9 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Description Face or
Leg
Offset Type
Offsets: Horz
Lateral Vert
m m m
Azimuth Adjustment
°
Placement
m
CAAA Front
m2
CAAA Side
m2
Weight
kg
ANTENA HARRIS DELTAWIND
B From Face 0.000 0.000 0.000
0.0000 50.000 - 47.000 No Ice 0.524 0.323 56.97
ANTENA HARRIS DELTAWIND
C From Face 0.000 0.000 0.000
0.0000 50.000 - 47.000 No Ice 0.524 0.323 56.97
ANTENA HARRIS DELTAWIND
D From Face 0.000 0.000 0.000
0.0000 50.000 - 47.000 No Ice 0.524 0.323 56.97
ANTENA PANEL FM KATHREIN
A From Face 0.000 0.000 0.000
0.0000 43.000 - 41.300 No Ice 0.378 0.205 84.19
ANTENA PANEL FM KATHREIN
B From Face 0.000 0.000 0.000
0.0000 43.000 - 41.300 No Ice 0.378 0.205 84.19
ANTENA PANEL FM KATHREIN
C From Face 0.000 0.000 0.000
0.0000 43.000 - 41.300 No Ice 0.378 0.205 84.19
ANTENA PANEL FM KATHREIN
D From Face 0.000 0.000 0.000
0.0000 43.000 - 41.300 No Ice 0.378 0.205 84.19
ANTENA PANEL FM KATHREIN
B From Face 0.000 0.000 0.000
0.0000 40.700 - 39.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FM KATHREIN
C From Face 0.000 0.000 0.000
0.0000 40.700 - 39.000 No Ice 0.378 0.205 84.19
Dishes
Description Face or
Leg
Dish Type
Offset Type
Offsets: Horz
LateralVert
m
Azimuth Adjustment
°
3 dB Beam Width
°
Elevation
m
Outside Diameter
m
Aperture Area
m2
Weight
kg 8 FT DISH C Paraboloid w/o
Radome From Leg
0.000 0.000 0.000
0.0000 28.000 2.438 No Ice 4.673 113.85
8 FT DISH D Paraboloid w/o Radome
From Leg
0.000 0.000 0.000
0.0000 24.000 2.438 No Ice 4.673 113.85
Andrew 2' w/Radome C Paraboloid w/Radome
From Face
0.000 0.000 0.000
0.0000 20.500 0.610 No Ice 0.292 31.75
Tower Pressures - No Ice
GH = 1.115
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 10 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section
Elevation
m
z
m
KZ
qz
MPa
AG
m2
Face
AF
m2
AR
m2
Aleg
m2
Leg %
CAAA In
Face m2
CAAA Out Face m2
T1 60.000-54.400
57.200 1.643 0.00 7.652 A B C D
1.5411.5411.5411.541
0.0000.0000.0000.000
0.711 46.1646.1646.1646.16
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T2 54.400-50.200
52.300 1.602 0.00 5.739 A B C D
1.1761.1761.1761.176
0.0000.0000.0000.000
0.533 45.3545.3545.3545.35
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T3 50.200-46.000
48.100 1.564 0.00 5.739 A B C D
1.1761.1761.1761.176
0.0000.0000.0000.000
0.533 45.3545.3545.3545.35
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T4 46.000-44.000
45.000 1.534 0.00 3.558 A B C D
0.8780.8780.8780.878
0.0000.0000.0000.000
0.317 36.1036.1036.1036.10
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T5 44.000-39.000
41.500 1.499 0.00 10.981 A B C D
2.1452.1452.1452.145
0.0000.0000.0000.000
1.016 47.3747.3747.3747.37
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T6 39.000-37.000
38.000 1.462 0.00 5.710 A B C D
1.2241.2241.2241.224
0.0000.0000.0000.000
0.448 36.6036.6036.6036.60
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T7 37.000-33.500
35.250 1.431 0.00 12.275 A B C D
2.2692.2692.2692.269
0.0000.0000.0000.000
0.711 31.3431.3431.3431.34
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T8 33.500-29.500
31.500 1.386 0.00 14.028 A B C D
2.2702.2702.2702.270
0.0000.0000.0000.000
0.813 35.8135.8135.8135.81
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T9 29.500-23.500
26.500 1.319 0.00 24.326 A B C D
3.4583.4583.4583.458
0.0000.0000.0000.000
1.229 35.5535.5535.5535.55
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T10 23.500-17.500
20.500 1.226 0.00 30.880 A B C D
3.5443.5443.5443.544
0.0000.0000.0000.000
1.229 34.6934.6934.6934.69
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T11 17.500-10.000
13.750 1.093 0.00 47.816 A B C D
7.3297.0307.0306.731
0.0000.0000.0000.000
1.537 20.9721.8621.8622.83
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T12 10.000-0.000
5.000 1 0.00 79.685 A B C D
8.7088.3318.3317.955
0.0000.0000.0000.000
2.049 23.5324.5924.5925.75
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
Tower Pressure - Service
GH = 1.115
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 11 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section Elevation
m
z
m
KZ
qz
MPa
AG
m2
Face
AF
m2
AR
m2
Aleg
m2
Leg %
CAAA In
Face m2
CAAA Out Face m2
T1 60.000-54.400
57.200 1.643 0.00 7.652 A B C D
1.5411.5411.5411.541
0.0000.0000.0000.000
0.711 46.1646.1646.1646.16
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T2 54.400-50.200
52.300 1.602 0.00 5.739 A B C D
1.1761.1761.1761.176
0.0000.0000.0000.000
0.533 45.3545.3545.3545.35
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T3 50.200-46.000
48.100 1.564 0.00 5.739 A B C D
1.1761.1761.1761.176
0.0000.0000.0000.000
0.533 45.3545.3545.3545.35
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T4 46.000-44.000
45.000 1.534 0.00 3.558 A B C D
0.8780.8780.8780.878
0.0000.0000.0000.000
0.317 36.1036.1036.1036.10
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T5 44.000-39.000
41.500 1.499 0.00 10.981 A B C D
2.1452.1452.1452.145
0.0000.0000.0000.000
1.016 47.3747.3747.3747.37
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T6 39.000-37.000
38.000 1.462 0.00 5.710 A B C D
1.2241.2241.2241.224
0.0000.0000.0000.000
0.448 36.6036.6036.6036.60
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T7 37.000-33.500
35.250 1.431 0.00 12.275 A B C D
2.2692.2692.2692.269
0.0000.0000.0000.000
0.711 31.3431.3431.3431.34
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T8 33.500-29.500
31.500 1.386 0.00 14.028 A B C D
2.2702.2702.2702.270
0.0000.0000.0000.000
0.813 35.8135.8135.8135.81
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T9 29.500-23.500
26.500 1.319 0.00 24.326 A B C D
3.4583.4583.4583.458
0.0000.0000.0000.000
1.229 35.5535.5535.5535.55
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T10 23.500-17.500
20.500 1.226 0.00 30.880 A B C D
3.5443.5443.5443.544
0.0000.0000.0000.000
1.229 34.6934.6934.6934.69
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T11 17.500-10.000
13.750 1.093 0.00 47.816 A B C D
7.3297.0307.0306.731
0.0000.0000.0000.000
1.537 20.9721.8621.8622.83
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T12 10.000-0.000
5.000 1 0.00 79.685 A B C D
8.7088.3318.3317.955
0.0000.0000.0000.000
2.049 23.5324.5924.5925.75
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
Tower Forces - No Ice - Wind Normal To Face
Section Elevation
m
Add Weight
kg
Self Weight
kg
F a c e
e CF
RR DF
DR
AE
m2
F
kg
w
kglm
Ctrl. Face
T1 60.000-54.400
3.62 472.48 A B
0.201 0.201
2.9742.974
0.5910.591
11
11
1.5411.541
583.39 104.18 D
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 12 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section Elevation
m
Add Weight
kg
Self Weight
kg
F a c e
e CF
RR DF
DR
AE
m2
F
kg
w
kglm
Ctrl. Face
C D
0.201 0.201
2.9742.974
0.5910.591
11
11
1.5411.541
T2 54.400-50.200
3.62 360.38 A B C D
0.205 0.205 0.205 0.205
2.9592.9592.9592.959
0.5910.5910.5910.591
1111
1111
1.1761.1761.1761.176
431.85 102.82 D
T3 50.200-46.000
4.46 371.91 A B C D
0.205 0.205 0.205 0.205
2.9592.9592.9592.959
0.5910.5910.5910.591
1111
1111
1.1761.1761.1761.176
421.64 100.39 D
T4 46.000-44.000
5.37 359.86 A B C D
0.247 0.247 0.247 0.247
2.7872.7872.7872.787
0.6010.6010.6010.601
1111
1111
0.8780.8780.8780.878
291.00 145.50 D
T5 44.000-39.000
5.37 662.45 A B C D
0.195 0.195 0.195 0.195
3333
0.5890.5890.5890.589
1111
1111
2.1452.1452.1452.145
747.38 149.48 D
T6 39.000-37.000
5.37 507.92 A B C D
0.214 0.214 0.214 0.214
2.9192.9192.9192.919
0.5930.5930.5930.593
1111
1111
1.2241.2241.2241.224
404.61 202.30 D
T7 37.000-33.500
6.26 879.08 A B C D
0.185 0.185 0.185 0.185
3.0463.0463.0463.046
0.5870.5870.5870.587
1111
1111
2.2692.2692.2692.269
766.30 218.94 D
T8 33.500-29.500
6.26 891.37 A B C D
0.162 0.162 0.162 0.162
3.153.153.153.15
0.5830.5830.5830.583
1111
1111
2.2702.2702.2702.270
767.62 191.91 D
T9 29.500-23.500
7.16 1897.65 A B C D
0.142 0.142 0.142 0.142
3.2423.2423.2423.242
0.580.580.580.58
1111
1111
3.4583.4583.4583.458
1145.55 190.92 D
T10 23.500-17.500
7.16 1907.28 A B C D
0.115 0.115 0.115 0.115
3.3763.3763.3763.376
0.5770.5770.5770.577
1111
1111
3.5443.5443.5443.544
1135.94 189.32 D
T11 17.500-10.000
7.16 3543.01 A B C D
0.153 0.147 0.147 0.141
3.193.2193.2193.249
0.5820.5810.581
0.58
1111
1111
7.3297.0307.0306.731
1980.38 264.05 A
T12 10.000-0.000
7.16 4171.84 A B C D
0.109 0.105 0.105
0.1
3.4033.4273.4273.451
0.5760.5760.5760.575
1111
1111
8.7088.3318.3317.955
2295.88 229.59 A
Sum Weight: 68.96 16094.19 OTM 279269 kg-m
10971.56
Tower Forces - No Ice - Wind 45 To Face
Section Elevation
m
Add Weight
kg
Self Weight
kg
F a c e
e CF
RR DF
DR
AE
m2
F
kg
w
kglm
Ctrl. Face
T1 3.62 472.48 A 0.201 2.974 0.591 1.151 1.151 1.774 671.50 119.91 D
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 13 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section Elevation
m
Add Weight
kg
Self Weight
kg
F a c e
e CF
RR DF
DR
AE
m2
F
kg
w
kglm
Ctrl. Face
60.000-54.400 B C D
0.201 0.201 0.201
2.9742.9742.974
0.5910.5910.591
1.1511.1511.151
1.1511.1511.151
1.7741.7741.774
T2 54.400-50.200
3.62 360.38 A B C D
0.205 0.205 0.205 0.205
2.9592.9592.9592.959
0.5910.5910.5910.591
1.1541.1541.1541.154
1.1541.1541.1541.154
1.3571.3571.3571.357
498.23 118.63 D
T3 50.200-46.000
4.46 371.91 A B C D
0.205 0.205 0.205 0.205
2.9592.9592.9592.959
0.5910.5910.5910.591
1.1541.1541.1541.154
1.1541.1541.1541.154
1.3571.3571.3571.357
486.46 115.82 D
T4 46.000-44.000
5.37 359.86 A B C D
0.247 0.247 0.247 0.247
2.7872.7872.7872.787
0.6010.6010.6010.601
1.1851.1851.1851.185
1.1851.1851.1851.185
1.0411.0411.0411.041
344.87 172.43 D
T5 44.000-39.000
5.37 662.45 A B C D
0.195 0.195 0.195 0.195
3333
0.5890.5890.5890.589
1.1461.1461.1461.146
1.1461.1461.1461.146
2.4592.4592.4592.459
856.86 171.37 D
T6 39.000-37.000
5.37 507.92 A B C D
0.214 0.214 0.214 0.214
2.9192.9192.9192.919
0.5930.5930.5930.593
1.1611.1611.1611.161
1.1611.1611.1611.161
1.4201.4201.4201.420
469.64 234.82 D
T7 37.000-33.500
6.26 879.08 A B C D
0.185 0.185 0.185 0.185
3.0463.0463.0463.046
0.5870.5870.5870.587
1.1391.1391.1391.139
1.1391.1391.1391.139
2.5842.5842.5842.584
872.56 249.30 D
T8 33.500-29.500
6.26 891.37 A B C D
0.162 0.162 0.162 0.162
3.153.153.153.15
0.5830.5830.5830.583
1.1211.1211.1211.121
1.1211.1211.1211.121
2.5452.5452.5452.545
860.78 215.19 D
T9 29.500-23.500
7.16 1897.65 A B C D
0.142 0.142 0.142 0.142
3.2423.2423.2423.242
0.580.580.580.58
1.1071.1071.1071.107
1.1071.1071.1071.107
3.8263.8263.8263.826
1267.67 211.28 D
T10 23.500-17.500
7.16 1907.28 A B C D
0.115 0.115 0.115 0.115
3.3763.3763.3763.376
0.5770.5770.5770.577
1.0861.0861.0861.086
1.0861.0861.0861.086
3.8493.8493.8493.849
1233.71 205.62 D
T11 17.500-10.000
7.16 3543.01 A B C D
0.153 0.147 0.147 0.141
3.193.2193.2193.249
0.5820.5810.581
0.58
1.1151.111.11
1.106
1.1151.111.11
1.106
8.1717.8057.8057.441
2208.04 294.40 A
T12 10.000-0.000
7.16 4171.84 A B C D
0.109 0.105 0.105
0.1
3.4033.4273.4273.451
0.5760.5760.5760.575
1.0821.0781.0781.075
1.0821.0781.0781.075
9.4228.9858.9858.551
2484.05 248.41 A
Sum Weight: 68.96 16094.19 OTM 316328 kg-m
12254.37
Tower Forces - Service - Wind Normal To Face
Section Elevation
m
Add Weight
kg
Self Weight
kg
F a c e
e CF
RR DF
DR
AE
m2
F
kg
w
kglm
Ctrl. Face
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 14 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section Elevation
m
Add Weight
kg
Self Weight
kg
F a c e
e CF
RR DF
DR
AE
m2
F
kg
w
kglm
Ctrl. Face
T1 60.000-54.400
3.62 472.48 A B C D
0.201 0.201 0.201 0.201
2.9742.9742.9742.974
0.5910.5910.5910.591
1111
1111
1.5411.5411.5411.541
145.85 26.04 D
T2 54.400-50.200
3.62 360.38 A B C D
0.205 0.205 0.205 0.205
2.9592.9592.9592.959
0.5910.5910.5910.591
1111
1111
1.1761.1761.1761.176
107.96 25.71 D
T3 50.200-46.000
4.46 371.91 A B C D
0.205 0.205 0.205 0.205
2.9592.9592.9592.959
0.5910.5910.5910.591
1111
1111
1.1761.1761.1761.176
105.41 25.10 D
T4 46.000-44.000
5.37 359.86 A B C D
0.247 0.247 0.247 0.247
2.7872.7872.7872.787
0.6010.6010.6010.601
1111
1111
0.8780.8780.8780.878
72.75 36.38 D
T5 44.000-39.000
5.37 662.45 A B C D
0.195 0.195 0.195 0.195
3333
0.5890.5890.5890.589
1111
1111
2.1452.1452.1452.145
186.85 37.37 D
T6 39.000-37.000
5.37 507.92 A B C D
0.214 0.214 0.214 0.214
2.9192.9192.9192.919
0.5930.5930.5930.593
1111
1111
1.2241.2241.2241.224
101.15 50.58 D
T7 37.000-33.500
6.26 879.08 A B C D
0.185 0.185 0.185 0.185
3.0463.0463.0463.046
0.5870.5870.5870.587
1111
1111
2.2692.2692.2692.269
191.58 54.74 D
T8 33.500-29.500
6.26 891.37 A B C D
0.162 0.162 0.162 0.162
3.153.153.153.15
0.5830.5830.5830.583
1111
1111
2.2702.2702.2702.270
191.91 47.98 D
T9 29.500-23.500
7.16 1897.65 A B C D
0.142 0.142 0.142 0.142
3.2423.2423.2423.242
0.580.580.580.58
1111
1111
3.4583.4583.4583.458
286.39 47.73 D
T10 23.500-17.500
7.16 1907.28 A B C D
0.115 0.115 0.115 0.115
3.3763.3763.3763.376
0.5770.5770.5770.577
1111
1111
3.5443.5443.5443.544
283.98 47.33 D
T11 17.500-10.000
7.16 3543.01 A B C D
0.153 0.147 0.147 0.141
3.193.2193.2193.249
0.5820.5810.581
0.58
1111
1111
7.3297.0307.0306.731
495.10 66.01 A
T12 10.000-0.000
7.16 4171.84 A B C D
0.109 0.105 0.105
0.1
3.4033.4273.4273.451
0.5760.5760.5760.575
1111
1111
8.7088.3318.3317.955
573.97 57.40 A
Sum Weight: 68.96 16094.19 OTM 69817 kg-m
2742.89
Tower Forces - Service - Wind 45 To Face
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 15 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section Elevation
m
Add Weight
kg
Self Weight
kg
F a c e
e CF
RR DF
DR
AE
m2
F
kg
w
kglm
Ctrl. Face
T1 60.000-54.400
3.62 472.48 A B C D
0.201 0.201 0.201 0.201
2.9742.9742.9742.974
0.5910.5910.5910.591
1.1511.1511.1511.151
1.1511.1511.1511.151
1.7741.7741.7741.774
167.88 29.98 D
T2 54.400-50.200
3.62 360.38 A B C D
0.205 0.205 0.205 0.205
2.9592.9592.9592.959
0.5910.5910.5910.591
1.1541.1541.1541.154
1.1541.1541.1541.154
1.3571.3571.3571.357
124.56 29.66 D
T3 50.200-46.000
4.46 371.91 A B C D
0.205 0.205 0.205 0.205
2.9592.9592.9592.959
0.5910.5910.5910.591
1.1541.1541.1541.154
1.1541.1541.1541.154
1.3571.3571.3571.357
121.61 28.96 D
T4 46.000-44.000
5.37 359.86 A B C D
0.247 0.247 0.247 0.247
2.7872.7872.7872.787
0.6010.6010.6010.601
1.1851.1851.1851.185
1.1851.1851.1851.185
1.0411.0411.0411.041
86.22 43.11 D
T5 44.000-39.000
5.37 662.45 A B C D
0.195 0.195 0.195 0.195
3333
0.5890.5890.5890.589
1.1461.1461.1461.146
1.1461.1461.1461.146
2.4592.4592.4592.459
214.21 42.84 D
T6 39.000-37.000
5.37 507.92 A B C D
0.214 0.214 0.214 0.214
2.9192.9192.9192.919
0.5930.5930.5930.593
1.1611.1611.1611.161
1.1611.1611.1611.161
1.4201.4201.4201.420
117.41 58.70 D
T7 37.000-33.500
6.26 879.08 A B C D
0.185 0.185 0.185 0.185
3.0463.0463.0463.046
0.5870.5870.5870.587
1.1391.1391.1391.139
1.1391.1391.1391.139
2.5842.5842.5842.584
218.14 62.33 D
T8 33.500-29.500
6.26 891.37 A B C D
0.162 0.162 0.162 0.162
3.153.153.153.15
0.5830.5830.5830.583
1.1211.1211.1211.121
1.1211.1211.1211.121
2.5452.5452.5452.545
215.19 53.80 D
T9 29.500-23.500
7.16 1897.65 A B C D
0.142 0.142 0.142 0.142
3.2423.2423.2423.242
0.580.580.580.58
1.1071.1071.1071.107
1.1071.1071.1071.107
3.8263.8263.8263.826
316.92 52.82 D
T10 23.500-17.500
7.16 1907.28 A B C D
0.115 0.115 0.115 0.115
3.3763.3763.3763.376
0.5770.5770.5770.577
1.0861.0861.0861.086
1.0861.0861.0861.086
3.8493.8493.8493.849
308.43 51.40 D
T11 17.500-10.000
7.16 3543.01 A B C D
0.153 0.147 0.147 0.141
3.193.2193.2193.249
0.5820.5810.581
0.58
1.1151.111.11
1.106
1.1151.111.11
1.106
8.1717.8057.8057.441
552.01 73.60 A
T12 10.000-0.000
7.16 4171.84 A B C D
0.109 0.105 0.105
0.1
3.4033.4273.4273.451
0.5760.5760.5760.575
1.0821.0781.0781.075
1.0821.0781.0781.075
9.4228.9858.9858.551
621.01 62.10 A
Sum Weight: 68.96 16094.19 OTM 79082 kg-m
3063.59
Force Totals
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 16 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Load Case
Vertical Forces
kg
Sum of Forces
X kg
Sum of Forces
Z kg
Sum of Overturning Moments, Mx
kg-m
Sum of Overturning Moments, Mz
kg-m
Sum of Torques
kg-m Leg Weight 5640.64 Bracing Weight 10384.58 Total Member Self-Weight 16025.22 332 -129 Gusset Weight 68.96 Total Weight 17321.51 332 -129 Wind 0 deg - No Ice -27.03 -12920.14 -350558 2674 45Wind 45 deg - No Ice 9904.48 -9870.30 -268670 -270798 458Wind 90 deg - No Ice 12723.66 -496.50 -11496 -346473 615Wind 180 deg - No Ice -2.73 12450.82 338999 -165 29Total Weight 17321.51 332 -129 Wind 0 deg - Service -6.76 -3230.04 -87391 572 11Wind 45 deg - Service 2476.12 -2467.57 -66919 -67796 115Wind 90 deg - Service 3180.92 -124.13 -2625 -86715 154Wind 180 deg - Service -0.68 3112.70 84999 -138 7
Load Combinations Comb.
No. Description
1 Dead Only 2 Dead+Wind 0 deg - No Ice 3 Dead+Wind 45 deg - No Ice 4 Dead+Wind 90 deg - No Ice 5 Dead+Wind 180 deg - No Ice 6 Dead+Wind 0 deg - Service 7 Dead+Wind 45 deg - Service 8 Dead+Wind 90 deg - Service 9 Dead+Wind 180 deg - Service
Maximum Member Forces Section
No. Elevation
m Component
Type Condition Gov.
Load Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m T1 60 - 54.4 Leg Max Tension 3 1421.86 3 3
Max. Compression 3 -1725.81 -2 -2 Max. Mx 4 504.08 5 -1 Max. My 4 -798.07 2 -5 Max. Vy 5 -72.69 0 0 Max. Vx 5 -72.69 0 0 Diagonal Max Tension 4 351.91 0 0 Max. Compression 4 -363.05 0 0 Max. Mx 3 234.46 1 0 Max. My 4 -263.76 0 0 Max. Vy 3 -2.97 1 0 Max. Vx 4 0.31 0 0 Top Girt Max Tension 4 14.56 0 0 Max. Compression 4 -23.97 0 0 Max. Mx 1 -4.45 -1 0 Max. My 3 -19.28 0 0 Max. Vy 1 3.01 0 0 Max. Vx 3 0.00 0 0
T2 54.4 - 50.2 Leg Max Tension 3 4018.91 1 1
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 17 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m Max. Compression 3 -4470.25 -3 -3 Max. Mx 3 -224.82 5 -5 Max. My 3 -265.92 -5 5 Max. Vy 4 -9.13 4 -3 Max. Vx 4 -9.13 -3 4 Diagonal Max Tension 3 510.26 0 0 Max. Compression 3 -548.42 0 0 Max. Mx 3 234.10 3 0 Max. My 4 -508.77 -1 1 Max. Vy 3 -4.66 3 0 Max. Vx 4 -0.66 -1 1 Top Girt Max Tension 4 154.67 0 0 Max. Compression 4 -128.28 0 0 Max. Mx 1 12.00 -1 0 Max. My 3 -94.71 0 0 Max. Vy 1 3.01 0 0 Max. Vx 3 -0.00 0 0
T3 50.2 - 46 Leg Max Tension 3 7778.94 3 3 Max. Compression 3 -8473.59 -3 -3 Max. Mx 3 -344.14 11 -11 Max. My 3 -479.96 -11 11 Max. Vy 4 -22.36 7 -1 Max. Vx 4 -22.33 -1 7 Diagonal Max Tension 3 853.09 0 0 Max. Compression 3 -908.09 0 0 Max. Mx 3 234.48 6 1 Max. My 4 -753.24 -2 2 Max. Vy 3 -7.48 6 1 Max. Vx 4 -1.58 -2 2 Top Girt Max Tension 4 392.99 0 0 Max. Compression 4 -356.48 0 0 Max. Mx 1 16.74 -1 0 Max. My 4 19.71 0 0 Max. Vy 1 3.01 0 0 Max. Vx 4 -0.00 0 0 Inner Bracing Max Tension 3 15.36 0 0 Max. Compression 4 -7.56 0 0 Max. Mx 1 12.51 1 0 Max. My 4 12.45 0 0 Max. Vy 1 -2.88 0 0 Max. Vx 4 -0.00 0 0
T4 46 - 44 Leg Max Tension 3 6321.32 3 3 Max. Compression 3 -6902.38 8 8 Max. Mx 4 -4599.49 -9 1 Max. My 4 -4617.87 1 -9 Max. Vy 4 19.91 9 -1 Max. Vx 4 19.93 -1 9 Diagonal Max Tension 3 1768.03 0 0 Max. Compression 3 -2007.79 0 0 Max. Mx 4 -815.62 -2 0 Max. My 4 1628.91 0 0 Max. Vy 4 4.80 0 0 Max. Vx 4 -1.35 0 0 Horizontal Max Tension 4 28.66 0 0 Max. Compression 4 -37.09 0 0 Max. Mx 4 -3.96 1 0 Max. My 2 -3.83 1 0 Max. Vy 4 3.61 1 0 Max. Vx 2 0.77 1 0 Top Girt Max Tension 4 67.03 0 0 Max. Compression 4 -79.92 0 0
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 18 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m Max. Mx 1 -5.33 -1 0 Max. My 1 -5.33 0 0 Max. Vy 1 -2.95 0 0 Max. Vx 1 0.60 0 0 Inner Bracing Max Tension 3 12.05 0 0 Max. Compression 3 -21.91 0 0 Max. Mx 1 0.11 1 0 Max. My 4 1.29 0 0 Max. Vy 1 -2.88 0 0 Max. Vx 4 0.01 0 0
T5 44 - 39 Leg Max Tension 3 9928.70 -14 -13 Max. Compression 3 -11342.20 -5 -5 Max. Mx 3 -630.83 49 -45 Max. My 3 -781.31 -45 49 Max. Vy 3 -68.64 49 -45 Max. Vx 3 -69.12 -45 49 Diagonal Max Tension 3 1348.32 0 0 Max. Compression 3 -1454.47 0 0 Max. Mx 4 1011.54 -1 0 Max. My 4 -368.30 0 0 Max. Vy 4 3.07 0 0 Max. Vx 4 -0.01 0 0 Horizontal Max Tension 3 79.06 0 0 Max. Compression 3 -86.15 1 0 Max. Mx 4 50.88 3 0 Max. My 4 -31.62 1 -1 Max. Vy 4 5.11 3 0 Max. Vx 4 0.56 1 -1 Top Girt Max Tension 4 1861.15 0 0 Max. Compression 4 -1572.18 0 0 Max. Mx 1 143.13 -3 0 Max. My 4 150.15 0 0 Max. Vy 1 4.84 0 0 Max. Vx 4 -0.00 0 0
T6 39 - 37 Leg Max Tension 3 9777.50 5 5 Max. Compression 3 -11396.60 30 30 Max. Mx 3 -11396.60 30 30 Max. My 3 -11396.60 30 30 Max. Vy 4 -44.72 -22 4 Max. Vx 3 -44.95 -14 -15 Diagonal Max Tension 3 2272.74 0 0 Max. Compression 3 -2499.63 0 0 Max. Mx 4 -1712.51 -4 0 Max. My 3 -230.74 0 1 Max. Vy 4 7.48 0 0 Max. Vx 3 -2.88 0 0 Horizontal Max Tension 4 52.14 1 9 Max. Compression 4 -86.65 1 9 Max. Mx 4 -20.60 2 6 Max. My 4 -4.10 0 18 Max. Vy 4 -5.72 2 6 Max. Vx 4 14.31 0 0 Top Girt Max Tension 4 1145.35 0 0 Max. Compression 4 -1487.47 0 0 Max. Mx 1 -153.75 -3 0 Max. My 1 -153.75 0 1 Max. Vy 1 6.04 0 0 Max. Vx 1 -1.98 0 0
T7 37 - 33.5 Leg Max Tension 3 10719.52 -24 -24 Max. Compression 3 -12998.02 53 53 Max. Mx 4 -8786.92 74 -2
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 19 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m Max. My 4 -8746.89 -3 74 Max. Vy 4 -125.35 74 -2 Max. Vx 4 -125.33 -3 74 Diagonal Max Tension 3 1793.99 0 0 Max. Compression 3 -1696.52 2 0 Max. Mx 3 1783.71 13 0 Max. My 3 -1621.92 -9 0 Max. Vy 3 -14.86 13 0 Max. Vx 3 0.05 0 0 Horizontal Max Tension 3 72.27 1 0 Max. Compression 3 -79.49 2 1 Max. Mx 4 -55.72 2 0 Max. My 4 -36.17 2 1 Max. Vy 4 5.32 2 0 Max. Vx 4 -0.46 2 1 Top Girt Max Tension 4 2798.37 0 0 Max. Compression 4 -2140.76 0 0 Max. Mx 1 331.05 -18 0 Max. My 4 351.94 0 0 Max. Vy 1 21.18 0 0 Max. Vx 4 -0.00 0 0 Redund Horz 1
Bracing Max Tension 3 194.97 0 0
Max. Compression 3 -194.97 0 0 Max. Mx 1 17.44 0 0 Max. My 4 -86.42 0 0 Max. Vy 1 0.98 0 0 Max. Vx 4 0.00 0 0 Redund Diag 1
Bracing Max Tension 3 138.87 0 0
Max. Compression 3 -138.87 0 0 Max. Mx 4 61.11 0 0 Max. My 4 93.88 0 0 Max. Vy 4 0.98 0 0 Max. Vx 4 -0.00 0 0
T8 33.5 - 29.5 Leg Max Tension 3 12749.65 -41 -40 Max. Compression 3 -14979.92 27 27 Max. Mx 4 -9876.93 74 -2 Max. My 4 -9842.48 -3 74 Max. Vy 3 98.80 -39 -39 Max. Vx 3 98.13 -39 -39 Diagonal Max Tension 3 2183.51 9 6 Max. Compression 3 -2415.82 0 0 Max. Mx 3 706.60 14 -10 Max. My 3 683.48 14 10 Max. Vy 3 14.82 14 -10 Max. Vx 3 7.42 14 10 Horizontal Max Tension 3 73.49 3 0 Max. Compression 3 -87.18 1 0 Max. Mx 4 48.76 3 0 Max. My 4 48.76 3 0 Max. Vy 4 -5.54 3 0 Max. Vx 4 -0.03 3 0 Redund Horz 1
Bracing Max Tension 3 224.70 0 0
Max. Compression 3 -224.70 0 0 Max. Mx 1 17.22 0 0 Max. My 4 -57.05 0 0 Max. Vy 1 0.98 0 0 Max. Vx 4 -0.00 0 0 Redund Diag 1 Max Tension 3 172.02 0 0
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 20 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m Bracing
Max. Compression 3 -172.02 0 0 Max. Mx 4 115.30 0 0 Max. My 4 115.30 0 0 Max. Vy 4 1.33 0 0 Max. Vx 4 -0.00 0 0 Redund Hip 1
Bracing Max Tension 3 21.67 0 0
Max. Compression 3 -17.64 0 0 Max. Mx 1 1.38 0 0 Max. My 3 1.10 0 0 Max. Vy 1 1.63 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 3 33.43 0 0 Max. Compression 3 -18.70 0 0 Max. Mx 1 -0.00 -9 0 Max. My 4 2.26 0 0 Max. Vy 1 10.24 0 0 Max. Vx 4 0.02 0 0
T9 29.5 - 23.5 Leg Max Tension 3 16542.33 -21 -21 Max. Compression 3 -19630.97 45 45 Max. Mx 2 -13241.62 105 -22 Max. My 4 -13303.33 -24 107 Max. Vy 2 -181.95 105 -22 Max. Vx 4 -185.83 -24 107 Diagonal Max Tension 3 1000.90 6 -4 Max. Compression 3 -1141.22 0 0 Max. Mx 3 379.86 9 -5 Max. My 3 302.33 9 -5 Max. Vy 3 -8.98 9 -5 Max. Vx 3 3.84 0 0 Horizontal Max Tension 2 127.19 4 0 Max. Compression 2 -170.24 4 0 Max. Mx 4 -40.87 7 -1 Max. My 2 -103.04 7 -1 Max. Vy 4 12.76 7 -1 Max. Vx 2 1.26 7 -1 Top Girt Max Tension 2 225.60 0 0 Max. Compression 4 -316.60 0 0 Max. Mx 1 -37.45 -8 0 Max. My 1 -37.45 0 1 Max. Vy 1 9.81 0 0 Max. Vx 1 -0.89 0 0 Redund Horz 1
Bracing Max Tension 3 295.67 0 0
Max. Compression 3 -295.67 0 0 Max. Mx 1 27.31 0 0 Max. My 3 295.67 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 0.10 0 0 Redund Diag 1
Bracing Max Tension 3 279.13 0 0
Max. Compression 3 -279.13 0 0 Max. Mx 2 209.20 -1 0 Max. My 4 74.85 0 0 Max. Vy 2 -1.74 0 0 Max. Vx 4 -0.26 0 0 Redund Hip 1
Bracing Max Tension 3 6.38 0 0
Max. Compression 3 -10.94 0 0 Max. Mx 1 -2.78 -1 0
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 21 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m Max. My 3 -2.66 0 0 Max. Vy 1 1.89 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 4 6.72 0 0 Max. Compression 3 -33.97 0 0 Max. Mx 1 0.87 13 0 Max. My 4 2.36 0 0 Max. Vy 1 -11.04 0 0 Max. Vx 4 -0.01 0 0
T10 23.5 - 17.5 Leg Max Tension 3 19148.07 -28 -27 Max. Compression 3 -23395.42 77 75 Max. Mx 2 -15760.65 105 -22 Max. My 4 -15417.96 -24 107 Max. Vy 2 94.90 105 -22 Max. Vx 4 95.49 -24 107 Diagonal Max Tension 2 1334.66 7 3 Max. Compression 2 -1424.34 0 0 Max. Mx 3 1094.78 9 5 Max. My 3 1017.78 9 -5 Max. Vy 3 -10.03 9 5 Max. Vx 3 -3.23 0 0 Horizontal Max Tension 5 54.78 8 -1 Max. Compression 3 -104.52 6 -1 Max. Mx 4 -1.05 10 -1 Max. My 2 -4.58 10 -1 Max. Vy 4 -15.39 10 -1 Max. Vx 2 -1.38 10 -1 Redund Horz 1
Bracing Max Tension 3 352.37 0 0
Max. Compression 3 -352.37 0 0 Max. Mx 1 34.96 0 0 Max. My 3 33.02 0 0 Max. Vy 1 1.44 0 0 Max. Vx 3 -0.13 0 0 Redund Diag 1
Bracing Max Tension 3 285.62 0 0
Max. Compression 3 -285.62 0 0 Max. Mx 2 23.84 -1 0 Max. My 4 78.24 0 0 Max. Vy 2 2.15 0 0 Max. Vx 4 -0.29 0 0 Redund Hip 1
Bracing Max Tension 3 4.75 0 0
Max. Compression 3 -9.23 0 0 Max. Mx 1 -3.08 -1 0 Max. Vy 1 2.40 0 0 Max. Vx 3 0.00 0 0 Inner Bracing Max Tension 3 2.22 0 0 Max. Compression 3 -10.34 0 0 Max. Mx 1 0.25 -15 0 Max. My 4 1.42 0 0 Max. Vy 1 11.51 0 0 Max. Vx 4 0.01 0 0
T11 17.5 - 10 Leg Max Tension 3 19740.10 -2 -1 Max. Compression 3 -23950.28 5 4 Max. Mx 4 -15094.14 99 -1 Max. My 2 -15748.79 4 99 Max. Vy 4 126.81 -80 7 Max. Vx 2 125.44 2 -79 Diagonal Max Tension 3 4303.05 4 -2 Max. Compression 3 -5386.64 0 0
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 22 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m Max. Mx 3 -751.69 35 -33 Max. My 3 -960.83 35 -33 Max. Vy 3 -25.45 35 -33 Max. Vx 4 -22.43 0 2 Top Girt Max Tension 2 1446.58 0 0 Max. Compression 2 -1183.67 0 0 Max. Mx 1 137.45 -36 0 Max. My 4 182.35 0 3 Max. Vy 1 -25.57 0 0 Max. Vx 4 -2.33 0 0 Redund Horz 1
Bracing Max Tension 3 360.73 0 0
Max. Compression 3 -360.73 0 0 Max. Mx 1 33.20 0 0 Max. My 2 247.63 0 0 Max. Vy 1 1.99 0 0 Max. Vx 2 -0.18 0 0 Redund Horz 2
Bracing Max Tension 3 360.73 0 0
Max. Compression 3 -360.73 0 0 Max. Mx 1 33.20 -1 0 Max. My 4 249.39 0 0 Max. Vy 1 3.98 0 0 Max. Vx 4 -0.36 0 0 Redund Horz 3
Bracing Max Tension 3 360.73 0 0
Max. Compression 3 -360.73 0 0 Max. Mx 4 237.82 -3 0 Max. My 4 -1.83 0 0 Max. Vy 4 5.97 0 0 Max. Vx 4 -0.54 0 0 Redund Horz 4
Bracing Max Tension 3 360.73 0 0
Max. Compression 3 -360.73 0 0 Max. Mx 1 33.20 -6 0 Max. My 1 33.20 0 1 Max. Vy 1 7.96 0 0 Max. Vx 1 -0.72 0 0 Redund Diag 1
Bracing Max Tension 3 443.93 0 0
Max. Compression 3 -443.93 0 0 Max. Mx 2 241.96 -1 0 Max. My 3 264.99 0 0 Max. Vy 2 2.38 0 0 Max. Vx 3 -0.45 0 0 Redund Diag 2
Bracing Max Tension 3 277.20 0 0
Max. Compression 3 -277.20 0 0 Max. Mx 2 60.69 -2 0 Max. My 3 51.31 0 0 Max. Vy 2 4.37 0 0 Max. Vx 3 -0.56 0 0 Redund Diag 3
Bracing Max Tension 3 231.59 0 0
Max. Compression 3 -231.59 0 0 Max. Mx 2 64.30 -4 0 Max. My 4 -3.05 0 0 Max. Vy 2 6.36 0 0 Max. Vx 4 -0.70 0 0 Redund Diag 4
Bracing Max Tension 3 219.39 0 0
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 23 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m Max. Compression 3 -219.39 0 0 Max. Mx 2 58.99 -7 0 Max. My 4 -5.89 0 1 Max. Vy 2 8.35 0 0 Max. Vx 4 0.85 0 0 Redund Hip 1
Bracing Max Tension 3 53.61 0 0
Max. Compression 4 -53.92 0 0 Max. Mx 1 2.34 -1 0 Max. My 3 25.49 0 0 Max. Vy 1 2.24 0 0 Max. Vx 3 0.00 0 0 Redund Hip 2
Bracing Max Tension 4 17.93 0 0
Max. Compression 2 -23.16 0 0 Max. Mx 1 -0.83 -2 0 Max. My 3 16.20 0 0 Max. Vy 1 4.48 0 0 Max. Vx 3 0.00 0 0 Redund Hip 3
Bracing Max Tension 3 4.97 0 0
Max. Compression 4 -8.99 0 0 Max. Mx 1 -1.25 -5 0 Max. My 3 1.47 0 0 Max. Vy 1 6.72 0 0 Max. Vx 3 0.00 0 0 Redund Hip 4
Bracing Max Tension 1 0.00 0 0
Max. Compression 5 -6.16 0 0 Max. Mx 1 -3.84 -9 0 Max. Vy 1 8.96 0 0 Max. Vx 3 0.00 0 0 Redund Hip
Diagonal Bracing Max Tension 4 65.53 0 0
Max. Compression 3 -82.24 0 0 Max. Mx 3 -4.74 -15 0 Max. My 4 -74.52 0 0 Max. Vy 3 12.75 0 0 Max. Vx 4 0.00 0 0 Inner Bracing Max Tension 3 70.01 0 0 Max. Compression 2 -25.11 0 0 Max. Mx 1 66.29 36 0 Max. My 4 3.36 0 0 Max. Vy 1 -18.03 0 0 Max. Vx 4 0.01 0 0
T12 10 - 0 Leg Max Tension 3 19436.02 0 1 Max. Compression 3 -24716.14 0 0 Max. Mx 3 -24639.99 -24 -25 Max. My 3 -24639.22 -24 -25 Max. Vy 5 25.31 17 8 Max. Vx 4 25.24 8 17 Diagonal Max Tension 3 4336.61 9 -12 Max. Compression 3 -5642.29 0 0 Max. Mx 3 4336.61 9 -12 Max. My 3 -5454.88 -9 16 Max. Vy 3 12.34 9 -13 Max. Vx 3 -13.98 9 -13 Top Girt Max Tension 4 51.50 19 -2 Max. Compression 2 -224.20 18 -2 Max. Mx 4 -83.18 20 -2 Max. My 2 -76.69 20 -2
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 24 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m Max. Vy 4 27.08 20 -2 Max. Vx 2 2.53 20 -2 Redund Horz 1
Bracing Max Tension 3 372.26 0 0
Max. Compression 3 -372.26 0 0 Max. Mx 6 -7.71 0 0 Max. My 3 372.26 0 0 Max. Vy 6 1.99 0 0 Max. Vx 3 -0.18 0 0 Redund Horz 2
Bracing Max Tension 3 372.26 0 0
Max. Compression 3 -372.26 0 0 Max. Mx 3 372.26 -1 0 Max. My 2 255.38 0 0 Max. Vy 3 3.98 0 0 Max. Vx 2 -0.36 0 0 Redund Horz 3
Bracing Max Tension 3 372.26 0 0
Max. Compression 3 -372.26 0 0 Max. Mx 1 47.13 -3 0 Max. My 3 372.26 0 0 Max. Vy 1 5.97 0 0 Max. Vx 3 -0.54 0 0 Redund Horz 4
Bracing Max Tension 3 372.26 0 0
Max. Compression 3 -372.26 0 0 Max. Mx 1 47.13 -6 0 Max. My 3 -123.13 0 1 Max. Vy 1 7.96 0 0 Max. Vx 3 -0.72 0 0 Redund Diag 1
Bracing Max Tension 3 551.48 0 0
Max. Compression 3 -551.48 0 0 Max. Mx 2 378.32 -1 0 Max. My 3 169.18 0 0 Max. Vy 2 1.48 0 0 Max. Vx 3 0.54 0 0 Redund Diag 2
Bracing Max Tension 3 312.27 0 0
Max. Compression 3 -312.27 0 0 Max. Mx 2 217.80 -2 0 Max. My 4 56.86 0 0 Max. Vy 2 -3.47 0 0 Max. Vx 4 -0.61 0 0 Redund Diag 3
Bracing Max Tension 3 246.14 0 0
Max. Compression 3 -246.14 0 0 Max. Mx 2 171.68 -4 0 Max. My 2 77.99 0 -1 Max. Vy 2 5.46 0 0 Max. Vx 2 0.72 0 0 Redund Diag 4
Bracing Max Tension 3 219.34 0 0
Max. Compression 3 -219.34 0 0 Max. Mx 2 152.99 -6 0 Max. My 4 102.46 0 1 Max. Vy 2 7.45 0 0 Max. Vx 4 -0.86 0 0 Redund Hip 1
Bracing Max Tension 3 11.32 0 0
Max. Compression 3 -33.24 0 0
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 25 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m Max. Mx 6 -4.82 -1 0 Max. My 2 9.02 0 0 Max. Vy 6 2.83 0 0 Max. Vx 2 0.00 0 0 Redund Hip 2
Bracing Max Tension 3 8.59 0 0
Max. Compression 3 -24.17 0 0 Max. Mx 1 -2.38 -3 0 Max. My 2 5.74 0 0 Max. Vy 1 5.65 0 0 Max. Vx 2 0.00 0 0 Redund Hip 3
Bracing Max Tension 3 12.65 0 0
Max. Compression 3 -24.44 0 0 Max. Mx 1 -2.61 -6 0 Max. Vy 1 8.48 0 0 Max. Vx 3 0.00 0 0 Redund Hip 4
Bracing Max Tension 3 1.32 0 0
Max. Compression 3 -16.65 0 0 Max. Mx 1 -5.11 -11 0 Max. Vy 1 11.30 0 0 Max. Vx 2 0.00 0 0 Redund Hip
Diagonal Bracing Max Tension 3 58.47 0 0
Max. Compression 3 -46.62 0 0 Max. Mx 3 4.50 -25 0 Max. My 3 -28.39 0 0 Max. Vy 3 20.60 0 0 Max. Vx 3 0.01 0 0
Maximum Reactions
Location Condition Gov. Load
Comb.
Vertical kg
Horizontal, X kg
Horizontal, Z kg
Leg D Max. Vert 5 23399.64 3376.28 -3708.59 Max. Hx 5 23399.64 3376.28 -3708.59 Max. Hz 3 -26080.74 -4091.00 4075.41 Min. Vert 3 -26080.74 -4091.00 4075.41 Min. Hx 3 -26080.74 -4091.00 4075.41 Min. Hz 5 23399.64 3376.28 -3708.59
Leg C Max. Vert 5 23419.17 -3376.95 -3711.36 Max. Hx 2 -15556.29 2263.65 2659.17 Max. Hz 2 -15556.29 2263.65 2659.17 Min. Vert 2 -15556.29 2263.65 2659.17 Min. Hx 4 23181.93 -3707.49 -3294.55 Min. Hz 5 23419.17 -3376.95 -3711.36
Leg B Max. Vert 3 34693.42 -5255.61 5290.83 Max. Hx 5 -14739.67 2169.76 -2512.51 Max. Hz 3 34693.42 -5255.61 5290.83 Min. Vert 5 -14739.67 2169.76 -2512.51 Min. Hx 3 34693.42 -5255.61 5290.83 Min. Hz 5 -14739.67 2169.76 -2512.51
Leg A Max. Vert 2 24217.22 3475.39 3850.36 Max. Hx 2 24217.22 3475.39 3850.36 Max. Hz 2 24217.22 3475.39 3850.36
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 26 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Location Condition Gov. Load
Comb.
Vertical kg
Horizontal, X kg
Horizontal, Z kg
Min. Vert 5 -14757.63 -2166.36 -2518.06 Min. Hx 4 -14520.01 -2476.05 -2121.79 Min. Hz 5 -14757.63 -2166.36 -2518.06
Tower Mast Reaction Summary
Load Combination
Vertical
kg
Shearx
kg
Shearz
kg
Overturning Moment, Mx
kg-m
Overturning Moment, Mz
kg-m
Torque
kg-m Dead Only 17321.50 -0.00 -0.00 331 -129 0Dead+Wind 0 deg - No Ice 17321.50 -27.03 -12919.84 -348145 2678 45Dead+Wind 45 deg - No Ice 17321.50 9904.24 -9870.06 -266964 -269094 458Dead+Wind 90 deg - No Ice 17321.50 12723.36 -496.50 -11507 -344057 614Dead+Wind 180 deg - No Ice 17321.50 -2.73 12450.52 336573 -165 30Dead+Wind 0 deg - Service 17321.50 -6.76 -3229.96 -86787 572 11Dead+Wind 45 deg - Service 17321.51 2476.06 -2467.52 -66491 -67370 114Dead+Wind 90 deg - Service 17321.50 3180.84 -124.12 -2628 -86111 154Dead+Wind 180 deg - Service 17321.50 -0.68 3112.63 84392 -138 8
Solution Summary
Load Comb.
Sum of Applied Forces Sum of Reactions % Error PX
kg PY kg
PZ kg
PX kg
PY kg
PZ kg
1 0.00 -17321.51 0.00 0.00 17321.50 0.00 0.000% 2 -27.03 -17321.51 -12920.14 27.03 17321.50 12919.84 0.001% 3 9904.48 -17321.51 -9870.30 -9904.24 17321.50 9870.06 0.002% 4 12723.66 -17321.51 -496.50 -12723.36 17321.50 496.50 0.001% 5 -2.73 -17321.51 12450.82 2.73 17321.50 -12450.52 0.001% 6 -6.76 -17321.51 -3230.04 6.76 17321.50 3229.96 0.000% 7 2476.12 -17321.51 -2467.57 -2476.06 17321.51 2467.52 0.000% 8 3180.92 -17321.51 -124.13 -3180.84 17321.50 124.12 0.000% 9 -0.68 -17321.51 3112.70 0.68 17321.50 -3112.63 0.000%
Non-Linear Convergence Results
Load Combination
Converged? Number of Cycles
Displacement Tolerance
Force Tolerance
1 Yes 6 0.00000001 0.00000001 2 Yes 10 0.00000001 0.00010225 3 Yes 10 0.00000001 0.00010371 4 Yes 10 0.00000001 0.00010334 5 Yes 10 0.00000001 0.00010311 6 Yes 10 0.00000001 0.00008663 7 Yes 10 0.00000001 0.00008954 8 Yes 10 0.00000001 0.00008738 9 Yes 10 0.00000001 0.00008645
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 27 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Maximum Tower Deflections - Service Wind
Section No.
Elevation
m
Horz. Deflection
mm
Gov. Load
Comb.
Tilt °
Twist °
T1 60 - 54.4 50.61 7 0.1271 0.0005 T2 54.4 - 50.2 38.24 7 0.1228 0.0006 T3 50.2 - 46 29.57 7 0.1089 0.0007 T4 46 - 44 22.37 7 0.0805 0.0008 T5 44 - 39 19.78 7 0.0704 0.0008 T6 39 - 37 14.15 7 0.0521 0.0009 T7 37 - 33.5 12.60 7 0.0435 0.0009 T8 33.5 - 29.5 10.03 7 0.0357 0.0009 T9 29.5 - 23.5 7.67 7 0.0254 0.0009
T10 23.5 - 17.5 5.22 7 0.0176 0.0008 T11 17.5 - 10 3.41 7 0.0119 0.0006 T12 10 - 0 1.16 7 0.0067 0.0004
Critical Deflections and Radius of Curvature - Service Wind
Elevation
m
Appurtenance Gov. Load
Comb.
Deflection
mm
Tilt °
Twist °
Radius of Curvature
m 60.000 ANTENA PANEL UHF 0.48x0.983 7 50.61 0.1271 0.0005 128456 58.000 ANTENA VHF BAND III 4 DIPO
AT13-240 7 46.15 0.1264 0.0005 97884
56.600 ANTENA VHF BAND III 4 DIPO AT13-240
7 43.04 0.1254 0.0005 57579
55.200 ANTENA VHF BAND III 4 DIPO AT13-240
7 39.97 0.1240 0.0006 40537
50.000 ANTENA HARRIS DELTAWIND 7 29.19 0.1078 0.0007 12401 48.500 ANTENA HARRIS DELTAWIND 7 26.40 0.0978 0.0008 8633 47.000 ANTENA HARRIS DELTAWIND 7 23.87 0.0871 0.0008 6570 43.000 ANTENA PANEL FM KATHREIN 7 18.54 0.0665 0.0008 38744 42.150 ANTENA PANEL FM KATHREIN 7 17.50 0.0635 0.0009 19041 41.300 ANTENA PANEL FM KATHREIN 7 16.50 0.0606 0.0009 12418 40.700 ANTENA PANEL FM KATHREIN 7 15.83 0.0586 0.0009 9970 39.850 ANTENA PANEL FM KATHREIN 7 14.94 0.0555 0.0009 7960 39.000 ANTENA PANEL FM KATHREIN 7 14.15 0.0521 0.0009 7982 28.000 8 FT DISH 7 6.95 0.0225 0.0009 29705 24.000 8 FT DISH 7 5.39 0.0180 0.0008 46533 20.500 Andrew 2' w/Radome 7 4.30 0.0147 0.0007 285985
Maximum Tower Deflections - Design Wind
Section No.
Elevation
m
Horz. Deflection
mm
Gov. Load
Comb.
Tilt °
Twist °
T1 60 - 54.4 201.65 3 0.5052 0.0019 T2 54.4 - 50.2 152.50 3 0.4882 0.0022 T3 50.2 - 46 118.01 3 0.4335 0.0027 T4 46 - 44 89.35 3 0.3205 0.0031 T5 44 - 39 79.03 3 0.2804 0.0032
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 28 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Horz. Deflection
mm
Gov. Load
Comb.
Tilt °
Twist °
T6 39 - 37 56.59 3 0.2073 0.0034 T7 37 - 33.5 50.39 3 0.1736 0.0035 T8 33.5 - 29.5 40.14 3 0.1428 0.0036 T9 29.5 - 23.5 30.70 3 0.1017 0.0036
T10 23.5 - 17.5 20.91 3 0.0707 0.0029 T11 17.5 - 10 13.65 3 0.0478 0.0022 T12 10 - 0 4.64 3 0.0270 0.0013
Critical Deflections and Radius of Curvature - Design Wind
Elevation
m
Appurtenance Gov. Load
Comb.
Deflection
mm
Tilt °
Twist °
Radius of Curvature
m 60.000 ANTENA PANEL UHF 0.48x0.983 3 201.65 0.5052 0.0019 33002 58.000 ANTENA VHF BAND III 4 DIPO
AT13-240 3 183.91 0.5021 0.0020 25147
56.600 ANTENA VHF BAND III 4 DIPO AT13-240
3 171.58 0.4985 0.0020 14793
55.200 ANTENA VHF BAND III 4 DIPO AT13-240
3 159.39 0.4928 0.0021 10411
50.000 ANTENA HARRIS DELTAWIND 3 116.47 0.4290 0.0027 3132 48.500 ANTENA HARRIS DELTAWIND 3 105.38 0.3894 0.0029 2174 47.000 ANTENA HARRIS DELTAWIND 3 95.32 0.3467 0.0031 1652 43.000 ANTENA PANEL FM KATHREIN 3 74.08 0.2648 0.0033 9723 42.150 ANTENA PANEL FM KATHREIN 3 69.95 0.2529 0.0033 4793 41.300 ANTENA PANEL FM KATHREIN 3 65.97 0.2413 0.0033 3129 40.700 ANTENA PANEL FM KATHREIN 3 63.30 0.2331 0.0034 2513 39.850 ANTENA PANEL FM KATHREIN 3 59.76 0.2209 0.0034 2007 39.000 ANTENA PANEL FM KATHREIN 3 56.59 0.2073 0.0034 2013 28.000 8 FT DISH 3 27.84 0.0902 0.0035 7468 24.000 8 FT DISH 3 21.58 0.0724 0.0030 11569 20.500 Andrew 2' w/Radome 3 17.22 0.0592 0.0026 74249
Bolt Design Data
Section No.
Elevation
m
Component Type
Bolt Grade
Bolt Size
mm
NumberOf
Bolts
MaximumLoad per
Bolt kg
AllowableLoad
kg
Ratio Load
Allowable
Allowable Ratio
Criteria
T1 60 Leg A325N 16 8 49.27 5528.16 0.009 1.333 Bearing
Diagonal A325N 16 2 181.53 2922.37 0.062 1.333 Bolt Shear
Top Girt A325N 16 2 11.99 2922.37 0.004 1.333 Bolt Shear
T2 54.4 Leg A325N 16 8 607.86 5528.16 0.110 1.333 Bearing
Diagonal A325N 16 2 274.21 2922.37 0.094 1.333 Bolt Shear
Top Girt A325N 16 2 77.33 2922.37 0.026 1.333 Bolt Shear
T3 50.2 Leg A325N 16 8 1374.06 5528.16 0.249 1.333 Bearing
Diagonal A325N 16 2 454.05 2922.37 0.155 1.333 Bolt Shear
Top Girt A325N 16 2 196.50 2922.37 0.067 1.333 Bolt Shear
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 29 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Component Type
Bolt Grade
Bolt Size
mm
NumberOf
Bolts
MaximumLoad per
Bolt kg
AllowableLoad
kg
Ratio Load
Allowable
Allowable Ratio
Criteria
T4 46 Leg A325N 19 12 1148.70 6633.79 0.173 1.333 Bearing
Diagonal A325N 16 2 1003.90 2922.37 0.344 1.333 Bolt Shear
Horizontal A307 16 2 18.54 1391.60 0.013 1.333 Bolt Shear
Top Girt A325N 16 2 39.96 2922.37 0.014 1.333 Bolt Shear
T5 44 Leg A325N 19 12 1622.67 6633.79 0.245 1.333 Bearing
Diagonal A325N 16 2 727.24 2922.37 0.249 1.333 Bolt Shear
Horizontal A307 16 2 43.07 1391.60 0.031 1.333 Bolt Shear
Top Girt A325N 16 2 930.57 2922.37 0.318 1.333 Bolt Shear
T6 39 Leg A325N 19 12 1898.60 8292.26 0.229 1.333 Bearing
Diagonal A325N 16 2 1249.81 2922.37 0.428 1.333 Bolt Shear
Horizontal A307 16 2 43.33 1391.60 0.031 1.333 Bolt Shear
Top Girt A325N 16 2 743.73 2922.37 0.254 1.333 Bolt Shear
T7 37 Leg A325N 19 12 2154.87 8292.26 0.260 1.333 Bearing
Diagonal A325N 16 2 897.00 2922.37 0.307 1.333 Bolt Shear
Horizontal A307 16 2 39.74 1391.60 0.029 1.333 Bolt Shear
Top Girt A325N 16 2 1399.19 2922.37 0.479 1.333 Bolt Shear
T8 33.5 Leg A325N 19 12 2467.99 8292.26 0.298 1.333 Bearing
Diagonal A325N 16 3 805.27 2922.37 0.276 1.333 Bolt Shear
Horizontal A307 16 2 43.59 1391.60 0.031 1.333 Bolt Shear
T9 29.5 Leg A325N 19 16 2430.60 8416.41 0.289 1.333 Bolt DS
Diagonal A325N 16 2 570.61 2922.37 0.195 1.333 Bolt Shear
Horizontal A307 16 2 85.12 1391.60 0.061 1.333 Bolt Shear
Top Girt A325N 16 2 158.30 2922.37 0.054 1.333 Bolt Shear
T10 23.5 Leg A325N 19 16 2895.42 8416.41 0.344 1.333 Bolt DS
Diagonal A325N 16 2 712.17 2922.37 0.244 1.333 Bolt Shear
Horizontal A307 16 2 52.26 1391.60 0.038 1.333 Bolt Shear
T11 17.5 Leg A325N 19 12 3863.59 8416.41 0.459 1.333 Bolt DS
Diagonal A325N 16 2 2693.32 2922.37 0.922 1.333 Bolt Shear
Top Girt A325N 16 2 723.29 2922.37 0.248 1.333 Bolt Shear
T12 10 Leg A325N 19 12 4035.62 8416.41 0.479 1.333 Bolt DS
Diagonal A325N 16 2 2821.15 2922.37 0.965 1.333 Bolt Shear
Top Girt A325N 16 2 112.10 2922.37 0.038 1.333 Bolt Shear
Compression Checks
Leg Design Data (Compression)
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 30 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T1 60 - 54.4 L64x64x6 5.600 1.400 112.3 K=1.00
82 768 -1725.81 6396.43 0.270
T2 54.4 - 50.2 L64x64x6 4.200 1.400 112.3 K=1.00
82 768 -4470.25 6396.43 0.699
T3 50.2 - 46 L64x64x6 4.200 1.400 112.3 K=1.00
82 768 -8473.61 6396.43 1.325
T4 46 - 44 L76x76x6 2.080 1.040 69.2 K=1.00
145 929 -6902.36 13775.29 0.501
T5 44 - 39 L102x102x6 5.000 1.250 61.9 K=1.00
135 1252 -11342.22 17186.21 0.660
T6 39 - 37 L102x102x8 2.204 1.102 54.9 K=1.00
163 1548 -11396.60 25666.21 0.444
T7 37 - 33.5 L102x102x8 3.500 0.875 43.6 K=1.00
175 1548 -12998.01 27568.13 0.471
T8 33.5 - 29.5 L102x102x8 4.000 1.000 49.8 K=1.00
168 1548 -14979.94 26547.18 0.564
T9 29.5 - 23.5 2L102x102x9.5 6.050 1.512 75.6 K=1.00
137 3690 -19630.98 51592.97 0.380
T10 23.5 - 17.5 2L102x102x9.5 6.050 1.512 75.6 K=1.00
137 3690 -23395.44 51592.97 0.453
T11 17.5 - 10 2L102x102x9.5 7.562 1.512 56.7 K=0.75
160 3690 -23950.27 60394.93 0.397
T12 10 - 0 2L102x102x9.5 10.083 2.017 75.6 K=0.75
137 3690 -24716.16 51592.97 0.479
Diagonal Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T1 60 - 54.4 L51x51x4.8 1.931 0.919 91.9 K=1.00
114 461 -363.05 5361.74 0.068
T2 54.4 - 50.2 L51x51x4.8 1.931 0.919 91.9 K=1.00
114 461 -548.43 5361.74 0.102
T3 50.2 - 46 L51x51x4.8 1.931 0.919 91.9 K=1.00
114 461 -908.09 5361.74 0.169
T4 46 - 44 L76x76x6.4 1.478 1.427 94.9 K=1.00
109 929 -2007.79 10364.68 0.194
T5 44 - 39 L64x64x4.8 1.645 1.567 124.7 K=1.00
66 582 -1454.47 3931.86 0.370
T6 39 - 37 L76x76x6.4 2.021 1.962 130.5 K=1.00
60 929 -2499.63 5728.28 0.436
T7 37 - 33.5 L76x76x6.4 2.457 2.385 101.0 K=1.00
100 929 -1696.52 9459.85 0.179
T8 33.5 - 29.5 L76x76x6.4 2.641 1.321 87.8 K=1.00
120 929 -2415.82 11366.94 0.213
T9 29.5 - 23.5 L76x76x6.4 3.773 1.886 125.4 K=1.00
65 929 -1141.22 6198.16 0.184
T10 23.5 - 17.5 L76x76x6.4 4.125 2.062 137.1 K=1.00
55 929 -1424.34 5185.65 0.275
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 31 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 17.5 - 10 L102x102x6.4 8.041 1.608 50.7 K=1.00
144 1252 -5386.64 18390.36 0.293
T12 10 - 0 L76x76x6.4 10.967 2.193 92.9 K=1.00
113 929 -5642.28 10657.88 0.529
Horizontal Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T4 46 - 44 L51x51x4.8 1.735 0.829 82.9 K=1.00
127 461 -37.09 5977.53 0.006
T5 44 - 39 L51x51x4.8 2.140 2.038 130.1 K=1.00
61 461 -86.15 2862.74 0.030
T6 39 - 37 L51x51x6.4 2.795 2.693 174.1 K=1.00
34 605 -86.65 2095.66 0.041
T7 37 - 33.5 L51x51x4.8 3.450 3.348 213.7 K=1.00
23 461 -79.49 1060.93 0.075
T8 33.5 - 29.5 L51x51x4.8 3.450 1.674 167.3 K=1.00
37 461 -87.18 1730.49 0.050
T9 29.5 - 23.5 L76x76x6.4 3.996 1.947 129.5 K=1.00
61 929 -170.24 5816.14 0.029
T10 23.5 - 17.5 L76x76x6.4 5.088 2.493 165.8 K=1.00
37 929 -104.52 3547.30 0.029
Top Girt Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T1 60 - 54.4 L51x51x4.8 1.330 1.266 126.6 K=1.00
64 461 -23.97 3023.93 0.008
T2 54.4 - 50.2 L51x51x4.8 1.330 1.266 126.6 K=1.00
64 461 -128.28 3023.93 0.042
T3 50.2 - 46 L51x51x4.8 1.330 1.266 126.6 K=1.00
64 461 -356.48 3023.93 0.118
T4 46 - 44 L51x51x4.8 1.330 1.266 80.8 K=1.00
130 461 -79.92 6113.16 0.013
T5 44 - 39 L51x51x4.8 2.140 2.064 131.7 K=1.00
59 461 -1572.18 2792.71 0.563
T6 39 - 37 L51x51x6.4 2.140 2.038 131.8 K=1.00
59 605 -1487.47 3658.84 0.407
T7 37 - 33.5 L102x102x6.4 3.450 3.348 105.5 K=1.00
90 1252 -2140.77 11432.30 0.187
T9 29.5 - 23.5 L64x64x4.8 3.450 3.348 169.4 K=1.00
36 582 -316.60 2128.02 0.149
T11 17.5 - 10 L76x76x6.4 5.635 5.533 234.2 19 929 -1183.67 1777.83 0.666
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 32 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
K=1.00 KL/R > 200 (C) - 497
T12 10 - 0 L102x102x6.4 7.000 3.449 108.6 K=1.00
86 1252 -224.20 10942.15 0.020
Redundant Horizontal (1) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T7 37 - 33.5 L38x38x3.2 0.863 0.812 107.9 K=1.00
88 232 -194.97 2091.12 0.093
T8 33.5 - 29.5 L38x38x3.2 0.863 0.812 107.9 K=1.00
88 232 -224.70 2091.12 0.107
T9 29.5 - 23.5 L38x38x3.2 0.999 0.948 126.0 K=1.00
65 232 -295.67 1532.27 0.193
T10 23.5 - 17.5 L38x38x3.2 1.272 1.221 162.3 K=1.00
39 232 -352.37 923.67 0.381
T11 17.5 - 10 L64x64x4.8 0.700 0.649 51.6 K=1.00
166 582 -360.73 9848.17 0.037
T12 10 - 0 L64x64x4.8 0.700 0.649 51.6 K=1.00
166 582 -372.26 9848.17 0.038
Redundant Horizontal (2) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 17.5 - 10 L64x64x4.8 1.400 1.349 107.3 K=1.00
89 582 -360.73 5305.76 0.068
T12 10 - 0 L64x64x4.8 1.400 1.349 107.3 K=1.00
89 582 -372.26 5305.76 0.070
Redundant Horizontal (3) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 17.5 - 10 L64x64x4.8 2.100 2.049 163.0 K=1.00
39 582 -360.73 2300.03 0.157
T12 10 - 0 L64x64x4.8 2.100 2.049 163.0 K=1.00
39 582 -372.26 2300.03 0.162
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 33 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Redundant Horizontal (4) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 17.5 - 10 L64x64x4.8 2.800 2.749 218.7 K=1.00
22 582 -360.73 1277.87 0.282
T12 10 - 0 L64x64x4.8 2.800 2.749 218.7 K=1.00
22 582 -372.26 1277.87 0.291
Redundant Diagonal (1) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T7 37 - 33.5 L38x38x3.2 1.229 1.156 153.7 K=1.00
44 232 -138.87 1030.52 0.135
T8 33.5 - 29.5 L51x51x3.2 1.321 1.243 123.1 K=1.00
68 312 -172.02 2165.90 0.079
T9 29.5 - 23.5 L51x51x3.2 1.886 1.785 176.8 K=1.00
33 312 -279.13 1049.53 0.266
T10 23.5 - 17.5 L51x51x3.2 2.062 1.978 195.9 K=1.00
27 312 -285.62 854.61 0.334
T11 17.5 - 10 L64x64x4.8 1.723 1.620 128.8 K=1.00
62 582 -443.93 3681.76 0.121
T12 10 - 0 L64x64x4.8 2.074 1.882 149.7 K=1.00
46 582 -551.48 2726.63 0.202
Redundant Diagonal (2) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 17.5 - 10 L64x64x4.8 2.152 2.081 165.5 K=1.00
38 582 -277.20 2230.71 0.124
T12 10 - 0 L64x64x4.8 2.349 2.252 179.1 K=1.00
32 582 -312.27 1904.69 0.164
Redundant Diagonal (3) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 17.5 - 10 L64x64x4.8 2.696 2.635 209.6 K=1.00
23 582 -231.59 1390.72 0.167
T12 10 - 0 L64x64x4.8 2.777 2.704 215.0 22 582 -246.14 1321.18 0.186
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 34 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
K=1.00
Redundant Diagonal (4) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 17.5 - 10 L64x64x4.8 3.300 3.243 258.0 K=1.00
15 582 -219.39 918.20 0.239
KL/R > 250 (C) - 538 T12 10 - 0 L64x64x4.8 3.300 3.236 257.3
K=1.00 16 582 -219.34 922.53 0.238
KL/R > 250 (C) - 653
Redundant Hip (1) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T8 33.5 - 29.5 L44x44x3.2 1.220 1.220 138.5 K=1.00
54 272 -17.64 1490.45 0.012
T9 29.5 - 23.5 L44x44x3.2 1.413 1.413 160.4 K=1.00
40 272 -10.94 1110.89 0.010
T10 23.5 - 17.5 L44x44x3.2 1.799 1.799 204.2 K=1.00
25 272 -9.23 685.15 0.013
T11 17.5 - 10 L51x51x4.8 0.990 0.990 98.9 K=1.00
103 461 -53.92 4850.22 0.011
T12 10 - 0 L64x64x4.8 0.990 0.990 78.7 K=1.00
133 582 -33.24 7876.09 0.004
Redundant Hip (2) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 17.5 - 10 L51x51x4.8 1.980 1.980 197.8 K=1.00
26 461 -23.16 1237.36 0.019
T12 10 - 0 L64x64x4.8 1.980 1.980 157.5 K=1.00
42 582 -24.17 2463.86 0.010
Redundant Hip (3) Design Data (Compression)
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 35 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 17.5 - 10 L51x51x4.8 2.970 2.970 296.8 K=1.00
12 461 -8.99 549.94 0.016
KL/R > 250 (C) - 596 T12 10 - 0 L64x64x4.8 2.970 2.970 236.2
K=1.00 18 582 -24.44 1095.04 0.022
Redundant Hip (4) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 17.5 - 10 L51x51x4.8 3.960 3.960 395.7 K=1.00
7 461 -6.16 309.34 0.020
KL/R > 250 (C) - 598 T12 10 - 0 L64x64x4.8 3.960 3.960 314.9
K=1.00 10 582 -16.65 615.96 0.027
KL/R > 250 (C) - 719
Redundant Hip Diagonal Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 17.5 - 10 L64x64x4.8 2.132 2.132 169.6 K=1.00
36 582 -82.24 2124.51 0.039
T12 10 - 0 L76x76x6.4 4.071 4.071 270.7 K=1.00
14 929 -28.22 1330.88 0.021
KL/R > 250 (C) - 686
Inner Bracing Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T3 50.2 - 46 L51x51x3.2 1.881 1.817 180.0 K=1.00
32 312 -7.56 1012.82 0.007
T4 46 - 44 L51x51x3.2 1.227 1.163 115.2 K=1.00
78 312 -21.91 2470.17 0.009
T8 33.5 - 29.5 L51x51x6.4 2.440 2.440 245.6 K=1.00
17 605 -18.70 1053.01 0.018
T9 29.5 - 23.5 L51x51x4.8 4.879 4.777 477.4 K=1.00
5 461 -30.51 212.52 0.144*
KL/R > 250 (C) - 352 T10 23.5 - 17.5 L51x51x4.8 3.598 3.598 359.5
K=1.00 8 461 -10.34 374.66 0.028
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 36 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
KL/R > 250 (C) - 459 T11 17.5 - 10 L51x51x4.8 7.969 7.867 786.1
K=1.00 2 461 -25.11 78.37 0.320
* DL controls
Tension Checks
Leg Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T1 60 - 54.4 L64x64x6 5.600 1.400 71.7 224 526 1421.86 12014.53 0.118
T2 54.4 - 50.2 L64x64x6 4.200 1.400 71.7 224 526 4018.91 12014.53 0.335
T3 50.2 - 46 L64x64x6 4.200 1.400 71.7 224 526 7778.93 12014.53 0.647
T4 46 - 44 L76x76x6 2.080 1.040 44.0 224 647 6321.31 14778.63 0.428
T5 44 - 39 L102x102x6 5.000 1.250 39.4 224 969 9928.69 22149.51 0.448
T6 39 - 37 L102x102x8 2.204 1.102 35.0 224 1196 9777.50 27318.33 0.358
T7 37 - 33.5 L102x102x8 3.500 0.875 27.8 224 1196 10719.52 27318.33 0.392
T8 33.5 - 29.5 L102x102x8 4.000 1.000 31.8 224 1196 12749.67 27318.33 0.467
T9 29.5 - 23.5 2L102x102x9.5 6.050 1.512 48.4 224 3267 16542.34 74648.62 0.222
T10 23.5 - 17.5 2L102x102x9.5 6.050 1.512 48.4 224 3267 19148.09 74648.62 0.257
T11 17.5 - 10 2L102x102x9.5 7.562 1.512 48.4 224 3267 19740.12 74648.62 0.264
T12 10 - 0 2L102x102x9.5 10.083 2.017 64.5 224 3267 19436.03 74648.62 0.260
Diagonal Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T1 60 - 54.4 L51x51x4.8 1.931 0.919 58.7 224 278 351.91 6350.48 0.055
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 37 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T2 54.4 - 50.2 L51x51x4.8 1.931 0.919 58.7 224 278 510.26 6350.48 0.080
T3 50.2 - 46 L51x51x4.8 1.931 0.919 58.7 224 278 853.09 6350.48 0.134
T4 46 - 44 L76x76x6.4 1.218 1.166 49.4 224 606 1768.03 13848.04 0.128
T5 44 - 39 L64x64x4.8 1.645 1.567 79.3 224 368 1348.32 8418.00 0.160
T6 39 - 37 L76x76x6.4 1.501 1.442 61.1 224 606 2272.74 13848.04 0.164
T7 37 - 33.5 L76x76x6.4 2.457 2.385 101.0 224 606 1793.99 13848.04 0.130
T8 33.5 - 29.5 L76x76x6.4 2.641 1.321 55.9 224 606 2183.51 13848.04 0.158
T9 29.5 - 23.5 L76x76x6.4 3.773 1.886 79.9 224 606 1000.90 13848.04 0.072
T10 23.5 - 17.5 L76x76x6.4 3.773 1.886 79.9 224 606 1334.66 13848.04 0.096
T11 17.5 - 10 L102x102x6.4 8.041 1.608 50.7 224 848 4303.05 19376.20 0.222
T12 10 - 0 L76x76x6.4 10.967 2.193 92.9 224 606 4336.61 13848.04 0.313
Horizontal Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T4 46 - 44 L51x51x4.8 1.735 0.829 52.9 224 278 28.66 6350.48 0.005
T5 44 - 39 L51x51x4.8 2.140 2.038 130.1 224 278 79.06 6350.48 0.012
T6 39 - 37 L51x51x6.4 2.795 2.693 174.1 224 363 52.14 8297.75 0.006
T7 37 - 33.5 L51x51x4.8 3.450 3.348 213.7 224 278 72.27 6350.48 0.011
T8 33.5 - 29.5 L51x51x4.8 3.450 1.674 106.8 224 278 73.49 6350.48 0.012
T9 29.5 - 23.5 L76x76x6.4 3.996 1.947 82.4 224 606 127.19 13848.04 0.009
T10 23.5 - 17.5 L76x76x6.4 5.088 2.493 105.6 224 606 54.78 13848.04 0.004
Top Girt Design Data (Tension)
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 38 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T1 60 - 54.4 L51x51x4.8 1.330 1.266 80.8 224 278 14.56 6350.48 0.002
T2 54.4 - 50.2 L51x51x4.8 1.330 1.266 80.8 224 278 154.67 6350.48 0.024
T3 50.2 - 46 L51x51x4.8 1.330 1.266 80.8 224 278 392.99 6350.48 0.062
T4 46 - 44 L51x51x4.8 1.330 1.266 80.8 224 278 67.03 6350.48 0.011
T5 44 - 39 L51x51x4.8 2.140 2.064 131.7 224 278 1861.15 6350.48 0.293
T6 39 - 37 L51x51x6.4 2.140 2.038 131.8 224 363 1145.35 8297.75 0.138
T7 37 - 33.5 L102x102x6.4 3.450 3.348 105.5 224 848 2798.37 19376.20 0.144
T9 29.5 - 23.5 L64x64x4.8 3.450 3.348 169.4 224 368 225.60 8418.00 0.027
T11 17.5 - 10 L76x76x6.4 5.635 5.533 234.2 224 606 1446.58 13848.04 0.104
T12 10 - 0 L102x102x6.4 7.000 3.449 108.6 224 848 51.50 19376.20 0.003
Redundant Horizontal (1) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T7 37 - 33.5 L38x38x3.2 0.863 0.812 68.7 207 232 194.97 4890.32 0.040
T8 33.5 - 29.5 L38x38x3.2 0.863 0.812 68.7 207 232 224.70 4890.32 0.046
T9 29.5 - 23.5 L38x38x3.2 0.999 0.948 80.3 207 232 295.67 4890.32 0.060
T10 23.5 - 17.5 L38x38x3.2 1.272 1.221 103.4 207 232 352.37 4890.32 0.072
T11 17.5 - 10 L64x64x4.8 0.700 0.649 32.9 207 582 360.73 12274.21 0.029
T12 10 - 0 L64x64x4.8 0.700 0.649 32.9 207 582 372.26 12274.21 0.030
Redundant Horizontal (2) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 17.5 - 10 L64x64x4.8 1.400 1.349 68.3 207 582 360.73 12274.21 0.029
T12 10 - 0 L64x64x4.8 1.400 1.349 68.3 207 582 372.26 12274.21 0.030
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 39 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
Redundant Horizontal (3) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 17.5 - 10 L64x64x4.8 2.100 2.049 103.7 207 582 360.73 12274.21 0.029
T12 10 - 0 L64x64x4.8 2.100 2.049 103.7 207 582 372.26 12274.21 0.030
Redundant Horizontal (4) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 17.5 - 10 L64x64x4.8 2.800 2.749 139.1 207 582 360.73 12274.21 0.029
T12 10 - 0 L64x64x4.8 2.800 2.749 139.1 207 582 372.26 12274.21 0.030
Redundant Diagonal (1) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T7 37 - 33.5 L38x38x3.2 1.229 1.156 97.9 207 232 138.87 4890.32 0.028
T8 33.5 - 29.5 L51x51x3.2 1.321 1.243 78.1 207 312 172.02 6591.29 0.026
T9 29.5 - 23.5 L51x51x3.2 1.886 1.785 112.2 207 312 279.13 6591.29 0.042
T10 23.5 - 17.5 L51x51x3.2 2.062 1.978 124.4 207 312 285.62 6591.29 0.043
T11 17.5 - 10 L64x64x4.8 1.723 1.620 82.0 207 582 443.93 12274.21 0.036
T12 10 - 0 L64x64x4.8 2.074 1.882 95.2 207 582 551.48 12274.21 0.045
Redundant Diagonal (2) Design Data (Tension)
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 40 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section
No. Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 17.5 - 10 L64x64x4.8 2.152 2.081 105.3 207 582 277.20 12274.21 0.023
T12 10 - 0 L64x64x4.8 2.349 2.252 114.0 207 582 312.27 12274.21 0.025
Redundant Diagonal (3) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 17.5 - 10 L64x64x4.8 2.696 2.635 133.4 207 582 231.59 12274.21 0.019
T12 10 - 0 L64x64x4.8 2.777 2.704 136.8 207 582 246.14 12274.21 0.020
Redundant Diagonal (4) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 17.5 - 10 L64x64x4.8 3.300 3.243 164.1 207 582 219.39 12274.21 0.018
T12 10 - 0 L64x64x4.8 3.300 3.236 163.7 207 582 219.34 12274.21 0.018
Redundant Hip (1) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T8 33.5 - 29.5 L44x44x3.2 1.220 1.220 88.0 207 272 21.67 5740.80 0.004
T9 29.5 - 23.5 L44x44x3.2 1.413 1.413 101.9 207 272 6.38 5740.80 0.001
T10 23.5 - 17.5 L44x44x3.2 1.799 1.799 129.8 207 272 4.75 5740.80 0.001
T11 17.5 - 10 L51x51x4.8 0.990 0.990 63.2 207 461 53.61 9729.56 0.006
T12 10 - 0 L64x64x4.8 0.990 0.990 50.1 207 582 11.32 12274.21 0.001
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 41 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Redundant Hip (2) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 17.5 - 10 L51x51x4.8 1.980 1.980 126.3 207 461 17.93 9729.56 0.002
T12 10 - 0 L64x64x4.8 1.980 1.980 100.2 207 582 8.59 12274.21 0.001
Redundant Hip (3) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 17.5 - 10 L51x51x4.8 2.970 2.970 189.5 207 461 4.97 9729.56 0.001
T12 10 - 0 L64x64x4.8 2.970 2.970 150.3 207 582 12.65 12274.21 0.001
Redundant Hip (4) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T12 10 - 0 L64x64x4.8 3.960 3.960 200.4 207 582 1.32 12274.21 0.000
Redundant Hip Diagonal Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 17.5 - 10 L64x64x4.8 2.132 2.132 107.9 207 582 65.53 12274.21 0.005
T12 10 - 0 L76x76x6.4 2.602 2.602 110.2 207 929 58.47 19595.20 0.003
Inner Bracing Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T3 50.2 - 46 L51x51x3.2 1.881 1.817 114.3 207 312 12.51 6591.29 0.002*
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 42 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T4 46 - 44 L51x51x3.2 1.227 1.163 73.1 207 312 12.05 6591.29 0.002
T8 33.5 - 29.5 L51x51x6.4 2.440 2.440 157.7 207 605 33.43 12764.09 0.003
T9 29.5 - 23.5 L51x51x4.8 4.879 4.777 304.8 207 461 6.72 9729.56 0.001
T10 23.5 - 17.5 L51x51x4.8 3.598 3.598 229.6 207 461 2.22 9729.56 0.000
T11 17.5 - 10 L51x51x4.8 7.969 7.867 502.0 207 461 66.29 9729.56 0.007*
L/R > 500 (T) - 496
* DL controls
Section Capacity Table Section
No. Elevation
m Component
Type Size Critical
Element P kg
SF*Pallow kg
% Capacity
Pass Fail
T1 60 - 54.4 Leg L64x64x6 3 -1725.81 8526.43 20.2 Pass Diagonal L51x51x4.8 13 -363.05 7147.19 5.1 Pass Top Girt L51x51x4.8 6 -23.97 4030.90 0.6 Pass
T2 54.4 - 50.2 Leg L64x64x6 43 -4470.25 8526.43 52.4 Pass Diagonal L51x51x4.8 53 -548.43 7147.19 7.7 Pass Top Girt L51x51x4.8 48 -128.28 4030.90 3.2 Pass
T3 50.2 - 46 Leg L64x64x6 75 -8473.61 8526.43 99.4 Pass Diagonal L51x51x4.8 87 -908.09 7147.19 12.7 Pass Top Girt L51x51x4.8 82 -356.48 4030.90 8.8 Pass Inner Bracing L51x51x3.2 77 -7.56 1350.09 0.6 Pass
T4 46 - 44 Leg L76x76x6 109 -6902.36 18362.46 37.6 Pass Diagonal L76x76x6.4 121 -2007.79 13816.12 14.5
25.8 (b) Pass
Horizontal L51x51x4.8 117 -37.09 7968.05 0.5 1.0 (b)
Pass
Top Girt L51x51x4.8 116 -79.92 8148.84 1.0 1.0 (b)
Pass
Inner Bracing L51x51x3.2 131 -21.91 3292.74 0.7 Pass T5 44 - 39 Leg L102x102x6 144 -11342.22 22909.22 49.5 Pass
Diagonal L64x64x4.8 157 -1454.47 5241.17 27.8 Pass Horizontal L51x51x4.8 179 -86.15 3816.03 2.3
2.3 (b) Pass
Top Girt L51x51x4.8 149 -1572.18 3722.68 42.2 Pass T6 39 - 37 Leg L102x102x8 192 -11396.60 34213.06 33.3 Pass
Diagonal L76x76x6.4 206 -2499.63 7635.80 32.7 Pass Horizontal L51x51x6.4 198 -86.65 2793.51 3.1 Pass Top Girt L51x51x6.4 195 -1487.47 4877.23 30.5 Pass
T7 37 - 33.5 Leg L102x102x8 220 -12998.01 36748.31 35.4 Pass Diagonal L76x76x6.4 230 -1696.52 12609.98 13.5
23.0 (b) Pass
Horizontal L51x51x4.8 247 -79.49 1414.22 5.6 Pass Top Girt L102x102x6.4 225 -2140.77 15239.26 14.0
35.9 (b) Pass
Redund Horz 1 Bracing
L38x38x3.2 238 -194.97 2787.46 7.0 Pass
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 43 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Size CriticalElement
P kg
SF*Pallow kg
% Capacity
Pass Fail
Redund Diag 1 Bracing
L38x38x3.2 265 -138.87 1373.68 10.1 Pass
T8 33.5 - 29.5 Leg L102x102x8 280 -14979.94 35387.39 42.3 Pass Diagonal L76x76x6.4 298 -2415.82 15152.13 15.9
20.7 (b) Pass
Horizontal L51x51x4.8 305 -87.18 2306.74 3.8 Pass Redund Horz 1
Bracing L38x38x3.2 294 -224.70 2787.46 8.1 Pass
Redund Diag 1 Bracing
L51x51x3.2 295 -172.02 2887.15 6.0 Pass
Redund Hip 1 Bracing
L44x44x3.2 346 -17.64 1986.76 0.9 Pass
Inner Bracing L51x51x6.4 314 -18.70 1403.66 1.3 Pass T9 29.5 - 23.5 Leg 2L102x102x9.5 349 -19630.98 68773.43 28.5 Pass
Diagonal L76x76x6.4 368 -1141.22 8262.15 13.8 14.6 (b)
Pass
Horizontal L76x76x6.4 364 -170.24 7752.92 2.2 4.6 (b)
Pass
Top Girt L64x64x4.8 354 -316.60 2836.65 11.2 Pass Redund Horz 1
Bracing L38x38x3.2 374 -295.67 2042.52 14.5 Pass
Redund Diag 1 Bracing
L51x51x3.2 405 -279.13 1399.02 20.0 Pass
Redund Hip 1 Bracing
L44x44x3.2 421 -10.94 1480.81 0.7 Pass
Inner Bracing L51x51x4.8 351 -30.51 212.52 14.4 Pass T10 23.5 - 17.5 Leg 2L102x102x9.5 424 -23395.44 68773.43 34.0 Pass
Diagonal L76x76x6.4 450 -1424.34 6912.47 20.6 Pass Horizontal L76x76x6.4 426 -104.52 4728.55 2.2
2.8 (b) Pass
Redund Horz 1 Bracing
L38x38x3.2 443 -352.37 1231.25 28.6 Pass
Redund Diag 1 Bracing
L51x51x3.2 474 -285.62 1139.20 25.1 Pass
Redund Hip 1 Bracing
L44x44x3.2 490 -9.23 913.30 1.0 Pass
Inner Bracing L51x51x4.8 459 -10.34 499.43 2.1 Pass T11 17.5 - 10 Leg 2L102x102x9.5 493 -23950.27 80506.44 29.7
34.4 (b) Pass
Diagonal L102x102x6.4 521 -5386.64 24514.35 22.0 69.1 (b)
Pass
Top Girt L76x76x6.4 497 -1183.67 2369.85 49.9 Pass Redund Horz 1
Bracing L64x64x4.8 531 -360.73 13127.61 2.7 Pass
Redund Horz 2 Bracing
L64x64x4.8 532 -360.73 7072.58 5.1 Pass
Redund Horz 3 Bracing
L64x64x4.8 534 -360.73 3065.94 11.8 Pass
Redund Horz 4 Bracing
L64x64x4.8 536 -360.73 1703.41 21.2 Pass
Redund Diag 1 Bracing
L64x64x4.8 533 -443.93 4907.79 9.0 Pass
Redund Diag 2 Bracing
L64x64x4.8 535 -277.20 2973.54 9.3 Pass
Redund Diag 3 Bracing
L64x64x4.8 537 -231.59 1853.83 12.5 Pass
Redund Diag 4 Bracing
L64x64x4.8 556 -219.39 1223.96 17.9 Pass
Redund Hip 1 Bracing
L51x51x4.8 593 -53.92 6465.34 0.8 Pass
Redund Hip 2 L51x51x4.8 594 -23.16 1649.41 1.4 Pass
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 44 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Size CriticalElement
P kg
SF*Pallow kg
% Capacity
Pass Fail
Bracing Redund Hip 3
Bracing L51x51x4.8 596 -8.99 733.07 1.2 Pass
Redund Hip 4 Bracing
L51x51x4.8 598 -6.16 412.35 1.5 Pass
Redund Hip Diagonal Bracing
L64x64x4.8 541 -82.24 2831.98 2.9 Pass
Inner Bracing L51x51x4.8 495 -25.11 104.47 24.0 Pass T12 10 - 0 Leg 2L102x102x9.5 616 -24716.16 68773.43 35.9
36.0 (b) Pass
Diagonal L76x76x6.4 645 -5642.28 14206.96 39.7 72.4 (b)
Pass
Top Girt L102x102x6.4 520 -224.20 14585.88 1.5 2.9 (b)
Pass
Redund Horz 1 Bracing
L64x64x4.8 646 -372.26 13127.61 2.8 Pass
Redund Horz 2 Bracing
L64x64x4.8 647 -372.26 7072.58 5.3 Pass
Redund Horz 3 Bracing
L64x64x4.8 649 -372.26 3065.94 12.1 Pass
Redund Horz 4 Bracing
L64x64x4.8 651 -372.26 1703.41 21.9 Pass
Redund Diag 1 Bracing
L64x64x4.8 648 -551.48 3634.59 15.2 Pass
Redund Diag 2 Bracing
L64x64x4.8 650 -312.27 2538.95 12.3 Pass
Redund Diag 3 Bracing
L64x64x4.8 669 -246.14 1761.14 14.0 Pass
Redund Diag 4 Bracing
L64x64x4.8 653 -219.34 1229.73 17.8 Pass
Redund Hip 1 Bracing
L64x64x4.8 714 -33.24 10498.83 0.3 Pass
Redund Hip 2 Bracing
L64x64x4.8 715 -24.17 3284.32 0.7 Pass
Redund Hip 3 Bracing
L64x64x4.8 717 -24.44 1459.69 1.7 Pass
Redund Hip 4 Bracing
L64x64x4.8 719 -16.65 821.08 2.0 Pass
Redund Hip Diagonal Bracing
L76x76x6.4 686 -28.22 1774.06 1.6 Pass
Summary Leg (T3) 99.4 Pass Diagonal
(T12) 72.4 Pass
Horizontal (T7)
5.6 Pass
Top Girt (T11)
49.9 Pass
Redund Horz 1 Bracing (T10)
28.6 Pass
Redund Horz 2 Bracing (T12)
5.3 Pass
Redund Horz 3 Bracing (T12)
12.1 Pass
Redund 21.9 Pass
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
ESTADO ACTUAL
Page 45 of 45
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 M
Date 06:35:38 01/08/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Size CriticalElement
P kg
SF*Pallow kg
% Capacity
Pass Fail
Horz 4 Bracing (T12)
Redund Diag 1 Bracing (T10)
25.1 Pass
Redund Diag 2 Bracing (T12)
12.3 Pass
Redund Diag 3 Bracing (T12)
14.0 Pass
Redund Diag 4 Bracing (T11)
17.9 Pass
Redund Hip 1 Bracing
(T10)
1.0 Pass
Redund Hip 2 Bracing
(T11)
1.4 Pass
Redund Hip 3 Bracing
(T12)
1.7 Pass
Redund Hip 4 Bracing
(T12)
2.0 Pass
Redund Hip Diagonal Bracing (T11)
2.9 Pass
Inner Bracing (T11)
24.0 Pass
Bolt Checks 72.4 Pass RATING = 99.4 Pass
Program Version 5.3.1.0 - 1/16/2009 File:C:/Proyectos 2010/Instatel Evaluaciones Estructural/07 La Popa TCSV 60 m/Risa Tower TCSV 60m ACTUAL/TCSV 60 M LA POPA Actual.eri
CIMENTACION
ESTACION: LA POPA
TORRE CUADRADA DE 60 M SECCION VARIABLE
Enero 26 de 2011
MEMORIA EVALUACION ESTRUCTURAL CIMENTACION
ESTACION: LA POPA
MINICIPIO: CARTAGENA - BOLIVAR SITIO: CERRO LA POPA
TORRE CUADRADA DE 60 M SECCION VARIABLE
CALCULO: ING. JAIME GUTIERREZ C. MATRICULA 25202-45957 CND
Enero 26 de 2011
1.0 INTRODUCCION
1.1 OBJETO
El objeto de este documento es la realización dela evaluacion estructural de la cimentación de la torre metálica cuadrada autosoportada sección variable de 60 metros de altura (Se evalua la cimentación con la pata mas alta que es mas desfavorable y es la altura de la torre). Que funciona de soporte de antenas panel VHF y antena parabolica, según los cálculos realizados para la torre cuadrada, y las reacciones en los nudos de los soportes de la torre, que son las cargas vivas con las cuales se evalua la cimentación, y son anexos a este documento. La torre se localiza en el municipio de CARTAGENA - BOLIVAR. Y esta construida y en zona de ladera, y dadas las condiciones de cargas y de suelo de fundación, una cimentación tipo PILA única de soporte de las cuatro patas de la torre, en concreto reforzado y se chequea que cumpla adecuadamente tanto los requisitos de capacidad portante, como de estabilidad al vuelco y arrancamiento, generado por las cargas horizontales impuestas. Para efectos del adecuado dimensionamiento y verificación de la cimentación se han tenido en cuenta las cargas provenientes de la superestructura; y las recomendaciones y parámetros incluidos en el estudio de suelos realizado para la obra por: SUELOS & CIMIENTOS, que es anexo complementario en este documento.
2.0 CODIGOS Y NORMAS APLICABLES
NSR-98 EIA/TIA 222 F ANDREWS, Bulletin 1015F ACI 318 última edición
3.0 MATERIALES ESTRUCTURALES
Para la construccion de la cimentación se ha tenido en consideración que
se utilizo los siguientes materiales: 1- Concreto la pila y vigas de amarre, con una resistencia a la compresión
a 28 días, f´c = 210 kg/cm2, 3000 psi. 2- Acero de refuerzo Grado 60, con punto de fluencia fy = 4200 kg/cm2,
60.000 psi, para varillas con diámetros 1/2” y superiores.
3- Acero de refuerzo A-37, con punto de fluencia fy = 2400 kg/cm2,
34.200 psi, para varillas con diámetros 1/4” y 3/8” 4- Materiales granulares para relleno de cimentación. En general, debe
obtenerse una compactación mayor o igual al 90% del Proctor Modificado.
4.0 CONCLUSIONES Y RECOMENDACIONES
De los análisis y diseños anteriores pueden extraerse las siguientes conclusiones y recomendaciones:
4.1 PILA
1 – La cimentación tipo Pila, su dado superior tiene la misma dimensión del fuste de la pila por lo tanto sus dimensiones en planta deberán cubren un área para el dado de 1.15 x 1.15 metros en cada dirección principal, y el fuste con un diámetro de 1.15 m y su profundidad deberá ser por lo menos 8.00 metros bajo la cota +0.00 de la superficie de nivelación del terreno.
2 – La altura del dado de base soporte de la torre, sobresale del nivel + 0.00 m del terreno 20 cms
4.3 – Cualquier modificación que se realice, bien sea a los elementos de concreto, o a la configuración de la cimentación (profundidad, área, peso de rellenos, etc.), debe ser notificada al ingeniero calculista, con el objeto de realizar las verificaciones de rigor, y aprobarlas o recomendar.
Realizados los chequeos de la cimentación con las cargas impuestas de la estructura la cimentación no necesita reforzamiento
ANEXOS:
Memorias de Calculo Plano Cimentación
TOWER
FOUNDATIONS
Cliente: RTVC - TELEFONICA TELECOMEstructura: TORRE CUADRADA SECCION VARIABLE DE 60 M
ESTACION BASE: LA POPA ESTADO ACTUALMunicipio: CARTAGENA - BOLIVARSitio: CERRO LA POPA
Diseño: Ing. Jaime Gutierrez C Fecha: Enero 26 de 2011
P
LD V
E Nivel terreno HD Dado
DISEÑO CIMENTACION PILA
LC H K=1- sen φ
Fuste f
HC CP Campana
B
PARAMETROS DEL CAISSONPROFUNDIDAD FRICCION PUNTA
SUELO CL CL
ANGULO DE FRICCION INTERNA DEL SUELO 1° 1° O
K 0,982547 0,982547
TOWER
FOUNDATIONS
Cliente: RTVC - TELEFONICA TELECOMEstructura: TORRE CUADRADA SECCION VARIABLE DE 60 M
ESTACION BASE: LA POPA ESTADO ACTUALMunicipio: CARTAGENA - BOLIVARSitio: CERRO LA POPA
Diseño: Ing. Jaime Gutierrez C Fecha: Enero 26 de 2011
DISEÑO CIMENTACION PILA
PARAMETROS DE DISEÑO
ESFUERZO ADMISIBLE DEL TERRENO Qadm 2,72 kPa
COHESION Cu 1,5 kPa
PESO UNITARIO DEL CONCRETO γc 24 kN/m³
PESO UNITARIO DEL SUELO γs 16 kN/m³
ESFUERZO DE FLUENCIA DEL ACERO Fy 420 Mpa
RESISTENCIA DEL CONCRETO f`c 21 Mpa
MODULO DE ELASTICIDAD DEL CONCRETO Ec 18500 Mpa
CARGAS DE TRABAJO
HIPOTESIS 1 2
ARRANQUE 0,00 346,93 kN
COMPRESION 260,81 0,00 kN
CARGA LONGITUDINAL 40,91 52,56 kN
CARGA TRANSVERSAL 40,75 52,91 kN
MOMENTO LONGITUDINAL 0,00 0,00 kN.m
MOMENTO TRANSVERSAL 0,00 0,00 kN.m
VIGAS DE ENLACE N
MOMENTO FINAL LONGITUDINAL Y TRANSVERSAL 3970,54 3970,54 kN.m
CARGAS DE DISEÑO
HIPOTESIS 1 2
ARRANQUE 0,00 485,702 kN
COMPRESION 365,13 0,000 kN
CARGA LONGITUDINAL 61,37 73,584 kN
CARGA TRANSVERSAL 57,05 79,365 kN
MOMENTO LONGITUDINAL 0,00 0,000 kN.m
MOMENTO TRANSVERSAL 0,00 0,000 kN.m
MOMENTO FINAL LONGITUDINAL Y TRANSVERSAL 0,00 0,00 kN.m
TOWER
FOUNDATIONS
Cliente: RTVC - TELEFONICA TELECOMEstructura: TORRE CUADRADA SECCION VARIABLE DE 60 M
ESTACION BASE: LA POPA ESTADO ACTUALMunicipio: CARTAGENA - BOLIVARSitio: CERRO LA POPA
Diseño: Ing. Jaime Gutierrez C Fecha: Enero 26 de 2011
DISEÑO CIMENTACION PILA
ANALISIS DE ESTABILIDAD
ALTURA DEL CIMIENTO SOBRE EL SUELO E 0,20 m
LADO MAYOR DE LA CAMPANA B 3,60 m
LADO DEL FUSTE b 1,15 m
PROFUNDIDAD DE LA CIMENTACION H 8,00 m
LADO DEL DADO LD 1,15 m
PROFUNDIDAD DEL DADO HD 1,00 m
PROFUNDIDAD DE CAMPANA HC 1,00 m
PEDESTAL DE CAMPANA CP 0,50 m
RECUBRIMIENTO DEL ACERO REC 0,10 m
INERCIA DE LA SECCION I 4,471 m4
ANALISIS DE CIMENTACIONVOLUMEN DADO Vd 1,32
VOLUMEN DEL FUSTE Vf 7,48
VOLUMEN PEDESTAL CAMPANA Vpc 5,09
VOLUMEN CONO Vvc 2,80
VOLUMEN DE CONCRETO Vc 16,7 m³
VOLUMEN DE EXCAVACION Vexc 15,39 m³
PESO DE LA CIMENTACION Wp 2138,0 kN
CARGAS AXIALESRELACION PROFUNDIDAD DIAMETRO D/B 2,22
FACTOR DE CAPACIDAD A COMPRESION Nc 5,74
AREA DE LA BASE Ab 12,96 m²
RESISTENCIA ULTIMA POR PUNTA Qb 109,35 kN
FACTOR DE ADHESION a 0,30
AREA PERIMETRAL Ap 28,80 m²
RESISTENCIA ULTIMA POR FRICCION Qs 12,70 kN
RESISTENCIA ULTIMA TOTAL A COMPRESION Qp 122,05 kN
FACTOR DE SEGURIDAD A COMPRESION FS 2,49
RESISTENCIA ULTIMA TOTAL A ARRANCAMIENTO Qu 2138,02 kN
FACTOR DE SEGURIDAD A ARRANCAMIENTO FS 2,05
MOMENTO DE VUELCO Mv 3580,45 kN
MOMENTO RESISTENTE Mr 5541,70 kN
FACTOR DE SEGURIDAD A VOLCAMIENTO FS 1,55
TOWER
FOUNDATIONS
Cliente: RTVC - TELEFONICA TELECOMEstructura: TORRE CUADRADA SECCION VARIABLE DE 60 M
ESTACION BASE: LA POPA ESTADO ACTUALMunicipio: CARTAGENA - BOLIVARSitio: CERRO LA POPA
Diseño: Ing. Jaime Gutierrez C Fecha: Enero 26 de 2011
DISEÑO CIMENTACION PILA
CARGAS HORIZONTALES
CARGA LONGITUDINAL SL 40,91 kN
CARGA TRANSVERSAL ST 40,75 kN
CARGA HORIZONTAL RESULTANTE SR 57,74 kN
CARGA HORIZONTAL RESULTANTE ULTIMA SRU 101,05 kN
MODULO DE REACCION Ks 240,00 kN/m³
FACTOR DE RIGIDEZ R 4,50 m
RELACION PROFUNDIDAD - RIGIDEZ D/R 1,78RELACION PROFUNDIDAD RIGIDEZ D/R 1,78
PILASTRA RIGIDA
PROFUNDIDAD SIN REACCION DEL SUELO H 2,00 m
MOMENTO MAXIMO Mmax 2485,81 kN.m
G 4,10 m
PROFUNDIDAD MINIMA DE LA PILASTRA Dmin 4,50 m
CIMENTACION RIGIDA
MAXIMA CARGA HORIZONTAL SRMAX 263,97 kN
FACTOR DE SEGURIDAD FS 1,67
DESPLAZAMIENTO LATERAL
CRITERIO DE RIGIDEZ b = 0.707/R b 0,16 m-1
PILASTRA RIGIDA
DESPLAZAMIENTO LATERAL d 0,001 m
DISEÑO CONCRETO REFORZADO
CARGA LONGITUDINAL SL 57,05 kN
CARGA TRANSVERSAL ST 73,58 kN
CARGA HORIZONTAL RESULTANTE SR 93,11 kN
CARGA MAXIMA DE ARRANQUE Qu 485,70 kN
PROFUNDIDAD SIN REACCION DEL SUELO H 2,80 m
LOCALIZACION PUNTO MAXIMO DE MOMENTO F 0,12 m
MOMENTO MAXIMO Mmax 11151,72 kN.m
TOWER
FOUNDATIONS
Cliente: RTVC - TELEFONICA TELECOMEstructura: TORRE CUADRADA SECCION VARIABLE DE 60 M
ESTACION BASE: LA POPA ESTADO ACTUALMunicipio: CARTAGENA - BOLIVARSitio: CERRO LA POPA
Diseño: Ing. Jaime Gutierrez C Fecha: Enero 26 de 2011
DISEÑO CIMENTACION PILA
REFUERZO LONGITUDINAL FUSTE
DIAMETRO DE LAS VARILLAS No 8,00
Φ 2,54 cm
AREA Asi 5,07 cm2
CANTIDAD 28,00
AREA DE LA SECCION As 141,88 cm2
CUANTIA ρ 0,0107
RADIO DEL REFUERZO r 1,039 m
INERCIA DE LA SECCION Ixx 14575052 cm4
MODULO DE LA SECCION Sxx 2484000 cm3
ESFUERZO MAXIMO SOBRE EL REFUERZO/FLEXION Ff 1324,20 Mpa
ESFUERZO MAXIMO SOBRE EL REFUERZO/TENSION Ft 39,73 Mpa
ESFUERZO MAXIMO SOBRE EL REFUERZO/TOTAL F 1363,92 Mpa
ESFUERZO ULTIMO < 0.9 Fy si
REFUERZO LONGITUDINAL DEL DADO
DIAMETRO DE LAS VARILLAS No 8,00
Φ 2,54 cm
AREA Asi 5,07 cm2
CANTIDAD 48,00
AREA DE LA SECCION As 243,22 cm2
CUANTIA ρ 0,0184
TOWER
FOUNDATIONS
Cliente: RTVC - TELEFONICA TELECOMEstructura: TORRE CUADRADA SECCION VARIABLE DE 60 M
ESTACION BASE: LA POPA ESTADO ACTUALMunicipio: CARTAGENA - BOLIVARSitio: CERRO LA POPA
Diseño: Ing. Jaime Gutierrez C Fecha: Enero 26 de 2011
DISEÑO CIMENTACION PILA
1,15
0,20 Dado 1,20
GEOMETRIA DE LA PILA
1,158,00
Fuste
1,00 Campana 0,50
3,60
HIPOTESIS 2
ESTADO REFORZADO
ESTACION : LA POPA
Enero 25 de 2011
Project: TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 MJob: ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
INSTATEL COLOMBIA Carrera 124 No 17 - 98
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Job: ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project: TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd:
Code: TIA/EIA-222-F Date: 01/26/11 Scale: NTS Path:
C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\07 La Popa TCSV 60 m\Risa Tower La Popa Hipotesis 2\TCSV 60 M LA POPA Hipotesis 2.eri
Dwg No. E-1
66.0 m
61.0 m
60.0 m
54.4 m
50.2 m
46.0 m
44.0 m
39.0 m
37.0 m
29.5 m
23.5 m
17.5 m
10.0 m
0.0 m
REACTIONS - 120 kph WINDTORQUE 640 kg-m
17294 kgSHEAR
522023 kg-mMOMENT
18762 kgAXIAL
SHEAR: 9604 kgUPLIFT: -37206 kgDOWN: 46491 kg
MAX. CORNER REACTIONS AT BASE:
T1T2
T3T4
T5T6
T7T8
T9T1
0T1
1T1
2T1
3
L64x
64x6
L102
x102
x6L1
02x1
02x8
AL1
02x1
02x8
2L10
2x10
2x9.
5A
572-
50L5
1x51
x4.8
BL6
4x64
x4.8
L76x
76x6
.4L1
02x1
02x6
.4L7
6x76
x6.4
A57
2-50
L51x
51x4
.8L5
1x51
x6.4
L102
x102
x6.4
L64x
64x4
.8N
.A.
L76x
76x6
.4L1
02x1
02x6
.4N
.A.
CN
.A.
L51x
51x4
.8D
L51x
51x4
.8L7
6x76
x6.4
N.A
.N
.A.
L38x
38x3
.2L6
4x64
x4.8
N.A
.L3
8x38
x3.2
L51x
51x3
.2L6
4x64
x4.8
N.A
.L4
4x44
x3.2
L51x
51x4
.8L6
4x64
x4.8
L51x
51x3
.2E
L51x
51x3
.2N
.A.
L51x
51x3
.2N
.A.
L51x
51x6
.4L5
1x51
x4.8
N.A
.
381.
511
8.8
488.
544
5.5
506.
036
5.2
739.
051
4.2
1922
.819
04.8
2088
.337
81.5
4179
.0
0.6
1.33
2.14
3.45
4.54
235.
6346
75
@ 1
F10
@ 1
.42
@ 1
4 @
1.2
52
@ 1
4 @
1.8
754
@ 3
1 @
7.5
1 @
10
Sec
tion
Leg
s L
eg G
rade
Dia
gona
ls D
iago
nal G
rade
Top
Girt
s H
oriz
onta
ls R
ed. H
oriz
onta
ls R
ed. D
iago
nals
Red
. Hip
s I
nner
Bra
cing
Fac
e W
idth
(m)
8.82
05 #
Pan
els
@ (m
) W
eigh
t (kg
)17
435.
0
RYMSA AT15-250 PANEL 66 - 65RYMSA AT15-250 PANEL 66 - 65RYMSA AT15-250 PANEL 66 - 65RYMSA AT15-250 PANEL 66 - 65RYMSA AT15-250 PANEL 65 - 64RYMSA AT15-250 PANEL 65 - 64RYMSA AT15-250 PANEL 65 - 64RYMSA AT15-250 PANEL 65 - 64RYMSA AT15-250 PANEL 64 - 63RYMSA AT15-250 PANEL 63 - 62ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA VHF BAND III 4 DIPO AT13-240
58 - 55.2ANTENA VHF BAND III 4 DIPO AT13-240
58 - 55.2ANTENA VHF BAND III 4 DIPO AT13-240
58 - 55.2ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 40.7 - 39ANTENA PANEL FM KATHREIN 40.7 - 398 FT DISH 288 FT DISH 24Andrew 2' w/Radome 20.5DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION
RYMSA AT15-250 PANEL 66 - 65RYMSA AT15-250 PANEL 66 - 65RYMSA AT15-250 PANEL 66 - 65RYMSA AT15-250 PANEL 66 - 65RYMSA AT15-250 PANEL 65 - 64RYMSA AT15-250 PANEL 65 - 64RYMSA AT15-250 PANEL 65 - 64RYMSA AT15-250 PANEL 65 - 64RYMSA AT15-250 PANEL 64 - 63RYMSA AT15-250 PANEL 63 - 62ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA PANEL UHF 0.48x0.983 60ANTENA VHF BAND III 4 DIPO AT13-240
58 - 55.2
ANTENA VHF BAND III 4 DIPO AT13-240
58 - 55.2
ANTENA VHF BAND III 4 DIPO AT13-240
58 - 55.2
ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47ANTENA HARRIS DELTAWIND 50 - 47ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 43 - 41.3ANTENA PANEL FM KATHREIN 40.7 - 39ANTENA PANEL FM KATHREIN 40.7 - 398 FT DISH 288 FT DISH 24Andrew 2' w/Radome 20.5
SYMBOL LISTMARK MARKSIZE SIZE
A L76x76x6B L76x76x6.4C L51x51x4.8
D L51x51x6.4E N.A.F 2 @ 0.5
MATERIAL STRENGTHGRADE GRADEFy FyFu Fu
A572-50 345 MPa 448 MPa
TOWER DESIGN NOTES1. Tower designed for a 120 kph basic wind in accordance with the TIA/EIA-222-F Standard.2. Deflections are based upon a 60 kph wind.3. Weld together tower sections have flange connections.4. Connections use galvanized A394 bolts, nuts and locking devices. Installation per
TIA/EIA-222 and AISC Specifications.5. Tower members are "hot dipped" galvanized in accordance with ASTM A123 and 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 D1:18. RF antennas feeders shall be 1-5/8" and installed 58 feeders per side9. MW dishes feeders shall be 1/2" and installed 8 feeders per side10. TOWER RATING: 96.8%
www.instatelcolombia.com.co Instatel Colombia C.I Ltda. NIT 900.006.360-9
PBX: (571) 547 0790 Bogotá - Colombia
CONCLUSIONES Y RESULTADOS
HIPOTESIS 2 En esta hipótesis se analizara la torre considerando todas las antenas y equipos existentes e instalados en ella, se debe montar una sección nueva de torre en la punta de la torre de 6 metros, con el fin de montar 10 antenas con una distribución (2-4.2-2) (2 cara A, 4 cara B, 2 Cara C y 2 Cara D) banda UHF digital. (futuro)
ESTADO DE LA ESTRUCTURA
PINTURA
La pintura de estructura de la torre desde el nivel +0.00 al nivel +26.40 se encuentra en buen estado, a partir del nivel + 26.40 al nivel 60.00 m la pintura presenta en un 60% niveles de oxidación.
Esta oxidación hay que retirar y verificar que los elementos limpiados no tengan corrosión y hayan atacado el material por eliminar la protección de galvanizado.
Después de la verificación todos los elementos que tengan corrosión se deben reemplazar por el mismo tipo de elemento con la protección de su galvanizado en caliente.
ES IMPORTANTE Y URGENTE REALIZAR ESTE MANTENIMIENTO Y VERIFICACION DE CORROSION DE LOS ELEMENTOS YA QUE UN ELEMENTO CORROIDO ES UN PELIGRO YA QUE NO ESTA TRABAJANDO A SU CAPACIDAD ANALIZADA SINO A UN 50% O MENOS
www.instatelcolombia.com.co Instatel Colombia C.I Ltda. NIT 900.006.360-9
PBX: (571) 547 0790 Bogotá - Colombia
TORQUEO
Se realizo una inspección aleatoria a la torre y se encontró que la tornillería está cumpliendo con el torque solicitado en las norma.
TORNILLERIA
Se encuentra dentro de los elementos completa
En la parte superior de la torre desde el nivel +44 al nivel + 60 m hay un porcentaje de 20% de tronillos que se encuentran con oxidación, se debe realizar la limpieza y verificación de corrosión del mismo.
EN CASO DE ENCONTRAR TORNILLOS CON CORROSION ESTOS SE DEBEN CAMBIAR INMEDIATAMENTE.
ESTE MANTENIMIENTO ES URGENTE DE REALIZAR
ESCALERA DE ACCESO
Se encuentra escalera de acceso con Línea de Vida.
LA ESCALERA DE ACCESO SE ENCUENTRA LA VARILLA EN LA GRAN PARTE DE LA TORRE CON CORROSION Y EL RESTANTE CON OXIDACION.
ES URGENTE EL REEMPLAZO DE LA ESCALERA DE ACCESO, YA QUE ESTO REPRESENTA UN PELIGRO PARA EL PERSONAL DE MANTENIMIENTO.
PLATAFORMAS DE DESCANSO
Las plataformas de descanso instaladas se encuentran con los problemas de oxidación de los elementos se deben realizar la limpieza y mantenimiento según lo so citado para la pintura de la estructura
LUCES DE OBSTRUCCION
Las Luces de obstrucción y balizaje se encuentran bien y funcionando.
ESTADO ACTUAL DE LA TORRE
Al realizar el análisis del cálculo estructural de la torre con las cargas actuales se llego al siguiente resultado:
www.instatelcolombia.com.co Instatel Colombia C.I Ltda. NIT 900.006.360-9
PBX: (571) 547 0790 Bogotá - Colombia
Para la velocidad de viento solicitada que es a 120 kph la estructura NO está cumpliendo con los parámetros solicitados. ES NECESARIO REFORZAR
El reforzamiento se debe a las cargas adicionales que se le van a instalar en el futuro según la HIPOTESIS 2
HIPOTESIS 2 REFORZAMIENTO
MONTANTES
El montante del nivel +39.00 m a +44.00 m se le adiciona un ángulo de 102x102x7.9 y se conectara entre montantes con 8 tornillos de ¾” a corte doble
El montante del nivel +46.00 m a +50.20 m se le adiciona un ángulo de
102x102x7.9 y se conectara entre montantes con 8 tornillos de ¾” a corte doble
El montante del nivel +50.20 m a +54.40 m se le adiciona un ángulo de
102x102x6.4 y se conectara entre montantes con 8 tornillos de ¾” a corte doble
HORIZONTALES
La Horizontal del nivel + 44.00 m se retira la existente y se reemplaza por un ángulo de 51x51x6.4
PESO DEL REFUERZO
PESO DE LA EXTENCION DE 6.00 M = 1135 kg
EL PESO TOTAL DEL REFUERZO = 1254 Kg
DEFLEXION DE LA TORRE
Luego de análisis de la torre en el estado actual y teniendo en cuenta la velocidad de viento de operación de 60 kph La estructura está trabajando perfectamente dentro de los parámetros de desplazamiento.
OK CUMPLE BIEN
www.instatelcolombia.com.co Instatel Colombia C.I Ltda. NIT 900.006.360-9
PBX: (571) 547 0790 Bogotá - Colombia
CIMENTACION
La cimentación según los cálculos realizados, están cumpliendo con los requerimientos, cualquier carga adicional que se le imponga a la torre se debe realizar un nuevo análisis para verificar su estado ya que se puede exceder.
No necesita Reforzamiento
Se anexa la memoria y el plano de ubicación
ANEXO SE PRESENTA:
ISOMETRICO TORRE HIPOTESIS 2
SILUETA HIPOTESIS 2 ESTADO REFORZADO
DEFORMADA HIPOTESIS 2
CALCULO DE PLACA BASE Y PERNOS ANCLAJE HIPOTESIS 2
CALCULO ESTRUCTURAL HIPOTESIS 2
CALCULO DE CIMENTACION
PLANO DE UBICACION
INSTATEL COLOMBIA Carrera 124 No 17 - 98
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Job: ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2 Project: TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA Drawn by: Ing Jaime Gutierrez C. App'd:
Code: TIA/EIA-222-F Date: 01/26/11 Scale: NTS Path:
C:\Documents and Settings\THOSHIBA\Escritorio\Proyectos 2010\Instatel Evaluaciones Estructural\07 La Popa TCSV 60 m\Risa Tower La Popa Hipotesis 2\TCSV 60 M LA POPA Hipotesis 2.eri
Dwg No. E-5
TIA/EIA-222-F - Service - 60 kph Maximum Values
0
0
50
50
100
100
150
150
Deflection (mm)66.000
61.00060.000
54.400
50.200
46.000
44.000
39.000
37.000
29.500
23.500
17.500
10.000
0.000
Elev
atio
n (m
)
0
0
0.5
0.5
Tilt (deg)0
0
0.05
0.05
0.1
0.1
Twist (deg)66.000
61.00060.000
54.400
50.200
46.000
44.000
39.000
37.000
29.500
23.500
17.500
10.000
0.000
Project: TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 MJob: ESTUDIO ESTRUCTURAL - ESTACION LA POPA HIPOTESIS 2Client: RTVC - RADIO TELEVISION NACIONAL DE COLOMBIALC:4 Dead+Wind 90 deg - No IceMax. Disp.412.84 mm @ 66.000 mScaling 20
Calculo: Ing. Jaime Gutierrez C:Fecha: Enero 25 de 2011 ESTACION: LA POPA
HIPOTESIS 2ESTRUCTURA: TORRE CUADRADA 60 m SECCION VARIABLE
CARGAS ACTUANTESTension Maxima T (ton) 46,491Comprexion Maxima C (ton) -37,206Fuerza Longitudinal en X Hx (ton) -5,509 6,782Fuerza Transversal en Y Hy (ton) 5,473 6,799
CALCULO DE PLACA - BASE
PLACA BASE B C t Dp m No pernos
cm. cm. cm cm cm. Bp Cp un45 45 3,8 6,0 16,0 60 60 4,0
C
P
Dimension pedestal (cm)
B m n
t
p
D Dp
Area Placa Colocada Ac 2.025 cm2
Acero A-36 Fy= 2.530 Kg /cm² Concreto. f'c= 210 Kg / cm²Distancia n 11,0 cmArea Requerida placa base Ar 380 cm2
Apoyo contacto pedestal Fp 98,000 Kg / cm²Presion de Apoyo pp 18,373 kg / cm²
Esfuerzo de Flexion por Compresion FbEsfuerzo de Flexion Fb 1.645 Kg / cm² Acero A-36 Distancia al borde m 16 cm
Espesor Placa Base C t 2,01 cm
Esfuerzo de Flexion por Arranque Fb¨
Distancia al perno Dp 6 cmFuerza en el Perno Pt 11 62 TonFuerza en el Perno Pt 11,62 TonMomento de Flexion Mf 69,7 Ton - cm
Espesor de la Placa Base Arr t 3,26 cm
Espesor Minimo Placa Base t 3,26 cm
Lado de la placa Base B 450 mmEspesor de la Placa Base t 38 mm OK CUMPLE
Calculo: Ing. Jaime Gutierrez C:Fecha: Enero 25 de 2011
ESTACION: LA POPAS C O O
HIPOTESIS 2ESTRUCTURA:
DISEÑO DE PERNOS DE ANCLAJE
TORRE CUADRADA 60 m SECCION VARIABLE
Diametro de los Pernos dp 1,00 plgdp 2,54 cm
Material de los PernosCantidad de Pernos 4 unArea Total de Pernos Atp 20,27 cm²
SAE 1020 CALIBRADO
Factor de Rosca 0,85Numero de Hilos por Pulgada hp 8Area Efectiva de Pernos Ap 15,63 cm²
Cargas de TrabajoFuerza de Arranque T 46,49 tonFuerza de Cortante Vux 6,78 tonFuerza de Cortante Vuy 6,80 tonFuerza de Cortante Vu 9,60 ton
Esfuerzo de Fluencia Fy 4,20 ton/cm²Resistencia a la Tension Ft 3,36 ton/cm²Resistencia al Corte Fv 2,24 ton/cm²Area Efectiva de cada Perno Ae 3,91 cm²,Area Total por Perno Ap 5,07 cm²Area Requerida por Arranque At 13,8 cm²Area Requerida Arranque Diseño Atm 20,7 cm²Numero de Pernos Minimo Np 6 un
Pernos a Colocar 4 unDiametro del Perno 25 mmDiametro del Perno 25 mm
Area Neta de Pernos Anp 15,63 cm²
AREA DE PERNOS > AREA REQUERIDA FALSO
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 1 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Tower Input Data The main tower is a 4x free standing tower with an overall height of 66.000 m above the ground line. The base of the tower is set at an elevation of 0.000 m above the ground line. The face width of the tower is 0.600 m at the top and 8.820 m at the base. This tower is designed using the TIA/EIA-222-F standard. The following design criteria apply:
Basic wind speed of 120 kph. Deflections calculated using a wind speed of 60 kph. Weld together tower sections have flange connections.. Connections use galvanized A394 bolts, nuts and locking devices. Installation per TIA/EIA-222 and AISC
Specifications.. Tower members are ''hot dipped'' galvanized in accordance with ASTM A123 and ASTM A153 Standards.. Welds are fabricated with AWS E60XX/E70XX electrodes.. All welded joints and connection flanges cerfitied for integrity an quality per AWS D1:1. RF antennas feeders shall be 1-5/8'' and installed 58 feeders per side. MW dishes feeders shall be 1/2'' and installed 8 feeders per side. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in tower member design is 1.333. Local bending stresses due to climbing loads, feedline supports, and appurtenance mounts are not considered.
Options
Consider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As Cylinder Consider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules Consider Moments - Diagonals √ Assume Rigid Index Plate √ Calculate Redundant Bracing Forces Use Moment Magnification √ Use Clear Spans For Wind Area Ignore Redundant Members in FEA √ Use Code Stress Ratios √ Use Clear Spans For KL/r √ SR Leg Bolts Resist Compression √ Use Code Safety Factors - Guys √ Retension Guys To Initial Tension √ All Leg Panels Have Same Allowable Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation Always Use Max Kz √ Use Azimuth Dish Coefficients √ Consider Feedline Torque Use Special Wind Profile √ Project Wind Area of Appurt. √ Include Angle Block Shear Check √ Include Bolts In Member Capacity √ Autocalc Torque Arm Areas Poles √ Leg Bolts Are At Top Of Section SR Members Have Cut Ends Include Shear-Torsion Interaction √ Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical Flow Use Diamond Inner Bracing (4 Sided) √ Triangulate Diamond Inner Bracing Use Top Mounted Sockets Add IBC .6D+W Combination
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 2 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Leg C Leg D Fa
ce A
Face B
Face D
Square Tower
Face C
Wind 0
Wind 90
Wind 45
Leg A Leg B
Z
X
Tower Section Geometry
Tower Section
Tower Elevation
m
Assembly Database
Description Section Width
m
Number of
Sections
Section Length
m
T1 66.000-61.000 0.600 1 5.000 T2 61.000-60.000 0.600 1 1.000 T3 60.000-54.400 1.330 1 5.600 T4 54.400-50.200 1.330 1 4.200 T5 50.200-46.000 1.330 1 4.200 T6 46.000-44.000 1.330 1 2.000 T7 44.000-39.000 2.140 1 5.000 T8 39.000-37.000 2.140 1 2.000 T9 37.000-29.500 3.450 1 7.500
T10 29.500-23.500 3.450 1 6.000 T11 23.500-17.500 4.542 1 6.000 T12 17.500-10.000 5.635 1 7.500 T13 10.000-0.000 7.000 1 10.000
Tower Section Geometry (cont’d)
Tower Section
Tower Elevation
m
Diagonal Spacing
m
Bracing Type
Has K Brace
End Panels
Has Horizontals
Top Girt Offset
mm
Bottom Girt Offset
mm
T1 66.000-61.000 1.000 X Brace No Yes 0 0 T2 61.000-60.000 0.500 Double K No Yes 0 0 T3 60.000-54.400 1.400 X Brace No Yes 0 0 T4 54.400-50.200 1.400 X Brace No Yes 0 0 T5 50.200-46.000 1.400 X Brace No Yes 0 0 T6 46.000-44.000 1.000 Double K No Yes 0 0
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 3 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Tower Section
Tower Elevation
m
Diagonal Spacing
m
Bracing Type
Has K Brace
End Panels
Has Horizontals
Top Girt Offset
mm
Bottom Girt Offset
mm
T7 44.000-39.000 1.250 Double K No Yes 0 0 T8 39.000-37.000 1.000 Double K No Yes 0 0 T9 37.000-29.500 1.875 Double K1 No Yes 0 0
T10 29.500-23.500 3.000 Double K1 No Yes 0 0 T11 23.500-17.500 3.000 Double K1 No Yes 0 0 T12 17.500-10.000 7.500 K4 Up No Yes 0 0 T13 10.000-0.000 10.000 K4 Down No Yes 0 0
Tower Section Geometry (cont’d)
Tower Elevation
m
Leg Type
Leg Size
Leg Grade
Diagonal Type
Diagonal Size
Diagonal Grade
T1 66.000-61.000 Equal Angle L64x64x6 A572-50 (345 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
T2 61.000-60.000 Equal Angle L64x64x6 A572-50 (345 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
T3 60.000-54.400 Equal Angle L64x64x6 A572-50 (345 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
T4 54.400-50.200 Equal Angle L102x102x6 A572-50 (345 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
T5 50.200-46.000 Equal Angle L102x102x8 A572-50 (345 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
T6 46.000-44.000 Equal Angle L76x76x6 A572-50 (345 MPa)
Single Angle L76x76x6.4 A572-50 (345 MPa)
T7 44.000-39.000 Equal Angle L102x102x8 A572-50 (345 MPa)
Single Angle L64x64x4.8 A572-50 (345 MPa)
T8 39.000-37.000 Equal Angle L102x102x8 A572-50 (345 MPa)
Single Angle L76x76x6.4 A572-50 (345 MPa)
T9 37.000-29.500 Equal Angle L102x102x8 A572-50 (345 MPa)
Single Angle L76x76x6.4 A572-50 (345 MPa)
T10 29.500-23.500
Equal Angle 2L102x102x9.5 A572-50 (345 MPa)
Single Angle L76x76x6.4 A572-50 (345 MPa)
T11 23.500-17.500
Equal Angle 2L102x102x9.5 A572-50 (345 MPa)
Single Angle L76x76x6.4 A572-50 (345 MPa)
T12 17.500-10.000
Equal Angle 2L102x102x9.5 A572-50 (345 MPa)
Single Angle L102x102x6.4 A572-50 (345 MPa)
T13 10.000-0.000 Equal Angle 2L102x102x9.5 A572-50 (345 MPa)
Single Angle L76x76x6.4 A572-50 (345 MPa)
Tower Section Geometry (cont’d)
Tower Elevation
m
Top Girt Type
Top Girt Size
Top Girt Grade
Bottom Girt Type
Bottom Girt Size
Bottom Girt Grade
T1 66.000-61.000 Single Angle L51x51x4.8 A572-50 (345 MPa)
Single Angle A570-50 (345 MPa)
T2 61.000-60.000 Single Angle L51x51x4.8 A572-50 (345 MPa)
Solid Round A570-50 (345 MPa)
T3 60.000-54.400 Single Angle L51x51x4.8 A572-50 (345 MPa)
Solid Round A570-50 (345 MPa)
T4 54.400-50.200 Single Angle L51x51x4.8 A572-50 Solid Round A570-50
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 4 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Tower Elevation
m
Top Girt Type
Top Girt Size
Top Girt Grade
Bottom Girt Type
Bottom Girt Size
Bottom Girt Grade
(345 MPa) (345 MPa) T5 50.200-46.000 Single Angle L51x51x4.8 A572-50
(345 MPa) Solid Round A570-50
(345 MPa) T6 46.000-44.000 Single Angle L51x51x4.8 A572-50
(345 MPa) Solid Round A572-50
(345 MPa) T7 44.000-39.000 Single Angle L51x51x6.4 A572-50
(345 MPa) Solid Round A572-50
(345 MPa) T8 39.000-37.000 Single Angle L51x51x6.4 A572-50
(345 MPa) Solid Round A572-50
(345 MPa) T9 37.000-29.500 Single Angle L102x102x6.4 A572-50
(345 MPa) Solid Round A572-50
(345 MPa) T10
29.500-23.500 Single Angle L64x64x4.8 A572-50
(345 MPa) Solid Round A572-50
(345 MPa) T12
17.500-10.000 Single Angle L76x76x6.4 A572-50
(345 MPa) Solid Round A572-50
(345 MPa) T13 10.000-0.000 Single Angle L102x102x6.4 A572-50
(345 MPa) Solid Round A572-50
(345 MPa)
Tower Section Geometry (cont’d)
Tower Elevation
m
No. of
Mid Girts
Mid Girt Type
Mid Girt Size
Mid Girt Grade
Horizontal Type
Horizontal Size
Horizontal Grade
T2 61.000-60.000 None Flat Bar A36 (248 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
T6 46.000-44.000 None Flat Bar A36 (248 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
T7 44.000-39.000 None Flat Bar A36 (248 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
T8 39.000-37.000 None Flat Bar A36 (248 MPa)
Single Angle L51x51x6.4 A572-50 (345 MPa)
T9 37.000-29.500 None Flat Bar A36 (248 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
T10 29.500-23.500
None Flat Bar A36 (248 MPa)
Single Angle L76x76x6.4 A572-50 (345 MPa)
T11 23.500-17.500
None Flat Bar A36 (248 MPa)
Single Angle L76x76x6.4 A572-50 (345 MPa)
T12 17.500-10.000
None Flat Bar A36 (248 MPa)
Single Angle L64x64x6.4 A572-50 (345 MPa)
T13 10.000-0.000 None Flat Bar A36 (248 MPa)
Single Angle L64x64x6.4 A572-50 (345 MPa)
Tower Section Geometry (cont’d)
Tower Elevation
m
Secondary Horizontal Type
Secondary Horizontal Size
Secondary Horizontal
Grade
Inner Bracing Type
Inner Bracing Size
Inner Bracing Grade
T1 66.000-61.000 Single Angle A572-50 (345 MPa)
Single Angle L51x51x3.2 A572-50 (345 MPa)
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 5 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Tower Elevation
m
Secondary Horizontal Type
Secondary Horizontal Size
Secondary Horizontal
Grade
Inner Bracing Type
Inner Bracing Size
Inner Bracing Grade
T3 60.000-54.400 Single Angle A572-50 (345 MPa)
Single Angle L51x51x3.2 A572-50 (345 MPa)
T5 50.200-46.000 Single Angle A572-50 (345 MPa)
Single Angle L51x51x3.2 A572-50 (345 MPa)
T6 46.000-44.000 Single Angle A572-50 (345 MPa)
Single Angle L51x51x3.2 A572-50 (345 MPa)
T9 37.000-29.500 Single Angle A572-50 (345 MPa)
Single Angle L51x51x6.4 A572-50 (345 MPa)
T10 29.500-23.500
Single Angle A572-50 (345 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
T11 23.500-17.500
Single Angle A572-50 (345 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
T12 17.500-10.000
Single Angle A572-50 (345 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
T13 10.000-0.000 Single Angle A572-50 (345 MPa)
Single Angle L51x51x4.8 A572-50 (345 MPa)
Tower Section Geometry (cont’d)
Tower Elevation
m
Redundant Bracing Grade
Redundant Type
Redundant Size
K Factor
T9 37.000-29.500
A572-50 (345 MPa)
Horizontal (1) Diagonal (1)
Hip (1)
Single Angle Single Angle Single Angle
L38x38x3.2 L38x38x3.2 L44x44x3.2
1 1 1
T10 29.500-23.500
A572-50 (345 MPa)
Horizontal (1) Diagonal (1)
Hip (1)
Single Angle Single Angle Single Angle
L38x38x3.2 L51x51x3.2 L44x44x3.2
1 1 1
T11 23.500-17.500
A572-50 (345 MPa)
Horizontal (1) Diagonal (1)
Hip (1) Hip Diagonal
Single Angle Single Angle Single Angle
L38x38x3.2 L51x51x3.2 L51x51x4.8 L64x64x4.8
1 1 1 1
T12 17.500-10.000
A572-50 (345 MPa)
Horizontal (1) Horizontal (2) Horizontal (3) Horizontal (4) Diagonal (1) Diagonal (2) Diagonal (3) Diagonal (4)
Hip (1) Hip (2) Hip (3) Hip (4)
Hip Diagonal
Single Angle
Single Angle
Single Angle
L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L76x76x6.4
1 1 1 1
T13 10.000-0.000
A572-50 (345 MPa)
Horizontal (1) Horizontal (2) Horizontal (3) Horizontal (4) Diagonal (1) Diagonal (2) Diagonal (3) Diagonal (4)
Hip (1)
Single Angle
Single Angle
Single Angle
L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8 L64x64x4.8
1 1 1
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 6 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Tower Elevation
m
Redundant Bracing Grade
Redundant Type
Redundant Size
K Factor
Hip (2) Hip (3) Hip (4)
Hip Diagonal
L64x64x4.8 L64x64x4.8 L64x64x4.8 L76x76x6.4
1
Tower Section Geometry (cont’d)
Tower Elevation
m
Gusset Area
(per face)
m2
Gusset Thickness
mm
Gusset Grade Adjust. FactorAf
Adjust. Factor
Ar
Weight Mult.
Double Angle Stitch Bolt Spacing
Diagonals mm
Double Angle Stitch Bolt Spacing
Horizontals mm
T1 66.000-61.000
0.018 6 A36 (248 MPa)
1 1 1.25 0 0
T2 61.000-60.000
0.018 6 A36 (248 MPa)
1 1 1.25 0 0
T3 60.000-54.400
0.018 8 A36 (248 MPa)
1 1 1.25 0 0
T4 54.400-50.200
0.018 10 A36 (248 MPa)
1 1 1.25 0 0
T5 50.200-46.000
0.018 10 A36 (248 MPa)
1 1 1.25 0 0
T6 46.000-44.000
0.018 10 A36 (248 MPa)
1 1 1.25 0 0
T7 44.000-39.000
0.021 10 A36 (248 MPa)
1 1 1.25 0 0
T8 39.000-37.000
0.021 10 A36 (248 MPa)
1 1 1.25 0 0
T9 37.000-29.500
0.024 10 A36 (248 MPa)
1 1 1.25 0 0
T10 29.500-23.500
0.024 10 A36 (248 MPa)
1 1 1.25 0 0
T11 23.500-17.500
0.024 10 A36 (248 MPa)
1 1 1.25 0 0
T12 17.500-10.000
0.024 10 A36 (248 MPa)
1 1 1.25 0 0
T13 10.000-0.000
0.024 10 A36 (248 MPa)
1 1 1.25 0 0
Tower Section Geometry (cont’d)
K Factors1
Tower Elevation
m
Calc K
Single Angles
Calc K
Solid Rounds
Legs X Brace Diags
X Y
K Brace Diags
X Y
Single Diags
X Y
Girts
X Y
Horiz.
X Y
Sec. Horiz.
X Y
Inner Brace
X Y
T1 66.000-61.000
No No 1 1 1
1 1
1 1
1 1
1 1
1 1
1 1
T2 61.000-60.000
No No 1 1 1
1 1
1 1
1 1
1 1
1 1
1 1
T3 60.000-54.400
No No 1 1 1
1 1
1 1
1 1
1 1
1 1
1 1
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 7 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
K Factors1
Tower Elevation
m
Calc K
Single Angles
Calc K
Solid Rounds
Legs X Brace Diags
X Y
K Brace Diags
X Y
Single Diags
X Y
Girts
X Y
Horiz.
X Y
Sec. Horiz.
X Y
Inner Brace
X Y
T4 54.400-50.200
No No 1 1 1
1 1
1 1
0.5 1
1 1
1 1
1 1
T5 50.200-46.000
No No 1 1 1
1 1
1 1
0.5 1
1 1
1 1
1 1
T6 46.000-44.000
No No 1 1 1
1 1
1 1
0.5 1
1 1
1 1
1 1
T7 44.000-39.000
No No 1 1 1
1 1
1 1
0.5 1
1 1
1 1
1 1
T8 39.000-37.000
No No 1 1 1
1 1
1 1
0.5 1
1 1
1 1
1 1
T9 37.000-29.500
No No 1 1 1
1 1
1 1
0.5 1
1 1
1 1
1 1
T10 29.500-23.500
No No 1 1 1
1 1
1 1
0.5 1
1 1
1 1
1 1
T11 23.500-17.500
No No 0.75 1 1
1 1
1 1
0.5 1
1 1
1 1
1 1
T12 17.500-10.000
No No 0.75 1 1
1 1
1 1
0.5 1
1 1
1 1
1 1
T13 10.000-0.000
No No 0.75 1 1
1 1
1 1
0.5 1
1 1
1 1
1 1
1Note: K factors are applied to member segment lengths. K-braces without inner supporting members will have the K factor in the out-of-plane direction applied to the overall length.
Tower Section Geometry (cont’d)
Tower Elevation
m
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Net Width Deduct
mm
U
Net Width Deduct
mm
U
Net WidthDeduct
mm
U
Net Width
Deduct mm
U
Net Width
Deduct mm
U
Net Width
Deduct mm
U
Net Width
Deduct mm
U
T1 66.000-61.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T2 61.000-60.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T3 60.000-54.400
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T4 54.400-50.200
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T5 50.200-46.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T6 46.000-44.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T7 44.000-39.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T8 39.000-37.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T9 37.000-29.500
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T10 29.500-23.500
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T11 23.500-17.500
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 8 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Tower Elevation
m
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Net Width Deduct
mm
U
Net Width Deduct
mm
U
Net WidthDeduct
mm
U
Net Width
Deduct mm
U
Net Width
Deduct mm
U
Net Width
Deduct mm
U
Net Width
Deduct mm
U
T12 17.500-10.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
T13 10.000-0.000
0 1 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75 0 0.75
Tower Section Geometry (cont’d)
Tower Elevation
m
Leg Connection
Type
Leg Diagonal Top Girt Bottom Girt Mid Girt Long Horizontal Short Horizontal
Bolt Size mm
No. Bolt Size mm
No. Bolt Sizemm
No. Bolt Sizemm
No. Bolt Sizemm
No. Bolt Size mm
No. Bolt Sizemm
No.
T1 66.000-61.000
Sleeve DS 16 A325N
8 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 13 A307
1 16 A307
1
T2 61.000-60.000
Sleeve DS 16 A325N
8 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 13 A307
1 16 A307
1
T3 60.000-54.400
Sleeve DS 16 A325N
8 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 16 A307
2 16 A307
1
T4 54.400-50.200
Sleeve DS 19 A325N
12 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 16 A307
2 16 A307
2
T5 50.200-46.000
Sleeve DS 19 A325N
12 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 16 A307
2 16 A307
2
T6 46.000-44.000
Sleeve DS 19 A325N
12 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 16 A307
2 16 A307
2
T7 44.000-39.000
Sleeve DS 19 A325N
12 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 16 A307
2 16 A307
2
T8 39.000-37.000
Sleeve DS 19 A325N
12 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 16 A307
2 16 A307
2
T9 37.000-29.500
Sleeve DS 19 A325N
12 16 A325N
3 16 A325N
2 16 A307
0 16 A325N
0 16 A307
2 16 A307
2
T10 29.500-23.500
Sleeve DS 19 A325N
16 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 16 A307
2 16 A307
2
T11 23.500-17.500
Sleeve DS 19 A325N
16 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 16 A307
2 16 A307
2
T12 17.500-10.000
Sleeve DS 19 A325N
12 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 16 A307
2 16 A307
2
T13 10.000-0.000
Sleeve DS 19 A325N
12 16 A325N
2 16 A325N
2 16 A307
0 16 A325N
0 16 A307
2 16 A307
2
Discrete Tower Loads
Description Face or
Leg
Offset Type
Offsets: Horz
Lateral Vert
m m m
Azimuth Adjustment
°
Placement
m
CAAA Front
m2
CAAA Side
m2
Weight
kg
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 9 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Description Face or
Leg
Offset Type
Offsets: Horz
Lateral Vert
m m m
Azimuth Adjustment
°
Placement
m
CAAA Front
m2
CAAA Side
m2
Weight
kg
ANTENA PANEL UHF 0.48x0.983
A From Face 0.000 0.000 0.000
0.0000 60.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF 0.48x0.983
B From Face 0.000 0.000 0.000
0.0000 60.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF 0.48x0.983
C From Face 0.000 0.000 0.000
0.0000 60.000 No Ice 0.665 0.363 10.00
ANTENA PANEL UHF 0.48x0.983
D From Face 0.000 0.000 0.000
0.0000 60.000 No Ice 0.665 0.363 10.00
ANTENA VHF BAND III 4 DIPO AT13-240
A From Face 0.000 0.000 0.000
0.0000 58.000 - 55.200 No Ice 0.546 0.267 64.95
ANTENA VHF BAND III 4 DIPO AT13-240
B From Face 0.000 0.000 0.000
0.0000 58.000 - 55.200 No Ice 0.546 0.267 64.95
ANTENA VHF BAND III 4 DIPO AT13-240
C From Face 0.000 0.000 0.000
0.0000 58.000 - 55.200 No Ice 0.546 0.267 64.95
ANTENA HARRIS DELTAWIND
A From Face 0.000 0.000 0.000
0.0000 50.000 - 47.000 No Ice 0.524 0.323 56.97
ANTENA HARRIS DELTAWIND
B From Face 0.000 0.000 0.000
0.0000 50.000 - 47.000 No Ice 0.524 0.323 56.97
ANTENA HARRIS DELTAWIND
C From Face 0.000 0.000 0.000
0.0000 50.000 - 47.000 No Ice 0.524 0.323 56.97
ANTENA HARRIS DELTAWIND
D From Face 0.000 0.000 0.000
0.0000 50.000 - 47.000 No Ice 0.524 0.323 56.97
ANTENA PANEL FM KATHREIN
A From Face 0.000 0.000 0.000
0.0000 43.000 - 41.300 No Ice 0.378 0.205 84.19
ANTENA PANEL FM KATHREIN
B From Face 0.000 0.000 0.000
0.0000 43.000 - 41.300 No Ice 0.378 0.205 84.19
ANTENA PANEL FM KATHREIN
C From Face 0.000 0.000 0.000
0.0000 43.000 - 41.300 No Ice 0.378 0.205 84.19
ANTENA PANEL FM KATHREIN
D From Face 0.000 0.000 0.000
0.0000 43.000 - 41.300 No Ice 0.378 0.205 84.19
ANTENA PANEL FM KATHREIN
B From Face 0.000 0.000 0.000
0.0000 40.700 - 39.000 No Ice 0.378 0.205 84.19
ANTENA PANEL FM KATHREIN
C From Face 0.000 0.000 0.000
0.0000 40.700 - 39.000 No Ice 0.378 0.205 84.19
RYMSA AT15-250 PANEL A From Face 0.000 0.000 0.000
0.0000 66.000 - 65.000 No Ice 0.665 0.363 10.00
RYMSA AT15-250 PANEL A From Face 0.000 0.000 0.000
0.0000 65.000 - 64.000 No Ice 0.665 0.363 10.00
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 10 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Description Face or
Leg
Offset Type
Offsets: Horz
Lateral Vert
m m m
Azimuth Adjustment
°
Placement
m
CAAA Front
m2
CAAA Side
m2
Weight
kg
RYMSA AT15-250 PANEL B From Face 0.000 0.000 0.000
0.0000 66.000 - 65.000 No Ice 0.665 0.363 10.00
RYMSA AT15-250 PANEL B From Face 0.000 0.000 0.000
0.0000 65.000 - 64.000 No Ice 0.665 0.363 10.00
RYMSA AT15-250 PANEL B From Face 0.000 0.000 0.000
0.0000 64.000 - 63.000 No Ice 0.665 0.363 10.00
RYMSA AT15-250 PANEL B From Face 0.000 0.000 0.000
0.0000 63.000 - 62.000 No Ice 0.665 0.363 10.00
RYMSA AT15-250 PANEL C From Face 0.000 0.000 0.000
0.0000 66.000 - 65.000 No Ice 0.665 0.363 10.00
RYMSA AT15-250 PANEL C From Face 0.000 0.000 0.000
0.0000 65.000 - 64.000 No Ice 0.665 0.363 10.00
RYMSA AT15-250 PANEL D From Face 0.000 0.000 0.000
0.0000 66.000 - 65.000 No Ice 0.665 0.363 10.00
RYMSA AT15-250 PANEL D From Face 0.000 0.000 0.000
0.0000 65.000 - 64.000 No Ice 0.665 0.363 10.00
Dishes
Description Face or
Leg
Dish Type
Offset Type
Offsets: Horz
LateralVert
m
Azimuth Adjustment
°
3 dB Beam Width
°
Elevation
m
Outside Diameter
m
Aperture Area
m2
Weight
kg 8 FT DISH C Paraboloid w/o
Radome From Leg
0.000 0.000 0.000
0.0000 28.000 2.438 No Ice 4.673 113.85
8 FT DISH D Paraboloid w/o Radome
From Leg
0.000 0.000 0.000
0.0000 24.000 2.438 No Ice 4.673 113.85
Andrew 2' w/Radome C Paraboloid w/Radome
From Face
0.000 0.000 0.000
0.0000 20.500 0.610 No Ice 0.292 31.75
Tower Pressures - No Ice
GH = 1.109
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 11 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section Elevation
m
z
m
KZ
qz
MPa
AG
m2
Face
AF
m2
AR
m2
Aleg
m2
Leg %
CAAA In
Face m2
CAAA Out Face m2
T1 66.000-61.000
63.500 1.693 0.00 3.182 A B C D
1.2101.2101.2101.210
0.0000.0000.0000.000
0.635 52.4852.4852.4852.48
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T2 61.000-60.000
60.500 1.67 0.00 1.004 A B C D
0.3730.3730.3730.373
0.0000.0000.0000.000
0.143 38.3238.3238.3238.32
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T3 60.000-54.400
57.200 1.643 0.00 7.652 A B C D
1.5411.5411.5411.541
0.0000.0000.0000.000
0.711 46.1646.1646.1646.16
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T4 54.400-50.200
52.300 1.602 0.00 5.822 A B C D
1.4821.4821.4821.482
0.0000.0000.0000.000
0.853 57.5857.5857.5857.58
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T5 50.200-46.000
48.100 1.564 0.00 5.826 A B C D
1.4771.4771.4771.477
0.0000.0000.0000.000
0.853 57.7657.7657.7657.76
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T6 46.000-44.000
45.000 1.534 0.00 3.558 A B C D
0.8710.8710.8710.871
0.0000.0000.0000.000
0.317 36.3936.3936.3936.39
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T7 44.000-39.000
41.500 1.499 0.00 10.986 A B C D
2.1482.1482.1482.148
0.0000.0000.0000.000
1.016 47.3147.3147.3147.31
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T8 39.000-37.000
38.000 1.462 0.00 5.710 A B C D
1.2271.2271.2271.227
0.0000.0000.0000.000
0.448 36.5136.5136.5136.51
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T9 37.000-29.500
33.250 1.407 0.00 26.303 A B C D
4.5654.5654.5654.565
0.0000.0000.0000.000
1.524 33.3833.3833.3833.38
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T10 29.500-23.500
26.500 1.319 0.00 24.326 A B C D
3.4583.4583.4583.458
0.0000.0000.0000.000
1.229 35.5535.5535.5535.55
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T11 23.500-17.500
20.500 1.226 0.00 30.880 A B C D
4.3853.9763.9763.567
0.0000.0000.0000.000
1.229 28.0330.9230.9234.46
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T12 17.500-10.000
13.750 1.093 0.00 47.816 A B C D
7.6867.3287.3286.969
0.0000.0000.0000.000
1.537 19.9920.9720.9722.05
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T13 10.000-0.000
5.000 1 0.00 79.685 A B C D
8.7088.3318.3317.955
0.0000.0000.0000.000
2.049 23.5324.5924.5925.75
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
Tower Pressure - Service
GH = 1.109
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 12 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section Elevation
m
z
m
KZ
qz
MPa
AG
m2
Face
AF
m2
AR
m2
Aleg
m2
Leg %
CAAA In
Face m2
CAAA Out Face m2
T1 66.000-61.000
63.500 1.693 0.00 3.182 A B C D
1.2101.2101.2101.210
0.0000.0000.0000.000
0.635 52.4852.4852.4852.48
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T2 61.000-60.000
60.500 1.67 0.00 1.004 A B C D
0.3730.3730.3730.373
0.0000.0000.0000.000
0.143 38.3238.3238.3238.32
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T3 60.000-54.400
57.200 1.643 0.00 7.652 A B C D
1.5411.5411.5411.541
0.0000.0000.0000.000
0.711 46.1646.1646.1646.16
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T4 54.400-50.200
52.300 1.602 0.00 5.822 A B C D
1.4821.4821.4821.482
0.0000.0000.0000.000
0.853 57.5857.5857.5857.58
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T5 50.200-46.000
48.100 1.564 0.00 5.826 A B C D
1.4771.4771.4771.477
0.0000.0000.0000.000
0.853 57.7657.7657.7657.76
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T6 46.000-44.000
45.000 1.534 0.00 3.558 A B C D
0.8710.8710.8710.871
0.0000.0000.0000.000
0.317 36.3936.3936.3936.39
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T7 44.000-39.000
41.500 1.499 0.00 10.986 A B C D
2.1482.1482.1482.148
0.0000.0000.0000.000
1.016 47.3147.3147.3147.31
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T8 39.000-37.000
38.000 1.462 0.00 5.710 A B C D
1.2271.2271.2271.227
0.0000.0000.0000.000
0.448 36.5136.5136.5136.51
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T9 37.000-29.500
33.250 1.407 0.00 26.303 A B C D
4.5654.5654.5654.565
0.0000.0000.0000.000
1.524 33.3833.3833.3833.38
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T10 29.500-23.500
26.500 1.319 0.00 24.326 A B C D
3.4583.4583.4583.458
0.0000.0000.0000.000
1.229 35.5535.5535.5535.55
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T11 23.500-17.500
20.500 1.226 0.00 30.880 A B C D
4.3853.9763.9763.567
0.0000.0000.0000.000
1.229 28.0330.9230.9234.46
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T12 17.500-10.000
13.750 1.093 0.00 47.816 A B C D
7.6867.3287.3286.969
0.0000.0000.0000.000
1.537 19.9920.9720.9722.05
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
T13 10.000-0.000
5.000 1 0.00 79.685 A B C D
8.7088.3318.3317.955
0.0000.0000.0000.000
2.049 23.5324.5924.5925.75
0.000 0.000 0.000 0.000
0.0000.0000.0000.000
Tower Forces - No Ice - Wind Normal To Face
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 13 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section Elevation
m
Add Weight
kg
Self Weight
kg
F a c e
e CF
RR DF
DR
AE
m2
F
kg
w
kglm
Ctrl. Face
T1 66.000-61.000
3.62 377.84 A B C D
0.38 0.38 0.38 0.38
2.3352.3352.3352.335
0.6440.6440.6440.644
1111
1111
1.2101.2101.2101.210
405.30 81.06 D
T2 61.000-60.000
3.62 115.20 A B C D
0.372 0.372 0.372 0.372
2.362.362.362.36
0.640.640.640.64
1111
1111
0.3730.3730.3730.373
124.55 124.55 D
T3 60.000-54.400
4.46 484.01 A B C D
0.201 0.201 0.201 0.201
2.9742.9742.9742.974
0.5910.5910.5910.591
1111
1111
1.5411.5411.5411.541
638.11 113.95 D
T4 54.400-50.200
5.37 440.13 A B C D
0.255 0.255 0.255 0.255
2.7572.7572.7572.757
0.6030.6030.6030.603
1111
1111
1.4821.4821.4821.482
554.68 132.07 D
T5 50.200-46.000
5.37 500.58 A B C D
0.254 0.254 0.254 0.254
2.7612.7612.7612.761
0.6030.6030.6030.603
1111
1111
1.4771.4771.4771.477
540.59 128.71 D
T6 46.000-44.000
5.37 359.86 A B C D
0.245 0.245 0.245 0.245
2.7952.7952.7952.795
0.6010.6010.6010.601
1111
1111
0.8710.8710.8710.871
316.63 158.32 D
T7 44.000-39.000
6.26 732.77 A B C D
0.195 0.195 0.195 0.195
2.9992.9992.9992.999
0.5890.5890.5890.589
1111
1111
2.1482.1482.1482.148
818.41 163.68 D
T8 39.000-37.000
6.26 507.92 A B C D
0.215 0.215 0.215 0.215
2.9172.9172.9172.917
0.5940.5940.5940.594
1111
1111
1.2271.2271.2271.227
443.31 221.66 D
T9 37.000-29.500
7.16 1915.69 A B C D
0.174 0.174 0.174 0.174
3.0963.0963.0963.096
0.5850.5850.5850.585
1111
1111
4.5654.5654.5654.565
1685.85 224.78 D
T10 29.500-23.500
7.16 1897.65 A B C D
0.142 0.142 0.142 0.142
3.2423.2423.2423.242
0.580.580.580.58
1111
1111
3.4583.4583.4583.458
1253.00 208.83 D
T11 23.500-17.500
7.16 2081.11 A B C D
0.142 0.129 0.129 0.116
3.2433.3073.3073.372
0.580.5780.5780.577
1111
1111
4.3853.9763.9763.567
1476.90 246.15 A
T12 17.500-10.000
7.16 3774.32 A B C D
0.161 0.153 0.153 0.146
3.1553.193.19
3.225
0.5830.5820.5820.581
1111
1111
7.6867.3287.3286.969
2247.07 299.61 A
T13 10.000-0.000
7.16 4171.84 A B C D
0.109 0.105 0.105
0.1
3.4033.4273.4273.451
0.5760.5760.5760.575
1111
1111
8.7088.3318.3317.955
2511.23 251.12 A
Sum Weight: 76.12 17435.05 OTM 352830 kg-m
13015.62
Tower Forces - No Ice - Wind 45 To Face
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 14 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section
Elevation
m
Add Weight
kg
Self Weight
kg
F a c e
e CF
RR DF
DR
AE
m2
F
kg
w
kglm
Ctrl. Face
T1 66.000-61.000
3.62 377.84 A B C D
0.38 0.38 0.38 0.38
2.3352.3352.3352.335
0.6440.6440.6440.644
1.21.21.21.2
1.21.21.21.2
1.4521.4521.4521.452
486.36 97.27 D
T2 61.000-60.000
3.62 115.20 A B C D
0.372 0.372 0.372 0.372
2.362.362.362.36
0.640.640.640.64
1.21.21.21.2
1.21.21.21.2
0.4480.4480.4480.448
149.46 149.46 D
T3 60.000-54.400
4.46 484.01 A B C D
0.201 0.201 0.201 0.201
2.9742.9742.9742.974
0.5910.5910.5910.591
1.1511.1511.1511.151
1.1511.1511.1511.151
1.7741.7741.7741.774
734.49 131.16 D
T4 54.400-50.200
5.37 440.13 A B C D
0.255 0.255 0.255 0.255
2.7572.7572.7572.757
0.6030.6030.6030.603
1.1911.1911.1911.191
1.1911.1911.1911.191
1.7651.7651.7651.765
660.59 157.28 D
T5 50.200-46.000
5.37 500.58 A B C D
0.254 0.254 0.254 0.254
2.7612.7612.7612.761
0.6030.6030.6030.603
1.191.191.191.19
1.191.191.191.19
1.7581.7581.7581.758
643.41 153.19 D
T6 46.000-44.000
5.37 359.86 A B C D
0.245 0.245 0.245 0.245
2.7952.7952.7952.795
0.6010.6010.6010.601
1.1841.1841.1841.184
1.1841.1841.1841.184
1.0311.0311.0311.031
374.77 187.39 D
T7 44.000-39.000
6.26 732.77 A B C D
0.195 0.195 0.195 0.195
2.9992.9992.9992.999
0.5890.5890.5890.589
1.1471.1471.1471.147
1.1471.1471.1471.147
2.4622.4622.4622.462
938.40 187.68 D
T8 39.000-37.000
6.26 507.92 A B C D
0.215 0.215 0.215 0.215
2.9172.9172.9172.917
0.5940.5940.5940.594
1.1611.1611.1611.161
1.1611.1611.1611.161
1.4241.4241.4241.424
514.73 257.37 D
T9 37.000-29.500
7.16 1915.69 A B C D
0.174 0.174 0.174 0.174
3.0963.0963.0963.096
0.5850.5850.5850.585
1.131.131.131.13
1.131.131.131.13
5.1605.1605.1605.160
1905.31 254.04 D
T10 29.500-23.500
7.16 1897.65 A B C D
0.142 0.142 0.142 0.142
3.2423.2423.2423.242
0.580.580.580.58
1.1071.1071.1071.107
1.1071.1071.1071.107
3.8263.8263.8263.826
1386.58 231.10 D
T11 23.500-17.500
7.16 2081.11 A B C D
0.142 0.129 0.129 0.116
3.2433.3073.3073.372
0.580.5780.5780.577
1.1071.0971.0971.087
1.1071.0971.0971.087
4.8524.3604.3603.876
1634.19 272.37 A
T12 17.500-10.000
7.16 3774.32 A B C D
0.161 0.153 0.153 0.146
3.1553.193.19
3.225
0.5830.5820.5820.581
1.1211.1151.1151.109
1.1211.1151.1151.109
8.6138.1708.1707.730
2517.98 335.73 A
T13 10.000-0.000
7.16 4171.84 A B C D
0.109 0.105 0.105
0.1
3.4033.4273.4273.451
0.5760.5760.5760.575
1.0821.0781.0781.075
1.0821.0781.0781.075
9.4228.9858.9858.551
2717.05 271.71 A
Sum Weight: 76.12 17435.05 OTM 404608 kg-m
14663.32
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 15 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Tower Forces - Service - Wind Normal To Face
Section Elevation
m
Add Weight
kg
Self Weight
kg
F a c e
e CF
RR DF
DR
AE
m2
F
kg
w
kglm
Ctrl. Face
T1 66.000-61.000
3.62 377.84 A B C D
0.38 0.38 0.38 0.38
2.3352.3352.3352.335
0.6440.6440.6440.644
1111
1111
1.2101.2101.2101.210
101.33 20.27 D
T2 61.000-60.000
3.62 115.20 A B C D
0.372 0.372 0.372 0.372
2.362.362.362.36
0.640.640.640.64
1111
1111
0.3730.3730.3730.373
31.14 31.14 D
T3 60.000-54.400
4.46 484.01 A B C D
0.201 0.201 0.201 0.201
2.9742.9742.9742.974
0.5910.5910.5910.591
1111
1111
1.5411.5411.5411.541
159.53 28.49 D
T4 54.400-50.200
5.37 440.13 A B C D
0.255 0.255 0.255 0.255
2.7572.7572.7572.757
0.6030.6030.6030.603
1111
1111
1.4821.4821.4821.482
138.67 33.02 D
T5 50.200-46.000
5.37 500.58 A B C D
0.254 0.254 0.254 0.254
2.7612.7612.7612.761
0.6030.6030.6030.603
1111
1111
1.4771.4771.4771.477
135.15 32.18 D
T6 46.000-44.000
5.37 359.86 A B C D
0.245 0.245 0.245 0.245
2.7952.7952.7952.795
0.6010.6010.6010.601
1111
1111
0.8710.8710.8710.871
79.16 39.58 D
T7 44.000-39.000
6.26 732.77 A B C D
0.195 0.195 0.195 0.195
2.9992.9992.9992.999
0.5890.5890.5890.589
1111
1111
2.1482.1482.1482.148
204.60 40.92 D
T8 39.000-37.000
6.26 507.92 A B C D
0.215 0.215 0.215 0.215
2.9172.9172.9172.917
0.5940.5940.5940.594
1111
1111
1.2271.2271.2271.227
110.83 55.41 D
T9 37.000-29.500
7.16 1915.69 A B C D
0.174 0.174 0.174 0.174
3.0963.0963.0963.096
0.5850.5850.5850.585
1111
1111
4.5654.5654.5654.565
421.46 56.19 D
T10 29.500-23.500
7.16 1897.65 A B C D
0.142 0.142 0.142 0.142
3.2423.2423.2423.242
0.580.580.580.58
1111
1111
3.4583.4583.4583.458
313.25 52.21 D
T11 23.500-17.500
7.16 2081.11 A B C D
0.142 0.129 0.129 0.116
3.2433.3073.3073.372
0.580.5780.5780.577
1111
1111
4.3853.9763.9763.567
369.23 61.54 A
T12 17.500-10.000
7.16 3774.32 A B C D
0.161 0.153 0.153 0.146
3.1553.193.19
3.225
0.5830.5820.5820.581
1111
1111
7.6867.3287.3286.969
561.77 74.90 A
T13 10.000-0.000
7.16 4171.84 A B C D
0.109 0.105 0.105
0.1
3.4033.4273.4273.451
0.5760.5760.5760.575
1111
1111
8.7088.3318.3317.955
627.81 62.78 A
Sum Weight: 76.12 17435.05 OTM 88208 kg-m
3253.90
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 16 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Tower Forces - Service - Wind 45 To Face
Section Elevation
m
Add Weight
kg
Self Weight
kg
F a c e
e CF
RR DF
DR
AE
m2
F
kg
w
kglm
Ctrl. Face
T1 66.000-61.000
3.62 377.84 A B C D
0.38 0.38 0.38 0.38
2.3352.3352.3352.335
0.6440.6440.6440.644
1.21.21.21.2
1.21.21.21.2
1.4521.4521.4521.452
121.59 24.32 D
T2 61.000-60.000
3.62 115.20 A B C D
0.372 0.372 0.372 0.372
2.362.362.362.36
0.640.640.640.64
1.21.21.21.2
1.21.21.21.2
0.4480.4480.4480.448
37.36 37.36 D
T3 60.000-54.400
4.46 484.01 A B C D
0.201 0.201 0.201 0.201
2.9742.9742.9742.974
0.5910.5910.5910.591
1.1511.1511.1511.151
1.1511.1511.1511.151
1.7741.7741.7741.774
183.62 32.79 D
T4 54.400-50.200
5.37 440.13 A B C D
0.255 0.255 0.255 0.255
2.7572.7572.7572.757
0.6030.6030.6030.603
1.1911.1911.1911.191
1.1911.1911.1911.191
1.7651.7651.7651.765
165.15 39.32 D
T5 50.200-46.000
5.37 500.58 A B C D
0.254 0.254 0.254 0.254
2.7612.7612.7612.761
0.6030.6030.6030.603
1.191.191.191.19
1.191.191.191.19
1.7581.7581.7581.758
160.85 38.30 D
T6 46.000-44.000
5.37 359.86 A B C D
0.245 0.245 0.245 0.245
2.7952.7952.7952.795
0.6010.6010.6010.601
1.1841.1841.1841.184
1.1841.1841.1841.184
1.0311.0311.0311.031
93.69 46.85 D
T7 44.000-39.000
6.26 732.77 A B C D
0.195 0.195 0.195 0.195
2.9992.9992.9992.999
0.5890.5890.5890.589
1.1471.1471.1471.147
1.1471.1471.1471.147
2.4622.4622.4622.462
234.60 46.92 D
T8 39.000-37.000
6.26 507.92 A B C D
0.215 0.215 0.215 0.215
2.9172.9172.9172.917
0.5940.5940.5940.594
1.1611.1611.1611.161
1.1611.1611.1611.161
1.4241.4241.4241.424
128.68 64.34 D
T9 37.000-29.500
7.16 1915.69 A B C D
0.174 0.174 0.174 0.174
3.0963.0963.0963.096
0.5850.5850.5850.585
1.131.131.131.13
1.131.131.131.13
5.1605.1605.1605.160
476.33 63.51 D
T10 29.500-23.500
7.16 1897.65 A B C D
0.142 0.142 0.142 0.142
3.2423.2423.2423.242
0.580.580.580.58
1.1071.1071.1071.107
1.1071.1071.1071.107
3.8263.8263.8263.826
346.64 57.77 D
T11 23.500-17.500
7.16 2081.11 A B C D
0.142 0.129 0.129 0.116
3.2433.3073.3073.372
0.580.5780.5780.577
1.1071.0971.0971.087
1.1071.0971.0971.087
4.8524.3604.3603.876
408.55 68.09 A
T12 17.500-10.000
7.16 3774.32 A B C D
0.161 0.153 0.153 0.146
3.1553.193.19
3.225
0.5830.5820.5820.581
1.1211.1151.1151.109
1.1211.1151.1151.109
8.6138.1708.1707.730
629.49 83.93 A
T13 10.000-0.000
7.16 4171.84 A B C D
0.109 0.105 0.105
0.1
3.4033.4273.4273.451
0.5760.5760.5760.575
1.0821.0781.0781.075
1.0821.0781.0781.075
9.4228.9858.9858.551
679.26 67.93 A
Sum Weight: 76.12 17435.05 OTM 101152 kg-m
3665.83
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 17 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Force Totals
Load Case
Vertical Forces
kg
Sum of Forces
X kg
Sum of Forces
Z kg
Sum of Overturning Moments, Mx
kg-m
Sum of Overturning Moments, Mz
kg-m
Sum of Torques
kg-m Leg Weight 6091.87 Bracing Weight 11267.06 Total Member Self-Weight 17358.92 326 -129 Gusset Weight 76.12 Total Weight 18762.37 326 -129 Wind 0 deg - No Ice -29.57 -15931.20 -481438 2937 49Wind 45 deg - No Ice 12217.58 -12241.26 -371127 -369557 479Wind 90 deg - No Ice 15629.93 -543.07 -12611 -471479 642Wind 180 deg - No Ice -2.99 15417.85 468721 -169 32Total Weight 18762.37 326 -129 Wind 0 deg - Service -7.39 -3982.80 -120115 637 12Wind 45 deg - Service 3054.39 -3060.31 -92537 -92486 120Wind 90 deg - Service 3907.48 -135.77 -2908 -117967 160Wind 180 deg - Service -0.75 3854.46 117425 -139 8
Load Combinations Comb.
No. Description
1 Dead Only 2 Dead+Wind 0 deg - No Ice 3 Dead+Wind 45 deg - No Ice 4 Dead+Wind 90 deg - No Ice 5 Dead+Wind 180 deg - No Ice 6 Dead+Wind 0 deg - Service 7 Dead+Wind 45 deg - Service 8 Dead+Wind 90 deg - Service 9 Dead+Wind 180 deg - Service
Maximum Member Forces Section
No. Elevation
m Component
Type Condition Gov.
Load Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m T1 66 - 61 Leg Max Tension 3 3481.12 1 -1
Max. Compression 3 -3673.22 -4 -4 Max. Mx 3 -139.22 12 -12 Max. My 3 -171.76 12 -12 Max. Vy 4 51.42 -9 -1 Max. Vx 4 -51.38 1 9 Diagonal Max Tension 3 621.19 3 -2 Max. Compression 3 -608.88 0 0 Max. Mx 3 -205.42 -6 2 Max. My 2 -569.13 -3 3 Max. Vy 3 11.66 0 0 Max. Vx 2 -4.41 -3 3 Top Girt Max Tension 2 19.21 0 0
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 18 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m Max. Compression 2 -18.19 0 0 Max. Mx 1 -0.00 0 0 Max. My 3 -13.69 0 0 Max. Vy 1 1.36 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 2 0.39 0 0 Max. Compression 2 -0.39 0 0 Max. Mx 1 0.02 0 0 Max. My 4 0.37 0 0 Max. Vy 1 -1.30 0 0 Max. Vx 4 -0.00 0 0
T2 61 - 60 Leg Max Tension 3 3051.88 4 4 Max. Compression 3 -3268.87 0 0 Max. Mx 3 -193.44 5 -5 Max. My 3 -37.23 -5 5 Max. Vy 3 12.71 5 -5 Max. Vx 3 12.96 -5 5 Diagonal Max Tension 3 1084.08 0 0 Max. Compression 3 -1137.55 0 0 Max. Mx 2 -681.67 0 0 Max. My 3 -43.77 0 0 Max. Vy 2 1.43 0 0 Max. Vx 3 -0.67 0 0 Horizontal Max Tension 3 20.04 1 1 Max. Compression 3 -29.14 -1 1 Max. Mx 2 11.38 2 1 Max. My 2 11.38 2 1 Max. Vy 2 -5.27 2 1 Max. Vx 2 2.12 0 0 Top Girt Max Tension 2 626.00 0 0 Max. Compression 2 -680.42 0 0 Max. Mx 1 -25.43 0 0 Max. My 1 -25.43 0 0 Max. Vy 1 1.28 0 0 Max. Vx 1 -0.47 0 0
T3 60 - 54.4 Leg Max Tension 3 7609.45 2 2 Max. Compression 3 -8252.20 -5 -6 Max. Mx 3 -421.71 14 -13 Max. My 3 -94.61 -13 13 Max. Vy 4 -77.89 0 0 Max. Vx 4 -77.83 0 0 Diagonal Max Tension 2 844.40 0 0 Max. Compression 2 -868.69 0 0 Max. Mx 3 489.41 6 -1 Max. My 2 -855.42 -2 -2 Max. Vy 3 -7.30 6 -1 Max. Vx 2 1.64 -2 -2 Top Girt Max Tension 2 1002.80 0 0 Max. Compression 2 -918.04 0 0 Max. Mx 1 43.94 -1 0 Max. My 3 -674.96 0 0 Max. Vy 1 3.01 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 3 37.91 0 0 Max. Compression 2 -19.47 0 0 Max. Mx 1 30.49 1 0 Max. My 5 29.41 0 0 Max. Vy 1 -2.88 0 0 Max. Vx 5 -0.00 0 0
T4 54.4 - 50.2 Leg Max Tension 3 13582.25 3 2 Max. Compression 3 -14323.79 -13 -13
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 19 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m Max. Mx 3 -628.22 33 -33 Max. My 3 -174.47 -33 33 Max. Vy 3 33.43 33 -33 Max. Vx 3 33.23 -33 33 Diagonal Max Tension 3 1139.41 0 0 Max. Compression 3 -1161.91 0 0 Max. Mx 3 472.32 5 -1 Max. My 2 -1073.65 -2 -1 Max. Vy 3 -7.16 5 -1 Max. Vx 2 1.37 -2 -1 Top Girt Max Tension 2 433.71 0 0 Max. Compression 2 -407.22 0 0 Max. Mx 1 16.15 -1 0 Max. My 3 -292.85 0 0 Max. Vy 1 3.01 0 0 Max. Vx 3 -0.00 0 0
T5 50.2 - 46 Leg Max Tension 3 21150.12 6 5 Max. Compression 3 -22240.82 -8 -8 Max. Mx 3 -872.07 55 -55 Max. My 3 -310.27 -55 55 Max. Vy 3 54.83 55 -55 Max. Vx 3 54.75 -55 55 Diagonal Max Tension 3 1515.11 3 -1 Max. Compression 3 -1561.30 0 0 Max. Mx 3 566.07 7 -1 Max. My 2 -1381.09 -3 -2 Max. Vy 3 -8.94 7 -1 Max. Vx 2 2.18 -3 -2 Top Girt Max Tension 2 710.12 0 0 Max. Compression 2 -676.95 0 0 Max. Mx 1 17.93 -1 0 Max. My 3 -497.91 0 0 Max. Vy 1 3.01 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 3 38.37 0 0 Max. Compression 3 -15.64 0 0 Max. Mx 1 12.98 1 0 Max. My 4 13.87 0 0 Max. Vy 1 -2.88 0 0 Max. Vx 4 -0.00 0 0
T6 46 - 44 Leg Max Tension 3 15415.68 8 8 Max. Compression 3 -16257.66 19 19 Max. Mx 2 -10796.52 -20 4 Max. My 2 -10795.95 4 -20 Max. Vy 2 -37.55 -20 4 Max. Vx 2 -37.55 4 -20 Diagonal Max Tension 3 5163.50 0 0 Max. Compression 3 -5479.59 0 0 Max. Mx 2 -2466.22 -2 0 Max. My 2 4474.91 0 1 Max. Vy 2 4.81 0 0 Max. Vx 2 -1.36 0 0 Horizontal Max Tension 3 45.69 2 0 Max. Compression 2 -73.57 0 0 Max. Mx 2 -4.58 3 -1 Max. My 2 -4.58 3 -1 Max. Vy 2 5.26 3 -1 Max. Vx 2 1.16 3 -1 Top Girt Max Tension 4 13.35 0 0 Max. Compression 4 -40.11 0 0 Max. Mx 1 -8.32 -1 0
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 20 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m Max. My 1 -8.32 0 0 Max. Vy 1 -2.95 0 0 Max. Vx 1 0.60 0 0 Inner Bracing Max Tension 3 14.78 0 0 Max. Compression 3 -31.34 0 0 Max. Mx 1 0.18 1 0 Max. My 4 10.98 0 0 Max. Vy 1 -2.88 0 0 Max. Vx 4 0.02 0 0
T7 44 - 39 Leg Max Tension 3 21744.48 -32 -34 Max. Compression 3 -23573.50 -9 -9 Max. Mx 3 -1143.55 100 -94 Max. My 3 -703.19 -95 100 Max. Vy 3 -126.72 100 -94 Max. Vx 3 -125.36 -95 100 Diagonal Max Tension 3 2274.17 0 0 Max. Compression 3 -2352.93 0 0 Max. Mx 2 1645.00 -1 0 Max. My 2 -672.55 0 0 Max. Vy 2 3.08 0 0 Max. Vx 2 -0.02 0 0 Horizontal Max Tension 2 145.64 0 0 Max. Compression 3 -171.87 2 0 Max. Mx 2 95.55 5 1 Max. My 2 -36.48 1 -2 Max. Vy 2 6.76 5 1 Max. Vx 2 1.64 1 -2 Top Girt Max Tension 2 4755.04 0 0 Max. Compression 2 -4326.41 0 0 Max. Mx 1 219.46 -3 0 Max. My 4 231.95 0 0 Max. Vy 1 -6.35 0 0 Max. Vx 4 0.00 0 0
T8 39 - 37 Leg Max Tension 3 20261.84 10 10 Max. Compression 3 -22226.12 -28 -27 Max. Mx 3 -22220.65 56 56 Max. My 3 -22220.65 56 56 Max. Vy 3 -81.45 -28 -27 Max. Vx 3 -80.87 -28 -27 Diagonal Max Tension 3 5048.04 0 0 Max. Compression 3 -5308.00 0 0 Max. Mx 2 -3914.33 -4 0 Max. My 2 -2733.61 0 1 Max. Vy 2 7.49 0 0 Max. Vx 2 -2.89 0 0 Horizontal Max Tension 3 65.95 -1 30 Max. Compression 2 -148.94 1 6 Max. Mx 2 -25.23 4 6 Max. My 2 5.65 -1 61 Max. Vy 2 -6.69 4 6 Max. Vx 2 45.28 0 0 Top Girt Max Tension 2 2629.87 0 0 Max. Compression 2 -3309.19 0 0 Max. Mx 1 -183.57 -3 0 Max. My 1 -183.57 0 1 Max. Vy 1 6.04 0 0 Max. Vx 1 -1.98 0 0
T9 37 - 29.5 Leg Max Tension 3 23767.77 -21 -21 Max. Compression 3 -26735.79 47 47 Max. Mx 2 -15493.80 137 -11 Max. My 2 -15519.72 -11 137
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 21 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m Max. Vy 2 -211.09 137 -11 Max. Vx 2 -211.35 -11 137 Diagonal Max Tension 3 2916.89 16 11 Max. Compression 3 -3028.50 0 0 Max. Mx 3 977.77 24 16 Max. My 3 966.98 24 -16 Max. Vy 3 -22.61 24 16 Max. Vx 3 12.87 24 -16 Horizontal Max Tension 3 111.37 0 0 Max. Compression 3 -159.72 0 0 Max. Mx 2 89.37 4 0 Max. My 2 -114.98 3 0 Max. Vy 2 -6.17 4 0 Max. Vx 2 0.05 3 0 Top Girt Max Tension 2 5449.28 0 0 Max. Compression 2 -5004.43 0 0 Max. Mx 1 335.34 -18 0 Max. My 4 391.32 0 0 Max. Vy 1 21.18 0 0 Max. Vx 4 -0.00 0 0 Redund Horz 1
Bracing Max Tension 3 401.04 0 0
Max. Compression 3 -401.04 0 0 Max. Mx 1 21.84 0 0 Max. My 4 -93.90 0 0 Max. Vy 1 0.98 0 0 Max. Vx 4 -0.00 0 0 Redund Diag 1
Bracing Max Tension 3 296.16 0 0
Max. Compression 3 -296.16 0 0 Max. Mx 2 127.74 0 0 Max. My 2 227.52 0 0 Max. Vy 2 0.99 0 0 Max. Vx 2 -0.00 0 0 Redund Hip 1
Bracing Max Tension 3 38.96 0 0
Max. Compression 3 -30.56 0 0 Max. Mx 1 1.81 0 0 Max. My 3 1.73 0 0 Max. Vy 1 1.63 0 0 Max. Vx 3 0.00 0 0 Inner Bracing Max Tension 3 201.91 0 0 Max. Compression 2 -106.16 0 0 Max. Mx 1 167.33 18 0 Max. My 4 1.01 0 0 Max. Vy 1 -14.48 0 0 Max. Vx 4 0.04 0 0
T10 29.5 - 23.5 Leg Max Tension 3 27738.98 -37 -37 Max. Compression 3 -31320.71 79 81 Max. Mx 2 -21007.77 159 -28 Max. My 4 -20679.35 -30 159 Max. Vy 2 -237.06 159 -28 Max. Vx 4 -239.13 -30 159 Diagonal Max Tension 3 1096.55 10 -7 Max. Compression 3 -1167.42 0 0 Max. Mx 3 -126.31 12 -8 Max. My 3 -91.29 12 8 Max. Vy 3 -11.11 12 -8 Max. Vx 3 5.58 0 0 Horizontal Max Tension 2 134.98 4 0 Max. Compression 2 -195.60 4 0
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 22 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m Max. Mx 2 -132.93 10 -1 Max. My 2 -132.93 10 -1 Max. Vy 2 13.83 10 -1 Max. Vx 2 1.38 10 -1 Top Girt Max Tension 2 654.15 0 0 Max. Compression 2 -825.79 0 0 Max. Mx 1 -60.83 -8 0 Max. My 1 -60.83 0 1 Max. Vy 1 9.81 0 0 Max. Vx 1 -0.89 0 0 Redund Horz 1
Bracing Max Tension 3 471.74 0 0
Max. Compression 3 -471.74 0 0 Max. Mx 1 30.88 0 0 Max. My 3 -242.73 0 0 Max. Vy 1 1.13 0 0 Max. Vx 3 0.10 0 0 Redund Diag 1
Bracing Max Tension 3 445.35 0 0
Max. Compression 3 -445.35 0 0 Max. Mx 2 257.47 -1 0 Max. My 2 208.51 0 0 Max. Vy 2 -1.74 0 0 Max. Vx 2 0.27 0 0 Redund Hip 1
Bracing Max Tension 3 10.75 0 0
Max. Compression 3 -15.95 0 0 Max. Mx 1 -2.71 -1 0 Max. My 3 -2.45 0 0 Max. Vy 1 1.89 0 0 Max. Vx 3 -0.00 0 0 Inner Bracing Max Tension 2 17.52 0 0 Max. Compression 3 -60.25 0 0 Max. Mx 1 1.36 13 0 Max. My 4 2.72 0 0 Max. Vy 1 -11.04 0 0 Max. Vx 4 -0.02 0 0
T11 23.5 - 17.5 Leg Max Tension 3 30410.63 -58 -58 Max. Compression 3 -35232.98 108 105 Max. Mx 2 -23642.50 159 -28 Max. My 4 -22886.45 -30 159 Max. Vy 2 144.30 159 -28 Max. Vx 4 142.80 -30 159 Diagonal Max Tension 2 1241.49 6 -5 Max. Compression 2 -1357.35 0 0 Max. Mx 3 1132.55 12 8 Max. My 3 1224.36 12 8 Max. Vy 3 -11.65 12 8 Max. Vx 3 4.81 0 0 Horizontal Max Tension 5 55.80 8 -1 Max. Compression 3 -146.18 5 -1 Max. Mx 2 19.42 11 -1 Max. My 2 4.67 11 -1 Max. Vy 2 -15.99 11 -1 Max. Vx 2 -1.43 11 -1 Redund Horz 1
Bracing Max Tension 3 530.66 0 0
Max. Compression 3 -530.66 0 0 Max. Mx 1 39.28 0 0 Max. My 4 -143.12 0 0 Max. Vy 1 1.44 0 0
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 23 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m Max. Vx 4 -0.13 0 0 Redund Diag 1
Bracing Max Tension 3 430.14 0 0
Max. Compression 3 -430.14 0 0 Max. Mx 2 37.69 -1 0 Max. My 3 140.17 0 0 Max. Vy 2 2.15 0 0 Max. Vx 3 -0.29 0 0 Redund Hip 1
Bracing Max Tension 3 7.19 0 0
Max. Compression 3 -12.13 0 0 Max. Mx 1 -3.22 -2 0 Max. My 3 -2.00 0 0 Max. Vy 1 4.07 0 0 Max. Vx 3 -0.00 0 0 Redund Hip
Diagonal Bracing Max Tension 2 6.92 0 0
Max. Compression 3 -8.44 0 0 Max. Mx 2 6.92 -7 0 Max. My 3 -3.03 0 0 Max. Vy 2 8.32 0 0 Max. Vx 3 0.00 0 0 Inner Bracing Max Tension 3 7.99 0 0 Max. Compression 4 -11.80 0 0 Max. Mx 1 0.27 -15 0 Max. My 4 1.70 0 0 Max. Vy 1 11.51 0 0 Max. Vx 4 0.02 0 0
T12 17.5 - 10 Leg Max Tension 3 28849.46 11 11 Max. Compression 3 -33478.41 7 7 Max. Mx 4 -21015.54 129 7 Max. My 2 -22007.31 14 128 Max. Vy 4 161.95 -103 4 Max. Vx 2 161.09 -3 -102 Diagonal Max Tension 3 5437.65 5 -2 Max. Compression 3 -6588.14 0 0 Max. Mx 3 -2079.34 48 -48 Max. My 3 -1807.52 48 -48 Max. Vy 3 -33.58 48 -48 Max. Vx 3 -32.43 1 3 Top Girt Max Tension 2 1945.91 0 0 Max. Compression 2 -1660.96 0 0 Max. Mx 1 154.32 -36 0 Max. My 4 211.38 0 3 Max. Vy 1 -25.57 0 0 Max. Vx 4 -2.33 0 0 Redund Horz 1
Bracing Max Tension 3 504.24 0 0
Max. Compression 3 -504.24 0 0 Max. Mx 1 36.83 0 0 Max. My 2 338.33 0 0 Max. Vy 1 1.99 0 0 Max. Vx 2 -0.18 0 0 Redund Horz 2
Bracing Max Tension 3 504.24 0 0
Max. Compression 3 -504.24 0 0 Max. Mx 1 36.83 -1 0 Max. My 2 342.98 0 0 Max. Vy 1 3.98 0 0 Max. Vx 2 -0.36 0 0 Redund Horz 3 Max Tension 3 504.24 0 0
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 24 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m Bracing
Max. Compression 3 -504.24 0 0 Max. Mx 1 36.83 -3 0 Max. My 4 -6.62 0 0 Max. Vy 1 5.97 0 0 Max. Vx 4 0.54 0 0 Redund Horz 4
Bracing Max Tension 3 504.24 0 0
Max. Compression 3 -504.24 0 0 Max. Mx 1 36.83 -6 0 Max. My 1 36.83 0 1 Max. Vy 1 7.96 0 0 Max. Vx 1 -0.72 0 0 Redund Diag 1
Bracing Max Tension 3 620.54 0 0
Max. Compression 3 -620.54 0 0 Max. Mx 2 351.76 -1 0 Max. My 2 69.03 0 0 Max. Vy 2 2.39 0 0 Max. Vx 2 0.45 0 0 Redund Diag 2
Bracing Max Tension 3 387.48 0 0
Max. Compression 3 -387.48 0 0 Max. Mx 2 77.62 -2 0 Max. My 3 66.66 0 0 Max. Vy 2 4.37 0 0 Max. Vx 3 -0.56 0 0 Redund Diag 3
Bracing Max Tension 3 323.72 0 0
Max. Compression 3 -323.72 0 0 Max. Mx 2 78.04 -4 0 Max. My 4 3.26 0 0 Max. Vy 2 6.36 0 0 Max. Vx 4 -0.70 0 0 Redund Diag 4
Bracing Max Tension 3 304.93 0 0
Max. Compression 3 -304.93 0 0 Max. Mx 2 70.68 -7 0 Max. My 4 -4.16 0 1 Max. Vy 2 8.35 0 0 Max. Vx 4 0.86 0 0 Redund Hip 1
Bracing Max Tension 3 78.61 0 0
Max. Compression 2 -79.72 0 0 Max. Mx 1 3.07 -1 0 Max. My 3 30.28 0 0 Max. Vy 1 2.83 0 0 Max. Vx 3 0.00 0 0 Redund Hip 2
Bracing Max Tension 3 20.97 0 0
Max. Compression 3 -26.30 0 0 Max. Mx 1 -0.56 -3 0 Max. My 3 20.95 0 0 Max. Vy 1 5.65 0 0 Max. Vx 3 0.00 0 0 Redund Hip 3
Bracing Max Tension 3 14.96 0 0
Max. Compression 3 -18.21 0 0 Max. Mx 1 -0.90 -6 0 Max. My 3 2.54 0 0 Max. Vy 1 8.48 0 0
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 25 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m Max. Vx 3 0.00 0 0 Redund Hip 4
Bracing Max Tension 3 2.63 0 0
Max. Compression 3 -11.28 0 0 Max. Mx 1 -3.87 -11 0 Max. My 3 -5.27 0 0 Max. Vy 1 11.30 0 0 Max. Vx 3 0.00 0 0 Redund Hip
Diagonal Bracing Max Tension 4 99.48 0 0
Max. Compression 3 -104.08 0 0 Max. Mx 3 -8.03 -24 0 Max. My 2 85.13 0 0 Max. Vy 3 20.36 0 0 Max. Vx 2 -0.01 0 0 Inner Bracing Max Tension 3 78.95 0 0 Max. Compression 3 -39.18 0 0 Max. Mx 1 74.67 36 0 Max. My 4 7.46 0 0 Max. Vy 1 -18.03 0 0 Max. Vx 4 0.01 0 0
T13 10 - 0 Leg Max Tension 3 28588.18 -1 -1 Max. Compression 3 -34353.71 0 0 Max. Mx 5 -22917.36 -39 -9 Max. My 4 -23386.45 -9 -39 Max. Vy 5 34.93 34 5 Max. Vx 5 34.69 6 34 Diagonal Max Tension 3 5582.85 14 -18 Max. Compression 3 -6845.87 0 0 Max. Mx 3 -6755.60 -14 22 Max. My 3 -6729.35 -14 22 Max. Vy 3 15.53 11 -16 Max. Vx 3 -18.27 11 -16 Top Girt Max Tension 4 57.97 18 -2 Max. Compression 2 -244.57 18 -2 Max. Mx 2 -81.06 20 -2 Max. My 2 -78.07 20 -2 Max. Vy 2 27.25 20 -2 Max. Vx 2 2.56 20 -2 Redund Horz 1
Bracing Max Tension 3 517.42 0 0
Max. Compression 3 -517.42 0 0 Max. Mx 8 -20.57 0 0 Max. My 3 517.42 0 0 Max. Vy 8 1.99 0 0 Max. Vx 3 -0.18 0 0 Redund Horz 2
Bracing Max Tension 3 517.42 0 0
Max. Compression 3 -517.42 0 0 Max. Mx 1 50.82 -1 0 Max. My 2 350.89 0 0 Max. Vy 1 3.98 0 0 Max. Vx 2 -0.36 0 0 Redund Horz 3
Bracing Max Tension 3 517.42 0 0
Max. Compression 3 -517.42 0 0 Max. Mx 1 50.82 -3 0 Max. My 3 517.42 0 0 Max. Vy 1 5.97 0 0 Max. Vx 3 -0.54 0 0 Redund Horz 4 Max Tension 3 517.42 0 0
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 26 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m Bracing
Max. Compression 3 -517.42 0 0 Max. Mx 1 50.82 -6 0 Max. My 3 -138.44 0 1 Max. Vy 1 7.96 0 0 Max. Vx 3 -0.72 0 0 Redund Diag 1
Bracing Max Tension 3 766.51 0 0
Max. Compression 3 -766.51 0 0 Max. Mx 3 766.51 -1 0 Max. My 2 114.22 0 0 Max. Vy 3 1.48 0 0 Max. Vx 2 0.54 0 0 Redund Diag 2
Bracing Max Tension 3 434.03 0 0
Max. Compression 3 -434.03 0 0 Max. Mx 2 298.27 -2 0 Max. My 4 60.71 0 0 Max. Vy 2 -3.47 0 0 Max. Vx 4 -0.61 0 0 Redund Diag 3
Bracing Max Tension 3 342.11 0 0
Max. Compression 3 -342.11 0 0 Max. Mx 2 235.10 -4 0 Max. My 2 81.94 0 -1 Max. Vy 2 5.46 0 0 Max. Vx 2 0.72 0 0 Redund Diag 4
Bracing Max Tension 3 304.86 0 0
Max. Compression 3 -304.86 0 0 Max. Mx 2 209.50 -6 0 Max. My 4 106.72 0 1 Max. Vy 2 7.45 0 0 Max. Vx 4 -0.86 0 0 Redund Hip 1
Bracing Max Tension 4 12.80 0 0
Max. Compression 3 -49.05 0 0 Max. Mx 6 -5.63 -1 0 Max. My 2 9.37 0 0 Max. Vy 6 2.83 0 0 Max. Vx 2 0.00 0 0 Redund Hip 2
Bracing Max Tension 2 9.42 0 0
Max. Compression 3 -30.34 0 0 Max. Mx 1 -2.13 -3 0 Max. My 2 3.78 0 0 Max. Vy 1 5.65 0 0 Max. Vx 2 0.00 0 0 Redund Hip 3
Bracing Max Tension 3 15.45 0 0
Max. Compression 3 -31.25 0 0 Max. Mx 1 -2.35 -6 0 Max. My 3 -2.21 0 0 Max. Vy 1 8.48 0 0 Max. Vx 3 0.00 0 0 Redund Hip 4
Bracing Max Tension 3 1.87 0 0
Max. Compression 3 -20.35 0 0 Max. Mx 1 -4.98 -11 0 Max. My 2 -0.23 0 0 Max. Vy 1 11.30 0 0
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 27 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Condition Gov. Load
Comb.
Force
kg
Major Axis Moment
kg-m
Minor Axis Moment
kg-m Max. Vx 2 0.00 0 0 Redund Hip
Diagonal Bracing Max Tension 3 78.24 0 0
Max. Compression 3 -52.01 0 0 Max. Mx 3 4.55 -25 0 Max. My 3 -12.48 0 0 Max. Vy 3 20.60 0 0 Max. Vx 3 0.01 0 0
Maximum Reactions
Location Condition Gov. Load
Comb.
Vertical kg
Horizontal, X kg
Horizontal, Z kg
Leg D Max. Vert 5 31145.21 4564.81 -4506.03 Max. Hx 5 31145.21 4564.81 -4506.03 Max. Hz 3 -37205.93 -5509.44 5473.24 Min. Vert 3 -37205.93 -5509.44 5473.24 Min. Hx 3 -37205.93 -5509.44 5473.24 Min. Hz 5 31145.21 4564.81 -4506.03
Leg C Max. Vert 5 31167.34 -4566.15 -4509.66 Max. Hx 2 -22662.61 3350.57 3358.22 Max. Hz 2 -22662.61 3350.57 3358.22 Min. Vert 2 -22662.61 3350.57 3358.22 Min. Hx 5 31167.34 -4566.15 -4509.66 Min. Hz 5 31167.34 -4566.15 -4509.66
Leg B Max. Vert 3 46491.13 -6781.96 6799.73 Max. Hx 5 -21767.01 3247.86 -3198.19 Max. Hz 3 46491.13 -6781.96 6799.73 Min. Vert 5 -21767.01 3247.86 -3198.19 Min. Hx 3 46491.13 -6781.96 6799.73 Min. Hz 5 -21767.01 3247.86 -3198.19
Leg A Max. Vert 2 32045.88 4674.68 4661.88 Max. Hx 2 32045.88 4674.68 4661.88 Max. Hz 2 32045.88 4674.68 4661.88 Min. Vert 5 -21783.19 -3243.53 -3203.56 Min. Hx 5 -21783.19 -3243.53 -3203.56 Min. Hz 5 -21783.19 -3243.53 -3203.56
Tower Mast Reaction Summary
Load Combination
Vertical
kg
Shearx
kg
Shearz
kg
Overturning Moment, Mx
kg-m
Overturning Moment, Mz
kg-m
Torque
kg-m Dead Only 18762.36 -0.00 -0.00 325 -129 0Dead+Wind 0 deg - No Ice 18762.35 -29.57 -15930.78 -479614 2942 50Dead+Wind 45 deg - No Ice 18762.35 12217.08 -12240.75 -369914 -368335 479Dead+Wind 90 deg - No Ice 18762.35 15629.53 -543.07 -12625 -469634 640Dead+Wind 180 deg - No Ice 18762.35 -2.99 15417.44 466881 -169 33Dead+Wind 0 deg - Service 18762.37 -7.39 -3982.64 -119658 638 13Dead+Wind 45 deg - Service 18762.37 3054.27 -3060.19 -92235 -92182 120Dead+Wind 90 deg - Service 18762.37 3907.33 -135.77 -2912 -117504 160Dead+Wind 180 deg - Service 18762.37 -0.75 3854.31 116963 -139 8
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 28 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Solution Summary
Load Comb.
Sum of Applied Forces Sum of Reactions % Error PX
kg PY kg
PZ kg
PX kg
PY kg
PZ kg
1 -0.00 -18762.37 0.00 0.00 18762.36 0.00 0.000% 2 -29.57 -18762.37 -15931.20 29.57 18762.35 15930.78 0.002% 3 12217.58 -18762.37 -12241.25 -12217.08 18762.35 12240.75 0.003% 4 15629.93 -18762.37 -543.07 -15629.53 18762.35 543.07 0.002% 5 -2.99 -18762.37 15417.85 2.99 18762.35 -15417.44 0.002% 6 -7.39 -18762.37 -3982.80 7.39 18762.37 3982.64 0.001% 7 3054.39 -18762.37 -3060.31 -3054.27 18762.37 3060.19 0.001% 8 3907.48 -18762.37 -135.77 -3907.33 18762.37 135.77 0.001% 9 -0.75 -18762.37 3854.46 0.75 18762.37 -3854.31 0.001%
Non-Linear Convergence Results
Load Combination
Converged? Number of Cycles
Displacement Tolerance
Force Tolerance
1 Yes 6 0.00000001 0.00000001 2 Yes 14 0.00000001 0.00011296 3 Yes 13 0.00007126 0.00011386 4 Yes 14 0.00000001 0.00010788 5 Yes 14 0.00000001 0.00011283 6 Yes 13 0.00000001 0.00009899 7 Yes 13 0.00000001 0.00009990 8 Yes 13 0.00000001 0.00009831 9 Yes 13 0.00000001 0.00009907
Maximum Tower Deflections - Service Wind
Section No.
Elevation
m
Horz. Deflection
mm
Gov. Load
Comb.
Tilt °
Twist °
T1 66 - 61 114.82 7 0.2753 0.0009 T2 61 - 60 91.12 7 0.2574 0.0003 T3 60 - 54.4 86.76 7 0.2486 0.0002 T4 54.4 - 50.2 63.50 7 0.2176 0.0002 T5 50.2 - 46 48.34 7 0.1872 0.0004 T6 46 - 44 35.67 7 0.1479 0.0007 T7 44 - 39 31.07 7 0.1234 0.0007 T8 39 - 37 21.27 7 0.0910 0.0009 T9 37 - 29.5 18.67 7 0.0733 0.0009
T10 29.5 - 23.5 10.63 7 0.0404 0.0010 T11 23.5 - 17.5 6.95 7 0.0272 0.0008 T12 17.5 - 10 4.30 7 0.0182 0.0006 T13 10 - 0 1.21 7 0.0103 0.0004
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 29 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Critical Deflections and Radius of Curvature - Service Wind
Elevation
m
Appurtenance Gov. Load
Comb.
Deflection
mm
Tilt °
Twist °
Radius of Curvature
m 66.000 RYMSA AT15-250 PANEL 7 114.82 0.2753 0.0009 17465 65.500 RYMSA AT15-250 PANEL 7 112.37 0.2746 0.0008 17465 65.000 RYMSA AT15-250 PANEL 7 109.93 0.2739 0.0007 17465 64.500 RYMSA AT15-250 PANEL 7 107.50 0.2730 0.0007 17465 64.000 RYMSA AT15-250 PANEL 7 105.08 0.2720 0.0006 13308 63.500 RYMSA AT15-250 PANEL 7 102.68 0.2706 0.0006 10646 63.000 RYMSA AT15-250 PANEL 7 100.30 0.2689 0.0005 8872 62.500 RYMSA AT15-250 PANEL 7 97.95 0.2668 0.0004 7605 62.000 RYMSA AT15-250 PANEL 7 95.63 0.2642 0.0004 6749 60.000 ANTENA PANEL UHF 0.48x0.983 7 86.76 0.2486 0.0002 15078 58.000 ANTENA VHF BAND III 4 DIPO
AT13-240 7 78.18 0.2352 0.0002 15817
56.600 ANTENA VHF BAND III 4 DIPO AT13-240
7 72.32 0.2283 0.0002 10738
55.200 ANTENA VHF BAND III 4 DIPO AT13-240
7 66.64 0.2218 0.0002 8185
50.000 ANTENA HARRIS DELTAWIND 7 47.67 0.1856 0.0004 8475 48.500 ANTENA HARRIS DELTAWIND 7 42.78 0.1733 0.0005 5378 47.000 ANTENA HARRIS DELTAWIND 7 38.32 0.1591 0.0007 3815 43.000 ANTENA PANEL FM KATHREIN 7 28.89 0.1146 0.0008 17668 42.150 ANTENA PANEL FM KATHREIN 7 27.07 0.1090 0.0008 9710 41.300 ANTENA PANEL FM KATHREIN 7 25.33 0.1045 0.0008 6595 40.700 ANTENA PANEL FM KATHREIN 7 24.17 0.1014 0.0008 5378 39.850 ANTENA PANEL FM KATHREIN 7 22.63 0.0968 0.0009 4343 39.000 ANTENA PANEL FM KATHREIN 7 21.27 0.0910 0.0009 4285 28.000 8 FT DISH 7 9.49 0.0369 0.0009 12972 24.000 8 FT DISH 7 7.19 0.0281 0.0008 34263 20.500 Andrew 2' w/Radome 7 5.60 0.0221 0.0007 197412
Maximum Tower Deflections - Design Wind
Section No.
Elevation
m
Horz. Deflection
mm
Gov. Load
Comb.
Tilt °
Twist °
T1 66 - 61 458.24 3 1.0977 0.0035 T2 61 - 60 363.73 3 1.0263 0.0012 T3 60 - 54.4 346.34 3 0.9915 0.0008 T4 54.4 - 50.2 253.57 3 0.8678 0.0007 T5 50.2 - 46 193.10 3 0.7469 0.0015 T6 46 - 44 142.52 3 0.5902 0.0027 T7 44 - 39 124.20 3 0.4925 0.0029 T8 39 - 37 85.06 3 0.3632 0.0034 T9 37 - 29.5 74.67 3 0.2928 0.0035
T10 29.5 - 23.5 42.55 3 0.1616 0.0037 T11 23.5 - 17.5 27.79 3 0.1089 0.0031 T12 17.5 - 10 17.19 3 0.0728 0.0024 T13 10 - 0 4.83 3 0.0413 0.0014
Critical Deflections and Radius of Curvature - Design Wind
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 30 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Elevation
m
Appurtenance Gov. Load
Comb.
Deflection
mm
Tilt °
Twist °
Radius of Curvature
m 66.000 RYMSA AT15-250 PANEL 3 458.24 1.0977 0.0035 4386 65.500 RYMSA AT15-250 PANEL 3 448.48 1.0951 0.0033 4386 65.000 RYMSA AT15-250 PANEL 3 438.73 1.0922 0.0031 4386 64.500 RYMSA AT15-250 PANEL 3 429.03 1.0887 0.0028 4386 64.000 RYMSA AT15-250 PANEL 3 419.38 1.0845 0.0026 3342 63.500 RYMSA AT15-250 PANEL 3 409.81 1.0791 0.0024 2674 63.000 RYMSA AT15-250 PANEL 3 400.33 1.0724 0.0021 2228 62.500 RYMSA AT15-250 PANEL 3 390.97 1.0640 0.0019 1910 62.000 RYMSA AT15-250 PANEL 3 381.73 1.0537 0.0017 1695 60.000 ANTENA PANEL UHF 0.48x0.983 3 346.34 0.9915 0.0008 3782 58.000 ANTENA VHF BAND III 4 DIPO
AT13-240 3 312.14 0.9379 0.0007 3973
56.600 ANTENA VHF BAND III 4 DIPO AT13-240
3 288.75 0.9106 0.0007 2700
55.200 ANTENA VHF BAND III 4 DIPO AT13-240
3 266.10 0.8846 0.0007 2059
50.000 ANTENA HARRIS DELTAWIND 3 190.41 0.7405 0.0016 2128 48.500 ANTENA HARRIS DELTAWIND 3 170.93 0.6913 0.0021 1349 47.000 ANTENA HARRIS DELTAWIND 3 153.12 0.6350 0.0025 956 43.000 ANTENA PANEL FM KATHREIN 3 115.48 0.4572 0.0030 4426 42.150 ANTENA PANEL FM KATHREIN 3 108.24 0.4351 0.0031 2436 41.300 ANTENA PANEL FM KATHREIN 3 101.28 0.4168 0.0032 1655 40.700 ANTENA PANEL FM KATHREIN 3 96.63 0.4046 0.0033 1350 39.850 ANTENA PANEL FM KATHREIN 3 90.51 0.3861 0.0033 1090 39.000 ANTENA PANEL FM KATHREIN 3 85.06 0.3632 0.0034 1076 28.000 8 FT DISH 3 37.99 0.1476 0.0036 3255 24.000 8 FT DISH 3 28.76 0.1127 0.0031 8525 20.500 Andrew 2' w/Radome 3 22.41 0.0888 0.0027 50793
Bolt Design Data
Section No.
Elevation
m
Component Type
Bolt Grade
Bolt Size
mm
NumberOf
Bolts
MaximumLoad per
Bolt kg
AllowableLoad
kg
Ratio Load
Allowable
Allowable Ratio
Criteria
T1 66 Leg A325N 16 8 17.67 5528.16 0.003 1.333 Bearing
Diagonal A325N 16 2 310.59 2922.37 0.106 1.333 Bolt Shear
Top Girt A325N 16 2 9.61 2922.37 0.003 1.333 Bolt Shear
T2 61 Leg A325N 16 8 812.71 5528.16 0.147 1.333 Bearing
Diagonal A325N 16 2 568.77 2922.37 0.195 1.333 Bolt Shear
Horizontal A307 13 1 29.14 890.63 0.033 1.333 Bolt Shear
Top Girt A325N 16 2 340.21 2922.37 0.116 1.333 Bolt Shear
T3 60 Leg A325N 16 8 938.04 5528.16 0.170 1.333 Bearing
Diagonal A325N 16 2 434.35 2922.37 0.149 1.333 Bolt Shear
Top Girt A325N 16 2 501.40 2922.37 0.172 1.333 Bolt Shear
T4 54.4 Leg A325N 19 12 1669.61 6633.79 0.252 1.333 Bearing
Diagonal A325N 16 2 580.96 2922.37 0.199 1.333 Bolt Shear
Top Girt A325N 16 2 216.86 2922.37 0.074 1.333 Bolt Shear
T5 50.2 Leg A325N 19 12 2781.81 8292.26 0.335 1.333 Bearing
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 31 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Component Type
Bolt Grade
Bolt Size
mm
NumberOf
Bolts
MaximumLoad per
Bolt kg
AllowableLoad
kg
Ratio Load
Allowable
Allowable Ratio
Criteria
Diagonal A325N 16 2 780.65 2922.37 0.267 1.333 Bolt Shear
Top Girt A325N 16 2 355.06 2922.37 0.121 1.333 Bolt Shear
T6 46 Leg A325N 19 12 2707.39 6633.79 0.408 1.333 Bearing
Diagonal A325N 16 2 2739.79 2922.37 0.938 1.333 Bolt Shear
Horizontal A307 16 2 36.78 1391.60 0.026 1.333 Bolt Shear
Top Girt A325N 16 2 20.05 2922.37 0.007 1.333 Bolt Shear
T7 44 Leg A325N 19 12 3562.65 8292.26 0.430 1.333 Bearing
Diagonal A325N 16 2 1176.46 2922.37 0.403 1.333 Bolt Shear
Horizontal A307 16 2 85.94 1391.60 0.062 1.333 Bolt Shear
Top Girt A325N 16 2 2377.52 2922.37 0.814 1.333 Bolt Shear
T8 39 Leg A325N 19 12 3704.35 8292.26 0.447 1.333 Bearing
Diagonal A325N 16 2 2654.00 2922.37 0.908 1.333 Bolt Shear
Horizontal A307 16 2 74.47 1391.60 0.054 1.333 Bolt Shear
Top Girt A325N 16 2 1654.60 2922.37 0.566 1.333 Bolt Shear
T9 37 Leg A325N 19 12 3863.42 8292.26 0.466 1.333 Bearing
Diagonal A325N 16 3 1009.50 2922.37 0.345 1.333 Bolt Shear
Horizontal A307 16 2 79.86 1391.60 0.057 1.333 Bolt Shear
Top Girt A325N 16 2 2724.64 2922.37 0.932 1.333 Bolt Shear
T10 29.5 Leg A325N 19 16 3895.99 8416.41 0.463 1.333 Bolt DS
Diagonal A325N 16 2 583.71 2922.37 0.200 1.333 Bolt Shear
Horizontal A307 16 2 97.80 1391.60 0.070 1.333 Bolt Shear
Top Girt A325N 16 2 412.89 2922.37 0.141 1.333 Bolt Shear
T11 23.5 Leg A325N 19 16 4373.84 8416.41 0.520 1.333 Bolt DS
Diagonal A325N 16 2 678.67 2922.37 0.232 1.333 Bolt Shear
Horizontal A307 16 2 73.09 1391.60 0.053 1.333 Bolt Shear
T12 17.5 Leg A325N 19 12 5438.71 8416.41 0.646 1.333 Bolt DS
Diagonal A325N 16 2 3294.07 2922.37 1.127 1.333 Bolt Shear
Top Girt A325N 16 2 972.96 2922.37 0.333 1.333 Bolt Shear
T13 10 Leg A325N 19 12 5625.00 8416.41 0.668 1.333 Bolt DS
Diagonal A325N 16 2 3422.94 2922.37 1.171 1.333 Bolt Shear
Top Girt A325N 16 2 122.28 2922.37 0.042 1.333 Bolt Shear
Compression Checks
Leg Design Data (Compression)
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 32 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T1 66 - 61 L64x64x6 5.000 1.000 80.2 K=1.00
131 768 -3673.22 10242.62 0.359
T2 61 - 60 L64x64x6 1.125 0.563 45.1 K=1.00
173 768 -3268.87 13544.73 0.241
T3 60 - 54.4 L64x64x6 5.600 1.400 112.3 K=1.00
82 768 -8252.21 6396.43 1.290
T4 54.4 - 50.2 L102x102x6 4.200 1.400 69.3 K=1.00
128 1252 -14323.77 16327.56 0.877
T5 50.2 - 46 L102x102x8 4.200 1.400 69.7 K=1.00
145 1548 -22240.82 22857.48 0.973
T6 46 - 44 L76x76x6 2.080 1.040 69.2 K=1.00
145 929 -16257.66 13775.29 1.180
T7 44 - 39 L102x102x8 5.000 1.250 62.2 K=1.00
154 1548 -23573.52 24315.14 0.969
T8 39 - 37 L102x102x8 2.204 1.102 54.9 K=1.00
163 1548 -22226.12 25666.21 0.866
T9 37 - 29.5 L102x102x8 7.500 0.938 46.7 K=1.00
171 1548 -26735.79 27065.77 0.988
T10 29.5 - 23.5 2L102x102x9.5 6.050 1.512 75.6 K=1.00
137 3690 -31320.70 51592.97 0.607
T11 23.5 - 17.5 2L102x102x9.5 6.050 1.512 56.7 K=0.75
160 3690 -35232.98 60394.93 0.583
T12 17.5 - 10 2L102x102x9.5 7.562 1.512 56.7 K=0.75
160 3690 -33478.39 60394.93 0.554
T13 10 - 0 2L102x102x9.5 10.083 2.017 75.6 K=0.75
137 3690 -34353.74 51592.97 0.666
Diagonal Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T1 66 - 61 L51x51x4.8 1.166 0.521 52.1 K=1.00
166 461 -608.88 7790.18 0.078
T2 61 - 60 L51x51x4.8 0.852 0.813 81.2 K=1.00
129 461 -958.03 6088.30 0.157
T3 60 - 54.4 L51x51x4.8 1.931 0.919 91.9 K=1.00
114 461 -868.69 5361.74 0.162
T4 54.4 - 50.2 L51x51x4.8 1.931 0.892 89.1 K=1.00
118 461 -1161.91 5555.28 0.209
T5 50.2 - 46 L51x51x4.8 1.931 0.892 89.1 K=1.00
118 461 -1561.30 5555.28 0.281
T6 46 - 44 L76x76x6.4 1.478 1.427 94.9 K=1.00
109 929 -5479.58 10364.68 0.529
T7 44 - 39 L64x64x4.8 1.645 1.567 124.7 K=1.00
66 582 -2352.93 3931.86 0.598
T8 39 - 37 L76x76x6.4 2.021 1.962 130.5 K=1.00
60 929 -5261.58 5728.28 0.919
T9 37 - 29.5 L76x76x6.4 2.548 1.274 84.7 K=1.00
124 929 -3028.50 11791.41 0.257
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 33 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T10 29.5 - 23.5 L76x76x6.4 3.773 1.886 125.4 K=1.00
65 929 -1167.42 6198.16 0.188
T11 23.5 - 17.5 L76x76x6.4 4.125 2.062 137.1 K=1.00
55 929 -1357.35 5185.65 0.262
T12 17.5 - 10 L102x102x6.4 8.041 1.608 50.7 K=1.00
144 1252 -6588.16 18390.36 0.358
T13 10 - 0 L76x76x6.4 10.967 2.193 92.9 K=1.00
113 929 -6845.89 10657.88 0.642
Horizontal Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T2 61 - 60 L51x51x4.8 0.965 0.901 57.5 K=1.00
160 461 -29.14 7503.33 0.004
T6 46 - 44 L51x51x4.8 1.735 0.829 82.9 K=1.00
127 461 -73.57 5977.53 0.012
T7 44 - 39 L51x51x4.8 2.140 2.038 130.1 K=1.00
61 461 -171.87 2862.74 0.060
T8 39 - 37 L51x51x6.4 2.795 2.693 174.1 K=1.00
34 605 -148.94 2095.66 0.071
T9 37 - 29.5 L51x51x4.8 3.450 1.674 167.3 K=1.00
37 461 -159.72 1730.49 0.092
T10 29.5 - 23.5 L76x76x6.4 3.996 1.947 129.5 K=1.00
61 929 -195.60 5816.14 0.034
T11 23.5 - 17.5 L76x76x6.4 5.088 2.493 165.8 K=1.00
37 929 -146.18 3547.30 0.041
Top Girt Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T1 66 - 61 L51x51x4.8 0.600 0.536 53.6 K=1.00
164 461 -18.19 7711.75 0.002
T2 61 - 60 L51x51x4.8 0.600 0.536 53.6 K=1.00
164 461 -680.43 7711.75 0.088
T3 60 - 54.4 L51x51x4.8 1.330 1.266 126.6 K=1.00
64 461 -918.04 3023.93 0.304
T4 54.4 - 50.2 L51x51x4.8 1.330 1.266 80.8 K=1.00
130 461 -407.22 6113.16 0.067
T5 50.2 - 46 L51x51x4.8 1.330 1.228 78.4 K=1.00
133 461 -676.95 6270.28 0.108
T6 46 - 44 L51x51x4.8 1.330 1.228 78.4 K=1.00
133 461 -40.11 6270.28 0.006
T7 44 - 39 L51x51x6.4 2.140 2.064 133.4 58 605 -4326.41 3569.33 1.212
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 34 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
K=1.00 T8 39 - 37 L51x51x6.4 2.140 2.038 131.8
K=1.00 59 605 -3309.19 3658.84 0.904
T9 37 - 29.5 L102x102x6.4 3.450 3.348 105.5 K=1.00
90 1252 -5004.44 11432.30 0.438
T10 29.5 - 23.5 L64x64x4.8 3.450 3.348 169.4 K=1.00
36 582 -825.79 2128.02 0.388
T12 17.5 - 10 L76x76x6.4 5.635 5.533 234.2 K=1.00
19 929 -1660.96 1777.83 0.934
KL/R > 200 (C) - 596 T13 10 - 0 L102x102x6.4 7.000 3.449 108.6
K=1.00 86 1252 -244.57 10942.15 0.022
Redundant Horizontal (1) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T9 37 - 29.5 L38x38x3.2 0.863 0.812 107.9 K=1.00
88 232 -401.04 2091.12 0.192
T10 29.5 - 23.5 L38x38x3.2 0.999 0.948 126.0 K=1.00
65 232 -471.74 1532.27 0.308
T11 23.5 - 17.5 L38x38x3.2 1.272 1.221 162.3 K=1.00
39 232 -530.66 923.67 0.575
T12 17.5 - 10 L64x64x4.8 0.700 0.649 51.6 K=1.00
166 582 -504.24 9848.17 0.051
T13 10 - 0 L64x64x4.8 0.700 0.649 51.6 K=1.00
166 582 -517.42 9848.17 0.053
Redundant Horizontal (2) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T12 17.5 - 10 L64x64x4.8 1.400 1.349 107.3 K=1.00
89 582 -504.24 5305.76 0.095
T13 10 - 0 L64x64x4.8 1.400 1.349 107.3 K=1.00
89 582 -517.42 5305.76 0.098
Redundant Horizontal (3) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 35 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T12 17.5 - 10 L64x64x4.8 2.100 2.049 163.0 K=1.00
39 582 -504.24 2300.03 0.219
T13 10 - 0 L64x64x4.8 2.100 2.049 163.0 K=1.00
39 582 -517.42 2300.03 0.225
Redundant Horizontal (4) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T12 17.5 - 10 L64x64x4.8 2.800 2.749 218.7 K=1.00
22 582 -504.24 1277.87 0.395
T13 10 - 0 L64x64x4.8 2.800 2.749 218.7 K=1.00
22 582 -517.42 1277.87 0.405
Redundant Diagonal (1) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T9 37 - 29.5 L38x38x3.2 1.274 1.199 159.4 K=1.00
41 232 -296.16 958.58 0.309
T10 29.5 - 23.5 L51x51x3.2 1.886 1.785 176.8 K=1.00
33 312 -445.35 1049.53 0.424
T11 23.5 - 17.5 L51x51x3.2 2.062 1.978 195.9 K=1.00
27 312 -430.14 854.61 0.503
T12 17.5 - 10 L64x64x4.8 1.723 1.620 128.8 K=1.00
62 582 -620.54 3681.76 0.169
T13 10 - 0 L64x64x4.8 2.074 1.882 149.7 K=1.00
46 582 -766.51 2726.63 0.281
Redundant Diagonal (2) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T12 17.5 - 10 L64x64x4.8 2.152 2.081 165.5 K=1.00
38 582 -387.48 2230.71 0.174
T13 10 - 0 L64x64x4.8 2.349 2.252 179.1 K=1.00
32 582 -434.03 1904.69 0.228
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 36 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Redundant Diagonal (3) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T12 17.5 - 10 L64x64x4.8 2.696 2.635 209.6 K=1.00
23 582 -323.72 1390.72 0.233
T13 10 - 0 L64x64x4.8 2.777 2.704 215.0 K=1.00
22 582 -342.11 1321.18 0.259
Redundant Diagonal (4) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T12 17.5 - 10 L64x64x4.8 3.300 3.243 258.0 K=1.00
15 582 -304.93 918.20 0.332
KL/R > 250 (C) - 637 T13 10 - 0 L64x64x4.8 3.300 3.236 257.3
K=1.00 16 582 -304.86 922.53 0.330
KL/R > 250 (C) - 752
Redundant Hip (1) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T9 37 - 29.5 L44x44x3.2 1.220 1.220 138.5 K=1.00
54 272 -30.56 1490.45 0.021
T10 29.5 - 23.5 L44x44x3.2 1.413 1.413 160.4 K=1.00
40 272 -15.95 1110.89 0.014
T11 23.5 - 17.5 L51x51x4.8 1.799 1.799 179.8 K=1.00
32 461 -12.13 1498.66 0.008
T12 17.5 - 10 L64x64x4.8 0.990 0.990 78.7 K=1.00
133 582 -79.72 7876.09 0.010
T13 10 - 0 L64x64x4.8 0.990 0.990 78.7 K=1.00
133 582 -49.05 7876.09 0.006
Redundant Hip (2) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T12 17.5 - 10 L64x64x4.8 1.980 1.980 157.5 K=1.00
42 582 -26.30 2463.86 0.011
T13 10 - 0 L64x64x4.8 1.980 1.980 157.5 K=1.00
42 582 -30.34 2463.86 0.012
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 37 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
Redundant Hip (3) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T12 17.5 - 10 L64x64x4.8 2.970 2.970 236.2 K=1.00
18 582 -18.21 1095.04 0.017
T13 10 - 0 L64x64x4.8 2.970 2.970 236.2 K=1.00
18 582 -31.25 1095.04 0.029
Redundant Hip (4) Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T12 17.5 - 10 L64x64x4.8 3.960 3.960 314.9 K=1.00
10 582 -11.28 615.96 0.018
KL/R > 250 (C) - 705 T13 10 - 0 L64x64x4.8 3.960 3.960 314.9
K=1.00 10 582 -20.35 615.96 0.033
KL/R > 250 (C) - 818
Redundant Hip Diagonal Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 23.5 - 17.5 L64x64x4.8 3.275 3.275 260.5 K=1.00
15 582 -8.44 900.46 0.009
KL/R > 250 (C) - 550 T12 17.5 - 10 L76x76x6.4 2.132 2.132 141.8
K=1.00 51 929 -104.08 4851.17 0.021
T13 10 - 0 L76x76x6.4 4.071 4.071 270.7 K=1.00
14 929 -30.71 1330.88 0.023
KL/R > 250 (C) - 785
Inner Bracing Design Data (Compression)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 38 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T1 66 - 61 L51x51x3.2 0.849 0.785 77.7 K=1.00
120 312 -0.39 3818.82 0.000
T3 60 - 54.4 L51x51x3.2 1.881 1.817 180.0 K=1.00
32 312 -19.47 1012.82 0.019
T5 50.2 - 46 L51x51x3.2 1.881 1.779 176.2 K=1.00
33 312 -15.64 1056.66 0.015
T6 46 - 44 L51x51x3.2 1.881 1.779 176.2 K=1.00
33 312 -31.34 1056.66 0.030
T9 37 - 29.5 L51x51x6.4 4.879 4.777 481.0 K=1.00
4 605 -106.16 274.57 0.387
KL/R > 250 (C) - 302 T10 29.5 - 23.5 L51x51x4.8 4.879 4.777 477.4
K=1.00 5 461 -49.03 212.52 0.231*
KL/R > 250 (C) - 443 T11 23.5 - 17.5 L51x51x4.8 3.598 3.598 359.5
K=1.00 8 461 -11.80 374.66 0.031
KL/R > 250 (C) - 554 T12 17.5 - 10 L51x51x4.8 7.969 7.867 786.1
K=1.00 2 461 -35.23 78.37 0.450
* DL controls
Tension Checks
Leg Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T1 66 - 61 L64x64x6 5.000 1.000 51.2 224 526 3481.12 12014.53 0.290
T2 61 - 60 L64x64x6 1.125 0.563 28.8 224 526 3051.88 12014.53 0.254
T3 60 - 54.4 L64x64x6 5.600 1.400 71.7 224 526 7609.47 12014.53 0.633
T4 54.4 - 50.2 L102x102x6 4.200 1.400 44.1 224 969 13582.24 22149.51 0.613
T5 50.2 - 46 L102x102x8 4.200 1.400 44.5 224 1196 21150.11 27318.33 0.774
T6 46 - 44 L76x76x6 2.080 1.040 44.0 224 647 15415.70 14778.63 1.043
T7 44 - 39 L102x102x8 5.000 1.250 39.7 224 1196 21744.45 27318.33 0.796
T8 39 - 37 L102x102x8 2.204 1.102 35.0 224 1196 20261.84 27318.33 0.742
T9 37 - 29.5 L102x102x8 7.500 0.938 29.8 224 1196 23767.75 27318.33 0.870
T10 29.5 - 23.5 2L102x102x9.5 6.050 1.512 48.4 224 3267 27739.00 74648.62 0.372
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 39 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 23.5 - 17.5 2L102x102x9.5 6.050 1.512 48.4 224 3267 30410.61 74648.62 0.407
T12 17.5 - 10 2L102x102x9.5 7.562 1.512 48.4 224 3267 28849.44 74648.62 0.386
T13 10 - 0 2L102x102x9.5 10.083 2.017 64.5 224 3267 28588.17 74648.62 0.383
Diagonal Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T1 66 - 61 L51x51x4.8 1.166 0.521 33.3 224 278 621.19 6350.48 0.098
T2 61 - 60 L51x51x4.8 0.611 0.572 36.5 224 278 1084.08 6350.48 0.171
T3 60 - 54.4 L51x51x4.8 1.931 0.919 58.7 224 278 844.40 6350.48 0.133
T4 54.4 - 50.2 L51x51x4.8 1.931 0.892 56.9 224 278 1139.41 6350.48 0.179
T5 50.2 - 46 L51x51x4.8 1.931 0.892 56.9 224 278 1515.11 6350.48 0.239
T6 46 - 44 L76x76x6.4 1.218 1.166 49.4 224 606 5163.52 13848.04 0.373
T7 44 - 39 L64x64x4.8 1.645 1.567 79.3 224 368 2274.17 8418.00 0.270
T8 39 - 37 L76x76x6.4 1.501 1.442 61.1 224 606 5048.03 13848.04 0.365
T9 37 - 29.5 L76x76x6.4 2.548 1.274 53.9 224 606 2916.89 13848.04 0.211
T10 29.5 - 23.5 L76x76x6.4 3.773 1.886 79.9 224 606 1096.55 13848.04 0.079
T11 23.5 - 17.5 L76x76x6.4 4.125 2.062 87.3 224 606 1241.50 13848.04 0.090
T12 17.5 - 10 L102x102x6.4 8.041 1.608 50.7 224 848 5437.67 19376.20 0.281
T13 10 - 0 L76x76x6.4 10.967 2.193 92.9 224 606 5582.86 13848.04 0.403
Horizontal Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T2 61 - 60 L51x51x4.8 0.965 0.901 57.5 224 289 20.04 6609.61 0.003
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 40 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T6 46 - 44 L51x51x4.8 1.735 0.829 52.9 224 278 45.69 6350.48 0.007
T7 44 - 39 L51x51x4.8 2.140 2.038 130.1 224 278 145.64 6350.48 0.023
T8 39 - 37 L51x51x6.4 2.795 2.693 174.1 224 363 65.95 8297.75 0.008
T9 37 - 29.5 L51x51x4.8 3.450 1.674 106.8 224 278 111.37 6350.48 0.018
T10 29.5 - 23.5 L76x76x6.4 3.996 1.947 82.4 224 606 134.98 13848.04 0.010
T11 23.5 - 17.5 L76x76x6.4 5.088 2.493 105.6 224 606 55.80 13848.04 0.004
Top Girt Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T1 66 - 61 L51x51x4.8 0.600 0.536 34.2 224 278 19.21 6350.48 0.003
T2 61 - 60 L51x51x4.8 0.600 0.536 34.2 224 278 626.00 6350.48 0.099
T3 60 - 54.4 L51x51x4.8 1.330 1.266 80.8 224 278 1002.80 6350.48 0.158
T4 54.4 - 50.2 L51x51x4.8 1.330 1.266 80.8 224 278 433.71 6350.48 0.068
T5 50.2 - 46 L51x51x4.8 1.330 1.228 78.4 224 278 710.12 6350.48 0.112
T6 46 - 44 L51x51x4.8 1.330 1.228 78.4 224 278 13.35 6350.48 0.002
T7 44 - 39 L51x51x6.4 2.140 2.064 133.4 224 363 4755.06 8297.75 0.573
T8 39 - 37 L51x51x6.4 2.140 2.038 131.8 224 363 2629.87 8297.75 0.317
T9 37 - 29.5 L102x102x6.4 3.450 3.348 105.5 224 848 5449.28 19376.20 0.281
T10 29.5 - 23.5 L64x64x4.8 3.450 3.348 169.4 224 368 654.15 8418.00 0.078
T12 17.5 - 10 L76x76x6.4 5.635 5.533 234.2 224 606 1945.91 13848.04 0.141
T13 10 - 0 L102x102x6.4 7.000 3.449 108.6 224 848 57.97 19376.20 0.003
Redundant Horizontal (1) Design Data (Tension)
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 41 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T9 37 - 29.5 L38x38x3.2 0.863 0.812 68.7 207 232 401.04 4890.32 0.082
T10 29.5 - 23.5 L38x38x3.2 0.999 0.948 80.3 207 232 471.74 4890.32 0.096
T11 23.5 - 17.5 L38x38x3.2 1.272 1.221 103.4 207 232 530.66 4890.32 0.109
T12 17.5 - 10 L64x64x4.8 0.700 0.649 32.9 207 582 504.24 12274.21 0.041
T13 10 - 0 L64x64x4.8 0.700 0.649 32.9 207 582 517.42 12274.21 0.042
Redundant Horizontal (2) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T12 17.5 - 10 L64x64x4.8 1.400 1.349 68.3 207 582 504.24 12274.21 0.041
T13 10 - 0 L64x64x4.8 1.400 1.349 68.3 207 582 517.42 12274.21 0.042
Redundant Horizontal (3) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T12 17.5 - 10 L64x64x4.8 2.100 2.049 103.7 207 582 504.24 12274.21 0.041
T13 10 - 0 L64x64x4.8 2.100 2.049 103.7 207 582 517.42 12274.21 0.042
Redundant Horizontal (4) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T12 17.5 - 10 L64x64x4.8 2.800 2.749 139.1 207 582 504.24 12274.21 0.041
T13 10 - 0 L64x64x4.8 2.800 2.749 139.1 207 582 517.42 12274.21 0.042
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 42 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Redundant Diagonal (1) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T9 37 - 29.5 L38x38x3.2 1.274 1.199 101.5 207 232 296.16 4890.32 0.061
T10 29.5 - 23.5 L51x51x3.2 1.886 1.785 112.2 207 312 445.35 6591.29 0.068
T11 23.5 - 17.5 L51x51x3.2 2.062 1.978 124.4 207 312 430.14 6591.29 0.065
T12 17.5 - 10 L64x64x4.8 1.723 1.620 82.0 207 582 620.54 12274.21 0.051
T13 10 - 0 L64x64x4.8 2.074 1.882 95.2 207 582 766.51 12274.21 0.062
Redundant Diagonal (2) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T12 17.5 - 10 L64x64x4.8 2.152 2.081 105.3 207 582 387.48 12274.21 0.032
T13 10 - 0 L64x64x4.8 2.349 2.252 114.0 207 582 434.03 12274.21 0.035
Redundant Diagonal (3) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T12 17.5 - 10 L64x64x4.8 2.696 2.635 133.4 207 582 323.72 12274.21 0.026
T13 10 - 0 L64x64x4.8 2.777 2.704 136.8 207 582 342.11 12274.21 0.028
Redundant Diagonal (4) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T12 17.5 - 10 L64x64x4.8 3.300 3.243 164.1 207 582 304.93 12274.21 0.025
T13 10 - 0 L64x64x4.8 3.300 3.236 163.7 207 582 304.86 12274.21 0.025
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 43 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Redundant Hip (1) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T9 37 - 29.5 L44x44x3.2 1.220 1.220 88.0 207 272 38.96 5740.80 0.007
T10 29.5 - 23.5 L44x44x3.2 1.413 1.413 101.9 207 272 10.75 5740.80 0.002
T11 23.5 - 17.5 L51x51x4.8 1.799 1.799 114.8 207 461 7.19 9729.56 0.001
T12 17.5 - 10 L64x64x4.8 0.990 0.990 50.1 207 582 78.61 12274.21 0.006
T13 10 - 0 L64x64x4.8 0.990 0.990 50.1 207 582 12.80 12274.21 0.001
Redundant Hip (2) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T12 17.5 - 10 L64x64x4.8 1.980 1.980 100.2 207 582 20.97 12274.21 0.002
T13 10 - 0 L64x64x4.8 1.980 1.980 100.2 207 582 9.42 12274.21 0.001
Redundant Hip (3) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T12 17.5 - 10 L64x64x4.8 2.970 2.970 150.3 207 582 14.96 12274.21 0.001
T13 10 - 0 L64x64x4.8 2.970 2.970 150.3 207 582 15.45 12274.21 0.001
Redundant Hip (4) Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T12 17.5 - 10 L64x64x4.8 3.960 3.960 200.4 207 582 2.63 12274.21 0.000
T13 10 - 0 L64x64x4.8 3.960 3.960 200.4 207 582 1.87 12274.21 0.000
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 44 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Redundant Hip Diagonal Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T11 23.5 - 17.5 L64x64x4.8 3.275 3.275 165.7 207 582 6.92 12274.21 0.001
T12 17.5 - 10 L76x76x6.4 2.132 2.132 90.3 207 929 99.48 19595.20 0.005
T13 10 - 0 L76x76x6.4 2.602 2.602 110.2 207 929 78.24 19595.20 0.004
Inner Bracing Design Data (Tension)
Section No.
Elevation
m
Size
L
m
Lu
m
Kl/r
Fa
MPa
A
mm2
Actual P kg
Allow. Pa kg
Ratio P Pa
T1 66 - 61 L51x51x3.2 0.849 0.785 49.4 207 312 0.39 6591.29 0.000
T3 60 - 54.4 L51x51x3.2 1.881 1.817 114.3 207 312 30.49 6591.29 0.005*
T5 50.2 - 46 L51x51x3.2 1.881 1.779 111.9 207 312 38.37 6591.29 0.006
T6 46 - 44 L51x51x3.2 1.227 1.125 70.7 207 312 14.78 6591.29 0.002
T9 37 - 29.5 L51x51x6.4 4.879 4.777 308.8 207 605 167.33 12764.09 0.013*
T10 29.5 - 23.5 L51x51x4.8 4.879 4.777 304.8 207 461 17.52 9729.56 0.002
T11 23.5 - 17.5 L51x51x4.8 3.598 3.598 229.6 207 461 7.99 9729.56 0.001
T12 17.5 - 10 L51x51x4.8 7.969 7.867 502.0 207 461 74.68 9729.56 0.008*
L/R > 500 (T) - 595
* DL controls
Section Capacity Table Section
No. Elevation
m Component
Type Size Critical
Element P kg
SF*Pallow kg
% Capacity
Pass Fail
T1 66 - 61 Leg L64x64x6 3 -3673.22 13653.41 26.9 Pass Diagonal L51x51x4.8 18 621.19 8465.18 7.3
8.0 (b) Pass
Top Girt L51x51x4.8 9 19.21 8465.18 0.2 0.2 (b)
Pass
Inner Bracing L51x51x3.2 6 -0.39 5090.48 0.0 Pass T2 61 - 60 Leg L64x64x6 51 3051.88 16015.37 19.1 Pass
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 45 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Size CriticalElement
P kg
SF*Pallow kg
% Capacity
Pass Fail
Diagonal L51x51x4.8 71 1084.08 8465.18 12.8 14.6 (b)
Pass
Horizontal L51x51x4.8 62 -29.14 10001.93 0.3 2.5 (b)
Pass
Top Girt L51x51x4.8 55 626.00 8465.18 7.4 8.7 (b)
Pass
T3 60 - 54.4 Leg L64x64x6 81 -8252.21 8526.43 96.8 Pass Diagonal L51x51x4.8 92 -868.69 7147.19 12.2 Pass Top Girt L51x51x4.8 85 -918.04 4030.90 22.8 Pass Inner Bracing L51x51x3.2 84 -19.47 1350.09 1.4 Pass
T4 54.4 - 50.2 Leg L102x102x6 123 -14323.77 21764.64 65.8 Pass Diagonal L51x51x4.8 133 -1161.91 7405.19 15.7 Pass Top Girt L51x51x4.8 127 433.71 8465.18 5.1
5.6 (b) Pass
T5 50.2 - 46 Leg L102x102x8 155 -22240.82 30469.02 73.0 Pass Diagonal L51x51x4.8 167 -1561.30 7405.19 21.1 Pass Top Girt L51x51x4.8 161 710.12 8465.18 8.4
9.1 (b) Pass
Inner Bracing L51x51x3.2 157 -15.64 1408.52 1.1 Pass T6 46 - 44 Leg L76x76x6 189 -16257.66 18362.46 88.5 Pass
Diagonal L76x76x6.4 205 -5479.58 13816.12 39.7 70.3 (b)
Pass
Horizontal L51x51x4.8 200 -73.57 7968.05 0.9 2.0 (b)
Pass
Top Girt L51x51x4.8 196 -40.11 8358.28 0.5 0.5 (b)
Pass
Inner Bracing L51x51x3.2 191 -31.34 1408.52 2.2 Pass T7 44 - 39 Leg L102x102x8 224 -23573.52 32412.08 72.7 Pass
Diagonal L64x64x4.8 237 -2352.93 5241.17 44.9 Pass Horizontal L51x51x4.8 250 -171.87 3816.03 4.5
4.6 (b) Pass
Top Girt L51x51x6.4 226 -4326.41 4757.91 90.9 Pass T8 39 - 37 Leg L102x102x8 272 -22226.12 34213.06 65.0 Pass
Diagonal L76x76x6.4 282 -5261.58 7635.80 68.9 Pass Horizontal L51x51x6.4 287 -148.94 2793.51 5.3 Pass Top Girt L51x51x6.4 276 -3309.19 4877.23 67.8 Pass
T9 37 - 29.5 Leg L102x102x8 300 -26735.79 36078.68 74.1 Pass Diagonal L76x76x6.4 324 -3028.50 15717.95 19.3
25.9 (b) Pass
Horizontal L51x51x4.8 308 -159.72 2306.74 6.9 Pass Top Girt L102x102x6.4 304 -5004.44 15239.26 32.8
69.9 (b) Pass
Redund Horz 1 Bracing
L38x38x3.2 320 -401.04 2787.46 14.4 Pass
Redund Diag 1 Bracing
L38x38x3.2 321 -296.16 1277.79 23.2 Pass
Redund Hip 1 Bracing
L44x44x3.2 372 -30.56 1986.76 1.5 Pass
Inner Bracing L51x51x6.4 302 -106.16 366.00 29.0 Pass T10 29.5 - 23.5 Leg 2L102x102x9.5 440 -31320.70 68773.43 45.5 Pass
Diagonal L76x76x6.4 459 -1167.42 8262.15 14.1 15.0 (b)
Pass
Horizontal L76x76x6.4 455 -195.60 7752.92 2.5 5.3 (b)
Pass
Top Girt L64x64x4.8 446 -825.79 2836.65 29.1 Pass Redund Horz 1
Bracing L38x38x3.2 460 -471.74 2042.52 23.1 Pass
Redund Diag 1 Bracing
L51x51x3.2 496 -445.35 1399.02 31.8 Pass
Redund Hip 1 Bracing
L44x44x3.2 512 -15.95 1480.81 1.1 Pass
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 46 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Size CriticalElement
P kg
SF*Pallow kg
% Capacity
Pass Fail
Inner Bracing L51x51x4.8 443 -49.03 212.52 23.1 Pass T11 23.5 - 17.5 Leg 2L102x102x9.5 515 -35232.98 80506.44 43.8 Pass
Diagonal L76x76x6.4 543 -1357.35 6912.47 19.6 Pass Horizontal L76x76x6.4 517 -146.18 4728.55 3.1
3.9 (b) Pass
Redund Horz 1 Bracing
L38x38x3.2 529 -530.66 1231.25 43.1 Pass
Redund Diag 1 Bracing
L51x51x3.2 569 -430.14 1139.20 37.8 Pass
Redund Hip 1 Bracing
L51x51x4.8 551 -12.13 1997.71 0.6 Pass
Redund Hip Diagonal Bracing
L64x64x4.8 550 -8.44 1200.31 0.7 Pass
Inner Bracing L51x51x4.8 554 -11.80 499.43 2.4 Pass T12 17.5 - 10 Leg 2L102x102x9.5 592 -33478.39 80506.44 41.6
48.5 (b) Pass
Diagonal L102x102x6.4 620 -6588.16 24514.35 26.9 84.6 (b)
Pass
Top Girt L76x76x6.4 596 -1660.96 2369.85 70.1 Pass Redund Horz 1
Bracing L64x64x4.8 648 -504.24 13127.61 3.8 Pass
Redund Horz 2 Bracing
L64x64x4.8 631 -504.24 7072.58 7.1 Pass
Redund Horz 3 Bracing
L64x64x4.8 651 -504.24 3065.94 16.4 Pass
Redund Horz 4 Bracing
L64x64x4.8 635 -504.24 1703.41 29.6 Pass
Redund Diag 1 Bracing
L64x64x4.8 650 -620.54 4907.79 12.6 Pass
Redund Diag 2 Bracing
L64x64x4.8 634 -387.48 2973.54 13.0 Pass
Redund Diag 3 Bracing
L64x64x4.8 636 -323.72 1853.83 17.5 Pass
Redund Diag 4 Bracing
L64x64x4.8 637 -304.93 1223.96 24.9 Pass
Redund Hip 1 Bracing
L64x64x4.8 700 -79.72 10498.83 0.8 Pass
Redund Hip 2 Bracing
L64x64x4.8 693 -26.30 3284.32 0.8 Pass
Redund Hip 3 Bracing
L64x64x4.8 703 -18.21 1459.69 1.2 Pass
Redund Hip 4 Bracing
L64x64x4.8 705 -11.28 821.08 1.4 Pass
Redund Hip Diagonal Bracing
L76x76x6.4 640 -104.08 6466.61 1.6 Pass
Inner Bracing L51x51x4.8 594 -35.23 104.47 33.7 Pass T13 10 - 0 Leg 2L102x102x9.5 715 -34353.74 68773.43 50.0
50.1 (b) Pass
Diagonal L76x76x6.4 744 -6845.89 14206.96 48.2 87.9 (b)
Pass
Top Girt L102x102x6.4 619 -244.57 14585.88 1.7 3.1 (b)
Pass
Redund Horz 1 Bracing
L64x64x4.8 745 -517.42 13127.61 3.9 Pass
Redund Horz 2 Bracing
L64x64x4.8 746 -517.42 7072.58 7.3 Pass
Redund Horz 3 Bracing
L64x64x4.8 748 -517.42 3065.94 16.9 Pass
Redund Horz 4 Bracing
L64x64x4.8 750 -517.42 1703.41 30.4 Pass
Redund Diag 1 L64x64x4.8 747 -766.51 3634.59 21.1 Pass
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 47 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Size CriticalElement
P kg
SF*Pallow kg
% Capacity
Pass Fail
Bracing Redund Diag 2
Bracing L64x64x4.8 766 -434.03 2538.95 17.1 Pass
Redund Diag 3 Bracing
L64x64x4.8 751 -342.11 1761.14 19.4 Pass
Redund Diag 4 Bracing
L64x64x4.8 769 -304.86 1229.73 24.8 Pass
Redund Hip 1 Bracing
L64x64x4.8 813 -49.05 10498.83 0.5 Pass
Redund Hip 2 Bracing
L64x64x4.8 814 -30.34 3284.32 0.9 Pass
Redund Hip 3 Bracing
L64x64x4.8 816 -31.25 1459.69 2.1 Pass
Redund Hip 4 Bracing
L64x64x4.8 818 -20.35 821.08 2.5 Pass
Redund Hip Diagonal Bracing
L76x76x6.4 785 -30.71 1774.06 1.7 Pass
Summary Leg (T3) 96.8 Pass Diagonal
(T13) 87.9 Pass
Horizontal (T9)
6.9 Pass
Top Girt (T7)
90.9 Pass
Redund Horz 1 Bracing (T11)
43.1 Pass
Redund Horz 2 Bracing (T13)
7.3 Pass
Redund Horz 3 Bracing (T13)
16.9 Pass
Redund Horz 4 Bracing (T13)
30.4 Pass
Redund Diag 1 Bracing (T11)
37.8 Pass
Redund Diag 2 Bracing (T13)
17.1 Pass
Redund Diag 3 Bracing (T13)
19.4 Pass
Redund Diag 4 Bracing (T12)
24.9 Pass
Redund Hip 1 Bracing
(T9)
1.5 Pass
Redund Hip 0.9 Pass
RRIISSAATToowweerr Job ESTUDIO ESTRUCTURAL - ESTACION LA POPA
HIPOTESIS 2
Page 48 of 48
Carrera 124 No 17 - 98
Project TORRE CUADRADA AUTOSOPORTADA DE 60 + 6 M
Date 13:08:41 01/26/11
Bogotá - Colombia Phone: (57-1) 547 07 90 FAX: (57-1) 547 07 90
Client RTVC - RADIO TELEVISION NACIONAL DE COLOMBIA
Designed by Ing Jaime Gutierrez C.
Section No.
Elevation m
Component Type
Size CriticalElement
P kg
SF*Pallow kg
% Capacity
Pass Fail
2 Bracing (T13)
Redund Hip 3 Bracing
(T13)
2.1 Pass
Redund Hip 4 Bracing
(T13)
2.5 Pass
Redund Hip Diagonal Bracing (T13)
1.7 Pass
Inner Bracing (T12)
33.7 Pass
Bolt Checks 87.9 Pass RATING = 96.8 Pass
Program Version 5.3.1.0 - 1/16/2009 File:C:/Proyectos 2010/Instatel Evaluaciones Estructural/07 La Popa TCSV 60 m/Risa Tower La Popa Hipotesis 2/TCSV 60 M LA POPA Hipotesis 2.eri
CIMENTACION
ESTACION: LA POPA
HIPOTESIS 2
TORRE CUADRADA DE 60 + 6 M SECCION VARIABLE
Enero 26 de 2011
TOWER
FOUNDATIONS
Cliente: RTVC - TELEFONICA TELECOMEstructura: TORRE CUADRADA SECCION VARIABLE DE 60 + 6 M
ESTACION BASE: LA POPA HIPOTESIS 2Municipio: CARTAGENA - BOLIVARSitio: CERRO LA POPA
Diseño: Ing. Jaime Gutierrez C Fecha: Enero 26 de 2011
P
LD V
E Nivel terreno HD Dado
DISEÑO CIMENTACION PILA
LC H K=1- sen φ
Fuste f
HC CP Campana
B
PARAMETROS DEL CAISSONPROFUNDIDAD FRICCION PUNTA
SUELO CL CL
ANGULO DE FRICCION INTERNA DEL SUELO 1° 1° O
K 0,982547 0,982547
TOWER
FOUNDATIONS
Cliente: RTVC - TELEFONICA TELECOMEstructura: TORRE CUADRADA SECCION VARIABLE DE 60 + 6 M
ESTACION BASE: LA POPA HIPOTESIS 2Municipio: CARTAGENA - BOLIVARSitio: CERRO LA POPA
Diseño: Ing. Jaime Gutierrez C Fecha: Enero 26 de 2011
DISEÑO CIMENTACION PILA
PARAMETROS DE DISEÑO
ESFUERZO ADMISIBLE DEL TERRENO Qadm 2,72 kPa
COHESION Cu 1,5 kPa
PESO UNITARIO DEL CONCRETO γc 24 kN/m³
PESO UNITARIO DEL SUELO γs 16 kN/m³
ESFUERZO DE FLUENCIA DEL ACERO Fy 420 Mpa
RESISTENCIA DEL CONCRETO f`c 21 Mpa
MODULO DE ELASTICIDAD DEL CONCRETO Ec 18500 Mpa
CARGAS DE TRABAJO
HIPOTESIS 1 2
ARRANQUE 0,00 464,91 kN
COMPRESION 372,06 0,00 kN
CARGA LONGITUDINAL 55,03 67,82 kN
CARGA TRANSVERSAL 54,73 67,99 kN
MOMENTO LONGITUDINAL 0,00 0,00 kN.m
MOMENTO TRANSVERSAL 0,00 0,00 kN.m
VIGAS DE ENLACE N
MOMENTO FINAL LONGITUDINAL Y TRANSVERSAL 3970,54 3970,54 kN.m
CARGAS DE DISEÑO
HIPOTESIS 1 2
ARRANQUE 0,00 650,874 kN
COMPRESION 520,88 0,000 kN
CARGA LONGITUDINAL 82,55 94,948 kN
CARGA TRANSVERSAL 76,62 101,985 kN
MOMENTO LONGITUDINAL 0,00 0,000 kN.m
MOMENTO TRANSVERSAL 0,00 0,000 kN.m
MOMENTO FINAL LONGITUDINAL Y TRANSVERSAL 0,00 0,00 kN.m
TOWER
FOUNDATIONS
Cliente: RTVC - TELEFONICA TELECOMEstructura: TORRE CUADRADA SECCION VARIABLE DE 60 + 6 M
ESTACION BASE: LA POPA HIPOTESIS 2Municipio: CARTAGENA - BOLIVARSitio: CERRO LA POPA
Diseño: Ing. Jaime Gutierrez C Fecha: Enero 26 de 2011
DISEÑO CIMENTACION PILA
ANALISIS DE ESTABILIDAD
ALTURA DEL CIMIENTO SOBRE EL SUELO E 0,20 m
LADO MAYOR DE LA CAMPANA B 3,60 m
LADO DEL FUSTE b 1,15 m
PROFUNDIDAD DE LA CIMENTACION H 8,00 m
LADO DEL DADO LD 1,15 m
PROFUNDIDAD DEL DADO HD 1,00 m
PROFUNDIDAD DE CAMPANA HC 1,00 m
PEDESTAL DE CAMPANA CP 0,50 m
RECUBRIMIENTO DEL ACERO REC 0,10 m
INERCIA DE LA SECCION I 4,471 m4
ANALISIS DE CIMENTACIONVOLUMEN DADO Vd 1,32
VOLUMEN DEL FUSTE Vf 7,48
VOLUMEN PEDESTAL CAMPANA Vpc 5,09
VOLUMEN CONO Vvc 2,80
VOLUMEN DE CONCRETO Vc 16,7 m³
VOLUMEN DE EXCAVACION Vexc 15,39 m³
PESO DE LA CIMENTACION Wp 2138,0 kN
CARGAS AXIALESRELACION PROFUNDIDAD DIAMETRO D/B 2,22
FACTOR DE CAPACIDAD A COMPRESION Nc 5,74
AREA DE LA BASE Ab 12,96 m²
RESISTENCIA ULTIMA POR PUNTA Qb 109,35 kN
FACTOR DE ADHESION a 0,30
AREA PERIMETRAL Ap 28,80 m²
RESISTENCIA ULTIMA POR FRICCION Qs 12,70 kN
RESISTENCIA ULTIMA TOTAL A COMPRESION Qp 122,05 kN
FACTOR DE SEGURIDAD A COMPRESION FS 2,49
RESISTENCIA ULTIMA TOTAL A ARRANCAMIENTO Qu 2138,02 kN
FACTOR DE SEGURIDAD A ARRANCAMIENTO FS 1,53
MOMENTO DE VUELCO Mv 3673,65 kN
MOMENTO RESISTENTE Mr 5741,95 kN
FACTOR DE SEGURIDAD A VOLCAMIENTO FS 1,56
TOWER
FOUNDATIONS
Cliente: RTVC - TELEFONICA TELECOMEstructura: TORRE CUADRADA SECCION VARIABLE DE 60 + 6 M
ESTACION BASE: LA POPA HIPOTESIS 2Municipio: CARTAGENA - BOLIVARSitio: CERRO LA POPA
Diseño: Ing. Jaime Gutierrez C Fecha: Enero 26 de 2011
DISEÑO CIMENTACION PILA
CARGAS HORIZONTALES
CARGA LONGITUDINAL SL 55,03 kN
CARGA TRANSVERSAL ST 54,73 kN
CARGA HORIZONTAL RESULTANTE SR 77,61 kN
CARGA HORIZONTAL RESULTANTE ULTIMA SRU 135,82 kN
MODULO DE REACCION Ks 240,00 kN/m³
FACTOR DE RIGIDEZ R 4,50 m
RELACION PROFUNDIDAD - RIGIDEZ D/R 1,78RELACION PROFUNDIDAD RIGIDEZ D/R 1,78
PILASTRA RIGIDA
PROFUNDIDAD SIN REACCION DEL SUELO H 2,00 m
MOMENTO MAXIMO Mmax 3341,21 kN.m
G 4,10 m
PROFUNDIDAD MINIMA DE LA PILASTRA Dmin 4,50 m
CIMENTACION RIGIDA
MAXIMA CARGA HORIZONTAL SRMAX 376,06 kN
FACTOR DE SEGURIDAD FS 1,85
DESPLAZAMIENTO LATERAL
CRITERIO DE RIGIDEZ b = 0.707/R b 0,16 m-1
PILASTRA RIGIDA
DESPLAZAMIENTO LATERAL d 0,001 m
DISEÑO CONCRETO REFORZADO
CARGA LONGITUDINAL SL 76,62 kN
CARGA TRANSVERSAL ST 94,95 kN
CARGA HORIZONTAL RESULTANTE SR 122,01 kN
CARGA MAXIMA DE ARRANQUE Qu 650,87 kN
PROFUNDIDAD SIN REACCION DEL SUELO H 2,80 m
LOCALIZACION PUNTO MAXIMO DE MOMENTO F 0,12 m
MOMENTO MAXIMO Mmax 14944,07 kN.m
TOWER
FOUNDATIONS
Cliente: RTVC - TELEFONICA TELECOMEstructura: TORRE CUADRADA SECCION VARIABLE DE 60 + 6 M
ESTACION BASE: LA POPA HIPOTESIS 2Municipio: CARTAGENA - BOLIVARSitio: CERRO LA POPA
Diseño: Ing. Jaime Gutierrez C Fecha: Enero 26 de 2011
DISEÑO CIMENTACION PILA
REFUERZO LONGITUDINAL FUSTE
DIAMETRO DE LAS VARILLAS No 8,00
Φ 2,54 cm
AREA Asi 5,07 cm2
CANTIDAD 28,00
AREA DE LA SECCION As 141,88 cm2
CUANTIA ρ 0,0107
RADIO DEL REFUERZO r 1,039 m
INERCIA DE LA SECCION Ixx 14575052 cm4
MODULO DE LA SECCION Sxx 2484000 cm3
ESFUERZO MAXIMO SOBRE EL REFUERZO/FLEXION Ff 1324,20 Mpa
ESFUERZO MAXIMO SOBRE EL REFUERZO/TENSION Ft 39,73 Mpa
ESFUERZO MAXIMO SOBRE EL REFUERZO/TOTAL F 1363,92 Mpa
ESFUERZO ULTIMO < 0.9 Fy si
REFUERZO LONGITUDINAL DEL DADO
DIAMETRO DE LAS VARILLAS No 8,00
Φ 2,54 cm
AREA Asi 5,07 cm2
CANTIDAD 48,00
AREA DE LA SECCION As 243,22 cm2
CUANTIA ρ 0,0184
TOWER
FOUNDATIONS
Cliente: RTVC - TELEFONICA TELECOMEstructura: TORRE CUADRADA SECCION VARIABLE DE 60 + 6 M
ESTACION BASE: LA POPA HIPOTESIS 2Municipio: CARTAGENA - BOLIVARSitio: CERRO LA POPA
Diseño: Ing. Jaime Gutierrez C Fecha: Enero 26 de 2011
DISEÑO CIMENTACION PILA
1,15
0,20 Dado 1,20
GEOMETRIA DE LA PILA
1,158,00
Fuste
1,00 Campana 0,50
3,60